Attachment 6 - Lyons MCR Building GeoReport - signed.pdf

Report Cover Page

EHRM Infrastructure Upgrades Geotechnical Engineering Report

October 8, 2024 | Terracon Project No. J8245067

Prepared for:

GDM-AE, Inc 1308 NE 134th St Vancouver, WA 98685

4081 Hadley Road, Suite B South Plainfield, NJ 07080

P (908) 546-6161 Terracon.com

Facilities | Environmental | Geotechnical | Materials

Report Cover Letter to Sign

October 8, 2024

GDM-AE, Inc 1308 NE 134th St Vancouver, WA 98685

Attn: Mr. Celyn Dezmain - Civil Engineer P: 954-789-4021 E: cdezmain@gdm-ae.com

Re: Geotechnical Engineering Report EHRM Infrastructure Upgrades 151 Knollcroft Road Lyons, Somerset County, New Jersey Terracon Project No. J8245067

Dear Mr. Dezmain:

We have completed the scope of Geotechnical Engineering services for the above referenced project in general accordance with Terracon Proposal No. PJ8245067 dated September 12, 2024. This report presents the findings of the subsurface exploration and provides geotechnical recommendations concerning earthwork and the design and construction of foundations, floor slabs and pavement 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

Alex Kavaleuski, P.E. Erich Christiansen, P.E.

Senior Engineer Principal / Department Manager https://na3.documents.adobe.com/verifier?tx=CBJCHBCAABAAyvpcgiAMF_i4Mtvq-d3vEOj9jZJN0ZKP https://na3.documents.adobe.com/verifier?tx=CBJCHBCAABAAyvpcgiAMF_i4Mtvq-d3vEOj9jZJN0ZKP https://na3.documents.adobe.com/verifier?tx=CBJCHBCAABAAyvpcgiAMF_i4Mtvq-d3vEOj9jZJN0ZKP

Geotechnical Engineering Report EHRM Infrastructure Upgrades | Lyons, Somerset County, New Jersey October 8, 2024 | Terracon Project No. J8245067

Facilities | Environmental | Geotechnical | Materials i

Table of Contents

Introduction Project Description Site Conditions Geotechnical Characterization Seismic Site Class Geotechnical Overview Earthwork

Site Preparation Bedrock Excavation Excavation Safety Reuse of Materials Imported Fill Materials Structural Fill Placement 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

Pavements Pavement Subgrade Preparation Pavement Design Parameters Pavement Section Thicknesses

General Comments

Figures GeoModel

Attachments

Exploration and Testing Procedures Site Location and Exploration Plans Exploration and Laboratory Results Supporting Information

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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 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.

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October 8, 2024 | Terracon Project No. J8245067

Facilities | Environmental | Geotechnical | Materials 1

Introduction

This report presents the results of our subsurface exploration and Geotechnical Engineering services performed for the proposed MCR building to be located within VA New Jersey Health Care System Campus at 151 Knollcroft Road in Lyons, Somerset County, New Jersey. The purpose of these services was to provide information and geotechnical engineering recommendations relative to:

■ Subsurface soil and rock conditions

■ Groundwater conditions

■ Seismic site classification per IBC

■ Site preparation and earthwork

■ Foundation design and construction

■ Floor slab design and construction

■ Pavement design and construction

The geotechnical engineering Scope of Services for this project included the advancement of four 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/or 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

Proposed MCR Site Plan, Structural Foundation Plan, and Sections and Details plans by GDM dated August 16, 2024.

Project Description

Construction of a new MCR building with associated access drive, utility yard and sidewalk.

Proposed Structures

One-story building with a footprint of approximately 7,800 square feet.

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Item Description

Building Construction

CMU block walls with steel columns and anticipated slab-on-grade.

Finished Floor Elevation

Finished floor elevation for the structure is anticipated to be +321.5 feet NAVD datum.

Maximum Loads (assumed)

■ Columns: 150 kips

■ Walls: 3 kips per linear foot (klf)

■ Slabs: 150 pounds per square foot (psf)

Grading/Slopes Based on the available site plan approximately 5 feet of fill will be required within the south portion of the site and approximately 5 feet of cut will be required within the northern portion of the site.

