STORMWATER MANAGEMENT REPORT

Transcription

1 STORMWATER MANAGEMENT REPORT THE FAIRWAYS AT EDGEWOOD LOTS 5 & 6, BLOCK 1201 TOWNSHIP OF RIVER VALE BERGEN COUNTY, NEW JERSEY PREPARED BY: DAPHNE A. GALVIN PROFESSIONAL ENGINEER LICENSE NO. 24GE SIGNATURE August 31, 2018 Partner Project Number: Prepared for: THE FAIRWAYS AT EDGEWOOD, LLC C/O WOODMONT PROPERTIES Engineers who understand your business

2 TABLE OF CONTENTS PAGE SECTION I ANALYSIS A. Introduction...1 1) Purpose of Report 2) Project Location 3) Hydrologic Methods B. Present Land Use and Drainage Patterns...1 1) Land Use 2) Drainage Areas C. Developed Land Use and Drainage Patterns...2 1) Land Use 2) Drainage Areas 3) Storm Water Quantity 4) Storm Water Quality 5) Ground Water Recharge 6) Storm Water Conveyance 7) Soil Erosion and Sediment Control 8) Low Impact Development Techniques D. Conclusion...6 SECTION II CALCULATIONS A. Storm Sewer... B. Stormwater Hydrographs... C. Emergency Spillways... D. Water Quality E. Soil Erosion...

3 SECTION III MAPS A. Project Location B. Soils C. Present Drainage Areas D. Developed Drainage Areas E. Inlet Areas R:\Solutions\Jobs\Edgewood Golf Course Realty Associates LLC\ CI\Report\Drainage\Stormwater Management Report doc

4 SECTION I - ANALYSIS

5 SECTION I - ANALYSIS A. INTRODUCTION 1. Purpose of Report The purpose of this Report is to present the hydrologic methods and design criteria used in the design of the storm water management facilities for the Project described below. 2. Project Location The Project will consist of approximately 50 acres on the south side of Lots 5 and 6, Block 1201, Township of River Vale, Bergen County, New Jersey. The site is within the existing Edgewood Country Club and Golf Course. The Project is bounded on the south by Piermont Avenue and on the east by Rivervale Road. There are two streams within the Project, Holdrum Brook to the west and Rivervale Brook along the east. A Project Location map may be seen in Section 3 of this Report. 3. Hydrologic Methods TR-55 was used to calculate all present and developed flows. The Rational Method was used in the design of the storm sewer conduit. B. PRESENT LAND USE AND DRAINAGE PATTERNS 1. Land Use The entire Project area is part of an active 27-hole golf course. 2. Soil Types Dunellen soils are the predominant soil on the site, which are Hydrologic Soil Group A. A portion of the southwest corner of the site contains Pascack silt loams, which are Hydrologic Soil Group D. 3. Drainage Areas A map entitled Existing Drainage Areas may be seen in Section 3 of this Report. There are two drainage areas which discharge runoff from the Project. Drainage Area 1 (D.A.1) contains 80.0 acres and discharges its runoff to a culvert beneath Piermont Avenue in the south west corner of the site at Analysis Point 1 (A.P.1). Drainage Area 2 (D.A.2) contains 2.10 acres and discharges its runoff to Rivervale Road at Analysis Point 2 (A.P.2). Drainage Area 3 (D.A.3) contains 8.43 acres and remains trapped on site. Drainage Area 4 (D.A.4) contains 8.79 acres and remains trapped on site. TR55 was used to calculate present peak rates of runoff at A.P.1 and A.P.2 for the 2, 10 and 100-year return frequency storms. All calculations for present runoff may be seen in Section 2 of this Report. Table 1 below is a summary of those calculations. 1

6 TABLE 1 EXISTING PEAK RUNOFF VALUES Analysis Storm Frequency Peak Rate of Runoff Point (Years) (C.F.S) C. DEVELOPED LAND USE AND DRAINAGE PATTERNS 1. Land Use When developed, the Project area will contain 249 residential units, parking facilities, a golf course maintenance facility and three stormwater management basins to manage developed stormwater runoff and provide irrigation for the golf course. An 18-hole golf course will remain on the portion of the site not part of this project. 2. Drainage System The Project will have three stormwater collection basins, all located along the westerly edge of the Project. The stormwater management system has been designed to collect as much of the project runoff as possible and meet the stormwater management regulations. Basin 1 will be a retention basin and is to be used as a source of water for the golf course s irrigation system and to provide detention for a majority of the Project. The bottom of the basin is set at elevation 49.5 and the outlet structure s lowest orifice is set at 53.5, leaving four feet (4 ) of permanent water to be used for irrigation. A volume of 188,000 cubic feet will be maintained for irrigation purposes. The basin discharge will flow to Basin 2 through the outlet structure and a forty foot (40 ) wide broad crested weir with a crest elevation of The Basin has a one-hundred foot (100 ) wide emergency spillway along the west side of the basin with a crest elevation of Basin 2 receives runoff from Basin 1 and will be a water quality and detention basin. This basin has a bottom elevation of 51.00, an outlet structure with a 12 orifice at elevation 52.75, a 3 wide weir at elevation and a 2.5 wide weir at elevation The volume between the basin bottom and the orifice invert contains the water quality storm event. The basin has an emergency spillway consisting of a thirty foot (30 ) wide broad crested weir along the west side of the basin. The crest elevation of this weir is Basin 3, also a water quality and detention basin, receives runoff from the Maintenance Facility and the Affordable Housing. This basin has a bottom elevation of 44.41, an outlet structure with a 6 orifice at elevation of and a 3 wide weir at elevation The volume between the basin bottom and the orifice invert contains the water quality storm 2

7 event. The basin has an emergency spillway consisting of a twenty foot (20 ) wide broad crested weir along the south side of the basin. The crest elevation of this weir is The bottoms of Basins 2 and 3 were set at least 2 feet above the apparent Seasonal High Water Table, as indicated in Test Pits 1 and 2 and Boring 11. The test pit and boring logs are contained in Section III B of this Report, after the NRCS soil survey. All three basins have been designed to meet the requirements of a Class IV Dam. Their drainage areas are less than 150 acres, they contain less than 15 acre-feet of volume and their heights are less than 15 feet from outlet elevation to spillway crest. 3. Drainage Areas A map entitled Proposed Drainage Areas may be seen in Section 3 of this Report. When fully developed, there will be three drainage areas discharging runoff from the Project to Analysis Point 1 (A.P.1). Proposed Drainage Area 1 (PD.A.1) contains 57.6 acres and discharges its runoff to Basin 1. The Basin 1 discharges its runoff to Basin 2 which flows to an existing ditch which in turn discharges to A.P.1. Proposed Drainage Area 2 (PD.A.2) contains 3.52 acres and discharges its runoff to Basin 3, which flows to the same existing ditch which discharges to A.P.1. Uncontrolled drainage Area 3 (U.C.3) contains acres and discharges its runoff directly to A.P.1. The discharge hydrographs from PD.A.1, PD.A.2, and U.C.3 were combined to determine the developed runoff at A.P.1. Analysis Point 2 (A.P.2) concerns runoff directed to Rivervale Road along the eastern edge of the Project. The runoff drainage areas for this point are; Existing, 2.10 acres, Proposed, 0.71 acres. All developed runoff calculations may be seen in Section 2 of this Report. Table 2 below is a summary of those calculations. TABLE 2 PROPOSED PEAK RUNOFF VALUES Analysis Storm Frequency Peak Rate of Runoff Point (Years) (C.F.S)

8 4. Storm Water Quantity Stormwater regulations require that the present runoff for the 2, 10 and 100-year storm events be reduced by 50% 75% and 80% respectively in the developed condition. To accomplish this one retention basin and two detention basins, each with an outlet control structure to control the outflows, have been designed. All routings, retention basins, and emergency spillway calculation may be seen in Section 2 of this Report. Table 3 below is a summary comparing present, allowable and developed peak rates of runoff to A.P.1. TABLE 3 PEAK RUNOFF COMPARISON AP1 Storm Frequency (Years) Present Runoff (CFS) Allowable Runoff (CFS) Developed Runoff (CFS) (50%) (75%) (80%) Table 4 below is a summary comparing present, allowable and developed peak rates of runoff to A.P.2. TABLE 4 PEAK RUNOFF COMPARISON AP2 Storm Frequency (Years) Present Runoff (CFS) Allowable Runoff (CFS) Developed Runoff (CFS) (50%) (75%) (80%)

9 Table 5 below is a summary comparing present, allowable and developed peak rates of runoff for the entire site, combining A.P. 1 and A.P.2. TABLE 5 PEAK RUNOFF COMPARISON TOTAL SITE Storm Frequency (Years) Present Runoff (CFS) Allowable Runoff (CFS) Developed Runoff (CFS) (50%) (75%) (80%) The tables show that the peak rates of runoff to A.P.1, A.P.2 and the Total Site are reduced to levels meeting or exceeding the stormwater regulation requirements. 5. Storm Water Quality Regulations require at TSS removal rate of 80%. This is accomplished in Basins 2 and 3. Basin 2 will receive water from Basin 1. Basin 2 will contain the entire water quality volume below the outlet pipe for the basin. This will assure 80% TSS removal rate. A calculation was performed using a conservative percolation rate of 1 inch per hour to determine that the basin will empty within the allotted 72 hours. Water quality in Basin 3 will be provided by storing the entire volume produced from the Water Quality Storm Event. A calculation was performed using a conservative percolation rate of 1 inch per hour to determine that the basin will empty within the allotted 72 hours. Calculations are contained within Section II E. 6. Ground Water Recharge The Project is located within State Planning Area 1, has been previously developed and is not proposing to develop in any existing forested areas; therefore, the Project is exempt from the NJDEP ground water recharge requirement. This was confirmed via by Nabil Andrews of NJDEP, following an April 24, 2018 pre-application meeting for the Project. 5

10 7. Storm Water Conveyance All stormwater pipes were designed using the Rational Method to accommodate the runoff from a 25-year storm event. The runoff from a 100-year storm event was analyzed to ensure that runoff from the 100-year event reaches the stormwater management facilities without exceeding any grate elevations. Intensities were taken from the Woodcliff Lake Atlas 14 intensity duration frequency tabulation. A minimum time of concentration of 10 minutes was used. All storm sewer calculations have been tabulated and may be seen in Section 2 of this Report. 8. Emergency Spillways The emergency spillways for all three basins have been checked for proper design. The design is the flow of two one-hundred-year flows without the outlet structure(s) in use. None of flows over the emergency spillways exceed one foot (1 ) in height. 9. Soil Erosion and Sediment Control To prevent soil erosion and control construction sediment, several temporary and permanent devices have been provided. Silt fence, conduit outlet protection, channel stabilization and inlet protection along with temporary stabilization where necessary have all been utilized. All soil erosion and sediment control calculations may be seen in Section 2 of this Report. 10. Low-Impact Development Techniques One of the primary goals of the proposed stormwater management design is to provide irrigation for the golf course facility. Currently, a majority of irrigation demand is met with potable water. To minimize the use of potable water and to avoid drilling a new irrigation well that will increase groundwater withdrawal, the Project proposes re-use of stormwater runoff through irrigation. To meet this goal, it is necessary to maximize stormwater flow to a central stormwater management facility (Basin 1), where the irrigation volume is stored. Per the New Jersey Stormwater Best Management Practices (BMP) Manual, the design of Basin 1 is a structural low-impact development technique that addresses groundwater recharge, volume reductions and water quality (although no credit for water quality has been taken). Although not required for this Project, ground water recharge is provided through irrigation. Recharge is also provided through infiltration of the water quality storm in Basins 2 and 3. The Project design also addresses the maximum practical use of the nine non-structural management strategies on page 2-3 of the BMP Manual, as follows: 1) Protect areas that provide water quality benefits or areas particularly susceptible to erosion and sediment loss. All disturbed areas will be permanently stabilized with surface cover consisting of impervious coverage (pavement, walkways, buildings) or pervious coverage 6

