Geotechnical Engineering Report 12 10 2024 submission

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

SITE Jo JTrps Stratigraphic Unit Name Stratigraphic Unit Lithology (Abbreviation) Number Orange Mountain Basalt 3,700 Basalt, fine-to-medium-grained (Jo) Passaic Formation Sandstone and Siltstone 4,500 Sandstone and siltstone Facies (JTprs) Source: NJ-Geoweb (Regional Geology) NORTH Mavis Store #2296 460 Prospect Avenue REGIONAL GEOLOGY MAP West Orange, NJ ECS Project 44:2100 Mavis Tire Supply December 10, 2024

Appendix B – Field Operations Reference Notes Exploration Procedures Boring Logs

REFERENCE NOTES FOR BORING LOGS MATERIAL1,2 DRILLING SAMPLING SYMBOLS & ABBREVIATIONS SS Split Spoon Sampler PM Pressuremeter Test ASPHALT ST Shelby Tube Sampler RD Rock Bit Drilling WS Wash Sample RC Rock Core, NX, BX, AX CONCRETE BS Bulk Sample of Cuttings REC Rock Sample Recovery % PA Power Auger (no sample) RQD Rock Quality Designation % GRAVEL HSA Hollow Stem Auger TOPSOIL PARTICLE SIZE IDENTIFICATION DESIGNATION PARTICLE SIZES VOID Boulders 12 inches (300 mm) or larger BRICK Cobbles 3 inches to 12 inches (75 mm to 300 mm) Gravel: Coarse ¾ inch to 3 inches (19 mm to 75 mm) AGGREGATE BASE COURSE Fine 4.75 mm to 19 mm (No. 4 sieve to ¾ inch) Sand: Coarse 2.00 mm to 4.75 mm (No. 10 to No. 4 sieve) GW WELL-GRADED GRAVEL Medium

2.00 mm to 4.75 mm (No. 10 to No. 4 sieve) GW WELL-GRADED GRAVEL Medium 0.425 mm to 2.00 mm (No. 40 to No. 10 sieve) gravel-sand mixtures, little or no fines Fine 0.074 mm to 0.425 mm (No. 200 to No. 40 sieve) GP POORLY-GRADED GRAVEL Silt & Clay (“Fines”) <0.074 mm (smaller than a No. 200 sieve) gravel-sand mixtures, little or no fines GM SILTY GRAVEL gravel-sand-silt mixtures COHESIVE SILTS & CLAYS COARSE FINE RELATIVE GRAINED GRAINED GC CLAYEY GRAVEL UNCONFINED AMOUNT7 (%)8 (%)8 gravel-sand-clay mixtures COMPRESSIVE SPT5 CONSISTENCY7 4 SW WELL-GRADED SAND STRENGTH, QP (BPF) (COHESIVE) Trace <5 <5 gravelly sand, little or no fines <0.25 <2 Very Soft SP POORLY-GRADED SAND 2-4 Soft With 10 - 20 10 - 25 0.25 - <0.50

2-4 Soft With 10 - 20 10 - 25 0.25 - <0.50 gravelly sand, little or no fines 0.50 - <1.00 5-8 Firm Adjective 25 - 45 30 - 45 SM SILTY SAND (ex: “Silty”) 1.00 - <2.00 9 - 15 Stiff sand-silt mixtures 2.00 - <4.00 16 - 30 Very Stiff SC CLAYEY SAND 4.00 - 8.00 31 - 50 Hard sand-clay mixtures >8.00 >50 Very Hard WATER LEVELS6 ML SILT non-plastic to medium plasticity GRAVELS, SANDS & NON-COHESIVE SILTS WL (First Encountered) MH ELASTIC SILT 5 high plasticity SPT DENSITY WL (Completion) CL LEAN CLAY <5 Very Loose low to medium plasticity 5 - 10 Loose WL (Seasonal High Water) CH FAT CLAY 11 - 30

5 - 10 Loose WL (Seasonal High Water) CH FAT CLAY 11 - 30 Medium Dense high plasticity 31 - 50 Dense WL (Stabilized) OL ORGANIC SILT or CLAY >50 Very Dense non-plastic to low plasticity OH ORGANIC SILT or CLAY FILL AND ROCK high plasticity PT PEAT highly organic soils FILL POSSIBLE FILL PROBABLE FILL ROCK 1 Classifications and symbols per ASTM D 2488-17 (Visual-Manual Procedure) unless noted otherwise. 2 To be consistent with general practice, “POORLY GRADED” has been removed from GP, GP-GM, GP-GC, SP, SP-SM, SP-SC soil types on the boring logs. 3 Non-ASTM designations are included in soil descriptions and symbols along with ASTM symbol [Ex: (SM-FILL)]. 4 Typically estimated via pocket penetrometer or Torvane shear test and expressed in tons per square foot (tsf). 5 Standard Penetration Test (SPT) refers to the number of hammer blows (blow count) of a 140 lb. hammer falling 30 inches on a 2 inch OD split spoon sampler required to drive the sampler 12 inches (ASTM D 1586). “N-value” is another term for “blow count” and is expressed in blows per foot (bpf). SPT correlations per 7.4.2 Method B and need to be corrected if using an auto hammer. 6 The water levels are those levels actually measured in the borehole at the times indicated by the symbol. The measurements are relatively reliable when augering, without adding fluids, in granular soils. In clay and cohesive silts, the determination of water levels may require several days for the water level to stabilize. In such cases, additional methods of measurement are generally

nular soils. In clay and cohesive silts, the determination of water levels may require several days for the water level to stabilize. In such cases, additional methods of measurement are generally employed. 7 Minor deviation from ASTM D 2488-17 Note 14. 8 Percentages are estimated to the nearest 5% per ASTM D 2488-17. Reference Notes for Boring Logs (09-02-2021).doc © 2021 ECS Corporate Services, LLC. All Rights Reserved

SUBSURFACE EXPLORATION PROCEDURE: STANDARD PENETRATION TESTING (SPT) ASTM D 1586 Split-Barrel Sampling Standard Penetra on Tes ng, or SPT, is the most frequently used subsurface explora on test performed worldwide. This test provides samples for iden fica on purposes, as well as a measure of penetra on resistance, or N-value. The N-Value, or blow counts, when corrected and correlated, can approximate engineering proper es of soils used for geotechnical design and engineering purposes. SPT Procedure: • Involves driving a hollow tube (split-spoon) into the ground by dropping a 140-lb hammer a height of 30-inches at desired depth • Recording the number of hammer blows required to drive split-spoon a distance of 18-24 inches (in 3 or 4 Increments of 6 inches each) • Auger is advanced* and an addi onal SPT is per- formed • One SPT typically performed for every two to five feet. An approximate 1.5 inch diameter soil sam- ple is recovered. *Drilling Methods May Vary— The predominant drilling methods used for SPT are open hole fluid rotary drilling and hollow-stem auger drilling.

CLIENT: PROJECT NO.: BORING NO.: SHEET: Mavis Tire Supply, LLC 44:2100 B-01 1 of 1 PROJECT NAME: DRILLER/CONTRACTOR: Mavis #2296 - West Orange, NJ Sano Drilling SITE LOCATION: LOSS OF CIRCULATION 460 Prospect Avenue, West Orange, New Jersey, 07054 LATITUDE: LONGITUDE: STATION: SURFACE ELEVATION: BOTTOM OF CASING 40.791718 -74.254222 615.0 STANDARD PENETRATION BLOWS/FT (TCP/MC/SPT-N value)* LIQUID LIMIT