20231677 Ver 1_F.3a 2023-11-06 SW Analysis-JC_20231207

Ballentine
Associates, PA
Integrity. Service. Results.
Storm Water Impact Analysis
Issue Dates Description
01 Apr 22
09 Nov 22
21 Feb 23
30 Aug 23
06 Nov 23
For
Jade Creek
Subdivision
8522 Old NC 86
Carrboro, North Carolina
(PIN: 9860-81-0089)
Prepared by:
Ballentine Associates, P.A.
Consulting Engineers
221 Providence Road
Chapel Hill, NC 27514
[phone]
BA Project # 121010.01
CA% /`'/
• SEAL
042542
0-6 Nov Z¢ ,
' 0Nf%i*it���\`
SUP Submittal #1
SUP Submittal #2
SUP Submittal #3
Construction Plan Submittal #1
Construction Plan Submittal #2
■ Due Diligence ■ Land Planning ■ Civil Engineering ■ Surveying
www.ballentineassociates.com

Stormwater Impact Analysis
121010.01 -Jade Creek Subdivision
06 Nov 23
Page 2 of 12
Project Overview:
Irls Ballentine
LIJ Associates, PA
Jade Creek is a residential subdivision proposed by KB Home consisting of 72-single family
lots, approximately 2,400 linear feet of public streets, and recreational amenities. The site is
approximately 36.7 acres in size and is located along the east side of Old NC 86 in the Town
of Carrboro, NC.
Existing Site Description:
The site is bordered by Old NC 86 to the west, two single-family homes and Ballentine
Subdivision to the north, Lake Hogan Farms Subdivision to the east, and Stony Hill
Subdivision to the south. The headwaters of Hogan Lake bisect the site and approximately
25% of the total site area lies within and south of the Hogan Lake/Bolin Creek floodplain. A
transmission power easement bisects the northern portion of the site and approximately 20%
of the total site area lies within or north of this easement. Except for a playfield and path
proposed north of the power easement, all of the development on the site is proposed in the
remaining 55% that lies between the floodplain to the south and the power easement to the
north.
The portion of the site where development of roads and lots are proposed is a high point and
the proposed development is generally configured as a ring around that high point, with the
center of the ring - and high point of the site - being left undisturbed to the extent possible.
Runoff leaves the site in three general locations, each of which has been identified as a study
point for this analysis. Study Point 1 is located in the SE corner of the property where the
site's runoff enters Hogan Lake. Study Point 2 is located near the NE corner of the property
where the site's runoff enters an existing ephemeral stream and wetland area. Study Point 3
is located near the SW corner of the property line where the site's runoff enters a roadside
ditch that drains to a culvert under Old NC 86. Some off -site runoff enters the site from the
northern property line (and leaves the site at Study Point 2.) The existing site is mostly
wooded, except for the electrical transmission easement, which is grass and brush. There is
approximately 78 sf of existing impervious cover associated with an abandoned wooden
shack on the property.
Jurisdictional streams and wetlands exist on the site, as noted in the wetland report prepared
for the site by Froehling & Robertson. The site lies in the Jordan Lake (Unprotected) basin,
as depicted in NCDENR's Jordan Lake Nutrient Strategy Nonpoint Source Delivery Factors
Map (see appendix A). A copy of FIRM panels 3710986000K and 3710976900K are included
in Appendix A and confirm the existence of a regulatory flood plain associated with Hogan
Lake/Bolin Creek in the southern section of the property.
The NRCS Soils Survey mapping included in Appendix A shows that the soils on the site are
EnB, Enon loam (2 to 6% slopes), GeB, Georgeville silt loam (2 to 6% slopes), GeC,
Georgeville silt loam (6 to 10% slopes), HrB, Herndon silt loam (2 to 6% slopes), HrC, Herndon
silt loam (6 to 10% slopes), HwB, Lloyd clay loam (2 to 6% slopes), Lg, Lignum silt loam (0 to
3% slopes), and TaD, Tarrus silt loam (8 to 15% slopes). The Georgeville silt loam, Herndon
silt loam, and Tarrus silt loam are in hydrologic soils group "B", Enon loam is in hydrologic
soils group "C" and Lignum silt loam is in hydrologic soil group "D."

Stormwater Impact Analysis
121010.01 -Jade Creek Subdivision Ballentine
06 Nov 23 LIJ Associates, PA
Page 3 of 12
Proposed Project Description:
The proposed site features 72 detached single-family houses, with a playground, seating
areas, a gathering space, play field, and a greenway system. The proposed greenway
system will also connect to the existing greenway system that runs along Hogan Lake and
will tie into the site at the southeastern property line.
As currently shown on the permit plans, the project will result in a post -developed impervious
cover of 311,377 sf (7.15 Acres). This includes 201,462 sf (4.62 Acres) of impervious
allowance for individual lot development (60% of total lot area) as well as 23,719 sf (0.54
Acres) of Greenway that is not required to be treated for TSS Removal but is required to be
considered in Peak Runoff calculations.
Stormwater Management Requirements:
This project must meet the Town of Carrboro's current stormwater requirements, which
include:
Water Quality Requirements:
■ Net increase of impervious surfaces shall be treated for 85% total suspended solids
(TSS) removal for first 1" of precipitation from net increase in impervious areas.
Peak Runoff Requirements:
Post -developed peak flows cannot exceed pre -developed peak flows during the 1, 2,
5, 10 and 25-year storms.
For upstream properties, the 1% chance flood elevation may not be increased.
Volume Control:
To the maximum extent practicable, developments shall install and maintain stormwater
management systems such that the post -development total annual stormwater runoff volume
shall not exceed the pre -development volume by more than the limits set forth in the following
table. The pre -development and post -development annual stormwater runoff volume shall be
calculated using the Jordan Lake Accounting Tool ("JLAT").
A composite curve number shall be assigned to the development site in the pre -development
stage using the runoff curve number method described in USDA NRCS Technical Release 55,
Urban Hydrology for small Watersheds (June 1986).
Preexisting Composite Curve Number
Maximum allowable increase in annual
stormwater runoff volume
>78
50%
>70-78
100%
>64-70
200%
<=64
400%

Stormwater Impact Analysis
121010.01 -Jade Creek Subdivision
06 Nov 23
Page 4 of 12
Irls Ballentine
LIJ Associates, PA
Existing Runoff Curve Number Data
Soil/Surface Description
CN
Area (sf)
Adjusted CN
Open space (Lawns, parks, etc.) - Good
61
76 349
61
condition; grass cover > 75% - Soil B
'
Open space (Lawns, parks, etc.) - Good
74
37 011
74
condition; grass cover > 75% - Soil C
'
Open space (Lawns, parks, etc.) - Good
80
2 923
80
condition; grass cover > 75% - Soil D
'
Woods - Fair - Soil B
60
1,355,805
60
Woods - Fair - Soil C
73
91,696
73
Impervious Surface
98
78
98
Composite Area and Weighted CN
N/A
1,563,862
61
Proposed Stormwater Management:
Water Quality Treatment
Required water quality treatment will be provided in the site's two proposed Stormwater
Wetlands as well as a section of permeable asphalt pavement along the multi -use path. The
manner in which these SCM's provides the required water quality treatment is described
below:
■ 85% TSS Removal - The 3 proposed SCMs will treat a combined 301,146 sf (6.91 AC)
of impervious cover. Refer to Appendix B for SCM sizing calculations and to Appendix
A for drainage area mapping showing the subareas described below:
o Stormwater Wetland 1: The wetland will treat an impervious area of 206,094 sf
(4.73 AC). Also, 253,245 sf (5.81 AC) of pervious surfaces will be treated in the
system. No off -site drainage will reach this wetland. Please see DA-4. The
wetland is designed according to the NCDEQ Stormwater Design Manual;
Section C-4 (revised November 20, 2020).
o Stormwater Wetland 2: The wetland will treat an impervious area of 90,901 sf
(2.09 AC). Also, 90,252 sf (2.07 AC) of pervious surfaces will be treated in the
system. No off -site drainage will reach this wetland. Please see DA-4. The
wetland is designed according to the NCDEQ Stormwater Design Manual;
Section C-4 (revised November 20, 2020).
o Permeable Asphalt Pavement: The permeable asphalt system will treat an
impervious area of 4,151 sf (0.10 AC). No off -site drainage will reach this
system. Please see DA-4. The permeable asphalt system is designed according
to the NCDEQ Stormwater Design Manual; Section C-5 (revised November 20,
2020).

Stormwater Impact Analysis
121010.01 -Jade Creek Subdivision
06 Nov 23
Page 5 of 12
Irls Ballentine
LIJ Associates, PA
Nutrient Reduction - nutrient management is not required, but an updated SNAP Tool
has been included in Appendix B to document nutrient export rates, which can be
summarized as follows:
W
o Pre -development nutrient export:
0.52 Ibs/AC/yr TN
0.05 Ibs/AC/yr TP
o Post -development nutrient export (without treatment): 3.12 Ibs/AC/yr TN
0.50 Ibs/AC/yr TP
o Post -development nutrient export (after treatment): 2.08 Ibs/AC/yr TN
0.34 Ibs/AC/yr TP
Volume Control:
The pre -development composite curve number for the development is CN = 61. This
curve number is less than 64, which allows a maximum increase of annual stormwater
runoff to be 400% according to Carrboro's volume control requirements.
■ As documented in the SNAP Tool located in Appendix B, the proposed SCMs will limit
the post -development runoff volume to a 259% increase over the pre -development
runoff volume, which is less than the 400% allowable increase.
Water Quantity Treatment (Detention)
In addition to providing water quality treatment as described above, the two proposed
Stormwater Wetlands and Permeable Asphalt Pavement system will provide detention
storage. The proposed SCMS will reduce peak stormwater flows rates generated by the site
in the post -development condition to below pre -developed conditions during the 1,2, 5, 10
and 25-year, 24-hour storm events. To help alleviate local flooding concerns expressed by
neighbors of the project, both wetlands have been designed to also reduce post -
development peak flows to well below pre -development conditions during the 100-year, 24-
hour storm event.
Each stormwater wetland contains temporary storage volume above the permanent pool
elevation, which exceeds the calculated WQV and will be drawn down over a period of 2-5
days.

Stormwater Impact Analysis
121010.01 -Jade Creek Subdivision
06 Nov 23
Page 6 of 12
Summary of Results:
Irls Ballentine
LIJ Associates, PA
The following table compares the pre -developed and post -developed peak flows to be
managed from each of the site's sub areas:
1-Year (cfs)
2-Year (cfs)
5-Year (cfs)
Pre
Post
Post
Pre
Post
Post
Pre
Post
Post
Un-
Detained
Un-
Detained
Un-
Detained
detained
detained
detained
Study
3.68
15.37
1.82
8.80
23.11
4.17
19.21
36.57
8.95
Point 1
Study
2.59
7.37
2.01
5.02
11.00
3.72
9.60
17.21
6.88
Point 2
Study
0.78
1.08
0.76
1.64
1.80
1.40
3.16
3.01
2.55
Point 3
10-Year (cfs)
25-Year (cfs)
100-Year (cfs)
Pre
Post
Post
Pre
Post
Post
Pre
Post Un-
Post
Un-
Detained
Un-
Detained
detained
Detained
detained
detained
Study
27.83
46.92
12.99
41.37
62.53
19.37
65.21
88.75
42.27
Point 1
Study
13.24
21.89
9.34
18.87
28.95
13.14
28.60
40.81
27.35
Point 2
Study
6.19
3.95
3.69
5.92
5.36
5.14
9.35
7.79
7.51
Point 3
Conclusion:
This project as proposed, will comply with the Town of Carrboro's current stormwater
management regulations.