Below-Grade Structures

Not planned

Free-Standing Retaining Walls

Not planned

Pavements Approximately 3,890 square feet of asphalt pavement is planned for the access drive and parking stalls.

Concrete pavement is planned for the utility yard.

Pavement loads of 35,000 ESALs assumed for this project.

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.

Item Description

Parcel Information

The project is located within VA New Jersey Health Care System Campus at 151 Knollcroft Road in Lyons, Somerset County, New Jersey.

Block 8001 Lot 3.

Approximate tower coordinates: 40.6710°,-74.5581° See Site Location

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Item Description

Existing Improvements

None

Current Ground Cover

Grass lawn

Existing Topography

The ground surface within the site generally slopes downward from north to south from approximately Elevation +330 feet along the north project boundary to approximately Elevation +315 feet along the south project boundary.

Geology

Our experience near the vicinity of the proposed development and review of geologic maps indicate that subsurface conditions consist of natural deposits of sandy/clayey silt and silty sand, underlain by weathered siltstone.

Bedrock is mapped as shallow as approximately 3 to 4 feet. The explorations performed at the site indicate presence of weathered siltstone bedrock at depths ranging between 2 and 10 feet.

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.

Model Layer

Layer Name General Description

1 Loose Sand Loose silty sand to sandy silt

2 Silt Medium dense sandy silt to silt

3 Weathered Bedrock Completely weathered siltstone

Surface material consists of approximately 1 to 2 inches of topsoil within the proposed building area. Specific attention should be directed to loose native silty sand to sandy silt soils

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(Model Layer 1) extending to a depth of approximately 2 feet, as well as the presence of shallow weathered bedrock observed at a depth of approximately 2 feet in boring B-4 that may impact construction. These materials will need to be addressed as per the recommendations outlined in the Earthwork section below.

Groundwater seepage was not encountered within the maximum drilling depths at the time of our field exploration; however, mapping by the Natural Resources Conservation Service (NRCS) indicates a seasonal high groundwater level within 30 inches of ground surface. Long-term groundwater monitoring was outside the scope of services for this project.

Fluctuations in groundwater level may occur because of seasonal variations in the amount of rainfall, runoff, and other factors that may differ from those present at the time the explorations were performed. Zones of perched or trapped seepage may be encountered, particularly at the soil-rock interface. Additionally, grade adjustments on and around the site, as well as surrounding drainage improvements, may affect the water table.

The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project.

Seismic Site Class

The seismic design requirements for buildings and other structures are based on Seismic Design Category. Site Classification is required to determine the Seismic Design Category for a structure. The Site Classification is based on the upper 100 feet of the site profile defined by a weighted average value of either shear wave velocity, standard penetration resistance, or undrained shear strength in accordance with Section 20.4 of ASCE 7 and the International Building Code (IBC). Based on the soil/bedrock properties observed at the site and as described on the exploration logs and results, our professional opinion is for that a Seismic Site Classification of C be considered for the project. Subsurface explorations at this site were extended to a maximum depth of 24 feet. The site properties below the boring depth to 100 feet were estimated based on our experience and knowledge of geologic conditions of the general area. Additional deeper borings or geophysical testing may be performed to confirm the conditions below the current boring depth.

Geotechnical Overview

The surficial soils at the site consist of silty sand to sandy silt which appeared relatively stable at the time of our exploration. However, silty sand to sandy silt soils observed at the site could easily become unstable with typical construction processes, especially after precipitation events; therefore, effective drainage should be completed early in the construction sequence and maintained during and after construction. If possible, clearing

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Facilities | Environmental | Geotechnical | Materials 5 and grubbing should be performed during the warmer and drier time of the year, when conditions are more conducive for drying these soils. If clearing is performed during the winter or spring months, an increased risk for possible undercutting and replacement of unstable subgrade will persist. Additional site preparation recommendations, including subgrade improvement, fill placement, and excavations are provided in the Earthwork section.

Currently, loose silty sand to sandy silt soils are present within the upper 2 feet within the project site. These materials have a narrow range of moisture contents where sufficient levels of compaction can be achieved and then sustained when additional fill is placed above. Therefore, even though leaving this material in place is possible, removal and replacement with more stable structural fill material or perhaps chemical treatment with cement should be carefully considered and included in the project budget.