11 (grass and landscaping). Areas susceptible to erosion and sediment loss, such as conduit outlets, will be stabilized with rip-rap aprons pursuant to The Standards for Soil Erosion and Sediment Control in New Jersey. 2) Minimize impervious surfaces and break-up or disconnect the flow of runoff over impervious surfaces. Impervious surfaces have been minimized by eliminating sidewalk on one side of the proposed roadways. Minimum standards were utilized for roadway and driveway widths, parking stall dimensions and sidewalk widths. Basin 3, provides water quality and volume reduction immediately adjacent to the source of runoff from the Maintenance Facility and Affordable Housing area. 3) Maximize the protection of natural drainage features and vegetation. Natural drainage features and vegetation have been protected within the Project and along Piermont Avenue. Site layout was refined to retain existing large trees. Overall drainage patterns have been maintained. 4) Minimize the decrease in pre-construction time of concentration. The decrease in pre-construction time of concentration has been minimized by utilizing flat slopes in grassed swales flowing to yard drains. 5) Minimize land disturbance including clearing and grading. The townhouse and Affordable Housing styles of residential development minimize clearing and land disturbance. This type of development has significantly less overall disturbance than a single-family development containing the same number of units. Land disturbance has also been minimized in large areas between townhomes by leaving rear yards uncleared. 6) Minimize soil compaction. Lawn areas will receive minimum compaction as indicated on the Landscape Plan. 7) Provide low-maintenance landscaping that encourages retention and planting of native vegetation and minimizes the use of lawns, fertilizers and pesticides. Existing vegetation was preserved to the maximum extent possible. Landscape plant species were chosen for hardiness, drought tolerance, and deer resistance to limit maintenance. All of the shade trees, all but one of the ornamental trees, and a portion of the shrub species specified are native. All beds will be mulched to retain moisture. Low-maintenance seed mixtures have also been specified on the Soil Erosion and Sediment Control Plan. 8) Provide vegetated open-channel conveyance systems discharge into and through vegetated areas. Stable grassed swales are proposed in yard areas to the maximum extent practicable. A stable, vegetated spillway is proposed to discharge flow from Basin 1 to Basin 2. Emergency spillways from Basins 1 and 2 are also vegetated. 7

12 9) Provide preventative source controls. ECO catch basin heads have been utilized as preventative source controls. D. CONCLUSION The storm water management plan for this Project has been designed in accordance with all applicable regulations and will safely convey stormwater runoff from the Project. 8

13 SECTION II - CALCULATIONS

14 STORM SEWER 1

15 8/15/2018 Precipitation Frequency Data Server NOAA Atlas 14, Volume 2, Version 3 Location name: Woodcliff Lake, New Jersey, USA* Latitude: , Longitude: Elevation: ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley NOAA, National Weather Service, Silver Spring, Maryland PF_tabular PF_graphical Maps_&_aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour) 1 Duration 5-min 10-min 15-min 30-min 60-min 2-hr 3-hr 6-hr 12-hr 24-hr 2-day 3-day 4-day 7-day 10-day 20-day 30-day 45-day 60-day Average recurrence interval (years) ( ) 3.25 ( ) 2.68 ( ) 1.80 ( ) 1.10 ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) 4.96 ( ) 3.90 ( ) 3.21 ( ) 2.17 ( ) 1.35 ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) 5.89 ( ) 4.63 ( ) 3.83 ( ) 2.66 ( ) 1.68 ( ) 1.04 ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) 6.61 ( ) 5.17 ( ) 4.28 ( ) 3.02 ( ) 1.94 ( ) 1.21 ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) 7.54 ( ) 5.84 ( ) 4.85 ( ) 3.48 ( ) 2.28 ( ) 1.45 ( ) 1.08 ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) 8.20 ( ) 6.32 ( ) 5.25 ( ) 3.83 ( ) 2.55 ( ) 1.64 ( ) 1.23 ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) 8.82 ( ) 6.78 ( ) 5.65 ( ) 4.17 ( ) 2.82 ( ) 1.83 ( ) 1.38 ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) 9.49 ( ) 7.23 ( ) 6.02 ( ) 4.50 ( ) 3.09 ( ) 2.04 ( ) 1.54 ( ) 1.01 ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) 10.3 ( ) 7.78 ( ) 6.49 ( ) 4.93 ( ) 3.46 ( ) 2.32 ( ) 1.76 ( ) 1.17 ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) 10.9 ( ) 8.16 ( ) 6.80 ( ) 5.25 ( ) 3.74 ( ) 2.54 ( ) 1.93 ( ) 1.29 ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) ( ) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical 1/4

16 Tc INLET #03B Tc EXISTING HW Tc = 22.5 MINUTES

17 Tc INLET #19D Tc EXISTING HW Tc = 17 MINUTES

18 Tc INLET #57B Tc EXISTING HW Tc = 26 MINUTES

19 Tc FES #61B Tc EXISTING HW Tc = 21 MINUTES

20 Job #: CI Job Description: EDGEWOOD COUNTRY CLUB Designed By: BZ Checked By: DG Date: August 31, 2018 Location: Design Storm: 25 Surface "C" Impervious 0.98 Grassed Area 0.30 Woods 0.15 Runoff Coefficient Adjustment Factor = 1.00 INLET TOTAL Impervious Grassed Area Woods WEIGHTED ADJUSTED A X C TC # AREA Area (Ac) Area (Ac) Area (Ac) C WEIGHTED (AC) C = C = C = C (*) B A B A B C A A C D B C D E F B B Total Impervious Σ A = Σ CxA = Area (Ac.) Percent Impervious 54.5% Total Composite C 0.67 (*) Adjustment Factor for Runoff Coefficients taken from Table 7.3 in the R.S.I.S. Inlet Tabulation.xls 9/19/ :15 AM

21 Job #: CI Job Description: EDGEWOOD COUNTRY CLUB Designed By: BZ Checked By: DG Date: August 31, 2018 Location: Design Storm: 25 Surface "C" Impervious 0.98 Grassed Area 0.30 Woods 0.15 Runoff Coefficient Adjustment Factor = 1.00 INLET TOTAL Impervious Grassed Area Woods WEIGHTED ADJUSTED A X C TC # AREA Area (Ac) Area (Ac) Area (Ac) C WEIGHTED (AC) C = C = C = C (*) A B B A B C D E A B C Total Impervious Σ A = Σ CxA = Area (Ac.) Percent Impervious 40.3% Total Composite C 0.57 (*) Adjustment Factor for Runoff Coefficients taken from Table 7.3 in the R.S.I.S. Inlet Tabulation.xls 9/19/ :16 AM

22 9/19/ Year.html Scenario: 25 YEAR Current Time Step: 0.000Hr Conduit FlexTable: STORM SEWER TABULATION Start Node Stop Node Upstream Inlet Area (acres) Upstream Inlet C System CA (acres) System Flow Time (min) System Intensity (in/h) Upstream Structure Flow (Total Surface) (cfs) System Additional Flow (cfs) Mannings n Length (Unified) (ft) Size (in) file:///r:/solutions/jobs/edgewood%20golf%20course%20realty%20associates%20llc/ ci/report/storm%20sewer/25%20year.html 1/2 Material B INLET 75 HW Concrete STM MH 74 B INLET 75 (N/A) (N/A) Concrete B INLET 70 STM MH Concrete B INLET 69 B INLET Concrete B INLET 68 B INLET Concrete B INLET 67 B INLET Concrete B INLET 66 B INLET Concrete B INLET 65 B INLET Concrete B INLET 64 B INLET Concrete B INLET 63 B INLET Concrete B INLET 62 B INLET Concrete B INLET 61 B INLET Concrete STM MH 61A B INLET 61 (N/A) (N/A) Concrete FES 61B STM MH 61A Concrete B INLET 60 B INLET Concrete B INLET 58 B INLET Concrete B INLET 57 B INLET Concrete E INLET 57A B INLET Concrete E INLET 57B E INLET 57A Concrete B INLET 56 B INLET Concrete B INLET 54 B INLET Concrete B INLET 53 B INLET Concrete B INLET 52 B INLET Concrete B INLET 51 B INLET Concrete B INLET 55 B INLET Concrete B INLET 59 B INLET Concrete STM MH 68A B INLET Concrete YD INLET 68B STM MH 68A HDPE YD INLET 68C YD INLET 68B HDPE YD INLET 68D YD INLET 68C HDPE YD INLET 68E YD INLET 68B HDPE B INLET 73 STM MH Concrete B INLET 71 B INLET Concrete B INLET 72 B INLET Concrete STM MH 90 OUTLET 97 (N/A) (N/A) Concrete E INLET 89 STM MH Concrete E INLET 86 E INLET Concrete E INLET 85 E INLET Concrete E INLET 84 E INLET Concrete B INLET 83 E INLET Concrete B INLET 82 B INLET Concrete B INLET 79 B INLET Concrete B INLET 78 B INLET Concrete E INLET 77 B INLET Concrete B INLET 81 B INLET Concrete B INLET 80 B INLET Concrete YD INLET 80A B INLET HDPE YD INLET 80B YD INLET 80A HDPE YD INLET 80C YD INLET 80B HDPE B INLET 88 E INLET Concrete B INLET 87 B INLET Concrete STM MH 49 HW 50 (N/A) (N/A) Concrete STM MH 48 STM MH 49 (N/A) (N/A) Concrete B INLET 47 STM MH Concrete B INLET 46 STM MH Concrete B INLET 41 B INLET Concrete B INLET 40 B INLET Concrete B INLET 39 B INLET Concrete STM MH 39A B INLET 39 (N/A) (N/A) HDPE YD INLET 39B STM MH 39A HDPE B INLET 38 B INLET Concrete B INLET 37 B INLET Concrete B INLET 36 B INLET Concrete B INLET 35 B INLET Concrete B INLET 34 B INLET Concrete STM MH 35A B INLET 35 (N/A) (N/A) HDPE YD INLET 35B STM MH 35A HDPE B INLET 33 B INLET Concrete STM MH 32 B INLET Concrete B INLET 30 B INLET Concrete B INLET 29 B INLET Concrete B INLET 28 B INLET Concrete STM MH 28A B INLET 28 (N/A) (N/A) HDPE YD INLET 28B STM MH 28A HDPE YD INLET 28C YD INLET 28B HDPE YD INLET 28D YD INLET 28C HDPE YD INLET 28E YD INLET 28D HDPE YD INLET 28F YD INLET 28E HDPE Slope (Calculated) (%) Velocity (ft/s) System Rational Flow (cfs) Flow (cfs) Capacity (Design) (cfs) Invert (Start) (ft) Invert (Stop) (ft) Elevation Ground (Start) (ft) Elevation Ground (Stop) (ft) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Upstream Inlet Tc (min)

23 9/19/ Year.html B INLET 27 B INLET Concrete B INLET 26 B INLET Concrete B INLET 25 B INLET Concrete B INLET 24 B INLET Concrete B INLET 23 B INLET Concrete B INLET 22 B INLET Concrete B INLET 21 B INLET Concrete B INLET 20 B INLET Concrete B INLET 19 B INLET Concrete E INLET 19A B INLET Concrete STM MH 19B E INLET 19A (N/A) (N/A) Concrete B INLET 19C STM MH 19B Concrete B INLET 19D B INLET 19C Concrete B INLET 18 B INLET Concrete B INLET 17 B INLET Concrete B INLET 16 B INLET Concrete STM MH 15 B INLET 16 (N/A) (N/A) Concrete YD INLET 15A STM MH HDPE YD INLET 14 STM MH HDPE B INLET 13 B INLET Concrete YD INLET 13A B INLET HDPE YD INLET 13B YD INLET 13A HDPE YD INLET 13C YD INLET 13B HDPE B INLET 12 B INLET Concrete B INLET 11 B INLET Concrete B INLET 10 B INLET Concrete B INLET 09 B INLET Concrete B INLET 08 B INLET Concrete B INLET 05 B INLET Concrete B INLET 04 B INLET Concrete B INLET 03 B INLET Concrete STM MH 03A B INLET 03 (N/A) (N/A) Concrete E INLET 03B STM MH 03A Concrete B INLET 02 B INLET Concrete STM MH 01 B INLET Concrete B INLET 07B B INLET Concrete B INLET 07A B INLET 07B Concrete B INLET 07 B INLET 07B Concrete E INLET 06 B INLET Concrete B INLET 45 B INLET Concrete B INLET 44 B INLET Concrete B INLET 43 B INLET Concrete B INLET 42 B INLET Concrete R:\Solutions\Jobs\Edgewood Golf Course Realty Associates LLC\ CI\Report\Storm Sewer\STORM SEWER.stsw file:///r:/solutions/jobs/edgewood%20golf%20course%20realty%20associates%20llc/ ci/report/storm%20sewer/25%20year.html 2/2