Stormwater Impact Analysis
121010.01 -Jade Creek Subdivision
06 Nov 23
Page 7 of 11
List of Appendices:
• Appendix A - Maps
o DA-1 Site Area Map for Pre -Developed Conditions
o DA-2 Site Area Map for Post -Developed Conditions
o DA-3 Drainage Area Map for Pre -Developed Conditions
o DA-4 Drainage Area Map for Post -Developed Conditions
o DA-5 Inlet Drainage Area Map
o Soils Maps-
■ NRCS Soil Map
■ NCRS Hydrologic Soil Groups
■ Hardbound
o USGS Topographic Map
o FIRM Panel 3710986000K
o FIRM Panel 3710976900K
o Aerial
• Appendix B - Stormwater Design Calculations
o NOAA Intensity Frequency Table
o NOAA Precipitation Frequency Table
o Stormwater WQV Calculations
■ Wetland WQV and Drawdown Calculations
o SNAP Tool Calculations
Irls Ballentine
LIJ Associates, PA
• Appendix C -1, 2, 5, 10 and 25-yr Stormwater Management Calculations (Hydrograph)
o Watershed Model Schematic
o Hydrograph Summary Report
o Supporting Calculations
• Appendix D - Storm Sewers Design Profiles/Calculations
0 10-Year Conduit Reports
0 10-Year Hydraulic Grade Line Profiles
0 25-Year Conduit Reports
0 25-Year Hydraulic Grade Line Profiles
0 2-Year Gutter Spread Calculations
o Swale Capacity Calculations

Stormwater Impact Analysis
121010.01 -Jade Creek Subdivision
06 Nov 23
Page 8 of 12
• Appendix A -Maps
o DA-1 Site Area Map for Pre -Developed Conditions
o DA-2 Site Area Map for Post -Developed Conditions
o DA-3 Drainage Area Map for Pre -Developed Conditions
o DA-4 Drainage Area Map for Post -Developed Conditions
o DA-5 Inlet Drainage Area Map
o Soils Map-
■ NRCS Soil Map
■ NRCS Hydrologic Soil Groups
■ Hardbound
o FIRM Panel 3710986000K
o FIRM Panel 3710976900K
o USGS Topographic Map
o Aerial
Irls Ballentine
LIJ Associates, PA

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Soil Map —Orange County, North Carolina
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
EnB
Enon loam, 2 to 6 percent
slopes
3.0
9.4%
GeB
Georgeville silt loam, 2 to 6
percent slopes
8.0
25.3%
GeC
Georgeville silt loam, 6 to 10
percent slopes
2.5
7.8%
HrB
Herndon silt loam, 2 to 6
percent slopes
10.0
31.4%
HrC
Herndon silt loam, 6 to 10
percent slopes
1.5
4.7%
HwB
Lloyd clay loam, 2 to 6 percent
slopes
2.0
6.2%
Lg
Lignum silt loam, 0 to 3
percent slopes
0.1
0.3%
TaD
Tarrus silt loam, 8 to 15
percent slopes
4.7
14.9%
W
Water
0.0
0.0%
Totals for Area of Interest
31.7
100.0%
USDA Natural Resources Web Soil Survey 2/21/2022
Conservation Service National Cooperative Soil Survey Page 3 of 3

Hydrologic Soil Group —Orange County, North Carolina
67 a bl— bl— bl— emdrn
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Mapp j yion: Web Mercamr C mao dins : WG5 Edge tics: UZone rM 17N WG504
USDA Natural Resources Web Soil Survey
iIIIIM Conservation Service National Cooperative Soil Survey
enaw
6707W 67� 610�
2/21/2022
Page 1 of 4

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Hydrologic Soil Group —Orange County, North Carolina
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
EnB
Enon loam, 2 to 6
percent slopes
C
3.0
9.4%
GeB
Georgeville silt loam, 2
to 6 percent slopes
B
8.0
25.3%
GeC
Georgeville silt loam, 6
to 10 percent slopes
B
2.5
7.8%
HrB
Herndon silt loam, 2 to 6
percent slopes
B
10.0
31.4%
HrC
Herndon silt loam, 6 to
10 percent slopes
B
1.5
4.7%
HwB
Lloyd clay loam, 2 to 6
percent slopes
B
2.0
6.2%
Lg
Lignum silt loam, 0 to 3
percent slopes
D
0.1
0.3%
TaD
Tarrus silt loam, 8 to 15
percent slopes
B
4.7
14.9%
W
Water
0.0
0.0%
Totals for Area of Interest
31.7
100.0%
USDA Natural Resources Web Soil Survey 2/21/2022
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Orange County, North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
USDA Natural Resources Web Soil Survey 2/21/2022
Conservation Service National Cooperative Soil Survey Page 4 of 4

00100e: [• RIOS
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Stormwater Impact Analysis
121010.01 -Jade Creek Subdivision
06 Nov 23
Page 9 of 12
Irls Ballentine
LIJ Associates, PA
• Appendix B- Stormwater Design Calculations
o NOAA Intensity Frequency Table
o NOAA Precipitation Frequency Table
o Stormwater Wetland WQV Calculations
■ Wetland WQV and Drawdown Calculations
o SNAP Tool Calculations

5/22/23, 9:40 PM
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Chapel Hill, North Carolina, USA* � '`n,
Latitude: 35.9519°, Longitude:-79.1066°
Elevation: 514 ft
'source: ESRI Maps w "�
"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 I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 4.91 5.78 6.67 7.36 8.06 8.56 9.00 9.37 9.76 10.1
(4.49-5.36) 1 (5.30-6.32) 11 (6.11-7.28) 11 (6.72-8.03) 1 (7.34-8.80) 1 (7.76-9.34) 11 (8.11-9.82) 1 (8.40-10.2) 1 (8.66-10.7) 11 (8.86-11.0)
3.92
4.63
5.35
5.88
6.43
6.82
7.15
7.42
7.72
7.92
10-min
(3.58-4.28)
1 (4.24-5.06)
11 (4.89-5.84)
11 (5.38-6.41)
1 (5.85-7.01)
1 (6.18-7.43) 11
(6.45-7.79)
1 (6.65-8.11)
1 (6.86-8.43)
11 (6.97-8.66)
3.26
3.88
4.51
4.96
5.43
5.76
6.03
6.24
6.48
6.63
15-min
(2.98-3.57)
1 (3.55-4.24)
11 (4.13-4.92)
11 (4.53-5.41)
1 (4.94-5.92)
1 (5.22-6.27) 11
(5.43-6.57)
1 (5.60-6.82)
1 (5.75-7.08)
11 (5.84-7.25)
2.24
2.68
3.20
3.59
4.02
4.33
4.62
4.86
5.15
5.37
30-min
(2.05-2.45)
1 (2.45-2.93)
11 (2.93-3.50)
11 (3.28-3.92)
1 (3.66-4.39)
1 (3.93-4.72) 11
(4.16-5.03)
1 (4.36-5.31)
1 (4.58-5.63)
11 (4.73-5.87)
1.40
1.68
2.05
2.34
2.68
2.94
3.18
3.41
3.70
3.92
60-min
(1.28-1.53)
1 (1.54-1.84)
11 (1.88-2.24)
11 (2.14-2.55)
1 (2.44-2.92)
1 (2.66-3.20) 11
(2.87-3.46)
1 (3.06-3.72)
1 (3.28-4.04)
11 (3.45-4.28)
0.836
1.01
1.24
1.43
1.66
1.84
2.01
2.19
2.41
2.59
2-hr
(0.763-0.918)
(0.924-1.11)
(1.14-1.36)
11 (1.30-1.56)
1 (1.50-1.81)
1 (1.66-2.01) 11
(1.80-2.20)
1 (1.94-2.39)
1 (2.12-2.63)
11 (2.25-2.84)
0.593
0.717
0.886
1.02
1.20
1.34
1.47
1.61
1.79
1.94
3-hr
(0.543-0.651)
(0.659-0.786)
(0.811-0.971)
(0.934-1.12)
1 (1.08-1.30)
1 (1.20-1.46) 11
(1.32-1.61)
1 (1.43-1.76)
1 (1.57-1.96)
11 (1.69-2.13)
0.358
0.432
0.534
0.618
0.728
0.817
0.908
1.00
1.12
1.23
6-hr
(0.329-0.391)
(0.398-0.472)
(0.490-0.583)
(0.566-0.674)
(0.661-0.791)
(0.737-0.889)
(0.812-0.986)
(0.885-1.09)
1 (0.982-1.22)
(1.06-1.34)
0.210
0.254
0.315
0.368
0.437
0.495
0.554
0.617
0.703
0.777
12-hr
(0.194-0.229)
(0.234-0.277)
(0.290-0.344)
(0.336-0.400)
(0.397-0.474)
(0.446-0.535)
(0.494-0.599)
(0.543-0.665)
(0.609-0.759)
(0.661-0.840)
0.123
0.148
0.185
0.214
0.253
0.284
0.316
0.348
0.393
0.428
24-hr
(0.115-0.131)
(0.139-0.159)
(0.174-0.198)
(0.200-0.229)
(0.236-0.271)
(0.264-0.304)
(0.292-0.338)
(0.321-0.374)
(0.360-0.422)
(0.390-0.461)
0.072
0.086
0.107
0.123
0.144
0.161
0.178
0.196
0.219
0.238
2{iay
(0.067-0.077)
(0.081-0.092)
(0.100-0.115)
(0.115-0.132)
(0.135-0.154)
(0.150-0.173)
(0.165-0.191)
(0.180-0.210)
(0.201-0.236)
(0.217-0.257)
0.050
0.061
0.075
0.086
0.101
0.113
0.125
0.137
0.154
0.167
3{iay
(0.047-0.054)
(0.057-0.065)
(0.070-0.080)
(0.080-0.092)
(0.094-0.108)
(0.105-0.121)
(0.115-0.134)
(0.126-0.147)
(0.141-0.166)
(0.152-0.181)
0.040
0.048
0.059
0.068
0.079
0.088
0.098
0.108
0.121
0.131
4{iay
(0.037-0.043)
(0.045-0.051)
(0.055-0.063)
(0.063-0.072)
(0.074-0.085)
(0.082-0.095)
(0.090-0.105)
(0.099-0.116)
1 (0.111-0.131)
(0.120-0.142)
0.026
0.031
0.038
0.043
0.050
0.056
0.062
0.068
0.076
0.082
7{iay
(0.024-0.028)
(0.029-0.033)
(0.036-0.040)
(0.040-0.046)
(0.047-0.054)
(0.052-0.060)
(0.058-0.066)
(0.063-0.073)
(0.070-0.082)
(0.076-0.089)
0.021
0.024
0.029
0.033
0.039
0.043
0.047
0.051
0.057
0.062
10-day
(0.019-0.022)
(0.023-0.026)
(0.028-0.031)
(0.031-0.036)
(0.036-0.041)
(0.040-0.046)
(0.044-0.050)
(0.048-0.055)
(0.053-0.061)
(0.057-0.066)
0.014
0.016
0.019
0.021
0.025
0.027
0.030
0.032
0.036
0.039
20-day
(0.013-0.014)
(0.015-0.017)
(0.018-0.020)
(0.020-0.023)
(0.023-0.026)
(0.025-0.029)
(0.028-0.032)
(0.030-0.035)
(0.033-0.039)
(0.036-0.042)
0.011
0.013
0.015
0.017
0.019
0.021
0.023
0.025
0.027
0.029
30-day
(0.011-0.012)
(0.012-0.014)
(0.015-0.016)
(0.016-0.018)
(0.018-0.020)
(0.020-0.022)
(0.021-0.024)
(0.023-0.026)
(0.025-0.029)
(0.027-0.031)
0.009
0.011
0.013
0.014
0.016
0.017
0.018
0.020
0.021
0.023
45-day
(0.009-0.010)
(0.011-0.012)
(0.012-0.013)
(0.013-0.015)
(0.015-0.01 7)
(0.016-0.018)
(0.017-0.019)
(0.018-0.021)
(0.020-0.023)
(0.02 1 -0.024)
0.008
0.010
0.011
0.012
0.014
0.015
0.015
0.016
0.018
0.019
60-day
(0.008-0.009)
(0.009-0.010)
(0.011-0.012)
(0.012-0.013)
(0.013-0.014)
(0.014-0.015)
(0.015-0.016)
(0.016-0.017)
(0.017-0.019)
1 (0.017-0.020)
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 NOAAAtlas 14 document for more information.
Back to Top
PF graphical
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5/22/23, 9:40 PM
Precipitation Frequency Data Server
10,
.c
E
z- laQ
10 -2
loE
to -2
Pas -based intensity -duration -frequency (IDF) curves
Latitude: 35.9519°, Longitude: -79.1066'
ru v
uti o V7 m € oration N r, a 0 m v Q
1 2 5 10 25 50 100 20D 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created (GMT}_ Tue May 23 01-40 30 2023
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
�yeara}
— i
z
— 10
— 25
— 50
100
200
500
1000
Duration
— 5-min —
2-day
— 10-min —
3-day
15-min —
4-day
— 30-min —
7-day
— CD -min —
1 D-day
— 2-hr —
20-day
— 3-hr —
3"ay,
— 6-hr —
45-day
— 12-4hr —
60-day
- 24-tr
https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=35.9519&Ion=-79.1066&data=intensity&units=english&series=pds 2/4