The site grading plan indicates that fills and cuts on the order of 5 feet will be required to reach the proposed slab and pavement grades; therefore, with exception of a small section of building and pavement area already near the proposed grades, the majority of the loose soils will be either cut or will need to be densified and covered with structural fill soils. Therefore, we recommend that a portion of the project site where the existing ground surface is at or below Elevation +321 feet should be proofrolled/densified as discussed in Earthwork section.

Provided that subgrade preparation measures are implemented as discussed in the Earthwork section below, the proposed building can be supported on shallow foundations bearing on medium dense native sandy silt, silt or structural fill. The Shallow Foundations section addresses support of the proposed additions bearing on native soils (Model Layer 2) or structural fill placed atop of this layer. The Floor Slabs section addresses slab-on-grade support of the building.

Provided measures discussed in the Earthwork section are implemented, the planned asphalt and concrete pavements can be designed and constructed as discussed in Pavements section.

As previously discussed, the site grading plan indicates that cut slopes are planned within the north portion of the site and fill slopes are planned within the south portion of the site. Based upon our experience with the area, the slopes that are 5 feet high or less and on a 4H:1V inclination, as planned for this site, should provide an adequate factor of safety for global stability. We recommend that fill slopes be built from the low elevations to higher elevations, and that they be overbuilt and then cut back to the planned slope inclination to develop an adequately compacted slope face. The proposed building should be situated with a minimum 5-foot setback from the edge of the compacted filled slope.

It is recommended that all exposed earth slopes be seeded and to provide protection against erosion. Seeded slopes should be protected with erosion mats until the vegetation is established.

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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.

Earthwork

Earthwork is anticipated to include clearing and grubbing, excavations, and structural 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, floor slabs, and pavements.

Site Preparation

Prior to any earthwork operations, the clearing and grubbing of the existing vegetation should be performed, and any existing utilities that are in conflict with the proposed construction should either be removed or relocated. Any topsoil within the construction area should be stripped within, as well as five feet beyond the limits of the proposed construction. The vegetation and topsoil are not suitable for reuse as structural fill/backfill and should be disposed in a proper manner. As an alternative, the topsoil could be reused in non-structural landscaped areas. Areas that are above the design subgrade elevations could then be cut to grade.

Subgrade Preparation

Following site preparation and before any structural fill is placed, the exposed silty sand to sandy silt soils that are at or below the design subgrade elevation of should be thoroughly proofrolled/densified with at least 6 passes of a self-propelled, vibratory compactor with a static drum weight of at least 10-ton (static weight) to locate any areas that are loose or unstable.

Proofrolling/densification should be performed after a suitable period of dry weather to avoid degrading the existing subgrade and to reduce the amount of undercutting and 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. When proofrolling has been completed to the satisfaction of the geotechnical engineer, structural fill can be placed in the manner described below to the design building and pavement subgrade elevations.

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Construction traffic over completed building and pavement subgrades should be avoided to the extent practical. The site should also be graded to prevent ponding of surface water in excavations and building pad areas. 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.

Bedrock Excavation

Completely weathered siltstone was encountered at a depth of 2 feet at boring B-4 and at greater depths elsewhere on the site. It is our opinion that the completely weathered siltstone can be excavated with conventional equipment in mass excavations. However, it should be noted that the weathered siltstone appeared to become more competent as depth increased. Therefore, zones of more competent bedrock could be encountered in deeper excavations that may require hydraulic hammers to remove, especially in confined areas such as footing and utility trenches.

Excavation Safety

As a minimum, temporary excavations should be sloped or braced, as required by Occupational Health and Safety Administration (OSHA) regulations, to provide stability and safe working conditions. The contractor should shore, slope or bench the sides of all temporary excavations, as required, to maintain stability of both the excavation sides and bottom. All excavations should comply with applicable local, State and federal safety regulations, including the current OSHA Excavation and Trench Safety Standards.

