DRAINAGE CALCULATIONS FOR C & L EAST BROAD REALTY, LLC

DRAINAGE CALCULATIONS

FOR

C & L EAST BROAD REALTY, LLC

1236 E. BROAD STREET

PROPOSED TAX ACCOUNT #12-213.A

CITY OF ELIZABETH

UNION COUNTY, NEW JERSEY

PROJECT NO.: ELIZPRV20.020

DATE: MAY 17, 2021

NEGLIA ENGINEERING ASSOCIATES

34 Park Avenue

P.O. Box 426

Lyndhurst, NJ 07071

Anthony Kurus, Professional Engineer, New Jersey License No. 46445

2

Table of Contents

DESIGN REPORT

Page No.

INTRODUCTION 3

DESIGN METHODOLOGY 3

Stormwater Management Design 3

Stormwater Conveyance Design 4

EXISTING CONDITIONS 4

Existing Site Description 4

Existing Watershed Areas 5

PROPOSED CONDITIONS 5

Proposed Development Description 5

Proposed Watershed Areas 5

PROPOSED STORMWATER MANAGEMENT DESIGN 6

Water Quantity 6

Water Quality 7

Groundwater Recharge 8

Green Infrastructure 8

LIST OF APPENDICES

APPENDIX A Soil Survey

Existing Hydrographs & Proposed Hydrographs

Proposed Detention Basin Routings

Post Construction Runoff Hydrographs

Hydrograph Summary Reports

Equivalent Basin Calculations

Water Quality Storm Calculations

Stormwater Conveyance System Calculations

Contech CDS WQ Unit NJDEP Certification

LIST OF FIGURES

FIG 1 - Existing Drainage Area Plan

FIG 2 - Proposed Drainage Area Plan

3

INTRODUCTION

The project proposes a multi-story mixed-use building and on-grade asphalt parking area located

at 1236 E. Broad Street to be known as Tax Account 12-213.A in the City of Elizabeth. The

total site encompasses 1.79 acres.

This report addresses the engineering design of the stormwater conveyance and stormwater

management for the site.

SUMMARY OF DISTURBANCE AND PROPOSED IMPERVIOUS

The project proposes to disturb a total of 2.07 acres to construct the proposed site improvements

and the proposed off-tract utility connections and curb and streetscape sidewalk improvements.

Since the project will increase impervious coverage by greater than 0.25 acres and will disturb

greater than 1.0 acres, the stormwater management for the project has been designed in

accordance with NJ State Stormwater Management Standards, NJAC 7:8-4.2 as per the City of

Elizabeth stormwater control ordinance.

DESIGN METHODOLOGY

Stormwater Management Design

This study was prepared using the SCS Method and methods contained in the USDA Soil

Conservation Service Publication TR-55 “Urban Hydrology for Small Watersheds.” Each

method outlines procedures for calculating peak rates of runoff resulting from precipitation

events. TR-55 outlines additional procedures for developing runoff hydrographs.

The TR-55 procedure simulates a watershed as a series of overland flows, channel flows, and

inflow and outflow structures for its contribution to runoff. A value for area, curve number (CN)

and time of concentration was calculated for each watershed.

The curve number is a land sensitive coefficient that dictates the relationship between total

rainfall depth and direct storm runoff. Based on the coverage of soil groups and land use in the

area, an average CN was determined for each watershed for existing and proposed conditions.

Using the Soil Survey for Union County, New Jersey, the soils within the watershed were

divided into hydrologic soil groups (A, B, C and D). The SCS classification system evaluates

the runoff potential of a soil according to its infiltration and transmission rates. “A” soils have

the lowest runoff potential and “D” soils have the greatest runoff potential. NRCS Web Soil

Survey Mapping of the subject site indicates UR – Urban Land soils. In accordance with NJDEP

Stormwater Regulations NJAC 7:8 hydrologic soil group B was assumed for UR – Urban Land

for existing conditions. Hydrologic soil group D was assumed for UR – Urban Land for

proposed conditions.

4

The time of concentration is defined as the time for runoff to travel from the hydraulically most

distant point of the watershed to a point of interest. Values of the time of concentration were

determined for existing and proposed conditions based on land cover and slope of the flow path

using methods described in TR-55. A time of concentration of six (6) minutes was utilized for

existing and proposed conditions.

The design storm used for the TR-55 study is the 24 hour SCS Type III cumulative rainfall

distribution. Twenty-four (24) hour rainfall depths for the 2, 10, and 100 year storms were

utilized as per the City of Elizabeth design requirements.

Rainfall hydrographs developed from TR-55 methods for proposed conditions were routed

through the proposed underground detention system using level pool routing techniques.

Stormwater Conveyance Design

The storm sewer conveyance system was analyzed using the Rational Method for estimating

runoff for a 25-year design storm.

To design the system, the site was divided into sub-areas, each contributing runoff to a catch

basin, inlet, or roof drain. A value for area, time of concentration, and a runoff coefficient was

calculated for each contributing sub-area. Values for time of concentration were chosen based

on land cover and slope of the flow path from the hydraulically most distant point in the sub-area

to the appropriate inlet. An average runoff coefficient was chosen based of the percentage of

each type of land cover using the following coefficients based on table 7.2, “Runoff Coefficients

(Antecedent Moisture Condition) AMCII,” N.J.A.C. 5.21-7.4.:

LAND COVER C

Concrete 0.99

Asphalt 0.99

Roof 0.99

Lawns 0.35

The rainfall intensity for the 25-year design storm was taken from the NOAA Atlas 14 – Newark

precipitation data.

Storm drainage pipes were then sized based on calculated flows using Manning’s Equation and

were verified by calculating the pipe capacity.

EXISTING CONDITIONS

Existing Site Description

The subject site, Tax Account 12-213A is approximately 1.79 acres. The existing site is currently

vacant with surface conditions comprised of dirt, compacted gravel, and lawn areas.

5

Existing Watershed Areas

The existing watershed is comprised of two drainage areas that ultimately conveys runoff to the

existing City storm sewer system.

1. EX DA – 1 (NORTH EASTERLY SEWER)

This drainage area is comprised of the majority of the subject site. Current coverage

condition is vacant land consisting of dirt, compacted gravel, and lawn areas which have

been utilized for this analysis. Runoff generated by this drainage area flows overland in a

northerly direction toward E. Broad Street where it is captured by existing inlets within

the right-of-way and conveyed to the existing 24” RCP City storm sewer.

2. EX DA – 2 (NORTH WESTERLY SEWER)

This drainage area is comprised of the western corner of Tax Account 12-213A. Current

coverage condition is vacant land consisting of dirt, compacted gravel, and lawn which

has been utilized for this analysis. Runoff generated by this drainage area flows overland

in a north westerly direction toward E. Broad Street where it is captured via existing

inlets within the right-of-way and conveyed to the existing 36” RCP City storm sewer.

Existing watershed drainage areas are shown on Figure 1.

PROPOSED CONDITIONS

Proposed Development Description

The project proposes to construct a multi-story mixed-use building with on-grade parking lot and

stormwater management system with associated landscaping.

Proposed Watershed Areas

The proposed watershed is comprised of the following drainage areas.

1. PR DA – 1 (NORTH EASTERLY SEWER) This drainage area is comprised of the majority of the subject site. It consists of the

proposed building and small open space area surrounding the building. Runoff

generated by this area will be collected via proposed on-site inlets and roof drains and

conveyed to the proposed underground stormwater detention Basin #1 located below

the parking area and discharged at a controlled, reduced rate to the existing to the

existing catch basin in East Broad Street which ultimately discharges to the 24” RCP

City storm sewer.

