Drainage Report

Groundwater Recharge A | a S Anderson Consulting Services LLC Groundwater recharge is achieved through the sand bottom in the small-scale infiltration basins. The 2 year storm volume routed to the basin is recharged. A separate routing has been performed for the 2 year storm to determine the volume of recharge for this drainage area. Test pits B1 &B1 were excavated to a depth of 13ft and 15 ft with groundwater located at 8 and 9 feet below grade. Based on the surface grade at the test locations the groundwater elevation is elevation 538 The basing bottom is set at elevation 540.0 making any groundwater in this area in excess of 2 ft below the bottom of the basin. The permeability of B2 was determined to be .89 in/hr. With a factor of safety of 2 the exfiltration rate from the basin used in the hydrocad calculation was .45 in/hr. A summary spreadsheet for the groundwater recharge on the project is provided on sheet 14 Infiltration basin is listed as a green technology solution for groundwater recharge with pre-treatment provided. Detention Basin 3 Area Detention basin 3 collects water from the clubhouse and building A along Warner Road. The Existing Area of Basin 3 contributing area is 113995 sf of Woods in good condition. The initial 100 LF is sheet flow with a slope of 4% in woods with light underbrush. Tc=15.7 min The next segment is shallow concentrated flow 204 If with a slope of 3.7% 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 = 19.4 min. Proposed Tc - Sheet Flow 100 LF @8% grass cover Tc= 7.9 min Shallow concentrated flow 20 If @ 8% Tc=..1 min, grass cover Shallow Concentrated Flow 100 LF@ 5% Tc =.4 min, Pavement Cover Pipe Flow 450 If of 15 inch pipe @ 6% N=0.01 Tc.8 min Total Tc= 9.2 min Un-detained Area associated with Basin 3. These are small areas at the perimeter of the drainage area that have minimal distance to travel before exiting the area of analysis. The longest path is Sheet flow 45 If @ 10% over grass Tc= 3.8 min Detention basin 3 collects water from the center of the site from the clubhouse down proposed Warner Rd. that drains to the Canoe Brook Tributary. The existing conditions have been modeled with a coverage as wood is good condition as required by the standards with NOAA type D rainfall curves. The table

. that drains to the Canoe Brook Tributary. The existing conditions have been modeled with a coverage as wood is good condition as required by the standards with NOAA type D rainfall curves. The table below outlines the results of the routing for this area. 7 Anderson Consulting Services LLC 40 Miller Drive, Boonton, NJ 07005 973-975-0703 (O) 973-886-7336 (C) PAndersonpe@gmail.com

es ACS Small scale Infiltration basins are listed as green technology for quantity in Tablé-S<2>witty'preamices Luc treatment. Quantity without exfiltration EXISTING Permitted DETENTION | OVERLAND | TOTAL (CFS) (CFS) (CFS) (CFS) (CFS) 2YR 1.79 90 0.9 74 83 10 YR 4.35 3.05 87 1.34 2.21 100 YR 10.09 8.07 4.35 2.65 7.0 Water Quality Small scale infiltration basins are listed as green technology for water quality when provided with pre- treatment. Basin 3 has a pre-treatment of a Cascade separator which provides 50% removal and the small-scale infiltration basin in series with it provides a total suspended solid removal of 90% Groundwater Recharge Groundwater recharge is achieved through the sand bottom in the small-scale infiltration basins. The 2 year storm volume routed to the basin is recharged. A spreadsheet showing the total compliance to the standard for groundwater recharge is included on page 14 Test pit G1 &G2 was excavated to a depth of 15 and 16 ft with no evidence of groundwater. The surface grade of this test pit is 538.0 making the bottom of the excavation 522.0. The basin bottom is set at elevation 528 making any groundwater in this area in excess of 6 ft below the bottom of the basin. Small-scale Infiltration basins with pre-treatment are listed as a green technology solution for groundwater recharge in table 5-2. Separate routing of the 2 year storm with exfiltration is provided to allow calculation of the total recharge in the recharge spreadsheet. Detention Basin 4 Area Tc Computations The Existing Area of Basin 4 contributing area is 96981 sf of Woods in good condition. The initial 100 LF is sheet flow with a slope of .5% in woods with light underbrush. The next segment is shallow concentrated flow 90 If with a slope of 4% 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 = 15.9 min. Proposed Tc - Sheet Flow 100 LF @5.2% grass cover Tc= 6.4 min Shallow concentrated flow 100 If @ 3% Tc=.6 min, grass cover Pipe Flow 309 If of 15 inch pipe @ 2.61% N=0.01 Tc1 min Total Tc= 8 min Un-detained Area associated with Basin 4. Anderson Consulting Services LLC 40 Miller Drive, Boonton, NJ07005 973-975-0703 (O) 973-886-7336 (C) PAndersonpe@gmail.com

