2026 05 Storm Water Management Report rcd 5 6 2026

Mavis #2296 Additional Exploration January 29, 2025 ECS Project No. 44-2100-A Page 2 The soil profiling and infiltration test program performed was based on the information obtained from our previous subsurface exploration and discussions with Mavis. SUBSURFACE EXPLORATION AND TESTING Our exploration procedures are explained in greater detail in the Attachment 2 in the insert titled Subsurface Exploration Procedure. A rubber tracked excavator was used by Sano Drilling, and the Exploration Location Diagram in Attachment 1 depicts the approximate as-completed locations of the test pit excavations. Soil profiling and field infiltration testing was performed in general accordance with Chapter 12 of the BMP Manual. The Single Ring Infiltration Test (Subsection A5 of the Chapter 12 Appendix) was used. Upon completion of the infiltration testing, the test pits were backfilled with the excavation spoils. The spoils were placed in consecutive, generally horizontal lifts of relatively uniform thickness and tamped with the excavator bucket. Excess spoils were mounded above the backfilled test pit footprint and smoothed and firmed with the excavator bucket. SUBSURFACE CHARACTERIZATION Soils encountered were visually classified during logging on the basis of texture in general accordance with the United States Department of Agriculture (USDA) Textural Classification System per the requirements of the BMP Manual. After classification, the samples were grouped in the major zones noted on the exploration logs contained in the Attachment 2. Divisions between soil strata/soil horizons on the exploration logs are approximate; in-situ, the transitions may be gradual. Additionally, index property tests were performed on select soil samples collected to confirm USDA classifications made in the field. Each laboratory test was completed in general accordance with the applicable ASTM Standard Test Method as indicated on the laboratory testing sheets included in Attachment 3. The subsurface conditions encountered were generally consistent with the published geologic mapping available from the New Jersey Geological and Water Survey via NJ-GeoWeb and the United States Department of Agriculture Natural Resources Conservation Service

stent with the published geologic mapping available from the New Jersey Geological and Water Survey via NJ-GeoWeb and the United States Department of Agriculture Natural Resources Conservation Service (USDA-NRCS) via Web Soil Survey for the general site vicinity. TEST PIT EXISTING GROUND BOTTOM OF FILL APPROXIMATE DESIGNATION SURFACE ELEVATION ELEVATION FILL DEPTH (feet) TP-01 ±619.0 ±617.0 ±2.0 TP-02 ±619.0 ±615.75 ±3.25 TP-03 ±619.0 ±616.0 ±3.0 TP-04 ±618.0 ±617.0 ±1.0 TP-05 ±616.0 ±613.0 ±3.0

Mavis #2296 Additional Exploration January 29, 2025 ECS Project No. 44-2100-A Page 3 GROUNDWATER During the test pit exploration, groundwater was not observed within the test pits. No water was observed entering the other test pits; however, each of the test pits were not left open for 24-hour to monitor the seasonal high-water determination (SHWT). No mottling was observed in any of the test pits as well. The possibility of groundwater level fluctuations should be considered in stormwater design development. Variations in perched groundwater levels and long-term water table may occur as a result of changes in precipitation, evaporation, surface water runoff, construction activities, and other factors. INFILTRATION TEST RESULTS As previously indicated, field infiltration testing was performed within two of the test pits in general accordance with the Appendix to Chapter 12 of the BMP Manual, Subsection A5, Single Ring Infiltration Test. Findings from our field infiltration testing are reported on the Single Ring Infiltrometer Test Logs contained in the attachments. Listed in the following table present the hydraulic conductivity rate of the soil layers tested as determined by the procedure outlined in Subsection A5. TESTED SOIL APPROXIMATE USDA TEXTURAL HYDRAULIC TEST PIT INFILTRATION TEST CLASSIFICATION AT CONDUCTIVITY RATE DESIGNATION TEST ID ELEVATION TEST ELEVATION (inch/hour) TP-01 TP-01A ±615.0 SANDY LOAM 0.04 TP-02 TP-02A ±615.0 SANDY LOAM 0.39 EXISTING FILL AND SHALLOW FOUNDATIONS Based on the visual observation of the fill materials encountered while test pitting the existing fill materials on the site do not appear to be suitable for support of the building foundations. The existing