2. PR DA – 1 OFF (NORTH EASTERLY SEWER) This drainage area is comprised of a small portion of open space area located in the

northern corner of the subject site. Runoff generated by this drainage area flows

overland in a northerly direction toward E. Broad Street where it is captured via

existing inlets located in the right-of-way and ultimately conveyed discharges to the

24” City storm sewer.

6

3. PR DA – 2 (NORTH WESTERLY SEWER)

This drainage area is comprised of the small western corner of Tax Account 12-213A.

The area consists of the proposed dog run area. For the purposes of this analysis,

100% pervious has been assumed for the proposed dog run area. There will be no

increase in drainage area, no increase in time of concentration, and a reduction in the

CN value for this drainage area. Therefore, there will be no increase in hydrographs

from existing to proposed condition at any point in time.

Proposed watershed drainage areas are shown on Figure 2.

PROPOSED STORMWATER MANAGEMENT DESIGN

Water Quantity

The allowable post development release rates from the stormwater management system are based

on the following table as per the Stormwater Management Adopted New Rule: N.J.A.C. 7:8.

Storm Event (YR) Allowable Release Rate (CFS)

Post Development 2 year 50% Pre-Development 2 year



Proposed Underground Stormwater Management Systems

The proposed underground stormwater management systems have been designed to attenuate

and release stormwater as per the post development release rates specified in the Stormwater

Management Adopted New Rule: N.J.A.C. 7:8 as noted in the preceding table.

UNDERGROUND DETENTION BASIN #1

The underground detention basin will consist of a total of 965 LF of 30” HDPE perforated pipe

encased in stone and connected to an outlet control structure. The total storage volume of the

system is 11,930 cubic feet provided. The system has been designed with an outlet control

structure that will discharge runoff at a controlled rate. This basin has been designed to reduce

the peak runoff rates of the 2-, 10-, and 100-year storm events generated by PR DA-1 to 50, 75,

and 80% of the pre-construction runoff rates of EX DA-1. The basin routing calculations assume

no infiltration. A proposed 15” RCP outlet pipe has been designed to convey the discharge from

the outlet structure to the existing type ‘B’ inlet in E. Broad Street. As per the pipe capacity

calculations in Appendix A, the proposed 15” RCP outlet pipe and the receiving 24” City sewer

system have sufficient capacity.

SMALL-SCALE SUBSURFACE INFILTRATION TRENCH

The small-scale subsurface infiltration trench has been proposed to provide additional basin

capacity and to satisfy the green infrastructure requirements for water quantity outlined in

N.J.A.C 7:8-5.3. The storage provided by this trench has not been accounted for in the routing

7

computations for detention Basin #1. See the Green Infrastructure section of this report for

additional information regarding compliance with N.J.A.C green infrastructure requirements.

UNDERGROUND DETENTION BASIN #1 SUMMARY

24 Hr Storm (Year) Peak Outflow

(cfs)

Peak Elevation

(feet)

Maximum Storage

(cubic feet)

2 0.99 21.30 5,189

10 3.11 21.66 7,274

25 5.54 21.84 8,277

100 7.20 22.36 10,650

COMPARISON OF PRECONSTRUCTION AND POST DEVELOPMENT RUNOFF TO

E. BROAD STREET NORTH EASTERLY SEWER (DA-1)

24 Hr

Storm

(year)

Pre

Construction

Discharge

(cfs)

Post Development Discharge

(cfs)

Proposed Basin #1 Outflow +

Offsite

Max Allowable

Release Rate

(from NJAC 7:8)

Proposed Release

Rate

2 2.07 0.99 50% of 2 year 47.8% of 2 year

10 4.54 3.11 75% of 10 year 68.5% of 10 year

25 6.36 5.54 Not Regulated -

100 9.91 7.20 80% of 100 year 72.7% of 100 year

COMPARISON OF PRECONSTRUCTION AND POST DEVELOPMENT RUNOFF TO

E. BROAD STREET NORTH WESTERLY SEWER (DA-2)

24 Hr Storm

(year)

Pre Construction

Discharge

(cfs)

Post Development

Discharge (cfs)

Comment

2 0.21 0.05 DECREASE

10 0.43 0.20 DECREASE

25 0.59 0.33 DECREASE

100 0.90 0.59 DECREASE

Water Quality

N.J.A.C. 7:8 requires 80% TSS removal when a development increases travelled impervious

coverage by 0.25 acres or more. The project does not propose any travelled impervious surfaces

The increase in impervious coverage will be entirely covered by roof area. Therefore, water

quality treatment is not required. Stormwater runoff generated by the proposed building and

open space areas are considered clean under N.J.A.C. 7:8 and thus meet TSS removal

requirements. A 50% TSS removal Manufactured Treatment Device is proposed to treat the

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basin outflow prior to entering the City storm sewer. This unit will provide treatment in the case

of snow melt and debris tracked into the parking area by vehicles.

Groundwater Recharge

The project site has been previously disturbed to construct the existing improvements and land

grading on the site. The project is a proposed redevelopment of previously disturbed areas

within the Metropolitan PA1 area and thereby is not subject to the groundwater recharge

requirements set forth by N.J.A.C. 7:8.

Green Infrastructure

Per the N.J.A.C 7:8-5.3.c last revised on March 2, 2020 BMPs from Table 5-1 shall be used to

meet stormwater runoff quantity standards. To satisfy the requirement of 7:8-5.3 a small-scale

infiltration basin as indicated in Table 5-1 has been utilized to meet stormwater runoff quantity

reductions. Per section 7:8-8.5b.5 a small-scale infiltration basin shall have a maximum

contributory drainage area of 2.5 acres. The proposed contributory area for proposed small-scale

infiltration trench is PR DA-1 which has a total area of 1.65 acres. Per the BMP Manual

infiltration systems must have sufficient storage volume to contain the Water Quality Design

Storm runoff volume without overflow. The Water Quality Design Storm runoff volume for PR

DA – 1 is 5,660 cubic feet and included in the Appendix of this report. The small-scale

infiltration trench has been designed to consist of a stone bed beneath detention Basin #1 and

provides 5,721 cubic feet of storage. Therefore, the small-scale infiltration trench will provide

sufficient storage to store and infiltrate the Water Quality Design Storm runoff volume. This

project meets the green infrastructure requirements and has been designed in accordance with the

latest revised BMP manual.

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APPENDIX A

Soil Survey

Existing Hydrographs & Proposed Hydrographs

Proposed Detention Basin Routings

Post Construction Runoff Hydrographs

Hydrograph Summary Reports

Equivalent Basin Calculations

Water Quality Storm Calculations

Stormwater Conveyance System Calculations

Contech CDS WQ Unit NJDEP Certification

Hydraflow Table of Contents 2021-5-17 - EX vs PR - WQ Storm.gpw

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Monday, 05 / 17 / 2021

Hydrograph Return Period Recap............................................................................. 1

2 - YearSummary Report......................................................................................................................... 2Hydrograph Reports................................................................................................................... 3

Hydrograph No. 1, SCS Runoff, EX. DA-1 LAWN.................................................................... 3Hydrograph No. 2, SCS Runoff, EX. DA-1 DIRT/COMP GRAVEL........................................... 4Hydrograph No. 3, Combine, EX. DA-1 TOTAL....................................................................... 5Hydrograph No. 5, SCS Runoff, EX. DA-2 LAWN.................................................................... 6Hydrograph No. 6, SCS Runoff, EX. DA-2 DIRT/COM GRAVEL............................................. 7Hydrograph No. 7, Combine, EX. DA-2 TOTAL....................................................................... 8Hydrograph No. 9, SCS Runoff, PR DA-1 IMP........................................................................ 9Hydrograph No. 10, SCS Runoff, PR DA-1 PER................................................................... 10Hydrograph No. 11, Combine, PR DA-1 (TOTAL).................................................................. 11Hydrograph No. 13, SCS Runoff, PR DA-1 OFF (TOTAL)..................................................... 12Hydrograph No. 15, Reservoir, UG BASIN............................................................................. 13

