SHI Builders West Orange NJ Prelim GI SWM Report 1

SUMMARY OF LABORATORY PHYSICAL/TEXTURAL RESULTS Moisture Liquid Plasticity Percent Boring Sample Depth USCS Content Limit Index Passing No. No. (feet) Classification (%) (%) (%) No. 200 (%) B-1 S-2 2-4 17.8 Not Plastic 33.4 GM B-2 S-3 4-6 15.2 Not Plastic 46.1 SM TP-1 S-1 1-2 15.1 17 Not Plastic 26.3 SC The engineering classifications are useful when considered in conjunction with the additional site data to estimate other properties of the soil types encountered and to predict the soil’s behavior under construction and service loads. Permeability Testing: Undisturbed tube permeameter tests were collected in general accordance with New Jersey Department of Environmental Protection (N.J.D.E.P.) Stormwater Best Practices Manual – Chapter 12: Soil Testing Criteria on representative samples obtained from anticipated stormwater management facility infiltration depths. Results of the permeability testing are included herein. 4.0 SUMMARY OF SUBSURFACE CONDITIONS 4.1 Site Geology The subject site is located in a region of the Piedmont Physiographic Province of New Jersey known as the Newark Basin. The Newark Basin contains rocks of the Newark Super Group and Brunswick Group which is a stratigraphic series of Triassic to Jurassic age igneous and sedimentary rocks containing intrusive sills and dikes as well as extrusive volcanics. The primary formation beneath the site is known as the Orange Mountain Basalt which includes basalts, greenish-gray to greenish-black, massive, pillow, and columnar jointed structures separated by thick beds of red siltstone or volcaniclastic rocks. The formation beneath the eastern portion of the site is known as the Passaic Formation of the Brunswick Group which includes thin to thick bedded siltstone and sandstone. Mud cracks, ripple marks, crossbeds and burrows are common. The overburden materials include residual soils derived from the underlying bedrock. Surficial geology at

k bedded siltstone and sandstone. Mud cracks, ripple marks, crossbeds and burrows are common. The overburden materials include residual soils derived from the underlying bedrock. Surficial geology at the site consists of the Rahway Till (Qwtr). The reported lithology consists of exposed clayey silt and sandy silt deposits and include pebbles and cobbles and few boulders directly desisted from glacial ice. Overburden material also include reworked on-site soils. 4.2 United States Department of Agriculture (USDA) Web Soil Survey Based on a review of the United States Department of Agriculture – Natural Resources Conservation Services (USDA-NRCS) soil survey, the near surface soils mapped underlying the subject site are summarized below: SHI Builders 4 4266-99-001E

Yalesville-Boonton-Holyoke complex, zero to eight percent slopes (YaobBc): The Yalesville- Boonton-Holyoke complex is mapped underlying the central portion of the site. The parent material reported as loamy basaltic till deposits. The typical soil profile (as detailed in the survey) consists of decomposed plant material to one inch; loam to a depth of five inches; sandy loam to a depth of 32 inches; underlain by bedrock to a depth of 80 inches below the natural ground surface (limit of report). The depth to the water table is reported to be more than 80 inches below the natural ground surface (limit of report). Yalesville-Holyoke complex, 35 to 60 percent slopes (YaohEh): The Yalesville-Holyoke complex is mapped underlying a small area within the eastern portion of the overall site and has a similar soil profile (as detailed in the survey) to YaobBc as detail above. Haledon silt loam, zero to eight percent slopes (HanBc): The Haledon silt loam is mapped underlying the central and western portions of the site. The parent material reported as loamy basaltic till deposits. The typical soil profile (as detailed in the survey) consists of decomposed plant material to two inches; silt loam to a depth of 22 inches; loam to a depth of 30 inches; underlain by sandy loam to a depth of 80 inches below the natural ground surface (limit of report). The depth to the water table is reported to be seven to 18 inches below the natural ground surface (limit of report). Boonton-Urban land complex, zero to eight percent slopes (BowrB): The Boonton-Urban Land complex is mapped underlying the eastern portion of the site. The parent material reported as loamy sandstone and shale till deposits. The typical soil profile (as detailed in the survey) consists of decomposed plant material to one inch; silt loam to a depth of three inches; loam to a depth of 27 inches; underlain by sandy loam to a depth of 83 inches below the natural ground surface (limit of report). The depth to the water table is reported to be more than 80 inches below the natural ground surface (limit of report). Boonton-loam, eight to fifteen percent slopes (BogCc): The Boonton Loam is mapped underlying the western portion of the site. The parent material reported as loamy basaltic till deposits. The typical soil profile (as detailed in the survey) consists of decomposed plant

