Jersey Walk Residential Development

907-931 East Jersey Street

City of Elizabeth Union County, NJ

Stormwater Management Report

May 15, 2017

Revised October 18, 2017 Revised July 9, 2020

Prepared for: CMT Developers, LLC 1950 Rutgers University Boulevard, Suite 102 Lakewood, NJ 08701 Prepared by:

60 Grand Avenue Englewood, NJ 07631

William R. Vogt Jr., PE NJ PE Lic. No. 24GE04690600 L2A Auth No. 24GA28130900

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1.0 Introduction  This Stormwater Management Report shall be part of the application for Preliminary and Final Site Plan for  Block  7,  Lot  312  in  the  City  of  Elizabeth, Union  County, New  Jersey,  being made  to  the  City  of Elizabeth Zoning Board of Adjustment.  This report describes the hydrologic and hydraulic analyses that were performed as part of the design of the proposed Residential Development located at 907‐931 East Jersey Street.  The applicant is proposing to  construct  one  (1)  mid‐rise  building  and  one  (1)  high‐rise  building  with  a  courtyard,  pedestrian walkways  and  recreational  areas.    The  analyses  and  stormwater  management  design  have  been performed  in  accordance with  the City of  Elizabeth ordinances  and  the NJ  Stormwater Management Rule.   2.0 Existing Conditions   The existing conditions study area (EX‐DA‐1) consists of the entire 5.41 acre tract area.   Under existing conditions,  the  site  is  currently vacant and  consists of a 7‐story hospital, a 4‐story parking deck, and dilapidated concrete surfaces with minimal areas of grass and landscaping.  Stormwater runoff from the site  is undetained and  tributary  to  the existing combination storm/sewer conveyance systems  located within the surrounding right‐of‐ways.  In accordance with the NJ Stormwater Best Practices Manual, and to properly calculate the times of concentration for the existing conditions, hydrographs for impervious (I) and pervious (P) areas were calculated separately, then combined to form a composite hydrograph.  The  runoff  curve  number  'CN'  value  calculated  for  the  impervious  surfaces  is  98  with  a  time  of concentration of 6.0 minutes.  The runoff curve number 'CN' value calculated for the pervious surfaces is 80 with a time of concentration of 6.0 minutes.  Supporting calculations are provided in this report.  The Existing Conditions peak runoff rates have been tabulated below:    

Table 2.1 Existing Conditions Peak Rate of Runoff (cfs)  

Storm Frequency  Existing Conditions 

2  16.94 

10  26.22 

100  44.24 

  3.0  Proposed Conditions  The proposed site  improvements  include the construction of two (2) residential buildings, a courtyard, pedestrian walkways and recreational areas.   The first residential building, Unit‐1,  is a 6‐story high‐rise located  in the northern portion of the site.   The second residential building, Unit‐2,  is 7‐story high rise located on the southern portion of the site.  The residential buildings propose 274 units and 497 parking spaces.  Under post‐development conditions, the site was divided into four (4) separate drainage areas.    In accordance with  the NJ  Stormwater Best Practices Manual, and  to properly  calculate  the  times of concentration for the various drainage areas, hydrographs for impervious (I) and pervious (P) areas were 

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calculated separately, then combined to form a composite hydrograph.  The following is a description of the proposed drainage areas.  Please refer to Proposed Drainage Area Map, DA‐02, in this report:  Proposed Conditions PR ‐DA‐1 Proposed  Conditions  Drainage  Area  1  (PR‐DA‐1  (I)  and  PR‐DA‐1  (P))  consists  of  1.68  acres  of  the proposed  development.    The  drainage  area  consists  of  the  existing  4‐story  parking  deck, grass/landscaped  areas  surrounding  the  development  with  portions  of  concrete  walkways.    The stormwater runoff flows undetained, off‐site, to the adjacent right‐of‐ways.  The analysis of the drainage area  has  been  divided  into  two  components:  a)  the  impervious  surfaces  (PR‐DA‐1  (I)),  and  b)  the pervious  surfaces  (PR‐DA‐1  (P)).    The  runoff  curve  number  ‘CN’  value  calculated  for  the  impervious surfaces  is 98 with a time of concentration of 6.0 minutes.   The  ‘CN’ value calculated for the pervious surfaces is 80 with a time of concentration of 6.0 minutes.  Supporting calculations are provided in this report.  Proposed Conditions PR‐DA‐2  The Proposed Conditions Drainage Area 2 (PR‐DA‐2) includes 0.17 acres of the proposed development.  The  drainage  area  consists  entirely  of  impervious  areas  including  the  roof  of  the  proposed  6‐story residential building located in the northern portion of the site.  The stormwater runoff is tributary to the underground detention basin (Subsurface Detention System #1)  located south of the building beneath the grass/landscaped area within the courtyard.  Flow from the detention basin is conveyed south to the proposed Subsurface Detention System #2.  A runoff curve number ‘CN’ value of 98 has been calculated for the Proposed Conditions Drainage Area, PR‐DA‐2.  The Time of Concentration has been calculated to be 6 minutes.  Supporting calculations are provided in this report.  Proposed Conditions PR‐DA‐3A  The  Proposed  Conditions  Drainage  Area  3A  (PR‐DA‐3A)  includes  0.69  acres  of  the  proposed development.    The  drainage  area  consists  entirely  of  impervious  areas  including  the  roof  of  the proposed 7‐story residential building and parking garage located in the southern portion of the site.  The stormwater  runoff  is  tributary  to  the underground detention basin  (Subsurface Detention System #2) located   north of the building beneath the grass/landscaped area within the courtyard.   Flow from the detention basin is conveyed west to the reconstructed 42" RCP combination storm/sewer line within the Reid Street right‐of‐way.  A runoff curve number ‘CN’ value of 98 has been calculated for the Proposed Conditions Drainage Area, PR‐DA‐3A.   The Time of Concentration has been calculated to be 6 minutes.  Supporting calculations are provided in this report.  Proposed Conditions PR ‐DA‐3B Proposed  Conditions  Drainage  Area  3B  (PR‐DA‐3B  (I)  and  PR‐DA‐3B  (P))  includes  2.86  acres  of  the proposed development.   The drainage area consists of grass/landscaped areas and concrete walkways within the courtyard of the development.   The stormwater runoff  is tributary to a series of yard  inlets that convey flow to the underground detention basin (Subsurface Detention System #2) located   north of the building beneath the grass/landscaped area within the courtyard.  Flow from the detention basin is  conveyed west  to  the  reconstructed 42" RCP  combination  storm/sewer  line within  the Reid  Street right‐of‐way.    The  analysis  of  the  drainage  area  has  been  divided  into  two  components:  a)  the impervious  surfaces  (PR‐DA‐3B  (I)),  and  b)  the  pervious  surfaces  (PR‐DA‐3B  (P)).    The  runoff  curve number  ‘CN’  value  calculated  for  the  impervious  surfaces  is  98 with  a  time  of  concentration  of  6.0 minutes.   The  ‘CN’ value calculated for the pervious surfaces  is 80 with a time of concentration of 6.0 minutes.  Supporting calculations are provided in this  4.0  Subsurface Detention Basin  

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Under  proposed  conditions,  the  site will  include  two  (2)  underground  stormwater  detention  basins.  Subsurface  Detention  System  #1 will  be  constructed  beneath  the  grass/landscaped  area within  the courtyard,  south  of  the  proposed  6‐story  residential  building  and  parking  deck.    The  underground system will be made of 8 rows of 48 LF 36" perforated pipes surrounded in a stone bed.  The basin will detain  flow  from Proposed Drainage Area 2  (PR‐DA‐2) before discharging  to  the proposed Subsurface Detention System #2 located to the south.  As shown in the attached analysis, the system will have the capacity to store up to approximately 6,324 cubic feet of runoff.  A  4' rectangular weir will allow flow to leave the system at a controlled rate.  The  second  detention  basin,  Subsurface  Detention  System  #2,  will  be  constructed  beneath  the grass/landscaped  area within  the  courtyard,  north  of  the  proposed  7‐story  residential  building  and parking  deck.    The  underground  system  will  be made  of  10  rows  of  120  LF  36"  perforated  pipes surrounded in a stone bed.  The basin will detain flow from Proposed Drainage Areas 3A and 3B (PR‐DA‐3A and PR‐DA‐3B) before discharging to the reconstructed 42" RCP combination storm/sewer line within the Reid Street  right‐of‐way.   As shown  in  the attached analysis,  the system will have  the capacity  to store up to approximately 17,093 cubic feet of runoff.  Two (2) circular orifices of 2.5" and 12" and a 4.5' rectangular weir allow flow to leave the system at a controlled rate.   5.0  Peak Runoff Rate Comparison  Under proposed conditions, the hydrographs generated by the discharge from the detention basins are combined with the runoff hydrograph from the areas of disturbance that will be undetained to produce an overall proposed conditions runoff hydrograph.  