Pond Report - UG BASIN.................................................................................................. 14Hydrograph No. 17, Combine, PR DA-1 TOTAL.................................................................... 15Hydrograph No. 19, SCS Runoff, PR. DA-2 TOTAL............................................................... 16

10 - YearSummary Report....................................................................................................................... 17Hydrograph Reports................................................................................................................. 18

Hydrograph No. 1, SCS Runoff, EX. DA-1 LAWN.................................................................. 18Hydrograph No. 2, SCS Runoff, EX. DA-1 DIRT/COMP GRAVEL......................................... 19Hydrograph No. 3, Combine, EX. DA-1 TOTAL..................................................................... 20Hydrograph No. 5, SCS Runoff, EX. DA-2 LAWN.................................................................. 21Hydrograph No. 6, SCS Runoff, EX. DA-2 DIRT/COM GRAVEL........................................... 22Hydrograph No. 7, Combine, EX. DA-2 TOTAL..................................................................... 23Hydrograph No. 9, SCS Runoff, PR DA-1 IMP...................................................................... 24Hydrograph No. 10, SCS Runoff, PR DA-1 PER................................................................... 25Hydrograph No. 11, Combine, PR DA-1 (TOTAL).................................................................. 26Hydrograph No. 13, SCS Runoff, PR DA-1 OFF (TOTAL)..................................................... 27Hydrograph No. 15, Reservoir, UG BASIN............................................................................. 28Hydrograph No. 17, Combine, PR DA-1 TOTAL.................................................................... 29Hydrograph No. 19, SCS Runoff, PR. DA-2 TOTAL............................................................... 30


Hydrograph No. 1, SCS Runoff, EX. DA-1 LAWN.................................................................. 32Hydrograph No. 2, SCS Runoff, EX. DA-1 DIRT/COMP GRAVEL......................................... 33Hydrograph No. 3, Combine, EX. DA-1 TOTAL..................................................................... 34Hydrograph No. 5, SCS Runoff, EX. DA-2 LAWN.................................................................. 35Hydrograph No. 6, SCS Runoff, EX. DA-2 DIRT/COM GRAVEL........................................... 36Hydrograph No. 7, Combine, EX. DA-2 TOTAL..................................................................... 37Hydrograph No. 9, SCS Runoff, PR DA-1 IMP...................................................................... 38Hydrograph No. 10, SCS Runoff, PR DA-1 PER................................................................... 39

Contents continued... 2021-5-17 - EX vs PR - WQ Storm.gpw

Hydrograph No. 11, Combine, PR DA-1 (TOTAL).................................................................. 40Hydrograph No. 13, SCS Runoff, PR DA-1 OFF (TOTAL)..................................................... 41Hydrograph No. 15, Reservoir, UG BASIN............................................................................. 42Hydrograph No. 17, Combine, PR DA-1 TOTAL.................................................................... 43Hydrograph No. 19, SCS Runoff, PR. DA-2 TOTAL............................................................... 44


Hydrograph No. 1, SCS Runoff, EX. DA-1 LAWN.................................................................. 46Hydrograph No. 2, SCS Runoff, EX. DA-1 DIRT/COMP GRAVEL......................................... 47Hydrograph No. 3, Combine, EX. DA-1 TOTAL..................................................................... 48Hydrograph No. 5, SCS Runoff, EX. DA-2 LAWN.................................................................. 49Hydrograph No. 6, SCS Runoff, EX. DA-2 DIRT/COM GRAVEL........................................... 50Hydrograph No. 7, Combine, EX. DA-2 TOTAL..................................................................... 51Hydrograph No. 9, SCS Runoff, PR DA-1 IMP...................................................................... 52Hydrograph No. 10, SCS Runoff, PR DA-1 PER................................................................... 53Hydrograph No. 11, Combine, PR DA-1 (TOTAL).................................................................. 54Hydrograph No. 13, SCS Runoff, PR DA-1 OFF (TOTAL)..................................................... 55Hydrograph No. 15, Reservoir, UG BASIN............................................................................. 56Hydrograph No. 17, Combine, PR DA-1 TOTAL.................................................................... 57Hydrograph No. 19, SCS Runoff, PR. DA-2 TOTAL............................................................... 58

IDF Report.................................................................................................................. 59

Hydrograph Return Period Recap1

Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph

No. type hyd(s) Description

(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr

1 SCS Runoff ------ ------- 0.306 ------- ------- 1.142 1.840 ------- 3.295 EX. DA-1 LAWN

2 SCS Runoff ------ ------- 1.779 ------- ------- 3.395 4.517 ------- 6.619 EX. DA-1 DIRT/COMP GRAVEL

3 Combine 1, 2 ------- 2.071 ------- ------- 4.537 6.357 ------- 9.914 EX. DA-1 TOTAL

5 SCS Runoff ------ ------- 0.017 ------- ------- 0.063 0.101 ------- 0.181 EX. DA-2 LAWN

6 SCS Runoff ------ ------- 0.193 ------- ------- 0.369 0.491 ------- 0.719 EX. DA-2 DIRT/COM GRAVEL

7 Combine 5, 6 ------- 0.209 ------- ------- 0.432 0.592 ------- 0.900 EX. DA-2 TOTAL

9 SCS Runoff ------ ------- 5.098 ------- ------- 7.848 9.707 ------- 13.18 PR DA-1 IMP

10 SCS Runoff ------ ------- 0.088 ------- ------- 0.174 0.235 ------- 0.349 PR DA-1 PER

11 Combine 9, 10 ------- 5.186 ------- ------- 8.023 9.942 ------- 13.52 PR DA-1 (TOTAL)

13 SCS Runoff ------ ------- 0.018 ------- ------- 0.035 0.047 ------- 0.070 PR DA-1 OFF (TOTAL)

15 Reservoir 11 ------- 0.992 ------- ------- 3.111 5.541 ------- 7.195 UG BASIN

17 Combine 13, 15, ------- 0.996 ------- ------- 3.125 5.567 ------- 7.233 PR DA-1 TOTAL

19 SCS Runoff ------ ------- 0.054 ------- ------- 0.203 0.328 ------- 0.587 PR. DA-2 TOTAL

Proj. file: 2021-5-17 - EX vs PR - WQ Storm.gpw Monday, 05 / 17 / 2021

Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020

Hydrograph Summary Report2

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 0.306 2 726 1,313 ------ ------ ------ EX. DA-1 LAWN

2 SCS Runoff 1.779 2 724 5,324 ------ ------ ------ EX. DA-1 DIRT/COMP GRAVEL

3 Combine 2.071 2 724 6,637 1, 2 ------ ------ EX. DA-1 TOTAL

5 SCS Runoff 0.017 2 726 72 ------ ------ ------ EX. DA-2 LAWN

6 SCS Runoff 0.193 2 724 579 ------ ------ ------ EX. DA-2 DIRT/COM GRAVEL

7 Combine 0.209 2 724 651 5, 6 ------ ------ EX. DA-2 TOTAL

9 SCS Runoff 5.098 2 724 17,243 ------ ------ ------ PR DA-1 IMP

10 SCS Runoff 0.088 2 724 265 ------ ------ ------ PR DA-1 PER

11 Combine 5.186 2 724 17,508 9, 10 ------ ------ PR DA-1 (TOTAL)

13 SCS Runoff 0.018 2 724 53 ------ ------ ------ PR DA-1 OFF (TOTAL)

15 Reservoir 0.992 2 748 17,503 11 21.30 5,189 UG BASIN

17 Combine 0.996 2 748 17,556 13, 15, ------ ------ PR DA-1 TOTAL

19 SCS Runoff 0.054 2 726 234 ------ ------ ------ PR. DA-2 TOTAL

2021-5-17 - EX vs PR - WQ Storm.gpw Return Period: 2 Year Monday, 05 / 17 / 2021


Hydrograph ReportHydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2020 Monday, 05 / 17 / 2021

