Stormwater Management Report Revised as of 01282026 4936 0314 8685 v2

he stratification and physical properties of the subsurface materials and to develop and recommend appropriate type of foundation systems. 3. Preparation of a written report summarizing all findings and recommendations. PROPOSED CONSTRUCTION: The project site is located at 525 Northfield Avenue, West Orange, NJ in Essex County. At the present time, the subject site consists of 2-story masonry restaurant building with parking lot. We understand that a 1-story retail building is proposed at the subject site. Our recommendations are based upon NJ IBC-2021 ASCE 7-22 and construction material loads for the Building Construction based upon American National Standards. Please see location plan in Appendix-A for the exact location and photographs in Appendix-C for the existing site conditions. SITE CONDITIONS: The subject site is located towards north side of Northfield Avenue. The site was noted to be fairly leveled during soil boring activities. The subject site is noted to be primarily surrounded by commercial and residential properties. The subject property is located at approximately Latitude N 40° 46' 13.75", Longitude W 74° 16' 38.96" on the USGS Digital elevation Model. It is at an approximate elevation of 385' above mean sea level. See the site location plan in Appendix-A for more details. "ANSwers to your construction inspection and testing needs." An equal opportunity employer

Client: Gomes Management Project: 525 Northfield Avenue, West Orange, NJ Page: 2 Date: 09/03/2024 FIELD INVESTIGATION The soil boring locations were selected and marked by an ANS field representative based upon the location plan provided by the client and also based upon the equipment access. Surface utility mark-outwas performed by New Jersey One-Call System. Underground utilities were also cleared by GPR solutions, a Private Utility Mark out Company on August 19, 2024. Once cleared, the soil boring work began on August 19, 2024. A total of eight (8) soil borings, B-1 to B-8 were drilled during the geo-technical investigation at the site are as follows: Boring Date Depth to Depth of Number Performed Groundwater (feet) Refusal (feet) B-1 8/21/2024 - 11'-4" B-2/2A 8/21/2024 Hole collapsed at 7'-5" 11'-4" B-3 8/21/2024 Hole collapsed at 7'-2" 9'-5" B-4 8/20/2024 Hole collapsed at 4'-4" 11'-2" B-5/5A 8/20/2024 Hole collapsed at 9'-2" 19'-9" B-6 8/20/2024 11'-1" 25'-7" B-7 8/19/2024 - 14'-2" B-8 8/19/2024 8'-9" 19'-2" The soil boring locations are shown in the Soil Boring Location Plan which is included in Appendix-A. Soil boring work was performed under the direction and supervision of field Engineer Mr. Syed Abbas and Mr. Krunal Parmar. The borings were drilled using a 3"diameter hollow stem auger. Soil encountered was sampled continuously down to a depth of 12'-0" and then at 5'-0" interval down to augur refusal noted between 9'-5" to 19'-9" depth in borings B-1 to B-5, B-7 & B-8. Soil encountered was sampled continuously down to a depth of 12'-0" and then at 5'-0" interval down to spoon refusal noted at 25'-7" depth in boring

pth in borings B-1 to B-5, B-7 & B-8. Soil encountered was sampled continuously down to a depth of 12'-0" and then at 5'-0" interval down to spoon refusal noted at 25'-7" depth in boring B-6. Soil samples were extracted using a 2"diameter split spoon sampler as per the procedure specified in ASTM 1586-99. Samples for the boring were obtained by the Standard Penetration Test (SPT) Method (ASTM D 1586), which consists of driving a 2-inch outside-diameter split-spoon sampler into the soil with a 140-pound weight falling freely from a distance of 30 inches. The samplers were driven in four successive 6-inch increments, with the number of blows per increment being recorded. The number of blows required to advance the sampler in the middle 12 inches is termed as the Standard Penetration Resistance (N-value) and is presented on the Field Test Boring Logs in Appendix-A. During drilling operations, extracted soil samples were visually examined and classified by our Field Engineer. The soil sample description, Standard penetration test (SPT) blow counts and locations, strata changes, groundwater depth and other pertinent information were recorded on a detailed field log. Soil samples obtained from the split spoon sampler were visually classified according to the Unified Soil Classification System (USCS). LABORATORY TESTING: A total of eight (8) soil samples, one each from borings B-1 to B-8 were laboratory tested to determine in-place moisture content and to classify the soil as per Unified Soil Classification System, ASTM-D2487-93. The findings are summarized below. Laboratory test report are enclosed in Appendix -B.