Table 5.1 Peak Rate of Runoff Comparison (cfs)  

Storm Event 

Existing Conditions Peak Runoff Rate (cfs) 

Proposed Conditions Peak Runoff Rate (cfs) 

Change  (cfs) 

Percent of Existing 

2  16.94  7.28  ‐9.66  43% (OK) 

10  26.22  15.13  ‐11.09  58% (OK) 

100  44.24  31.42  ‐12.82  71% (OK) 

6.0  Hydrology  The stormwater analysis is based on the US Department of Agriculture Natural Resources Conservation Service Technical Release 55 (TR‐55) methodology for computing stormwater runoff.  The site consists of the following soil types:  

Urban Land  For the purposes of this analysis, we have considered the site, consisting entirely of Urban Land soils, to be Hydrologic Soil Group D soils.  A copy of the soils map from the NRCS Web Soil Survey is included in the Appendix  of  this  report.    The  following  runoff  curve  numbers were  chosen  for  the  existing  and proposed land uses:  

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Impervious Surfaces and Buildings    CN = 98 

Grass/ Landscaping      CN = 80  Time of Concentration (Tc) lines for each drainage area were developed based upon the topography of the drainage  area.    Segments  for each Tc  line were developed based upon  type of  flow  and  ground cover.     Overland flows of  less than 150 ft  in  length were calculated as sheet flow, and after 150 ft of sheet  flow,  the  flow was assumed  to be shallow concentrated  flow.   The average velocity  for shallow concentrated  flow  was  taken  from  Figure  3.1  of  Urban  Hydrology  for  Small Watersheds,  Technical Release No. 55.   7.0  Pipe Hydraulics  Post‐Development Conditions:  The  storm  sewer  system  has  been  designed  to  accommodate  the  25‐year  storm  event.   Manning's equation was used to calculate open channel flow in storm sewer pipes: 

 Q = 1.486  A R2/3 S1/2 

             n    Where:  Q = Discharge, in cubic feet per second (cfs)     n = Manning's roughness coefficient (see below)     A = Cross‐sectional area of pipe, in square feet (ft2)     R = Hydraulic Radius, in feet (ft)     S = Bottom Slope, in feet/foot (ft/FT)  Refer to the Appendix for DA‐03, Inlet Drainage Area Map and supporting calculations.  

8.0  Compliance with Current NJ Stormwater Management Rule  Water Quantity  In  accordance with NJAC  7:8‐5.4, which describe  Stormwater Runoff Quantity  Standards,  the project shall reduce the proposed conditions peak runoff rate by 50%, 75% and 80% for the 2‐year, 10‐year and 100‐year  storm events as  compared  to existing conditions.   As demonstrated  in Table 5.1 above,  the development will  reduce  peak  discharge  rates.    The  project  is  therefore  in  compliance with  the  NJ Stormwater Management Rule and the City of Elizabeth's municipal ordinances.  Water Quality  In accordance with current NJDEP rules and regulations, developments that do not create an additional ¼  acre  of  new  impervious,  are  not  subject  to  the  water  quality  standards  of  the  NJ  Stormwater Management Rule.    Since  the proposed development will  create  less  than ¼ acre of new  impervious surface, this standard does not apply.  Groundwater Recharge  

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In accordance with NJAC 7:8‐5.4, which describes Stormwater Recharge Standards: “This groundwater recharge requirement does not apply to projects within the urban redevelopment area."  The definition of Urban Redevelopment Area  includes areas of  the State within the Metropolitan Planning Area 1 as delineated on the State Plan Policy Map.  This project area falls within a Metropolitan Planning Area 1, therefore this requirement does not apply. 

Soil Map—Union County, New Jersey

Natural ResourcesConservation Service

Web Soil SurveyNational Cooperative Soil Survey

2/14/2017Page 1 of 3

4501

370

4501

430

4501

490

4501

550

4501

610

4501

670

4501

730

4501

790

4501

850

4501

370

4501

430

4501

490

4501

550

4501

610

4501

670

4501

730

4501

790

4501

850

567110 567170 567230 567290 567350 567410 567470

567110 567170 567230 567290 567350 567410 567470

40° 39' 53'' N74

° 1

2' 2

2'' W

40° 39' 53'' N

74° 1

2' 6

'' W

40° 39' 37'' N

74° 1

2' 2

2'' W

40° 39' 37'' N

74° 1

2' 6

'' W

N

Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS840 100 200 400 600

Feet0 35 70 140 210

MetersMap Scale: 1:2,450 if printed on A portrait (8.5" x 11") sheet.

Soil Map may not be valid at this scale.

MAP LEGEND MAP INFORMATION

Area of Interest (AOI)Area of Interest (AOI)

SoilsSoil Map Unit Polygons

Soil Map Unit Lines

Soil Map Unit Points

Special Point FeaturesBlowout

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 FeaturesStreams and Canals

TransportationRails

Interstate Highways

US Routes

Major Roads

Local Roads

BackgroundAerial Photography

The soil surveys that comprise your AOI were mapped at1:24,000.

Warning: Soil Map may not be valid at this scale.

Enlargement of maps beyond the scale of mapping can causemisunderstanding of the detail of mapping and accuracy of soilline placement. The maps do not show the small areas ofcontrasting soils that could have been shown at a more detailedscale.

Please rely on the bar scale on each map sheet for mapmeasurements.

Source of Map: Natural Resources Conservation ServiceWeb Soil Survey URL:Coordinate System: Web Mercator (EPSG:3857)

Maps from the Web Soil Survey are based on the Web Mercatorprojection, which preserves direction and shape but distortsdistance and area. A projection that preserves area, such as theAlbers equal-area conic projection, should be used if moreaccurate calculations of distance or area are required.

This product is generated from the USDA-NRCS certified data asof the version date(s) listed below.

Soil Survey Area: Union County, New JerseySurvey Area Data: Version 10, Sep 28, 2016

Soil map units are labeled (as space allows) for map scales1:50,000 or larger.

Date(s) aerial images were photographed: Aug 25, 2014—Sep27, 2014

The orthophoto or other base map on which the soil lines werecompiled and digitized probably differs from the backgroundimagery displayed on these maps. As a result, some minorshifting of map unit boundaries may be evident.

Soil Map—Union County, New Jersey

Natural ResourcesConservation Service

Web Soil SurveyNational Cooperative Soil Survey

2/14/2017Page 2 of 3

Map Unit Legend

Union County, New Jersey (NJ039)

Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI

UR Urban land 27.5 100.0%

Totals for Area of Interest 27.5 100.0%

Soil Map—Union County, New Jersey

Natural ResourcesConservation Service

Web Soil SurveyNational Cooperative Soil Survey

2/14/2017Page 3 of 3

Jers

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Res

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, NJ

Runoff Curve Number CN Calculations

Existing Conditions (Impervious)

Existing Conditions (Pervious)

EX‐DA‐1 (I)

EX‐DA‐1 (P)

Cover Type

Area (SF)

CN Value

Area x CN

Cover Type

Area (SF)

CN Value

Area x CN

Impervious

227,142

98

22,259,916

Impervious

098

0

Grass/Landscaping

080

0Grass/Landscaping

8,410

80

672,800

227,142

22,259,916

8,410

672,800

5.21

Ac.

0.19

Ac.

Weighted CN =

98

Weighted CN =

80

Proposed Conditions (Impervious)

Proposed Conditions (Pervious)

PR‐DA‐1 (I)

PR‐DA‐1 (P)

Cover Type

Area (SF)

CN Value

Area x CN

Cover Type

Area (SF)

CN Value

Area x CN

Impervious

33,909

98

3,323,082

Impervious

098

0

Grass/Landscaping

080

0Grass/Landscaping

39,153

80

3,132,240

33,909

3,323,082

39,153

3,132,240

0.78

Ac.

0.90

Ac.

Weighted CN =

98

Weighted CN =

80

PR‐DA‐2

Cover Type

Area (SF)

CN Value

Area x CN

Impervious

7,405

98

725,690

Grass/Landscaping

080

0

7,405

725,690

0.17

Ac.

Weighted CN =

98

Proposed Conditions (Impervious)

Proposed Conditions (Pervious)

PR‐DA‐3A

Cover Type

Area (SF)

CN Value

Area x CN

Impervious

30,133

98

2,953,034

Grass/Landscaping

080

0

30,133

2,953,034

0.69

Ac.

Weighted CN =

98

PR‐DA‐3B  (I)

PR‐DA‐3B (P)

Cover Type

Area (SF)

CN Value

Area x CN

Cover Type

Area (SF)

CN Value

Area x CN

Impervious

27,004

98

2,646,392

Impervious

098

0

Grass/Landscaping

080

0Grass/Landscaping

97,779

80

7,822,320

27,004

2,646,392

97,779

7,822,320

0.62

Ac.

2.24

Ac.