Hyd. No. 1

EX. DA-1 LAWN

Hydrograph type = SCS Runoff Peak discharge = 0.306 cfsStorm frequency = 2 yrs Time to peak = 12.10 hrsTime interval = 2 min Hyd. volume = 1,313 cuftDrainage area = 0.730 ac Curve number = 61Basin 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 LAWNHyd. No. 1 -- 2 Year

Hyd No. 1


Hyd. No. 2

EX. DA-1 DIRT/COMP GRAVEL


4

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)

EX. DA-1 DIRT/COMP GRAVELHyd. No. 2 -- 2 Year

Hyd No. 2


Hyd. No. 3

EX. DA-1 TOTAL

Hydrograph type = Combine Peak discharge = 2.071 cfsStorm frequency = 2 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 6,637 cuftInflow hyds. = 1, 2 Contrib. drain. area = 1.650 ac

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

Q (cfs)

Time (hrs)

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

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


Hyd. No. 5

EX. DA-2 LAWN

Hydrograph type = SCS Runoff Peak discharge = 0.017 cfsStorm frequency = 2 yrs Time to peak = 12.10 hrsTime interval = 2 min Hyd. volume = 72 cuftDrainage area = 0.040 ac Curve number = 61Basin 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

0.01 0.01

0.02 0.02

0.03 0.03

0.04 0.04

0.05 0.05

0.06 0.06

0.07 0.07

0.08 0.08

0.09 0.09

0.10 0.10

Q (cfs)

Time (hrs)


Hyd No. 5


Hyd. No. 6

EX. DA-2 DIRT/COM GRAVEL


7

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-2 DIRT/COM GRAVELHyd. No. 6 -- 2 Year

Hyd No. 6


Hyd. No. 7

EX. DA-2 TOTAL

Hydrograph type = Combine Peak discharge = 0.209 cfsStorm frequency = 2 yrs Time to peak = 12.07 hrsTime interval = 2 min Hyd. volume = 651 cuftInflow hyds. = 5, 6 Contrib. drain. area = 0.140 ac

8

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)




Hyd. No. 9

PR DA-1 IMP


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

4.00 4.00

5.00 5.00

6.00 6.00

Q (cfs)

Time (hrs)

PR DA-1 IMPHyd. No. 9 -- 2 Year

Hyd No. 9


Hyd. No. 10

PR DA-1 PER


10

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

Q (cfs)

0.00 0.00

0.01 0.01

0.02 0.02

0.03 0.03

0.04 0.04

0.05 0.05

0.06 0.06

0.07 0.07

0.08 0.08

0.09 0.09

0.10 0.10

Q (cfs)

Time (hrs)

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

Hyd No. 10


Hyd. No. 11

PR DA-1 (TOTAL)


11

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-1 (TOTAL)Hyd. No. 11 -- 2 Year



Hyd. No. 13

PR DA-1 OFF (TOTAL)


12

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

Q (cfs)

0.00 0.00

0.01 0.01

0.02 0.02

0.03 0.03

0.04 0.04

0.05 0.05

0.06 0.06

0.07 0.07

0.08 0.08

0.09 0.09

0.10 0.10

Q (cfs)

Time (hrs)

PR DA-1 OFF (TOTAL)Hyd. No. 13 -- 2 Year

Hyd No. 13


Hyd. No. 15

UG BASIN

Hydrograph type = Reservoir Peak discharge = 0.992 cfsStorm frequency = 2 yrs Time to peak = 12.47 hrsTime interval = 2 min Hyd. volume = 17,503 cuftInflow hyd. No. = 11 - PR DA-1 (TOTAL) Max. Elevation = 21.30 ftReservoir name = UG BASIN Max. Storage = 5,189 cuft

Storage Indication method used.

13

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)

UG BASINHyd. No. 15 -- 2 Year

Hyd No. 15 Hyd No. 11 Total storage used = 5,189 cuft

Pond Report 14


Pond No. 1 - UG BASIN

Pond DataUG Chambers -Invert elev. = 19.69 ft, Rise x Span = 2.50 x 2.50 ft, Barrel Len = 480.00 ft, No. Barrels = 5, Slope = 0.20%, Headers = No

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

0.00 19.69 n/a 0 00.35 20.04 n/a 164 1640.69 20.38 n/a 600 7641.04 20.73 n/a 1,334 2,0991.38 21.07 n/a 1,800 3,8991.73 21.42 n/a 1,994 5,8932.08 21.77 n/a 1,994 7,8872.42 22.11 n/a 1,801 9,6882.77 22.46 n/a 1,332 11,0203.11 22.80 n/a 599 11,6193.46 23.15 n/a 164 11,783

Culvert / Orifice Structures Weir Structures

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

Rise (in) = 15.00 5.95 6.00 0.00

Span (in) = 15.00 5.95 44.00 0.00

No. Barrels = 1 1 1 0

Invert El. (ft) = 19.69 19.69 21.35 0.00

Length (ft) = 100.00 0.00 0.00 0.00

Slope (%) = 0.70 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) = 3.50 4.00 0.00 0.00

Crest El. (ft) = 21.69 22.19 0.00 0.00

Weir Coeff. = 3.33 3.33 3.33 3.33

Weir Type = Rect Rect --- ---

Multi-Stage = Yes Yes 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

Stage (ft)

0.00 19.69

1.00 20.69

2.00 21.69

3.00 22.69

4.00 23.69

Elev (ft)

Discharge (cfs)

Stage / Discharge

Total Q

mluzuriaga

Text Box

(SEE EQUIVALENT BASIN CALCULATIONS)


Hyd. No. 17

PR DA-1 TOTAL


15

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)

PR DA-1 TOTALHyd. No. 17 -- 2 Year



Hyd. No. 19

PR. DA-2 TOTAL


16

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

Q (cfs)

0.00 0.00

0.01 0.01

0.02 0.02

0.03 0.03

0.04 0.04

0.05 0.05

0.06 0.06

0.07 0.07

0.08 0.08

0.09 0.09

0.10 0.10

Q (cfs)

Time (hrs)

PR. DA-2 TOTALHyd. No. 19 -- 2 Year

Hyd No. 19









6 SCS Runoff 0.369 2 724 1,109 ------ ------ ------ EX. DA-2 DIRT/COM GRAVEL








19 SCS Runoff 0.203 2 724 660 ------ ------ ------ PR. DA-2 TOTAL




Hyd. No. 1

EX. DA-1 LAWN


18

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)


Hyd No. 1


Hyd. No. 2



19

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)


Hyd No. 2


Hyd. No. 3

EX. DA-1 TOTAL


20

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)




Hyd. No. 5

EX. DA-2 LAWN


21

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

Q (cfs)

0.00 0.00

0.01 0.01

0.02 0.02

0.03 0.03

0.04 0.04

0.05 0.05

0.06 0.06

0.07 0.07

0.08 0.08

0.09 0.09

0.10 0.10

Q (cfs)

Time (hrs)


Hyd No. 5


Hyd. No. 6



22

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)