am is mapped underlying the western portion of the site. The parent material reported as loamy basaltic till deposits. The typical soil profile (as detailed in the survey) consists of decomposed plant material to 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 report). The depth to the water table is reported to be more than 80 inches below the natural ground surface (limit of report). Urban land, Boonton substratum, zero to eight percent slopes (USBONB): The Urban Land Boonton substratum is mapped underlying the northern portion of the site. The parent material reported as supraglacial till. The typical soil profile (as detailed in the survey) consists of material SHI Builders 5 4266-99-001E

to 12 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 report). The depth to the water table is reported to be about 28 to 59 inches below the natural ground surface (limit of report). 4.3 Subsurface Soil Profile Details of the subsurface materials encountered are presented on the Records of Subsurface Exploration presented in the Appendix of this report. The subsurface soil conditions encountered as part of our investigation consisted of the following generalized strata in order of increasing depth. Surface Cover Material: Soil borings and soil profile pits were performed within existing grass covered/wooded areas and encountered approximately seven to 17 inches of topsoil at the surface. Existing Fill Material: Beneath the surface cover, existing fill material was encountered at one test location (SPP-8/TP-5) within the northeastern portion of the site. Where encountered, the existing fill material generally consisted of apparent reworked on-site soils that included silty clay loam with variable amounts of channers, gravel, and debris. The debris encountered included brick and concrete. This stratum extended to a depth of approximately two feet below the ground surface; corresponding to an elevation of approximately 569.1 feet. Glacial Deposits: Beneath the surficial cover and/or existing fill material, natural glacial deposits were encountered that generally consisted of sand (USCS: SM and SP-SM), gravel (USCS: GM) and clay (USCS: CL) with varying amounts of silt. The natural glacial deposits were encountered to depths ranging between approximately two feet and ten feet below the ground surface; corresponding to elevations ranging between approximately 621.3 feet and 521.7 feet. Standard Penetration Test (SPT) N-values ranged between five blows per foot (bpf) and 33 bpf, and averaged approximately 16 bpf; generally indicating a relatively medium dense condition within this stratum. Residual Soils: Beneath the surficial cover and/or glacial deposits material, natural residual deposits were encountered that generally consisted of silt (USCS: ML), sand (USCS: SM) and gravel (USCS: GP) with varying amounts of clay. The natural residual soils were encountered to depths ranging between approximately two feet and 15.0 feet below the ground surface; corresponding

) and gravel (USCS: GP) with varying amounts of clay. The natural residual soils were encountered to depths ranging between approximately two feet and 15.0 feet below the ground surface; corresponding to elevations ranging between approximately 618.4 feet and 559.6 feet. Standard Penetration Test (SPT) N-values ranged between 18 bpf and 46 bpf, and averaged approximately 29 bpf; generally indicating a relatively medium dense condition within this stratum. Weathered Rock/Top of Rock: The natural residual soils graded to weathered rock with increasing depth. The weathered rock generally consisted of coarse to fine gravel (USCS: GM and GP) with variable amounts of sand, silt, and clay. SPT N-values recorded within this stratum were generally refusal (defined herein as greater than 50 blows per six inches or less at split-spoon sampler advancement); generally indicating a very dense condition. Each test location was SHI Builders 6 4266-99-001E

terminated within this stratum due to auger and/or machine refusal at depths ranging between approximately 3.3 feet and 20.7 feet below the ground surface, corresponding to elevations ranging between 617.0 feet and 521.7 feet. The machine refusal is generally considered the top of intact rock. 4.4 Seasonal High Groundwater and Groundwater Indicators of seasonal high groundwater (i.e. based on soil mottling) were encountered within the soil profile pit excavations at depths ranging between approximately 1.4 feet and five feet below the ground surface; corresponding to elevations ranging between approximately 621.3 feet and 612.4 feet. Groundwater was encountered at depths ranging between approximately two feet and 9.6 feet below the ground surface; corresponding to elevations ranging between 621.3 feet and 562.1 feet. Groundwater levels are expected to fluctuate seasonally and following significant periods of precipitation. SHI Builders 7 4266-99-001E