24 9/19/ Year.html Scenario: 100 YEAR Current Time Step: 0.000Hr Conduit FlexTable: STORM SEWER TABULATION Start Node Stop Node Upstream Inlet Area (acres) Upstream Inlet C System CA (acres) System Flow Time (min) System Intensity (in/h) Upstream Structure Flow (Total Surface) (cfs) System Additional Flow (cfs) Mannings n Length (Unified) (ft) Size (in) file:///r:/solutions/jobs/edgewood%20golf%20course%20realty%20associates%20llc/ ci/report/storm%20sewer/100%20year.html 1/2 Material B INLET 75 HW Concrete STM MH 74 B INLET 75 (N/A) (N/A) Concrete B INLET 70 STM MH Concrete B INLET 69 B INLET Concrete B INLET 68 B INLET Concrete B INLET 67 B INLET Concrete B INLET 66 B INLET Concrete B INLET 65 B INLET Concrete B INLET 64 B INLET Concrete B INLET 63 B INLET Concrete B INLET 62 B INLET Concrete B INLET 61 B INLET Concrete STM MH 61A B INLET 61 (N/A) (N/A) Concrete FES 61B STM MH 61A Concrete B INLET 60 B INLET Concrete B INLET 58 B INLET Concrete B INLET 57 B INLET Concrete E INLET 57A B INLET Concrete E INLET 57B E INLET 57A Concrete B INLET 56 B INLET Concrete B INLET 54 B INLET Concrete B INLET 53 B INLET Concrete B INLET 52 B INLET Concrete B INLET 51 B INLET Concrete B INLET 55 B INLET Concrete B INLET 59 B INLET Concrete STM MH 68A B INLET Concrete YD INLET 68B STM MH 68A HDPE YD INLET 68C YD INLET 68B HDPE YD INLET 68D YD INLET 68C HDPE YD INLET 68E YD INLET 68B HDPE B INLET 73 STM MH Concrete B INLET 71 B INLET Concrete B INLET 72 B INLET Concrete STM MH 90 OUTLET 97 (N/A) (N/A) Concrete E INLET 89 STM MH Concrete E INLET 86 E INLET Concrete E INLET 85 E INLET Concrete E INLET 84 E INLET Concrete B INLET 83 E INLET Concrete B INLET 82 B INLET Concrete B INLET 79 B INLET Concrete B INLET 78 B INLET Concrete E INLET 77 B INLET Concrete B INLET 81 B INLET Concrete B INLET 80 B INLET Concrete YD INLET 80A B INLET HDPE YD INLET 80B YD INLET 80A HDPE YD INLET 80C YD INLET 80B HDPE B INLET 88 E INLET Concrete B INLET 87 B INLET Concrete STM MH 49 HW 50 (N/A) (N/A) Concrete STM MH 48 STM MH 49 (N/A) (N/A) Concrete B INLET 47 STM MH Concrete B INLET 46 STM MH Concrete B INLET 41 B INLET Concrete B INLET 40 B INLET Concrete B INLET 39 B INLET Concrete STM MH 39A B INLET 39 (N/A) (N/A) HDPE YD INLET 39B STM MH 39A HDPE B INLET 38 B INLET Concrete B INLET 37 B INLET Concrete B INLET 36 B INLET Concrete B INLET 35 B INLET Concrete B INLET 34 B INLET Concrete STM MH 35A B INLET 35 (N/A) (N/A) HDPE YD INLET 35B STM MH 35A HDPE B INLET 33 B INLET Concrete STM MH 32 B INLET Concrete B INLET 30 B INLET Concrete B INLET 29 B INLET Concrete B INLET 28 B INLET Concrete STM MH 28A B INLET 28 (N/A) (N/A) HDPE YD INLET 28B STM MH 28A HDPE YD INLET 28C YD INLET 28B HDPE YD INLET 28D YD INLET 28C HDPE YD INLET 28E YD INLET 28D HDPE YD INLET 28F YD INLET 28E HDPE Slope (Calculated) (%) Velocity (ft/s) System Rational Flow (cfs) Flow (cfs) Capacity (Design) (cfs) Invert (Start) (ft) Invert (Stop) (ft) Elevation Ground (Start) (ft) Elevation Ground (Stop) (ft) Hydraulic Grade Line (In) (ft) Hydraulic Grade Line (Out) (ft) Upstream Inlet Tc (min)

25 9/19/ Year.html B INLET 27 B INLET Concrete B INLET 26 B INLET Concrete B INLET 25 B INLET Concrete B INLET 24 B INLET Concrete B INLET 23 B INLET Concrete B INLET 22 B INLET Concrete B INLET 21 B INLET Concrete B INLET 20 B INLET Concrete B INLET 19 B INLET Concrete E INLET 19A B INLET Concrete STM MH 19B E INLET 19A (N/A) (N/A) Concrete B INLET 19C STM MH 19B Concrete B INLET 19D B INLET 19C Concrete B INLET 18 B INLET Concrete B INLET 17 B INLET Concrete B INLET 16 B INLET Concrete STM MH 15 B INLET 16 (N/A) (N/A) Concrete YD INLET 15A STM MH HDPE YD INLET 14 STM MH HDPE B INLET 13 B INLET Concrete YD INLET 13A B INLET HDPE YD INLET 13B YD INLET 13A HDPE YD INLET 13C YD INLET 13B HDPE B INLET 12 B INLET Concrete B INLET 11 B INLET Concrete B INLET 10 B INLET Concrete B INLET 09 B INLET Concrete B INLET 08 B INLET Concrete B INLET 05 B INLET Concrete B INLET 04 B INLET Concrete B INLET 03 B INLET Concrete STM MH 03A B INLET 03 (N/A) (N/A) Concrete E INLET 03B STM MH 03A Concrete B INLET 02 B INLET Concrete STM MH 01 B INLET Concrete B INLET 07B B INLET Concrete B INLET 07A B INLET 07B Concrete B INLET 07 B INLET 07B Concrete E INLET 06 B INLET Concrete B INLET 45 B INLET Concrete B INLET 44 B INLET Concrete B INLET 43 B INLET Concrete B INLET 42 B INLET Concrete R:\Solutions\Jobs\Edgewood Golf Course Realty Associates LLC\ CI\Report\Storm Sewer\STORM SEWER.stsw file:///r:/solutions/jobs/edgewood%20golf%20course%20realty%20associates%20llc/ ci/report/storm%20sewer/100%20year.html 2/2

26 STORMWATER HYDROGRAPHS

27 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 1 Existing to AP1 Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 2 yrs Time to peak = 780 min Time interval = 5 min Hyd. volume = 68,813 cuft Drainage area = ac Curve number = 53.5 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = min Total precip. = 3.30 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Existing to AP1 Hyd. No Year Time (min) Hyd No. 1

28 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 2 PROPOSED to Basin 1 Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 2 yrs Time to peak = 750 min Time interval = 5 min Hyd. volume = 135,496 cuft Drainage area = ac Curve number = 64.5 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = min Total precip. = 3.30 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 PROPOSED to Basin 1 Hyd. No Year Time (min) Hyd No. 2

29 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 3 PROP Undetained Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 2 yrs Time to peak = 840 min Time interval = 5 min Hyd. volume = 15,527 cuft Drainage area = ac Curve number = 48 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = min Total precip. = 3.30 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 PROP Undetained Hyd. No Year Time (min) Hyd No. 3

30 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 4 PROP Maintenance Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 2 yrs Time to peak = 730 min Time interval = 5 min Hyd. volume = 13,640 cuft Drainage area = ac Curve number = 74.6 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = min Total precip. = 3.30 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 PROP Maintenance Hyd. No Year Time (min) Hyd No. 4

31 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 5 Existing to AP2 Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 2 yrs Time to peak = 745 min Time interval = 5 min Hyd. volume = 8,992 cuft Drainage area = ac Curve number = 62 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = min Total precip. = 3.30 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Existing to AP2 Hyd. No Year Time (min) Hyd No. 5

32 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 6 PROPOSED to AP2 Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 2 yrs Time to peak = 730 min Time interval = 5 min Hyd. volume = 1,507 cuft Drainage area = ac Curve number = 64.4 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = min Total precip. = 3.30 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 PROPOSED to AP2 Hyd. No Year Time (min) Hyd No. 6

33 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 7 Total Site Exist Hydrograph type = Combine Peak discharge = cfs Storm frequency = 2 yrs Time to peak = 775 min Time interval = 5 min Hyd. volume = 77,806 cuft Inflow hyds. = 1, 5 Contrib. drain. area = ac Total Site Exist Hyd. No Year Time (min) Hyd No. 7 Hyd No. 1 Hyd No. 5

34 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 8 Total Site Proposed In Hydrograph type = Combine Peak discharge = cfs Storm frequency = 2 yrs Time to peak = 750 min Time interval = 5 min Hyd. volume = 166,170 cuft Inflow hyds. = 2, 3, 4, 6 Contrib. drain. area = ac Total Site Proposed In Hyd. No Year Hyd No. 8 Hyd No. 2 Hyd No. 3 Hyd No. 4 Hyd No. 6 Time (min)

35 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 9 Upper Basin 1 Hydrograph type = Reservoir Peak discharge = cfs Storm frequency = 2 yrs Time to peak = 1470 min Time interval = 5 min Hyd. volume = 122,264 cuft Inflow hyd. No. = 2 - PROPOSED to Basin 1 Max. Elevation = ft Reservoir name = Upper Basin 1 Max. Storage = 314,796 cuft Storage Indication method used. Wet pond routing start elevation = ft. Upper Basin 1 Hyd. No Year Time (min) Hyd No. 9 Hyd No. 2 Total storage used = 314,796 cuft

36 Pond Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Pond No Upper Basin 1 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) , ,344 17,811 17, ,666 29,996 47, ,732 8,720 56, ,873 50, , ,072 53, , ,693 27, , ,327 28, , ,639 59, , ,087 13, , ,928 59, , ,530 77, , ,188 81, , ,904 85, , ,945 89, , ,000, ,010 1,148,487 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = Span (in) = No. Barrels = Invert El. (ft) = Length (ft) = Slope (%) = n/a N-Value = n/a Orifice Coeff. = Multi-Stage = n/a No No No Crest Len (ft) = Crest El. (ft) = Weir Coeff. = Weir Type = Broad Multi-Stage = No No No No Exfil.(in/hr) = (by Wet area) TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs , , , , , , , , , , , , , , , , , , , , , , , , , , Continues on next page...

37 Upper Basin 1 Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic Continues on next page...

38 Upper Basin 1 Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic ,008, ic ,055, ic ,101, ic ,148, ic End

39 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 10 Lower Basin 2 Hydrograph type = Reservoir Peak discharge = cfs Storm frequency = 2 yrs Time to peak = 3245 min Time interval = 5 min Hyd. volume = 97,390 cuft Inflow hyd. No. = 9 - Upper Basin 1 Max. Elevation = ft Reservoir name = Lower Basin 2 Max. Storage = 26,176 cuft Storage Indication method used. Lower Basin 2 Hyd. No Year Time (min) Hyd No. 10 Hyd No. 9 Total storage used = 26,176 cuft

40 Pond Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Pond No Lower Basin 2 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) , ,650 12,934 12, ,123 14,379 27, ,653 15,880 43, ,239 17,438 60, ,882 19,053 79, ,582 20, , ,338 22, , ,150 24, , ,655 26, , ,000, , ,430 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = Span (in) = No. Barrels = Invert El. (ft) = Length (ft) = Slope (%) = n/a N-Value = n/a Orifice Coeff. = Multi-Stage = n/a Yes No No Crest Len (ft) = Crest El. (ft) = Weir Coeff. = Weir Type = Rect Rect Broad --- Multi-Stage = No No No No Exfil.(in/hr) = (by Wet area) TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs , , , , , , , , , , , , , , , , , , ic 0.02 ic , ic 0.16 ic , ic 0.41 ic , ic 0.76 ic , ic 1.15 ic , ic 1.57 ic , ic 1.90 ic , ic 2.17 ic , ic 2.42 ic , ic 2.64 ic , ic 2.85 ic , ic 3.04 ic , ic 3.22 ic , ic 3.39 ic Continues on next page...

41 Lower Basin 2 Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs , ic 3.55 ic , oc 3.71 ic , oc 3.86 ic , oc 4.00 ic , oc 4.14 ic , oc 4.27 ic , oc 4.40 ic , oc 4.53 ic , oc 4.65 ic , oc 4.77 ic , oc 4.89 ic , oc 5.00 ic , oc 5.12 ic , oc 5.22 ic , oc 5.33 ic , oc 5.44 ic , oc 5.54 ic , oc 5.64 ic , oc 5.74 ic , oc 5.84 ic , oc 5.93 ic , oc 6.03 ic , oc 6.12 ic , oc 6.21 ic , oc 6.30 ic , oc 6.39 ic , oc 6.48 ic , oc 6.57 ic , oc 6.65 ic , oc 6.74 ic , oc 6.82 ic , oc 6.90 ic , oc 6.98 ic , oc 7.06 ic , oc 7.14 ic , oc 7.22 ic , oc 7.30 ic , oc 7.38 ic , oc 7.45 ic , oc 7.53 ic , oc 7.60 ic , oc 7.68 ic , oc 7.75 ic , oc 7.82 ic , oc 7.89 ic , oc 7.97 ic , oc 8.04 ic , oc 8.11 ic , oc 8.17 ic , oc 8.22 ic , oc 8.28 ic , oc 8.34 ic , oc 8.40 ic , oc 8.45 ic , oc 8.51 ic , oc 8.56 ic , oc 8.62 ic , oc 8.68 ic , oc 8.73 ic , oc 8.78 ic , oc 8.84 ic , oc 8.89 ic , oc 8.95 ic , oc 9.00 ic , oc 9.05 ic , oc 9.10 ic , oc 9.16 ic , oc 9.21 ic , oc 9.26 ic End

42 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 11 Basin 3 Hydrograph type = Reservoir Peak discharge = cfs Storm frequency = 2 yrs Time to peak = 830 min Time interval = 5 min Hyd. volume = 8,582 cuft Inflow hyd. No. = 4 - PROP Maintenance Max. Elevation = ft Reservoir name = Basin 3 Max. Storage = 6,993 cuft Storage Indication method used. Basin 3 Hyd. No Year Time (min) Hyd No. 11 Hyd No. 4 Total storage used = 6,993 cuft

43 Pond Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Pond No Basin 3 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) , ,755 2,791 2, ,788 1,956 4, ,835 2,838 7, ,868 1,989 9, ,915 2,886 12, ,995 4,954 17, ,075 5,034 22, ,155 5,114 27, ,000 42,616 70,179 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = Span (in) = No. Barrels = Invert El. (ft) = Length (ft) = Slope (%) = n/a N-Value = n/a Orifice Coeff. = Multi-Stage = n/a No No No Crest Len (ft) = Crest El. (ft) = Weir Coeff. = Weir Type = Rect Multi-Stage = No No No No Exfil.(in/hr) = (by Wet area) TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs , , , , , , , , , , , , , , , , , , , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic Continues on next page...