Hyd No. 6


Hyd. No. 7

EX. DA-2 TOTAL


23

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)




Hyd. No. 9

PR DA-1 IMP


24

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

Q (cfs)

Time (hrs)


Hyd No. 9


Hyd. No. 10

PR DA-1 PER


25

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)


Hyd No. 10


Hyd. No. 11

PR DA-1 (TOTAL)


26

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

Q (cfs)

Time (hrs)




Hyd. No. 13

PR DA-1 OFF (TOTAL)


27

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

Q (cfs)

0.00 0.00

0.01 0.01

0.02 0.02

0.03 0.03

0.04 0.04

0.05 0.05

0.06 0.06

0.07 0.07

0.08 0.08

0.09 0.09

0.10 0.10

Q (cfs)

Time (hrs)


Hyd No. 13


Hyd. No. 15

UG BASIN



28

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)




Hyd. No. 17

PR DA-1 TOTAL


29

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)




Hyd. No. 19

PR. DA-2 TOTAL


30

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)


Hyd No. 19

















19 SCS Runoff 0.328 2 724 1,014 ------ ------ ------ PR. DA-2 TOTAL




Hyd. No. 1

EX. DA-1 LAWN


32

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)


Hyd No. 1


Hyd. No. 2



33

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

Q (cfs)

Time (hrs)


Hyd No. 2


Hyd. No. 3

EX. DA-1 TOTAL


34

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

7.00 7.00

Q (cfs)

Time (hrs)




Hyd. No. 5

EX. DA-2 LAWN


35

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)


Hyd No. 5


Hyd. No. 6



36

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

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)


Hyd No. 6


Hyd. No. 7

EX. DA-2 TOTAL


37

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)




Hyd. No. 9

PR DA-1 IMP


38

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

Q (cfs)

Time (hrs)


Hyd No. 9


Hyd. No. 10

PR DA-1 PER


39

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)


Hyd No. 10


Hyd. No. 11

PR DA-1 (TOTAL)


40

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

Q (cfs)

Time (hrs)




Hyd. No. 13

PR DA-1 OFF (TOTAL)


41

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

Q (cfs)

0.00 0.00

0.01 0.01

0.02 0.02

0.03 0.03

0.04 0.04

0.05 0.05

0.06 0.06

0.07 0.07

0.08 0.08

0.09 0.09

0.10 0.10

Q (cfs)

Time (hrs)


Hyd No. 13


Hyd. No. 15

UG BASIN



42

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)




Hyd. No. 17

PR DA-1 TOTAL


43

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)




Hyd. No. 19

PR. DA-2 TOTAL


44

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)


Hyd No. 19












10 SCS Runoff 0.349 2 724 1,069 ------ ------ ------ PR DA-1 PER





19 SCS Runoff 0.587 2 724 1,764 ------ ------ ------ PR. DA-2 TOTAL




Hyd. No. 1

EX. DA-1 LAWN


46

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)


Hyd No. 1


Hyd. No. 2



47

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)


Hyd No. 2


Hyd. No. 3

EX. DA-1 TOTAL


48

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)




Hyd. No. 5

EX. DA-2 LAWN


49

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)


Hyd No. 5


Hyd. No. 6



50

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)


Hyd No. 6


Hyd. No. 7

EX. DA-2 TOTAL


51

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)




Hyd. No. 9

PR DA-1 IMP


52

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)


Hyd No. 9


Hyd. No. 10

PR DA-1 PER


53

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

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)


Hyd No. 10


Hyd. No. 11

PR DA-1 (TOTAL)


54

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)




Hyd. No. 13

PR DA-1 OFF (TOTAL)


55

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

Q (cfs)

0.00 0.00

0.01 0.01

0.02 0.02

0.03 0.03

0.04 0.04

0.05 0.05

0.06 0.06

0.07 0.07

0.08 0.08

0.09 0.09

0.10 0.10

Q (cfs)

Time (hrs)


Hyd No. 13


Hyd. No. 15

UG BASIN



56

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

14.00 14.00

Q (cfs)

Time (hrs)




Hyd. No. 17

PR DA-1 TOTAL


57

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)




Hyd. No. 19

PR. DA-2 TOTAL


58

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)


Hyd No. 19

Hydraflow Rainfall Report59


Return Intensity-Duration-Frequency Equation Coefficients (FHA)Period

(Yrs) B D E (N/A)

1 0.0000 0.0000 0.0000 --------

2 69.8703 13.1000 0.8658 --------

3 0.0000 0.0000 0.0000 --------

5 79.2597 14.6000 0.8369 --------

10 88.2351 15.5000 0.8279 --------

25 102.6072 16.5000 0.8217 --------

50 114.8193 17.2000 0.8199 --------

100 127.1596 17.8000 0.8186 --------

File name: SampleFHA.idf

Intensity = B / (Tc + D)^E

Return Intensity Values (in/hr)Period

(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60

1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70

3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15

10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46

25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91

50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25

100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60

Tc = time in minutes. Values may exceed 60.

Rainfall Precipitation Table (in)

Precip. file name: S:\Storm Drainage (AK)\24 Hour Rainfall Data (HYDRAFLOW)\UNION.pcp

StormDistribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr

SCS 24-hour 2.70 3.40 0.00 4.35 5.20 6.42 7.49 8.70

SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

1176 East Broad Street

City of Elizabeth

BASIN 1

PROPOSED UNDERGROUND DETENTION CAPACITY CALCULATION

Pipe Diameter 30.00 in perforated HDPE piping

Capacity 4.91 cf/lf pipe capacity only (per hancor)

total Length of Detenton Piping (includes headers) 965

total underground basin pipe only capacity provided 4738 cubic feet

Basin Stone Trench Capacity trench l trench w trench d

Stone Trench Area 6240.00 sf 480 13 3.92

Stone Trench Depth 3.92 ft

Volume of Trench 24460.80 cf

Outer Pipe Diameter 35.10 inches

Pipe Volume in cubic feet per linear foot (outer diameter) 6.72 cf per lf

Effective Trench Volume (trench - pipe volume) 17979.70 cf

Stone Void Ratio 0.40 void ratio

Stone Storage Only Volume Provided 7191.88 cubic feet

TOTALSTONE VOID STORAGE PROVIDED 7192 cubic feet

TOTAL PIPE STORAGE VOLUME STORAGE PROVIDED 4738 cubic feet

TOTAL BASIN VOLUME PROVIDED 11930 cubic feet OK

TOTAL BASIN VOLUME REQUIRED 11783 cubic feet

NOTES:

1. Stone Porosity assumed 40%

2. Pipe volume excluded from stone trench is based on the outer diameter (O.D) of the pipe

PROPOSED MIXED USE BUILDING

ELIZABETH, NJ

Manning Equation - full flow - Downstream Piping Analysis & Infiltration Basin Outflow Piping Analysis

BASIN #1 OUTLET PIPE (TO B INLET)

D 15 in

A 1.227 ft^2

P 3.927 ft

R 0.31 ft

n 0.013 manning's roughness coefficient

s 0.023 ft/ft

Q 9.82 cfs Capacity of proposed 15" RCP

V 8.00 fps

Qpeak 5.54 cfs 25 year storm

EXISTING TYPE 'B' INLET TO EXISTING 24" SEWER

D 15 in

A 1.227 ft^2

P 3.927 ft

R 0.31 ft


s 0.028 ft/ft

Q 10.84 cfs Capacity of existing 15" RCP

V 8.83 fps


EXISTING 24" RCP STORM SEWER

D 24 in

A 3.142 ft^2

P 6.283 ft

R 0.5 ft


s 0.00335 ft/ft

Q 11.38 cfs Capacity of existing 24" RCP

V 3.62 fps


Conclusion - Infiltration Basin #1 Outlet piping has sufficient capacity.

