20200253 Ver 1_Oak Park West Preliminary Storm Water Report 20200115_20200214

MAGNOLIA PARK PRELIMINARY
STORMWATER IMPACT ANALYSIS
0 NEW BETHEL CHURCH ROAD
1408 NEW BETHEL CHURCH ROAD
1520 NEW BETHEL CHURCH ROAD
GARNER, WAKE COUNTY, NC

JANUARY 15, 2020

PREPARED FOR: PREPARED BY:
Royal Oaks Timmons Group, NC License No. C-1652
1210 Trinity Road, Suite 102 5410 Trinity Road, Suite 102
Cary, NC 27513 Raleigh, North Carolina 27607
Rob Bailey Jim Chandler, P.E.
919.235.2964 919.866.4507 phone [phone] fax
[e-mail] [e-mail]
www.timmons.com
Magnolia Park
Garner, NC
Project Number: 41300

Table of Contents

Project Summary and Introduction ..................................................................................................................... 1
Storm Drainage Area Map ................................................................................................................................. 2
Rainfall Data Town of Garner IDF Chart ............................................................................................................ 3
Nitrogen Calculations ........................................................................................................................................ 4
Dry Detention Calculations ................................................................................................................................ 5
HydroCAD Reports ............................................................................................................................................ 6

Magnolia Park
Garner, NC
Project Number: 41300

1 | www.timmons.com
Project Summary
Introduction

Oak Park West is a proposed 189.34 acre community, located to the west of the intersection of New
Bethel Church Road with Clifford Road. The project is comprised of five parcels located on the south side of
New Bethel Church Road. The site is currently zoned R-40 and R-20, requesting to be rezoned to a Planned
Residential Development (PRD). The requested zoning will have a maximum density of 3.2 dwelling units per
acre (600 homes). The site is generally between elevations 240 and 300.
Streams, wetlands, and Neuse Riparian Buffers are located on site and along the property boundaries.
The property is bounded to the South by Swift Creek and contains FEMA floodplains. The site and all
surrounding areas are part of the Swift Creek Conservation Overlay District. The property drains into Swift
Creek and is within the Neuse River Basin.
Stormwater measures are proposed on-site to control and treat the difference between pre-
development and the post-development stormwater runoff rate for the 1-year (24hr) storm, the 2-year (24hr)
storm and the 10-year (24hr) storm.
These stormwater measures will provide storage volume to retain on-site runoff from the first inch of
rainfall and will be released between 2 to 5 days.

Stormwater Methodology

· Stormwater conveyances will be provided to meet the Town of Garner’s requirements to control
gutter spread and minimum pipe sizes to control the required storm events.

· The site drains directly into a FEMA regulated floodplain and as required by the Town, the site will
not provide stormwater treatment. If treatment of stormwater is necessary at final design, the
overall design will be modified to provide nitrogen reduction. The stormwater analysis numbers
below reflect pre/post development runoff with dry detention. The NRCS Method will be used.

· RCP is specified for all storm pipe on site and off site with a Manning’s N value of 0.013

· The various inlet types are shown on the plan detail sheets. Flared end sections are used at all
culvert inlet and discharge points.

Stormwater Treatment and Detention:

Five dry detention basins have been proposed and designed to treat the requirements for 85% TSS
removal, drawdown of the first inch of rainfall between 2-5 days and reduction of the peak flow for the 1”- 24
hour storm event. In addition, 100-year event has been analyzed to ensure safe passage through the site.
Magnolia Park
Garner, NC
Project Number: 41300

2 | www.timmons.com

Detention:
This project is required to reduce the post-development peak flow rates for the 1-year, 24 hour storm
event such that it does not exceed the pre-development peak flow rates. Detention within the proposed BMPs
will be used to achieve the required results. The results of the routing are provided below.

Pre-Development
Drainage Area Q1 (cfs) Q2 (cfs) Q10(cfs) Q100 (cfs)
xx.xx AC (Including Offsite) 141.3 223.5 481.0 943.8
Post-Development
Drainage Area Q1 (cfs) Q2 (cfs) Q10(cfs) Q100 (cfs)
xx.xx AC. (Including Offsite) 302.5 423.7 774.5 1,353
Post-Development with Dry Detention
Drainage Area Q1 (cfs) Q2 (cfs) Q10(cfs) Q100 (cfs)
xx.xx AC. (Including Offsite) 141.2 205.7 421.8 1,013

· Hydraflow Hydrographs software has been used to calculate the peak flow rates using the
Modified Rational Method. A report of all the calculations for the site has been included for review.

Magnolia Park
Garner, NC
Project Number: 41300

3 | www.timmons.com

Area Maps
Storm Drainage Area

8" SSWR92.84 LF @0.75%8" SSWR191.28 LF @3.66%8" SSWR191.28 LF @1.36%8" SSWR134.57 LF @8.62%8" SSWR147.92 LF @1.62%8" SSWR294.44 LF @1.02%8" S
S
W
R
170.
4
3

L
F

@
0
.
5
8
%
SWIFT

C
R
E
E
K SWIFT CREEKSWIFT CREEK
PaD
CeB
PaD
CeC
WeD
W
CeB
CeC
PaD
ChA
PaE
CeB
PaD
CeC
WPaD
CeC
ChA
ApB
CeC
ChA
AaA
CeB
PaD
POINT OF ANALYSIS #3
1,707' OVERLAND FLOW
CALCULATED 14.6 MIN Tc
POINT OF ANALYSIS #2
POINT OF ANALYSIS #1
2,913' OVERLAND FLOW
CALCULATED 17.3 MIN Tc
4,377' OVERLAND FLOW
CALCULATED 20.2 MIN Tc
JOB NO.
SHEET NO.
SCALE
DESIGNED BY
CHECKED BYDATEDRAWN BY
DATEREVISION DESCRIPTIONYOUR VISION ACHIEVED THROUGH OURS.These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but notlimited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP.MAGNOLIA WALKGARNER, WAKE COUNTY, NORTH CAROLINA413005410 Trinity Road, Suite 102 | Raleigh, NC 27607TEL [phone] FAX [phone] www.timmons.comTHIS DRAWING PREPARED AT THERALEIGH OFFICE331
331
331
12/02/19
PRE-DEVELOPMENT STORMWATER ANALYSISDA -1.0
NAD 83
0
SCALE 1"=500'
1000'500'
1" = 500'
8" SSWR92.84 LF @0.75%8" SSWR191.28 LF @3.66%8" SSWR191.28 LF @1.36%8" SSWR134.57 LF @8.62%8" SSWR147.92 LF @1.62%8" SSWR294.44 LF @1.02%8" S
S
W
R
170.
4
3

L
F

@
0
.
5
8
%
SWIFT

C
R
E
E
K SWIFT CREEKSWIFT CREEK
8'' SANF
M
FM FMFM
FMFM
FM FM
F
M FMTP
TP
T
P
TPTPTPTPTP
TP
TPTPTPTPTPTPTPTPT
PTP TPTP
POINT OF ANALYSIS #3
STORM NETWORK TO
BE DESIGNED
ASSUMED 10 MIN Tc
POINT OF ANALYSIS #2
POINT OF ANALYSIS #1
STORM NETWORK TO
BE DESIGNED
ASSUMED 12 MIN Tc
STORM NETWORK TO
BE DESIGNED
ASSUMED 14 MIN Tc
79.60AC
75.47 AC
34.34 AC
DA POI 1
SCM 1 = 10.24 AC
SCM 2 = 7.03 AC
BYPASS = 17.07 AC
DA POI 2
SCM 3 = 23.35 AC
SCM 4 = 10.03 AC
BYPASS = 42.09 AC
DA POI 3
SCM 5 = 30.09 AC
BYPASS = 49.51 AC
JOB NO.
SHEET NO.
SCALE
DESIGNED BY
CHECKED BYDATEDRAWN BY
DATEREVISION DESCRIPTIONYOUR VISION ACHIEVED THROUGH OURS.These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but notlimited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP.MAGNOLIA WALKGARNER, WAKE COUNTY, NORTH CAROLINA413005410 Trinity Road, Suite 102 | Raleigh, NC 27607TEL [phone] FAX [phone] www.timmons.comTHIS DRAWING PREPARED AT THERALEIGH OFFICE331
331
331
01/16/2020
POST-DEVELOPMENT STORMWATER ANALYSISDA -2.0
NAD 83
0
SCALE 1"=500'
1000'500'
1" = 500'
Magnolia Park
Garner, NC
Project Number: 41300

