Revised Stormwater Management Report

DocuSign Envelope ID: DB0533B0-B14B-449D-A0A8-3B9C3C0DF5D9 Point of Analysis 2 This drainage area discharges to the Canoe Brook Tributary which exists at the site near the Warner Road entrance to the property. The stormwater management systems in this drainage area are small scale infiltration basins 2 , 7 & 10 and porous pavement systems 3,4, 8, &10. Each of these systems are considered green technology for quantity, quality and recharge. POA#2 Existing Conditions Tc Computations. This drainage area is in a forested cover with very light underbrush due to deer over browsing. The path of the existing conditions Tc is shown on the Existing Conditions Drainage Area Map. The Tc is calculated in the Hydrocad program with the factors shown on the map and is as follows. The Basin 2 contributing area is 850291 sf of Woods in good condition. The initial 100 LF is sheet flow with a slope of 4.5% in woods with light underbrush. Tc=14.9 min The next segment is shallow concentrated flow 1740 lf with a slope of 5.9% through woods with light underbrush. There is no discernable channel in the field along this path that would change the categorization of the flow type. Tc = 7.4 minutes. Total pre-development Tc= 22.3 minutes Small Scale Infiltration Basin 2 This stormwater system collects water from the parking lot and grass areas behind Building A. The total contributory area is 2.49 acres. The system will have soil replacement with a permeability of 4 inches per hour with a factor of safety of 2. The proposed Tc for the area flowing to Basin 2 uses the following input Sheet flow 93lf @5% over grass Tc= 9 minutes Shallow concentrated flow 370 lf over pavement @ 6.5% Tc = 1.5 minutes Total Tc = 10.5 minutes Basin 2 is designed as a small-scale basin with exfiltration at the rate of the replacement soil with a factor of safety of 2 as an outlet. Pre-treatment is achieved with MTD that is approved for 50% removal prior to discharge to the basin. 6

DocuSign Envelope ID: DB0533B0-B14B-449D-A0A8-3B9C3C0DF5D9 Porous Pavement #3 System 3 collects water from part of the Building A roof, the maintenance building roof, the dog kennel roof, Kennel parking lot and adjacent grass areas. The majority of the drainage area is the building roof or the porous pavement surface. The ratio of other contributing areas to the porous pavement area is 2.97: 1 The system will have soil replacement with a permeability of 4 inches per hour with a factor of safety of 2. The proposed Tc for the area flowing to PP3 uses the following input Sheet flow 75 lf. @ 4% over grass 8.3 minutes Total Tc = 8.3 minutes The porous pavement system is considered green technology for both groundwater recharge and water quality. Porous Pavement system 4 Tc Computations System 4 collects water from part of the Building A roof, and half of the Building A parking lot as well as adjacent grass areas. The majority of the drainage area is the building roof or the porous pavement surface. The ratio of other contributing areas to the porous pavement area is .80. The system will have soil replacement with a permeability of 4 inches per hour with a factor of safety of 2: 1 The proposed Tc for the area flowing to PP3 uses the following input Sheet flow 70 lf @ 2% over roof .9 minutes Pipe flow 685 lf @ 2.5 fps 4.6 minutes Total Tc = 5.5 minutes The porous pavement system is considered green technology for both groundwater recharge and water quality. 7

DocuSign Envelope ID: DB0533B0-B14B-449D-A0A8-3B9C3C0DF5D9 Small Scale Infiltration Basin 7 This stormwater system collects water from the parking lot and grass areas behind the clubhouse as well as Warner Road. The total contributory area is 2.45 acres. The system will have soil replacement with a permeability of 4 in/hr with a factor of safety of 2. The proposed Tc for the area flowing to Basin 7 uses the following input Sheet flow 83 lf @4% over grass Tc= 8.9 min Shallow concentrated flow 277 lf over grass @ 6 % Tc = 1.1 minutes Shallow concentrated flow 40 lf over pavement @ 6.7 % Tc =.1 minutes Pipe Flow 365 lf @ 2.5 fps 2.4 minutes Total Tc = 12.5 minutes Basin 7 is designed as a small scale basin with exfiltration at the rate of the replacement soil with a factor of safety of 2 as an outlet. Pre-treatment is achieved with MTD that is approved for 50% removal prior to discharge to the basin. Porous Pavement system 8 Tc Computations System 8 collects water from part of the clubhouse roof, and portions of Kusik Drive and Warner Road The ratio of non- roof contributing areas to the Porous pavement area is 2.25: 1 The system will have soil replacement with a permeability of 4 in/hr with a factor of safety of 2. The proposed Tc for the area flowing to PP8 uses the following input Sheet flow 100 lf @ 7% over grass 8.3 minutes Shallow Concentrated Flow 65 lf @ 6% over grass .3 minutes Total Tc = 8.6 minutes The porous pavement system is considered green technology for both groundwater recharge and water quality. 8