Conclusion - Existing Piping Downstream of Basin #1 has sufficient capacity & project will

reduce runoff to the 24" RCP City sewer in accordance with NJDEP & City Stormwater design

standards.

Conclusion -Piping has sufficient capacity.

PR DA - 1 WATER QUALITY STORM VOLUME CALCULATIONS(To Meet Green Infrastructure Requirements Small Scale Infiltration G.I. Trench)

PR DA - 1 WQ STORM VOLUME 5,660 cuft

G.I. Stone Trench Area 11,200 sqftG.I. Stone Trench Depth 1.33 ftVoids in Stone 40%Stone Trench Volume Provided 5,958 ok

CDS® Inspection and Maintenance Guide – New Jersey

ENGINEERED SOLUTIONS

Maintenance The CDS system should be inspected at regular intervals and maintained when necessary to ensure optimum performance. The rate at which the system collects pollutants will depend more heavily on site activities than the size of the unit. For example, unstable soils or heavy winter sanding will cause the grit chamber to fill more quickly but regular sweeping of paved surfaces will slow accumulation.

Inspection Inspection is the key to effective maintenance and is easily performed. Pollutant transport and deposition may vary from year to year and regular inspections will help ensure that the system is cleaned out at the appropriate time. At a minimum, inspections should be performed twice per year (e.g. spring and fall) however more frequent inspections may be necessary in climates where winter sanding operations may lead to rapid accumulations, or in equipment washdown areas. Installations should also be inspected more frequently where excessive amounts of trash are expected.

The visual inspection should ascertain that the system components are in working order and that there are no blockages or obstructions in the inlet and separation screen. The inspection should also quantify the accumulation of hydrocarbons, trash, and sediment in the system. Measuring pollutant accumulation can be done with a calibrated dipstick, tape measure or other measuring instrument. If absorbent material is used for enhanced removal of hydrocarbons, the level of discoloration of the sorbent material should also be identified during inspection. It is useful and often required as part of an operating permit to keep a record of each inspection. A simple form for doing so is provided.

Access to the CDS unit is typically achieved through two manhole access covers. One opening allows for inspection and cleanout of the separation chamber (cylinder and screen) and isolated sump. The other allows for inspection and cleanout of sediment captured and retained outside the screen. For deep units, a single manhole access point allows both sump cleanout and access outside the screen.

The CDS system should be cleaned when the level of sediment has reached 75% of capacity in the isolated sump or when an appreciable level of hydrocarbons and trash has accumulated. If absorbent material is used, it should be replaced when significant discoloration has occurred. Performance will not be impacted until 100% of the sump capacity is exceeded however it is recommended that the system be cleaned prior to that for easier removal of sediment. The level of sediment is easily determined by measuring from finished grade down to the top of the sediment pile. To avoid underestimating the level of sediment in the chamber, the measuring device must be lowered to the top of the sediment pile carefully. Particles at the top of the pile typically offer less resistance to the end of the rod than consolidated particles toward the bottom of the pile. Once this measurement is recorded, it should be compared to the as-built drawing for the unit to determine weather the height of the sediment pile off the bottom of the sump floor exceeds 75% of the total height of isolated sump. Refer to Table 1 for depth

from water surface to top of sediment pile for each model size indicating that maintenance is required.

Cleaning Cleaning of a CDS systems should be done during dry weather conditions when no flow is entering the system. The use of a vacuum truck is generally the most effective and convenient method of removing pollutants from the system. Simply remove the manhole covers and insert the vacuum hose into the sump. The system should be completely drained down and the sump fully evacuated of sediment. The area outside the screen should also be cleaned out if pollutant build-up exists in this area.

In installations where the risk of petroleum spills is small, liquid contaminants may not accumulate as quickly as sediment. However, the system should be cleaned out immediately in the event of an oil or gasoline spill should be cleaned out immediately. Motor oil and other hydrocarbons that accumulate on a more routine basis should be removed when an appreciable layer has been captured. To remove these pollutants, it may be preferable to use absorbent pads since they are usually less expensive to dispose than the oil/water emulsion that may be created by vacuuming the oily layer. Trash and debris can be netted out to separate it from the other pollutants. The screen should be power washed to ensure it is free of trash and debris.

Manhole covers should be securely seated following cleaning activities to prevent leakage of runoff into the system from above and also to ensure that proper safety precautions have been followed. Confined space entry procedures need to be followed if physical access is required. Disposal of all material removed from the CDS system should be done in accordance with local regulations. In many jurisdictions, disposal of the sediments may be handled in the same manner as the disposal of sediments removed from catch basins or deep sump manholes.

CDS Diameter Distance from Water Surface Sediment Model to Top of Sediment Pile1 Storage Capacity

ft m ft m yd3 m3

CDS-4 4 1.2 3.0 0.9 0.9 0.7

CDS-5 5 1.5 3.7 1.1 1.5 1.1

CDS-6 6 1.8 4.7 1.4 2.1 1.6

CDS-8 8 2.4 5.8 1.8 3.7 2.8

CDS-10 10 3.0 7.4 2.3 5.8 4.4

CDS-12 12 3.4 8.0 2.4 8.4 6.4

Table 1: CDS Maintenance Indicators and Sediment Storage Capacities 1 Distances from water surface to top of sediment pile are based on 75% of sump capacity being occupied.

800.925.5240www.ContechES.com

Support

•Drawingsandspecificationsareavailableatwww.contechstormwater.com.•Site-specificdesignsupportisavailablefromourengineers.©2014ContechEngineeredSolutionsLLC

ContechEngineeredSolutionsLLCprovidessitesolutionsforthecivilengineeringindustry.Contech’sportfolioincludesbridges,drainage,sanitarysewer,stormwater,earthstabilizationandwastewatertreamentproducts.Forinformation,visitwww.ContechES.comorcall800.338.1122

NOTHINGINTHISCATALOGSHOULDBECONSTRUEDASANEXPRESSEDWARRANTYORANIMPLIEDWARRANTYOFMERCHANTABILITYORFITNESSFORANYPARTICULARPURPOSE.SEETHECONTECHSTANDARDCONDITIONOFSALES(VIEWABLEATWWW.CONTECHES.COM/COS)FORMOREINFORMATION.

Theproduct(s)describedmaybeprotectedbyoneormoreofthefollowingUSpatents:5,322,629;5,624,576;5,707,527;5,759,415;5,788,848;5,985,157;6,027,639;6,350,374;6,406,218;6,641,720;6,511,595;6,649,048;6,991,114;6,998,038;7,186,058;7,296,692;7,297,266;7,517,450relatedforeignpatentsorotherpatentspending.

cdsMaintenance 11/14

ENGINEERED SOLUTIONS

CDS Inspection & Maintenance Log

CDSModel: Location:

Water Floatable DescribeMaintenance

Date depthto Layer MaintenancePersonnel

Comments

sediment1 Thickness2 Performed

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1. The water depth to sediment is determined by taking two measurements with a stadia rod: one measurement from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water surface. If the difference between these measurements is less than the values listed in table 1 the system should be cleaned out. Note:toavoidunderestimatingthevolumeofsedimentinthechamber,themeasuringdevicemustbecarefullyloweredtothetopofthesedimentpile.

2. For optimum performance, the system should be cleaned out when the floating hydrocarbon layer accumulates to an appreciable thickness. In the event of an oil spill, the system should be cleaned immediately.