en ACS These are small areas at the perimeter of the drainage area that have minimal distariceteravets Lc before exiting the area of analysis. The longest path is Sheet flow 96 If @ 5.73% over grass Tc= 8.7 min Detention basin 4 collects water from the roof of Building D1, the disturbed grass area behind D1 and the roadway on the east side of the site in front of Building D. The drainage in this area drains to the Canoe Brook Tributary. The existing conditions have been modeled with a coverage as woods in good condition as required by the standards with NOAA type D rainfall curves. The table below outlines the results of the routing for this area. Water Quantity without exfiltration EXISTING Permitted Undet. BASIN TOTAL 2YR 1.67 84 33 0.16 Al 10 YR 4.06 2.84 .70 70 1.40 100 YR 9.38 7.50 1.50 5.25 6.75 Water Quality Small scale infiltration basins are listed as green technology for water quality when provided with pre- treatment. Basin 4 has a pre-treatment of a Cascade separator which provides 50% removal and the small-scale infiltration basin in series with it provides a total suspended solid removal of 90% Groundwater Recharge Test pit E1 and E2 were excavated to a depth of 12 and 14 ft with groundwater at 7 and 9 ft below grade respectively. The surface grade of E1 minus the 7 ft to groundwater is the limiting factor establishing the groundwater level at elevation 583. The basin bottom is set at elevation 585 making any groundwater in this area 2 ft below the bottom of the basin. The porous pavement reservoir is in fill over the existing grade for most of this system. The permeability of E1 was determined to be 0.61 in/hr. With a factor of safety of 2 the exfiltration rate from the basin used in the hydrocad calculation was .305 in/hr. See the spreadsheet on page 14 for the summary of groundwater recharge for this basin area and the project. Detention Basin 5 Area The Existing Area of Basin 5 contributing area is 167719 sf of Woods in good condition. The initial 100 LF is sheet flow with a slope of 12% in woods with light underbrush. Tc=10.1 min 9 Anderson Consulting Services LLC 40 Miller Drive, Boonton, NJ 07005 973-975-0703 (O) 973-886-7336 (C) PAndersonpe@gmail.com

oe ACS The next segment is shallow concentrated flow 174 If with a slope of 16.7% throtighawoodsnithtight underbrush. There is no discernable channel in the field along this path that would change the categorization of the flow type. Tc= 11.5 min. Proposed Tc - Sheet Flow 100 LF @1.7% grass cover Tc= 10.1 min Shallow concentrated flow 164If @ 3.05% Tc = 1.0 min, grass cover Shallow Concentrated Flow 50LF@ 5% Tc =.1 min, Pavement Cover Total Te= 11.2 min Un-detained Area associated with Basin 5 in this analysis. This is a large area from the clubhouse down Road D and up to the limit of Basin 5. It is disturbance beyond basin 5 and counts to the overall disturbance and discharge to the Canoe Brook tributary but not precisely to basin 5. The longest path is Sheet flow 100 If @ 12% over grass Tc=6.7min Shallow concentrated flow 20 If @5% grass cover Tc= .1 Shallow concentrated flow 118 Lf @ 5.5% pavement cover .4 min Pipe flow 156 If, 15 in, n=0.01, s= 3.49% Detention basin 5 collects water from the roof of building D2, the roadway on the east side of the site in front D2 and the grass area behind D2. The drainage in this area drains to the Canoe Brook Tributary. The table below outlines the results of the routing for this area. The small scale infiltration basin is listed as green technology for water quality, quantity and recharge in table 5.1 Quantity EXISTING REDUCED OL ** BASIN TOTAL** 2YR 3.33 1.67 2.94 0 2.94 10 YR 8.02 5.61 5.38 0.35 5.73 100 YR 18.05 14.44 10.39 2.86 13.25 ™ The un-detained area included in this basin is an internal point of analysis and includes all area downstream of basin 5. The point of analysis of the areas that discharge to the Canoe Brook Tributary as it leaves the property comply with the required discharge rates. See table on page 13 for the overall quantity compliance for the Canoe Brook Tributary Water Quality Small scale infiltration basins are listed as green technology for water quality when provided with pre- treatment. Basin 3 has a pre-treatment of a Cascade separator which provides 50% removal and the small-scale infiltration basin in series with it provides a total suspended solid removal of 90% for the detained portion of Basin 5. 10 Anderson Consulting Services LLC 40 Miller Drive, Boonton, NJ 07005 973-975-0703 (O) 973-886-7336 (C) PAndersonpe@gmail.com