4 | www.timmons.com

Rainfall Data
Town of Garner

NOAA Atlas 14, Volume 2, Version 3
Location name: Garner, North Carolina, USA*
Latitude: 35.7168°, Longitude: -78.6044°
Elevation: 306.26 ft**
* source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF_tabular | PF_graphical | Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Duration
Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 0.409
(0.375-0.447)
0.478
(0.438-0.522)
0.548
(0.502-0.598)
0.611
(0.559-0.667)
0.676
(0.616-0.737)
0.725
(0.658-0.790)
0.770
(0.694-0.839)
0.808
(0.725-0.882)
0.852
(0.757-0.929)
0.889
(0.783-0.971)
10-min 0.654
(0.599-0.715)
0.764
(0.700-0.835)
0.878
(0.805-0.958)
0.977
(0.894-1.07)
1.08
(0.981-1.17)
1.16
(1.05-1.26)
1.22
(1.10-1.33)
1.28
(1.15-1.40)
1.35
(1.20-1.47)
1.40
(1.23-1.53)
15-min 0.817
(0.748-0.893)
0.960
(0.880-1.05)
1.11
(1.02-1.21)
1.24
(1.13-1.35)
1.37
(1.24-1.49)
1.46
(1.33-1.59)
1.55
(1.39-1.68)
1.62
(1.45-1.76)
1.70
(1.51-1.85)
1.76
(1.55-1.92)
30-min 1.12
(1.03-1.23)
1.33
(1.22-1.45)
1.58
(1.45-1.72)
1.79
(1.64-1.96)
2.02
(1.84-2.21)
2.20
(2.00-2.40)
2.37
(2.13-2.58)
2.52
(2.26-2.75)
2.70
(2.40-2.94)
2.84
(2.51-3.11)
60-min 1.40
(1.28-1.53)
1.66
(1.53-1.82)
2.02
(1.85-2.21)
2.33
(2.13-2.55)
2.69
(2.45-2.94)
2.99
(2.71-3.25)
3.26
(2.94-3.55)
3.53
(3.17-3.85)
3.87
(3.44-4.22)
4.15
(3.66-4.54)
2-hr 1.64
(1.49-1.81)
1.96
(1.79-2.15)
2.41
(2.19-2.65)
2.80
(2.54-3.08)
3.29
(2.96-3.60)
3.69
(3.31-4.04)
4.08
(3.64-4.47)
4.48
(3.97-4.91)
5.00
(4.39-5.47)
5.44
(4.73-5.96)
3-hr 1.74
(1.58-1.91)
2.08
(1.90-2.29)
2.56
(2.33-2.82)
3.01
(2.73-3.31)
3.56
(3.21-3.91)
4.04
(3.62-4.43)
4.51
(4.01-4.95)
5.01
(4.42-5.48)
5.67
(4.95-6.21)
6.25
(5.40-6.86)
6-hr 2.08
(1.91-2.29)
2.49
(2.28-2.74)
3.07
(2.81-3.37)
3.61
(3.29-3.96)
4.30
(3.89-4.69)
4.89
(4.39-5.34)
5.48
(4.89-5.98)
6.11
(5.39-6.66)
6.96
(6.07-7.58)
7.71
(6.64-8.41)
12-hr 2.45
(2.24-2.69)
2.93
(2.69-3.22)
3.63
(3.32-3.99)
4.29
(3.90-4.71)
5.14
(4.64-5.62)
5.89
(5.28-6.41)
6.65
(5.90-7.24)
7.47
(6.55-8.12)
8.59
(7.41-9.33)
9.59
(8.15-10.4)
24-hr 2.90
(2.68-3.14)
3.50
(3.25-3.80)
4.41
(4.08-4.78)
5.13
(4.73-5.56)
6.12
(5.63-6.62)
6.91
(6.33-7.47)
7.71
(7.05-8.35)
8.55
(7.80-9.26)
9.71
(8.81-10.5)
10.6
(9.59-11.5)
2-day 3.36
(3.11-3.62)
4.05
(3.75-4.37)
5.06
(4.68-5.47)
5.86
(5.41-6.32)
6.95
(6.40-7.50)
7.82
(7.18-8.44)
8.71
(7.98-9.41)
9.63
(8.79-10.4)
10.9
(9.90-11.8)
11.9
(10.8-12.9)
3-day 3.56
(3.31-3.83)
4.28
(3.98-4.61)
5.33
(4.94-5.73)
6.15
(5.69-6.61)
7.28
(6.72-7.83)
8.18
(7.53-8.80)
9.10
(8.35-9.80)
10.1
(9.19-10.8)
11.4
(10.3-12.3)
12.4
(11.2-13.4)
4-day 3.76
(3.50-4.04)
4.51
(4.20-4.85)
5.59
(5.20-6.00)
6.44
(5.98-6.90)
7.60
(7.03-8.16)
8.53
(7.87-9.15)
9.49
(8.72-10.2)
10.5
(9.59-11.2)
11.8
(10.8-12.7)
12.9
(11.7-13.9)
7-day 4.36
(4.07-4.67)
5.21
(4.86-5.58)
6.37
(5.94-6.81)
7.28
(6.78-7.79)
8.54
(7.93-9.14)
9.55
(8.84-10.2)
10.6
(9.76-11.3)
11.6
(10.7-12.5)
13.1
(12.0-14.1)
14.2
(13.0-15.3)
10-day 4.97
(4.66-5.32)
5.93
(5.54-6.32)
7.14
(6.67-7.62)
8.09
(7.55-8.63)
9.38
(8.73-10.0)
10.4
(9.65-11.1)
11.4
(10.6-12.2)
12.5
(11.5-13.3)
13.9
(12.8-14.8)
15.0
(13.7-16.0)
20-day 6.67
(6.25-7.12)
7.88
(7.38-8.41)
9.34
(8.74-9.97)
10.5
(9.80-11.2)
12.0
(11.2-12.8)
13.3
(12.3-14.1)
14.5
(13.4-15.4)
15.7
(14.5-16.8)
17.4
(16.0-18.6)
18.7
(17.2-20.0)
30-day 8.29
(7.78-8.82)
9.75
(9.16-10.4)
11.4
(10.7-12.1)
12.6
(11.8-13.4)
14.3
(13.3-15.2)
15.5
(14.5-16.5)
16.8
(15.6-17.9)
18.1
(16.8-19.3)
19.7
(18.3-21.1)
21.0
(19.4-22.5)
45-day 10.6
(10.0-11.2)
12.4
(11.7-13.1)
14.2
(13.4-15.0)
15.6
(14.8-16.5)
17.4
(16.4-18.4)
18.8
(17.7-19.9)
20.1
(18.9-21.3)
21.4
(20.1-22.7)
23.2
(21.7-24.6)
24.5
(22.8-26.0)
60-day 12.6
(12.0-13.3)
14.8
(14.0-15.6)
16.8
(15.9-17.7)
18.3
(17.3-19.3)
20.3
(19.1-21.4)
21.7
(20.5-23.0)
23.2
(21.8-24.5)
24.6
(23.1-26.0)
26.4
(24.7-27.9)
27.7
(25.9-29.4)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates
(for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds
are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
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Maps & aerials
Small scale terrain
Large scale terrain
Large scale map
+
–
3km
2mi
+
–
100km
60mi
+
–
100km
60mi
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [e-mail]
Disclaimer
+
–
100km
60mi
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Nitrogen Control Plan – January 2017

Method 1: Residential Subdivisions with No Known Building Footprints

Project Name: __________________________________________ Date: ___________________
Applicant: __________________________________________ Telephone: ___________________

Part I. Riparian Buffers

Does site contain riparian buffers? [ ] No [ ] Yes (show on site plan) [ ] Exempt (attach basis for exemption)

Part II. Nitrogen Calculation

Item Proposed Subdivision Information
1 Total project acreage (acres)
2 Total area of lots excluding Right-of-Way (R/W) and open space (acres)
3 Number of lots
4 Number of lots per acre [Item 3  Item 2] (use in Graph 1)
5 Existing impervious area (prior to 3/9/01) (acres)
6 Total proposed impervious surface in R/W (acres)
7 New impervious area in R/W (acres) [Item 6 – Item 5]
8 Total area of R/W (acres)
9 Percentage of R/W that is impervious [Item 7  Item 8) x 100] (use in Graph 2)
10 Permanently protected undisturbed open space (acres)
11 Permanently protected managed open space (acres)

Pre-Development Nitrogen Loading
Type of Land Cover Area (acres) TN export coefficient
(lbs/ac/yr)
TN export from use
(lbs/yr)
Existing forest land 1.7
Existing pasture 4.4
Existing residential 7.5
Existing cropland 13.6
Existing commercial/industrial 13
TOTAL
Nitrogen Loading Ratea (lbs/ac/yr)
a Nitrogen Loading Rate (lbs/ac/yr) = Total TN export from use (lbs/yr) ÷ Total Area (acres)

Post-Development Nitrogen Loading Before BMPs and/or Offset Payments
Type of Land Cover Area
(acres)
TN export coefficient
(lbs/ac/yr)
TN export from
use (lbs/yr)
Permanently protected undisturbed open space (Item 10)
(forest, unmown meadow, wetlands, buffers)
0.6
Permanently protected managed open space (Item 11)
(grass, landscaping, etc.)
1.2
Lots (Item 4) (read TN export coefficient from Graph 1)
Right-of-Way (Item 9) (read TN export coefficient from Graph 2)
TOTAL
Nitrogen Loading Ratea (lbs/ac/yr)
a Nitrogen Loading Rate (lbs/ac/yr) = Total TN export from use (lbs/yr) ÷ Total Area (acres)

BMP Type TN Removal Rate (%) Check which apply
Wet Pond 30
Stormwater Wetland 40
Sand Filter 35
Bioretention 35
Pollutant Removal (wet) swale 30
Vegetated Filter Strip w/Level Spreader 30
Pollutant removal (dry) swale 10
Dry Detention 10
Magnolia Park
Garner, NC
Project Number: 41300

5 | www.timmons.com

Nitrogen Calculations

Post-Development Loading after BMPs and/or Offset Payments
Item Description Nitrogen Loading Rate (lbs/ac/yr)
12 Nitrogen load after BMPs (show separately in detail)
13 Nitrogen load offset by payments [Item 12 – 3.6]

Amount of Offset (Pounds of Nitrogen) [Item 13 × (Item 1 – Item 5)] ____________________________

*Please refer to the link below to determine the procedure for payment of the nitrogen offset payment. It is necessary for applicants to
demonstrate compliance with SL 2009-337, which indicates that applicants must first purchase offset credits through private
mitigation banks. If no such credits are available, applicants may then buy their offset credits from the NC EEP. These banks are listed
by basin and further information regarding this session law can be found at the following link:
http://test.nceep.net/pages/ILF_Program_intro.html

Part III. Control of Peak Stormwater Flow

Calculated Pre-development Peak Flow (1-year) ____________________________
Calculated Post-development Peak Flow without Controls (1-year) ____________________________
Calculated Post-development Peak Flow with Controls (1-year) ____________________________

Calculations and details showing control of nitrogen and peak stormwater runoff control must be included.