44 Basin 3 Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic End

45 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 12 Basin 2, Basin 3 Hydrograph type = Combine Peak discharge = cfs Storm frequency = 2 yrs Time to peak = 835 min Time interval = 5 min Hyd. volume = 121,499 cuft Inflow hyds. = 3, 10, 11 Contrib. drain. area = ac Basin 2, Basin 3 Hyd. No Year Time (min) Hyd No. 12 Hyd No. 3 Hyd No. 10 Hyd No. 11

46 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 13 Total Proposed Out Hydrograph type = Combine Peak discharge = cfs Storm frequency = 2 yrs Time to peak = 835 min Time interval = 5 min Hyd. volume = 123,006 cuft Inflow hyds. = 6, 12 Contrib. drain. area = ac Total Proposed Out Hyd. No Year Time (min) Hyd No. 13 Hyd No. 6 Hyd No. 12

47 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 1 Existing to AP1 Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 10 yrs Time to peak = 760 min Time interval = 5 min Hyd. volume = 272,171 cuft Drainage area = ac Curve number = 53.5 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = min Total precip. = 5.10 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Existing to AP1 Hyd. No Year Time (min) Hyd No. 1

48 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 2 PROPOSED to Basin 1 Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 10 yrs Time to peak = 745 min Time interval = 5 min Hyd. volume = 363,208 cuft Drainage area = ac Curve number = 64.5 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = min Total precip. = 5.10 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 PROPOSED to Basin 1 Hyd. No Year Time (min) Hyd No. 2

49 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 3 PROP Undetained Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 10 yrs Time to peak = 755 min Time interval = 5 min Hyd. volume = 90,531 cuft Drainage area = ac Curve number = 48 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = min Total precip. = 5.10 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 PROP Undetained Hyd. No Year Time (min) Hyd No. 3

50 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 4 PROP Maintenance Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 10 yrs Time to peak = 730 min Time interval = 5 min Hyd. volume = 29,899 cuft Drainage area = ac Curve number = 74.6 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = min Total precip. = 5.10 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 PROP Maintenance Hyd. No Year Time (min) Hyd No. 4

51 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 5 Existing to AP2 Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 10 yrs Time to peak = 740 min Time interval = 5 min Hyd. volume = 25,746 cuft Drainage area = ac Curve number = 62 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = min Total precip. = 5.10 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Existing to AP2 Hyd. No Year Time (min) Hyd No. 5

52 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 6 PROPOSED to AP2 Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 10 yrs Time to peak = 730 min Time interval = 5 min Hyd. volume = 4,049 cuft Drainage area = ac Curve number = 64.4 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = min Total precip. = 5.10 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 PROPOSED to AP2 Hyd. No Year Time (min) Hyd No. 6

53 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 7 Total Site Exist Hydrograph type = Combine Peak discharge = cfs Storm frequency = 10 yrs Time to peak = 760 min Time interval = 5 min Hyd. volume = 297,917 cuft Inflow hyds. = 1, 5 Contrib. drain. area = ac Total Site Exist Hyd. No Year Time (min) Hyd No. 7 Hyd No. 1 Hyd No. 5

54 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 8 Total Site Proposed In Hydrograph type = Combine Peak discharge = cfs Storm frequency = 10 yrs Time to peak = 745 min Time interval = 5 min Hyd. volume = 487,687 cuft Inflow hyds. = 2, 3, 4, 6 Contrib. drain. area = ac Total Site Proposed In Hyd. No Year Hyd No. 8 Hyd No. 2 Hyd No. 3 Hyd No. 4 Hyd No. 6 Time (min)

55 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 9 Upper Basin 1 Hydrograph type = Reservoir Peak discharge = cfs Storm frequency = 10 yrs Time to peak = 1000 min Time interval = 5 min Hyd. volume = 293,994 cuft Inflow hyd. No. = 2 - PROPOSED to Basin 1 Max. Elevation = ft Reservoir name = Upper Basin 1 Max. Storage = 457,475 cuft Storage Indication method used. Wet pond routing start elevation = ft. Upper Basin 1 Hyd. No Year Time (min) Hyd No. 9 Hyd No. 2 Total storage used = 457,475 cuft

56 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 10 Lower Basin 2 Hydrograph type = Reservoir Peak discharge = cfs Storm frequency = 10 yrs Time to peak = 1205 min Time interval = 5 min Hyd. volume = 268,031 cuft Inflow hyd. No. = 9 - Upper Basin 1 Max. Elevation = ft Reservoir name = Lower Basin 2 Max. Storage = 39,516 cuft Storage Indication method used. Lower Basin 2 Hyd. No Year Time (min) Hyd No. 10 Hyd No. 9 Total storage used = 39,516 cuft

57 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 11 Basin 3 Hydrograph type = Reservoir Peak discharge = cfs Storm frequency = 10 yrs Time to peak = 775 min Time interval = 5 min Hyd. volume = 24,840 cuft Inflow hyd. No. = 4 - PROP Maintenance Max. Elevation = ft Reservoir name = Basin 3 Max. Storage = 14,116 cuft Storage Indication method used. Basin 3 Hyd. No Year Time (min) Hyd No. 11 Hyd No. 4 Total storage used = 14,116 cuft

58 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 12 Basin 2, Basin 3 Hydrograph type = Combine Peak discharge = cfs Storm frequency = 10 yrs Time to peak = 755 min Time interval = 5 min Hyd. volume = 383,402 cuft Inflow hyds. = 3, 10, 11 Contrib. drain. area = ac Basin 2, Basin 3 Hyd. No Year Time (min) Hyd No. 12 Hyd No. 3 Hyd No. 10 Hyd No. 11

59 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 13 Total Proposed Out Hydrograph type = Combine Peak discharge = cfs Storm frequency = 10 yrs Time to peak = 755 min Time interval = 5 min Hyd. volume = 387,451 cuft Inflow hyds. = 6, 12 Contrib. drain. area = ac Total Proposed Out Hyd. No Year Time (min) Hyd No. 13 Hyd No. 6 Hyd No. 12

60 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 1 Existing to AP1 Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 100 yrs Time to peak = 755 min Time interval = 5 min Hyd. volume = 839,389 cuft Drainage area = ac Curve number = 53.5 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = min Total precip. = 8.40 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Existing to AP1 Hyd. No Year Time (min) Hyd No. 1

61 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 2 PROPOSED to Basin 1 Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 100 yrs Time to peak = 740 min Time interval = 5 min Hyd. volume = 898,066 cuft Drainage area = ac Curve number = 64.5 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = min Total precip. = 8.40 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 PROPOSED to Basin 1 Hyd. No Year Time (min) Hyd No. 2

62 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 3 PROP Undetained Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 100 yrs Time to peak = 745 min Time interval = 5 min Hyd. volume = 329,755 cuft Drainage area = ac Curve number = 48 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = min Total precip. = 8.40 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 PROP Undetained Hyd. No Year Time (min) Hyd No. 3

63 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 4 PROP Maintenance Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 100 yrs Time to peak = 730 min Time interval = 5 min Hyd. volume = 64,164 cuft Drainage area = ac Curve number = 74.6 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = min Total precip. = 8.40 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 PROP Maintenance Hyd. No Year Time (min) Hyd No. 4

64 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 5 Existing to AP2 Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 100 yrs Time to peak = 735 min Time interval = 5 min Hyd. volume = 66,387 cuft Drainage area = ac Curve number = 62 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = min Total precip. = 8.40 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Existing to AP2 Hyd. No Year Time (min) Hyd No. 5

65 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 6 PROPOSED to AP2 Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 100 yrs Time to peak = 730 min Time interval = 5 min Hyd. volume = 10,026 cuft Drainage area = ac Curve number = 64.4 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = min Total precip. = 8.40 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 PROPOSED to AP2 Hyd. No Year Time (min) Hyd No. 6

66 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 7 Total Site Exist Hydrograph type = Combine Peak discharge = cfs Storm frequency = 100 yrs Time to peak = 750 min Time interval = 5 min Hyd. volume = 905,776 cuft Inflow hyds. = 1, 5 Contrib. drain. area = ac Total Site Exist Hyd. No Year Time (min) Hyd No. 7 Hyd No. 1 Hyd No. 5

67 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 8 Total Site Proposed In Hydrograph type = Combine Peak discharge = cfs Storm frequency = 100 yrs Time to peak = 740 min Time interval = 5 min Hyd. volume = 1,302,012 cuft Inflow hyds. = 2, 3, 4, 6 Contrib. drain. area = ac Total Site Proposed In Hyd. No Year Hyd No. 8 Hyd No. 2 Hyd No. 3 Hyd No. 4 Hyd No. 6 Time (min)

68 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 9 Upper Basin 1 Hydrograph type = Reservoir Peak discharge = cfs Storm frequency = 100 yrs Time to peak = 765 min Time interval = 5 min Hyd. volume = 828,647 cuft Inflow hyd. No. = 2 - PROPOSED to Basin 1 Max. Elevation = ft Reservoir name = Upper Basin 1 Max. Storage = 530,015 cuft Storage Indication method used. Wet pond routing start elevation = ft. Upper Basin 1 Hyd. No Year Time (min) Hyd No. 9 Hyd No. 2 Total storage used = 530,015 cuft

69 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 10 Lower Basin 2 Hydrograph type = Reservoir Peak discharge = cfs Storm frequency = 100 yrs Time to peak = 780 min Time interval = 5 min Hyd. volume = 802,683 cuft Inflow hyd. No. = 9 - Upper Basin 1 Max. Elevation = ft Reservoir name = Lower Basin 2 Max. Storage = 116,904 cuft Storage Indication method used. Lower Basin 2 Hyd. No Year Time (min) Hyd No. 10 Hyd No. 9 Total storage used = 116,904 cuft

70 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 11 Basin 3 Hydrograph type = Reservoir Peak discharge = cfs Storm frequency = 100 yrs Time to peak = 745 min Time interval = 5 min Hyd. volume = 59,106 cuft Inflow hyd. No. = 4 - PROP Maintenance Max. Elevation = ft Reservoir name = Basin 3 Max. Storage = 26,238 cuft Storage Indication method used. Basin 3 Hyd. No Year Time (min) Hyd No. 11 Hyd No. 4 Total storage used = 26,238 cuft

71 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 12 Basin 2, Basin 3 Hydrograph type = Combine Peak discharge = cfs Storm frequency = 100 yrs Time to peak = 780 min Time interval = 5 min Hyd. volume = 1,191,544 cuft Inflow hyds. = 3, 10, 11 Contrib. drain. area = ac Basin 2, Basin 3 Hyd. No Year Time (min) Hyd No. 12 Hyd No. 3 Hyd No. 10 Hyd No. 11

72 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 13 Total Proposed Out Hydrograph type = Combine Peak discharge = cfs Storm frequency = 100 yrs Time to peak = 780 min Time interval = 5 min Hyd. volume = 1,201,571 cuft Inflow hyds. = 6, 12 Contrib. drain. area = ac Total Proposed Out Hyd. No Year Time (min) Hyd No. 13 Hyd No. 6 Hyd No. 12

73 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 21 Basin 1 Emer Sp. Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 100 yrs Time to peak = hrs Time interval = 5 min Hyd. volume = 1,796,132 cuft Drainage area = ac Curve number = 64.5 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = min Total precip. = 8.40 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Basin 1 Emer Sp. Hyd. No Year Time (hrs) Hyd No. 21

74 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 22 Basin 1 Emer. Sp. Hydrograph type = Reservoir Peak discharge = cfs Storm frequency = 100 yrs Time to peak = hrs Time interval = 5 min Hyd. volume = 1,449,791 cuft Inflow hyd. No. = 21 - Basin 1 Emer Sp. Max. Elevation = ft Reservoir name = Basin 1 Emer. Sp. Max. Storage = 631,048 cuft Storage Indication method used. Wet pond routing start elevation = ft. Basin 1 Emer. Sp. Hyd. No Year Time (hrs) Hyd No. 22 Hyd No. 21 Total storage used = 631,048 cuft

75 Pond Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Pond No. 8 - Basin 1 Emer. Sp. Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) , ,344 17,811 17, ,666 29,996 47, ,732 8,720 56, ,873 50, , ,072 53, , ,693 27, , ,327 28, , ,639 59, , ,087 13, , ,928 59, , ,530 77, , ,188 81, , ,904 85, , ,945 89, , ,000, ,010 1,148,487 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = 0.00 Inactive Span (in) = No. Barrels = Invert El. (ft) = Length (ft) = Slope (%) = n/a N-Value = n/a Orifice Coeff. = Multi-Stage = n/a No No No Crest Len (ft) = Crest El. (ft) = Weir Coeff. = Weir Type = Broad Multi-Stage = No No No No Exfil.(in/hr) = (by Wet area) TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs , , , , , , , , , , , , , , , , , , , , , , , , , , Continues on next page...

