Geotechnical Engineering Report 12 10 2024 submission

Mavis Store #2296 December 10, 2024 ECS Project No. 44:2100 Page 9 Ground Motion Parameters: In addition to the seismic Site Class noted above, ECS has determined the design spectral response acceleration parameters consistent with the methodology of the 2021 IBC-NJ, which references ASCE/SEI 7-16. We have assumed a structure Risk Category of II. If the structural designer determines a different Risk Category is more appropriate, ECS should be contacted so that we can review our recommendations and provide alternate recommendations. The spectral responses were estimated with the collaborative website tool from the ASCE Hazard Tool (https://ascehazardtool.org). The design responses for the short (0.2 sec, SDS) and 1-second period (SD1) are noted in bold at the far- right end of the following table. GROUND MOTION PARAMETERS [2021 IBC] – STRUCTURE RISK CATEGORY II Mapped Spectral Maximum Spectral Design Spectral Values of Site Period Response Response Acceleration Response Coefficient (sec) Accelerations Adjusted for Site Class Acceleration for Site Class (g) (g) (g) Figures 1613.2.1 Tables 1613.2.3 Eqs. 16-36 & Eqs. 16-38 & Reference (1) & (2) (1) & (2) 16-37 16-39 0.2 SS 0.284 Fa 1.3 SMS=FaSs 0.370 SDS=2/3 SMS 0.246 1.0 S1 0.060 Fv 1.5 SM1=FvS1 0.089 SD1=2/3 SM1 0.060 4.4 PAVEMENTS Subgrade Characteristics: Based on the results of our soil test borings, it appears any pavement subgrades in cuts will generally consist of the loose to very dense SILTY SAND (USCS:SM) and SILT (USCS: ML) or firm CLAYEY SILT (USCS: CL-ML) of Stratum I. These soils provide a range of pavement support from moderate to poor with support diminishing as the content of fine-grained

CS:SM) and SILT (USCS: ML) or firm CLAYEY SILT (USCS: CL-ML) of Stratum I. These soils provide a range of pavement support from moderate to poor with support diminishing as the content of fine-grained soil (silt and/or clay) increases. With increasing fine-grained soil content, soil drainage is reduced and susceptibility to frost increases. Additionally, increasing moisture sensitivity, meaning the soils can soften and decrease in strength with increasing moisture content, also results from increased content of fine-grained soil. Therefore, we recommend pavements to be constructed at the project site be underlain with a graded aggregate subbase placed and compacted over previously proofrolled and compacted subgrade soil. Our pavement recommendations below are predicated on use of a graded aggregate subbase. California Bearing Ratio (CBR) testing was performed as part of this study and results are included in Appendix C. CBR testing was performed in our lab. The soils tested demonstrated CBR values ranging from 3.7 to 17.7, with an average of 9.6. Maximum swell was 1.55%. For preliminary design purposes, we recommend a CBR value of 6.4. Design Assumptions and Criteria: We understand pavements for the project will consist of standard-duty flexible pavement section for parking areas and drive lanes as well as a light-duty rigid pavement section for the dumpster pad. We were not provided traffic loading information, so we have assumed loadings typical for this type of project. The anticipated use of the pavement areas associated with the planned project will be primarily by passenger vehicles with occasional truck traffic associated with deliveries, snow and trash removal, and maintenance. Therefore, we have assumed a maximum daily traffic volume of 300 passenger vehicles and 2 trucks for flexible pavement areas, a 15-year design life, and no year- over-year growth. If the actual traffic volumes will exceed these assumptions, ECS should be contacted

Mavis Store #2296 December 10, 2024 ECS Project No. 44:2100 Page 10 for revised pavement recommendations; otherwise, increased pavement maintenance and a shortened pavement life should be expected. Minimum Recommended Pavement Sections: The recommended minimum pavement sections as listed in the following table are based upon the anticipated usage and design life discussed, considering a composite CBR of 6.4-percent (i.e., compacted subgrade with compacted graded aggregate subbase), and also consideration for minimum lift thickness dictated by the nominal maximum size of the aggregate in the design mix. Further, the recommended minimum pavement sections are predicated upon proofrolling and compaction of the existing subgrade soils in accordance with Sections 5.1.3 and 5.1.4 of this report. MINIMUM RECOMMENDED PAVEMENT SECTIONS MATERIAL FLEXIBLE RIGID Superpave 9.5 mm 1.5 in - Asphaltic Concrete Surface Course Superpave 19.0 mm 2.5 in - Asphaltic Concrete Base Course Portland Cement Concrete - 6.0 in (f’c = 4,000 psi) Dense Graded Aggregate (DGA) 6.0 in 6.0 in Subbase Notes: (1) Material and installation shall conform to New Jersey Department of Transportation Standard Specifications for Road and Bridge Construction, 2019, unless otherwise indicated. (2) Thicknesses indicated represent compacted material

