13026 Resubmission

Geotechnical Engineering Investigation Report JMA02P003.05- 08/19/2025 262-270 Main St 3.1.1 Results The soils encountered in this region varied between boring locations. Overburden soils comprised of mainly Silt Gravel (GM) and Silty Sand (SP-SM), with bedrock encountered at approximately 30ft BGS on Boring 1, and approximately 9.5ft BGS on Boring 2. The overall test results can be found in Appendix C: Laboratory Testing Results. The generalized subsurface profile of the site conditions for this region provided in Table 3 – Unconfined Compression Test Results of Intact Rock Core per ASTM D 2938 Unconfined Boring Depth Density of Rock Core Compression Strength ID Encountered (lb/ft^3) (psi) B-1 30’ 8,620 158.15 Table 4 has been developed based on the field observations. Hudson Engineering notes that this profile is a simplified representation of the site’s geology and that the typed soil Boring logs provided in Appendix B: Soil Boring Logs should be consulted for detailed information as soil and bedrock depths vary from location to location. The approximate depths of the groundwater table during the field investigations were noted in Table 3 – Unconfined Compression Test Results of Intact Rock Core per ASTM D 2938 Unconfined Boring Depth Density of Rock Core Compression Strength ID Encountered (lb/ft^3) (psi) B-1 30’ 8,620 158.15 Table 4. It should be noted that groundwater is ephemeral and may fluctuate due to seasonal and climatic influences. 4 Construction Recommendations 4.1 Foundation

8,620 158.15 Table 4. It should be noted that groundwater is ephemeral and may fluctuate due to seasonal and climatic influences. 4 Construction Recommendations 4.1 Foundation Recommendations Hudson Engineering recommends excavating to a depth of 6ft BGS and installing reinforced concrete strip footings along the bottom of the building. The soil layers at this depth consist of Silty Sand (SP-SM) and Silty Gravel (GM), in which the buildings footing will bear upon. These footings shall be designed to limit the loading to 3,500psf. 4.2 Foundation Moisture Protection Furthermore, due to the possibility of perched water tables occurring during rain events it is recommended to install an exterior moisture protection system on the foundation. This requires the proper installation of an Exterior French Drain System and Exterior Foundation Wall Water Proofing. This installation would consist of the following: • French Drain Installation: ○ Install sump pump or exteriorly draining system. ○ Excavate a trench around the exterior portion of the foundation walls (if not already exposed) − Trench shall be approximately 2ft wide and excavated down to approximately 3” above the existing foundation wall footing. ○ Install 6” of 3/4"clean crushed bedding stone inside trench. ○ Install 4” diameter perforated PVC pipe ○ Surround Pipe with minimum 6” layer of clean stone. ○ Completely wrap 3/4" stone and pipe with filter fabric ○ Install 6” layer of coarse sand around filter fabric. 3

Geotechnical Engineering Investigation Report JMA02P003.05- 08/19/2025 262-270 Main St ○ Install 3/4"clean crushed stone within trench to a minimum of 4ft below finished grade. ○ Run drains to basement sump or exterior drain ○ Install Exterior Waterproofing System (see notes below) ○ Backfill trench in 12” lifts and properly compact to 95% of its modified proctor density (ASTM D1557). − Soil used as backfill should not be handled when frozen and should be free of excessive moisture, organics, and deleterious material − See section 4.10 - Backfill • Install Exterior Wall Waterproofing System ○ Install waterproofing system such as Resisto® water proofing membranes or approved equal on exterior foundation walls. − Waterproofing system shall be installed per manufacturer recommendations − Waterproofing system shall wick water into 3/4"clean crushed stone surrounding 4” diameter perforated PVC pipe. − Waterproofing system shall be installed prior to backfilling the excavation. • Final System must be properly designed and certified by a Licensed Engineer or Architect in the State of New Jersey. • See Figure 1 for Illustration Figure 1: Typical Exterior French Drain Installation (Janesky) 4.3 Frost Considerations Within the Essex County, New Jersey region, frost depth is mapped to exist 36 inches (3 feet) below grade. As such, Hudson Engineering recommends that all structural foundations be founded at least 36 inches (3 feet) below grade 4

Geotechnical Engineering Investigation Report JMA02P003.05- 08/19/2025 262-270 Main St or be frost-protected to at least this depth. Trapped moisture beneath foundations, if not adequately protected from frost conditions, may jeopardize the integrity of subgrade soils and associated structure. 4.4 Retaining Wall Recommendations The design of all retaining walls shall be designed by a Licensed Professional Engineer in the State of New Jersey. HE recommends the following parameters for retaining wall design: • Minimum Factor of Safety Against Sliding: 2 • Minimum Factor of Safety Against Overturning: 1.5 • See Foundation Recommendations for allowable bearing capacities. 4.5 Slab on Grade a. Proof roll area with a minimum of four (4) passes of heavy vibratory compactor with a minimum static drum weight of 12,000 pounds or equal. b. Any area which are observed to be soft or unstable should be removed and replaced with controlled fill and compacted as per recommendations in section 4.10 - Backfill c. Where compaction is preferred, use as modulus of subgrade reaction (k) of one hundred twenty (120) pounds per cubic inch (pci) for slab design. d. A minimum of six (6) inches of ¾” crushed stone should be placed under all slabs on grades. e. A 10 mil. Vapor barrier should be placed on the crushed stone. f. An under-slab drainage system is recommended due to the presence of ground water encountered 4.6 Parking and Driveway Area (If Required) a) Proof roll area with a minimum of four (4) passes of heavy vibratory compactor with a minimum static drum weight of 12,000 pounds or equal. b) Any area which are observed to be soft or unstable should be removed and replaced with controlled fill and compacted as per recommendations in section 4.10 - Backfill c) Subbase: Quarry Process Stone: 6” d) Base course: I-2 – 4” e) Surface Course: I-5-2” 4.7 Excavation 4.7.1 Pre-Excavation Recommendations Prior to foundation excavation work, HE recommends the following procedure: • Clear and grab all topsoil vegetation (including existing trees, roots, or any other vegetation) within the project site. ○ Topsoil, which was generally observed to

