V3 RESUBMISSION Stormwater Management Report Rev 2 Dated November 3 2022

STORMWATER MANAGEMENT REPORT PREPARED FOR DAUGHTERS OF ISRAEL 1155 PLEASANT VALLEY WAY LOT 12, BLOCK 171 SUBMITTED TO: WEST ORANGE ZONING BOARD OF ADJUSTMENT PREPARED BY: PETRY ENGINEERING, LLC 155 PASSAIC AVENUE FAIRFIELD, NEW JERSEY 07004

STORMWATER MANAGEMENT REPORT PREPARED FOR DAUGHTERS OF ISRAEL 1155 PLEASANT VALLEY WAY LOT 12, BLOCK 171 SUBMITTED TO: WEST ORANGE ZONING BOARD OF ADJUSTMENT PREPARED BY: PETRY ENGINEERING, LLC 155 PASSAIC AVENUE FAIRFIELD, NEW JERSEY 07004 J. MICHAEL PETRY, PE NJ PROFESSIONAL ENGINEER # 36662 OCTOBER 29, 2021 REVISION 1: MAY 20, 2022 REVISION 2: NOVEMBER 3, 2022 4

Table of Contents Introduction Proposed Improvement...........ccsssessseseeseesssessceseeseeseeseessssesesssssesseesssnssessssesseseessessesessessneesnenssee 1 Methodology Existing Conditions... Drainage Area 1A (DA-1A). Drainage Area 1B (DA-1B) Drainage Area 2 (DA-~2) 0... ssecsesecessssceseseeessesnesescsesesseenssesessecnsarenssseueneaeensaeessncsesnenesncneennetsegenees 2 Drainage Area 3 (DA-3).. Drainage Area 4 (DA-4 Drainage Area 5 (DA-5).. Drainage Area 6 (DA-6) 0... ccecessecsssesessssrseesesssseescsesecsesscsesscsesnsscsesessessensssenesssesseensaeensnsenesssenenee® 3 Existing Basin... Curve Number: Peak Flows Post-Development Runoff Target ..........:cssscsssesssscsssessesessesessssessssessssesecessssecesseseenesesseseeassssseeneneaes 4 Proposed Conditions Drainage Area 1A (DA-1A). Drainage Area 1B (DA-1B) Drainage Area 2 (DA-2) Drainage Area 3 (DA-3) Drainage Area 4 (DA-4) Curve Numbers . Water Quantity... Bait HLA. — 3,230 CB... ..ccsssssssnsessessissicnsncsesscasniancscstauncensproncesatsossvantiyoranienvsasnensnneissts soon NONE 6 Basin #1B — 4,474 CF Basin #2 — 16,898 CF. Basin #3 — 11,200 CF... Post-Developiient Runoff .............ccssssesecessnssssssscssnasersstsnsssssaveasessvaovassannssnsuabisninsseevsssensieseransoens 7 Draln Time Water Quality Groundwater Recharge Storm Sewer Computations

Conclusion «.csiscsicussosssasnvensanssrsetsonesenasn creat sssai saraencsussassnasasessnsruveuseesausexsausnusteausesersucovaretsrarewennensess Existing Conditions Hydrographs Proposed Conditions Hydrographs Elevation Time Hydrographs Appendix - Soil Map - Hydrologic Soil Group Map - Table 2-2a - Table 2-2b - Table 2-2c - Table 2-2d - New Jersey 24 Hour Rainfall Frequency - Pipe Sizing Calculations - TOC Calculations - Motor Vehicle Surface Comparison - Drainage Area Maps (Fig.-1-3)

INTRODUCTION Daughters of Israel is a licensed nursing home that includes a total of 303 beds. The facility sits on a campus setting that contains approximately 18 acres of land. It is located along the westerly side of Pleasant Valley Way, just south of its intersection with Route 10 (See Fig. 1). The parcel is directly across the street from the Essex County Golf Course (Byrne) and includes two separate driveways for ingress and egress (See Fig. 2). The parcel is bordered to the south by Kessler Institute for Rehabilitation as well as the Kessler Foundation. It is bordered to the north and to the west by a residential development that includes Parson Drive and Skyline Drive. Approximately 60 percent of the property is currently developed, while the remaining 40 percent is primarily wooded buffer located along the abutting properties (See Fig. 3). Within the developed portion of the property, there are a series of buildings that are interconnected, having been constructed over several decades. These buildings are serviced by an asphalt parking lot that includes a total of 236 parking stalls. PROPOSED IMPROVEMENTS The proposed development has been designed to accommodate an Age-in-Place community that will allow its community members the opportunity to be part of a continuum of care facility that offers independent living, assisted living, and skilled nursing units all under one roof. The goal of the project is to allow the existing nursing home to remain functional while the remainder of the project is constructed. This will require the removal of a number of the existing buildings and a staged coordination of the development. The project will be completed in several phases, which will remove and replace the existing buildings on the site as the existing buildings are able to be isolated and removed. The construction will include a complete reconstruction of the parking area. The proposed development will be completed within the same general development limits as the existing development. The new development will be comprised of the following: 85 one- bedroom independent living units, 97 two-bedroom independent living units, 64 assisted living beds, and 80 skilled nursing beds. It will include parking for 266 vehicles in a surface lot as well as 115 parking spaces for Independent Living residents in a covered parking lot beneath the building (See Fig.

