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