Weighted CN =

98

Weighted CN =

80

     

      

Existing & Proposed Conditions Hydrologic Model 

 

PROJECT:

DRAWING TITLE:

60 GRAND AVENUE

ENGLEWOOD. NJ 07631

201.227.0300 • 201.227.0001 (Fax) www.L2Alanddesign.com

New Jersey Certificate of Authorization

No. 24GA28130900

NJ Professional Engineer #24GE04690600

William R. Vogt Jr., P.E. DATE

JERSEY WALK

RESIDENTIAL DEVELOPMENT

907-931 EAST JERSEY STREET

CITY OF ELIZABETH

UNION COUNTY, NEW JERSEY

BLOCK: 7, LOT: 312

TAX MAP: BOOK 3, SHEET 18

07/09/20

EXISTING

DRAINAGE

AREA MAP

DA-01

6-STORY

PROPOSED

BUILDING (UNIT-2)

6-STORY

PROPOSED

BUILDING (UNIT-1)

(69 BICYCLE SPACES

WITHIN GARAGE)

PROJECT:

DRAWING TITLE:

60 GRAND AVENUE

ENGLEWOOD. NJ 07631

201.227.0300 • 201.227.0001 (Fax) www.L2Alanddesign.com

New Jersey Certificate of Authorization

No. 24GA28130900

NJ Professional Engineer #24GE04690600

William R. Vogt Jr., P.E. DATE

JERSEY WALK

RESIDENTIAL DEVELOPMENT

907-931 EAST JERSEY STREET

CITY OF ELIZABETH

UNION COUNTY, NEW JERSEY

BLOCK: 7, LOT: 312

TAX MAP: BOOK 3, SHEET 18

07/09/20

PROPOSED

DRAINAGE

AREA MAP

DA-02

1 2

3

4 5

6

7

8

9 10

11

12

13

14

15

16

1

Watershed Model SchematicHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020

Project: JERSEY WALK 07.09.2020.gpw Friday, 07 / 10 / 2020

Hyd. Origin Description

Legend

1 SCS Runoff EX-DA-1 (I)

2 SCS Runoff EX-DA-1 (P)

3 Combine EX-DA-1 COMBINED

4 SCS Runoff PR-DA-1 (I)

5 SCS Runoff PR-DA-1 (P)

6 Combine PR-DA-1 COMBINED

7 SCS Runoff PR-DA-2

8 SCS Runoff PR-DA-3A

9 SCS Runoff PR-DA-3B (I)

10 SCS Runoff PR-DA-3B (P)

11 Combine PR-DA-3B COMBINED

12 Combine PR-DA-3 COMBINED

13 Reservoir DETENTION SYSTEM #1

14 Combine TRIBUTARY TO BASIN #2

15 Reservoir DETENTION SYSTEM #2

16 Combine PROPOSED COMBINED

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 1

EX-DA-1 (I)

Hydrograph type = SCS Runoff Peak discharge = 16.60 cfsStorm frequency = 2 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 56,148 cuftDrainage area = 5.210 ac Curve number = 98Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 3.40 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

2

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

3.00 3.00

6.00 6.00

9.00 9.00

12.00 12.00

15.00 15.00

18.00 18.00

Q (cfs)

Time (hrs)

EX-DA-1 (I)Hyd. No. 1 -- 2 Year

Hyd No. 1

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 2

EX-DA-1 (P)

Hydrograph type = SCS Runoff Peak discharge = 0.335 cfsStorm frequency = 2 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 1,007 cuftDrainage area = 0.190 ac Curve number = 80Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 3.40 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

3

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

0.05 0.05

0.10 0.10

0.15 0.15

0.20 0.20

0.25 0.25

0.30 0.30

0.35 0.35

0.40 0.40

0.45 0.45

0.50 0.50

Q (cfs)

Time (hrs)

EX-DA-1 (P)Hyd. No. 2 -- 2 Year

Hyd No. 2

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 3

EX-DA-1 COMBINED

Hydrograph type = Combine Peak discharge = 16.94 cfsStorm frequency = 2 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 57,155 cuftInflow hyds. = 1, 2 Contrib. drain. area = 5.400 ac

4

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

3.00 3.00

6.00 6.00

9.00 9.00

12.00 12.00

15.00 15.00

18.00 18.00

Q (cfs)

Time (hrs)

EX-DA-1 COMBINEDHyd. No. 3 -- 2 Year

Hyd No. 3 Hyd No. 1 Hyd No. 2

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 4

PR-DA-1 (I)

Hydrograph type = SCS Runoff Peak discharge = 2.485 cfsStorm frequency = 2 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 8,406 cuftDrainage area = 0.780 ac Curve number = 98Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 3.40 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

5

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (hrs)

PR-DA-1 (I)Hyd. No. 4 -- 2 Year

Hyd No. 4

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 5

PR-DA-1 (P)

Hydrograph type = SCS Runoff Peak discharge = 1.587 cfsStorm frequency = 2 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 4,770 cuftDrainage area = 0.900 ac Curve number = 80Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 3.40 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

6

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (hrs)

PR-DA-1 (P)Hyd. No. 5 -- 2 Year

Hyd No. 5

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 6

PR-DA-1 COMBINED

Hydrograph type = Combine Peak discharge = 4.072 cfsStorm frequency = 2 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 13,176 cuftInflow hyds. = 4, 5 Contrib. drain. area = 1.680 ac

7

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

Q (cfs)

Time (hrs)

PR-DA-1 COMBINEDHyd. No. 6 -- 2 Year

Hyd No. 6 Hyd No. 4 Hyd No. 5

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 7

PR-DA-2

Hydrograph type = SCS Runoff Peak discharge = 0.542 cfsStorm frequency = 2 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 1,832 cuftDrainage area = 0.170 ac Curve number = 98Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 3.40 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

8

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (hrs)

PR-DA-2Hyd. No. 7 -- 2 Year

Hyd No. 7

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 8

PR-DA-3A

Hydrograph type = SCS Runoff Peak discharge = 2.199 cfsStorm frequency = 2 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 7,436 cuftDrainage area = 0.690 ac Curve number = 98Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 3.40 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

9

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (hrs)

PR-DA-3AHyd. No. 8 -- 2 Year

Hyd No. 8

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 9

PR-DA-3B (I)

Hydrograph type = SCS Runoff Peak discharge = 1.975 cfsStorm frequency = 2 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 6,682 cuftDrainage area = 0.620 ac Curve number = 98Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 3.40 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

10

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (hrs)

PR-DA-3B (I)Hyd. No. 9 -- 2 Year

Hyd No. 9

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 10

PR-DA-3B (P)

Hydrograph type = SCS Runoff Peak discharge = 3.950 cfsStorm frequency = 2 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 11,872 cuftDrainage area = 2.240 ac Curve number = 80Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 3.40 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

11

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (hrs)

PR-DA-3B (P)Hyd. No. 10 -- 2 Year

Hyd No. 10

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 11

PR-DA-3B COMBINED

Hydrograph type = Combine Peak discharge = 5.925 cfsStorm frequency = 2 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 18,554 cuftInflow hyds. = 9, 10 Contrib. drain. area = 2.860 ac

12

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

6.00 6.00

Q (cfs)

Time (hrs)

PR-DA-3B COMBINEDHyd. No. 11 -- 2 Year

Hyd No. 11 Hyd No. 9 Hyd No. 10

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 12

PR-DA-3 COMBINED

Hydrograph type = Combine Peak discharge = 8.124 cfsStorm frequency = 2 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 25,990 cuftInflow hyds. = 8, 11 Contrib. drain. area = 0.690 ac

13

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

10.00 10.00

Q (cfs)

Time (hrs)

PR-DA-3 COMBINEDHyd. No. 12 -- 2 Year

Hyd No. 12 Hyd No. 8 Hyd No. 11

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 13

DETENTION SYSTEM #1

Hydrograph type = Reservoir Peak discharge = 0.000 cfsStorm frequency = 2 yrs Time to peak = n/aTime interval = 2 min Hyd. volume = 0 cuftInflow hyd. No. = 7 - PR-DA-2 Max. Elevation = 18.69 ftReservoir name = DETENTION SYSTEM #1 Max. Storage = 1,832 cuft

Storage Indication method used.

14

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (hrs)

DETENTION SYSTEM #1Hyd. No. 13 -- 2 Year

Hyd No. 13 Hyd No. 7 Total storage used = 1,832 cuft

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 14

TRIBUTARY TO BASIN #2

Hydrograph type = Combine Peak discharge = 8.124 cfsStorm frequency = 2 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 25,990 cuftInflow hyds. = 12, 13 Contrib. drain. area = 0.000 ac

16

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

10.00 10.00

Q (cfs)

Time (hrs)

TRIBUTARY TO BASIN #2Hyd. No. 14 -- 2 Year

Hyd No. 14 Hyd No. 12 Hyd No. 13

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 15

DETENTION SYSTEM #2

Hydrograph type = Reservoir Peak discharge = 3.792 cfsStorm frequency = 2 yrs Time to peak = 12.20 hrsTime interval = 2 min Hyd. volume = 25,965 cuftInflow hyd. No. = 14 - TRIBUTARY TO BASIN #2Max. Elevation = 13.92 ftReservoir name = DETENTION SYSTEM #2 Max. Storage = 5,932 cuft

Storage Indication method used.

