Geotech Report 04 19 2021

SOR CONSULTING ENGINEERS, INC. Geotechnical Engineering - Materials Testing - Forensic Studies 98 Sand Park Rd., Cedar Grove, Nj 07009 (973) 239-6001 Fax (973) 239-8380 GEOTECHNICAL INVESTIGATION REPORT PROPOSED RESIDENTIAL DEVELOPMENTS WEST ORANGE, NEW JERSEY FOR GARDEN HOMES SHORT HILLS, NEW JERSEY Prepared by: Sor Consulting Engineers, Inc. 98 Sand Park Road Cedar Grove, New Jersey 07009 Report No. 21-C-12 | Job No. 21-C-01 | April 19, 2021

SOR CONSULTING ENGINEERS, INC. Geotechnical Engineering - Materials Testing - Forensic Studies 98 Sand Park Rd., Cedar Grove, NJ 07009 (973) 239-6001 Fax (973) 239-8380 www.soriabs.com Kamil Sor, Ph.D. Orhun Sor, P.E. Atilla Sencar, P.E. April 19, 2021 Job No. 21-C-01 Report No. 21-C-12 Garden Homes 820 Morris Turnpike, Suite 301 Short Hills, NJ 07078 Attention: Mark Hoffman E-Mail: MarkH@gardenhomes.com Re: Geotechnical Investigation Report Proposed Residential Development West Orange, New Jersey INTRODUCTION Sor Consulting Engineers, Inc. (SCE) is pleased to present the results of a subsurface investigation performed for a proposed residential development to be constructed at a West Essex Highlands site in West Orange, New Jersey. The subject site is identified as Lot 32, Block 179 on the municipal tax maps. Based on concept plan dated February 10, 2021, the proposed development will reportedly include the construction of four large apartment complexes, recreation building and pool, maintenance building, pump station, dog park, access roads, parking and stormwater management facilities. The apartment complexes will be 4-stories in height and will contain a one-story parking under the buildings. The total structures will cover a combined footprint area of approximately 200,000 square feet. AVAILABLE SITE DATA A feasibility geotechnical investigation was prepared by our office on June 30, 2004. A total of 25 test pits were performed for this study. The test pits revealed that the subject site is mantled by a 6 to 18 inches thick layer of topsoil/vegetation. Natural residual soils consisting of sandy silt to clayey silt were encountered beneath the topsoil. Silty gravelly sand with cobbles/boulders were encountered beneath sandy

SOR. CONSULTING ENGINEERS, INC. Garden Homes Report No. 21-C-12 Proposed Residential Development Page 2 West Orange, NJ silt/clayey silt. Basalt bedrock was usually encountered at a depth of 8 feet or lower. However, at near the center of the property bedrock was encountered at depths of 2 to 4 feet beneath the ground surface. The site was found to be suitable from a geotechnical point of view and buildings can be supported by conventional wall and spread foundations. PURPOSE AND SCOPE OF WORK The purpose of this study was to: e explore the subsurface soil, rock, and groundwater conditions within the proposed buildings, stormwater management and pavement areas; e estimate the geotechnical engineering properties of the encountered subsurface materials including soil permeability; e evaluate the foundation requirements for the structures considering the anticipated structural loads and encountered subsurface conditions; e recommend an appropriate type of foundation for support of the proposed structures and present geotechnical related foundation design and installation criteria, including shallow and/or deep foundation design parameters and seismic site class; © present recommendations relative to the support of slabs to be constructed on-grade, including modulus of subgrade reaction (Kv); e estimate the post-construction performance of the recommended floor and foundation systems; e recommend lateral earth pressure and drainage criteria for use in the design of below-grade and site retaining walls; e recommend an appropriate pavement section for the proposed parking and roadway facilities; and e discuss appropriate earthwork operations or considerations consistent with the proposed construction and encountered subsurface conditions. To accomplish this, a subsurface exploration program consisting of fifteen (15) test borings and twenty-seven (27) test pits was conducted at the site on March 25, 26,