76 Basin 1 Emer. Sp. Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , Continues on next page...

77 Basin 1 Emer. Sp. Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , ,008, ,055, ,101, ,148, End

78 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 23 Upper Basin 1(2) Hydrograph type = Reservoir Peak discharge = cfs Storm frequency = 100 yrs Time to peak = hrs Time interval = 5 min Hyd. volume = 828,647 cuft Inflow hyd. No. = 2 - PROPOSED to Basin 1 Max. Elevation = ft Reservoir name = Upper Basin 1 Max. Storage = 530,015 cuft Storage Indication method used. Wet pond routing start elevation = ft. Upper Basin 1(2) Hyd. No Year Time (hrs) Hyd No. 23 Hyd No. 2 Total storage used = 530,015 cuft

79 Pond Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Pond No Upper Basin 1 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) , ,344 17,811 17, ,666 29,996 47, ,732 8,720 56, ,873 50, , ,072 53, , ,693 27, , ,327 28, , ,639 59, , ,087 13, , ,928 59, , ,530 77, , ,188 81, , ,904 85, , ,945 89, , ,000, ,010 1,148,487 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = Span (in) = No. Barrels = Invert El. (ft) = Length (ft) = Slope (%) = n/a N-Value = n/a Orifice Coeff. = Multi-Stage = n/a No No No Crest Len (ft) = Crest El. (ft) = Weir Coeff. = Weir Type = Broad Multi-Stage = No No No No Exfil.(in/hr) = (by Wet area) TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs , , , , , , , , , , , , , , , , , , , , , , , , , , Continues on next page...

80 Upper Basin 1 Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic Continues on next page...

81 Upper Basin 1 Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic ,008, ic ,055, ic ,101, ic ,148, ic End

82 EMERGENCY SPILLWAY

83 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 24 Basin 2 Emer. Sp. Hydrograph type = Combine Peak discharge = cfs Storm frequency = 100 yrs Time to peak = hrs Time interval = 5 min Hyd. volume = 1,657,295 cuft Inflow hyds. = 9, 23 Contrib. drain. area = ac Basin 2 Emer. Sp. Hyd. No Year Time (hrs) Hyd No. 24 Hyd No. 9 Hyd No. 23

84 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 25 Basin 2 Emer. Sp. Hydrograph type = Reservoir Peak discharge = cfs Storm frequency = 100 yrs Time to peak = hrs Time interval = 5 min Hyd. volume = 1,654,060 cuft Inflow hyd. No. = 24 - Basin 2 Emer. Sp. Max. Elevation = ft Reservoir name = Basin 2 Emer. Sp. Max. Storage = 165,185 cuft Storage Indication method used. Basin 2 Emer. Sp. Hyd. No Year Time (hrs) Hyd No. 25 Hyd No. 24 Total storage used = 165,185 cuft

85 Pond Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Pond No. 9 - Basin 2 Emer. Sp. Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) , ,650 12,934 12, ,123 14,379 27, ,653 15,880 43, ,239 17,438 60, ,882 19,053 79, ,582 20, , ,338 22, , ,150 24, , ,655 26, , ,000, , ,430 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = Inactive Span (in) = No. Barrels = Invert El. (ft) = Length (ft) = Slope (%) = n/a N-Value = n/a Orifice Coeff. = Multi-Stage = n/a Yes No No Crest Len (ft) Inactive Inactive Crest El. (ft) = Weir Coeff. = Weir Type = Rect Rect Broad --- Multi-Stage = No No No No Exfil.(in/hr) = (by Wet area) TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs , ic , ic , ic , ic , ic , ic , ic , ic , ic , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc Continues on next page...

86 Basin 2 Emer. Sp. Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc , oc End

87 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 26 Maint. Emer. Sp. Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 100 yrs Time to peak = hrs Time interval = 5 min Hyd. volume = 128,328 cuft Drainage area = ac Curve number = 74.6 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = min Total precip. = 8.40 in Distribution = Type III Storm duration = 24 hrs Shape factor = 484 Maint. Emer. Sp. Hyd. No Year Time (hrs) Hyd No. 26

88 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 27 Basin 3 Emer. Sp. Hydrograph type = Reservoir Peak discharge = cfs Storm frequency = 100 yrs Time to peak = hrs Time interval = 5 min Hyd. volume = 123,269 cuft Inflow hyd. No. = 26 - Maint. Emer. Sp. Max. Elevation = ft Reservoir name = Basin 3 Max. Storage = 40,715 cuft Storage Indication method used. Basin 3 Emer. Sp. Hyd. No Year Time (hrs) Hyd No. 27 Hyd No. 26 Total storage used = 40,715 cuft

89 Pond Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Pond No Basin 3 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) , ,755 2,791 2, ,788 1,956 4, ,835 2,838 7, ,868 1,989 9, ,915 2,886 12, ,995 4,954 17, ,075 5,034 22, ,155 5,114 27, ,000 42,616 70,179 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = Span (in) = No. Barrels = Invert El. (ft) = Length (ft) = Slope (%) = n/a N-Value = n/a Orifice Coeff. = Multi-Stage = n/a No No No Crest Len (ft) = Crest El. (ft) = Weir Coeff. = Weir Type = Rect Multi-Stage = No No No No Exfil.(in/hr) = (by Wet area) TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs , , , , , , , , , , , , , , , , , , , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic Continues on next page...

90 Basin 3 Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic End

91 WATER QUALITY

92 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 14 Water Quality Runoff Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 1 yrs Time to peak = 70 min Time interval = 5 min Hyd. volume = 23,274 cuft Drainage area = ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = min Total precip. = 1.25 in Distribution = Custom Storm duration = C:\Program Files\Autodesk\AutoCAD Shape 2017\C3D\HHApps\NJWaterQuality.cds factor = 484 Water Quality Runoff Hyd. No Year Hyd No. 14 Time (min)

93 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 15 Water Quality UB 1 Hydrograph type = Reservoir Peak discharge = cfs Storm frequency = 1 yrs Time to peak = 135 min Time interval = 5 min Hyd. volume = 21,269 cuft Inflow hyd. No. = 14 - Water Quality Runoff Max. Elevation = ft Reservoir name = Upper Basin 1 Max. Storage = 211,141 cuft Storage Indication method used. Wet pond routing start elevation = ft. Water Quality UB 1 Hyd. No Year Time (min) Hyd No. 15 Hyd No. 14 Total storage used = 211,141 cuft

94 Pond Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Pond No Upper Basin 1 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) , ,344 17,811 17, ,666 29,996 47, ,732 8,720 56, ,873 50, , ,072 53, , ,693 27, , ,327 28, , ,639 59, , ,087 13, , ,928 59, , ,530 77, , ,188 81, , ,904 85, , ,945 89, , ,000, ,010 1,148,487 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = Span (in) = No. Barrels = Invert El. (ft) = Length (ft) = Slope (%) = n/a N-Value = n/a Orifice Coeff. = Multi-Stage = n/a No No No Crest Len (ft) = Crest El. (ft) = Weir Coeff. = Weir Type = Broad Multi-Stage = No No No No Exfil.(in/hr) = (by Wet area) TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs , , , , , , , , , , , , , , , , , , , , , , , , , , Continues on next page...

95 Upper Basin 1 Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic Continues on next page...

96 Upper Basin 1 Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic ,008, ic ,055, ic ,101, ic ,148, ic End

97 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 16 Water Quality LB 2 Hydrograph type = Reservoir Peak discharge = cfs Storm frequency = 1 yrs Time to peak = 250 min Time interval = 5 min Hyd. volume = 0 cuft Inflow hyd. No. = 15 - Water Quality UB 1 Max. Elevation = ft Reservoir name = WQ Lower Basin 2 Max. Storage = 675 cuft Storage Indication method used. Exfiltration extracted from Outflow. Water Quality LB 2 Hyd. No Year Time (min) Hyd No. 16 Hyd No. 15 Total storage used = 675 cuft

98 Pond Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Pond No WQ Lower Basin 2 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) , ,650 12,934 12, ,123 14,379 27, ,653 15,880 43, ,239 17,438 60, ,882 19,053 79, ,582 20, , ,338 22, , ,150 24, , ,655 26, , ,000, , ,430 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = Span (in) = No. Barrels = Invert El. (ft) = Length (ft) = Slope (%) = n/a N-Value = n/a Orifice Coeff. = Multi-Stage = n/a Yes No No Crest Len (ft) = Crest El. (ft) = Weir Coeff. = Weir Type = Rect Rect Broad --- Multi-Stage = No No No No Exfil.(in/hr) = (by Contour) TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs , , , , , , , , , , , ic 0.01 ic , ic 0.05 ic , ic 0.07 ic , ic 0.09 ic , ic 0.10 ic , ic 0.11 ic , ic 0.13 ic , ic 0.14 ic , ic 0.15 ic , ic 0.15 ic , ic 0.16 ic , ic 0.17 ic , ic 0.18 ic , ic 0.19 ic , ic 0.19 ic , ic 0.20 ic , ic 0.21 ic , ic 0.21 ic , ic 0.22 ic , ic 0.23 ic , ic 0.23 ic Continues on next page...

99 WQ Lower Basin 2 Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs , ic 0.24 ic , ic 0.24 ic , ic 0.25 ic , ic 0.25 ic , ic 0.26 ic , ic 0.26 ic , ic 0.27 ic , ic 0.27 ic , ic 0.28 ic , ic 0.28 ic , ic 0.29 ic , ic 0.29 ic , ic 0.30 ic , ic 0.30 ic , ic 0.31 ic , ic 0.31 ic , ic 0.32 ic , ic 0.32 ic , ic 0.32 ic , ic 0.33 ic , ic 0.33 ic , ic 0.34 ic , ic 0.34 ic , ic 0.34 ic , ic 0.35 ic , ic 0.35 ic , ic 0.36 ic , ic 0.36 ic , ic 0.36 ic , ic 0.37 ic , ic 0.37 ic , ic 0.37 ic , ic 0.38 ic , ic 0.38 ic , ic 0.38 ic , ic 0.39 ic , ic 0.39 ic , ic 0.39 ic , ic 0.40 ic , ic 0.40 ic , ic 0.40 ic , ic 0.41 ic , ic 0.41 ic , ic 0.41 ic , ic 0.42 ic , ic 0.42 ic , ic 0.42 ic , ic 0.43 ic , ic 0.43 ic , ic 0.43 ic , ic 0.44 ic , ic 0.44 ic , ic 0.44 ic , ic 0.45 ic , ic 0.45 ic , ic 0.45 ic , ic 0.45 ic , ic 0.46 ic , ic 0.46 ic , ic 0.46 ic , ic 0.47 ic , ic 0.47 ic , ic 0.47 ic , ic 0.48 ic , ic 0.48 ic , ic 0.48 ic , ic 0.48 ic , ic 0.49 ic , ic 0.49 ic End

100 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 17 WQ No Infilt Hydrograph type = Reservoir Peak discharge = cfs Storm frequency = 1 yrs Time to peak = 140 min Time interval = 5 min Hyd. volume = 200 cuft Inflow hyd. No. = 14 - Water Quality Runoff Max. Elevation = ft Reservoir name = Lower Basin 2 Max. Storage = 23,271 cuft Storage Indication method used. WQ No Infilt Hyd. No Year Time (min) Hyd No. 17 Hyd No. 14 Total storage used = 23,271 cuft

101 Pond Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Pond No Lower Basin 2 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) , ,650 12,934 12, ,123 14,379 27, ,653 15,880 43, ,239 17,438 60, ,882 19,053 79, ,582 20, , ,338 22, , ,150 24, , ,655 26, , ,000, , ,430 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = Span (in) = No. Barrels = Invert El. (ft) = Length (ft) = Slope (%) = n/a N-Value = n/a Orifice Coeff. = Multi-Stage = n/a Yes No No Crest Len (ft) = Crest El. (ft) = Weir Coeff. = Weir Type = Rect Rect Broad --- Multi-Stage = No No No No Exfil.(in/hr) = (by Wet area) TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs , , , , , , , , , , , , , , , , , , ic 0.02 ic , ic 0.16 ic , ic 0.41 ic , ic 0.76 ic , ic 1.15 ic , ic 1.57 ic , ic 1.90 ic , ic 2.17 ic , ic 2.42 ic , ic 2.64 ic , ic 2.85 ic , ic 3.04 ic , ic 3.22 ic , ic 3.39 ic Continues on next page...