Part IV. Watershed Development Permit

1. Total project acreage (in Lake Benson Watershed) ____________________________
2. Total proposed impervious surface (in Lake Benson Watershed)* ____________________________
3. Existing impervious surface (in Lake Benson Watershed) ** ____________________________
4. Equivalent project acreage (Item 1 – Item 3) ____________________________
5. New impervious acreage (Item 2 – Item 3) ____________________________
6. Percent impervious [(Item 5  Item 4) x 100] ____________________________

* Total proposed impervious surface is determined by adding known impervious surfaces and estimated
typical impervious surfaces for the individual lots.
** Limited to impervious surfaces existing before 7/1/93.

I, the undersigned, certify to the best of my knowledge that the above information is correct (affix seal).

________________________________________________ (sign)

To be filled in by staff

Project Watershed Protection Requirements
Project Exempt: Explain ______________________________________________________________
___________________________________________________________________________________
___________________________________________________________________________________
Project Located in Lake Benson Conservation District – LBCD (Critical Area) Standards Apply
Project Located Outside LBCD – On-site treatment required.
Minor Variance Requested (WRB) Approved (date): ___________ Disapproved (date): ___________
Major Variance Requested (EMC) Approved (date): ___________ Disapproved (date): ___________
Recommended by WRB (circle one): YES NO

Comments (use additional sheet if necessary)
______________________________________________________________________________________________
______________________________________________________________________________________________
______________________________________________________________________________________________
______________________________________________________________________________________________
Approved by Watershed Administrator: __________________________________________ (sign)
Date: _____________________
Graph 1: Total Nitrogen Export from Lots
0.00
2.00
4.00
6.00
8.00
10.00
12.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32
Number of Lots per AcreTN Export Coefficient in lbs/ac/yr

Graph 2: Total Nitrogen Export from Right-of-Way
0.0
5.0
10.0
15.0
20.0
25.0
0% 10% 20% 30% 40% 50% 60% 70% 80% 90% 100%
Percentage of Right-of-Way that is ImperviousTN Export Coefficient in lbs/ac/yr
Nitrogen Control Plan – January 2017

Method 2: Commercial/Industrial/Residential Sites with Known Impervious Area

Project Name: _Oak Park West (Townhomes)__________________________ Date: ____04/12/2019________
Applicant: _Timmons Group_____________________________________ Telephone: _919.866.4934_____

Part I. Riparian Buffers

Does site contain riparian buffers? [ ] No [X ] Yes (show buffers on plan) [ ] Exempt (show basis for exemption)

Part II. Nitrogen Calculation

Item Proposed Site Information Area (acres)
1 Total project acreage 40.77
2 Total proposed impervious area 17.23
3 Existing impervious area (prior to 3/9/01) 0.0
4 New impervious area [Item 2 – Item 3] 17.23
5 Permanently protected undisturbed open space 8.93
6 Permanently protected managed open space 14.61

Pre-Development Loading
Type of Land Cover Area
(acres)
TN export coefficient
(lbs/ac/yr)
TN export from use
(lbs/yr)
Existing forest land 40.77 1.7 69.31
Existing pasture 0 4.4 0
Existing residential 0 7.5 0
Existing cropland 0 13.6 0
Existing commercial/industrial 0 13 0
TOTAL 40.77 69.31
Nitrogen Loading Ratea (lbs/ac/yr) 1.7
a Nitrogen Loading Rate (lbs/ac/yr) = Total TN export from use (lbs/yr) ÷ Total Area (acres)

Post-Development Loading before BMPs and/or Offset Payments
Type of Land Cover Area
(acres)
TN export coefficient
(lbs/ac/yr)
TN export from
use (lbs/yr)
Permanently protected undisturbed open space (forest,
unmown meadow, wetlands, buffers) (Item 5) 8.93 0.6 5.36
Permanently protected managed open space
(grass, landscaping, etc.) (Item 6) 14.61 1.2 17.53
Impervious surfaces (roads, parking lots, driveways,
roofs, paved storage areas, etc.) (Item 4) 17.23 21.2 365.28
TOTAL 40.77 388.17
(Item 7) (Item 8)
Nitrogen Loading Rate (lbs/ac/yr) (Equals Item 8 ÷ Item 7)
9.52

BMP Type TN Removal Rate (%) Check which apply
Wet Pond 30
Stormwater Wetland 40
Sand Filter 35
Bioretention 35
Pollutant Removal (wet) swale 30
Vegetated Filter Strip w/Level Spreader 30
Permeable Pavement 30
Dry Detention 10 Used for Detention Only – No Credit

Post-Development Loading after BMPs and/or Offset Payments
Item Description Nitrogen Loading Rate (lbs/ac/yr)
9 Nitrogen load after BMPs (show separately in detail) 9.52
10 Nitrogen load offset by payments [Item 9 – 3.6] 5.92

Amount of Offset (Pounds of Nitrogen) [Item 10 × (Item 1 – Item 3) × 30 years] _____7241___________________

*Please refer to the link below to determine the procedure for payment of the nitrogen offset payment. It is necessary for applicants to
demonstrate compliance with SL 2009-337, which indicates that applicants must first purchase offset credits through private
mitigation banks. If no such credits are available, applicants may then buy their offset credits from the NC EEP. These banks are listed
by basin and further information regarding this session law can be found at the following link:
http://test.nceep.net/pages/ILF_Program_intro.html

Part III. Control of Peak Stormwater Flow

Calculated Pre-development Peak Flow (1-year) _____18.26__________________
Calculated Post-development Peak Flow without Controls (1-year) _____63.90__________________
Calculated Post-development Peak Flow with Controls (1-year) _____17.27__________________

Calculations and details showing control of nitrogen and peak stormwater runoff control must be included.

Part IV: Watershed Development Permit

1. Total project acreage (in Lake Benson Watershed) ____________________________
2. Total proposed impervious surface (in Lake Benson Watershed) ____________________________
3. Existing impervious surface (in Lake Benson Watershed) * ____________________________
4. Equivalent project acreage (Item 1 – Item 3) ____________________________
5. New impervious surface (Item 2 – Item 3) ____________________________
6. Percent impervious [(Item 5 ÷ Item 4) x 100] ____________________________

* Limited to impervious surface existing before 7/1/93

I, the undersigned, certify that to the best of my knowledge that the above information is correct (affix seal)

_____________________________________(sign)

To be filled in by staff

Project Watershed Protection Requirements
š Project Exempt: Explain ______________________________________________________________
___________________________________________________________________________________
___________________________________________________________________________________
š Project Located in Lake Benson Conservation District – LBCD (Critical Area) Standards Apply
š Project Located Outside LBCD – On-site treatment required.
š Minor Variance Requested (WRB) Approved (date): ___________ Disapproved (date): ___________
š Major Variance Requested (EMC) Approved (date): ___________ Disapproved (date): ___________
Recommended by WRB (circle one): YES NO

Comments (use additional sheet if necessary)
______________________________________________________________________________________________
______________________________________________________________________________________________
______________________________________________________________________________________________
______________________________________________________________________________________________
______________________________________________________________________________________________

Approved by Watershed Administrator: __________________________________________ (sign)
Date: _____________________
Magnolia Park
Garner, NC
Project Number: 41300

6 | www.timmons.com

Dry Detention Calculations

1/15/2020Dry Detention CalculationsTypeLots 4250Town 1450Road 4500Dry Detention Basinarea lots townsLF road100' section roadimpervious on lotsimpervios on townsimpervious in roadtotal impervious (sf)total impervious (ac)% imperviousRunoff CoefficientRequired Volume (sf)1 10.24 48 0 1849 18.49 201875 0 83205 2850806.5464% 0.63 23,2392 7.03 0 71 2058 20.58 0 102950 92610 1955604.4964% 0.62 15,9433 23.35 32 63 4712 47.12 133875 91350 212040 43726510.0443% 0.44 37,0334 10.03 33 0 2038 20.38 140250 0 91710 2319605.3353% 0.53 19,2175 30.09 131 0 6415 64.15 556750 0 288675 84542519.4165% 0.63 68,868Project Number:Calculated By:Allison StoneDate:Impervious Areassf/lotsf/lotAreaProject:Magnolia Park41300sf/100 lf section
Magnolia Park
Garner, NC
Project Number: 41300