n the visual observation of the fill materials encountered while test pitting the existing fill materials on the site do not appear to be suitable for support of the building foundations. The existing fills are variable in composition, containing deleterious debris such as brick, plastic, glass, and metals. Therefore, the recommendation included in the report should be followed and these materials should be removed in their entirety below foundation elements and heavily proofrolled during site grading operations in areas supporting pavements and slabs on grade. CLOSING This letter has been prepared as an addendum to our Geotechnical Engineering Report dated December 10, 2024 (under ECS Project No. 44:2100); as such, it should only be utilized in conjunction with that exploration and report. Should any of the assumptions outlined above regarding the proposed conditions be inaccurate, alternative recommendations may apply including those provided in our geotechnical report.

Mavis #2296 Additional Exploration January 29, 2025 ECS Project No. 44-2100-A Page 4 It has been our pleasure to be of service during this phase of the project. Please note, ECS is not responsible for the conclusions, opinions, or recommendations of others based on the data contained in this letter and its associated attachments. Should you have any questions concerning the information contained herein, or if we can be of further assistance to you, please contact us. Respectfully, ECS MID-ATLANTIC, LLC Jeffrey C. Yates, P.E. Stephen F. Patt, P.E. Geotechnical Department Manager Geotechnical Principal Engineer jcyates@ecslimited.com spatt@ecslimited.com Attachments: Attachment 1 – Drawings and Reports Attachment 2 - Test Pit and Infiltration Logs Attachment 3 - Laboratory Testing

Attachment 1 Drawing and Reports

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 TP-03 B-04 TP-05 B-03 SITE B-07 TP-04 B-02 B-08 B-05 TP-01 TP-02 B-06 Legend Approximate Previous Boring Locations - B Drilled November 22, 2024 Approximate Test Pit Locations - TP Excavated January 14, 2025 ENGINEER EXPLORATION LOCATION DIAGRAM JCY SCALE Mavis #2296 - Additional Infiltration 1" = 40' PROJECT NO. 460 Prospect Avenue 44:2100-A West Orange, New Jersey SHEET DATE Mavis Tire Supply, LLC 1/20/2025

SITE Map Unit Symbol Map Unit Name USBONB Urban land, Boonton substratum - Boonton complex, 0 to 8 percent slopes URBONB Urban land, Boonton substratum - Boonton complex, 0 to 8 percent slopes USBONC Urban land, Boonton substratum - Boonton complex, 8 to 15 percent slopes Source: Web Soil Survey NORTH Mavis Store #2296 460 Prospect Avenue SOIL SURVEY MAP West Orange, NJ ECS Project 44:2100 December 10, 2024 Mavis Tire Supply

SITE Qwf Qwtr Geologic Formation Name Lithology Notes (Abbreviation) Clayey silt to sandy silt with some to many pebbles and cobbles and few boulders; reddish Rahway Till Deposited directly from glacial ice during brown, reddish yellow, yellowish brown, brown. (Qwtr) the late Wisconsinan glaciation. As much as 100 feet thick, generally less than 40 feet thick. Form plain and terraces (undifferentiated) deposited by glacial streams during the late Late Wisconsinan Sand and pebble-to-cobble gravel, minor silt; Wisconsinan glaciation. Where plains and Glaciofluvial Deposits yellowish brown to reddish brown. As much as terraces are differentiated they are (Qwf) 50 feet thick. mapped separately as units Qwfv and Qwft, respectively Source: NJ-Geoweb (Surficial Geology) NORTH Mavis Store #2296 460 Prospect Avenue SURFICIAL GEOLOGY MAP West Orange, NJ ECS Project 44:2100 Mavis Tire Supply December 10 2024