102 Lower Basin 2 Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs , ic 3.55 ic , oc 3.71 ic , oc 3.86 ic , oc 4.00 ic , oc 4.14 ic , oc 4.27 ic , oc 4.40 ic , oc 4.53 ic , oc 4.65 ic , oc 4.77 ic , oc 4.89 ic , oc 5.00 ic , oc 5.12 ic , oc 5.22 ic , oc 5.33 ic , oc 5.44 ic , oc 5.54 ic , oc 5.64 ic , oc 5.74 ic , oc 5.84 ic , oc 5.93 ic , oc 6.03 ic , oc 6.12 ic , oc 6.21 ic , oc 6.30 ic , oc 6.39 ic , oc 6.48 ic , oc 6.57 ic , oc 6.65 ic , oc 6.74 ic , oc 6.82 ic , oc 6.90 ic , oc 6.98 ic , oc 7.06 ic , oc 7.14 ic , oc 7.22 ic , oc 7.30 ic , oc 7.38 ic , oc 7.45 ic , oc 7.53 ic , oc 7.60 ic , oc 7.68 ic , oc 7.75 ic , oc 7.82 ic , oc 7.89 ic , oc 7.97 ic , oc 8.04 ic , oc 8.11 ic , oc 8.17 ic , oc 8.22 ic , oc 8.28 ic , oc 8.34 ic , oc 8.40 ic , oc 8.45 ic , oc 8.51 ic , oc 8.56 ic , oc 8.62 ic , oc 8.68 ic , oc 8.73 ic , oc 8.78 ic , oc 8.84 ic , oc 8.89 ic , oc 8.95 ic , oc 9.00 ic , oc 9.05 ic , oc 9.10 ic , oc 9.16 ic , oc 9.21 ic , oc 9.26 ic End

103 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 18 Basin 3 WQ In Hydrograph type = SCS Runoff Peak discharge = cfs Storm frequency = 1 yrs Time to peak = 70 min Time interval = 5 min Hyd. volume = 5,057 cuft Drainage area = ac Curve number = 98 Basin Slope = 0.0 % Hydraulic length = 0 ft Tc method = User Time of conc. (Tc) = min Total precip. = 1.25 in Distribution = Custom Storm duration = C:\Program Files\Autodesk\AutoCAD Shape 2017\C3D\HHApps\NJWaterQuality.cds factor = 484 Basin 3 WQ In Hyd. No Year Hyd No. 18 Time (min)

104 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 19 Basin 3 WQ Out Hydrograph type = Reservoir Peak discharge = cfs Storm frequency = 1 yrs Time to peak = n/a Time interval = 5 min Hyd. volume = 0 cuft Inflow hyd. No. = 18 - Basin 3 WQ In Max. Elevation = ft Reservoir name = Basin 3 Max. Storage = 5,057 cuft Storage Indication method used. Basin 3 WQ Out Hyd. No Year Time (min) Hyd No. 19 Hyd No. 18 Total storage used = 5,057 cuft

105 Pond Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Pond No Basin 3 Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) , ,755 2,791 2, ,788 1,956 4, ,835 2,838 7, ,868 1,989 9, ,915 2,886 12, ,995 4,954 17, ,075 5,034 22, ,155 5,114 27, ,000 42,616 70,179 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = Span (in) = No. Barrels = Invert El. (ft) = Length (ft) = Slope (%) = n/a N-Value = n/a Orifice Coeff. = Multi-Stage = n/a No No No Crest Len (ft) = Crest El. (ft) = Weir Coeff. = Weir Type = Rect Multi-Stage = No No No No Exfil.(in/hr) = (by Wet area) TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs , , , , , , , , , , , , , , , , , , , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic Continues on next page...

106 Basin 3 Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic , ic End

107 Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph No. type flow interval Peak volume hyd(s) elevation strge used Description (origin) (cfs) (min) (min) (cuft) (ft) (cuft) 1 SCS Runoff n/a Existing to AP1 2 SCS Runoff n/a PROPOSED to Basin 1 3 SCS Runoff n/a PROP Undetained 4 SCS Runoff n/a PROP Maintenance 5 SCS Runoff n/a Existing to AP2 6 SCS Runoff n/a PROPOSED to AP2 7 Combine n/a 0 1, 5, Total Site Exist 8 Combine n/a 0 2, 3, 4, Total Site Proposed In 6, 9 Reservoir n/a ,213 Upper Basin 1 10 Reservoir n/a Lower Basin 2 11 Reservoir n/a Basin 3 12 Combine n/a 0 3, 10, Basin 2, Basin 3 13 Combine n/a 0 6, Total Proposed Out 14 SCS Runoff , Water Quality Runoff 15 Reservoir , ,141 Water Quality UB 1 16 Reservoir ,761 Water Quality LB 2 17 Reservoir ,271 WQ No Infilt 18 SCS Runoff , Basin 3 WQ In 19 Reservoir n/a ,057 Basin 3 WQ Out 20 Reservoir ,608 Basin 3 WQ Infil Edgewood Submission.gpw Return Period: 1 Year Thursday, 09 / 20 / 2018

108 Hydrograph Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Hyd. No. 16 Water Quality LB 2 Hydrograph type = Reservoir Peak discharge = cfs Storm frequency = 1 yrs Time to peak = 290 min Time interval = 5 min Hyd. volume = 0 cuft Inflow hyd. No. = 15 - Water Quality UB 1Reservoir name = Basin 2 WQ Max. Elevation = ft Max. Storage = 2,761 cuft Storage Indication method used. Exfiltration extracted from Outflow. Hydrograph Discharge Table ( Printed values >= 1.00% of Qp.) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs << << << << << << << << << << << << << << << << << << << << << << <<

109 << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << <<

110 << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << <<

111 << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << << <<

112 << << << <<

113

114 Continues on next page...

115 Water Quality LB 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs

116 Water Quality LB 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs Continues on next page...

117 Water Quality LB 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs

118 Water Quality LB 2 Hydrograph Discharge Table Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs

119

120 End

121 Pond Report Hydraflow Hydrographs Extension for Autodesk Civil 3D 2019 by Autodesk, Inc. v2020 Thursday, 09 / 20 / 2018 Pond No Basin 2 WQ Pond Data Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = ft Stage / Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft) , ,650 12,934 12, ,123 14,379 27, ,653 15,880 43, ,239 17,438 60, ,882 19,053 79, ,582 20, , ,338 22, , ,150 24, , ,655 26, , ,000, , ,430 Culvert / Orifice Structures Weir Structures [A] [B] [C] [PrfRsr] [A] [B] [C] [D] Rise (in) = Span (in) = No. Barrels = Invert El. (ft) = Length (ft) = Slope (%) = n/a N-Value = n/a Orifice Coeff. = Multi-Stage = n/a Yes No No Crest Len (ft) = Crest El. (ft) = Weir Coeff. = Weir Type = Rect Rect Broad --- Multi-Stage = No No No No Exfil.(in/hr) = (by Contour) TW Elev. (ft) = 0.00 Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s). Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs , , , , , , , , , , , ic 0.01 ic , ic 0.05 ic , ic 0.07 ic , ic 0.09 ic , ic 0.10 ic , ic 0.11 ic , ic 0.13 ic , ic 0.14 ic , ic 0.15 ic , ic 0.15 ic , ic 0.16 ic , ic 0.17 ic , ic 0.18 ic , ic 0.19 ic , ic 0.19 ic , ic 0.20 ic , ic 0.21 ic , ic 0.21 ic , ic 0.22 ic , ic 0.23 ic , ic 0.23 ic Continues on next page...

122 Basin 2 WQ Stage / Storage / Discharge Table Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs , ic 0.24 ic , ic 0.24 ic , ic 0.25 ic , ic 0.25 ic , ic 0.26 ic , ic 0.26 ic , ic 0.27 ic , ic 0.27 ic , ic 0.28 ic , ic 0.28 ic , ic 0.29 ic , ic 0.29 ic , ic 0.30 ic , ic 0.30 ic , ic 0.31 ic , ic 0.31 ic , ic 0.32 ic , ic 0.32 ic , ic 0.32 ic , ic 0.33 ic , ic 0.33 ic , ic 0.34 ic , ic 0.34 ic , ic 0.34 ic , ic 0.35 ic , ic 0.35 ic , ic 0.36 ic , ic 0.36 ic , ic 0.36 ic , ic 0.37 ic , ic 0.37 ic , ic 0.37 ic , ic 0.38 ic , ic 0.38 ic , ic 0.38 ic , ic 0.39 ic , ic 0.39 ic , ic 0.39 ic , ic 0.40 ic , ic 0.40 ic , ic 0.40 ic , ic 0.41 ic , ic 0.41 ic , ic 0.41 ic , ic 0.42 ic , ic 0.42 ic , ic 0.42 ic , ic 0.43 ic , ic 0.43 ic , ic 0.43 ic , ic 0.44 ic , ic 0.44 ic , ic 0.44 ic , ic 0.45 ic , ic 0.45 ic , ic 0.45 ic , ic 0.45 ic , ic 0.46 ic , ic 0.46 ic , ic 0.46 ic , ic 0.47 ic , ic 0.47 ic , ic 0.47 ic , ic 0.48 ic , ic 0.48 ic , ic 0.48 ic , ic 0.48 ic , ic 0.49 ic , ic 0.49 ic End

123 Basin 2 WATER QUALITY DISSIPATION Job #: Basin 2 Date: 9/20/18 Infiltration Rate: 1 (In / Hr) Basin Floor: (sf) Basin Rate: 1019 (CF / HR AREA Storm Volume: (cf) Infiltration Time: (Hours) Remarks Basin 2 Water Quality Emptying Time approximately 23 hours Page 1

124 Basin 3 WATER QUALITY DISSIPATION Job #: Basin 3 Date: 9/20/18 Infiltration Rate: 1 (In / Hr) Basin Floor : 4708 (sf) Basin Rate: 392 (CF / HR AREA Storm Volume: (cf) 5057 Infiltration Time: (Hours) Remarks Basin 3 Water Quality Emptying Time approximately 13 hours Page 2

125 SOIL EROSION

126 HW-50 CONDUIT OUTLET PROTECTION Job #: SCD Application #: Date: 9/20/18 La = 3*Q / (Do) 3/2 HW / FES #: HW-50 W = 3 Do + 0.4La Pipe Size: 48 in. (Do) d 50 = (.02 / TW) x (Q / Do) 4/3 Flow: 78.8 cfs (Q) Thickness = 3 d 50 Tailwater: 2.91 feet (TW) d 50 = 22 Inches W = Fabric? Y/N Y La Thickness = 45 Inches 30 Remarks South System Inflow Pipe to Basin 1 Use Revetment Mattresses Page 1

127 CONDUIT OUTLET PROTECTION Job #: SCD Application #: Date: 9/20/18 La = ((1.8Q 25 ) / Do 1/2 ) + 7Do HW / FES #: HW-76 W = 3 Do + La Pipe Size: 36 in. (Do) d 50 = (.016 / TW) x (Q 25 ) 4/3 Flow: cfs (Q 25 ) Thickness = 3 d 50 Tailwater: 0.60 feet (TW) Thickness = 2 d 50 with Filter Fabric 41 d 50 = 41 Inches W = Fabric? Y/N Y La Thickness = 83 Inches 61 Remarks North System Inflow Pipe to Basin 1 R:\Solutions\Jobs\Edgewood Golf Course Realty Associates LLC\ CI\Design\Calc\Drainage\Conduit Outlet Protection.xltx

128 CONDUIT OUTLET PROTECTION Job #: SCD Application #: Date: 9/20/18 La = ((1.8Q 25 ) / Do 1/2 ) + 7Do HW / FES #: HW-93 W = 3 Do + La Pipe Size: 15 in. (Do) d 50 = (.016 / TW) x (Q 25 ) 4/3 Flow: 0.33 cfs (Q 25 ) Thickness = 3 d 50 Tailwater: 0.25 feet (TW) Thickness = 2 d 50 with Filter Fabric 0 d 50 = 3 Inches W = Fabric? Y/N Y La Thickness = 6 Inches 9 Remarks Basin 1 Outflow Pipe to Basin 2 R:\Solutions\Jobs\Edgewood Golf Course Realty Associates LLC\ CI\Design\Calc\Drainage\Conduit Outlet Protection.xltx