SOR CONSULTING ENGINEERS, INC. Garden Homes Report No. 21-C-12 Proposed Residential Development Page 3 West Orange, NJ 29, 30, 31 and April 1, 2021. The borings were advanced using narrow gauge rubber track mounted drilling equipment and extended to a maximum depth of 11 feet beneath the existing ground surface. Soil samples suitable for identification and laboratory testing purposes were extracted from the borings in accordance with the procedures of the Standard Penetration Test (ASTM-D1586). The test pits were excavated with a conventional rubber tire and track backhoe outfitted with an extendahoe boom. Test pit explorations extended to a maximum depth of 13 feet below existing grade. Tube and bulk soil samples were obtained from selected test pits performed in stormwater basin and parking/roadway areas for laboratory testing purposes. Upon completion the boring and test pit explorations were backfilled so as not to leave any open holes. The borings were performed by Environmental Technical Drilling, Inc. and the test pits by Willis Excavating, Inc. under the direct technical observation of a geologist and a licensed geotechnical engineer from Sor Consulting Engineers. Our representative prepared logs of the explorations as the drilling and excavation proceeded and supervised the soil sampling operations so as to obtain the appropriate subsurface information. The locations of the explorations were staked in the field by others and are shown relative to the existing and proposed site features on the Exploration Location Plan contained in Appendix | of this report. Detailed descriptions of the encountered subsurface conditions are presented on the individual boring and test pit logs contained in Appendix Il. The soils encountered in the borings and test pits were visually classified in accordance with the Burmeister Soil Classification System also included in Appendix II. The soils encountered in the test pits performed in the proposed subsurface stormwater infiltration areas were described in general accordance with the terminology described in N.J.A.C. 7:9A. Ground surface elevations at the exploration locations were determined by interpolation between existing ground contours depicted on the site plan provided to us by your office. All soil samples were brought to our AASHTO and ACOE accredited soil mechanics laboratory where they were further

een existing ground contours depicted on the site plan provided to us by your office. All soil samples were brought to our AASHTO and ACOE accredited soil mechanics laboratory where they were further examined. Moisture content, grain size distribution, California Bearing Ratio (CBR) and Proctor tests were performed on selected samples tovassist in soil identification and estimation of their engineering soil

SOR CONSULTING ENGINEERS, INC. Garden Homes Report No. 21-C-12 Proposed Residential Development Page 4 West Orange, NJ properties. Mechanical grain size distribution and falling head permeability tests were performed on selected samples obtained from the stormwater basin study test pits. Laboratory test results are presented in Appendix III. The results of the subsurface exploration and laboratory testing programs as well as our visual examination of the boring and test pit samples have provided the basis for our engineering analyses and geotechnical recommendations. The following discussions of our findings and recommendations are subject to the limitations contained in Appendix IV of this report. SITE CONDITIONS - Geologic Overview: The subject site is located within New Jersey Piedmont Physiographic Province. The province is primarily a low rolling plain divided by a series of higher ridges formed by intruding magma of Jurassic age. Locally, glacial till deposits can be found deposited directly by glacial ice during the Wisconsinian glaciation. The bedrock underlaying the site is composed of a Jurassic aged basalt formation called the Preakness Basalt, a fine to coarse grained basalt that composes the second Watchung Mountain. Surface Features: The entire property is currently moderately to heavily wooded and contains some areas of rock outcrops. Large boulders are scattered throughout the site. Several areas identified as wetlands traverse the property in a general northeast to southwest orientation. Surface grades throughout the site reportedly range from a high of Elevation +630 feet in the extreme northern section to Elevation +530 feet along the townhomes. Within the proposed Building “A” area, surface grades range from approximately +364 feet to +590 feet; proposed Building “B” area surface grades range from +586 feet to +596 feet; proposed Building “C” area the surface grades range from +602 feet to +617 feet; and proposed Building “D” area the surface grades range from +596 feet to +610 feet. Subsurface Conditions: The subsurface conditions encountered in the explorations performed at this study is illustrated in soil profile sections AA, BB and CC included in Appendix | of this report. The subsurface profiles presented herein is our , best professional judgement of the subsurface soil; bedrock and groundwater conditions

SOR CONSULTING ENGINEERS, INC. Garden Homes Report No. 21-C-12 Proposed Residential Development Page 5 West Orange, NJ and may not necessarily represent the actual variations between the boring and test pit explorations. Individual strata consist of the following generalized materials in order of increasing depths: 1) 2 3) 4) 5) Surface Material: Approximately 4 to 24 inches of topsoil/vegetation was revealed at the ground surface. Fill: Fill consisting of silty gravelly sand was encountered in Test Pit 20. The fill was in a medium dense to dense condition and extended to a depth of 13 feet. Test Pit 19 was excavated on top of soil mound and extended to a depth of 8 feet. Brown to dark brown sandy silty clay type soil was encountered. The fill was mixed with asphalt/concrete pieces, wood fragments and cobbles/boulders. The fill at the mound was in a soft condition. Clayey Silt/Sandy Silt: Natural residual soils consisting of yellowish brown to gray and yellowish brown sandy silt and clayey silt were generally encountered beneath the topsoil in the majority of the explorations. The sandy silt/clayey silt generally ranged from 1 to 5 feet in thickness. Standard Penetration Test (N) values obtained from the borings indicate that the sandy silt/clayey silt are in a soft to firm consistency. Silty Gravelly Sand: Brown silty gravelly sand containing numerous cobbles and frequent large boulders as well as occasional pockets of clay was encountered either beneath the topsoil or clayey silt in a majority of the explorations. This stratum was in a medium dense to dense condition. Test Pits 10, 16, 22, 23, 26 and 27 were terminated within this layer at depths of 10 to 13 feet below surface grades. Bedrock: Basalt bedrock was encountered in the explorations and is anticipated to underlie the entire site at depths generally ranging from 4 to 12 feet beneath the surface. However, bedrock was encountered at depths of 1.5 to 3 feet beneath the ground surface in Test Pits 3, 4, 5, 9, 11, 18, 21 and Borings 5 and 10. Basalt is a very dense fine grained igneous rock. The backhoe and drill rig used for this study was unable to excavate/drill to any measurable extent into the bedrock.