Client: Gomes Management Project: 525 Northfield Avenue, West Orange, NJ Page: 3 Date: 09/03/2024 Soil Boring Soil Sample Depth Moisture Fines thru USCS Number No. collected Content (%) #200 Sieve Symbol B-1 S-1 2'- 4' 10.9 31.1 GM B-2A S-2 4' - 6' 10.1 19.1 SM B-3 S-3 6'- 8' S.5 1.9 GP B-4 S-4 8'- 10' 8.2 21.0 GM B-5A S-5 10'- 12' 5.8 24.7 SM B-6 S-6 15'- 17' 13.3 28.8 SM B-7 S-7 4'- 6' 7.5 23.7 SM B-8 S-8 6'- 8' 14.2 26.3 SM GM: silty gravels SM: silty sands GP: poorly graded gravels SUBSURFACE CONDITIONS: Detailed description of the soil encountered in the test boring is documented in the boring log which is presented in Appendix-A. The following gives a general description of the subsurface conditions encountered at the borings. While the borings may indicate that the subsurface conditions appear to be relatively uniform across the site, it should be recognized that the size of borings was small compared to the size of the site, and that the existence of anomalies cannot be precluded. According to NJ Geoweb website, the geological formation is Rahway Till and geologic age is late Pleistocene, late Wisconsinan deposited directly from glacial ice during the late Wisconsinan glaciation. It consits of clayey silt to sandy silt with some to many pebbles and cobbles and few boulders; reddish brown, reddish yellow, yellowish brown, brown. As much as 100 feet thick, generally less than 40 feet thick. Based on the results of soil borings and our

d few boulders; reddish brown, reddish yellow, yellowish brown, brown. As much as 100 feet thick, generally less than 40 feet thick. Based on the results of soil borings and our geo-technical laboratory testing, we estimate the general stratigraphy of the site to consist of the following major units, in an increasing order of depth. Stratum-1: Fill material containing very dark gray, brown/black silt, trace f/c sand, trace f/c gravel, trace wood chip, trace fragments of concrete, and fill material containing brown, black silty f/c sand, trace f/c gravel, trace fragments of asphalt &glass, plastic and fill material containing grayish brown f/c sand, trace silt, some f/c gray crushed stone and fill material containing dark gray, greenish gray clayey silt, trace f/c sand, trace fine gravel, trace fragments of asphalt was noted under this stratum in top 2'-6" in boring B-1, in top 4' in B-2/2A, in top 4'-11" in B-3, in top 5" in B-4, in top 2' in B-5/5A and in top 9" in B-8. No fill was noted in boring B-6 & B-7. The relative density of this material varied between loose to medium dense condition. The relative stiffness of this material varied between soft to medium stiff condition. Stratum-2: Brown silt, trace f/c sand, reddish brown silty f/c sand & f/c gravel, trace silt and reddish brown silt, trace f/c sand, trace f/m gravel was noted under this stratum between 4 feet to spoon refusal @ 4'-3" in boring B-1, between 10 feet to spoon refusal @ 10'-9" in boring B- 2/2A, between 2 feet to 4 feet &then between 6 feet to 10 feet in B-4, between 4 feet to down to spoon refusal @ 15'-3" in B-5/5A, between 2 feet to down to spoon refusal @ 25'-7" in B- 6, down to 12 feet in B-7, between 2 feet to 11 feet &then between 15 feet to 17 feet in B-8. The relative density of this material varied between very loose to very dense condition. The relative stiffness of this material varied between soft to stiff condition.

Client: Gomes Management Project: 525 Northfield Avenue, West Orange, NJ Page: 4 Date: 09/03/2024 Stratum-3: Reddish brown, purple f/c sand & f/c gravel, trace silt, was noted under this stratum between 6 feet to 10 feet in B-1, between 6 feet to 10 feet in boring B-2, between 8 feet to down to 9'-2" in B-3, between 10 feet to down to spoon refusal @ 10'-10" in B-4. The relative density of this material varied between medium dense to dense condition. Stratum-4: Brown f/c sand, trace silt, some f/m gravel, f/c fragments of gray stone, some f/c gravel was noted under this stratum between 10 feet to down to spoon refusal @ 10'-8" in boring B-1, between 6 feet to 8 feet in boring B-3 and in top 24 inches in B-6. The relative density of this material was noted to be in medium dense condition. Stratum-5: Augur Refusal indicating possible bedrock was encountered between 9'-5" to 19'- 9" depth in borings B-1 to B-5, B-7 & B-8. SUMMARY OF FINDINGS: In-Place Penetration Recommended Boring Depth in Soil Soil Bearing Resistance Soil Bearing Number (feet) Type Capacity N-Value Capacity (PSF) (PSF) B-1 0—2 6 FILL 1200 1000 B-1 2—4 13 FILL 2600 2500 B-1 4 — 4'-3" 50/3 SM/GM +5000 4000 B-1 6 — 7'-5" 137/11 SP/GP +5000 5000 B-1 8 — 10 53 SP/GP +5000 5000 B-1 10 — 10'-8" 50/2 SP-SM +5000 5000 B-1 @11'-4" Augur Refusal - +5000 8000