WV

WV

RD

INLET

GR. 22.38

INV. 18.88 (15" RCP)

FF

24.38

RD

RD

MH

RIM 23.64

SAN. MH

RIM 23.57

INV.(1) 15.77 (12" VCP)

INV.(2) 15.62 (12" VCP)

INLET

GR. 22.20

INV. 20.50 (15" RCP)

WV

SAN. MH

RIM 22.98

INV.(1) 17.08 (12" VCP)

INV.(2) 16.98 (12" VCP)

INV.(3) 15.98 (12" VCP)

INV.(4) 15.98 (12" VCP)

STORM MH

Rim 22.77

INV.(1) 18.77 (15" RCP)

INV.(2) 18.57 (15" RCP)

INV.(3) 17.57 (24" RCP)

INV.(4) 17.37 (27" RCP)

FF

24.37

WV

INLET

GR. 14.66

INV. 11.47 (15" RCP)

STORM MH

RIM 15.29

INV.(1) 10.59 (15" RCP)

INV.(2) 5.29 (36" RCP)

INV.(3) 5.24 (36" RCP)

2"

2"

2"2"

2"

2"

PM

#10361

WVWM

PMPM

GV

PM

GV

#6571U

SAN. MH

RIM 25.56

INV.(1) 18.06 (12" VCP)

INV.(2) 18.36 (12" VCP)

UV

SAN. MH

RIM 22.76

UNABLE TO ACCESS

SAN. MH

RIM 19.18

INV.(1) 9.88 (12" VCP)

INV.(2) 9.88 (12" VCP)

WV

WV

INLET

GR. 16.38

INV. 13.48 (15" RCP)

PM

PMPM

PMPM

PMPM

INLET

GR. 23.18

INV. 19.83 (15" RCP)

#12205EL

SAN. MH

RIM 23.28

STORM MH

RIM 23.55

INV.(1) 19.35 (15" RCP)

INV.(2) 19.35 (15" RCP)

INV.(3) 18.15 (24" RCP)

SAN. MH

RIM 23.61

INV.(1) 16.61 (12" VCP)

INV.(2) 16.61 (12" VCP)

SAN. MH

RIM 23.89

INV.(1) 16.84 (12" VCP)

INV.(2) 16.84 (12" VCP)

SAN. MH

RIM 24.39

INV.(1) 17.54 (8" VCP)

INV.(2) 17.39 (12" VCP)

INV.(3) 17.39 (12" VCP)

SAN. MH

RIM 24.90

INV.(1) 17.95 (12" VCP)

INV.(2) 17.90 (12" VCP)

WV

ELEC. MH

ELEC. MH

WV

WV

INLET

GR. 22.91

INV. 21.04 (15" RCP)

FFS

38.59

36" CLUSTER

8"

16"

GRASS

(1)

(3)(2)

(1)

(2)

(1)

(2)

(1)

(2)

(1)

(2)

(3)

(1)

(2)

(1)

(3)

(2)

(1)

(3)

(2)

(4)

(1)

(2)(3)

(1)

(2)

(3)(4)

(1)

CLF

DC DC

ASPHALT

CONC. WALK

CLF

SLIDING GATE

DIRT

DIRT

DIRT

DIRT

DIRT

W

A

L

L

C

L

F

C

L

F

VEGETATION

CLF

CLFCLF

CLF

CLF

EP

GATE

SLATE

SLATE WALK

PAVERS

GRASS

GRASS

DC

DC

SLATE WALK

GRASS

PAVERS

SLATE

CONC. WALK

DC

PAVERS

SLATE

GATE

DC

CONC. WALK

GRASS

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ASPHALT

GRASS

GRASS

GRASS

CONC.

BRICK WALL

C

L

F

METAL

POLE

BRICK

ELEC. VAULT

CONC. WALK

S

T

O

N

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W

A

L

L

D

C

BRICK

CONC. CURB

CONC. CURB

STONE CURB

STONE CURB

STONE CURB

STONE CURB

BLOCK

CURB

STONE CURB

STONE CURB

G

A

T

E

C

O

N

C

.

D

U

M

P

S

T

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R

P

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D

AREA LIGHT (TYP.)

RAILROAD

RAIL

RAILROAD

RAIL

D

C

DC

DC

DCD

C

C

O

N

C

.

WALL

1.4' N

FENCE

4.6' NW

FENCE

4.4' NW

EAST BROAD STREET

(70' R.O.W. - SEE NOTE 15)

WA

LN

UT

S

TR

EE

T

L

A

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D

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N

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C

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S

E

Y

PLASTIC POST - FIBER

OPTIC CABLE MARKER

PLASTIC POST - FIBER

OPTIC CABLE MARKER

CENTERLINE OF

BROKEN MONUMENT

FOUND

0.2'SOUTH

"BUTLER" CAPPED

IRON PIPE

FOUND & HELD

"CONTROL LAYOUTS"

CONCRETE MONUMENT WITH

PUNCH HOLE FOUND & HELD

"BUTLER" PK-NAIL WITH

WASHER FOUND & HELD

(TOP OF WALL)

PR

OP

OS

ED

LO

T LIN

E

PROPOSED TAX ACCOUNT

#12-213.A

CONTAINS 78,010 S.F. OR

1.79087 ACRES

PROPOSED TAX

ACCOUNT

#12-213.B

CONTAINS

1.45383

43.8'

EAST BROAD STREET

(70' R.O.W. )

N65°41'28"E 879.87' (TOTAL)

R

=

3

9

4

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.

6

4

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L

=

6

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9

.

5

8

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5

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1

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1

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=

6

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.

9

5

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Δ

=

8

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5

9

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2

5

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7

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5

1

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2

9

"

W

1

3

0

.

7

5

'

S

25

°2

5'0

9"E

1

57

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0'

S

2

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1

1

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3

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1

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=

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=

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6

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3

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=

4

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1

8

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0

4

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770.35'109.52'

7

'

0

8

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N

2

8

°

1

1

'

3

0

"

E

7

1

.

1

7

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N

25

°2

5'0

9"W

1

57

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0'

L

A

N

D

S

N

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C

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A

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TO BE REMOVED

TAX ACCT #12-253A

TAX ACCT #12-253

S

8

0

°

4

6

'

3

3

"

W

3

1

2

.

7

4

'

S65°41'28"W

5.17'

EXISTING DA - 1 (NORTH EASTERLY SEWER) (HSG 'B')

LAWN (GOOD) AREA = 0.73 AC (CN = 61)DIRT/COMPACTED GRAVEL = 0.92 AC (CN = 82)TOTAL AREA = 1.65 AC (TC = 6.0 MIN)

EXISTING DA - 2 (NORTH WESTERLY SEWER) (HSG 'B')

DIRT/COMPACTED GRAVEL AREA = 0.10 (CN = 82)LAWN (GOOD) AREA (HSG 'B') = 0.04 AC (CN = 61)TOTAL AREA = 0.14 AC (TC = 6.0 MIN)

LAWN

LAWN

DIRT/COMPACTED GRAVEL

DIRT/COMPACTED GRAVEL

LAWN

EXISTING DRAINAGE AREA MAP

1" = 30'

0 15 30 60 90

( IN FEET )

1 inch = 30 ft.

GRAPHIC SCALE

FIG 1

m:\elizabeth\elizprv20.020 (c&

l east broad 2021 design)\cad\_final (plot) files\figures\fig 1 - ex da.dw

g P

lotted: M

onday, M

ay 17, 2021 12:41:15 P

M

PROFESSIONAL ENGINEER

ANTHONY KURUS, P.E., P.P.

N.J. LICENSE NO. 46445

CHECKEDNO.