17

0 2 4 6 8 10 12 14 16 18 20 22 24 26 28

Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

10.00 10.00

Q (cfs)

Time (hrs)

DETENTION SYSTEM #2Hyd. No. 15 -- 2 Year

Hyd No. 15 Hyd No. 14 Total storage used = 5,932 cuft

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 16

PROPOSED COMBINED

Hydrograph type = Combine Peak discharge = 7.283 cfsStorm frequency = 2 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 39,141 cuftInflow hyds. = 6, 15 Contrib. drain. area = 0.000 ac

19

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

Q (cfs)

Time (hrs)

PROPOSED COMBINEDHyd. No. 16 -- 2 Year

Hyd No. 16 Hyd No. 6 Hyd No. 15

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 1

EX-DA-1 (I)

Hydrograph type = SCS Runoff Peak discharge = 25.56 cfsStorm frequency = 10 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 87,993 cuftDrainage area = 5.210 ac Curve number = 98Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 5.20 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

20

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

4.00 4.00

8.00 8.00

12.00 12.00

16.00 16.00

20.00 20.00

24.00 24.00

28.00 28.00

Q (cfs)

Time (hrs)

EX-DA-1 (I)Hyd. No. 1 -- 10 Year

Hyd No. 1

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 2

EX-DA-1 (P)

Hydrograph type = SCS Runoff Peak discharge = 0.663 cfsStorm frequency = 10 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 1,984 cuftDrainage area = 0.190 ac Curve number = 80Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 5.20 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

21

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (hrs)

EX-DA-1 (P)Hyd. No. 2 -- 10 Year

Hyd No. 2

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 3

EX-DA-1 COMBINED

Hydrograph type = Combine Peak discharge = 26.22 cfsStorm frequency = 10 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 89,977 cuftInflow hyds. = 1, 2 Contrib. drain. area = 5.400 ac

22

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

4.00 4.00

8.00 8.00

12.00 12.00

16.00 16.00

20.00 20.00

24.00 24.00

28.00 28.00

Q (cfs)

Time (hrs)

EX-DA-1 COMBINEDHyd. No. 3 -- 10 Year

Hyd No. 3 Hyd No. 1 Hyd No. 2

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 4

PR-DA-1 (I)

Hydrograph type = SCS Runoff Peak discharge = 3.826 cfsStorm frequency = 10 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 13,174 cuftDrainage area = 0.780 ac Curve number = 98Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 5.20 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

23

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (hrs)

PR-DA-1 (I)Hyd. No. 4 -- 10 Year

Hyd No. 4

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 5

PR-DA-1 (P)

Hydrograph type = SCS Runoff Peak discharge = 3.138 cfsStorm frequency = 10 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 9,397 cuftDrainage area = 0.900 ac Curve number = 80Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 5.20 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

24

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (hrs)

PR-DA-1 (P)Hyd. No. 5 -- 10 Year

Hyd No. 5

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 6

PR-DA-1 COMBINED

Hydrograph type = Combine Peak discharge = 6.964 cfsStorm frequency = 10 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 22,570 cuftInflow hyds. = 4, 5 Contrib. drain. area = 1.680 ac

25

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

6.00 6.00

7.00 7.00

Q (cfs)

Time (hrs)

PR-DA-1 COMBINEDHyd. No. 6 -- 10 Year

Hyd No. 6 Hyd No. 4 Hyd No. 5

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 7

PR-DA-2

Hydrograph type = SCS Runoff Peak discharge = 0.834 cfsStorm frequency = 10 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 2,871 cuftDrainage area = 0.170 ac Curve number = 98Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 5.20 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

26

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (hrs)

PR-DA-2Hyd. No. 7 -- 10 Year

Hyd No. 7

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 8

PR-DA-3A

Hydrograph type = SCS Runoff Peak discharge = 3.385 cfsStorm frequency = 10 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 11,654 cuftDrainage area = 0.690 ac Curve number = 98Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 5.20 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

27

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (hrs)

PR-DA-3AHyd. No. 8 -- 10 Year

Hyd No. 8

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 9

PR-DA-3B (I)

Hydrograph type = SCS Runoff Peak discharge = 3.041 cfsStorm frequency = 10 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 10,471 cuftDrainage area = 0.620 ac Curve number = 98Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 5.20 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

28

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (hrs)

PR-DA-3B (I)Hyd. No. 9 -- 10 Year

Hyd No. 9

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 10

PR-DA-3B (P)

Hydrograph type = SCS Runoff Peak discharge = 7.811 cfsStorm frequency = 10 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 23,388 cuftDrainage area = 2.240 ac Curve number = 80Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 5.20 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

29

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

Q (cfs)

Time (hrs)

PR-DA-3B (P)Hyd. No. 10 -- 10 Year

Hyd No. 10

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 11

PR-DA-3B COMBINED

Hydrograph type = Combine Peak discharge = 10.85 cfsStorm frequency = 10 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 33,859 cuftInflow hyds. = 9, 10 Contrib. drain. area = 2.860 ac

30

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

10.00 10.00

12.00 12.00

Q (cfs)

Time (hrs)

PR-DA-3B COMBINEDHyd. No. 11 -- 10 Year

Hyd No. 11 Hyd No. 9 Hyd No. 10

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 12

PR-DA-3 COMBINED

Hydrograph type = Combine Peak discharge = 14.24 cfsStorm frequency = 10 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 45,513 cuftInflow hyds. = 8, 11 Contrib. drain. area = 0.690 ac

31

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

3.00 3.00

6.00 6.00

9.00 9.00

12.00 12.00

15.00 15.00

Q (cfs)

Time (hrs)

PR-DA-3 COMBINEDHyd. No. 12 -- 10 Year

Hyd No. 12 Hyd No. 8 Hyd No. 11

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 13

DETENTION SYSTEM #1

Hydrograph type = Reservoir Peak discharge = 0.000 cfsStorm frequency = 10 yrs Time to peak = n/aTime interval = 2 min Hyd. volume = 0 cuftInflow hyd. No. = 7 - PR-DA-2 Max. Elevation = 19.33 ftReservoir name = DETENTION SYSTEM #1 Max. Storage = 2,871 cuft

Storage Indication method used.

32

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (hrs)

DETENTION SYSTEM #1Hyd. No. 13 -- 10 Year

Hyd No. 13 Hyd No. 7 Total storage used = 2,871 cuft

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 14

TRIBUTARY TO BASIN #2

Hydrograph type = Combine Peak discharge = 14.24 cfsStorm frequency = 10 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 45,513 cuftInflow hyds. = 12, 13 Contrib. drain. area = 0.000 ac

33

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

3.00 3.00

6.00 6.00

9.00 9.00

12.00 12.00

15.00 15.00

Q (cfs)

Time (hrs)

TRIBUTARY TO BASIN #2Hyd. No. 14 -- 10 Year

Hyd No. 14 Hyd No. 12 Hyd No. 13

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 15

DETENTION SYSTEM #2

Hydrograph type = Reservoir Peak discharge = 9.740 cfsStorm frequency = 10 yrs Time to peak = 12.13 hrsTime interval = 2 min Hyd. volume = 45,488 cuftInflow hyd. No. = 14 - TRIBUTARY TO BASIN #2Max. Elevation = 14.52 ftReservoir name = DETENTION SYSTEM #2 Max. Storage = 8,634 cuft

Storage Indication method used.

34

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

3.00 3.00

6.00 6.00

9.00 9.00

12.00 12.00

15.00 15.00

Q (cfs)

Time (hrs)

DETENTION SYSTEM #2Hyd. No. 15 -- 10 Year

Hyd No. 15 Hyd No. 14 Total storage used = 8,634 cuft

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 16

PROPOSED COMBINED

Hydrograph type = Combine Peak discharge = 15.13 cfsStorm frequency = 10 yrs Time to peak = 12.10 hrsTime interval = 2 min Hyd. volume = 68,058 cuftInflow hyds. = 6, 15 Contrib. drain. area = 0.000 ac

35

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

3.00 3.00

6.00 6.00

9.00 9.00

12.00 12.00

15.00 15.00

18.00 18.00

Q (cfs)

Time (hrs)

PROPOSED COMBINEDHyd. No. 16 -- 10 Year

Hyd No. 16 Hyd No. 6 Hyd No. 15

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 1

EX-DA-1 (I)

Hydrograph type = SCS Runoff Peak discharge = 42.90 cfsStorm frequency = 100 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 149,995 cuftDrainage area = 5.210 ac Curve number = 98Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 8.70 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

36

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

10.00 10.00

20.00 20.00

30.00 30.00

40.00 40.00

50.00 50.00

Q (cfs)

Time (hrs)

EX-DA-1 (I)Hyd. No. 1 -- 100 Year

Hyd No. 1

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 2

EX-DA-1 (P)

Hydrograph type = SCS Runoff Peak discharge = 1.327 cfsStorm frequency = 100 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 4,063 cuftDrainage area = 0.190 ac Curve number = 80Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 8.70 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

37

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (hrs)

EX-DA-1 (P)Hyd. No. 2 -- 100 Year

Hyd No. 2

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 3

EX-DA-1 COMBINED

Hydrograph type = Combine Peak discharge = 44.23 cfsStorm frequency = 100 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 154,058 cuftInflow hyds. = 1, 2 Contrib. drain. area = 5.400 ac

38

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

10.00 10.00

20.00 20.00

30.00 30.00

40.00 40.00

50.00 50.00

Q (cfs)

Time (hrs)

EX-DA-1 COMBINEDHyd. No. 3 -- 100 Year

Hyd No. 3 Hyd No. 1 Hyd No. 2

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 4

PR-DA-1 (I)

Hydrograph type = SCS Runoff Peak discharge = 6.423 cfsStorm frequency = 100 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 22,456 cuftDrainage area = 0.780 ac Curve number = 98Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 8.70 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

39

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

6.00 6.00

7.00 7.00

Q (cfs)

Time (hrs)

PR-DA-1 (I)Hyd. No. 4 -- 100 Year

Hyd No. 4

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 5

PR-DA-1 (P)

Hydrograph type = SCS Runoff Peak discharge = 6.285 cfsStorm frequency = 100 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 19,247 cuftDrainage area = 0.900 ac Curve number = 80Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 8.70 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

40

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

6.00 6.00

7.00 7.00

Q (cfs)

Time (hrs)

PR-DA-1 (P)Hyd. No. 5 -- 100 Year

Hyd No. 5

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 6

PR-DA-1 COMBINED

Hydrograph type = Combine Peak discharge = 12.71 cfsStorm frequency = 100 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 41,703 cuftInflow hyds. = 4, 5 Contrib. drain. area = 1.680 ac

41

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

10.00 10.00

12.00 12.00

14.00 14.00

Q (cfs)

Time (hrs)