7 | www.timmons.com
Hydraflow Reports
Hydraflow Table of Contents Magnolia Park 20200115.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Watershed Model Schematic...................................................................................... 1
1 - Year
Hydrograph Reports................................................................................................................... 2
Hydrograph No. 1, SCS Runoff, POI-1 - Pre............................................................................ 2
Hydrograph No. 2, SCS Runoff, POI-2 - Pre............................................................................ 3
Hydrograph No. 3, SCS Runoff, POI-3 - Pre............................................................................ 4
Hydrograph No. 4, Combine, Pre Dev Total............................................................................. 5
Hydrograph No. 5, SCS Runoff, POI-1 - Post.......................................................................... 6
Hydrograph No. 6, SCS Runoff, POI-2 - Post.......................................................................... 7
Hydrograph No. 7, SCS Runoff, POI-3 - Post.......................................................................... 8
Hydrograph No. 8, Combine, Post Dev Total........................................................................... 9
Hydrograph No. 9, SCS Runoff, POI-1 - Post - BYPASS....................................................... 10
Hydrograph No. 10, SCS Runoff, POI-1 - Post - SCM 1........................................................ 11
Hydrograph No. 11, SCS Runoff, POI-1 - Post - SCM 2........................................................ 12
Hydrograph No. 12, Reservoir, SCM 1................................................................................... 13
Hydrograph No. 13, Reservoir, SCM 2................................................................................... 14
Hydrograph No. 14, Combine, POI-1 POST-BMP.................................................................. 15
Hydrograph No. 15, SCS Runoff, POI-2 - Post - SCM 3........................................................ 16
Hydrograph No. 16, SCS Runoff, POI-2 - Post - BYPASS..................................................... 17
Hydrograph No. 17, SCS Runoff, POI-2 - Post - SCM 4........................................................ 18
Hydrograph No. 18, Reservoir, SCM 3................................................................................... 19
Hydrograph No. 19, Reservoir, SCM 4................................................................................... 20
Hydrograph No. 20, Combine, POI-2 POST-BMP.................................................................. 21
Hydrograph No. 21, SCS Runoff, POI-3 - Post - BYPASS..................................................... 22
Hydrograph No. 22, SCS Runoff, POI-3 - Post - SCM 5........................................................ 23
Hydrograph No. 23, Reservoir, SCM 5................................................................................... 24
Hydrograph No. 24, Combine, POI 3 POST-BMP.................................................................. 25
Hydrograph No. 25, Combine, POST DEV BMP.................................................................... 26
10 - Year
Hydrograph Reports................................................................................................................. 27
Hydrograph No. 1, SCS Runoff, POI-1 - Pre.......................................................................... 27
Hydrograph No. 2, SCS Runoff, POI-2 - Pre.......................................................................... 28
Hydrograph No. 3, SCS Runoff, POI-3 - Pre.......................................................................... 29
Hydrograph No. 4, Combine, Pre Dev Total........................................................................... 30
Hydrograph No. 5, SCS Runoff, POI-1 - Post........................................................................ 31
Hydrograph No. 6, SCS Runoff, POI-2 - Post........................................................................ 32
Hydrograph No. 7, SCS Runoff, POI-3 - Post........................................................................ 33
Hydrograph No. 8, Combine, Post Dev Total......................................................................... 34
Hydrograph No. 9, SCS Runoff, POI-1 - Post - BYPASS....................................................... 35
Hydrograph No. 10, SCS Runoff, POI-1 - Post - SCM 1........................................................ 36
Hydrograph No. 11, SCS Runoff, POI-1 - Post - SCM 2........................................................ 37
Hydrograph No. 12, Reservoir, SCM 1................................................................................... 38
Hydrograph No. 13, Reservoir, SCM 2................................................................................... 39
Hydrograph No. 14, Combine, POI-1 POST-BMP.................................................................. 40
Hydrograph No. 15, SCS Runoff, POI-2 - Post - SCM 3........................................................ 41
Hydrograph No. 16, SCS Runoff, POI-2 - Post - BYPASS..................................................... 42
Contents continued...Magnolia Park 20200115.gpw
Hydrograph No. 17, SCS Runoff, POI-2 - Post - SCM 4........................................................ 43
Hydrograph No. 18, Reservoir, SCM 3................................................................................... 44
Hydrograph No. 19, Reservoir, SCM 4................................................................................... 45
Hydrograph No. 20, Combine, POI-2 POST-BMP.................................................................. 46
Hydrograph No. 21, SCS Runoff, POI-3 - Post - BYPASS..................................................... 47
Hydrograph No. 22, SCS Runoff, POI-3 - Post - SCM 5........................................................ 48
Hydrograph No. 23, Reservoir, SCM 5................................................................................... 49
Hydrograph No. 24, Combine, POI 3 POST-BMP.................................................................. 50
Hydrograph No. 25, Combine, POST DEV BMP.................................................................... 51
100 - Year
Hydrograph Reports................................................................................................................. 52
Hydrograph No. 1, SCS Runoff, POI-1 - Pre.......................................................................... 52
Hydrograph No. 2, SCS Runoff, POI-2 - Pre.......................................................................... 53
Hydrograph No. 3, SCS Runoff, POI-3 - Pre.......................................................................... 54
Hydrograph No. 4, Combine, Pre Dev Total........................................................................... 55
Hydrograph No. 5, SCS Runoff, POI-1 - Post........................................................................ 56
Hydrograph No. 6, SCS Runoff, POI-2 - Post........................................................................ 57
Hydrograph No. 7, SCS Runoff, POI-3 - Post........................................................................ 58
Hydrograph No. 8, Combine, Post Dev Total......................................................................... 59
Hydrograph No. 9, SCS Runoff, POI-1 - Post - BYPASS....................................................... 60
Hydrograph No. 10, SCS Runoff, POI-1 - Post - SCM 1........................................................ 61
Hydrograph No. 11, SCS Runoff, POI-1 - Post - SCM 2........................................................ 62
Hydrograph No. 12, Reservoir, SCM 1................................................................................... 63
Hydrograph No. 13, Reservoir, SCM 2................................................................................... 64
Hydrograph No. 14, Combine, POI-1 POST-BMP.................................................................. 65
Hydrograph No. 15, SCS Runoff, POI-2 - Post - SCM 3........................................................ 66
Hydrograph No. 16, SCS Runoff, POI-2 - Post - BYPASS..................................................... 67
Hydrograph No. 17, SCS Runoff, POI-2 - Post - SCM 4........................................................ 68
Hydrograph No. 18, Reservoir, SCM 3................................................................................... 69
Hydrograph No. 19, Reservoir, SCM 4................................................................................... 70
Hydrograph No. 20, Combine, POI-2 POST-BMP.................................................................. 71
Hydrograph No. 21, SCS Runoff, POI-3 - Post - BYPASS..................................................... 72
Hydrograph No. 22, SCS Runoff, POI-3 - Post - SCM 5........................................................ 73
Hydrograph No. 23, Reservoir, SCM 5................................................................................... 74
Hydrograph No. 24, Combine, POI 3 POST-BMP.................................................................. 75
Hydrograph No. 25, Combine, POST DEV BMP.................................................................... 76
1
2
3
4
5 6 7
8
9
10 11
1213
14
15 16 17
18 19
20
21
22
23
24
25
1
Watershed Model SchematicHydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Project: Magnolia Park 20200115.gpw Friday, 01 / 17 / 2020
Hyd.Origin Description
Legend
1 SCS Runoff POI-1 - Pre
2 SCS Runoff POI-2 - Pre
3 SCS Runoff POI-3 - Pre
4 Combine Pre Dev Total
5 SCS Runoff POI-1 - Post
6 SCS Runoff POI-2 - Post
7 SCS Runoff POI-3 - Post
8 Combine Post Dev Total
9 SCS Runoff POI-1 - Post - BYPASS
10 SCS Runoff POI-1 - Post - SCM 1
11 SCS Runoff POI-1 - Post - SCM 2
12 Reservoir SCM 1
13 Reservoir SCM 2
14 Combine POI-1 POST-BMP
15 SCS Runoff POI-2 - Post - SCM 3
16 SCS Runoff POI-2 - Post - BYPASS
17 SCS Runoff POI-2 - Post - SCM 4
18 Reservoir SCM 3
19 Reservoir SCM 4
20 Combine POI-2 POST-BMP
21 SCS Runoff POI-3 - Post - BYPASS
22 SCS Runoff POI-3 - Post - SCM 5
23 Reservoir SCM 5
24 Combine POI 3 POST-BMP
25 Combine POST DEV BMP
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 1