5/22/23, 9:40 PM
Precipitation Frequency Data Server
V
f
` r 'Nrrt
A&P —�
3km
2mi_Fp S r d ape i
Large scale terrain
BIacksl)ur9 Roanoke
W iIl Ston-sal enl r
Greensboro
• • Ca lJ �l dlll
RocRocky hluunt
—ice
Raleigh
NORTH C AROL INA + en%
•Charlotte Fayetteville.
100km
Jackson
Large scale map
Winvton� [ern {�reensbor�
❑uritiarn Rocky Mount
I R:lleigk4
Green M I
North
Carolina +
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100km
Jdcksonti
6 mi
Large scale aerial
https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=35.9519&Ion=-79.1066&data=intensity&units=english&series=pds 3/4

5/22/23, 9:40 PM
Precipitation Frequency Data Server
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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
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5/22/23, 9:32 PM
Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Chapel Hill, North Carolina, USA*�'
Latitude: 35.9519°, Longitude:-79.1066°
Elevation: 514 ft
'source: ESRI Maps w "�
"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 I PF graphical I Maps & aerials
PF tabular
11 PDS-based point precipitation freauencv estimates with 90% confidence intervals (in inches)' 11
Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 0.409 0.482 0.556 0.613 0.672 0.713 0.750 0.781 0.813 0.838
(0.374-0.447) (0.442-0.527) (0.509-0.607) (0.560-0.669) (0.612-0.733) (0.647-0.778) (0.676-0.818) (0.700-0.852) (0.722-0.888) (0.738-0.91
0.653
0.772
0.891
0.980
1.07
1.14
1.19
1.24
1.29
1.32
10-min
(0.597-0.714)
(0.706-0.843)
(0.815-0.973)
(0.896-1.07)
1 (0.975-1.17)
1 (1.03-1.24) 11
(1.08-1.30)
1 (1.11-1.35)
1 (1.14-1.40)
11 (1.16-1.44)
0.816
0.970
1.13
1.24
1.36
1.44
1.51
1.56
1.62
1.66
15-min
(0.746-0.893)
1 (0.888-1.06)
(1.03-1.23)
11 (1.13-1.35)
1 (1.24-1.48)
1 (1.30-1.57) 11
(1.36-1.64)
1 (1.40-1.70)
1 (1.44-1.77)
11 (1.46-1.81)
1.12
1.34
1.60
1.80
2.01
2.17
2.31
2.43
2.58
2.68
30-min
(1.02-1.22)
1 (1.23-1.46)
11 (1.47-1.75)
11 (1.64-1.96)
1 (1.83-2.19)
1 (1.96-2.36) 11
(2.08-2.52)
1 (2.18-2.65)
1 (2.29-2.81)
11 (2.36-2.94)
1.40
1.68
2.05
2.34
2.68
2.94
3.18
3.41
3.70
3.92
60-min
(1.28-1.53)
1 (1.54-1.84)
11 (1.88-2.24)
11 (2.14-2.55)
1 (2.44-2.92)
1 (2.66-3.20) 11
(2.87-3.46)
1 (3.06-3.72)
1 (3.28-4.04)
11 (3.45-4.28)
1.67
2.02
2.49
2.86
3.32
3.68
4.03
4.37
4.82
5.18
2-hr
(1.53-1.84)
1 (1.85-2.21)
11 (2.27-2.73)
11 (2.60-3.13)
1 (3.00-3.63)
1 (3.31-4.02) 11
(3.60-4.40)
1 (3.88-4.78)
1 (4.23-5.27)
11 (4.51-5.67)
1.78
2.16
2.66
3.08
3.59
4.01
4.42
4.84
5.39
5.84
3-hr
(1.63-1.96)
1 (1.98-2.36)
11 (2.44-2.92)
11 (2.81-3.36)
1 (3.26-3.92)
1 (3.62-4.38) 11
(3.96-4.82)
1 (4.30-5.28)
1 (4.72-5.88)
11 (5.07-6.40)
2.14
2.59
3.20
3.70
4.36
4.90
5.44
5.99
6.74
7.37
6-hr
(1.97-2.35)
1 (2.38-2.83)
11 (2.94-3.50)
11 (3.39-4.04)
1 (3.96-4.74)
1 (4.42-5.32) 11
(4.87-5.91)
1 (5.30-6.50)
1 (5.88-7.32)
11 (6.35-8.02)
2.54
3.06
3.80
4.43
5.27
5.97
6.69
7.44
8.48
9.37
12-hr
(2.34-2.77)
1 (2.82-3.34)
11 (3.49-4.15)
11 (4.06-4.83)
1 (4.79-5.72)
1 (5.38-6.46) 11
(5.96-7.22)
1 (6.55-8.02)
1 (7.34-9.15)
11 (7.98-10.1)
2.96
3.57
4.46
5.15
6.09
6.83
7.58
8.36
9.43
10.3
24-hr
(2.77-3.16)
(3.35-3.82)
(4.18-4.76)
(4.82-5.50)
(5.67-6.51)
(6.35-7.31)
(7.03-8.13)
(7.72-8.98)
(8.66-10.1)
11 (9.38-11.1)
3.46
4.17
5.17
5.93
6.96
7.76
8.58
9.41
10.6
11.5
2{iay
(3.25-3.70)
(3.91-4.46)
(4.84-5.52)
(5.55-6.34)
(6.48-7.44)
(7.21-8.31)
(7.94-9.21)
(8.68-10.1)
(9.68-11.4)
(10.5-12.4)
3.66
4.40
5.43
6.23
7.30
8.15
9.01
9.89
11.1
12.1
3{iay
(3.44-3.92)
(4.13-4.71)
(5.09-5.80)
(5.83-6.66)
(6.81-7.82)
(7.57-8.73)
(8.34-9.67)
(9.11-10.6)
(10.2-12.0)
(11.0-13.0)
3.87
4.64
5.70
6.53
7.65
8.54
9.44
10.4
11.6
12.7
4{iay
(3.63-4.14)
(4.35-4.95)
(5.34-6.08)
(6.11-6.98)
(7.13-8.19)
(7.92-9.15)
(8.73-10.1)
1 (9.55-11.2)
(10.7-12.6)
(11.5-13.7)
4.44
5.29
6.42
7.31
8.53
9.49
10.5
11.5
12.9
13.9
7{iay
(4.19-4.73)
(4.99-5.64)
(6.06-6.84)
(6.89-7.80)
(8.00-9.10)
(8.87-10.1)
(9.75-11.2)
(10.6-12.3)
(11.8-13.8)
(12.8-15.0)
5.04
5.99
7.19
8.13
9.40
10.4
11.4
12.4
13.8
14.9
10-day
(4.76-5.36)
(5.65-6.37)
(6.78-7.64)
(7.65-8.64)
(8.82-10.0)
(9.72-11.1)
(10.6-12.2)
(11.5-13.3)
(12.8-14.8)
(13.7-16.0)
6.74
7.94
9.38
10.5
12.1
13.3
14.5
15.8
17.5
18.9
20-day
(6.37-7.12)
(7.52-8.40)
(8.87-9.92)
(9.93-11.1)
(11.4-12.8)
(12.5-14.1)
(13.6-15.5)
(14.7-16.9)
(16.2-18.7)
(17.4-20.2)
8.37
9.86
11.4
12.7
14.3
15.6
16.8
18.1
19.7
21.0
30-day
(7.94-8.85)
(9.33-10.4)
(10.8-12.1)
(12.0-13.4)
(13.5-15.1)
(14.6-16.5)
(15.8-17.8)
(16.9-19.2)
(18.4-21.0)
(19.5-22.4)
10.7
12.5
14.3
15.7
17.5
18.9
20.3
21.7
23.5
24.8
45-day
(10.2-11.2)
(11.9-13.1)
(13.6-15.0)
(14.9-16.5)
(16.6-18.4)
(17.9-19.9)
(19.1-21.4)
(20.4-22.9)
(22.0-24.9)
(23.2-26.4)
12.8
14.9
16.8
18.3
20.2
21.6
23.0
24.4
26.1
27.4
60-day
(12.3-13.4)
(14.3-15.6)
(16.1-17.6)
(17.5-19.2)
(19.3-21.2)
(20.6-22.7)
(21.8-24.2)
(23.1-25.6)
(24.6-27.5)
(25.8-29.0)
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 NOAAAtlas 14 document for more information.
Back to Top
PF graphical
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5/22/23, 9:32 PM
Precipitation Frequency Data Server
25
c
20
t
C
a.
aj
-0 15
e
0
4T
a 10
a
5
25
c
20
t
Q
a
m
15
C
D
EL 10
C6
a
5
PDS-based depth -duration -frequency {DDH curves
Latitude: 35.9519°, Longitude: -79.1066'
ry v ru ru ru ro
-o 7 b 7 -a
uti o V7 m € oration N r, a 0 m v Q
1 2 5 10 25 50 100 20D 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Vol Lime 2, Version 3 Created (GMT)=Tve May 23 01.31:25 2023
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
interval
�yeara}
— i
z
25
50
100
200
500
1000
Duration
— 5-min —
2-day
— 10-min —
3-day
15-min —
4-day
— 30-min —
7-day
— CD -min —
1 D-day
— 2-hr —
20-day
— 3-hr —
3"ay,
— 6-hr —
45-ltay
— 12-4hr —
60-day
- 24-tr
https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=35.9519&Ion=-79.1066&data=depth&units=english&series=pds
2/4

5/22/23, 9:32 PM
Precipitation Frequency Data Server
V
f
` r 'Nrrt
A&P —�
3km
2mi_Fp S r d ape i
Large scale terrain
BIacksl)ur9 Roanoke
W iIl Ston-sal enl r
Greensboro
• • Ca lJ �l dlll
RocRocky hluunt
—ice
Raleigh
NORTH C AROL INA + en%
•Charlotte Fayetteville.
100km
Jackson
Large scale map
Winvton� [ern {�reensbor�
❑uritiarn Rocky Mount
I R:lleigk4
Green M I
North
Carolina +
F ettevMe 131
100km
Jdcksonti
6 mi
Large scale aerial
https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=35.9519&Ion=-79.1066&data=depth&units=english&series=pds 3/4