5.0 PRELIMINARY DEVOLPMENT CONSIDERATIONS 5.1 General The following preliminary considerations are based on the soil conditions encountered during our limited subsurface investigation and are intended to provide general characteristics of the subsurface conditions for preliminary planning purposes and should not be utilized for final design of structural foundations, floor slabs, or pavements. Final recommendations pertaining to the geotechnical aspects of the site development will need to be developed from a supplemental subsurface investigation and engineering analyses once the final site development plans are developed. Based on the subsurface conditions encountered, the proposed building may be supported on a conventional shallow foundation system and ground supported floor slab bearing within approved on-site soils, underlying weathered rock/rock, and/or compacted structural fill material, provided these materials are properly inspected, placed, and compacted, as outlined herein. Due to moisture sensitivity of the onsite soils, at least partial overexcavation and replacement should be expected, particular if the material is subjected to moisture. Existing fill material was encountered within the northeastern portion of the site. If existing fill material is encountered during construction below proposed foundations, these materials will need to be overexcavated and replaced with structural fill material. Relatively shallow weathered rock and rock and oversized cobbles/boulders were encountered during our subsurface exploration. As such, depending on final site grading plans, project planning should include the need for difficult excavation to remove weathered rock/rock, and oversized materials. Dynamic Earth should remain involved to review the final site grading plans as related to difficult excavation, particularly if the proposed buildings will include basement levels. 5.2 Preliminary Shallow Foundation Design Recommendations Anticipated Bearing Strata: Proposed foundations are anticipated to bear within natural glacial soils, natural residual soils, underlying weathered rock/rock, and/or compacted structural fill. If encountered, existing fill material will need to be overexcavated and replaced below proposed foundations. Due to the moisture sensitivity of the on-site soils, partial overexcavation and replacement of the on-site

xisting fill material will need to be overexcavated and replaced below proposed foundations. Due to the moisture sensitivity of the on-site soils, partial overexcavation and replacement of the on-site soils should be included as a part of the project planning. Shallow Foundation Design Criteria: Dynamic Earth recommends supporting the proposed structure may be supported on conventional shallow foundations bearing within approved on-site soils and/or newly placed and compacted structural fill material. Foundations bearing within approved subgrade material may be designed to exert a maximum allowable net bearing pressure of 3,000 pounds per square foot (psf). Regardless of loading conditions, proposed foundations SHI Builders 8 4266-99-001E

should be sized no less than minimum dimensions of 24 inches for continuous wall footings and 36 inches for isolated column footings. Footings subject to tension loads should be designed so that the maximum toe pressure due to the combined effect of vertical loads and overturning moment does not exceed the recommended maximum allowable net bearing pressure recommended above. In addition, positive contact pressure should be maintained throughout the base of the footings such that no uplift or tension exists between the base of the footings and the supporting soil. Uplift loads should be resisted by the weight of the concrete, side friction (vertical along the footer) should be neglected. Lateral resistance should be provided by friction on the base of the footing with a recommended coefficient of friction against sliding:  Formed concrete on gravel subbase material – 0.40;  Mass concrete on gravel subbase material – 0.50; and  Mass concrete on on-site natural soils - 0.30. Partial Rock Support: Footings should not bear partially on rock and partially on soil due to the risk of brittle fracture at hinging points. Any foundation subgrades that would result in partially supported rock conditions should be overexcavated an additional six inches and replaced with well graded, compacted structural fill to provide a cushion against brittle fracture. Alternatively, isolated spread footings (if applicable) may be extended to bear entirely on rock. Inspection/Overexcavation Criteria: The suitability of the bearing soils along and below the footing bottoms must be verified by Dynamic Earth’s geotechnical engineer prior to placing concrete, especially to confirm that unsuitable materials are removed and new fills are adequately placed and compacted. Any overexcavation to be restored with structural fill (on-site or imported) will need to extend at least one foot laterally beyond footing edges for each vertical foot of overexcavation. The bottom of overexcavations should be compacted with smooth drum rollers, walk-behind compactors, vibrating plates or plate tampers (“jumping jacks”) to compact locally disturbed materials and densify underlying natural soil zones. Unsuitable materials should be overexcavated prior to placing new fill materials where site grades are to be raised. The extent of overexcavation can be estimated based on an evaluation