0 skilled nursing beds. It will include parking for 266 vehicles in a surface lot as well as 115 parking spaces for Independent Living residents in a covered parking lot beneath the building (See Fig. 4). The proposed development will be serviced by four detention basins, two subsurface, and two surface basins.

METHODOLOGY The USDA Natural Resources Conservation Service (NRCS) methodology described in the Technical Release 55 — Urban Hydrology for Small Water Sheds (TR-55) is used for computing stormwater runoff rates, volumes, and hydrographs for both existing and proposed conditions. In computing stormwater runoff from all design storms, the relative stormwater runoff rates and volumes of pervious and impervious surfaces are analyzed separately. The rainfall-duration- frequency data was taken from the NOAA National Weather Service (See attached). The NRCS Type D Design Storm Rainfall Distribution was used to analyze both pre-and post-conditions. Hydraflow Hydrographs Extension 2021 Modeling Software was used to compute the site's pre and post-development runoff. EXISTING CONDITIONS The existing conditions was analyzed to include the entire property and any offsite areas that currently drain onto the property. The existing drainage area was broken into 7 drainage areas totaling 20.16 acres. It should be noted that all open space within the existing Limit of Disturbance was modeled as Open Space — D, since it was already previously disturbed. Each of these drainage areas is explained in further detail below. DRAINAGE AREA 1A (DA-1A) Drainage Area 1A consists of 6.97 acres of both pervious and impervious surfaces that drain via storm sewers to the existing detention basin onsite. See below for a more detailed analysis of the existing detention basin. The pervious surface, 6.09 acres, consists of wooded and landscaped areas. The impervious surface, 0.88 was calculated for this drainage area. A time of concentration of 14.25 minutes was calculated for this drainage area, DRAINAGE AREA 1B (DA-1B) Drainage Area 1B consists of 0.24 acres of pervious surface that drains directly into the existing surface basin. These pervious areas are comprised primarily of existing wooded areas. A time of concentration of 9.78 minutes was calculated for this drainage area. DRAINAGE AREA 2 (DA-2) Drainage Area 2 consists of 0.60 acres of pervious area, which currently flows from the subject property and onto Kessler's driveway before making its way into the storm sewer system on Pleasant Valley Way. This drainage area includes both wooded areas along with some landscaped and lawn areas. A time of concentration of 10.14 minutes was calculated for this drainage area. DRAINAGE

Pleasant Valley Way. This drainage area includes both wooded areas along with some landscaped and lawn areas. A time of concentration of 10.14 minutes was calculated for this drainage area. DRAINAGE AREA 3 (DA-3) Drainage Area 3 consists of 4.54 acres of both pervious and impervious surfaces that drain to via onsite storm sewers directly into the storm sewer located in Pleasant Valley ° 2

Way. The pervious area, 2.44 acres, consists of a large wooded area along with onsite landscape islands, lawns, and planting beds. The impervious area, 2.10 acres, consists of parking lots, drive aisles, and sidewalks. A time of concentration of 10.47 minutes was calculated for this drainage area. DRAINAGE AREA 4 (DA-4) Drainage Area 4 consists of 1.25 acres of mostly pervious surfaces which drain directly onto Pleasant Valley Way, where it will ultimately flow into the storm sewers in the road. The pervious area, 1.22 acres, consists primarily of lawn and landscaped areas, with some wooded sections as well. The impervious area, 0.03 acres, consists of a small portion of the existing driveway that bypasses the onsite storm sewers. A time of concentration of 9.59 minutes was calculated for this drainage area. DRAINAGE AREA 5 (DA-5 Drainage Area 5 consists of 3.13 acres of both pervious and impervious surfaces, which are collected through a series of storm sewers that ultimately connect directly to the existing storm sewers within Pleasant Valley Way. The pervious area, 2.59 acres, consists predominately of wooded areas and along with some landscaped and lawn areas. The impervious surfaces, 0.54 acres, include portions of the existing parking lot and sidewalks. A time of concentration of 13.63 minutes was calculated for this drainage area. DRAINAGE AREA 6 (DA-6) Drainage Area 6 consists entirely of the existing roof area, 3.43 acres. The existing roof appears to be tied directly into the existing storm sewers within Pleasant Valley Way. A time of concentration of 6 minutes was used in the analysis, which is the minimum time used for this analysis. EXISTING BASIN Currently, the subject property contains a detention basin. This detention basin is served by a series of storm sewers that collect runoff from the existing parking lot and wooded areas in the rear of the site. It should be noted that based on record documents, this basin had existed on site since at least 1981, before the current stormwater regulations were in effect. Nevertheless, we have included the basin routing into our existing conditions model. The existing detention basin has 14,340 cubic feet of storage. Over the years, the basin has become severely degraded and filled with debris and overgrowth, which has resulted in the outlet structure silting up. Based on historic mapping, the

bic feet of storage. Over the years, the basin has become severely degraded and filled with debris and overgrowth, which has resulted in the outlet structure silting up. Based on historic mapping, the outlset structure has an orifice at the bottom, and a wier at the top. Our model reflects this same setup however the size of the bottom orifice is unknown. As such, we have assumed, conservatively, that the existing basin is served only by a 3" orifice located at the bottom. This assumption results in the least amount of runoff in the pre-construction conditions. °