nsportation Standard Specifications for Road and Bridge Construction, 2019, unless otherwise indicated. (2) Thicknesses indicated represent compacted material thicknesses. We also recommend the light-duty rigid pavement be reinforced with appropriate fibers or welded wire fabric. All reinforcement as well as spacing of control joints to be designed/specified by others. We recommend American Concrete Institute (ACI) guidelines for joint spacing be followed, and the minimum recommended joint spacing be considered to reduce the potential for shrinkage cracks within the rigid pavement sections. The pavement sections provided above are guidelines that may or may not comply with local jurisdictional minimums. It is the responsibility of the civil/site engineer to confirm compliance with jurisdictional requirements.

Mavis Store #2296 December 10, 2024 ECS Project No. 44:2100 Page 11 5.0 SITE CONSTRUCTION RECOMMENDATIONS 5.1 SUBGRADE PREPARATION 5.1.1 Demolition Prior to general earthwork and construction, demolition and off-site disposal any remaining below-grade foundation elements from past site development within the construction footprint is required. Existing below-grade foundation elements must be removed to a depth of at least 3 feet below the proposed subgrade elevation for the new construction, and in their entirety where they conflict with planned foundations and slabs. Hoe-rams or specialized demolition equipment may be required to dislodge and remove such buried obstructions. Existing utilities should be removed from, and relocated around, new structures. Excavations associated with removal of these items extending below the level of proposed subgrade should be backfilled with Structural Fill as specified herein. Demolition debris must be disposed of off-site in accordance with local, State, and Federal regulations. 5.1.2 Stripping and Grubbing Subgrade preparation should consist of removing all vegetation, trees, stumps, roots, topsoil, existing fill, pavements, debris and any soft or unsuitable materials within the limits of planned construction. Based upon the observations within the completed explorations, removal of topsoil should be anticipated within some areas. Deeper topsoil or organic-rich soils may be present in wet, low-lying, poorly drained areas and densely wooded areas. ECS should be retained to document that topsoil and other unsuitable near- surface materials have been stripped prior to excavation to construct subgrade elevations, placement of Structural Fill, and construction of new earthworks and structures. 5.1.3 Proofrolling Prior to subgrade compaction, fill placement or other construction on subgrades, the subgrades should be evaluated by ECS. Unless otherwise recommended herein, the exposed subgrade should be thoroughly proofrolled with construction equipment having a minimum axle load of 10 tons (e.g., fully loaded tandem-axle, on-road dump truck) travelling at a maximum of 1.5 feet per second (approximately 1 mile per hour). Proofrolling should be

ipment having a minimum axle load of 10 tons (e.g., fully loaded tandem-axle, on-road dump truck) travelling at a maximum of 1.5 feet per second (approximately 1 mile per hour). Proofrolling should be traversed in two perpendicular directions with overlapping passes of the vehicle under the observation of ECS. This procedure is intended to assist in identifying any localized yielding materials. Where proofrolling identifies areas that are unstable or “pumping” subgrade or has experienced permanent deformation more than 1/2-inch, those areas should be remediated prior to the subsequent compaction and placement of engineered fill or other construction materials. Remediate by undercutting and replacing the unstable/unsuitable soils in these area with compacted Structural Fill as described herein. Test pits may be excavated to explore the shallow subsurface materials to help in determining the cause of potentially unstable materials and delineate the extent of undercutting needed. 5.1.4 Potential Undercuts Where observed or otherwise identified (e.g., proofrolling, subsurface exploration logs, dynamic cone penetrometer testing), unsuitable soils must be undercut and removed. It is important to have ECS observe, probe, and test subgrade conditions prior to placing foundation concrete to document the bearing soils are what was anticipated and the extent of undercutting necessary, if any. Undercuts should be backfilled with Structural Fill up to the original design subgrade elevation required. Open-graded gravel (e.g., AASHTO No. 57) should not be used to backfill foundation undercuts as this