5/22/23, 9:32 PM
Precipitation Frequency Data Server
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National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [e-mail]
Disclaimer
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Water Quality Design
Volume Calculations (WQV)
Jade Creek
•
a
�" I I "'p �' p
"'
PROJECT:
PROJECT NO.:
121010.01
LIJ
Associates, PA
DATE:
28-Feb-22
LATEST PRINT DATE:
6-Nov-23
221 Providence
Road 919.929.0481
Chapel Hill, NC 27514 ballentineassociates.com
SCM #1 - Stormwater Wetland
The following calculations are based on Section C-4 of the new NCDEQ Stormwater Design Manual
1) Calculate la, the impervious fraction of area draining to SCM:
Onsite Area
Drainage Area = 10.81 acres 470997 sf
Impervious Area = 4.73 acres 206094 sf
la = 0.44
2) Find the volume of the 1" storm using the "Simple Method" (Shueler 1987):
Rv = 0.05 + 0.9 (la)
Rv = runoff coefficient (ratio of runoff to rainfall in inches)
la = percent impervious
Rv = 0.05 + 0.9( 0.44 ) = 0.4438127 in/in
Volume of 1" storm:
volume = Rv x design rainfall x drainage area
= 0.4438127 x 1" x 1/12 Win x 10.81
Draw Down Depth Provided:
= 1.25 ft.
Established Bottom
Elev.
Establish
ed Max
Elev.
Depth
Provided
*Volume
Provided
(ft)
(ft)
(ft)
A
WQV
496.00
497.25
1.25
19,322
Offsite Area
0 sf
0 sf
= 0.400 ac-ft
= 17,420 cf
*See volume
table on next
page
Volume Provided at Draw Down Depth= 19,322 cubic feet
Ok, volume provided is greater than WQV required.

Drawdown - SCM #1
PROJECT: Jade Creek
PROJECT NO.: 121010.01
DATE: 28-Feb-22
LATEST PRINT DATE: 6-Nov-23
SCM #1 - Stormwater Wetland
WAS Ballentine
LI0 Associates, PA
221 Providence Road 919.929.0481
Chapel Hill. NC 27514 ballentineassociates_com
Storage Volume Above Permanent Pool
Elevation (ft)
Area (ft2)
Volume
((A1+A2)/2)*D
ft'
Volume (Total)
W)
496
11,899
0
0
496.25
15,065
3,371
3,371
497
16,393
11,797
15,167
497.25
16,842
4,154
19,322
498
18,212
13,145
32,467
499
20,088
19,150
51,617
500
22,020
21,054
72,671
501
24,009
23,015
95,685
502
26,054
25,032
120,717
r503.5
29,228
41,462
162,178
Totaland volume = 162,178 cubic feet
PPE
WQV
Riser
Spillway
Established
Bottom Elev.
Established Max
Elev.
Depth Provided
Volume
provided
ft
ft
ft
c
WQV
496.00
497.25
1.25
19,322
Q = CdA x q(29Ho), where
Q = Discharge (cfs)
Cd = Coefficient of discharge (0.60 is common for stormwater orifices)
A = Cross -sectional area of flow at orifice entrance (sq. ft.)
g = Acceleration from gravity (32.2 ft/se(?)
Ho= Driving Head (ft) - measured from centroid of orifice area to water surface
[Use Hd3 to reflect that head is falling as drawdown occurs]
Water Quality Drawdown:
Desired Drain Time =
72
WQV Provided =
19,321.6
Therefore, Desired Q =
0.075
Provided WQV Depth =
1.25
Hd3 =
0.417
Cd =
0.60
A=
Q
('A2gHo)
A =
0.023984
Recommended D =
0.174793
Recommended Orifice Diameter =
2.098
Diameter Chosen =
2.000
Actual Average Flow =
0.068
Actual Drawdown Time =
79.19
hrs. 48 - 120 hrs, required.
cu. ft.
cfs
ft.
ft.
s.f.
ft.
inches (max) Calculated orifice area
inches A= 0.021805556 s.f.
cfs
hrs. O.K., WQV drains in 2-5 days

Wetland Surface Area Summary
PROJECT:
Jade Creek
PROJECT NO.:
121010.01
DATE:
5-Nov-22
LATEST PRINT DATE:
6-Nov-23
SCM #1 - Stormwater Wetland
Total Wetland Surface Area = 16,842 at elev = 497.25
FIS Ballentine
L!y Associates, PA
221 Providence Road 919.929.0481
Chapel Hill, NC 27514 hallend ne"sociates.com
Target % of
Surface Area
Total
Wetland Element
Description
Total Surface
Surface Area
Provided (% of
Plants Required
Number of
Area
Provided (sf)
total)
Plants
Required
Forebay
24-48" deep
10-15
1,996
11.85%
0
0
below perm pool
Non-forebay Deep Pools
18" min below
5-15
2,660
15.79%
0
0
perm pool
Shallow Water Zone
0-9" deep below
35-45
7,002
41.57%
1 herbaceous/4 sf
1,751
perm pool
Must contain min
1 herbaceous/4 sf
1,296
1 shrub/25 sf
207
Temporary Inundation Zone
WQV 0-15" deep
30-45
5,184
30.78%
1 tree/100 sf
52
above perm pool
40grasses/1 00 sf
2,074
Total (check) = 16,842 100.00% 0 5,379

Water Quality Design
Volume Calculations (WQV)
�I�
B a l l e n t' n~P
PROJECT:
Jade Creek
PROJECT NO.:
121010.01
KIJP
Associates, PA
DATE:
28-Feb-22
LATEST PRINT DATE:
6-Nov-23
221 Providence Road 919.929.0481
Chapel Hill, NC 27514 ballentineassociates_com
SCM #2 - Stormwater Wetland
The following calculations are based on Section C-4 of the new NCDEQ Stormwater Design Manual
1) Calculate la, the impervious fraction of area draining to SCM:
Onsite Area
Drainage Area = 4.26 acres 185378 sf
Impervious Area = 2.09 acres 90901 sf
la = 0.49
2) Find the volume of the 1" storm using the "Simple Method" (Shueler 1987):
Rv = 0.05 + 0.9 (la)
Rv = runoff coefficient (ratio of runoff to rainfall in inches)
la = percent impervious
Rv = 0.05 + 0.9( 0.49 ) = 0.49131936 in/in
Volume of 1" storm:
volume = Rv x design rainfall x drainage area
= 0.49131936 x 1" x 1/12 Win x 4.26
Draw Down Depth Provided:
= 1.25 ft.
Established Bottom
Elev.
Establish
ed Max
Elev.
Depth
Provided
*Volume
Provided
(ft)
(ft)
(ft)
A
WQV
510.00
511.25
1.25
7,957
Offsite Area
0 sf
0 sf
= 0.174 ac-ft
= 7,590 cf
*See volume
table on next
page
Volume Provided at Draw Down Depth= 7,957 cubic feet
Ok, volume provided is greater than WQV required.

Drawdown - SCM #2
PROJECT:
PROJECT NO.:
DATE:
LATEST PRINT DATE:
Jade Creek Wl% Ballenti ne
121010.01 KIJ Associates, PA
28-Feb-22
6-Nov-23 221 Providence Road 919,929.0481
Chapel Hill. NC 27514 ballentineassociates.com
SCM #2 - Stormwater Wetland
Storage Volume Above Permanent Pool
Elevation (ft)
Area (ft2)
Volume
((A1+A2)/2)*D
ft'
Volume (Total)
W)
510
4,225
0
0
510.25
6,151
1,297
1,297
511.25
7,168
6,660
7,957
512
7,966
5,675
13,632
513
9,082
8,524
22,156
514
10,254
9,668
31,824
515
11,482
10,868
42,692
515.5
12,118
5,900
48,592
516.5
1 13,431
1 12,775
1 61,366
ITemporary Pool Volume = 61,366 cubic feet
PPE
WQV
Riser
Spillway
Established
Bottom Elev.
Established Max
Elev.
Depth Provided
Volume
provided
ft
ft
ft
c
WQV
510.00
511.25
1.25
7,957
Q = C,A x q(29Ho), where
Q = Discharge (cfs)
C, = Coefficient of discharge (0.60 is common for stormwater orifices)
A = Cross -sectional area of flow at orifice entrance (sq. ft.)
g = Acceleration from gravity (32.2 ft/se(?)
Ho= Driving Head (ft) - measured from centroid of orifice area to water surface
[Use Hd3 to reflect that head is falling as drawdown occurs]
Water Quality Drawdown:
Desired Drain Time =
72
WQV Provided =
7,956.5
Therefore, Desired Q =
0.031
Provided WQV Depth =
1.25
Hd3 =
0.417
C, =
0.60
A=
Q
('A2gHo)
A =
0.009876
Recommended D =
0.112167
Recommended Orifice Diameter =
1.346
Diameter Chosen =
1.500
Actual Average Flow =
0.038
Actual Drawdown Time =
57.98
hrs. 48 - 120 hrs, required.
cu. ft.
cfs
ft.
ft.
s.f.
ft.
inches (max) Calculated orifice area
inches A= 0.012265625 s.f.
cfs
hrs. O.K., WQV drains in 2-5 days

Wetland Surface Area Summary
PROJECT:
Jade Creek
PROJECT NO.:
121010.01
DATE:
28-Feb-22
LATEST PRINT DATE:
6-Nov-23
SCM #2 - Stormwater Wetland
Total Wetland Surface Area = 7,168 at elev = 511.25
F11 Ballentine
LIA Associates, PA
221 Providence Road 919.929.0461
Chapel Hill. NC 27514 ba l I ent i n eassoc iates. corn
Target % of
Surface Area
Surface Area
Total Number
Wetland Element
Description
Total Surface
Provided (% of
Plants Required
of Plants
Area
Provided (sf)
total)
Required
24-48" deep
Forebay
below perm
10-15
750
10.46%
0
0
pool
Non-forebay Deep Pools
18" min below
5-15
921
12.85%
0
0
perm pool
0-9" deep below
Shallow Water Zone
perm pool
35-45
2,553
35.62%
1 herbaceous/4 sf
638
Must contain
1 herbaceous/4 sf
736
Temporary Inundation Zone
min WQV 0-15"
30-45
2,944
41.07%
1 shrub/25 sf
118
1 tree/100 sf
29
deep above
perm pool
40grasses/1 00 sf
1,178
I otal (check) _ /,168 100.00% 0 2,699

Project Information
Project Name: (Jade Creek
Submission Date:
11/06/2023
Project Area (ft):
1,563,862 ft2
1822,840
Disturbed Area (ft):
ft2
Single Family Residential
Development Land Use Type:
Development Activity Type:
Development - New
no
Old NC 86, Carrboro, NC
Designated Downtown Area?
Project Location/Address:
County:
Orange
Local Jurisdiction:
Carrboro
Project Latitude Coordinates:
35.950964 N
-79.107330 W
Project Longitude Coordinates:
Precipitation Station:
Chapel Hill
Piedmont
Physiographic Region:
Nutrient Management Watershed:
Jordan Lake
Jordan - Upper New Hope
Subwatershed:
Phosphorus Delivery Zone:
Nitrogen Delivery Zone:
Project Designer and Contact Phone
Number / Email:
Part of Common Development Plan?
yes
Private
Project Owner Type:
Project Description:

