PB 22 10 Altera 769 LLC Filed Application with Exhibits Final Site Plan Phase 2

2.0 SCOPE OF SERVICES Dynamic Earth’s scope of services pertaining to this report included evaluating the subsurface conditions at soil profile pit locations to estimate the apparent seasonal high groundwater level, collecting samples for laboratory permeability testing and performing in-situ basin flood testing. Four soil profile pits (identified as SPP-1 through SPP-4) were excavated at the site using a track- mounted excavator. Based on results of the initial subsurface investigation, relatively shallow weathered rock and machine refusal on apparent rock was encountered. As such, additional authorized scope of services included in-situ infiltration testing which included basin flood testing. Basin flood testing was performed within locations SPP-1 through SPP-3. Test locations were located within the area of potential stormwater management facilities and were backfilled to the surface with excavated soils at completion. Test locations located within existing pavement areas were backfilled to the surface with excavated soils and restored with asphalt at completion. The test locations are shown on the Test Location Plan included within the Appendix of this report. Environmental conditions were not evaluated by Dynamic Earth. The soils encountered were classified in general conformance with the U.S. Department of Agriculture (USDA) soil classification system. Observations were made for groundwater and/or redoximorphic features indicative of zones of saturation or seasonal high groundwater as indicated in the New Jersey Department of Environmental Protection (N.J.D.E.P) stormwater best management practices (BMP). Soil logs are included in the Appendix of this report. Undisturbed tube permeameter tests were collected in general accordance with New Jersey Department of Environmental Protection (NJDEP) Stormwater Best Practices Manual – Chapter 12: Soil Testing Criteria test methods on representative samples obtained from anticipated stormwater management facility infiltration depths. The results of the permeability testing are included in the Appendix of this report. Infiltration testing was performed at select soil profile pit locations in general accordance with New Jersey Stormwater Best Management Practices Manual- Chapter 12 using basin flooding test methods. Detailed results of the in-situ infiltration testing are included in the Appendix of

cordance with New Jersey Stormwater Best Management Practices Manual- Chapter 12 using basin flooding test methods. Detailed results of the in-situ infiltration testing are included in the Appendix of this report. 3.0 UNITES STATES DEPARTMENT FO AGRICULTURE (USDA) SOIL SURVEY Based on a review of the United States Department of Agriculture – Natural Resources Conservation Services (USDA-NRCS) soil survey the following soil resources are mapped underlying the site within the area of the proposed site improvements and are described below: Boonton loam, three to eight percent slopes, stony (BogB): This soil series is generally mapped within the northern portion of the site. The parent material is described as coarse-loamy basal till Altera 769, LLC c/o Altera Development 2 2530-99-006E

derived from the underlying basalt. The typical soil profile (as detailed in the survey) consists of slightly decomposed plant material to a depth of three inches; loam to a depth of five inches; silt loam to a depth of 30 inches; sandy loam to a depth of 47 inches; underlain by loamy sand to a depth of 72 inches below the natural ground surface (limit of the report). The depth to the groundwater table is reported to be greater than 72 inches below the natural ground surface (limit of the report). Boonton-Urban land, Boonton substratum complex, zero to eight percent slopes (BouB): Boonton-Urban land, Boonton substratum complex, zero to eight percent slopes is mapped within the southern portion of the site (within the area of the proposed stormwater management facilities) and is reported to have a similar soil profile to BogB, as detailed above. Boonton loam, zero to eight percent slopes, extremely stony (BogBc): Boonton loam with zero to eight percent slopes is mapped within a relatively small area within the western and northeastern portions of the site (within the area of the proposed stormwater management facilities) and is reported to have a similar soil profile to BogB, as detailed above. Urban land-Boonton substratum, zero to eight percent slopes (URBONB): This soil series is generally mapped within the southern and central portions of the site. The parent material is detailed as surface covered by pavement, concrete, buildings, and other structures underlain by disturbed and natural soil material. The typical soil profile (as detailed in the survey) consists of surficial material to a depth of 12 inches; silt loam to a depth of 47 inches; underlain by loamy sand to a depth of 72 inches below the natural ground surface (limit of the report). The depth to the groundwater table is not reported within the report. 4.0 RESULTS Detailed descriptions of the subsurface conditions encountered at each location are provided on the Records of Subsurface Exploration included herein. A summary of the subsurface conditions encountered within the soil profile pits is included below. 4.1 Subsurface Soil Profile The soil profile pits were performed within existing undeveloped areas and pavement areas. Test locations performed within existing undeveloped areas encountered approximately 12 inches of topsoil at the surface. Test locations performed

within existing undeveloped areas and pavement areas. Test locations performed within existing undeveloped areas encountered approximately 12 inches of topsoil at the surface. Test locations performed within existing asphalt areas encountered approximately six inches of asphalt at the surface. Beneath the surface cover, existing fill material was encountered generally consisting of sandy clay loam, silty clay loam, and sandy loam with various amounts of gravel. The existing fill material was encountered to depths ranging between approximately 2.8 feet and five feet below the ground surface; corresponding to elevations ranging between 476.0 feet and 463.2 feet. Beneath the existing fill material, natural residual soils were Altera 769, LLC c/o Altera Development 3 2530-99-006E