DocuSign Envelope ID: DB0533B0-B14B-449D-A0A8-3B9C3C0DF5D9 Porous Pavement system 9 Tc Computations System 9 collects stormwater from Road D from the clubhouse area past the Bridge crossing of the stream. The ratio of contributing areas to the Porous pavement area is 2.36 : 1 The system is above natural grade and backfill will be permeable soil meeting the permeability rate of 4 inches per hour with a factor of safety of 2. The proposed Tc for the area flowing to PP9 uses the following input Sheet flow 100 lf @ 10% over grass 7.2 minutes Shallow Concentrated Flow 40 lf @ 7.5% over grass .2 minutes Total Tc = 7.4 minutes The porous pavement system is considered green technology for both groundwater recharge and water quality. Small Scale Infiltration Basin 10 This stormwater system collects water from the roof of building D and the the roadway/ parking area in front of Building D and some adjacent grass areas. The total contributory area is 1.88 acres. The system will have soil replacement with a permeability of 4 in/hr with a factor of safety of 2. The proposed Tc for the area flowing to Basin 10 uses the following input Sheet flow 59 lf @2% over grass Tc= 9 minutes Shallow concentrated flow 210 lf over grass @ 4.8 % Tc = 1 minutes Pipe Flow 110 lf @ 2.5 fps .7 minutes Total Tc = 10.7 minutes Basin 10 is designed as a small scale basin with exfiltration at the rate of the replacement soil. Exfiltration is set at the replacement soil rate. Pre-treatment is achieved with MTD that is approved for 50% removal prior to discharge to the basin 9

DocuSign Envelope ID: DB0533B0-B14B-449D-A0A8-3B9C3C0DF5D9 Porous Pavement system 11 Tc Computations System 11 collects stormwater from Road D , half of the Building D roof and adjacent gras areas The ratio of contributing areas to the Porous pavement area is 2.97 : 1 The system will have soil replacement with a permeability rate of 4 inches per hour with a factor of safety of 2. The proposed Tc for the area flowing to PP11 uses the following input Sheet flow 83 lf @ 4% over grass 8.9 minutes Shallow Concentrated Flow 150 lf @ 3.3% over grass .9 minutes Total Tc = 9.8 minutes The porous pavement system is considered green technology for both groundwater recharge and water quality. PA-2 Discharge Summary STORM WQ 2 10 100 EX PER 15.19 7.6 34.19 23.93 75.56 60.4 2 0 0 1.51 14.43 3 0 .66 2.74 6.36 4 0 0 .35 1.01 7 0 .56 2.01 4.01 10 8 0 .03 .61 2.90 9 0 0 0 .14 10 0 .65 .66 11.25 11 0 .18 2.42 7.75 UD 3.71 7.56 13.67 26.01 T 3.71 7.6 19.45 56.02

DocuSign Envelope ID: DB0533B0-B14B-449D-A0A8-3B9C3C0DF5D9 Point of Analysis 3 Point of analysis 3 discharges to an existing drainage system in Howell Drive. This municipal system flows to the east away from the onsite streams. This drainage area is only for disturbance associated with one half of the emergency access road which will be gated closed and will have little vehicle traffic. The design achieves stormwater management standards of quantity , quality and recharge with the use of a small scale subsurface infiltration basin with soil replacement. Filterra water quality treatment devices will be provided prior to discharge to the system. Existing Conditions are: woods with light underbrush. The existing Tc is calculated with the following factors. 70 LF. Of sheet flow @12% with woods coverage Tc= 7.6 minutes 40 lf of shallow concentrated Flow @ 12% woods cover. Tc= .4 Total Tc=8 minutes The proposed Tc is calculated as follows: 50 lf sheet flow @ 12% grass Tc = 3.8 60 lf @ 12% grass swale Tc= .2 Total Tc = 4 minutes. PA-3 Summary STORM 2 10 100 EXISTING .13 .30 .66 PERMITTED .06 .21 .53 ` 11 BASIN 12 0 0 0 TOTAL 0 0 0

DocuSign Envelope ID: DB0533B0-B14B-449D-A0A8-3B9C3C0DF5D9 Conclusion The design of the West Essex Highlands Project has been completed in accordance with the court approved resolution with the limiting of the area of disturbance below 30 acres and the inclusion of environmentally friendly designs that are sensitive to the existing environmental constraints. The stormwater design includes green technology for water quantity, quality and seeks to optimize the volume groundwater recharge with green technology. The overall discharge has been conservatively calculated for each drainage basin and overall and meet the discharge standards as required in the state standards and municipal ordinance. 12