REVISIONS

DESCRIPTIONDATE DRAWN DESIGNED

SHEET NO.:

FIELD BOOK NO.:

DESIGNED BY:

DRAWN BY: CHECKED BY:

SCALE:

PAGE: DATE:

PROJECT NO.:

E-MAIL: [email protected]

N E G L I A E N G I N E E R I N G A S S O C I A T E S

A PROJECT OF

34 PARK AVENUE LYNDHURST

TEL: 201-939-8805 FAX: 201-939-0846

NEW JERSEY

CAUTION: IF THIS DOCUMENT DOES NOT CONTAIN THE RAISED IMPRESSION SEAL OF THE PROFESSIONAL, IT IS NOT AN AUTHORIZED ORIGINAL DOCUMENT AND MAY HAVE BEEN ALTERED. © COPYRIGHT 2019 BY NEGLIA ENGINEERING. ALL RIGHTS RESERVED.

PROFESSIONAL LAND SURVEYOR

M I C H A E L J . N E G L I A, P . E . , P . L . S . , P . P .




PROFESSIONAL PLANNER

N.J. LICENSE NO. 33LI00569800

CERTIFICATE OF AUTHORIZATION (N.J.S.A. 45:8-56) 24GA27927000



CITY OF ELIZABETH

UNION COUNTY NEW JERSEY

ELIZPRV20.020

M.F.L. A.K.

M.F.L.

MAY 17, 2021

N.J.P.C.S.N.J.P.C.S.

WV

WV

RD

RD

RD

TELE. MH

MH

RIM 23.64

UV

WV

WV

2"

2"

2"2"

2"

2"

PM

#10361

WVWM

PMPM

GV

PM

GV

#6571U

UV

WV

WV

PM

PMPM

PMPM

PMPM

#12205EL

WV

ELEC. MH

ELEC. MH

WV

WV

36" CLUSTER

8"

16"

(1)

(3)(2)

(1)

(2)

(1)

(2)

(1)

(2)

(1)

(2)

(3)

(1)

(2)

(1)

(3)

(2)

(1)

(3)

(2)

(4)

(1)

(2)(3)

(1)

(2)

(3)(4)

(2)

(3)

(4)

(1)

(2)

(1)

(1)

(3)

(2)

BLDG.

ONLINE

WALL

1.4' N

FENCE

4.6' NW

FENCE

4.4' NW

FENCE

2.6' NE

EAST BROAD STREET

(70' R.O.W. - SEE NOTE 15)

WA

LN

UT

S

TR

EE

T

L

A

N

D

S

N

/F

C

E

N

T

R

A

L

R

A

I

L

R

O

A

D

O

F

N

E

W

J

E

R

S

E

Y

CENTERLINE OF

BROKEN MONUMENT

FOUND

0.2'SOUTH

"BUTLER" CAPPED

IRON PIPE

FOUND & HELD

"CONTROL LAYOUTS"

CONCRETE MONUMENT WITH

PUNCH HOLE FOUND & HELD

"BUTLER" PK-NAIL WITH

WASHER FOUND & HELD

(TOP OF WALL)

PR

OP

OS

ED

LO

T LIN

E

PROPOSED TAX ACCOUNT

#12-213.A


1.79087 ACRES

PROPOSED TAX

ACCOUNT

#12-213.B


1.45383 ACRES

43.8'

EAST BROAD STREET

(70' R.O.W. )

N65°41'28"E 879.87' (TOTAL)

R

=

3

9

4

8

.

6

4

'

L

=

6

1

9

.

5

8

'

C

H

=

S

8

5

°

1

6

'

1

5

"

W

C

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=

6

1

8

.

9

5

'

Δ

=

8

°

5

9

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2

5

"

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7

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°

5

1

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1

3

0

.

7

5

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S

25

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9"E

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1

1

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0

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W

7

1

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1

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=

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8

.

6

4

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=

2

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6

.

4

1

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H

=

N

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2

°

5

5

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4

"

E

C

H

=

2

9

6

.

3

4

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Δ

=

4

°

1

8

'

0

4

"

770.35'109.52'

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=

3

9

4

8

.

6

4

'

L

=

3

2

3

.

1

7

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8

7

°

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5

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W

C

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=

3

2

3

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Δ

=

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4

1

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2

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1

1

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3

0

"

E

7

1

.

1

7

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25

°2

5'0

9"W

1

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L

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S

N

/F

C

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T

R

A

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R

A

I

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R

O

A

D

O

F

N

E

W

J

E

R

S

E

Y

TO BE REMOVED

TAX ACCT #12-217

TAX ACCT #12-253A

TAX ACCT #12-253

S

8

0

°

4

6

'

3

3

"

W

3

1

2

.

7

4

'

S65°41'28"W

5.17'

2

3

2

2

2

1

2

4

2

6

2

5

24

2

5

2

4

2

5

2

5

24

26

27

28

29

2

6

2

6

2

6

2

7

CONTRACTOR TO FIELD

VERIFY LOCATION OF

STORM SEWER MAIN VIA

TEST PITS

PROPOSED DA - 2 (NORTH WESTERLY SEWER) (HSG 'B')

LAWN (GOOD) AREA = 0.13 AC (CN = 61)(TC = 6.0 MIN)

PROPOSED DA - 1 OFF (NORTH EASTERLY SEWER) (HSG 'D')

LAWN (GOOD) AREA = 0.01 AC (CN = 80)(TC = 6.0 MIN)

PROPOSED DA - 1 (NORTH EASTERLY SEWER) (HSG 'D')

IMPERVIOUS AREA = 1.60 AC (CN = 98)LAWN (GOOD) AREA = 0.05 AC (CN = 80)TOTAL AREA = 1.65 AC (TC = 6.0 MIN)

PROPOSED DRAINAGE AREA MAP

1" = 30'

0 15 30 60 90

( IN FEET )

1 inch = 30 ft.

GRAPHIC SCALE

FIG 2

m:\elizabeth\elizprv20.020 (c&

l east broad 2021 design)\cad\_final (plot) files\figures\fig 2 - pr da.dw

g P

lotted: M

onday, M

ay 17, 2021 12:41:25 P

M


ANTHONY KURUS, P.E., P.P.


CHECKEDNO.

REVISIONS

DESCRIPTIONDATE DRAWN DESIGNED

SHEET NO.:

FIELD BOOK NO.:

DESIGNED BY:

DRAWN BY: CHECKED BY:

SCALE:

PAGE: DATE:

PROJECT NO.:

E-MAIL: [email protected]

N E G L I A E N G I N E E R I N G A S S O C I A T E S

A PROJECT OF

34 PARK AVENUE LYNDHURST

TEL: 201-939-8805 FAX: 201-939-0846

NEW JERSEY

CAUTION: IF THIS DOCUMENT DOES NOT CONTAIN THE RAISED IMPRESSION SEAL OF THE PROFESSIONAL, IT IS NOT AN AUTHORIZED ORIGINAL DOCUMENT AND MAY HAVE BEEN ALTERED. © COPYRIGHT 2019 BY NEGLIA ENGINEERING. ALL RIGHTS RESERVED.

PROFESSIONAL LAND SURVEYOR

M I C H A E L J . N E G L I A, P . E . , P . L . S . , P . P .




PROFESSIONAL PLANNER

N.J. LICENSE NO. 33LI00569800

CERTIFICATE OF AUTHORIZATION (N.J.S.A. 45:8-56) 24GA27927000



CITY OF ELIZABETH

UNION COUNTY NEW JERSEY

ELIZPRV20.020

M.F.L. A.K.

M.F.L.

MAY 17, 2021

N.J.P.C.S.N.J.P.C.S.

AutoCAD SHX Text

INLET GR 22.8 INV. 18.88 (15"RCP)

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