Reuse of Materials

Materials generated during the excavation operations for foundations and utilities are expected to consist of silt, sandy silt and silty sand materials, including weathered siltstone. Silt and sandy silt soils have a narrow range of moisture contents where sufficient levels of compaction can be achieved and then sustained when additional fill is placed above. Therefore, even though the reuse of on-site sandy silt and silt soils as structural fill is possible, it may require additional time and effort to achieve required compaction and then maintain stable subgrade, especially during the traditionally wetter periods of the year. Where possible, silt soils should be segregated during excavation and can be later reused in non-structural landscape areas. Mixing of excavated silt and silty sand soils will reduce overall workability of fill material. Reuse of the weathered siltstone is possible, provided that the material is processed into a well graded silty sand and gravel matrix prior to reuse.

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Silty sand and gravel materials can be reused as structural fill from a geotechnical perspective. We recommend using sandy silt soils at the lower fill elevations then capping it with silty sand soils closer to the proposed slab and pavement subgrade elevations.

All structural fill materials should be free of any deleterious materials (i.e., materials that can degrade with time or are highly compressible, such as wood, vegetation, topsoil, etc.) and have a maximum particle size of 6 inches; however, the use of the on-site soils should be verified with the project’s environmental consultant.

Imported Fill Materials

In the event that imported structural fill is needed to complete the backfill or site grading, 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.

Structural Fill Placement

Structural fill should be installed in controlled layers, or lifts, uniformly compacted to at least 95 percent of the fill material’s maximum dry density, as determined by ASTM D1557 Test Procedures. The moisture content of the fill material should be controlled to within approximately 2 to 3 percent of the optimum moisture content by wetting, aeration, or blending, as necessary to achieve the required compaction. The layer thickness should be adjusted as needed depending on the type of compaction equipment used and the condition of the fill materials at the time of construction but should be no greater than 12 inches in loose thickness. It should be expected that thinner lifts will be required to achieve the required compaction in confined areas where portable compaction equipment is used. Lean concrete or nominally compacted clean crushed stone could be used in lieu of structural fill soil.

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.

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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.

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 do not anticipate the groundwater table affecting shallow excavation efforts.

However, perched water may be encountered if removal and replacement option (deeper excavation) within the building footprint is selected. 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.

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 gravel cover, asphalts, concrete slabs, loose/soft soils, 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.

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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 areas and 5,000 square feet in pavement areas. Where not specified by local ordinance, one density and water content test should be performed for every 100 linear feet of compacted utility trench backfill and a minimum of one test performed for every 12 vertical inches of compacted backfill.

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.

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 3 Undisturbed medium dense native soils, weathered siltstone or structural fill placed over these materials

Minimum Foundation Dimensions Columns: 30 inches Continuous: 18 inches

Ultimate Passive Resistance4

(equivalent fluid pressures)

390 pcf (fine grained backfill) 290 pcf (granular backfill)

Sliding Resistance 5

0.40 allowable coefficient of friction – imported granular material

0.30 allowable coefficient of friction – fine grained material

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Item Description Minimum Embedment below

Finished Grade 6 36 inches

Estimated Total Settlement from

Structural Loads 2 Less than about 1 inch

Estimated Differential Settlement 2, 7 About 1/2 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 assumed typical loads for this type of structure. Additional geotechnical consultation will be necessary if higher than normal 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 or that the footing forms be removed and compacted structural fill be placed against the vertical footing face. Assumes no hydrostatic pressure.

5. 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. Differential settlements are noted for equivalent-loaded foundations and bearing elevation as measured over a span of 50 feet.

Foundation Construction Considerations

As noted in Earthwork, the 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.

Sensitive soils exposed at the surface of footing excavations may require surficial compaction with hand-held dynamic compaction equipment prior to placing structural fill, steel, and/or concrete. Should surficial compaction not be adequate, construction of a working surface consisting of either crushed stone or a lean concrete mud mat may be required prior to the placement of reinforcing steel and construction of foundations.

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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.

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 structural fill placed, as recommended in the Earthwork section.

Floor Slabs

Design parameters for floor slabs assume the requirements for Earthwork 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.

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Floor Slab Design Parameters

Item Description

Floor Slab Support1 Minimum 6 inches of well graded aggregate compacted to at least 95% of ASTM D 1557 2

Estimated Modulus of Subgrade Reaction 2 100 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.