Proiect Area Land Cover Characteristics
PROJECT AREA LAND COVERS
Roof
Roadway
TN
EMC
(mg/L)
1.18
1.64
TP
EMC
(mg/L)
0.11
0.34
Pre-
Project
Area (ft)
Post -
Project
Area (ft)
78
2011462
63,623
Parking/Driveway/Sidewalk
1.42
0.18
421117
Protected Forest
0.97
0.03
1,447,501
712,798
Other Pervious/Landscaping
2.48
1.07
116,283
523,828
CUSTOM LAND COVER 1
CUSTOM LAND COVER 2
CUSTOM LAND COVER 3
LAND TAKEN UP BY SCM
1.18
0.11
20,034
I LAND COVER AREA CHECK
Net Change of Land Covers (ft):
Total Project Area Entered (ft):
Total Pre -Project Calculated Area (ft):
734,703
1,563,862
1,563,862
Total Post -Project Calculated Area (ft): 1,563,862�
Eauations Used and Proiect Area Calculations
SIMPLE METHOD Storm water Runoff Volume Generated, V
Runoff Coefficient R v V = Pi * Rv * (P/12) * A
Rv = 0.05 + (0.009 *1) where A = drainage area (ft)
where I = percent impervious (%) Pj = fraction of rain events with runoff
Average Annual Pollutant Load, L P = average annual rainfall depth (in)
L= (Pi *Rv*(P/12))*(C*A*2.72)
where C = event mean concentration (mg/L)
Pre -Project:
A=
35.9013
P =
47.31
V =
277698
1 =
0%
R =
0.05
Pj =
0.9
CTN =
1.08
CTP =
0.11
LTN =
18.77
LTP =
1.86
ac
in.
ft3
mg/L
mg/L
Ib/yr
Ib/yr
A =
35.9013
ac
P =
47.31
in.
V =
1326007
ft3
1=
21%
R =
0.24
Pj =
0.9
CTN =
1.35
mg/L
CTP =
0.22
mg/L
LTN =
112.10
Ib/yr
LTP = 17.81
Ib/yr I

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Project Summary
Project Name:
Jade Creek
Project Area (ft):
1,563,862 ft
35.9013 acres
Submission Date:
November 6, 2023
Disturbed Area (ft):
822,840 ftZ
18.8898 acres
County:
Orange
Local Jurisdiction:
Carrboro
Development Land Use Type:
Single Family Residential
Owner Type:
Private
Development Activity Type:
Development - New
Designated Downtown Area?
no
Nutrient Management Watershed:
Jordan Lake
Subwatershed:
Jordan - Upper New Hope
Phosphorus Delivery Zone:1
Nitrogen Delivery Zone:
Phosphorus Delivery Factor (%):
Nitrogen Delivery Factor (%):
Phosphorus Loading Rate Target (Ib/ac/yrJ:
Nitrogen Loading Rate Target (Ib/ac/yr):
Phosphorus Load Target at Site (lb/yr):
Nitrogen Load Target at Site (lb/yr):
Phosphorus Load Leaving Site w/SCMs (lb/yr):
12.21
Nitrogen Load Leaving Site w/SCMs (lb/yr):
74.59
P Offsite Buy -Down Threshold Loading Rate (lb/ac/yr):
N Offsite Buy -Down Threshold Loading Rate
Total P Load Reduction Needed (lb/yr):
Total N Load Reduction Needed (lb/yr):
P Load Treatment Balance at Site (lb/yr):l
N Load Treatment Balance at Site (lb/yr):
P Load Treatment Balance at Lake (lb/yr):l
N Load Treatment Balance at Lake (lb/yr):
Nutrient Export Summary
Pre -Project
Whole Site
Conditions
Post -Project
Whole Site
without SCMs
Post -Project
Whole Site with
SCMs
Post -Project
SCM-Treated
Area
Post -Project
Untreated Area
Percent Impervious (for runoff calculation) (%)
0.0%
20.9%
20.9%
48.0%
1.1%
Percent Built -Upon Area (BUA) (%)
0.0%
19.6%
19.8%
45.3%
1.1%
Annual Runoff Volume ft3 r
277,698
1,326,007
995,548
802,686
192,862
Annual Runoff %Change (relative to re-D
0%
377%
259%
Total Nitrogen EMC (mg/L)
1.08
1.35
1.20
1.17
1.33
Total Nitrogen Load Leaving Site (lb/yr)
18.77
112.10
74.59
58.59
16.00
Total Nitrogen Loading Rate (Ib/ac/yrJ
0.52
3.12
2.08
3.86
0.77
Total Nitrogen % Change (relative to pre-D)
0%
497%
297%
Total Phosphorus EMC (mg/L)
0.11
1 0.22
1 0.20
0.19
0.25
Total Phosphorus Load Leaving Site (lb/yr)
1.86
17.81
1 12.21
1 9.22
2.99
Total Phosphorus Loading Rate (Ib/ac/yr)
0.05
0.50
1 0.34
1 0.61
1 0.14
Total Phosphorus %Change (relative to pre-D)
0%
857%
1 556%
SCWCatchment Summary
SCM I D and Type
Volume
Reduction (%)
TN Out (mg/L)
TP Out (mg/L)
TN Out
(Ibs/ac/yrJ
TP Out
(Ibs/ac/yr)
TN Reduction
N
TP Reduction (%)
Catchment
29.55%
1.17
0.19
3.71
0.59
39.17%
37.29%
101:StormwaterWetland per MDC
29.55%
1.17
0.19
3.71
0.59
39.17%
37.29%
102: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
103: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
Catchment
29.55%
1.17
0.19
4.09
0.65
39.50%
37.92%
201: Stormwater wetland per MDC
29.55%
1.17
0.19
4.09
0.65
39.50%
37.92%
202: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
203: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
Catchment
0.00%
1.13
0.07
10.91
0.68
20.38%
61.05%
301: Permeable Pavement (detention, 1
0.00%
1.13
0.07
10.91
0.68
20.38%
61.05%
302: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
303: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
Catchment
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
401: NA
0.00%
0.00
0.00
0.00
1 0.00
0.00%
0.00%
402: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
403: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
Catchment
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
501: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
502: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
503: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
Catchment
0.00%
0.00
0.00
0.00
1 0.00
0.00%
0.00%
601: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
602: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
603: NA
0.00%
0.00
0.00
0.00
0.00
0.00%
0.00%
SCM rows in red have a data entry error for the SCM that makes an error in the calculation.

Supporting Calculations
Rv = 0.05 + (0.009 *1),
where I = percent impervious (%)
V=Pi* Rv*A*(P/12),
where A = area of catchment (ft)
P = average annual rainfall depth (in)
L=((P*Pi*Rj)=(12))*(C*A*2.72)
where L = annual pollutant loading (Ibs)
Pi = fraction of rain events that produce runoff (dec)
C = event mean concentration of pollutant (mg/L)
Vogt = Vi, * (1 - Red)
where Vi, = inflow volume (ft)
Red = volume reduction by SCM (%)
Lost = Vogt * EMCout * 6.243E-5
where Vogt = outflow volume (ft),
EMCout = effluent median concentration (mg/L)
Supporting Calculations
Rv = 0.05 + (0.009 *1),
where I = percent impervious (%)
V=Pi* Rv*A*(P/12),
where A = area of catchment (ft)
P = average annual rainfall depth (in)
L=((P*Pi*Rj)=(12))*(C*A*2.72)
where L = annual pollutant loading (Ibs)
Pi = fraction of rain events that produce runoff (dec)
C = event mean concentration of pollutant (mg/L)
Vogt = Vi, * (1 - Red)
where Vi, = inflow volume (ft)
CATCHMENT 1, SCM 101
Type of SCM:
Stormwater Wetland per
MDC
Area Treated by SCM (ft):
470,996
Percent Impervious of Contributing Watershed (%):
46%
Runoff Coefficient, Rv:
0.47
Inflow Volume (ft):
781,000
Incoming Total Nitrogen Concentration (mg/L):
1.35
Annual Incoming Total Nitrogen Load (Ibs):
66.03
Incoming Total Phosphorus Concentration (mg/L):
0.21
Annual Incoming Total Phosphorus Load (Ibs):
10.19
Total Volume Leaving SCM (ft):
550,238
Outgoing Total Nitrogen Concentration (mg/L):
1.17
Annual Outgoing Total Nitrogen Load (Ibs):
40.17
Outgoing Total Phosphorus Concentration (mg/L):
0.19
Annual Outgoing Total Phosphorus Load (Ibs):
6.39
Annual Volume Reduction by SCM (ft):
230,762
Annual Volume Reduction by SCM (%):
30%
Annual Total Nitrogen Reduction by SCM (%):
39.17%
Annual Total Nitrogen Reduction by SCM (lb):
25.86
Annual Total Phosphorus Reduction by SCM (%):
37.29%
Annual Total Phosphorus Reduction by SCM (lb):
3.80
CATCHMENT 2, SCM 201
Type of SCM:
Stormwater Wetland per
MDC
Area Treated by SCM (ft2):
185,378
Percent Impervious of Contributing Watershed (%):
51%
Runoff Coefficient, Rv:
0.51
Inflow Volume (ft3):
337,416
Incoming Total Nitrogen Concentration (mg/L):
1.36
Annual Incoming Total Nitrogen Load (Ibs):
28.74
Incoming Total Phosphorus Concentration (mg/L):
0.21
Annual Incoming Total Phosphorus Load (Ibs):
4.46
Total Volume Leaving SCM (ft):
237,719
Outgoing Total Nitrogen Concentration (mg/L):
1.17
Annual Outgoing Total Nitrogen Load (Ibs):
17.39
Outgoing Total Phosphorus Concentration (mg/L):
0.19
Annual Outgoing Total Phosphorus Load (Ibs):
2.77
1

Red = volume reduction by SCM (%)
Lout = Vogt * EMCout * 6.243E-5
where Vogt = outflow volume (ft),
EMCout = effluent median concentration (mg/L)
Supporting Calculations
Rv = 0.05 + (0.009 *1),
where I = percent impervious (%)
V=Pi* Rv*A*(P/12),
where A = area of catchment (ftz)
P = average annual rainfall depth (in)
L=((P*Pi*Rj)=(12))*(C*A*2.72)
where L = annual pollutant loading (Ibs)
Pi = fraction of rain events that produce runoff (dec)
C = event mean concentration of pollutant (mg/L)
Vogt = Vi, * (1 - Red)
where Vi, = inflow volume (ft)
Red = volume reduction by SCM (%)
Lout = Vogt * EMCout * 6.243E-5
where Vogt = outflow volume (ft),
EMCout = effluent median concentration (mg/L)
Annual Volume Reduction by SCM (ft):
99,696
Annual Volume Reduction by SCM (%):
30%
Annual Total Nitrogen Reduction by SCM (%):
39.50%
Annual Total Nitrogen Reduction by SCM (lb):
11.35
Annual Total Phosphorus Reduction by SCM (%):
37.92%
Annual Total Phosphorus Reduction by SCM (lb):
1.69
CATCHMENT 3, SCM 301
Type of SCM:
Permeable Pavement
(detention, lined) per
MDC
Area Treated by SCM (ft):
4,151
Percent Impervious of Contributing Watershed (%):
100%
Runoff Coefficient, Rv:
1.00
Inflow Volume (ft):
14,729
Incoming Total Nitrogen Concentration (mg/L):
1.42
Annual Incoming Total Nitrogen Load (Ibs):
1.31
Incoming Total Phosphorus Concentration (mg/L):
0.18
Annual Incoming Total Phosphorus Load (Ibs):
0.17
Total Volume Leaving SCM (ft):
14,729
Outgoing Total Nitrogen Concentration (mg/L):
1.13
Annual Outgoing Total Nitrogen Load (Ibs):
1.04
Outgoing Total Phosphorus Concentration (mg/L):
0.07
Annual Outgoing Total Phosphorus Load (Ibs):
0.06
Annual Volume Reduction by SCM (ft):
0
Volume Reduction by SCM (%):
0%
Annual Total Nitrogen Reduction by SCM (%):
20.38%
Annual Total Nitrogen Reduction by SCM (lb):
0.27
Annual Total Phosphorus Reduction by SCM (%):
61.05%
Annual Total Phosphorus Reduction by SCM (lb):
10.10