Mavis Store #2296 December 10, 2024 ECS Project No. 44:2100 Page 12 could result in a reservoir condition, allowing the accumulation of water and potential softening of the bearing soils. It is important to have ECS observe subgrade conditions prior to placing foundation concrete or Granular Capillary Break/Drainage Layer for ground-supported slabs to document the bearing soils are what was anticipated and the extent of undercutting necessary, if any. Some undercutting and replacement should be anticipated within the new building footprint. 5.1.5 Site Temporary Dewatering The contractor must make its own assessment of temporary dewatering needs based upon the limited subsurface groundwater information presented in this report. Soil sampling is not continuous, and thus soil and groundwater conditions may vary between sampling intervals. If the contractor believes additional subsurface information is needed to assess dewatering needs, they should obtain such information at their own expense. ECS makes no warranties or guarantees regarding the adequacy of the provided information to determine dewatering requirements; such recommendations are beyond our scope of services. Dewatering systems are a critical component of many construction projects. Dewatering systems must be selected, designed, and maintained by a qualified and experienced (specialty or other) contractor familiar with the succinct geotechnical and other aspects of the project. The failure to properly design and maintain a dewatering system for a given project can result in delayed construction, unnecessary foundation subgrade undercuts, detrimental phenomena such as ‘running sand’ conditions, internal erosion (i.e., ‘piping’), the migration of ‘fines’ down-gradient towards the dewatering system, localized settlement of nearby infrastructure, foundations, slabs-on-grade and pavements, etc. Water discharged from any site dewatering system must be discharged in accordance with all local, State, and Federal requirements. We anticipate that effective, short-term dewatering operations can be managed by using trash pumps or conventional submersible pumps directly in open excavations for the construction of the shallow foundations. 5.2 EARTHWORK

ive, short-term dewatering operations can be managed by using trash pumps or conventional submersible pumps directly in open excavations for the construction of the shallow foundations. 5.2 EARTHWORK OPERATIONS 5.2.1 Existing Man-Placed Fill Existing fill materials were encountered in each of the borings. Other localized areas of undocumented fill may still be present at the site. If during construction deeper undocumented fill materials are encountered, the Geotechnical Engineer should be contacted to evaluate and provide recommendations. Considering the homogenous nature of the materials, the existing fill can remain in place below proposed pavements and the pad provided it is stable during proofrolling operations. However, if construction debris and/or previous remanence of previous development are encountered, ECS should be contacted to further evaluate the site conditions. In parking areas, if undercutting does not resolve localized areas of instability, the undercut should be stopped at a depth of 2 feet below subgrade and the exposed subgrade should then be covered with bi- axial or tri-axial geogrid (BX-1200, TX-160 or equivalent) or reinforcing geotextile fabric (Amoco 2006 or equivalent) prior to placement of new fill. In undercut areas, the new fill should consist of select granular fill, such as crushed stone or highway base stone.

Mavis Store #2296 December 10, 2024 ECS Project No. 44:2100 Page 13 5.2.2 Structural Fill Prior to placement of Structural Fill, representative bulk samples (about 50 pounds) of the off-site borrow should be submitted to ECS for laboratory testing, which will typically include Atterberg limits, natural moisture content, grain-size distribution, and moisture-density relationships (i.e., Proctors) for compaction. Import materials should be tested prior to being hauled to the site to determine if they meet project specifications. Alternatively, Proctor data from other accredited laboratories can be submitted if the test results are dated within 90 days of the submission date. Satisfactory Structural Fill Materials: Materials satisfactory for use as Structural Fill must be free of deleterious materials such as construction debris, wood, glass, ash, trash, refuse, roots and other organic matter; and, conform to the following engineering properties and compaction requirements. Additionally, imported materials for use as Structural Fill must also meet the New Jersey Department of Environmental Protection’s Requirements for Soil and Fill Materials. STRUCTURAL FILL INDEX PROPERTIES Subject Property Liquid Limit < 40 Plasticity Index < 20 Maximum Particle Size 3 inches Fines Content (percent passing the No. 200) 15% maximum Maximum Organic Content 5% by dry weight STRUCTURAL FILL COMPACTION REQUIREMENTS Subject Requirement Compaction Standard Modified Proctor, ASTM D1557 Required Compaction 95% of Maximum Dry Density Moisture Content within -2 to +3 percentage points of optimum

, ASTM D1557 Required Compaction 95% of Maximum Dry Density Moisture Content within -2 to +3 percentage points of optimum Loose Lift Thickness 8 inches Fill Placement: Fill materials should not be placed on frozen soils, on frost-heaved soils, and/or on excessively wet soils. Borrow fill materials should not contain frozen materials at the time of placement, and all frozen or frost-heaved soils should be removed prior to placement of fill soils and aggregates. Excessively wet soils or aggregates should be scarified, aerated, and moisture conditioned. Field testing in accordance with ASTM D6938 using the representative results from ASTM D1557 is recommended at a per lift frequency of not less than one (1) test per 1,500 square feet or a minimum of two (2) tests per lift, whichever more frequent, within the planned building footprint and not less than one (1) test per 2,500 square feet in pavement areas. 5.2.3 On-site Soil Re-use Existing on-site, granular soils consisting of inorganic soils classified as USCS: SM, SC, SW, SP, GW, GP, GM and GC, or a combination of these group symbols, per ASTM D2487, resulting from excavations for foundations may be re-used. The materials should be suitably dry; free of organic matter, debris, and other deleterious material; and should contain no particle sizes greater than 4 inches in the largest dimension.