BouD PecmBc HOWELL DRIVE HOWELL DRIVE 600 60 2 4 60 6 60 Y ACCE GENC EMER 8 60 SS 0 61 BogCc 612 SIGNATURE INVALID WITHOUT RAISED SEAL OF P.E. PecuuB N.J. PROFESSIONAL ENGINEER LIC. NO. 33410 AVON DRIVE PAUL W. ANDERSON BouB BouB AVON DRIVE SLAYBACK TERRACE WINDSOR PLAC BouC 61 2 610 CANOE BROOK ONSITE STREAM DRAINAGE AREA 35.48 ACRES 608 62 61 0 8 606 606 61 6 61 4 4 0 8 2 8 59 6 59 59 4 C ILD I ' 4 60 0 608 606 ILD BU 606 ING BogCc D.1 60 4 59 8 60 4 60 2 BUILDING .0 2 60 7 59 F: G 604 60 0 604 FF:619.0 60 0 598 DRAINAGE AREA: 97,275 SF 586 8 2 596 590 588 594 594 6 58 2 6 59 0 59 8 0 8 56 8 57 2 584 59 578 6 58 58 8 DRAINAGE AREA: 76,644.0 SF 580 2 58 58 6 580 BUILDING A.2 FF:602.0 GF:579.0 56 59 0 4 58 4 594 592 582 588 590 584 59 2 590 57 596 598 8 596 POOL 586.2 CLUBHOUSE 596 58 58 586 w 580 w 8 FF:618.0 GF:594.0 w 58 2 57 9,544 SF 4 56 w 0 58 56 2 6 57 BUILDING A.1 FF:602.0 GF:579.0 6 57 2 57 574 4 57 57 590 4 BogBc 578 576 574 0 57 578 8 2 570 574 572 568 4 576 4 57 568 562 56 6 w w 572 57 8 2 57 57 4 2 57 596 6 8 56 0 57 566 568 570 0 57 57 8 56 6 4 57 6 2 58 586 8 59 IR 560 2 56 564 FA MAY POINT OF ANALYSIS (TYP) 558 FF:564.0 560 55 2 6 55 8 4 DOG PARK 552 556 544 542 8 54 540 538 552 546 546 548 HctBc ROAD 540 540 538 WARNER 546 544 KUZIK DRIVE POINT OF ANALYSIS (TYP) 544 546 546 544 534 532 542 536 53 2 534 544 546 546 53 544 8 53 2 Proj. No. 536 54 2 Date HOLTON LANE 542 8 PWA 544 54 HanBc BogCc 532 546 544 534 550 6 4 54 550 548 55 0 53 552 6 54 548 552 Checked by 550 550 554 BogBc 550 548 546 55 2 PWA 6 55 558 Designed by 55 FF:563.0 BCA 56 0 Drawn by 55 4 56 PecuuB 58 564 564 0 584 562 Anderson Consulting Services LLC 57 8 58 0 57 0 57 P.S. FF:564.0 6 592 8 6 56 56 564 55 IVE 578 0 57 568 6 56 566 56 4 594 0 58 2 57 558 560 562 4 57 8 6 56 564 BogCc 55 580 57 57 4 DR w 560 572 566 0 LGF:582.0 582 576 564 56 584 D 57 'D' 576 56 2 576 578 568 564 586 8 57 576 57 574 570 566 4 570 57 6 56 588 DRAINAGE AREA: 40,904