POI-1 - Pre
Hydrograph type = SCS Runoff Peak discharge = 31.97 cfs
Storm frequency = 1 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 99,329 cuft
Drainage area = 39.890 ac Curve number = 71*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 14.60 min
Total precip. = 2.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(3.510 x 98) + (72.700 x 71)] / 39.890
2
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)
POI-1 - Pre
Hyd. No. 1 -- 1 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 2
POI-2 - Pre
Hydrograph type = SCS Runoff Peak discharge = 59.81 cfs
Storm frequency = 1 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 207,193 cuft
Drainage area = 76.180 ac Curve number = 72*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 17.30 min
Total precip. = 2.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.550 x 98) + (54.000 x 72) + (18.750 x 72)] / 76.180
3
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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
60.00 60.00
Q (cfs)
Time (hrs)
POI-2 - Pre
Hyd. No. 2 -- 1 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 3
POI-3 - Pre
Hydrograph type = SCS Runoff Peak discharge = 52.39 cfs
Storm frequency = 1 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 203,086 cuft
Drainage area = 73.360 ac Curve number = 72*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 20.20 min
Total precip. = 2.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.550 x 98) + (54.000 x 72) + (18.750 x 72)] / 73.360
4
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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
60.00 60.00
Q (cfs)
Time (hrs)
POI-3 - Pre
Hyd. No. 3 -- 1 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 4
Pre Dev Total
Hydrograph type = Combine Peak discharge = 141.32 cfs
Storm frequency = 1 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 509,608 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 189.430 ac
5
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (hrs)
Pre Dev Total
Hyd. No. 4 -- 1 Year
Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 5
POI-1 - Post
Hydrograph type = SCS Runoff Peak discharge = 65.98 cfs
Storm frequency = 1 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 172,080 cuft
Drainage area = 35.340 ac Curve number = 82*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 2.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(21.310 x 71) + (14.030 x 98)] / 35.340
6
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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
60.00 60.00
70.00 70.00
Q (cfs)
Time (hrs)
POI-1 - Post
Hyd. No. 5 -- 1 Year
Hyd No. 5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 6
POI-2 - Post
Hydrograph type = SCS Runoff Peak discharge = 126.66 cfs
Storm frequency = 1 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 332,102 cuft
Drainage area = 75.470 ac Curve number = 80*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 12.00 min
Total precip. = 2.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(25.690 x 98) + (49.780 x 71)] / 75.470
7
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (hrs)
POI-2 - Post
Hyd. No. 6 -- 1 Year
Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 7
POI-3 - Post
Hydrograph type = SCS Runoff Peak discharge = 109.95 cfs
Storm frequency = 1 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 315,163 cuft
Drainage area = 79.800 ac Curve number = 79*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 14.00 min
Total precip. = 2.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(21.490 x 98) + (58.310 x 72)] / 79.800
8
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (hrs)
POI-3 - Post
Hyd. No. 7 -- 1 Year
Hyd No. 7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 8
Post Dev Total
Hydrograph type = Combine Peak discharge = 302.45 cfs
Storm frequency = 1 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 819,344 cuft
Inflow hyds. = 5, 6, 7 Contrib. drain. area = 190.610 ac
9
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
40.00 40.00
80.00 80.00
120.00 120.00
160.00 160.00
200.00 200.00
240.00 240.00
280.00 280.00
320.00 320.00
Q (cfs)
Time (hrs)
Post Dev Total
Hyd. No. 8 -- 1 Year
Hyd No. 8 Hyd No. 5 Hyd No. 6 Hyd No. 7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 9
POI-1 - Post - BYPASS
Hydrograph type = SCS Runoff Peak discharge = 21.28 cfs
Storm frequency = 1 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 57,255 cuft
Drainage area = 17.070 ac Curve number = 75*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 2.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.950 x 98) + (15.120 x 72)] / 17.070
10
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
Q (cfs)
Time (hrs)
POI-1 - Post - BYPASS
Hyd. No. 9 -- 1 Year
Hyd No. 9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 10
POI-1 - Post - SCM 1
Hydrograph type = SCS Runoff Peak discharge = 25.50 cfs
Storm frequency = 1 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 66,299 cuft
Drainage area = 10.240 ac Curve number = 88*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 2.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(3.700 x 71) + (6.540 x 98)] / 10.240
11
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)
POI-1 - Post - SCM 1
Hyd. No. 10 -- 1 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 11
POI-1 - Post - SCM 2
Hydrograph type = SCS Runoff Peak discharge = 17.51 cfs
Storm frequency = 1 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 45,516 cuft
Drainage area = 7.030 ac Curve number = 88*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 2.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.540 x 71) + (4.490 x 98)] / 7.030
12
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)
POI-1 - Post - SCM 2
Hyd. No. 11 -- 1 Year
Hyd No. 11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 12
SCM 1
Hydrograph type = Reservoir Peak discharge = 0.833 cfs
Storm frequency = 1 yrs Time to peak = 14.90 hrs
Time interval = 2 min Hyd. volume = 66,264 cuft
Inflow hyd. No. = 10 - POI-1 - Post - SCM 1 Max. Elevation = 265.10 ft
Reservoir name = SCM 1 Max. Storage = 41,468 cuft
Storage Indication method used.
13
0 6 12 18 24 30 36 42 48 54 60
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)
SCM 1
Hyd. No. 12 -- 1 Year
Hyd No. 12 Hyd No. 10 Total storage used = 41,468 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 13
SCM 2
Hydrograph type = Reservoir Peak discharge = 0.836 cfs
Storm frequency = 1 yrs Time to peak = 13.67 hrs
Time interval = 2 min Hyd. volume = 45,497 cuft
Inflow hyd. No. = 11 - POI-1 - Post - SCM 2 Max. Elevation = 247.12 ft
Reservoir name = SCM 2 Max. Storage = 25,769 cuft
Storage Indication method used.
14
0 4 8 12 16 20 24 28 32 36 40 44
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)
SCM 2
Hyd. No. 13 -- 1 Year
Hyd No. 13 Hyd No. 11 Total storage used = 25,769 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 14
POI-1 POST-BMP
Hydrograph type = Combine Peak discharge = 22.59 cfs
Storm frequency = 1 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 169,016 cuft
Inflow hyds. = 9, 12, 13 Contrib. drain. area = 17.070 ac
15
0 4 8 12 16 20 24 28 32 36 40
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
Q (cfs)
Time (hrs)
POI-1 POST-BMP
Hyd. No. 14 -- 1 Year
Hyd No. 14 Hyd No. 9 Hyd No. 12 Hyd No. 13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 15
POI-2 - Post - SCM 3
Hydrograph type = SCS Runoff Peak discharge = 45.93 cfs
Storm frequency = 1 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 119,444 cuft
Drainage area = 23.350 ac Curve number = 83*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 12.00 min
Total precip. = 2.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(10.040 x 98) + (13.310 x 71)] / 23.350
16
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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)
POI-2 - Post - SCM 3
Hyd. No. 15 -- 1 Year
Hyd No. 15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 16
POI-2 - Post - BYPASS
Hydrograph type = SCS Runoff Peak discharge = 52.48 cfs
Storm frequency = 1 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 141,176 cuft
Drainage area = 42.090 ac Curve number = 75*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 12.00 min
Total precip. = 2.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(4.290 x 98) + (37.800 x 72)] / 42.090
17
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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
60.00 60.00
Q (cfs)
Time (hrs)
POI-2 - Post - BYPASS
Hyd. No. 16 -- 1 Year
Hyd No. 16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 17
POI-2 - Post - SCM 4
Hydrograph type = SCS Runoff Peak discharge = 21.79 cfs
Storm frequency = 1 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 56,493 cuft
Drainage area = 10.030 ac Curve number = 85*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 12.00 min
Total precip. = 2.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(5.330 x 98) + (4.700 x 71)] / 10.030
18
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
Q (cfs)
Time (hrs)
POI-2 - Post - SCM 4
Hyd. No. 17 -- 1 Year
Hyd No. 17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 18
SCM 3
Hydrograph type = Reservoir Peak discharge = 1.658 cfs
Storm frequency = 1 yrs Time to peak = 14.97 hrs
Time interval = 2 min Hyd. volume = 119,302 cuft
Inflow hyd. No. = 15 - POI-2 - Post - SCM 3 Max. Elevation = 240.32 ft
Reservoir name = SCM 3 Max. Storage = 71,435 cuft
Storage Indication method used.
19
0 6 12 18 24 30 36 42 48 54 60 66
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)
SCM 3
Hyd. No. 18 -- 1 Year
Hyd No. 18 Hyd No. 15 Total storage used = 71,435 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 19
SCM 4
Hydrograph type = Reservoir Peak discharge = 1.659 cfs
Storm frequency = 1 yrs Time to peak = 12.93 hrs
Time interval = 2 min Hyd. volume = 56,470 cuft
Inflow hyd. No. = 17 - POI-2 - Post - SCM 4 Max. Elevation = 240.33 ft
Reservoir name = SCM 4 Max. Storage = 28,360 cuft
Storage Indication method used.
20
0 4 8 12 16 20 24 28 32 36
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
Q (cfs)
Time (hrs)
SCM 4
Hyd. No. 19 -- 1 Year
Hyd No. 19 Hyd No. 17 Total storage used = 28,360 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 20
POI-2 POST-BMP
Hydrograph type = Combine Peak discharge = 54.96 cfs