Ea cael AGS Anderson Consuting Services LLC The overland flow area of basin 5 has vehicle surface area which is treated with a Filterra device. The Filterra’s will provide 80% suspend solid removal. _Filterra is listed as green technology. Groundwater Recharge The system will recharge to groundwater and help maintain the water supply for the adjacent downhill wetlands. Small scale infiltration basins are listed as green technology in table 5.1 for groundwater recharge Test pit D1 ana D2 were excavated to a depth of 16 and 9 ft respectively with groundwater 10 ft and 6 ft down from the surface elevation. Using the existing grade and depth to groundwater for each the groundwater elevation is at elevation 568 at both test pits Test pit D1 has a permeability rate of .64 inches/hr and D2 has a permeability rate of 2.64 in/hr. With a factor of safety of 2 the exfiltration rate from the basin used in the hydrocad calculation was .31 in/hr based on the most restrictive test. See the spreadsheet for the recharge from this basin and the overall project on page 15 11 Anderson Consulting Services LLC 40 Miller Drive, Boonton, NJ 07005 973-975-0703 (O) 973-886-7336 (C) PAndersonpe@gmail.com

Canoe Brook Watershed Summary AGS Anderson Consulting Services LLC The proposed area draining to the Canoe Brook has been analyzed under existing conditions for the proposed disturbed area and under proposed conditions. The proposed conditions include the un- detained flow of areas not routed to Infiltration Basin 1 and the flow from infiltration basin 1. The results are summarized here with Hydrocad calculations in the back of this report. EXISTING PERMITTED | DETENTION | OVERLAND TOTAL (CFS) (CFS) (CFS) (CFS) (CFS) 2YR 4.51 2.26 0 1.36 1.36 10 YR 11.02 7.71 75 2.97 3.75 100 YR 25.26 20.21 2.09 6.40 8.49 The total discharge from infiltration basin 1 and the un-detained flow meet the volume discharge requirements in the stormwater standard and the discharge to the canoe brook will reduce the flow to the neighboring properties. 12 Anderson Consulting Services LLC 40 Miller Drive, Boonton, NJ 07005 973-975-0703 (O) 973-886-7336 (C) PAndersonpe@gmail.com

al ACS Anderson Consulting Services LLC Canoe Brook Tributary Summary A second stream onsite is a tributary to the Canoe Brook connecting to the main stream about % mile downstream. The project has been analyzed to determine if the stormwater standards have been met on a watershed basis as well as the individual area outlined above. The results are summarized here with detailed hydrocad calculation in the back of this report. The contributing flows to the Canoe Brook Tributary are Infiltration Basin 2, Infiltration Basin 3, Porous pavement system 4, Infiltration Basin 5 and overland flow. 2yr 10 yr 100 yr EXISTING 12.48 30.33 69.87 PERMITTED 6.24 21.23 55.90 BASIN 2-1 04 44 2.50 BASIN 2-2 11 61 2.02 BASIN 2-3 15 75 2.26 BASIN 2-4 A4 62 2.06 BASIN 2-5 19 64 1.16 BASIN 2-6 18 .68 1.27 BASIN 3 .09 87 4.35 BASIN 4 08 70 5.25 BASIN 5 0 25 2.86 BASIN 6 0 i¢) ie) OVERLAND BASIN 2_| .94 4.41 6.78 OVERLAND BASIN 3__|.74 1.96 3.23 OVERLAND BASIN 4 _| .33 70 1.50 OVERLAND BASIN 5 | 2.94 5.38 10.39 TOTAL 5.94 18.11 45.63 The total discharge from infiltration basins and the un-detained flow meets the volume discharge requirements in the stormwater standard and the discharge to the Canoe Brook Tributary will reduce the flow to the neighboring properties. Basin Infiltration period Calculations Basin #1 Infiltrated Volume (cf): 63,106 Infiltration Area (sf): 38188 Permeability Rate (in/hr): 0.32 63,106 cf#12in/ft Duration of Infiltration Period (hrs.) = Bade spebaninjar = 62.71 hrs. Basin # 2-1 Infiltrated Volume (cf): 2,955 Infiltration Area (sf): 2,020 13 Permeability Rate (in/hr): 0.45 Anderson Consulting Services LLC 40 Miller Drive, Boonton, NJ 07005 973-975-0703 (O) 973-886-7336 (C) PAndersonpe@gmail.com