129 CONDUIT OUTLET PROTECTION Job #: SCD Application #: Date: 9/20/18 La = ((1.8Q 25 ) / Do 1/2 ) + 7Do HW / FES #: HW-96 W = 3 Do + La Pipe Size: 18 in. (Do) d 50 = (.016 / TW) x (Q 25 ) 4/3 Flow: cfs (Q 25 ) Thickness = 3 d 50 Tailwater: 0.30 feet (TW) Thickness = 2 d 50 with Filter Fabric 17 d 50 = 17 Inches W = Fabric? Y/N Y La Thickness = 34 Inches 28 Remarks Basin 2 Outflow Pipe to Stream R:\Solutions\Jobs\Edgewood Golf Course Realty Associates LLC\ CI\Design\Calc\Drainage\Conduit Outlet Protection.xltx

130 CONDUIT OUTLET PROTECTION Job #: SCD Application #: Date: 9/20/18 La = ((1.8Q 25 ) / Do 1/2 ) + 7Do HW / FES #: HW-97 W = 3 Do + La Pipe Size: 30 in. (Do) d 50 = (.016 / TW) x (Q 25 ) 4/3 Flow: cfs (Q 25 ) Thickness = 3 d 50 Tailwater: 0.50 feet (TW) Thickness = 2 d 50 with Filter Fabric 9 d 50 = 9 Inches W = Fabric? Y/N Y La Thickness = 18 Inches 30 Remarks Maintenance Area Inflow Pipe R:\Solutions\Jobs\Edgewood Golf Course Realty Associates LLC\ CI\Design\Calc\Drainage\Conduit Outlet Protection.xltx

131 CONDUIT OUTLET PROTECTION Job #: SCD Application #: Date: 9/20/18 La = ((1.8Q 25 ) / Do 1/2 ) + 7Do HW / FES #: HW-98 W = 3 Do + La Pipe Size: 12 in. (Do) d 50 = (.016 / TW) x (Q 25 ) 4/3 Flow: 5.00 cfs (Q 25 ) Thickness = 3 d 50 Tailwater: 2.22 feet (TW) Thickness = 2 d 50 with Filter Fabric 1 d 50 = 3 Inches W = Fabric? Y/N Y La Thickness = 6 Inches 16 Remarks Basin 1 Maintenance Discharge Pipe R:\Solutions\Jobs\Edgewood Golf Course Realty Associates LLC\ CI\Design\Calc\Drainage\Conduit Outlet Protection.xltx

132 CONDUIT OUTLET PROTECTION Job #: SCD Application #: Date: 9/20/18 La = ((1.8Q 25 ) / Do 1/2 ) + 7Do HW / FES #: HW-100 W = 3 Do + La Pipe Size: 15 in. (Do) d 50 = (.016 / TW) x (Q 25 ) 4/3 Flow: 1.43 cfs (Q 25 ) Thickness = 3 d 50 Tailwater: 0.25 feet (TW) Thickness = 2 d 50 with Filter Fabric 1 d 50 = 3 Inches W = Fabric? Y/N Y La Thickness = 6 Inches 11 Remarks Basin 3 Outflow Pipe to AP1 Rip-rap size from Basin 2 Controls (HW 96) R:\Solutions\Jobs\Edgewood Golf Course Realty Associates LLC\ CI\Design\Calc\Drainage\Conduit Outlet Protection.xltx

133 SECTION III - MAPS

134 SITE THE FAIRWAYS AT EDGEWOOD USGS QUAD MAP: (MAP NAME(S)) LOTS 5 & 6, BLOCK 1201 DAPHNE A. GALVIN, P.E. NJ PROFESSIONAL ENGINEER Lic. No. 24GE

135 United States Department of Agriculture Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Bergen County, New Jersey Edgewood Country Club July 3, 2018

136 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments ( portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center ( or your NRCS State Soil Scientist ( cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individuals income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2

137 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDAs TARGET Center at (202) (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C or call (800) (voice) or (202) (TDD). USDA is an equal opportunity provider and employer. 3

138 Contents Preface... 2 How Soil Surveys Are Made...5 Soil Map... 8 Soil Map...9 Legend...10 Map Unit Legend Map Unit Descriptions...11 Bergen County, New Jersey DuoB Dunellen loam, 3 to 8 percent slopes DuoC Dunellen loam, 8 to 15 percent slopes DuoD Dunellen loam, 15 to 25 percent slopes DuuB Dunellen-Urban land complex, 3 to 8 percent slopes DuuC Dunellen-Urban land complex, 8 to 15 percent slopes...18 PbuA Pascack silt loam, 0 to 3 percent slopes...19 UdwuB Udorthents, wet substratum-urban land complex References

139 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5

140 Custom Soil Resource Report scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and 6

141 Custom Soil Resource Report identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. 7

142 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8

143 W Custom Soil Resource Report Soil Map W N N Soil Map may not be valid at this scale N N W N Map Scale: 1:4,910 if printed on A landscape (11" x 8.5") sheet. Meters Feet Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS W

144 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Bergen County, New Jersey Survey Area Data: Version 14, Oct 6, 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Oct 7, 2013 Feb 26, 2017 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 10

145 Custom Soil Resource Report Map Unit Legend DuoB DuoC DuoD DuuB DuuC Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI Dunellen loam, 3 to 8 percent slopes Dunellen loam, 8 to 15 percent slopes Dunellen loam, 15 to 25 percent slopes Dunellen-Urban land complex, 3 to 8 percent slopes Dunellen-Urban land complex, 8 to 15 percent slopes PbuA Pascack silt loam, 0 to 3 percent slopes UdwuB Udorthents, wet substratum- Urban land complex % % % % % % % Totals for Area of Interest % Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit 11

146 Custom Soil Resource Report descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 12

147 Custom Soil Resource Report Bergen County, New Jersey DuoB Dunellen loam, 3 to 8 percent slopes Map Unit Setting National map unit symbol: b0rp Elevation: 50 to 150 feet Mean annual precipitation: 30 to 64 inches Mean annual air temperature: 46 to 79 degrees F Frost-free period: 131 to 178 days Farmland classification: All areas are prime farmland Map Unit Composition Dunellen and similar soils: 90 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Dunellen Setting Landform: Outwash plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Coarse-loamy outwash derived from sandstone Typical profile A - 0 to 5 inches: loam Bt1-5 to 15 inches: loam Bt2-15 to 26 inches: loam 2C - 26 to 66 inches: stratified gravelly sand to sand to loamy sand Properties and qualities Slope: 3 to 8 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Very low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 6.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: A Hydric soil rating: No Minor Components Pascack Percent of map unit: 10 percent Landform: Drainageways Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Base slope 13

148 Custom Soil Resource Report Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: No DuoC Dunellen loam, 8 to 15 percent slopes Map Unit Setting National map unit symbol: b0rq Elevation: 50 to 150 feet Mean annual precipitation: 30 to 64 inches Mean annual air temperature: 46 to 79 degrees F Frost-free period: 131 to 178 days Farmland classification: Farmland of statewide importance Map Unit Composition Dunellen and similar soils: 90 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Dunellen Setting Landform: Outwash plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Coarse-loamy outwash derived from sandstone Typical profile A - 0 to 3 inches: loam Bt1-3 to 15 inches: loam Bt2-15 to 26 inches: loam 2C - 26 to 66 inches: stratified gravelly sand to sand to loamy sand Properties and qualities Slope: 8 to 15 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Low Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 6.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: A Hydric soil rating: No 14

149 Custom Soil Resource Report Minor Components Pascack Percent of map unit: 10 percent Landform: Drainageways Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Base slope Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: No DuoD Dunellen loam, 15 to 25 percent slopes Map Unit Setting National map unit symbol: b0rr Elevation: 50 to 150 feet Mean annual precipitation: 30 to 64 inches Mean annual air temperature: 46 to 79 degrees F Frost-free period: 131 to 178 days Farmland classification: Not prime farmland Map Unit Composition Dunellen and similar soils: 90 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Dunellen Setting Landform: Outwash plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Coarse-loamy outwash derived from sandstone Typical profile A - 0 to 2 inches: loam Bt1-2 to 15 inches: loam Bt2-15 to 26 inches: loam 2C - 26 to 66 inches: stratified gravelly sand to sand to loamy sand Properties and qualities Slope: 15 to 25 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None 15

150 Custom Soil Resource Report Available water storage in profile: Moderate (about 6.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: A Hydric soil rating: No Minor Components Dunellen, moderately well drained Percent of map unit: 10 percent Landform: Outwash terraces Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No DuuB Dunellen-Urban land complex, 3 to 8 percent slopes Map Unit Setting National map unit symbol: b0rt Elevation: 50 to 150 feet Mean annual precipitation: 30 to 64 inches Mean annual air temperature: 46 to 79 degrees F Frost-free period: 131 to 178 days Farmland classification: Not prime farmland Map Unit Composition Dunellen and similar soils: 60 percent Urban land, dunellen substratum: 30 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Dunellen Setting Landform: Outwash plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Coarse-loamy outwash derived from sandstone Typical profile A1-0 to 8 inches: sandy loam A2-8 to 14 inches: sandy loam BA - 14 to 20 inches: sandy loam Bt - 20 to 31 inches: sandy loam C - 31 to 42 inches: sandy loam 2C - 42 to 70 inches: stratified gravelly sand to sand to loamy sand Properties and qualities Slope: 3 to 8 percent 16

151 Custom Soil Resource Report Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 7.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: A Hydric soil rating: No Description of Urban Land, Dunellen Substratum Setting Landform: Outwash plains Landform position (three-dimensional): Lower third of mountainflank Down-slope shape: Linear Across-slope shape: Linear Parent material: Surface covered by pavement, concrete, buildings, and other structures underlain by disturbed and natural soil material Typical profile H1-0 to 12 inches: material H2-12 to 31 inches: sandy loam 2C - 31 to 42 inches: sandy loam 3C - 42 to 70 inches: loamy sand Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8s Hydric soil rating: Unranked Minor Components Udorthents, dunellen substratum Percent of map unit: 10 percent Landform: Outwash plains Landform position (three-dimensional): Lower third of mountainflank Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No 17

152 Custom Soil Resource Report DuuC Dunellen-Urban land complex, 8 to 15 percent slopes Map Unit Setting National map unit symbol: b0rv Elevation: 50 to 150 feet Mean annual precipitation: 30 to 64 inches Mean annual air temperature: 46 to 79 degrees F Frost-free period: 131 to 178 days Farmland classification: Not prime farmland Map Unit Composition Dunellen and similar soils: 60 percent Urban land, dunellen substratum: 30 percent Minor components: 10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Dunellen Setting Landform: Outwash plains Down-slope shape: Linear Across-slope shape: Linear Parent material: Coarse-loamy outwash derived from sandstone Typical profile A1-0 to 8 inches: sandy loam A2-8 to 14 inches: sandy loam BA - 14 to 20 inches: sandy loam Bt - 20 to 31 inches: sandy loam C - 31 to 42 inches: sandy loam 2C - 42 to 70 inches: stratified gravelly sand to sand to loamy sand Properties and qualities Slope: 8 to 15 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 7.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: A Hydric soil rating: No 18

153 Custom Soil Resource Report Description of Urban Land, Dunellen Substratum Setting Landform: Outwash plains Landform position (three-dimensional): Lower third of mountainflank Down-slope shape: Linear Across-slope shape: Linear Parent material: Surface covered by pavement, concrete, buildings, and other structures underlain by disturbed and natural soil material Typical profile H1-0 to 12 inches: material H2-12 to 31 inches: sandy loam 2C - 31 to 42 inches: sandy loam 3C - 42 to 70 inches: loamy sand Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8s Hydric soil rating: Unranked Minor Components Udorthents, dunellen substratum Percent of map unit: 10 percent Landform: Outwash plains Landform position (three-dimensional): Lower third of mountainflank Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: No PbuA Pascack silt loam, 0 to 3 percent slopes Map Unit Setting National map unit symbol: b0s5 Elevation: 600 to 1,000 feet Mean annual precipitation: 30 to 64 inches Mean annual air temperature: 46 to 79 degrees F Frost-free period: 131 to 178 days Farmland classification: All areas are prime farmland Map Unit Composition Pascack and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transects of the mapunit. 19

154 Custom Soil Resource Report Description of Pascack Setting Landform: Drainageways Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Base slope Down-slope shape: Linear Across-slope shape: Concave Parent material: Coarse-loamy outwash Typical profile Ap - 0 to 5 inches: silt loam BA - 5 to 12 inches: fine sandy loam Bt - 12 to 26 inches: fine sandy loam BC - 26 to 32 inches: sandy loam 2C1-32 to 52 inches: loamy sand 2C2-52 to 72 inches: stratified sand to gravelly loamy sand Properties and qualities Slope: 0 to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Somewhat poorly drained Runoff class: Very high Capacity of the most limiting layer to transmit water (Ksat): High (2.00 to 6.00 in/hr) Depth to water table: About 12 to 24 inches Frequency of flooding: None Frequency of ponding: None Available water storage in profile: Moderate (about 6.1 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3w Hydrologic Soil Group: A/D Hydric soil rating: No Minor Components Preakness, very poorly drained, frequently flooded Percent of map unit: 5 percent Landform: Drainageways Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Base slope Down-slope shape: Linear Across-slope shape: Concave Hydric soil rating: Yes Adrian, frequently flooded Percent of map unit: 5 percent Landform: Flood plains Landform position (two-dimensional): Toeslope Landform position (three-dimensional): Dip Down-slope shape: Concave Across-slope shape: Concave Hydric soil rating: Yes 20