PR-DA-1 COMBINEDHyd. No. 6 -- 100 Year

Hyd No. 6 Hyd No. 4 Hyd No. 5

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 7

PR-DA-2

Hydrograph type = SCS Runoff Peak discharge = 1.400 cfsStorm frequency = 100 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 4,894 cuftDrainage area = 0.170 ac Curve number = 98Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 8.70 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

42

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (hrs)

PR-DA-2Hyd. No. 7 -- 100 Year

Hyd No. 7

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 8

PR-DA-3A

Hydrograph type = SCS Runoff Peak discharge = 5.682 cfsStorm frequency = 100 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 19,865 cuftDrainage area = 0.690 ac Curve number = 98Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 8.70 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

43

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

6.00 6.00

Q (cfs)

Time (hrs)

PR-DA-3AHyd. No. 8 -- 100 Year

Hyd No. 8

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 9

PR-DA-3B (I)

Hydrograph type = SCS Runoff Peak discharge = 5.105 cfsStorm frequency = 100 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 17,850 cuftDrainage area = 0.620 ac Curve number = 98Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 8.70 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

44

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

6.00 6.00

Q (cfs)

Time (hrs)

PR-DA-3B (I)Hyd. No. 9 -- 100 Year

Hyd No. 9

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 10

PR-DA-3B (P)

Hydrograph type = SCS Runoff Peak discharge = 15.64 cfsStorm frequency = 100 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 47,904 cuftDrainage area = 2.240 ac Curve number = 80Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 8.70 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

45

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

3.00 3.00

6.00 6.00

9.00 9.00

12.00 12.00

15.00 15.00

18.00 18.00

Q (cfs)

Time (hrs)

PR-DA-3B (P)Hyd. No. 10 -- 100 Year

Hyd No. 10

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 11

PR-DA-3B COMBINED

Hydrograph type = Combine Peak discharge = 20.75 cfsStorm frequency = 100 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 65,753 cuftInflow hyds. = 9, 10 Contrib. drain. area = 2.860 ac

46

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

3.00 3.00

6.00 6.00

9.00 9.00

12.00 12.00

15.00 15.00

18.00 18.00

21.00 21.00

Q (cfs)

Time (hrs)

PR-DA-3B COMBINEDHyd. No. 11 -- 100 Year

Hyd No. 11 Hyd No. 9 Hyd No. 10

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 12

PR-DA-3 COMBINED

Hydrograph type = Combine Peak discharge = 26.43 cfsStorm frequency = 100 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 85,618 cuftInflow hyds. = 8, 11 Contrib. drain. area = 0.690 ac

47

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

4.00 4.00

8.00 8.00

12.00 12.00

16.00 16.00

20.00 20.00

24.00 24.00

28.00 28.00

Q (cfs)

Time (hrs)

PR-DA-3 COMBINEDHyd. No. 12 -- 100 Year

Hyd No. 12 Hyd No. 8 Hyd No. 11

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 13

DETENTION SYSTEM #1

Hydrograph type = Reservoir Peak discharge = 0.000 cfsStorm frequency = 100 yrs Time to peak = n/aTime interval = 2 min Hyd. volume = 0 cuftInflow hyd. No. = 7 - PR-DA-2 Max. Elevation = 20.58 ftReservoir name = DETENTION SYSTEM #1 Max. Storage = 4,894 cuft

Storage Indication method used.

48

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (hrs)

DETENTION SYSTEM #1Hyd. No. 13 -- 100 Year

Hyd No. 13 Hyd No. 7 Total storage used = 4,894 cuft

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 14

TRIBUTARY TO BASIN #2

Hydrograph type = Combine Peak discharge = 26.43 cfsStorm frequency = 100 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 85,618 cuftInflow hyds. = 12, 13 Contrib. drain. area = 0.000 ac

49

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

4.00 4.00

8.00 8.00

12.00 12.00

16.00 16.00

20.00 20.00

24.00 24.00

28.00 28.00

Q (cfs)

Time (hrs)

TRIBUTARY TO BASIN #2Hyd. No. 14 -- 100 Year

Hyd No. 14 Hyd No. 12 Hyd No. 13

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 15

DETENTION SYSTEM #2

Hydrograph type = Reservoir Peak discharge = 20.31 cfsStorm frequency = 100 yrs Time to peak = 12.13 hrsTime interval = 2 min Hyd. volume = 85,593 cuftInflow hyd. No. = 14 - TRIBUTARY TO BASIN #2Max. Elevation = 15.34 ftReservoir name = DETENTION SYSTEM #2 Max. Storage = 12,134 cuft

Storage Indication method used.

50

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

4.00 4.00

8.00 8.00

12.00 12.00

16.00 16.00

20.00 20.00

24.00 24.00

28.00 28.00

Q (cfs)

Time (hrs)

DETENTION SYSTEM #2Hyd. No. 15 -- 100 Year

Hyd No. 15 Hyd No. 14 Total storage used = 12,134 cuft

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 16

PROPOSED COMBINED

Hydrograph type = Combine Peak discharge = 31.42 cfsStorm frequency = 100 yrs Time to peak = 12.10 hrsTime interval = 2 min Hyd. volume = 127,296 cuftInflow hyds. = 6, 15 Contrib. drain. area = 0.000 ac

51

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

5.00 5.00

10.00 10.00

15.00 15.00

20.00 20.00

25.00 25.00

30.00 30.00

35.00 35.00

Q (cfs)

Time (hrs)

PROPOSED COMBINEDHyd. No. 16 -- 100 Year

Hyd No. 16 Hyd No. 6 Hyd No. 15

  

    

Pond Reports 

Pond Report 15

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Pond No. 6 - DETENTION SYSTEM #1

Pond DataUG Chambers -Invert elev. = 18.00 ft, Rise x Span = 3.00 x 3.00 ft, Barrel Len = 444.00 ft, No. Barrels = 1, Slope = 0.00%, Headers = NoEncasement -Invert elev. = 17.00 ft, Width = 5.00 ft, Height = 5.00 ft, Voids = 40.00%

Stage / Storage TableStage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)

0.00 17.00 n/a 0 00.50 17.50 n/a 444 4441.00 18.00 n/a 444 8881.50 18.50 n/a 651 1,5392.00 19.00 n/a 787 2,3262.50 19.50 n/a 836 3,1623.00 20.00 n/a 836 3,9993.50 20.50 n/a 787 4,7864.00 21.00 n/a 650 5,4364.50 21.50 n/a 444 5,8805.00 22.00 n/a 444 6,324

Culvert / Orifice Structures Weir Structures

[A] [B] [C] [PrfRsr] [A] [B] [C] [D]

Rise (in) = 15.00 0.00 0.00 0.00

Span (in) = 15.00 0.00 0.00 0.00

No. Barrels = 1 0 0 0

Invert El. (ft) = 17.42 0.00 0.00 0.00

Length (ft) = 167.00 0.00 0.00 0.00

Slope (%) = 1.00 0.00 0.00 n/a

N-Value = .013 .013 .013 n/a

Orifice Coeff. = 0.60 0.60 0.60 0.60

Multi-Stage = n/a No No No

Crest Len (ft) = 4.50 0.00 0.00 0.00

Crest El. (ft) = 21.00 0.00 0.00 0.00

Weir Coeff. = 3.33 3.33 3.33 3.33

Weir Type = Rect --- --- ---

Multi-Stage = Yes No No No

Exfil.(in/hr) = 0.000 (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).

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00

Stage (ft)

0.00 17.00

1.00 18.00

2.00 19.00

3.00 20.00

4.00 21.00

5.00 22.00

Elev (ft)

Discharge (cfs)

Stage / Discharge

Total Q

Pond Report 18

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Pond No. 7 - DETENTION SYSTEM #2

Pond DataUG Chambers -Invert elev. = 13.00 ft, Rise x Span = 3.00 x 3.00 ft, Barrel Len = 1200.00 ft, No. Barrels = 1, Slope = 0.00%, Headers = NoEncasement -Invert elev. = 12.00 ft, Width = 5.00 ft, Height = 5.00 ft, Voids = 40.00%

Stage / Storage TableStage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)

0.00 12.00 n/a 0 00.50 12.50 n/a 1,200 1,2001.00 13.00 n/a 1,200 2,4001.50 13.50 n/a 1,759 4,1592.00 14.00 n/a 2,127 6,2862.50 14.50 n/a 2,261 8,5473.00 15.00 n/a 2,260 10,8073.50 15.50 n/a 2,128 12,9354.00 16.00 n/a 1,757 14,6924.50 16.50 n/a 1,200 15,8935.00 17.00 n/a 1,200 17,093

Culvert / Orifice Structures Weir Structures

[A] [B] [C] [PrfRsr] [A] [B] [C] [D]

Rise (in) = 24.00 2.50 12.00 0.00

Span (in) = 24.00 2.50 12.00 0.00

No. Barrels = 1 1 1 0

Invert El. (ft) = 12.00 12.00 12.50 0.00

Length (ft) = 97.00 0.00 0.00 0.00

Slope (%) = 1.00 0.00 0.00 n/a

N-Value = .013 .013 .013 n/a

Orifice Coeff. = 0.60 0.60 0.60 0.60

Multi-Stage = n/a Yes Yes No

Crest Len (ft) = 4.50 0.00 0.00 0.00

Crest El. (ft) = 14.00 0.00 0.00 0.00

Weir Coeff. = 3.33 3.33 3.33 3.33

Weir Type = Rect --- --- ---

Multi-Stage = Yes No No No

Exfil.(in/hr) = 0.000 (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).