Duration of Infiltration Period (hrs.) = iaipoest ie = 39.01 hrs. Basin # 2-2 Infiltrated Volume (cf): 12,863 _ Infiltration Area (sf): 7,112 Duration of Infiltration Period (hrs.) = aa oe = 48.23 hrs. Basin # 2-3 Infiltrated Volume (cf): 18,890 Infiltration Area (sf): 10,412 Duration of Infiltration Period (hrs.) = Aaa efetzinife 48.38 hrs. 10,412 sf#0.45 in/hr Basin # 2-4 Infiltrated Volume (cf): 15,422 Infiltration Area (sf): 11,090 Duration of Infiltration Period (hrs.) = ee = 37.08 hrs. Basin # 2-5 Infiltrated Volume (cf): 19,207 Infiltration Area (sf): 11,558 19,207 cf#12in/ft Duration of Infiltration Period (hrs.) ==“ *2"t = 44 34 prs, 11,558 sf*0.45 in/hr Basin # 2-6 Infiltrated Volume (cf): 21,437 Infiltration Area (sf): 10,782 Duration of Infiltration Period (hrs.) = 248222i0//t_ _ 53 99 prs. 10,782 sf*0.45 in/hr Basin # 2-Overall Infiltrated Volume (cf): 74,856 Infiltration Area (sf): 33,991 Duration of Infiltration Period (hrs.) = ARE PARMA _ 58.73 hrs. 33,991 sf*0.45 in/hr Basin #3 Infiltrated Volume (cf): 14,956 Infiltration Area (sf): 10,178 14 gee ACS Anderson Consulting Services LLC Permeability Rate (in/hr): 0.45 Permeability Rate (in/hr): 0.45 Permeability Rate (in/hr): 0.45 Permeability Rate (in/hr): 0.45 Permeability Rate (in/hr): 0.45 Permeability Rate (in/hr): 0.45 Permeability Rate (in/hr): 0.37 Anderson Consulting Services LLC 40 Miller Drive, Boonton, NJ 07005 973-975-0703 (O) 973-886-7336 (C) PAndersonpe@gmail.com

5 ‘ 5 — 14,956 cf*12in/ft Duration of Infiltration Period (hrs.) = 10,178 sf+037 n/a Basin #4 Infiltrated Volume (cf): 18,823 Infiltration Area (sf): 10,178 7 . . . — 18,823 cf*12in/ft Duration of Infiltration Period (hrs.) = T0178 sfe031 n/a Basin #5 Infiltrated Volume (cf): 20,319 Infiltration Area (sf): 12,410 20,319 cf*12in/ft Duration of Infiltration Period (hrs.) = TSAOsfO 33 ini 61.40 hrs. Basin #6 Infiltrated Volume (cf): 1,346 Infiltration Area (sf): 1,000 Duration of Infiltration Period (hrs.) = Sis faint _ 59.10 hrs. 1,000 sf*0.31 in/hr = 47.66 hrs. = 71.59 hrs. SEBOS ACS Anderson Consulting Services LLC Permeability Rate (in/hr): 0.31 Permeability Rate (in/hr): 0.32 Permeability Rate (in/hr): 0.31 Recharge Spreadsheet (See Recharge spreadsheet included after this table) “As note on page 3 of this report a minimum of 7 acres of the disturbed area of this project has shallow bedrock based on the geotechnical studies performed. This area is largely in the drainage area to basin 1. If 7 acres of groundwater recharge is eliminated for this area. The existing recharge for the basin 1 area becomes .3 AF Existing ‘Total Rainfall (1) Total Runoff Area Recharge (2) | Basin Recharge Total Recharge Conditions Basin 1 Area 2.43 69 1.74 1.74 1.3 AF Basin 2 Area 3.06 87 2.19 2.19 Basin 3 Area ra) 21 54 54 Basin 4 Area 64 18 46 - 46 Basin 5 Area 1.10 31 79 - 79 Basin 6 Area 06 02 04 £ 04 Total Existing 8.04 3.36 5.76 5.76/ 4.32** Recharge (AF) Proposed Conditions Basin 1 2.07 1.47 60 1.37 1.97 Basin 2-1 7 07 A .07 (4) 7 Basin 2-2 41 12 2 -30(4) 59 Anderson Consulting Services LLC 40 Miller Drive, Boonton, NJ 07005 973-975-0703 (O) 973-886-7336 (C) PAndersonpe@gmail.com