Stormwater Impact Analysis
121010.01 -Jade Creek Subdivision
06 Nov 23
Page 10 of 12
Irls Ballentine
LIJ Associates, PA
• Appendix C -1, 21 5110, 25 and 100-yr Stormwater
Management Calculations (Hydrographs)
o Watershed Model Schematic
o Hydrograph Summary Report
o Supporting Calculations

Watershed Model Schematic
1
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
1
2 15 3
CD CD CD
4
k
5
CD
6 7
CD CD
1D
17 8CD
CD CD C1
"g0
1
16
14
12
18
Leaend
Hvd• Origin
Description
1 SCS Runoff
Pre - Study Point 1
2 SCS Runoff
Pre - Onsite Study Point 2
3 SCS Runoff
Pre - Study Point 3
4 SCS Runoff
Post - to Wetland 1
5 SCS Runoff
Post - Bypass Study Point 1
6 SCS Runoff
Post - To Wetland 2
7 SCS Runoff
Post - Bypass Study Point 2
8 SCS Runoff
Post - Bypass Study Point 3
9 Reservoir
Wetland 1 Routing
10 Reservoir
Wetland 2 Routing
11 SCS Runoff
Post - to Permeable Pavement 3
12 Combine
Post - Study Point 1
13 Reservoir
Permeable Pavement 3
14 Combine
Post - Study Point 3
15 SCS Runoff
Pre - Offsite Study Point 2
16 Combine
Pre - Study Point 2
17 SCS Runoff
Post - Offsite Bypass Study Point 2
18 Combine
Post - Study Point 2
Project: Jade Creek.gpw
Monday, 11 / 6 / 2023

Hydraflow Table of Contents Jade Creek.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 11 / 6 / 2023
Watershed Model Schematic...................................................................................... 1
1 -Year
SummaryReport......................................................................................................................... 2
HydrographReports...................................................................................................................
3
Hydrograph No.
1, SCS Runoff, Pre - Study Point 1................................................................
3
TR-55 Tc Worksheet...........................................................................................................
4
Hydrograph No.
2, SCS Runoff, Pre - Onsite Study Point 2....................................................
5
TR-55 Tc Worksheet...........................................................................................................
6
Hydrograph No.
3, SCS Runoff, Pre - Study Point 3................................................................
7
Hydrograph No.
4, SCS Runoff, Post - to Wetland 1...............................................................
8
TR-55 Tc Worksheet...........................................................................................................
9
Hydrograph No.
5, SCS Runoff, Post - Bypass Study Point 1...............................................
10
TR-55 Tc Worksheet.........................................................................................................
11
Hydrograph No.
6, SCS Runoff, Post - To Wetland 2............................................................
12
TR-55 Tc Worksheet.........................................................................................................
13
Hydrograph No.
7, SCS Runoff, Post - Bypass Study Point 2...............................................
14
TR-55 Tc Worksheet.........................................................................................................
15
Hydrograph No.
8, SCS Runoff, Post - Bypass Study Point 3...............................................
16
Hydrograph No.
9, Reservoir, Wetland 1 Routing..................................................................
17
PondReport
- Wetland#1.................................................................................................
18
Hydrograph No.
10, Reservoir, Wetland 2 Routing................................................................
19
PondReport
- Wetland#2.................................................................................................
20
Hydrograph No.
11, SCS Runoff, Post - to Permeable Pavement 3......................................
21
Hydrograph No.
12, Combine, Post - Study Point 1...............................................................
22
Hydrograph No.
13, Reservoir, Permeable Pavement 3........................................................
23
Pond Report
- Permeable Pavement.................................................................................
24
Hydrograph No.
14, Combine, Post - Study Point 3...............................................................
25
Hydrograph No.
15, SCS Runoff, Pre - Offsite Study Point 2................................................
26
Hydrograph No.
16, Combine, Pre - Study Point 2................................................................
27
Hydrograph No.
17, SCS Runoff, Post - Offsite Bypass Study Point 2..................................
28
Hydrograph No.
18, Combine, Post - Study Point 2...............................................................
29
2 - Year
SummaryReport
.......................................................................................................................
30
HydrographReports.................................................................................................................
31
Hydrograph No.
1, SCS Runoff, Pre -
Study Point 1..............................................................
31
Hydrograph No.
2, SCS Runoff, Pre -
Onsite Study Point 2..................................................
32
Hydrograph No.
3, SCS Runoff, Pre -
Study Point 3..............................................................
33
Hydrograph No.
4, SCS Runoff, Post
- to Wetland 1.............................................................
34
Hydrograph No.
5, SCS Runoff, Post
- Bypass Study Point 1...............................................
35
Hydrograph No.
6, SCS Runoff, Post
- To Wetland 2............................................................
36
Hydrograph No.
7, SCS Runoff, Post
- Bypass Study Point 2...............................................
37
Hydrograph No.
8, SCS Runoff, Post
- Bypass Study Point 3...............................................
38
Hydrograph No.
9, Reservoir, Wetland
1 Routing..................................................................
39
Hydrograph No.
10, Reservoir, Wetland
2 Routing................................................................
40
Hydrograph No.
11, SCS Runoff, Post - to Permeable Pavement 3......................................
41
Hydrograph No.
12, Combine, Post -
Study Point 1...............................................................
42

Contents continued...
Jade Creek.gpw
Hydrograph No. 13, Reservoir, Permeable Pavement 3........................................................ 43
Hydrograph No. 14, Combine, Post - Study Point 3............................................................... 44
Hydrograph No. 15, SCS Runoff, Pre - Offsite Study Point 2................................................ 45
Hydrograph No. 16, Combine, Pre - Study Point 2................................................................ 46
Hydrograph No. 17, SCS Runoff, Post - Offsite Bypass Study Point 2.................................. 47
Hydrograph No. 18, Combine, Post - Study Point 2............................................................... 48
5 - Year
SummaryReport
.......................................................................................................................
49
HydrographReports.................................................................................................................
50
Hydrograph No.
1, SCS Runoff, Pre - Study Point 1..............................................................
50
Hydrograph No.
2, SCS Runoff, Pre - Onsite Study Point 2..................................................
51
Hydrograph No.
3, SCS Runoff, Pre - Study Point 3..............................................................
52
Hydrograph No.
4, SCS Runoff, Post - to Wetland 1.............................................................
53
Hydrograph No.
5, SCS Runoff, Post - Bypass Study Point 1...............................................
54
Hydrograph No.
6, SCS Runoff, Post - To Wetland 2............................................................
55
Hydrograph No.
7, SCS Runoff, Post - Bypass Study Point 2...............................................
56
Hydrograph No.
8, SCS Runoff, Post - Bypass Study Point 3...............................................
57
Hydrograph No.
9, Reservoir, Wetland 1 Routing..................................................................
58
Hydrograph No.
10, Reservoir, Wetland 2 Routing................................................................
59
Hydrograph No.
11, SCS Runoff, Post - to Permeable Pavement 3......................................
60
Hydrograph No.
12, Combine, Post - Study Point 1...............................................................
61
Hydrograph No.
13, Reservoir, Permeable Pavement 3........................................................
62
Hydrograph No.
14, Combine, Post - Study Point 3...............................................................
63
Hydrograph No.
15, SCS Runoff, Pre - Offsite Study Point 2................................................
64
Hydrograph No.
16, Combine, Pre - Study Point 2................................................................
65
Hydrograph No.
17, SCS Runoff, Post - Offsite Bypass Study Point 2..................................
66
Hydrograph No.
18, Combine, Post - Study Point 2...............................................................
67
10 -Year
SummaryReport
.......................................................................................................................
68
HydrographReports.................................................................................................................
69
Hydrograph No.
1, SCS Runoff, Pre - Study Point 1..............................................................
69
Hydrograph No.
2, SCS Runoff, Pre - Onsite Study Point 2..................................................
70
Hydrograph No.
3, SCS Runoff, Pre - Study Point 3..............................................................
71
Hydrograph No.
4, SCS Runoff, Post - to Wetland 1.............................................................
72
Hydrograph No.
5, SCS Runoff, Post - Bypass Study Point 1...............................................
73
Hydrograph No.
6, SCS Runoff, Post - To Wetland 2............................................................
74
Hydrograph No.
7, SCS Runoff, Post - Bypass Study Point 2...............................................
75
Hydrograph No.
8, SCS Runoff, Post - Bypass Study Point 3...............................................
76
Hydrograph No.
9, Reservoir, Wetland 1 Routing..................................................................
77
Hydrograph No.
10, Reservoir, Wetland 2 Routing................................................................
78
Hydrograph No.
11, SCS Runoff, Post - to Permeable Pavement 3......................................
79
Hydrograph No.
12, Combine, Post - Study Point 1...............................................................
80
Hydrograph No.
13, Reservoir, Permeable Pavement 3........................................................
81
Hydrograph No.
14, Combine, Post - Study Point 3...............................................................
82
Hydrograph No.
15, SCS Runoff, Pre - Offsite Study Point 2................................................
83
Hydrograph No.
16, Combine, Pre - Study Point 2................................................................
84
Hydrograph No.
17, SCS Runoff, Post - Offsite Bypass Study Point 2..................................
85
Hydrograph No.
18, Combine, Post - Study Point 2...............................................................
86

Contents continued...
Jade Creek.gpw
25 - Year
SummaryReport
.......................................................................................................................
87
HydrographReports.................................................................................................................
88
Hydrograph No.
1, SCS Runoff, Pre - Study Point 1..............................................................
88
Hydrograph No.
2, SCS Runoff, Pre - Onsite Study Point 2..................................................
89
Hydrograph No.
3, SCS Runoff, Pre - Study Point 3..............................................................
90
Hydrograph No.
4, SCS Runoff, Post - to Wetland 1.............................................................
91
Hydrograph No.
5, SCS Runoff, Post - Bypass Study Point 1...............................................
92
Hydrograph No.
6, SCS Runoff, Post - To Wetland 2............................................................
93
Hydrograph No.
7, SCS Runoff, Post - Bypass Study Point 2...............................................
94
Hydrograph No.
8, SCS Runoff, Post - Bypass Study Point 3...............................................
95
Hydrograph No.
9, Reservoir, Wetland 1 Routing..................................................................
96
Hydrograph No.
10, Reservoir, Wetland 2 Routing................................................................
97
Hydrograph No.
11, SCS Runoff, Post - to Permeable Pavement 3......................................
98
Hydrograph No.
12, Combine, Post - Study Point 1...............................................................
99
Hydrograph No.
13, Reservoir, Permeable Pavement 3......................................................
100
Hydrograph No.
14, Combine, Post - Study Point 3.............................................................
101
Hydrograph No.
15, SCS Runoff, Pre - Offsite Study Point 2..............................................
102
Hydrograph No.
16, Combine, Pre - Study Point 2..............................................................
103
Hydrograph No.
17, SCS Runoff, Post - Offsite Bypass Study Point 2................................
104
Hydrograph No.
18, Combine, Post - Study Point 2.............................................................
105
100 - Year
SummaryReport
.....................................................................................................................
106
HydrographReports...............................................................................................................
107
Hydrograph No.
1, SCS Runoff, Pre - Study Point 1............................................................
107
Hydrograph No.
2, SCS Runoff, Pre - Onsite Study Point 2................................................
108
Hydrograph No.
3, SCS Runoff, Pre - Study Point 3............................................................
109
Hydrograph No.
4, SCS Runoff, Post - to Wetland 1...........................................................
110
Hydrograph No.
5, SCS Runoff, Post - Bypass Study Point 1.............................................
111
Hydrograph No.
6, SCS Runoff, Post - To Wetland 2..........................................................
112
Hydrograph No.
7, SCS Runoff, Post - Bypass Study Point 2.............................................
113
Hydrograph No.
8, SCS Runoff, Post - Bypass Study Point 3.............................................
114
Hydrograph No.
9, Reservoir, Wetland 1 Routing................................................................
115
Hydrograph No.
10, Reservoir, Wetland 2 Routing..............................................................
116
Hydrograph No.
11, SCS Runoff, Post - to Permeable Pavement 3....................................
117
Hydrograph No.
12, Combine, Post - Study Point 1.............................................................
118
Hydrograph No.
13, Reservoir, Permeable Pavement 3......................................................
119
Hydrograph No.
14, Combine, Post - Study Point 3.............................................................
120
Hydrograph No.
15, SCS Runoff, Pre - Offsite Study Point 2..............................................
121
Hydrograph No.
16, Combine, Pre - Study Point 2..............................................................
122
Hydrograph No.
17, SCS Runoff, Post - Offsite Bypass Study Point 2................................
123
Hydrograph No.
18, Combine, Post - Study Point 2.............................................................
124

