Geotechnical Engineering Report 12 10 2024 submission

Mavis Store #2296 December 10, 2024 ECS Project No. 44:2100 Page 14 Prior to re-use of on-site soils, representative bulk samples (about 50 pounds) of the material should be submitted to ECS for laboratory testing, which will typically include Atterberg limits, natural moisture content, particle-size distribution, and moisture-density relationships (i.e., Proctors) for compaction. Compaction requirements for on-site soil re-use will be the same as Structural Fill compaction requirements stated above. 5.2.4 Excavation Considerations All excavations and slopes should be constructed and maintained in accordance with OSHA excavation safety standards. The contractor is solely responsible for designing, constructing, and maintaining stable temporary excavations (both sides and bottom of the excavations) and slopes. The contractor’s responsible person, as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the contractor’s safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, State, and Federal safety regulations. ECS is providing this information solely as a service to our client. ECS is not assuming responsibility for construction site safety or the contractor’s activities; such responsibility is not being implied and should not be inferred. 5.3 EARTHWORK AND FOUNDATION OBSERVATIONS Subgrade and Engineered Fill: Due to the presence of very loose and loose subgrade, some of the soils at the project site are anticipated to be unsuitable. As such, it is important to have ECS observe proofrolling and test subgrade compaction prior to engineered fill placement to document the soil conditions and the extent of any undercutting necessary. Additionally, it is important to have ECS observe, test, and document the as-placed moisture content and density of engineered fill on a full-time, lift-by-lift basis for conformance with our recommendations. Footing Subgrade: To ensure the soils at or below footing bearing elevations are to be suitable for support of the new building, it is important to have ECS observe, probe, and test the footing subgrade prior to placing

o ensure the soils at or below footing bearing elevations are to be suitable for support of the new building, it is important to have ECS observe, probe, and test the footing subgrade prior to placing foundation concrete to document the bearing soils are what was anticipated and the extent of undercutting necessary. As previously noted, the existing fills are most likely not suitable for support of foundation elements, therefore, the bearing materials will need to be carefully evaluated prior to concrete placement to confirm the bearing materials meet the requirements provided herein. Protection of Foundation Excavations: Exposure to the environment may weaken the soils at design subgrade elevation if the excavations remain open for too long a time. Therefore, foundation concrete should be placed the same day that excavations are made. If the bearing soils are softened by surface water intrusion or exposure, the softened soils must be removed from the foundation excavation bottom immediately prior to placement of concrete. If the excavation must remain open overnight, or if rainfall becomes imminent while the subgrade is exposed, a 1 to 3-inch thick “mud mat” of “lean” concrete should be placed on the subgrade soils before the placement of reinforcing steel. 5.4 UTILITY INSTALLATIONS Utility Subgrades: The soils encountered in our exploration are expected to be generally suitable for support of utility pipes and conduits. The subgrade for utility excavations should be observed and probed for stability by ECS. Any soft/loose or unsuitable materials encountered at the subgrade elevation should be removed and replaced with suitable compacted Structural Fill or bedding material. Utility Backfilling: We recommend granular bedding material (e.g., AASHTO No. 57) be at least 4 inches thick, but not less than that specified by the civil/site engineer’s project drawings and specifications.

Mavis Store #2296 December 10, 2024 ECS Project No. 44:2100 Page 15 Bedding material should be placed up to at least the springline of the pipe unless otherwise required by civil/site engineer, pipe manufacturer, or documented industry standard. Fill placed for support of the utilities, as well as backfill over the utilities, should satisfy the requirements for Structural Fill. Utility Excavation Dewatering: It is possible that water may be encountered within utility excavations which extend below existing grades. It is anticipated that removal of water which seeps into utility excavations can be accomplished by pumping from sumps excavated into the trench bottom. Should water conditions beyond the capability of sump pumping be encountered, the contractor should prepare and submit a Dewatering Plan.

Mavis Store #2296 December 10, 2024 ECS Project No. 44:2100 Page 16 6.0 CLOSING ECS has prepared this report to guide the geotechnical-related design and construction aspects of the project. We performed these services in accordance with the standard of care expected of professionals in the industry performing similar services on projects of like size and complexity at this time in the region. No other representation, expressed or implied, and no warranty or guarantee is included or intended in this report. The description of the proposed project is based on information provided to ECS by Mavis. If any of this information is inaccurate or changes, either because of our interpretation of the documents provided or site or design changes that may occur later, ECS should be contacted so we can review our recommendations and provide additional or alternate recommendations that reflect the proposed construction. We recommend that ECS review the project plans and specifications so we can confirm that those plans/specifications are in accordance with the recommendations of this geotechnical report. Field observations, and quality assurance testing during earthwork and foundation installation are an extension of, and integral to, the geotechnical design. We recommend that ECS be retained to apply our expertise throughout the geotechnical phases of construction, and to provide consultation and recommendation should issues arise. ECS is not responsible for the conclusions, opinions, or recommendations of others based on the data in this report.

Appendix A - Drawings and Reports Site Location Diagram Boring Location Diagram(s) Subsurface Cross-Section(s) Geologic/Soil Survey Maps

² Service Layer Credits: World Boundaries and Places: Sources: Esri, HERE, Garmin, FAO, NOAA, USGS, © OpenStreetMap SITE ENGINEER SITE LOCATION DIAGRAM JCY SCALE Mavis #2296 - West Orange, NJ 1" = 200' PROJECT NO. 44:2100 460 Prospect Avenue SHEET West Orange, New Jersey 1 DATE Mavis Tire Supply, LLC 12/10/2024

² Service Layer Credits: World Boundaries and Places: Sources: Esri, HERE, Garmin, FAO, NOAA, USGS, © OpenStreetMap B-01 B-04 B-03 SITE B-07 B-02 B-08 B-05 B-06 Legend Approximate Boring Locations Approximate Cross-Section Locations ENGINEER BORING LOCATION DIAGRAM JCY SCALE Mavis #2296 - West Orange, NJ 1" = 40' PROJECT NO. 44:2100 460 Prospect Avenue SHEET West Orange, New Jersey 1 DATE Mavis Tire Supply, LLC 12/10/2024

621 621 *B-05 620 620 *B-06 Topsoil 619 4 619 *B-03 Topsoil 618 ML/CL 23 618 Topsoil ML 617 28

ML 617 28 6 617 SM 616 14 616 *B-01 615 12 34 SM 615 Asphalt 614 SM 20 614 8 613 23 19 CL/ML 613 Legend Key 612 18 30 612 Topsoil GC-GM 611 25

GC-GM 611 25 26 611 ML/CL 610 12 25 610 ML/CL ML 609 22 EOB @ 609 10.0 SM 608 22 SC-SM 608 CL/ML 607 607 50/4" AR @ 11.5 GC-GM 606 26