580 57 57 4 DR w 560 572 566 0 LGF:582.0 582 576 564 56 584 D 57 'D' 576 56 2 576 578 568 564 586 8 57 576 57 574 570 566 4 570 57 6 56 588 DRAINAGE AREA: 40,904 SF 578 574 56 572 578 572 RO A 8 572 BogBc 56 BogBc 592 57 2 w 598 600 w 594 57 w 598 596 600 0 59 w FF:600.1 BF:587.1 598 592 w w w 596 w 2 59 594 w w 57 6 w w w 598 594 590 596 598 2 0 4 596 8 59 60 0 60 59 598 600 59 596 600 w w w 594 w 594 HanBc 600 w w 6 598 602 602 59 602 602 596 58 596 6 59 FF:606.0 GF:594.5 FF:618.0 GF:597.0 582 59 8 588 59 .2 C ING D B BUILDING 604 BUILD BogDc AS SHOWN 606 0 61 Scale 578 B GF:606.5 61 G 576 616 IN D IL HctBc 606 606 40 Miller Drive Boonton, NJ 07005 CERTIFICATE OF AUTHORIZATION TEl: 973.975.0703 Fax: 973.975.0703 24GA28182400 www.pwanderson-cs.com BU 612 606 580 BU 582 604 584 60 2 60 0 586 60 2 ROAD 'D 8 58 NG 590 60 60 6 59 0 58 BogDc 60 61 604 FF:618.0 GF:607.0 ROSEMONT TERRACE BogBc 606 618 w 61 2 BogCc 540 0 54 542 8 LU F TL AN E FOWLE LAPIS CIRCLE BouB HasB BouB BouC R DRIV E RACE Y TER 4 53 HanBc BAKEL 534 BAYOWSKI ROAD 536 BogDc HanBc PRELIMINARY AND FINAL SITE PLAN 53 538 536 540 LOD: 1,212,966.7 SF 27.85 Acres DA-O R Know what's below. Call before you dig. - POINT OF ANALYSIS SHEET 1 OF 7

2 60 4 60 SCF 60 LF @ 12.0% GRASS 6 60 8 60 ENCY EMERG DA #12 0 61 S ACCES SHEET FLOW 50 LF @ 10.0% 612 612 610 608 620 618 606 606 A 616 61 61 SCF (UNPAVED) 50 LF @ 11.0% 606 618 FF:618.0 GF:607.0 604 SHEET FLOW (GRASS, DENSE) 83 LF @ 4.0% 0 C 59 8 B 580 616 606 606 B A 610 614 58 0 G IN D IL BU 578 SCF (UNPAVED) 150 LF @ 3.3% 612 606 60 2 ROAD 'D' 582 604 584 602 586 600 594 DA #11 B BU ILDI NG 590 60 8 60 6 596 592 588 SHEET FLOW (GRASS, DENSE) 100 LF @ 11.0% 576 4 2 61 604 C SIGNATURE INVALID WITHOUT RAISED SEAL OF P.E. HOWELL DRIVE 600 N.J. PROFESSIONAL ENGINEER LIC. NO. 33410 PA #3 PAUL W. ANDERSON HOWELL DRIVE GF:606.5 608 606 0 B ILD 606 BU DA #6 60 SHEET FLOW (PAVED) 40 LF @ 2.0% A 606 C ING D.1 604 DA #5 59 8 604 602 BUILDING 60 .0 97 600 604 B BUILDING FF:619.0 C 586 PIPE FLOW 450 LF @ 2.5 FT/SEC 60 0 598 598 600 596 598 600 594 OL #8 594 594 596 598 598 594 588 594 2 58 6 6 58 2 572 578 570 568 2 59 574 578 OL #10 570 8 57 574 576 570 588 DA #9a 578 572 586 576 584 568 AD 568 OL #7 566 RO 570 572 576 4 57 SHEET FLOW (GRASS, DENSE) 100 LF @ 6.0% 574 574 ' 576 568 'D 8 56 C 566 564 572 572 578 576 0 574 57 578 578 6 562 562 590 574 D.2 57 574 574 DA #8 FF:618.0 GF:594.0 562 6 57 A OL #9 4 56 578 580 C 572 564 576 586 584 580 582 580 578 574 580 582 566 588 58 8 590 4 58 PIPE FLOW 685 LF @ 2.5 FT/SEC DA #4 DA #3 DA #10 59 598 590 592 592 594 588 590 582 576 SHEET FLOW (PAVED) 70 LF A @ 2.0% POOL 586.2 CLUBHOUSE 596 592 594 600 596 590 598 596 588 584 578 SCF (UNPAVED) 425 LF @ 6.5% FF:600.1 BF:587.1 598 592 600 592 594 590 586 596 596 SHEET FLOW (GRASS, BUILDING A.2 DENSE) 59 LF @ FF:602.0 GF:579.0 2.0% B A.1 BUILDING FF:602.0 GF:579.0 598 594 60 0 590 596 592 600 A B 59 0 596 8 59 600 56 602 6 C 59 602 602 596 582 596 602 FF:618.0 GF:597.0 582 598 596 C FF:606.0 GF:594.5 PIPE FLOW 182 LF @ 2.5 FT/SEC OL #1 OL #10 598 BUILDING 588 B A 2 F:5 G 604 604 SHEET FLOW (PAVED) 40 LF @ 2.0% LGF:582.0 582 576 580 572 578 OL #7 6 4 57 0 58 564 57 4 57 6 8 57 58 0 570 SCF (UNPAVED) 40 LF