Storm frequency = 1 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 316,948 cuft
Inflow hyds. = 16, 18, 19 Contrib. drain. area = 42.090 ac
21
0 4 8 12 16 20 24 28 32 36
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
60.00 60.00
Q (cfs)
Time (hrs)
POI-2 POST-BMP
Hyd. No. 20 -- 1 Year
Hyd No. 20 Hyd No. 16 Hyd No. 18 Hyd No. 19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 21
POI-3 - Post - BYPASS
Hydrograph type = SCS Runoff Peak discharge = 60.48 cfs
Storm frequency = 1 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 175,637 cuft
Drainage area = 49.510 ac Curve number = 77*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 14.00 min
Total precip. = 2.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(9.230 x 98) + (40.280 x 72)] / 49.510
22
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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
60.00 60.00
70.00 70.00
Q (cfs)
Time (hrs)
POI-3 - Post - BYPASS
Hyd. No. 21 -- 1 Year
Hyd No. 21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 22
POI-3 - Post - SCM 5
Hydrograph type = SCS Runoff Peak discharge = 68.42 cfs
Storm frequency = 1 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 192,723 cuft
Drainage area = 30.090 ac Curve number = 89*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 14.00 min
Total precip. = 2.90 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(19.410 x 98) + (10.680 x 72)] / 30.090
23
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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
60.00 60.00
70.00 70.00
Q (cfs)
Time (hrs)
POI-3 - Post - SCM 5
Hyd. No. 22 -- 1 Year
Hyd No. 22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 23
SCM 5
Hydrograph type = Reservoir Peak discharge = 4.126 cfs
Storm frequency = 1 yrs Time to peak = 13.37 hrs
Time interval = 2 min Hyd. volume = 192,719 cuft
Inflow hyd. No. = 22 - POI-3 - Post - SCM 5 Max. Elevation = 227.36 ft
Reservoir name = SCM 5 Max. Storage = 97,258 cuft
Storage Indication method used.
24
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
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
60.00 60.00
70.00 70.00
Q (cfs)
Time (hrs)
SCM 5
Hyd. No. 23 -- 1 Year
Hyd No. 23 Hyd No. 22 Total storage used = 97,258 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 24
POI 3 POST-BMP
Hydrograph type = Combine Peak discharge = 64.05 cfs
Storm frequency = 1 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 368,356 cuft
Inflow hyds. = 21, 23 Contrib. drain. area = 49.510 ac
25
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
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
60.00 60.00
70.00 70.00
Q (cfs)
Time (hrs)
POI 3 POST-BMP
Hyd. No. 24 -- 1 Year
Hyd No. 24 Hyd No. 21 Hyd No. 23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 25
POST DEV BMP
Hydrograph type = Combine Peak discharge = 141.29 cfs
Storm frequency = 1 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 854,321 cuft
Inflow hyds. = 14, 20, 24 Contrib. drain. area = 0.000 ac
26
0 4 8 12 16 20 24 28 32
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (hrs)
POST DEV BMP
Hyd. No. 25 -- 1 Year
Hyd No. 25 Hyd No. 14 Hyd No. 20 Hyd No. 24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 1
POI-1 - Pre
Hydrograph type = SCS Runoff Peak discharge = 110.47 cfs
Storm frequency = 10 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 312,750 cuft
Drainage area = 39.890 ac Curve number = 71*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 14.60 min
Total precip. = 5.13 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(3.510 x 98) + (72.700 x 71)] / 39.890
27
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (hrs)
POI-1 - Pre
Hyd. No. 1 -- 10 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 2
POI-2 - Pre
Hydrograph type = SCS Runoff Peak discharge = 201.06 cfs
Storm frequency = 10 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 635,600 cuft
Drainage area = 76.180 ac Curve number = 72*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 17.30 min
Total precip. = 5.13 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.550 x 98) + (54.000 x 72) + (18.750 x 72)] / 76.180
28
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
Q (cfs)
Time (hrs)
POI-2 - Pre
Hyd. No. 2 -- 10 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 3
POI-3 - Pre
Hydrograph type = SCS Runoff Peak discharge = 177.81 cfs
Storm frequency = 10 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 623,001 cuft
Drainage area = 73.360 ac Curve number = 72*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 20.20 min
Total precip. = 5.13 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.550 x 98) + (54.000 x 72) + (18.750 x 72)] / 73.360
29
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
Q (cfs)
Time (hrs)
POI-3 - Pre
Hyd. No. 3 -- 10 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 4
Pre Dev Total
Hydrograph type = Combine Peak discharge = 480.97 cfs
Storm frequency = 10 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 1,571,352 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 189.430 ac
30
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
70.00 70.00
140.00 140.00
210.00 210.00
280.00 280.00
350.00 350.00
420.00 420.00
490.00 490.00
Q (cfs)
Time (hrs)
Pre Dev Total
Hyd. No. 4 -- 10 Year
Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 5
POI-1 - Post
Hydrograph type = SCS Runoff Peak discharge = 162.15 cfs
Storm frequency = 10 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 422,757 cuft
Drainage area = 35.340 ac Curve number = 82*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 5.13 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(21.310 x 71) + (14.030 x 98)] / 35.340
31
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
180.00 180.00
Q (cfs)
Time (hrs)
POI-1 - Post
Hyd. No. 5 -- 10 Year
Hyd No. 5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 6
POI-2 - Post
Hydrograph type = SCS Runoff Peak discharge = 327.01 cfs
Storm frequency = 10 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 849,411 cuft
Drainage area = 75.470 ac Curve number = 80*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 12.00 min
Total precip. = 5.13 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(25.690 x 98) + (49.780 x 71)] / 75.470
32
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
50.00 50.00
100.00 100.00
150.00 150.00
200.00 200.00
250.00 250.00
300.00 300.00
350.00 350.00
Q (cfs)
Time (hrs)
POI-2 - Post
Hyd. No. 6 -- 10 Year
Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 7
POI-3 - Post
Hydrograph type = SCS Runoff Peak discharge = 293.45 cfs
Storm frequency = 10 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 822,975 cuft
Drainage area = 79.800 ac Curve number = 79*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 14.00 min
Total precip. = 5.13 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(21.490 x 98) + (58.310 x 72)] / 79.800
33
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
40.00 40.00
80.00 80.00
120.00 120.00
160.00 160.00
200.00 200.00
240.00 240.00
280.00 280.00
320.00 320.00
Q (cfs)
Time (hrs)
POI-3 - Post
Hyd. No. 7 -- 10 Year
Hyd No. 7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 8
Post Dev Total
Hydrograph type = Combine Peak discharge = 774.49 cfs
Storm frequency = 10 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 2,095,142 cuft
Inflow hyds. = 5, 6, 7 Contrib. drain. area = 190.610 ac
34
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
111.00 111.00
222.00 222.00
333.00 333.00
444.00 444.00
555.00 555.00
666.00 666.00
777.00 777.00
Q (cfs)
Time (hrs)
Post Dev Total
Hyd. No. 8 -- 10 Year
Hyd No. 8 Hyd No. 5 Hyd No. 6 Hyd No. 7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 9
POI-1 - Post - BYPASS
Hydrograph type = SCS Runoff Peak discharge = 62.92 cfs
Storm frequency = 10 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 163,273 cuft
Drainage area = 17.070 ac Curve number = 75*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 5.13 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.950 x 98) + (15.120 x 72)] / 17.070
35
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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
60.00 60.00
70.00 70.00
Q (cfs)
Time (hrs)
POI-1 - Post - BYPASS
Hyd. No. 9 -- 10 Year
Hyd No. 9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 10
POI-1 - Post - SCM 1
Hydrograph type = SCS Runoff Peak discharge = 54.44 cfs
Storm frequency = 10 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 145,379 cuft
Drainage area = 10.240 ac Curve number = 88*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 5.13 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(3.700 x 71) + (6.540 x 98)] / 10.240
36
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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
60.00 60.00
Q (cfs)
Time (hrs)
POI-1 - Post - SCM 1
Hyd. No. 10 -- 10 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 11
POI-1 - Post - SCM 2
Hydrograph type = SCS Runoff Peak discharge = 37.37 cfs
Storm frequency = 10 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 99,806 cuft
Drainage area = 7.030 ac Curve number = 88*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 5.13 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.540 x 71) + (4.490 x 98)] / 7.030
37
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (hrs)
POI-1 - Post - SCM 2
Hyd. No. 11 -- 10 Year
Hyd No. 11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 12
SCM 1
Hydrograph type = Reservoir Peak discharge = 6.738 cfs
Storm frequency = 10 yrs Time to peak = 12.43 hrs
Time interval = 2 min Hyd. volume = 145,343 cuft
Inflow hyd. No. = 10 - POI-1 - Post - SCM 1 Max. Elevation = 267.86 ft
Reservoir name = SCM 1 Max. Storage = 81,275 cuft
Storage Indication method used.
38
0 6 12 18 24 30 36 42 48 54 60
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
60.00 60.00
Q (cfs)
Time (hrs)
SCM 1
Hyd. No. 12 -- 10 Year
Hyd No. 12 Hyd No. 10 Total storage used = 81,275 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 13
SCM 2
Hydrograph type = Reservoir Peak discharge = 10.01 cfs
Storm frequency = 10 yrs Time to peak = 12.23 hrs
Time interval = 2 min Hyd. volume = 99,787 cuft
Inflow hyd. No. = 11 - POI-1 - Post - SCM 2 Max. Elevation = 249.50 ft
Reservoir name = SCM 2 Max. Storage = 49,664 cuft
Storage Indication method used.
39
0 4 8 12 16 20 24 28 32 36 40
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (hrs)