Hydrograph Summary Report HydraflowHydrographsExtension for AutodeskOCivil 3DObyAutodesk,Inc. v2023
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
3.684
2
732
25,945
------
------
------
Pre - Study Point 1
2
SCS Runoff
2.424
2
744
18,807
------
------
------
Pre - Onsite Study Point 2
3
SCS Runoff
0.777
2
718
2,097
------
------
------
Pre - Study Point 3
4
SCS Runoff
14.63
2
722
42,141
------
------
------
Post - to Wetland 1
5
SCS Runoff
1.706
2
738
14,263
------
------
------
Post - Bypass Study Point 1
6
SCS Runoff
6.269
2
724
19,884
------
------
------
Post - To Wetland 2
7
SCS Runoff
1.774
2
742
13,139
------
------
------
Post - Bypass Study Point 2
8
SCS Runoff
0.703
2
718
1,700
------
------
------
Post - Bypass Study Point 3
9
Reservoir
0.152
2
1448
34,964
4
498.18
35,841
Wetland 1 Routing
10
Reservoir
0.089
2
1448
18,880
6
512.32
16,380
Wetland 2 Routing
11
SCS Runoff
0.399
2
716
929
------
------
------
Post - to Permeable Pavement 3
12
Combine
1.818
2
738
49,226
5, 9,
------
------
Post - Study Point 1
13
Reservoir
0.063
2
726
926
11
511.69
356
Permeable Pavement 3
14
Combine
0.759
2
718
2,626
8, 13
------
------
Post - Study Point 3
15
SCS Runoff
1.055
2
718
2,550
------
------
------
Pre - Offsite Study Point 2
16
Combine
2.572
2
742
21,357
2, 15
------
------
Pre - Study Point 2
17
SCS Runoff
1.055
2
718
2,550
------
------
------
Post - Offsite Bypass Study Point 2
18
Combine
2.013
2
742
34,569
7, 10, 17
------
------
Post - Study Point 2
Jade Creek.gpw
Return Period: 1 Year
Monday, 11 / 6 / 2023

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 1
Pre - Study Point 1
Hydrograph type
= SCS Runoff
Peak discharge
= 3.684 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.20 hrs
Time interval
= 2 min
Hyd. volume
= 25,945 cuft
Drainage area
= 22.790 ac
Curve number
= 60*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 26.00 min
Total precip.
= 2.96 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(22.510 x 60) + (0.280 x 61)] / 22.790
Q (cfs)
4.00
3.00
rM
1.00
0.00 1
0 2 4
— Hyd No. 1
Pre - Study Point 1
Hyd. No. 1 -- 1 Year
6 8 10 12 14
Q (cfs)
4.00
3.00
2.00
1.00
' ' ' ' ' ` ' 0.00
16 18 20 22 24 26
Time (hrs)

4
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hyd. No. 1
Pre - Study Point 1
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.400
0.011
0.011
Flow length (ft)
= 150.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.58
0.00
0.00
Land slope (%)
= 4.20
0.00
0.00
Travel Time (min)
= 20.87 +
0.00 +
0.00 =
20.87
Shallow Concentrated Flow
Flow length (ft)
= 961.00
0.00
0.00
Watercourse slope (%)
= 3.75
0.00
0.00
Surface description
= Unpaved
Unpaved
Unpaved
Average velocity (ft/s)
=3.12
0.00
0.00
Travel Time (min)
= 5.13 +
0.00 +
0.00 =
5.13
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
26.00 min

5
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 2
Pre - Onsite Study Point
2
Hydrograph type
= SCS Runoff
Peak discharge
= 2.424 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.40 hrs
Time interval
= 2 min
Hyd. volume
= 18,807 cuft
Drainage area
= 11.370 ac
Curve number
= 64*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 42.60 min
Total precip.
= 2.96 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(7.630 x 60) + (2.110 x 73) + (0.700 x 61) + (0.850 x 74)
+ (0.070 x 80) + (0.010 x 98)] / 11.370
Pre - Onsite Study Point 2
Q (cfs)
Hyd. No. 2 -- 1
Year
Q (cfs)
3.00
3.00
2.00
2.00
1.00
1.00
0.00
0.00
0 2 4 6 8 10 12 14
16 18 20 22
24 26
Hyd No. 2
Time (hrs)

A
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hyd. No. 2
Pre - Onsite Study Point 2
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.400
0.011
0.011
Flow length (ft)
= 295.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.58
0.00
0.00
Land slope (%)
= 3.90
0.00
0.00
Travel Time (min)
= 36.93 +
0.00 +
0.00 =
36.93
Shallow Concentrated Flow
Flow length (ft)
= 574.00
0.00
0.00
Watercourse slope (%)
= 1.10
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=1.69
0.00
0.00
Travel Time (min)
= 5.65 +
0.00 +
0.00 =
5.65
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
42.60 min

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 3
Pre - Study Point 3
Hydrograph type
= SCS Runoff
Peak discharge
= 0.777 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 2,097 cuft
Drainage area
= 1.760 ac
Curve number
= 61 *
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.96 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.980 x 60) + (0.780 x 61)] / 1.760
Pre - Study Point 3
Hyd. No. 3 -- 1 Year Q (cfs)
0 2 4
— Hyd No. 3

8
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 4
Post - to Wetland 1
Hydrograph type
= SCS Runoff
Peak discharge
= 14.63 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 42,141 cuft
Drainage area
= 10.820 ac
Curve number
= 78*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 14.30 min
Total precip.
= 2.96 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(0.370 x 60) + (5.450 x 61) + (0.270 x 98) + (4.730 x 98)] / 10.820
Post - to Wetland 1
Q (cfs)
Hyd. No. 4 -- 1 Year
Q (cfs)
15.00
15.00
12.00
12.00
9.00
9.00
6.00
6.00
3.00
3.00
0.00
0.00
0 2 4 6 8 10
12 14 16 18 20 22
24 26
Hyd No. 4
Time (hrs)

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hyd. No. 4
Post - to Wetland 1
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.150
0.011
0.011
Flow length (ft)
= 138.6
0.0
0.0
Two-year 24-hr precip. (in)
= 3.58
0.00
0.00
Land slope (%)
= 2.88
0.00
0.00
Travel Time (min)
= 10.40 +
0.00 +
0.00 =
10.40
Shallow Concentrated Flow
Flow length (ft)
= 820.00
0.00
0.00
Watercourse slope (%)
= 3.02
0.00
0.00
Surface description
= Paved
Paved
Paved
Average velocity (ft/s)
=3.53
0.00
0.00
Travel Time (min)
= 3.87 +
0.00 +
0.00 =
3.87
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
14.30 min

10
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 5
Post - Bypass Study
Point 1
Hydrograph type
= SCS Runoff
Peak discharge
= 1.706 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.30 hrs
Time interval
= 2 min
Hyd. volume
= 14,263 cuft
Drainage area
= 12.180 ac
Curve number
= 60*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 30.50 min
Total precip.
= 2.96 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(10.520 x 60) + (1.500 x 61) + (0.160 x 98)] / 12.180
Post - Bypass Study Point 1
Q (cfs)
Hyd. No. 5 -- 1
Year
Q (cfs)
2.00
2.00
1.00
1.00
0.00
0.00
0
2
4 6
8 10
12
14
16
18
20
22
24
26
Hyd
No. 5
Time
(hrs)

TR55 Tc Worksheet
11
Hyd. No. 5
Post - Bypass Study Point 1
Description
Sheet Flow
Manning's n-value
Flow length (ft)
Two-year 24-hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n-value
Velocity (ft/s)
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
A
B
C
= 0.240
0.011
0.011
= 150.0
0.0
0.0
= 3.58
0.00
0.00
= 2.00
0.00
0.00
= 18.66 +
0.00 +
0.00
= 1472.00
0.00
0.00
= 1.66
0.00
0.00
= Unpaved
Paved
Paved
=2.08
0.00
0.00
= 11.80 +
0.00 +
0.00
= 0.00
0.00
0.00
= 0.00
0.00
0.00
= 0.00
0.00
0.00
= 0.015
0.015
0.015
=0.00
0.00
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00
Total Travel Time, Tc..............................................................................
Totals
= 18.66
= 11.80
= 0.00
30.50 min

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 6
Post - To Wetland 2
Hydrograph type
= SCS Runoff
Peak discharge
= 6.269 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 19,884 cuft
Drainage area
= 4.270 ac
Curve number
= 81 *
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 16.90 min
Total precip.
= 2.96 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.090 x 60) + (1.780 x 61) + (0.210 x 74) + (0.100 x 98) + (2.090 x 98)] / 4.270
Q (cfs)
7.00
5.00
3.00
1.00
Post - To Wetland 2
Hyd. No. 6 -- 1 Year
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 '1 1 1 1 1..O� ' ' ' ' ' ' ! 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 6 Time (hrs)

13
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hyd. No. 6
Post - To Wetland 2
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.150
0.011
0.011
Flow length (ft)
= 150.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.58
0.00
0.00
Land slope (%)
= 1.33
0.00
0.00
Travel Time (min)
= 15.08 +
0.00 +
0.00 =
15.08
Shallow Concentrated Flow
Flow length (ft)
= 417.30
0.00
0.00
Watercourse slope (%)
= 3.70
0.00
0.00
Surface description
= Paved
Paved
Paved
Average velocity (ft/s)
=3.91
0.00
0.00
Travel Time (min)
= 1.78 +
0.00 +
0.00 =
1.78
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
16.90 min

14
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 7
Post - Bypass Study
Point 2
Hydrograph type
= SCS Runoff
Peak discharge
= 1.774 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.37 hrs
Time interval
= 2 min
Hyd. volume
= 13,139 cuft
Drainage area
= 7.350 ac
Curve number
= 65*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 42.60 min
Total precip.
= 2.96 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ + (3.340
x 60) + (1.420 x 73) + (1.150 x 74) + (0.070 x 80)
+ (1.370 x 61)] / 7.350
Post - Bypass Study Point 2
Q (cfs)
Hyd. No. 7 -- 1
Year
Q (cfs)
2.00
2.00
1.00
1.00
0.00
0.00
0
2
4 6
8 10
12
14
16
18
20
22
24
26
Hyd
No. 7
Time
(hrs)