SOR CONSULTING ENGINEERS, INC. Garden Homes Report No. 21-C-12 Proposed Residential Development Page 6 West Orange, NJ Groundwater was not encountered in the majority of the explorations performed for this study. However, where encountered, slight water seepage was observed at depths ranging from 2 to 9 feet below surface. Due to the substantial topographic relief, it should be anticipated that groundwater levels at the site will vary significantly and may experience fluctuation due to seasonal variations in precipitation, temperature and/or surface runoff. In addition, groundwater seepage may be localized occurring along the bedrock surface. CONCLUSIONS AND RECOMMENDATIONS General: Based on our evaluation of the encountered subsurface conditions, the natural residual soils, new controlled compacted fill and basalt bedrock will provide suitable support for the foundations and slabs of the proposed structures. Following the site preparation procedures presented in this report, the columns and walls of the proposed structure may be supported on conventional spread foundations. Slabs may be constructed on grade. Discussions of these and other geotechnical items considered relevant to the proposed construction are presented in the following sections of this report. Site Preparation and Earthwork: All trees, topsoil and vegetation should be completely removed from within and at least 5 feet beyond the proposed construction limits. Following the removing of all surface vegetation and topsoil, excavation should continue as required to reach the proposed construction subgrade levels. Any unsuitable fill encountered should also be removed. Based on the topography of the site, we anticipate that excavation into bedrock will likely be required. Basalt is very dense, fine grained igneous rock. Typically, the upper 1 foot of the rock may be somewhat weathered and fractured, and capable of being excavated using heavy construction equipment. Below this, however, the rock is less weathered and less fractured. Consequently, excavations extending more than 1 foot into rock as well as excavations in confined areas such as foundation and utility excavations, will likely require drilling and splitting, blasting, pneumatic hammering or other specialized techniques for rock removal. w

SOR CONSULTING ENGINEERS, INC. Garden Homes Report No. 21-C-12 Proposed Residential Development Page 7 West Orange, NJ In order to achieve the desired site grades; we anticipate that fill will also be required to reach the proposed construction subgrade levels. Prior to the placement of any fill, the soils exposed after the removal of all surface vegetation and topsoil and after excavating to proposed construction subgrade should be thoroughly proofrolled and compacted to a dense and unyielding condition by numerous passes of a large vibrating steel drum compactor. Any localized areas that cannot be compacted to a dense and unyielding condition such as soft clayey soils should be excavated to expose suitable subsoils and backfilled with controlled compacted fill. After proofrolling, fill may be placed as required to reach the desired construction subgrade levels. Fill material may consist of either suitable portions of the on-site soils or imported well-graded sand and gravel containing less than 15 percent by weight passing a U.S. Standard No. 200 sieve. The natural sandy silt and clayey silt soils encountered directly below the surficial topsoil are highly moisture-sensitive and their suitability for immediate use as controlled fill or backfill within building and pavement areas will be dependent upon their moisture content at the time of construction. If the moisture content is even slightly above optimum as determined by the ASTM D-1557 test procedure, these soils will be difficult if not impossible to compact. As such, the sandy silt and clayey silt soils are considered marginal for reuse as controlled fill or backfill within structural areas. These soils would, however, be suitable for use as fill within landscaped areas or berms. Cleaner silty gravelly sandy soils were often found below the sandy silt and clayey silt. These soils are generally less sensitive to changes in moisture and would therefore be more suitable for use as controlled fill or backfill within building and pavement areas. During extensive excavations, the silty gravelly sand should be segregated and reserved for future use as controlled fill. Rock fragments resulting from excavation operations may also be used as fill provided that the fragments are less than 6 inches in maximum dimension and adequately placed to preclude the formation of voids in the fill. Fill containing

vation operations may also be used as fill provided that the fragments are less than 6 inches in maximum dimension and adequately placed to preclude the formation of voids in the fill. Fill containing significant quantities of rock fragments should remain at least 4 feet below finished building and slab subgrade levels so as not to interfere with subsequent foundation and utility installation. In addition, depending upon the gradation characteristics of the rock fill, it may be necessary to place a layer of geotextile fabric between the rock fragments and overlying layers of soil fill in order to prevent migration