0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00

Stage (ft)

0.00 12.00

1.00 13.00

2.00 14.00

3.00 15.00

4.00 16.00

5.00 17.00

Elev (ft)

Discharge (cfs)

Stage / Discharge

Total Q

      

Emergency Spillway Analysis                               

1 2 3 4

5

6

7

8

9

1

Watershed Model SchematicHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020

Project: FAILURE JERSEY WALK 7.9.2020.gpw Friday, 07 / 10 / 2020

Hyd. Origin Description

Legend

1 SCS Runoff PR-DA-2

2 SCS Runoff PR-DA-3A

3 SCS Runoff PR-DA-3B (I)

4 SCS Runoff PR-DA-3B (P)

5 Combine PR-DA-3B COMBINED

6 Combine PR-DA-3 COMBINED

7 Reservoir DETENTION SYSTEM #1

8 Combine TRIBUTARY TO BASIN #2

9 Reservoir DETENTION SYSTEM #2

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 1

PR-DA-2

Hydrograph type = SCS Runoff Peak discharge = 0.542 cfsStorm frequency = 2 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 1,832 cuftDrainage area = 0.170 ac Curve number = 98Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 3.40 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

2

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (hrs)

PR-DA-2Hyd. No. 1 -- 2 Year

Hyd No. 1

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 2

PR-DA-3A

Hydrograph type = SCS Runoff Peak discharge = 2.199 cfsStorm frequency = 2 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 7,436 cuftDrainage area = 0.690 ac Curve number = 98Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 3.40 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

3

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

Q (cfs)

Time (hrs)

PR-DA-3AHyd. No. 2 -- 2 Year

Hyd No. 2

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 3

PR-DA-3B (I)

Hydrograph type = SCS Runoff Peak discharge = 1.975 cfsStorm frequency = 2 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 6,682 cuftDrainage area = 0.620 ac Curve number = 98Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 3.40 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

4

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (hrs)

PR-DA-3B (I)Hyd. No. 3 -- 2 Year

Hyd No. 3

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 4

PR-DA-3B (P)

Hydrograph type = SCS Runoff Peak discharge = 3.950 cfsStorm frequency = 2 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 11,872 cuftDrainage area = 2.240 ac Curve number = 80Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 3.40 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

5

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (hrs)

PR-DA-3B (P)Hyd. No. 4 -- 2 Year

Hyd No. 4

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 5

PR-DA-3B COMBINED

Hydrograph type = Combine Peak discharge = 5.925 cfsStorm frequency = 2 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 18,554 cuftInflow hyds. = 3, 4 Contrib. drain. area = 2.860 ac

6

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

6.00 6.00

Q (cfs)

Time (hrs)

PR-DA-3B COMBINEDHyd. No. 5 -- 2 Year

Hyd No. 5 Hyd No. 3 Hyd No. 4

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 6

PR-DA-3 COMBINED

Hydrograph type = Combine Peak discharge = 8.124 cfsStorm frequency = 2 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 25,990 cuftInflow hyds. = 2, 5 Contrib. drain. area = 0.690 ac

7

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

10.00 10.00

Q (cfs)

Time (hrs)

PR-DA-3 COMBINEDHyd. No. 6 -- 2 Year

Hyd No. 6 Hyd No. 2 Hyd No. 5

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 7

DETENTION SYSTEM #1

Hydrograph type = Reservoir Peak discharge = 0.485 cfsStorm frequency = 2 yrs Time to peak = 12.10 hrsTime interval = 2 min Hyd. volume = 1,832 cuftInflow hyd. No. = 1 - PR-DA-2 Max. Elevation = 21.10 ftReservoir name = FAILURE SYSTEM #1 Max. Storage = 90 cuft

Storage Indication method used.

8

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (hrs)

DETENTION SYSTEM #1Hyd. No. 7 -- 2 Year

Hyd No. 7 Hyd No. 1 Total storage used = 90 cuft

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 8

TRIBUTARY TO BASIN #2

Hydrograph type = Combine Peak discharge = 8.577 cfsStorm frequency = 2 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 27,822 cuftInflow hyds. = 6, 7 Contrib. drain. area = 0.000 ac

10

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

10.00 10.00

Q (cfs)

Time (hrs)

TRIBUTARY TO BASIN #2Hyd. No. 8 -- 2 Year

Hyd No. 8 Hyd No. 6 Hyd No. 7

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 9

DETENTION SYSTEM #2

Hydrograph type = Reservoir Peak discharge = 7.676 cfsStorm frequency = 2 yrs Time to peak = 12.10 hrsTime interval = 2 min Hyd. volume = 27,821 cuftInflow hyd. No. = 8 - TRIBUTARY TO BASIN #2Max. Elevation = 14.64 ftReservoir name = FAILURE SYSTEM #2 Max. Storage = 1,813 cuft

Storage Indication method used.

11

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

10.00 10.00

Q (cfs)

Time (hrs)

DETENTION SYSTEM #2Hyd. No. 9 -- 2 Year

Hyd No. 9 Hyd No. 8 Total storage used = 1,813 cuft

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 1

PR-DA-2

Hydrograph type = SCS Runoff Peak discharge = 0.834 cfsStorm frequency = 10 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 2,871 cuftDrainage area = 0.170 ac Curve number = 98Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 5.20 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

13

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (hrs)

PR-DA-2Hyd. No. 1 -- 10 Year

Hyd No. 1

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 2

PR-DA-3A

Hydrograph type = SCS Runoff Peak discharge = 3.385 cfsStorm frequency = 10 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 11,654 cuftDrainage area = 0.690 ac Curve number = 98Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 5.20 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

14

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (hrs)

PR-DA-3AHyd. No. 2 -- 10 Year

Hyd No. 2

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 3

PR-DA-3B (I)

Hydrograph type = SCS Runoff Peak discharge = 3.041 cfsStorm frequency = 10 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 10,471 cuftDrainage area = 0.620 ac Curve number = 98Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 5.20 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

15

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

Q (cfs)

Time (hrs)

PR-DA-3B (I)Hyd. No. 3 -- 10 Year

Hyd No. 3

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 4

PR-DA-3B (P)

Hydrograph type = SCS Runoff Peak discharge = 7.811 cfsStorm frequency = 10 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 23,388 cuftDrainage area = 2.240 ac Curve number = 80Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 5.20 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

16

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

Q (cfs)

Time (hrs)

PR-DA-3B (P)Hyd. No. 4 -- 10 Year

Hyd No. 4

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 5

PR-DA-3B COMBINED

Hydrograph type = Combine Peak discharge = 10.85 cfsStorm frequency = 10 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 33,859 cuftInflow hyds. = 3, 4 Contrib. drain. area = 2.860 ac

17

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

2.00 2.00

4.00 4.00

6.00 6.00

8.00 8.00

10.00 10.00

12.00 12.00

Q (cfs)

Time (hrs)

PR-DA-3B COMBINEDHyd. No. 5 -- 10 Year

Hyd No. 5 Hyd No. 3 Hyd No. 4

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 6

PR-DA-3 COMBINED

Hydrograph type = Combine Peak discharge = 14.24 cfsStorm frequency = 10 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 45,513 cuftInflow hyds. = 2, 5 Contrib. drain. area = 0.690 ac

18

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

3.00 3.00

6.00 6.00

9.00 9.00

12.00 12.00

15.00 15.00

Q (cfs)

Time (hrs)

PR-DA-3 COMBINEDHyd. No. 6 -- 10 Year

Hyd No. 6 Hyd No. 2 Hyd No. 5

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 7

DETENTION SYSTEM #1

Hydrograph type = Reservoir Peak discharge = 0.783 cfsStorm frequency = 10 yrs Time to peak = 12.10 hrsTime interval = 2 min Hyd. volume = 2,871 cuftInflow hyd. No. = 1 - PR-DA-2 Max. Elevation = 21.14 ftReservoir name = FAILURE SYSTEM #1 Max. Storage = 120 cuft

Storage Indication method used.

19

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

0.10 0.10

0.20 0.20

0.30 0.30

0.40 0.40

0.50 0.50

0.60 0.60

0.70 0.70

0.80 0.80

0.90 0.90

1.00 1.00

Q (cfs)

Time (hrs)

DETENTION SYSTEM #1Hyd. No. 7 -- 10 Year

Hyd No. 7 Hyd No. 1 Total storage used = 120 cuft

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 8

TRIBUTARY TO BASIN #2

Hydrograph type = Combine Peak discharge = 15.01 cfsStorm frequency = 10 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 48,384 cuftInflow hyds. = 6, 7 Contrib. drain. area = 0.000 ac

20

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

3.00 3.00

6.00 6.00

9.00 9.00

12.00 12.00

15.00 15.00

18.00 18.00

Q (cfs)

Time (hrs)

TRIBUTARY TO BASIN #2Hyd. No. 8 -- 10 Year

Hyd No. 8 Hyd No. 6 Hyd No. 7

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 9

DETENTION SYSTEM #2

Hydrograph type = Reservoir Peak discharge = 13.65 cfsStorm frequency = 10 yrs Time to peak = 12.10 hrsTime interval = 2 min Hyd. volume = 48,383 cuftInflow hyd. No. = 8 - TRIBUTARY TO BASIN #2Max. Elevation = 14.95 ftReservoir name = FAILURE SYSTEM #2 Max. Storage = 2,704 cuft

Storage Indication method used.