B-1 10 — 10'-8" 50/2 SP-SM +5000 5000 B-1 @11'-4" Augur Refusal - +5000 8000 In-Place Penetration Recommended Boring Depth in Soil Soil Bearing Resistance Soil Bearing Number (feet) Type C(PSF~ty N-Value Capacity (PSF) B-2/2A 0 — 1'-11" 25 FILL 5000 2500 B-2/2A 2—4 12 FILL 2400 2500 B-2/2A 4—6 25 FILL 5000 4000 B-2/2A 6—8 21 SP/GP 4200 4000 B-2/2A 8 — 10 39 SP/GP +5000 4500 B-2/2A 10 — 10'-9" 54/3 SM/GM +5000 5000 B-2/2A @11'-4" Augur Refusal - +5000 8000 In-Place Penetration Recommended Boring Depth in Soil Soil Bearing Resistance Soil Bearing Number (feet) Type C(PSFjty N-Value Capacity (PSF) B-3 0—2 14 FILL 2800 1500 B-3 2—4 7 FILL 1400 1500 B-3 4—6 30 FILL +5000 4000 B-3 6—8 19 SP-SM 3800

1500 B-3 4—6 30 FILL +5000 4000 B-3 6—8 19 SP-SM 3800 4000 B-3 8 — 9'-2" 44/2 SP/GP +5000 5000 B-3 @ 9'-5" Augur Refusal - +5000 8000 In-Place Penetration Recommended Boring Depth in Soil Soil Bearing Resistance Soil Bearing Number (feet) Type N-Value Capacity (PSF) C(PSF)~ B-4 0—2 9 FILL 1800 1000

Client: Gomes Management Project: 525 Northfield Avenue, West Orange, NJ Page: 5 Date: 09/03/2024 B-4 2—4 15 SM/GM 3000 2500 B-4 4 — 5'-2" 45/2 GM-SM +5000 4500 B-4 6- 8 62 SM/GM +5000 5000 B-4 8 - 10 94 SM/GM +5000 5000 B-4 10 - 10'-10" 52/4 SP/GP +5000 5000 B-4 @11'-2" Augur Refusal - +5000 8000 In-Place Penetration Recommended Boring Depth in Soil Soil Bearing Resistance Soil Bearing Number (feet) Type C~PSFjty N-Value Capacity (PSF) B-5/5A 0 - 1'-8" 26 FILL +5000 1500 B-5/5A 2- 4 6 FILL 1200 1500 B-5/5A 4- 6 15 SM/GM 3000 3000 B-5/5A 6- 8 19 SM/GM 3800 4000 B-5/5A 8 - 10 55 SM/GM +5000 5000 B-5/5A 10 - 11'-1" 93/7 SM/GM +5000 5000 B-5/5A 15 - 15'-3" 78/3 SM/GM +5000 5000 B-5/5A @19'-9" Augur Refusal - +5000 8000 In-Place Penetration Recommended Boring Depth in Soil Soil Bearing Resistance

Recommended Boring Depth in Soil Soil Bearing Resistance Soil Bearing Number (feet) Type C(PSFjty N-Value Capacity (PSF) B-6 0- 2 21 SP-SM 4200 1500 B-6 2- 4 8 SM/GM 1600 1500 B-6 4- 6 6 SM/GM 1200 1500 B-6 6- 8 5 SM/GM 1000 1000 - B-6 - 8 - 10 - - 13 - SM/GM 2600 2500 B-6 10 - 12 28 SM/GM +5000 5000 B-6 15 - 17 52 SM/GM +5000 5000 B-6 20 - 22 47 SM/GM +5000 5000 B-6 25 - 25'-7" 50/1 SM/GM +5000 6000 In-Place Penetration Recommended Boring Depth in Soil Soil Bearing Resistance Soil Bearing Number (feet) Type C~PSFjty N-Value Capacity (PSF) B-7 0- 2 16 SM/GM 3200 3000 B-7 2- 4 17 SM/GM 3400 3500 B-7 4- 6 23 SM/GM 4600 4000 B-7 6- 8 7 SM/GM 1400 1500 B-7 8 - 10 10 SM/GM 2000 2000 B-7 10 - 12 18