2. 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 ൬ 𝑏 + 1 2𝑏

൰

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.

Where floor slabs are tied to perimeter walls or turn-down slabs to meet structural or other construction objectives, our experience indicates differential movement between the walls and slabs will likely be observed in adjacent slab expansion joints or floor slab cracks beyond the length of the structural dowels. The structural engineer should account for potential differential settlement through use of sufficient control joints, appropriate reinforcing or other means.

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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.

The geotechnical engineer should observe 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.

Pavements

Pavement designs are provided for the traffic conditions and pavement life conditions as noted in Project Description and in the following sections of this report. A critical aspect of pavement performance is site preparation.

Currently, loose sandy silt soils are present within the upper 2 feet within the project site. However, the site grading plan indicates that fills and cuts on the order of 5 feet will be required to reach the proposed grades; therefore, with exception of a small section of pavement area already near the proposed pavement grades, the majority of the loose soils will be either cut or will be densified and covered with structural fill soils.

Therefore, we recommend that a portion of the project site with the existing ground surface elevation of +321 feet or below should be proofrolled/densified as discussed in Earthwork section.

The exposed subgrade should be thoroughly proofrolled/densified with at least six passes of a minimum 10-ton (static weight) vibratory roller compactor under the observation of a Terracon geotechnical engineer. Any soft or unstable subgrade areas identified after proofrolling/densification should be excavated to the surface of stable materials and replaced with additional structural fill. Following the densification and any necessary remedial earthwork, structural fill, if needed, should then be placed and compacted to design pavement subgrade in accordance with our recommendations in the Earthwork section.

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Pavement Subgrade Preparation

Pavement subgrades should also be carefully evaluated for disturbance or softening from construction activities or weather as the time for pavement construction approaches.

Unless the procedures recommended above are conducted immediately prior to paving, the subgrades should be rechecked and proofrolled prior to placing the pavement base course with a loaded tandem-axle dump truck. Particular attention should be paid to high traffic areas that were rutted and disturbed, to areas where backfilled trenches are located, and to areas of in-situ fill materials or other site improvements. Areas where unsuitable conditions are located should be repaired by replacing the materials with properly compacted fill. When proofrolling/subgrade stabilization has been completed to the satisfaction of the geotechnical engineer, base may be placed.

Pavement Design Parameters

A subgrade CBR of 3 was used for the Asphaltic Concrete (AC) pavement designs, and modulus of subgrade reaction of 110 pci was used for the Portland Cement Concrete (PCC) pavement design and assumes that the subgrade preparation recommendations provided above are implemented. The values were empirically derived based upon our experience with the describe soil type subgrade soils and our understanding of the quality of the subgrade as prescribed herein.

Pavement performance is affected by its surroundings especially by presence of water.

Pavements should be sloped to provide rapid drainage of surface water. Water allowed to pond on or adjacent to the pavements could saturate the subgrade and contribute to premature pavement deterioration. The civil engineer should consider the following drainage recommendations in the design and layout of pavements:

■ Final grade adjacent to paved areas should slope down from the edges at a minimum 2 percent;

■ The subgrade and pavement surface should have a minimum 2 percent slope to promote proper surface drainage;

■ Install below pavement drainage systems surrounding areas anticipated for frequent wetting;

■ Install joint sealant and seal cracks immediately;

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Facilities | Environmental | Geotechnical | Materials 16

Pavement Section Thicknesses

Frost susceptibility is a major factor in the overall pavement section thickness. The total pavement structural sections presented in this report are based also upon the expected depth of freeze, which for the project site is anticipated at 36 inches. Also, please note that if the existing pavement section is thicker than the proposed pavement section, we recommend that the new pavement section match the existing pavement.

The following tables provide options for AC and PCC pavement sections:

Asphaltic Concrete (AC) Design

Layer 2 Thickness (inches)

Standard Duty 1

Asphaltic Surface3 1.5

Asphaltic Base3 2.5

Aggregate Base 6

1. See Project Description for more specifics regarding traffic classifications.

2. All materials should meet the current New Jersey Department of Transportation (NJDOT)

Standard Specifications for Highway and Bridge Construction 2007.