he following procedure: • Clear and grab all topsoil vegetation (including existing trees, roots, or any other vegetation) within the project site. ○ Topsoil, which was generally observed to be six (6) inches thick across the site, should be stripped and stockpiled discreetly for the duration of construction. ○ Stripped topsoil should be protected from erosion, managed in accordance with applicable ordinances, and should not be re-used as structural or fill material of any type. 4.7.2 Excavation Recommendations After the completion of the Pre-Excavation work, HE recommends the following: • Excavations extending deeper than four (4) feet should be sloped, benched, or supported in accordance with OSHA or local governing regulations; the more stringent requirements shall apply. • For shallow foundation construction, the base of the soil excavation should extend at least two (2) feet horizontally beyond the footings in all directions. 5

Geotechnical Engineering Investigation Report JMA02P003.05- 08/19/2025 262-270 Main St • Predominant overburden soils, consistent with the local geology, comprised of silt. ○ For preliminary benching and excavation design considerations, overburden soils may be considered as “Type C” material in terms of OSHA’s soil classifications and should be sloped no steeper than 1½H:1V (horizontal to vertical). ○ Classification and maximum permissible temporary excavation slope angles should be confirmed by the contractor’s “competent person” prior to excavation activities. ○ Any proposed shoring or excavation support systems should be designed by the contractor’s “competent person” and certified by a Professional Engineer licensed in the State of New Jersey. 4.8 Dewatering It should be noted that soils were observed to be saturated as deep at approximately eighteen (18) feet below grade at the time of the investigation program. As such, dewatering of excavations is not anticipated. Notwithstanding, the Contractor should perform their own location-specific investigation prior to construction to confirm groundwater conditions and that appropriate in-the-dry construction conditions are met. If needed, Hudson Engineering anticipates that localized dewatering can be achieved with traditional wellpoint or similar methods. Water should be discharged away from prepared subgrade and compacted fill surfaces. Surface grading should be accomplished to intercept and divert runoff away from excavations, prepared subgrade, and compacted fill surfaces. 4.9 Subgrade Preparation Prior to installation of shallow concrete foundations, Hudson Engineering recommends over excavating the subgrade by at least six (6) inches, lining the exposed material with a geotextile separation fabric, and bringing the subgrade back up to the design foundation elevation with compacted structural fill as specified within Table 5. Native material beneath the separation fabric should be inspected for unsatisfactory conditions such as standing water, frozen soil, organics, or deleterious materials. Should any unsatisfactory conditions exist within the native subgrade, the excavation should be undercut an additional four

ons such as standing water, frozen soil, organics, or deleterious materials. Should any unsatisfactory conditions exist within the native subgrade, the excavation should be undercut an additional four (4) inches (10 total inches beneath proposed foundation depth) prior to placement of the geotextile separation fabric. 4.10 Backfill Hudson Engineering notes that native soils with appreciable fine-grained content (more than 15 percent passing No. 200 Sieve), where encountered, will likely be difficult to handle, place, and compact without proper moisture conditioning and protection. These soils may be re-used across the project area for fill in landscaped areas; however, it should not be used under or above foundations or load-bearing structures where typically imported structural fill is used. Native material used as backfill for cable trenches should be handled and placed at a moisture content at or above its optimum value to ensure representative thermal properties are maintained. In areas around and above installed foundations, large utilities, and other buried site features, native material, with less than 15 percent fine-grained content (passing No. 200 Sieve), may be used as general backfill; otherwise, imported granular material should be used. General backfill material should not be used beneath any load-bearing structures and should be placed in loose lift thicknesses not exceeding 12 inches and be compacted to at least 95 percent of its Modified Proctor Density (ASTM D1557). Soil used as backfill should not be handled when frozen and should be free of excessive moisture, organics, and deleterious material. In areas beneath foundations and load-bearing structures, Hudson Engineering recommends structural fill as described in Table 5. Table 5: Recommended Gradation of Structural Fill Sieve Size Percent Passing 3-inch 100 1½-inch 60-100 6

Geotechnical Engineering Investigation Report JMA02P003.05- 08/19/2025 262-270 Main St No. 4 30-60 No. 200 0-10 Structural fill material should be placed in loose lifts not exceeding eight (8) inches in height and be compacted to at least 95 percent of its Modified Proctor Density in accordance with ASTM D1557. 5 Limitations Hudson Engineering notes that the findings and recommendations presented within this Report are based on a limited investigation program conducted in March 2022, laboratory testing, and our engineering judgment. Should further investigations, testing, or revised concept plans reveal new information, Hudson Engineering should be given the opportunity to revise our recommendations as necessary. 6 Bibliography Interior vs. Exterior Foundation Drains National Geologic Map Database2004 National Geologic Map Database2011 7

Geotechnical Engineering Investigation Report JMA02P003.05- 08/19/2025 262-270 Main St Appendix A: Boring Testing Locations 8

H U D S HE O ENGINEERING HUDSON ENGINEERING, LLC 25 WEST 8TH STREET BAYONNE, NEW JERSEY 07002 N (201) 614-5304 1 BORING LOCATIONS MAP 08/19/2025 DATE B-2 REVISION No. B-1 GEOTECHNICAL INVESTIGATION 262-270 MAIN ST DEVELOPMENT