21

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

3.00 3.00

6.00 6.00

9.00 9.00

12.00 12.00

15.00 15.00

18.00 18.00

Q (cfs)

Time (hrs)

DETENTION SYSTEM #2Hyd. No. 9 -- 10 Year

Hyd No. 9 Hyd No. 8 Total storage used = 2,704 cuft

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 1

PR-DA-2

Hydrograph type = SCS Runoff Peak discharge = 1.400 cfsStorm frequency = 100 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 4,894 cuftDrainage area = 0.170 ac Curve number = 98Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 8.70 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

22

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (hrs)

PR-DA-2Hyd. No. 1 -- 100 Year

Hyd No. 1

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 2

PR-DA-3A

Hydrograph type = SCS Runoff Peak discharge = 5.682 cfsStorm frequency = 100 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 19,865 cuftDrainage area = 0.690 ac Curve number = 98Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 8.70 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

23

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

6.00 6.00

Q (cfs)

Time (hrs)

PR-DA-3AHyd. No. 2 -- 100 Year

Hyd No. 2

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 3

PR-DA-3B (I)

Hydrograph type = SCS Runoff Peak discharge = 5.105 cfsStorm frequency = 100 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 17,850 cuftDrainage area = 0.620 ac Curve number = 98Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 8.70 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

24

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

3.00 3.00

4.00 4.00

5.00 5.00

6.00 6.00

Q (cfs)

Time (hrs)

PR-DA-3B (I)Hyd. No. 3 -- 100 Year

Hyd No. 3

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 4

PR-DA-3B (P)

Hydrograph type = SCS Runoff Peak discharge = 15.64 cfsStorm frequency = 100 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 47,904 cuftDrainage area = 2.240 ac Curve number = 80Basin Slope = 0.0 % Hydraulic length = 0 ftTc method = User Time of conc. (Tc) = 6.00 minTotal precip. = 8.70 in Distribution = Type IIIStorm duration = 24 hrs Shape factor = 484

25

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

3.00 3.00

6.00 6.00

9.00 9.00

12.00 12.00

15.00 15.00

18.00 18.00

Q (cfs)

Time (hrs)

PR-DA-3B (P)Hyd. No. 4 -- 100 Year

Hyd No. 4

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 5

PR-DA-3B COMBINED

Hydrograph type = Combine Peak discharge = 20.75 cfsStorm frequency = 100 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 65,753 cuftInflow hyds. = 3, 4 Contrib. drain. area = 2.860 ac

26

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

3.00 3.00

6.00 6.00

9.00 9.00

12.00 12.00

15.00 15.00

18.00 18.00

21.00 21.00

Q (cfs)

Time (hrs)

PR-DA-3B COMBINEDHyd. No. 5 -- 100 Year

Hyd No. 5 Hyd No. 3 Hyd No. 4

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 6

PR-DA-3 COMBINED

Hydrograph type = Combine Peak discharge = 26.43 cfsStorm frequency = 100 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 85,618 cuftInflow hyds. = 2, 5 Contrib. drain. area = 0.690 ac

27

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

4.00 4.00

8.00 8.00

12.00 12.00

16.00 16.00

20.00 20.00

24.00 24.00

28.00 28.00

Q (cfs)

Time (hrs)

PR-DA-3 COMBINEDHyd. No. 6 -- 100 Year

Hyd No. 6 Hyd No. 2 Hyd No. 5

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 7

DETENTION SYSTEM #1

Hydrograph type = Reservoir Peak discharge = 1.315 cfsStorm frequency = 100 yrs Time to peak = 12.10 hrsTime interval = 2 min Hyd. volume = 4,894 cuftInflow hyd. No. = 1 - PR-DA-2 Max. Elevation = 21.20 ftReservoir name = FAILURE SYSTEM #1 Max. Storage = 175 cuft

Storage Indication method used.

28

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

1.00 1.00

2.00 2.00

Q (cfs)

Time (hrs)

DETENTION SYSTEM #1Hyd. No. 7 -- 100 Year

Hyd No. 7 Hyd No. 1 Total storage used = 175 cuft

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 8

TRIBUTARY TO BASIN #2

Hydrograph type = Combine Peak discharge = 27.73 cfsStorm frequency = 100 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 90,512 cuftInflow hyds. = 6, 7 Contrib. drain. area = 0.000 ac

29

0 2 4 6 8 10 12 14 16 18 20 22 24

Q (cfs)

0.00 0.00

4.00 4.00

8.00 8.00

12.00 12.00

16.00 16.00

20.00 20.00

24.00 24.00

28.00 28.00

Q (cfs)

Time (hrs)

TRIBUTARY TO BASIN #2Hyd. No. 8 -- 100 Year

Hyd No. 8 Hyd No. 6 Hyd No. 7

Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Hyd. No. 9

DETENTION SYSTEM #2

Hydrograph type = Reservoir Peak discharge = 23.04 cfsStorm frequency = 100 yrs Time to peak = 12.10 hrsTime interval = 2 min Hyd. volume = 90,512 cuftInflow hyd. No. = 8 - TRIBUTARY TO BASIN #2Max. Elevation = 15.79 ftReservoir name = FAILURE SYSTEM #2 Max. Storage = 4,998 cuft

Storage Indication method used.

30

0 2 4 6 8 10 12 14 16 18 20 22 24 26

Q (cfs)

0.00 0.00

4.00 4.00

8.00 8.00

12.00 12.00

16.00 16.00

20.00 20.00

24.00 24.00

28.00 28.00

Q (cfs)

Time (hrs)

DETENTION SYSTEM #2Hyd. No. 9 -- 100 Year

Hyd No. 9 Hyd No. 8 Total storage used = 4,998 cuft

  

    

Pond Reports 

Pond Report 9

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Pond No. 9 - FAILURE SYSTEM #1

Pond DataPond storage is based on user-defined values.

Stage / Storage TableStage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)

0.00 21.00 n/a 0 01.00 22.00 n/a 888 888

Culvert / Orifice Structures Weir Structures

[A] [B] [C] [PrfRsr] [A] [B] [C] [D]

Rise (in) = 15.00 0.00 0.00 0.00

Span (in) = 15.00 0.00 0.00 0.00

No. Barrels = 1 0 0 0

Invert El. (ft) = 17.42 0.00 0.00 0.00

Length (ft) = 167.00 0.00 0.00 0.00

Slope (%) = 1.00 0.00 0.00 n/a

N-Value = .013 .013 .013 n/a

Orifice Coeff. = 0.60 0.60 0.60 0.60

Multi-Stage = n/a No No No

Crest Len (ft) = 4.50 0.00 0.00 0.00

Crest El. (ft) = 21.00 0.00 0.00 0.00

Weir Coeff. = 3.33 3.33 3.33 3.33

Weir Type = Rect --- --- ---

Multi-Stage = Yes No No No

Exfil.(in/hr) = 0.000 (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).

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00

Stage (ft)

0.00 21.00

0.10 21.10

0.20 21.20

0.30 21.30

0.40 21.40

0.50 21.50

0.60 21.60

0.70 21.70

0.80 21.80

0.90 21.90

1.00 22.00

Elev (ft)

Discharge (cfs)

Stage / Discharge

Total Q

Pond Report 12

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 07 / 10 / 2020

Pond No. 10 - FAILURE SYSTEM #2

Pond DataPond storage is based on user-defined values.

Stage / Storage TableStage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)

0.00 14.00 n/a 0 03.00 17.00 n/a 8,544 8,544

Culvert / Orifice Structures Weir Structures

[A] [B] [C] [PrfRsr] [A] [B] [C] [D]

Rise (in) = 24.00 Inactive Inactive 0.00

Span (in) = 24.00 2.50 12.00 0.00

No. Barrels = 1 1 1 0

Invert El. (ft) = 12.00 12.00 12.50 0.00

Length (ft) = 97.00 0.00 0.00 0.00

Slope (%) = 1.00 0.00 0.00 n/a

N-Value = .013 .013 .013 n/a

Orifice Coeff. = 0.60 0.60 0.60 0.60

Multi-Stage = n/a Yes Yes No

Crest Len (ft) = 4.50 0.00 0.00 0.00

Crest El. (ft) = 14.00 0.00 0.00 0.00

Weir Coeff. = 3.33 3.33 3.33 3.33

Weir Type = Rect --- --- ---

Multi-Stage = Yes No No No

Exfil.(in/hr) = 0.000 (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).

0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00

Stage (ft)

0.00 14.00

1.00 15.00

2.00 16.00

3.00 17.00

Elev (ft)

Discharge (cfs)

Stage / Discharge

Total Q

           

Geotechnical Investigation Analysis                          

Particle Size Distribution Report

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.00010.0010.010.1110100

% +3"Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 3.8 3.7 4.2 4.3 84.0

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

Atterberg Limits

Coefficients

Classification

Remarks

Source of Sample: Jersey Walk Bore Hole Shelby TubesSample Number: B-107 6'-8' Date:

Client:

Project:

Project No: Figure

Soil Description Sandy Lean CLAY

.375#4#8#10#16#30#40#50

#100#200

100.096.293.292.590.889.188.387.485.984.0

9.9

0.8638 0.1077

CL

Permeability Class: K0

Jersey Walk Site

31160009

PL= LL= PI= NM=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

* (no specification provided)

12/27/2016

YK Group, LLC

Particle Size Distribution Report

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.00010.0010.010.1110100

% +3"Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.0 0.5 1.4 98.1

6 in

.

3 in

.

2 in

.