encountered that generally consisted of sandy loam and loamy sand with various amount of gravel. The natural residual soils were encountered to depths ranging between approximately five feet and ten feet below the ground surface; corresponding to elevations ranging between 487.0 feet and 463.2 feet. The top of weathered rock (basalt) was encountered beneath the residual soils at depths ranging between approximately five feet and ten feet below existing site grades; corresponding to elevations ranging between approximately 487.0 feet and 463.2 feet above the referenced elevation. Each soil profile pit was terminated due to machine refusal on apparent bedrock. 4.2 Seasonal High Groundwater and Permeability Indicators of seasonal high groundwater (i.e. soil mottling) and groundwater was not encountered within the soil profile pit explorations. Groundwater was not encountered at previous soil boring locations. Groundwater levels are expected to fluctuate seasonally and following significant periods of precipitation. A summary of the seasonal high groundwater levels and permeability test results is presented in the table below: SUBSURFACE AND PERMEABILITY SUMMARY Estimated Permeability Surface Seasonal High Sample (Inches/Hour) Location Elevation Groundwater Depth Comments (ft) Depth Elevation (Inches) Replicate Replicate (ft) (ft) A B Refusal at ± SPP-1 466.0 26 <0.06 <0.06 8.0 ft. (±el. 458.0 ft.) Refusal at ± SPP-2 475.0 30 <0.06 <0.06 10.0 ft. (±el. Not Encountered1 465.0 ft.) Refusal at ± SPP-3 481.0 40 <0.06 <0.06 10.0 ft (±el.

Refusal at ± SPP-3 481.0 40 <0.06 <0.06 10.0 ft (±el. 471.0 ft.). Refusal at ± SPP-4 487.0 36 <0.06 <0.06 5.0 ft. (±el. 482.0 ft.) 1 Since indicators of seasonal high groundwater and groundwater were not encountered, the depth to seasonal high groundwater can be estimated to be below the termination/refusal depth of the soil profile pits Based on the laboratory testing, permeability rates tested at depths 40 inches or less were less than 0.06 inch/hour which is generally consistent with a hydrologic soil group (HSG) D. Altera 769, LLC c/o Altera Development 4 2530-99-006E

4.3 In-Situ Permeability Testing A summary of the in-situ permeability test results is presented in the following table: SUMMARY OF SUPPLEMENTAL PERMEABILITY TESTING Approx. Groundwater Test In-situ Permeability Location Surface Depth Test Depth Elevation (Inches/hour) Elevation (feet) Method Basin SPP-1 ± 466.0 Not Encountered ± 8.0 See below Flood Basin SPP-2 ± 475.0 Not Encountered ± 10.0 See below Flood Basin SPP-3 ± 481.0 Not Encountered ± 10.0 See below Flood The basin flood tests conducted at soil profile pit SPP-2 and SPP-3 did not drain within 24 hours of the initial filling. The basin flood tests conducted at soil profile pit SPP-1 did not drain within 48 hours of the initial filling. Therefore, per the NJ BMP manual, the limiting zone beneath these locations may be considered a massive rock substratum. Altera 769, LLC c/o Altera Development 5 2530-99-006E

Test Pit Location Plan

SPP-2 SPP-3 SPP-4 SPP-1 B-2 B-1 B-3 N.T.S. 2530-99-006E TEST LOCATION PLAN LEGEND: SPP-X B-X JSS APPROXIMATE ALTERA 769, LLC c/o APPROXIMATE LOCATION OF LOCATION OF PREVIOUS SOIL 1 ALTERA DEVELOPMENT SOIL PROFILE PIT BORING XX PROPOSED SITE IMPROVEMENTS 245 Main Street - Suite 110 NOTES: BLOCK 166.15, LOT 9 769 NORTHFIELD AVENUE, TOWNSHIP OF WEST ORANGE, 1. THIS PLAN IS NOT FOR CONSTRUCTION AND WAS PREPARED TO ILLUSTRATE TEST LOCATIONS ONLY Chester, NJ 07930 PG ESSEX COUNTY, NEW JERSEY AND MAY NOT REFLECT THE MOST CURRENT REVISION OF THE BASE PLAN.

AND MAY NOT REFLECT THE MOST CURRENT REVISION OF THE BASE PLAN. T: 908.879.7095 - F: 908.879.0222 2. BASE PLAN OBTAINED FROM AN AUGUST 6, 2021 GRADING PLAN PREPARED BY DYNAMIC 12/27/2021 0 2530 ENGINEERING CONSULTANTS, P.C. AND A JUNE 25, 2020 BOUNDARY LOCATION & TOPOGRAPHIC www.dynamic-earth.com SURVEY PREPARED BY DYNAMIC SURVEY, LLC.