■ Asphaltic Surface – Wearing Course Hot Mix Asphalt (HMA): Specification 902.02

■ Asphaltic Base – HMA: Specification 902.02

■ Aggregate Base - Dense Graded Aggregate: Specification 901.10

3. Note that 902.02 Hot Mix Asphalt (HMA) specification allows up to 15 percent of Reclaimed Asphalt Pavement (RAP) in the asphaltic surface course and up to 25 percent of RAP in the asphaltic base course.

Portland Cement Concrete (PCC) Design

Layer 2 Thickness (inches)

Standard Duty 1 Utility Yard 1

PCC 5 7

Aggregate Base 4 4

1. See Project Description for more specifics regarding traffic classifications.

2. All materials should meet the current New Jersey Department of Transportation (NJDOT)

Standard Specifications for Highway and Bridge Construction 2007.

■ PCC - Portland Cement Concrete: Specification 903.02

■ Aggregate Base - Dense Graded Aggregate: Specification 901.10

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Facilities | Environmental | Geotechnical | Materials 17

The recommended pavement sections provided in this report are minimums for the assumed design criteria, and as such, periodic maintenance should be expected. Areas for parking of heavy vehicles, concentrated turn areas, and start/stop maneuvers could require thicker pavement sections than those indicated above. Edge restraints (i.e., concrete curbs or aggregate shoulders) should be planned along curves and areas of maneuvering vehicles. A maintenance program that includes surface sealing, joint cleaning and sealing, and timely repair of cracks and deteriorated areas will increase the pavement’s service life. As an option, thicker sections could be constructed to decrease future maintenance.

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

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Facilities | Environmental | Geotechnical | Materials 18 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 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.

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Facilities | Environmental | Geotechnical | Materials

Figures

Contents:

GeoModel

E L E

V A

T

IO

N

M S

L

(f e e 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:

B-1 B-2

B-3 B-4

Legend

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

GeoModel

151 Knollcroft Road | Lyons, NJ

Terracon Project No. J8245067

EHRM Infrastructure Upgrades

844 N Lenola Rd, Ste 1

Moorestown, NJ

Topsoil Sandy Silt

Highly Weathered Shale Silty Sand

Silt Silt with Sand

Silty Sand with Gravel

Model Layer Layer Name General Description

1 Loose silty sand to sandy silt

3 Completely weathered siltstone

2 Medium dense sandy silt to silt

Loose Sand

Weathered Bedrock

Silt

23.9

23.8

22.5

October 8, 2024 | Terracon Project No. J8245067

Facilities | Environmental | Geotechnical | Materials

Attachments

October 8, 2024 | Terracon Project No. J8245067

Facilities | Environmental | Geotechnical | Materials

Exploration and Testing Procedures

Field Exploration

Number of Borings Approximate Boring Depth

(feet) Location1

4 22 to 24 2 Proposed building location

1. The planned boring locations are shown on the attached Anticipated Exploration Plan.

2. Auger and spoon refusal depths.

Boring Layout and Elevations: Terracon personnel provided the boring layout using handheld GPS equipment (estimated horizontal accuracy of about ±20 feet) and referencing existing site features. Approximate ground surface elevations were obtained by interpolation from the Proposed MCR Site Plan by GDM dated August 16, 2024. If elevations and a more precise boring layout are desired, we recommend borings be surveyed.

Subsurface Exploration Procedures: We advanced the borings with a track-mounted, rotary drill rig using hollow stem continuous flight augers. Six samples were obtained in the upper 12 feet of each boring and at intervals of 5 feet thereafter. In the split-barrel sampling procedure, performed at the site, 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 middle 12 inches of a normal 24-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. 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. For safety purposes, all borings were backfilled with auger cuttings after their completion.

The sampling depths, penetration distances, and other sampling information was 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 observed 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.

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Facilities | Environmental | Geotechnical | Materials

Laboratory Testing

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

■ Moisture Content

■ Grain Size

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. Boring log rock classification was determined using the Description of Rock Properties.

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Facilities | Environmental | Geotechnical | Materials

Site Location and Exploration Plans

Contents:

Site Location Exploration Plan

Note: All attachments are one page unless noted above.

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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

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