SCM 2
Hyd. No. 13 -- 10 Year
Hyd No. 13 Hyd No. 11 Total storage used = 49,664 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 14
POI-1 POST-BMP
Hydrograph type = Combine Peak discharge = 64.74 cfs
Storm frequency = 10 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 408,403 cuft
Inflow hyds. = 9, 12, 13 Contrib. drain. area = 17.070 ac
40
0 4 8 12 16 20 24 28 32 36 40 44
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
60.00 60.00
70.00 70.00
Q (cfs)
Time (hrs)
POI-1 POST-BMP
Hyd. No. 14 -- 10 Year
Hyd No. 14 Hyd No. 9 Hyd No. 12 Hyd No. 13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 15
POI-2 - Post - SCM 3
Hydrograph type = SCS Runoff Peak discharge = 110.08 cfs
Storm frequency = 10 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 287,748 cuft
Drainage area = 23.350 ac Curve number = 83*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 12.00 min
Total precip. = 5.13 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(10.040 x 98) + (13.310 x 71)] / 23.350
41
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (hrs)
POI-2 - Post - SCM 3
Hyd. No. 15 -- 10 Year
Hyd No. 15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 16
POI-2 - Post - BYPASS
Hydrograph type = SCS Runoff Peak discharge = 155.15 cfs
Storm frequency = 10 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 402,586 cuft
Drainage area = 42.090 ac Curve number = 75*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 12.00 min
Total precip. = 5.13 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(4.290 x 98) + (37.800 x 72)] / 42.090
42
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (hrs)
POI-2 - Post - BYPASS
Hyd. No. 16 -- 10 Year
Hyd No. 16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 17
POI-2 - Post - SCM 4
Hydrograph type = SCS Runoff Peak discharge = 49.77 cfs
Storm frequency = 10 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 130,978 cuft
Drainage area = 10.030 ac Curve number = 85*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 12.00 min
Total precip. = 5.13 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(5.330 x 98) + (4.700 x 71)] / 10.030
43
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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)
POI-2 - Post - SCM 4
Hyd. No. 17 -- 10 Year
Hyd No. 17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 18
SCM 3
Hydrograph type = Reservoir Peak discharge = 18.32 cfs
Storm frequency = 10 yrs Time to peak = 12.30 hrs
Time interval = 2 min Hyd. volume = 287,489 cuft
Inflow hyd. No. = 15 - POI-2 - Post - SCM 3 Max. Elevation = 243.23 ft
Reservoir name = SCM 3 Max. Storage = 148,873 cuft
Storage Indication method used.
44
0 4 8 12 16 20 24 28 32 36 40 44 48 52
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (hrs)
SCM 3
Hyd. No. 18 -- 10 Year
Hyd No. 18 Hyd No. 15 Total storage used = 148,873 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 19
SCM 4
Hydrograph type = Reservoir Peak discharge = 20.13 cfs
Storm frequency = 10 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 130,955 cuft
Inflow hyd. No. = 17 - POI-2 - Post - SCM 4 Max. Elevation = 242.80 ft
Reservoir name = SCM 4 Max. Storage = 57,164 cuft
Storage Indication method used.
45
0 4 8 12 16 20 24 28 32
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)
SCM 4
Hyd. No. 19 -- 10 Year
Hyd No. 19 Hyd No. 17 Total storage used = 57,164 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 20
POI-2 POST-BMP
Hydrograph type = Combine Peak discharge = 158.94 cfs
Storm frequency = 10 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 821,031 cuft
Inflow hyds. = 16, 18, 19 Contrib. drain. area = 42.090 ac
46
0 4 8 12 16 20 24 28 32 36
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (hrs)
POI-2 POST-BMP
Hyd. No. 20 -- 10 Year
Hyd No. 20 Hyd No. 16 Hyd No. 18 Hyd No. 19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 21
POI-3 - Post - BYPASS
Hydrograph type = SCS Runoff Peak discharge = 170.80 cfs
Storm frequency = 10 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 478,744 cuft
Drainage area = 49.510 ac Curve number = 77*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 14.00 min
Total precip. = 5.13 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(9.230 x 98) + (40.280 x 72)] / 49.510
47
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
180.00 180.00
Q (cfs)
Time (hrs)
POI-3 - Post - BYPASS
Hyd. No. 21 -- 10 Year
Hyd No. 21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 22
POI-3 - Post - SCM 5
Hydrograph type = SCS Runoff Peak discharge = 143.11 cfs
Storm frequency = 10 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 414,962 cuft
Drainage area = 30.090 ac Curve number = 89*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 14.00 min
Total precip. = 5.13 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(19.410 x 98) + (10.680 x 72)] / 30.090
48
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (hrs)
POI-3 - Post - SCM 5
Hyd. No. 22 -- 10 Year
Hyd No. 22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 23
SCM 5
Hydrograph type = Reservoir Peak discharge = 75.84 cfs
Storm frequency = 10 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 414,959 cuft
Inflow hyd. No. = 22 - POI-3 - Post - SCM 5 Max. Elevation = 229.17 ft
Reservoir name = SCM 5 Max. Storage = 154,394 cuft
Storage Indication method used.
49
0 4 8 12 16 20 24 28 32
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (hrs)
SCM 5
Hyd. No. 23 -- 10 Year
Hyd No. 23 Hyd No. 22 Total storage used = 154,394 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 24
POI 3 POST-BMP
Hydrograph type = Combine Peak discharge = 218.87 cfs
Storm frequency = 10 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 893,703 cuft
Inflow hyds. = 21, 23 Contrib. drain. area = 49.510 ac
50
0 4 8 12 16 20 24 28 32
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
240.00 240.00
Q (cfs)
Time (hrs)
POI 3 POST-BMP
Hyd. No. 24 -- 10 Year
Hyd No. 24 Hyd No. 21 Hyd No. 23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 25
POST DEV BMP
Hydrograph type = Combine Peak discharge = 421.82 cfs
Storm frequency = 10 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 2,123,130 cuft
Inflow hyds. = 14, 20, 24 Contrib. drain. area = 0.000 ac
51
0 4 8 12 16 20 24 28 32
Q (cfs)
0.00 0.00
60.00 60.00
120.00 120.00
180.00 180.00
240.00 240.00
300.00 300.00
360.00 360.00
420.00 420.00
480.00 480.00
Q (cfs)
Time (hrs)
POST DEV BMP
Hyd. No. 25 -- 10 Year
Hyd No. 25 Hyd No. 14 Hyd No. 20 Hyd No. 24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 1
POI-1 - Pre
Hydrograph type = SCS Runoff Peak discharge = 217.95 cfs
Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 611,078 cuft
Drainage area = 39.890 ac Curve number = 71*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 14.60 min
Total precip. = 7.71 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(3.510 x 98) + (72.700 x 71)] / 39.890
52
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
240.00 240.00
Q (cfs)
Time (hrs)
POI-1 - Pre
Hyd. No. 1 -- 100 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 2
POI-2 - Pre
Hydrograph type = SCS Runoff Peak discharge = 392.78 cfs
Storm frequency = 100 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 1,228,063 cuft
Drainage area = 76.180 ac Curve number = 72*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 17.30 min
Total precip. = 7.71 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.550 x 98) + (54.000 x 72) + (18.750 x 72)] / 76.180
53
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
60.00 60.00
120.00 120.00
180.00 180.00
240.00 240.00
300.00 300.00
360.00 360.00
420.00 420.00
Q (cfs)
Time (hrs)
POI-2 - Pre
Hyd. No. 2 -- 100 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 3
POI-3 - Pre
Hydrograph type = SCS Runoff Peak discharge = 348.67 cfs
Storm frequency = 100 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 1,203,721 cuft
Drainage area = 73.360 ac Curve number = 72*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 20.20 min
Total precip. = 7.71 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(0.550 x 98) + (54.000 x 72) + (18.750 x 72)] / 73.360
54
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
50.00 50.00
100.00 100.00
150.00 150.00
200.00 200.00
250.00 250.00
300.00 300.00
350.00 350.00
Q (cfs)
Time (hrs)
POI-3 - Pre
Hyd. No. 3 -- 100 Year
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 4
Pre Dev Total
Hydrograph type = Combine Peak discharge = 943.80 cfs
Storm frequency = 100 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 3,042,861 cuft
Inflow hyds. = 1, 2, 3 Contrib. drain. area = 189.430 ac
55
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
135.00 135.00
270.00 270.00
405.00 405.00
540.00 540.00
675.00 675.00
810.00 810.00
945.00 945.00
Q (cfs)
Time (hrs)
Pre Dev Total
Hyd. No. 4 -- 100 Year
Hyd No. 4 Hyd No. 1 Hyd No. 2 Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 5
POI-1 - Post
Hydrograph type = SCS Runoff Peak discharge = 277.82 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 738,842 cuft
Drainage area = 35.340 ac Curve number = 82*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 7.71 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(21.310 x 71) + (14.030 x 98)] / 35.340
56
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
40.00 40.00
80.00 80.00
120.00 120.00
160.00 160.00
200.00 200.00
240.00 240.00
280.00 280.00
Q (cfs)
Time (hrs)
POI-1 - Post
Hyd. No. 5 -- 100 Year
Hyd No. 5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 6
POI-2 - Post
Hydrograph type = SCS Runoff Peak discharge = 572.96 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 1,512,503 cuft
Drainage area = 75.470 ac Curve number = 80*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 12.00 min
Total precip. = 7.71 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(25.690 x 98) + (49.780 x 71)] / 75.470
57
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
80.00 80.00
160.00 160.00
240.00 240.00
320.00 320.00
400.00 400.00
480.00 480.00
560.00 560.00
640.00 640.00
Q (cfs)
Time (hrs)
POI-2 - Post
Hyd. No. 6 -- 100 Year
Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 7
POI-3 - Post
Hydrograph type = SCS Runoff Peak discharge = 520.73 cfs
Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 1,479,516 cuft
Drainage area = 79.800 ac Curve number = 79*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 14.00 min