155 Custom Soil Resource Report Preakness, poorly drained Percent of map unit: 5 percent Landform: Outwash plains Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: Yes UdwuB Udorthents, wet substratum-urban land complex Map Unit Setting National map unit symbol: 1kgz3 Elevation: 20 to 30 feet Mean annual precipitation: 30 to 64 inches Mean annual air temperature: 46 to 79 degrees F Frost-free period: 131 to 178 days Farmland classification: Not prime farmland Map Unit Composition Udorthents, wet substratum, and similar soils: 68 percent Urban land: 30 percent Minor components: 2 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Udorthents, Wet Substratum Setting Landform: Flats Down-slope shape: Linear Across-slope shape: Linear Parent material: Loamy lateral spread deposits Typical profile A - 0 to 36 inches: sand 2O - 36 to 60 inches: muck Properties and qualities Slope: 0 to 8 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Moderately well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.57 to 1.98 in/hr) Depth to water table: About 18 to 42 inches Frequency of flooding: None Frequency of ponding: None Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3w Hydrologic Soil Group: D Hydric soil rating: No 21

156 Custom Soil Resource Report Description of Urban Land Setting Landform: Tidal marshes Down-slope shape: Linear Across-slope shape: Linear Parent material: Surface covered by pavement, concrete, buildings, and other structures underlain by disturbed and natural soil material Typical profile C - 0 to 60 inches: variable Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8s Hydric soil rating: Unranked Minor Components Transquaking, very frequently flooded Percent of map unit: 1 percent Landform: Tidal marshes Landform position (three-dimensional): Talf Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: Yes Pawcatuck, very frequently flooded Percent of map unit: 1 percent Landform: Tidal marshes Landform position (three-dimensional): Talf Down-slope shape: Linear Across-slope shape: Linear Hydric soil rating: Yes 22

157 References American Association of State Highway and Transportation Officials (AASHTO) Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM) Standard classification of soils for engineering purposes. ASTM Standard D Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, Changes in hydric soils of the United States. Federal Register. September 18, Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, Field indicators of hydric soils in the United States. National Research Council Wetlands: Characteristics and boundaries. Soil Survey Division Staff Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook nrcs/detail/national/soils/?cid=nrcs142p2_ Soil Survey Staff Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook Soil Survey Staff Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. Tiner, R.W., Jr Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. home/?cid=nrcs142p2_ United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. detail/national/landuse/rangepasture/?cid=stelprdb

158 Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. nrcs/detail/soils/scientists/?cid=nrcs142p2_ United States Department of Agriculture, Natural Resources Conservation Service Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook cid=nrcs142p2_ United States Department of Agriculture, Soil Conservation Service Land capability classification. U.S. Department of Agriculture Handbook

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162 WE 150 T B U L AND FFE S R DA3 W 1 E 5 BU TLA 0 FF ND ER S NO. DA1 EXISTING DRAINAGE AREAS AREA AREA Square Feet Acres DA4 DA2 N Tc MINUTES DA1 3,484, DA2 205, DA3 367, N/A DA4 383, N/A NO. DATE REVISION DRAWN CHKD RELD GRAPHIC SCALE (a DBA of Partner Assessment Corp, a NJ Engineering firm) 400 DATE: 08/31/2018 DAPHNE A. GALVIN, P.E. ( IN FEET ) 1 Inch = 100 Ft. 611 Industrial Way West NJ PROFESSIONAL ENGINEER Lic. No. 24GE Suite A Eatontown, NJ NJ Certificate of Authorization No. 24GA Date 08/31/18 Scale:(H) 1: = 100 (V) Drawn dbs Designed DBS Tel.: Fax.: Checked Released SITUATED IN TOWNSHIP OF RIVER VALE & BOROUGH OF HILLSDALE, BERGEN COUNTY, NJ Job No Drawer Number Drawing Name: 01 Site Plan.dwg OF

163 32.1 WE 150 T B U L AND FFE S R (TY P.) 8 ROYAL BIRKDALE LANE R= R=2 RW AYS COU RT IRK 38 R= X 5 70 R= R= ER 18 RIV R= X 20 OA D ER ST R= 1 R= R= VA L R= IRCL E 20 (TYP.) X 7 CIRCLE ANDREWS R= R R= R= R= R= R= R=26 R= NT C R= DMO 12 (TYP.) Q5-Q8 Q9-Q D SE = R=1 EGRESS O ND OP A E PR ALL QU W LA P 120 R= R= R= R=30 R=30 68 RELOCATED WALL AND PLAQUE R= R= D A 60 RO 20 WOO ) (TYP R= 45 R=1 10 X N R=200 RELOCATED WALL AND PLAQUE RE R=2 9 R= Q13-Q16 50 R=42 SS INGRE E CL IRR= R= 69 NT C DMO WOO Q1-Q R= R= R= R= TRASH ENCLOSU 72 S CIRCLE R=138 R= 67 R= R= GH R= R=25 R= 4 68 R= 20 (TYP.) 66.5 IRCLE WS C ANDRE R=5 25 R= 20 (TYP.) 65 R= 24 9 R=70 ST. ANDREW ) P (TY R= WOODMONT CIRCLE R= R= 9 Q17-Q R= =2 R = ST R MUIRFIELD COURT R= PROPOSED 24 UNIT COAH BUILDING R= R= R= 58.4 Q21-Q R= MUIRFIELD COURT 97 CASTLE STUART COURT R= R=50 Q25-Q R= R=2 72 R= R=4 PROPOSED MONUMENT SIGN 160 R= R= R= (TYP.) A X 65 5 R=20 1 R= (TYP.) R=1 20 (TYP.) PP WOODMONT CIRCLE R= LE T T S CA UAR T 4 T S OU6R C TA R= WOODMONT CIRCLE 25 R= ) (TYP WOODMONT CIRCLE R=2 R= R= ) (TYP 25 R= R= R= R= R= R= R= = R= R= R R= R= R= R= R=50 FACILITY BUILDING-"A" TURF CARE MAINTENANCE SPACES R= R= R= (TYP.) RCLE ) YP (T ENVIRONMENTAL MANAGMENT CENTER BUILDING-"B" (TYP.) ONT CI ) YP (T R= CIRCLE WOOD M 3 2 R= WOOD MONT R= R= R= Q29-Q32 BULK MATERIAL STORAGE R= R= ) P (TY (TYP.) X ROOF EDGE LD 27 E 136 (T 12 YP.) CL R= R= LE CIR TC IRC 63 R=112 W 1 E 5 BU TLA 0 FF ND ER S ROYAL BIRKDALE LANE R= (TYP.) Test Pit 2 R= R= R= Test Pit 1 68 NT.9 MO N OD R= 39 Boring WO O MO R=88 MIDWAY BUIL (FUTUR E DEVE DING LOPMEN T) ) YP (T WO WO OD IR W OO OD MO NT DM O CI R NT C CL 63 E = R 56 CL E R= R=25 40 R= NE LA LE LA NE DA LB IRK DA LE ROY A (TY 0 P.) R=R 16O 2Y A (TY P.) LB 63 R= 1 63 LE L ANE FAI LB IRK DA YA 6 18 R= RO 6 IVE AK DR RED O R= 20 (TY P.) R= 1 5 R= R= NO. PIERMONT AVENUE PROPOSED DRAINAGE AREAS Tc AREA AREA Square Feet Acres N MINUTES BASIN 2,511, MAINT. 153, RIV. RD. 30, N/A 1,685, UC3 MARK LANE PIERMONT AVENUE SOUTH PIERMONT AVENUE NO. DATE REVISION DRAWN CHKD RELD GRAPHIC SCALE (a DBA of Partner Assessment Corp, a NJ Engineering firm) 400 DATE: 08/31/2018 DAPHNE A. GALVIN, P.E. ( IN FEET ) 1 Inch = 100 Ft. 611 Industrial Way West NJ PROFESSIONAL ENGINEER Lic. No. 24GE Suite A Eatontown, NJ NJ Certificate of Authorization No. 24GA Date 08/31/18 Scale:(H) 1: = 100 (V) Drawn dbs Designed DBS Tel.: Fax.: Checked Released SITUATED IN TOWNSHIP OF RIVER VALE & BOROUGH OF HILLSDALE, BERGEN COUNTY, NJ Job No Drawer Number Drawing Name: 01 Site Plan.dwg OF

164 WE 150 T BU LAND FFE S R (TY P.) 8 ROYAL BIRKDALE LANE FAI RW AYS COU RT YA (TY 2 P.) LB 67 IRK 20 (TY P.) 63 RO YA LB 58 DA IRK DA L EL AN E NE E LA VE K DRI RO 18 AL BIR KDA L A RED O ROY 20 (TY P.) LE L 57 AN E E 65 CL IR 65 NT C 66 OD MO NT W OO DM O CI E RC L WO P. ) X CIRCLE (TYP.) X ) 12 (TYP.) MONT CIRCLE WOOD 75 MONT 77 WOOD X D ) P (TY 73 YP (T 58 A W 1 E 5 BU TLA 0 FF ND ER S (TYP.) Test Pit ROYAL BIRKDALE LANE RO (TYP.) N Test Pit 1 A 65 PP E (T Y CL TA 64 CIR LE CIR C 12 Boring 11 NT LD 65 MO 64 OD WO ON T O ) YP (T OD M WO S CIRCLE ST. ANDREW AD RO CLE (TYP.) RV AL E 12 (TYP.) NT C IR RIV E ) (TYP DMO WOO (TYP.) 66 FACILITY BUILDING-"A" TURF CARE MAINTENANCE 20 (TYP.) 65 X ) P (TY 66 9 WOODMONT CIRCLE IRCLE 70 S CIRCLE N RELOCATED WALL AND PLAQUE EGRESS ONT C SS INGRE DM WOO ST. ANDREW MUIRFIELD COURT E CIRCL MUIRFIELD COURT CASTLE STUART COURT ENVIRONMENTAL MANAGMENT CENTER BUILDING-"B" WS DRE ST. AN RELOCATED WALL AND PLAQUE (TYP.) ) (TYP BULK MATERIAL STORAGE X X WOODMONT CIRCLE 20 (TYP.) (TYP.) LE T T S CA UAR T ST OUR C WOODMONT CIRCLE WOODMONT CIRCLE PROPOSED MONUMENT SIGN 20.) (TYP ) YP (T ED OS ND OP A E PR ALL QU W LA P TRASH ENCLOS URE 58 PIERMONT AVENUE MARK LANE PIERMONT AVENUE PIERMONT AVENUE SOUTH 50 NO. DATE REVISION DRAWN CHKD RELD GRAPHIC SCALE (a DBA of Partner Assessment Corp, a NJ Engineering firm) 400 DATE: 08/31/2018 DAPHNE A. GALVIN, P.E. ( IN FEET ) 1 Inch = 100 Ft. 611 Industrial Way West NJ PROFESSIONAL ENGINEER Lic. No. 24GE Suite A Eatontown, NJ NJ Certificate of Authorization No. 24GA Date 08/31/18 Scale:(H) 1: = 100 (V) Drawn dbs Designed DBS Tel.: Fax.: Checked Released SITUATED IN TOWNSHIP OF RIVER VALE & BOROUGH OF HILLSDALE, BERGEN COUNTY, NJ Job No Drawer Number Drawing Name: 01 Site Plan.dwg OF

165 WE 150 T BU LAND FFE S R DuoC DuoC A RED O O DuoB VE K DRI LD PP TA N A D A RO PIERMONT AVENUE MARK LANE RIV E RV AL E RO AD N PIERMONT AVENUE SOUTH PbuA W 1 E 5 BU TLA 0 FF ND ER S DuoD PIERMONT AVENUE DuuB GRAPHIC SCALE NO. DATE REVISION DRAWN CHKD RELD ( IN FEET ) 1 Inch = 100 Ft. (a DBA of Partner Assessment Corp, a NJ Engineering firm) DATE: 08/31/2018 DAPHNE A. GALVIN, P.E. 611 Industrial Way West NJ PROFESSIONAL ENGINEER Lic. No. 24GE Suite A Eatontown, NJ NJ Certificate of Authorization No. 24GA Date 08/31/18 Scale:(H) 1" = 100 (V) Drawn dbs Designed DBS Tel.: Fax.: Checked Released SITUATED IN TOWNSHIP OF RIVER VALE & BOROUGH OF HILLSDALE, BERGEN COUNTY, NJ Job No Drawer Number Drawing Name: 01 Site Plan.dwg OF