1½

in.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

Atterberg Limits

Coefficients

Classification

Remarks

Source of Sample: Jersey Walk Bore Hole Shelby Tubes Sample Number: B-108A 8'-10' Date:

Client:

Project:

Project No: Figure

Soil Description Lean CLAY

#10#16#30#40#50

#100#200

100.099.799.699.599.599.298.1

6.8

CL

Permeability Class: K0

Jersey Walk Site

31160009

PL= LL= PI= NM=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

* (no specification provided)

12/27/2016

YK Group, LLC

0

5

10

15

20

25

30

S-1

S-2

S-3

S-4

S-5

S-6

0.0

2.0

4.0

8.0

10.0

12.0

4

15

24

24

20

22

3-4-5

5-5-6-6

5-9-9-11

6-8-8-10

10-11-11-13

12-13-18-17

7

11

18

16

22

31

22.522.1

8.5

CL5 In. of concreteRed-brown, moist, medium stiff to stiff, Sandy LeanCLAY (possible fill to 4 Ft.)- with distinct dark brown mottling at 2 Ft.

- no mottling, very stiff to hard at 4 Ft.

- with rock fragments at 10 Ft.

Boring complete at 14 Ft.

- Shelby tubesample at 6 Ft.Recovery = 22 In.NMC = 9.9%

LOG OF BORING NO. B-107

PROJECT: Jersey Walk Site WATER LEVEL (ft): N/E N/A N/A

PROJECT NO.: 31160009 DATE: 12/7/16 12/7/16 12/7/16

PROJECT LOCATION: City of Elizabeth, New Jersey CAVED (ft): In Augers N/A BOC

DATE STARTED: 12/7/16 GROUND SURFACE ELEVATION: 22.5 Ft.DATE COMPLETED: 12/7/16 DATUM: TOPO

DRILLING CONTRACTOR: Allied Well Drilling EQUIPMENT: CME 45DRILLER: Harry Tathum HAMMER TYPE: Automatic

DRILLING METHOD: HSA LOGGED BY: SKSAMPLING METHOD: SPT CHECKED BY: DAG

NOTES:Elevation and location are approximate.BOC: Backfilled On Completion.

LOG OF BORING NO. B-107

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0

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S-1 0.0 8 4-4-6-50/4 10

21.0

19.5

Crushed concrete

Boring complete at 1-1/2 Ft. due to auger refusal onconcrete. Boring moved to B-108A location. See log forB-108A.

LOG OF BORING NO. B-108

PROJECT: Jersey Walk Site WATER LEVEL (ft): N/E N/A N/A

PROJECT NO.: 31160009 DATE: 12/5/16 12/5/16 12/5/16

PROJECT LOCATION: City of Elizabeth, New Jersey CAVED (ft): In Augers N/A BOC

DATE STARTED: 12/5/16 GROUND SURFACE ELEVATION: 21 Ft.DATE COMPLETED: 12/5/16 DATUM: TOPO

DRILLING CONTRACTOR: Allied Well Drilling EQUIPMENT: CME 45DRILLER: Harry Tathum HAMMER TYPE: Automatic

DRILLING METHOD: HSA LOGGED BY: SKSAMPLING METHOD: SPT CHECKED BY: DAG

NOTES:Elevation and location are approximate.BOC: Backfilled On Completion.

LOG OF BORING NO. B-108

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DESCRIPTION REMARKS

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DRAFT

0

5

10

15

20

25

30

S-1

S-2

S-3

S-4

S-5

S-6

S-7

0.0

2.0

4.0

6.0

10.0

12.0

14.0

5

15

17

16

20

15

24

2-2-2

3-3-3-4

4-5-7-7

5-5-7-8

6-9-12-12

4-5-8-12

10-12-12-8

4

6

12

12

21

13

24

21.020.5

7.0

5.0

CL

SM

6 In. of concreteRed-brown, wet, soft to very stiff, Lean CLAY (possiblefill)

- Moist at 8 Ft.

Brown, wet, medium dense, Silty SAND

Boring complete at 16 Ft

- Heavy rain on12/6/16.

- Shelby tubesample at 8 Ft.Recovery = 21 In.NMC = 6.8%

LOG OF BORING NO. B-108A

PROJECT: Jersey Walk Site WATER LEVEL (ft): N/E N/A N/A

PROJECT NO.: 31160009 DATE: 12/7/16 12/7/16 12/7/16

PROJECT LOCATION: City of Elizabeth, New Jersey CAVED (ft): In Augers N/A BOC

DATE STARTED: 12/7/16 GROUND SURFACE ELEVATION: 21 Ft.DATE COMPLETED: 12/7/16 DATUM: TOPO

DRILLING CONTRACTOR: Allied Well Drilling EQUIPMENT: CME 45DRILLER: Harry Tathum HAMMER TYPE: Automatic

DRILLING METHOD: HSA LOGGED BY: SKSAMPLING METHOD: SPT CHECKED BY: DAG

NOTES:Elevation and location are approximate.BOC: Backfilled On Completion.

LOG OF BORING NO. B-108A

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Pipe Calculations                                

6-STORY

PROPOSED

BUILDING (UNIT-2)

6-STORY

PROPOSED

BUILDING (UNIT-1)

(69 BICYCLE SPACES

WITHIN GARAGE)

PROJECT:

DRAWING TITLE:

60 GRAND AVENUE

ENGLEWOOD. NJ 07631

201.227.0300 • 201.227.0001 (Fax) www.L2Alanddesign.com

New Jersey Certificate of Authorization

No. 24GA28130900

NJ Professional Engineer #24GE04690600

William R. Vogt Jr., P.E. DATE

JERSEY WALK

RESIDENTIAL DEVELOPMENT

907-931 EAST JERSEY STREET

CITY OF ELIZABETH

UNION COUNTY, NEW JERSEY

BLOCK: 7, LOT: 312

TAX MAP: BOOK 3, SHEET 18

07/09/20

INLET

DRAINAGE

AREA MAP

DA-03

PIPE SIZING CALCULATIONS

PROJECT NAME: Jersey Walk D E S I G N P A R A M E T E R JOB NO.: 1501.125

LOCATION: City of Elizabeth, NJ RAINFALL I-D-F CURVE: New Jersey SHEET 1 OF 1 COMPUTED BY: TEC

STORM INTENSITY: 25 Year C VALUE - IMPERVIOUS 0.95 CHECKED BY: WRV(Enter 10 or 25) FILE NAME: Pipe Calc Table

C VALUE - PERVIOUS 0.30 LAST REV. DATE: 07/09/2020TYPE OF STORM PIPE: HDPE

STRUCTURE Area (acres) to (Coeff. Time of Concentration Q - FLOW (CFS) P I P E P A R A M E T E R SUpper Structure x Area) Sum (Minutes) Design Capacity Manning's Size Actual Velocity Slope Length Fall Invert Invert Top/Rim

Upper Lower Imperv. Pervious cA cA Inlet Pipe Total "i" q Q "n" (In.) Vel f/s Full f/s % (ft) (ft) Upper Lower Elev.LI-1 OCS-1 0.07 0.30 0.16 0.16 6.00 0.00 6.00 7.4 1.2 4.2 0.011 12 4.4 5.4 1.00 15LI-4 LI-3 0.05 0.08 0.07 0.07 6.00 0.00 6.00 7.4 0.5 3.0 0.011 12 2.7 3.8 0.50 95LI-3 LI-2 0.08 0.12 0.11 0.18 6.00 0.58 6.58 7.3 1.3 4.2 0.011 12 4.5 5.4 1.00 31LI-2 OCS-1 0.04 0.07 0.06 0.24 6.00 0.11 6.70 7.2 1.7 4.2 0.011 12 5.0 5.4 1.00 18

OCS-1 MH-5 0.00 0.00 0.00 0.40 6.00 0.06 6.76 7.2 4.6 6.5 0.013 15 5.7 5.3 1.00 167

LI-8 LI-7 0.02 0.24 0.09 0.09 6.00 0.00 6.00 7.4 0.7 3.0 0.011 12 2.9 3.8 0.50 153LI-7 MH-5 0.02 0.24 0.09 0.18 6.00 0.87 6.87 7.2 1.3 4.2 0.011 12 4.5 5.4 1.00 16

LI-10 LI-9 0.16 0.22 0.22 0.22 6.00 0.00 6.00 7.4 1.6 3.0 0.011 12 3.9 3.8 0.50 90LI-9 MH-6 0.15 0.23 0.21 0.43 6.00 0.39 6.39 7.3 3.1 4.2 0.011 12 5.9 5.4 1.00 11

LI-6 LI-5 0.02 0.64 0.21 0.21 6.00 0.00 6.00 7.4 1.6 4.2 0.011 12 4.8 5.4 1.00 62LI-5 MH-4 0.10 0.10 0.13 0.34 6.00 0.22 6.22 7.3 2.5 4.2 0.011 12 5.6 5.4 1.00 11

OCS-2 MH-7 0.00 0.00 0.00 0.00 6.00 0.00 6.00 7.4 9.2 12.4 0.011 18 7.7 7.0 1.00 97MH-7 MH-8 0.00 0.00 0.00 0.00 6.00 0.21 6.21 7.3 9.2 12.4 0.011 18 7.7 7.0 1.00 37

BLDG-1 MH-2 0.17 0.00 0.16 0.16 6.00 0.00 6.00 7.4 1.2 5.4 0.011 15 3.3 4.4 0.50 71

BLDG-2 MH-6 0.69 0.00 0.66 0.66 6.00 0.00 6.00 7.4 4.9 5.4 0.011 15 5.0 4.4 0.50 142