Total precip. = 7.71 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(21.490 x 98) + (58.310 x 72)] / 79.800
58
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
80.00 80.00
160.00 160.00
240.00 240.00
320.00 320.00
400.00 400.00
480.00 480.00
560.00 560.00
Q (cfs)
Time (hrs)
POI-3 - Post
Hyd. No. 7 -- 100 Year
Hyd No. 7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 8
Post Dev Total
Hydrograph type = Combine Peak discharge = 1352.67 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 3,730,860 cuft
Inflow hyds. = 5, 6, 7 Contrib. drain. area = 190.610 ac
59
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
194.00 194.00
388.00 388.00
582.00 582.00
776.00 776.00
970.00 970.00
1164.00 1164.00
1358.00 1358.00
Q (cfs)
Time (hrs)
Post Dev Total
Hyd. No. 8 -- 100 Year
Hyd No. 8 Hyd No. 5 Hyd No. 6 Hyd No. 7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 9
POI-1 - Post - BYPASS
Hydrograph type = SCS Runoff Peak discharge = 117.22 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 305,494 cuft
Drainage area = 17.070 ac Curve number = 75*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 7.71 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(1.950 x 98) + (15.120 x 72)] / 17.070
60
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (hrs)
POI-1 - Post - BYPASS
Hyd. No. 9 -- 100 Year
Hyd No. 9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 10
POI-1 - Post - SCM 1
Hydrograph type = SCS Runoff Peak discharge = 87.79 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 240,919 cuft
Drainage area = 10.240 ac Curve number = 88*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 7.71 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(3.700 x 71) + (6.540 x 98)] / 10.240
61
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (hrs)
POI-1 - Post - SCM 1
Hyd. No. 10 -- 100 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 11
POI-1 - Post - SCM 2
Hydrograph type = SCS Runoff Peak discharge = 60.27 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 165,396 cuft
Drainage area = 7.030 ac Curve number = 88*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.00 min
Total precip. = 7.71 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(2.540 x 71) + (4.490 x 98)] / 7.030
62
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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
60.00 60.00
70.00 70.00
Q (cfs)
Time (hrs)
POI-1 - Post - SCM 2
Hyd. No. 11 -- 100 Year
Hyd No. 11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 12
SCM 1
Hydrograph type = Reservoir Peak discharge = 53.57 cfs
Storm frequency = 100 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 240,883 cuft
Inflow hyd. No. = 10 - POI-1 - Post - SCM 1 Max. Elevation = 269.21 ft
Reservoir name = SCM 1 Max. Storage = 104,672 cuft
Storage Indication method used.
63
0 4 8 12 16 20 24 28 32 36 40 44 48
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
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (hrs)
SCM 1
Hyd. No. 12 -- 100 Year
Hyd No. 12 Hyd No. 10 Total storage used = 104,672 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 13
SCM 2
Hydrograph type = Reservoir Peak discharge = 46.55 cfs
Storm frequency = 100 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 165,378 cuft
Inflow hyd. No. = 11 - POI-1 - Post - SCM 2 Max. Elevation = 250.40 ft
Reservoir name = SCM 2 Max. Storage = 60,508 cuft
Storage Indication method used.
64
0 4 8 12 16 20 24 28 32 36
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
60.00 60.00
70.00 70.00
Q (cfs)
Time (hrs)
SCM 2
Hyd. No. 13 -- 100 Year
Hyd No. 13 Hyd No. 11 Total storage used = 60,508 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 14
POI-1 POST-BMP
Hydrograph type = Combine Peak discharge = 192.07 cfs
Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 711,755 cuft
Inflow hyds. = 9, 12, 13 Contrib. drain. area = 17.070 ac
65
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
Q (cfs)
Time (hrs)
POI-1 POST-BMP
Hyd. No. 14 -- 100 Year
Hyd No. 14 Hyd No. 9 Hyd No. 12 Hyd No. 13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 15
POI-2 - Post - SCM 3
Hydrograph type = SCS Runoff Peak discharge = 186.58 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 498,312 cuft
Drainage area = 23.350 ac Curve number = 83*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 12.00 min
Total precip. = 7.71 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(10.040 x 98) + (13.310 x 71)] / 23.350
66
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
Q (cfs)
Time (hrs)
POI-2 - Post - SCM 3
Hyd. No. 15 -- 100 Year
Hyd No. 15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 16
POI-2 - Post - BYPASS
Hydrograph type = SCS Runoff Peak discharge = 289.03 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 753,265 cuft
Drainage area = 42.090 ac Curve number = 75*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 12.00 min
Total precip. = 7.71 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(4.290 x 98) + (37.800 x 72)] / 42.090
67
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
40.00 40.00
80.00 80.00
120.00 120.00
160.00 160.00
200.00 200.00
240.00 240.00
280.00 280.00
320.00 320.00
Q (cfs)
Time (hrs)
POI-2 - Post - BYPASS
Hyd. No. 16 -- 100 Year
Hyd No. 16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 17
POI-2 - Post - SCM 4
Hydrograph type = SCS Runoff Peak discharge = 82.62 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 222,793 cuft
Drainage area = 10.030 ac Curve number = 85*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 12.00 min
Total precip. = 7.71 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(5.330 x 98) + (4.700 x 71)] / 10.030
68
0 2 4 6 8 10 12 14 16 18 20 22 24 26
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
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (hrs)
POI-2 - Post - SCM 4
Hyd. No. 17 -- 100 Year
Hyd No. 17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 18
SCM 3
Hydrograph type = Reservoir Peak discharge = 80.30 cfs
Storm frequency = 100 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 498,027 cuft
Inflow hyd. No. = 15 - POI-2 - Post - SCM 3 Max. Elevation = 245.67 ft
Reservoir name = SCM 3 Max. Storage = 225,647 cuft
Storage Indication method used.
69
0 4 8 12 16 20 24 28 32 36 40 44
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
Q (cfs)
Time (hrs)
SCM 3
Hyd. No. 18 -- 100 Year
Hyd No. 18 Hyd No. 15 Total storage used = 225,647 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 19
SCM 4
Hydrograph type = Reservoir Peak discharge = 71.62 cfs
Storm frequency = 100 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 222,770 cuft
Inflow hyd. No. = 17 - POI-2 - Post - SCM 4 Max. Elevation = 243.64 ft
Reservoir name = SCM 4 Max. Storage = 68,901 cuft
Storage Indication method used.
70
0 4 8 12 16 20 24 28 32
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
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (hrs)
SCM 4
Hyd. No. 19 -- 100 Year
Hyd No. 19 Hyd No. 17 Total storage used = 68,901 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 20
POI-2 POST-BMP
Hydrograph type = Combine Peak discharge = 391.26 cfs
Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 1,474,061 cuft
Inflow hyds. = 16, 18, 19 Contrib. drain. area = 42.090 ac
71
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
60.00 60.00
120.00 120.00
180.00 180.00
240.00 240.00
300.00 300.00
360.00 360.00
420.00 420.00
Q (cfs)
Time (hrs)
POI-2 POST-BMP
Hyd. No. 20 -- 100 Year
Hyd No. 20 Hyd No. 16 Hyd No. 18 Hyd No. 19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 21
POI-3 - Post - BYPASS
Hydrograph type = SCS Runoff Peak discharge = 310.52 cfs
Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 877,720 cuft
Drainage area = 49.510 ac Curve number = 77*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 14.00 min
Total precip. = 7.71 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(9.230 x 98) + (40.280 x 72)] / 49.510
72
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
40.00 40.00
80.00 80.00
120.00 120.00
160.00 160.00
200.00 200.00
240.00 240.00
280.00 280.00
320.00 320.00
Q (cfs)
Time (hrs)
POI-3 - Post - BYPASS
Hyd. No. 21 -- 100 Year
Hyd No. 21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 22
POI-3 - Post - SCM 5
Hydrograph type = SCS Runoff Peak discharge = 228.85 cfs
Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 681,836 cuft
Drainage area = 30.090 ac Curve number = 89*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 14.00 min
Total precip. = 7.71 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(19.410 x 98) + (10.680 x 72)] / 30.090
73
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
240.00 240.00
Q (cfs)
Time (hrs)
POI-3 - Post - SCM 5
Hyd. No. 22 -- 100 Year
Hyd No. 22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 23
SCM 5
Hydrograph type = Reservoir Peak discharge = 177.58 cfs
Storm frequency = 100 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 681,833 cuft
Inflow hyd. No. = 22 - POI-3 - Post - SCM 5 Max. Elevation = 230.71 ft
Reservoir name = SCM 5 Max. Storage = 212,580 cuft
Storage Indication method used.
74
0 4 8 12 16 20 24 28 32
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
240.00 240.00
Q (cfs)
Time (hrs)
SCM 5
Hyd. No. 23 -- 100 Year
Hyd No. 23 Hyd No. 22 Total storage used = 212,580 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 24
POI 3 POST-BMP
Hydrograph type = Combine Peak discharge = 450.16 cfs
Storm frequency = 100 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 1,559,553 cuft
Inflow hyds. = 21, 23 Contrib. drain. area = 49.510 ac
75
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
60.00 60.00
120.00 120.00
180.00 180.00
240.00 240.00
300.00 300.00
360.00 360.00
420.00 420.00
480.00 480.00
Q (cfs)
Time (hrs)
POI 3 POST-BMP
Hyd. No. 24 -- 100 Year
Hyd No. 24 Hyd No. 21 Hyd No. 23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Friday, 01 / 17 / 2020
Hyd. No. 25
POST DEV BMP
Hydrograph type = Combine Peak discharge = 1012.87 cfs
Storm frequency = 100 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 3,745,363 cuft
Inflow hyds. = 14, 20, 24 Contrib. drain. area = 0.000 ac
76
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
145.00 145.00
290.00 290.00
435.00 435.00
580.00 580.00
725.00 725.00
870.00 870.00
1015.00 1015.00
Q (cfs)
Time (hrs)
POST DEV BMP
Hyd. No. 25 -- 100 Year
Hyd No. 25 Hyd No. 14 Hyd No. 20 Hyd No. 24