15
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hyd. No. 7
Post - Bypass Study Point 2
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.400
0.011
0.011
Flow length (ft)
= 295.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.58
0.00
0.00
Land slope (%)
= 3.90
0.00
0.00
Travel Time (min)
= 36.93 +
0.00 +
0.00 =
36.93
Shallow Concentrated Flow
Flow length (ft)
= 574.00
0.00
0.00
Watercourse slope (%)
= 1.10
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=1.69
0.00
0.00
Travel Time (min)
= 5.65 +
0.00 +
0.00 =
5.65
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
42.60 min

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 8
Post - Bypass Study Point 3
Hydrograph type =
SCS Runoff
Peak discharge
= 0.703 cfs
Storm frequency =
1 yrs
Time to peak
= 11.97 hrs
Time interval =
2 min
Hyd. volume
= 1,700 cuft
Drainage area =
1.200 ac
Curve number
= 63*
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 5.00 min
Total precip. =
2.96 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
Composite (Area/CN) = [(0.570 x 60) + (0.560 x 61) + (0.070 x 98)] / 1.200
Post - Bypass Study Point 3
Q (cfs) Hyd. No. 8 -- 1 Year Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 2 4
— Hyd No. 8

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 9
Wetland 1 Routing
Hydrograph type
= Reservoir
Peak discharge
= 0.152 cfs
Storm frequency
= 1 yrs
Time to peak
= 24.13 hrs
Time interval
= 2 min
Hyd. volume
= 34,964 cuft
Inflow hyd. No.
= 4 - Post - to Wetland 1
Max. Elevation
= 498.18 ft
Reservoir name
= Wetland #1
Max. Storage
= 35,841 cuft
Storage Indication method used.
Q (cfs)
15.00
12.00
. Me
3.00
e
Wetland 1 Routing
Hyd. No. 9 -- 1 Year
10 20 30 40
Hyd No. 9 Hyd No. 4
50 60 70 80 90
Total storage used = 35,841 cuft
Q (cfs)
15.00
12.00
3.00
1 0.00
100
Time (hrs)

Pond Report
18
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Pond No. 1 - Wetland #1
Pond Data
Contours -User-defined contour areas.
Average end area method
used for volume calculation. Begining Elevation = 496.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 496.00
11,899
0
0
0.25 496.25
15,065
3,371
3,371
1.00 497.00
16,393
11,797
15,167
1.25 497.25
16,842
4,154
19,322
2.00 498.00
18,212
13,145
32,467
3.00 499.00
20,088
19,150
51,617
4.00 500.00
22,020
21,054
72,671
5.00 501.00
24,009
23,015
95,685
6.00 502.00
26,054
25,032
120,717
7.50 503.50
29,228
41,462
162,178
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 18.00
2.00
Inactive
Inactive
Span (in)
= 18.00
2.00
1.00
0.00
No. Barrels
= 1
1
1
0
Invert El. (ft)
= 493.00
496.00
0.00
0.00
Length (ft)
= 100.00
0.00
0.00
0.00
Slope (%)
= 1.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
No
No
Stage (ft)
8.00
AM
4.00
r M
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 16.00
1.00
20.00
Inactive
Crest El. (ft)
= 501.00
500.50
502.00
0.00
Weir Coeff.
= 3.33
3.33
2.60
3.33
Weir Type
= 1
Rect
Broad
---
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).
Stage / Discharge
Elev (ft)
504.00
502.00
500.00
498.00
496.00
10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0 120.0 130.0
Total Q Discharge (cfs)

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 11 / 6 / 2023
Hyd. No. 10
Wetland 2 Routing
Hydrograph type
= Reservoir
Peak discharge
= 0.089 cfs
Storm frequency
= 1 yrs
Time to peak
= 24.13 hrs
Time interval
= 2 min
Hyd. volume
= 18,880 cuft
Inflow hyd. No.
= 6 - Post - To Wetland 2
Max. Elevation
= 512.32 ft
Reservoir name
= Wetland #2
Max. Storage
= 16,380 cuft
Storage Indication method used.
Wetland 2 Routing
Q (cfs) Hyd. No. 10 -- 1 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
— Hyd No. 10 Hyd No. 6 Total storage used = 16,380 cult

Pond Report 20
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 11 / 6 / 2023
Pond No. 2 - Wetland #2
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 510.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00
510.00
4,225
0
0
0.25
510.25
6,151
1,297
1,297
1.25
511.25
7,168
6,660
7,957
2.00
512.00
7,966
5,675
13,632
3.00
513.00
9,082
8,524
22,156
4.00
514.00
10,254
9,668
31,824
5.00
515.00
11,482
10,868
42,692
5.50
515.50
12,118
5,900
48,592
6.50
516.50
13,431
12,775
61,366
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 15.00
1.50
Inactive
Inactive
Crest Len (ft)
= 16.00
Inactive
20.00
0.00
Span (in)
= 15.00
1.50
0.00
0.00
Crest El. (ft)
= 515.00
0.00
515.50
0.00
No. Barrels
= 1
1
1
0
Weir Coeff.
= 3.33
3.33
2.60
3.33
Invert El. (ft)
= 509.80
510.00
0.00
0.00
Weir Type
= 1
Rect
Broad
---
Length (ft)
= 60.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 0.50
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Wet area)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
7.00
. M
AM
4.00
c m
r M
M
0.00
0.00 7.00
Total Q
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
Elev (ft)
517.00
516.00
515.00
514.00
513.00
512.00
511.00
510.00
14.00 21.00 28.00 35.00 42.00 49.00 56.00 63.00 70.00
Discharge (cfs)

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 11
Post - to Permeable Pavement 3
Hydrograph type
= SCS Runoff
Peak discharge
= 0.399 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 929 cuft
Drainage area
= 0.100 ac
Curve number
= 98*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.96 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.100 x 98)] / 0.100
0.0 2.0
— Hyd No. 11
Post - to Permeable Pavement 3
Hyd. No. 11 -- 1 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)

Hydrograph
Report
22
Hydraflow Hydrographs Extension
for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 12
Post - Study Point 1
Hydrograph type
= Combine
Peak discharge
= 1.818 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.30 hrs
Time interval
= 2 min
Hyd. volume
= 49,226 cuft
Inflow hyds.
= 5, 9
Contrib. drain. area
= 12.180 ac
Q (cfs)
2.00
1.00
Post - Study Point 1
Hyd. No. 12 -- 1 Year
10 20 30 40 50 60 70 80 90
Hyd No. 12 Hyd No. 5 Hyd No. 9
Q (cfs)
2.00
1.00
0.00
100
Time (hrs)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 13
Permeable Pavement 3
Hydrograph type
= Reservoir
Peak discharge
= 0.063 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.10 hrs
Time interval
= 2 min
Hyd. volume
= 926 cuft
Inflow hyd. No.
= 11 - Post - to Permeable PavedWeDit
Elevation
= 511.69 ft
Reservoir name
= Permeable Pavement
Max. Storage
= 356 cuft
Storage Indication method used.
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0 2 4
— Hyd No. 13
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
6 8 10 12 14 16 18 20 22 24 26
Hyd No. 11 Total storage used = 356 cult Time (hrs)
Permeable Pavement 3
Hyd. No. 13 -- 1 Year

Pond Report 24
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 11 / 6 / 2023
Pond No. 3 - Permeable Pavement
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 510.50 ft. Voids = 40.00%
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 510.50 750 0 0
1.00 511.50 750 300 300
2.25 512.75 750 375 675
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 15.00
1.50
Inactive
Inactive
Crest Len (ft)
= 1.57
Inactive
Inactive
Inactive
Span (in)
= 15.00
1.50
0.00
0.00
Crest El. (ft)
= 512.00
0.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 510.00
510.50
0.00
0.00
Weir Type
= 1
---
---
---
Length (ft)
= 19.74
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 2.03
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Wet area)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
3.00
r M
M
0.00
0.00 0.09
Total Q
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
0.18 0.27 0.36 0.45 0.54 0.63 0.72 0.81
Elev (ft)
513.50
512.50
511.50
1 510.50
0.90
Discharge (cfs)

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 14
Post - Study Point 3
Hydrograph type
= Combine
Peak discharge
= 0.759 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 2,626 cuft
Inflow hyds.
= 8, 13
Contrib. drain. area
= 1.200 ac
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 2 4
— Hyd No. 14
Post - Study Point 3
Hyd. No. 14 -- 1 Year Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 8 Hyd No. 13

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 15
Pre - Offsite Study Point 2
Hydrograph type =
SCS Runoff
Peak discharge
= 1.055 cfs
Storm frequency =
1 yrs
Time to peak
= 11.97 hrs
Time interval =
2 min
Hyd. volume
= 2,550 cuft
Drainage area =
1.800 ac
Curve number
= 63*
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 5.00 min
Total precip. =
2.96 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(1.330 x 60) + (0.360 x 61) + (0.110 x 98)] / 1.800
Q (cfs)
2.00
1.00
e
Pre - Offsite Study Point 2
Hyd. No. 15 -- 1 Year
2 4 6 8 10 12 14
Hyd No. 15
Q (cfs)
2.00
1.00
0.00
16 18 20 22 24 26
Time (hrs)

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 16
Pre - Study Point 2
Hydrograph type
= Combine
Peak discharge
= 2.592 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.37 hrs
Time interval
= 2 min
Hyd. volume
= 21,357 cuft
Inflow hyds.
= 2, 15
Contrib. drain. area
= 13.170 ac
Q (cfs)
3.00
r M
1.00
e
2 4
Hyd No. 16
Pre - Study Point 2
Hyd. No. 16 -- 1 Year
6 8 10
— Hyd No. 2
12 14 16
Hyd No. 15
18 20 22 24
Q (cfs)
3.00
2.00
1.00
1 0.00
26
Time (hrs)

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 17
Post - Offsite Bypass Study Point 2
Hydrograph type
= SCS Runoff
Peak discharge
= 1.055 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 2,550 cuft
Drainage area
= 1.800 ac
Curve number
= 63*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.96 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(1.330 x 60) + (0.360 x 61) + (0.110 x 98)] / 1.800
Q (cfs)
2.00
1.00
e
Post - Offsite Bypass Study Point 2
Hyd. No. 17 -- 1 Year
2 4 6 8 10 12 14
Hyd No. 17
Q (cfs)
2.00
1.00
0.00
16 18 20 22 24 26
Time (hrs)

Hydrograph
Report
29
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 18
Post - Study Point 2
Hydrograph type
= Combine
Peak discharge
= 2.013 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.37 hrs
Time interval
= 2 min
Hyd. volume
= 34,569 cuft
Inflow hyds.
= 7, 10, 17
Contrib. drain. area
= 9.150 ac
Q (cfs)
3.00
rM
1.00
e
Post - Study Point 2
Hyd. No. 18 -- 1 Year
Q (cfs)
3.00
2.00
1.00
I J . 1 1 1 1 -1 - 0.00
10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 18 Hyd No. 7 Hyd No. 10 Hyd No. 17

Hydrograph Summary Report
30
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2023
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
8.804
2
732
46,114
------
------
------
Pre - Study Point 1
2
SCS Runoff
4.744
2
742
31,079
------
------
------
Pre - Onsite Study Point 2
3
SCS Runoff
1.636
2
718
3,648
------
------
------
Pre - Study Point 3
4
SCS Runoff
21.10
2
722
59,680
------
------
------
Post - to Wetland 1
5
SCS Runoff
4.031
2
736
25,350
------
------
------
Post - Bypass Study Point 1
6
SCS Runoff
8.761
2
724
27,490
------
------
------
Post - To Wetland 2
7
SCS Runoff
3.359
2
742
21,395
------
------
------
Post - Bypass Study Point 2
8
SCS Runoff
1.333
2
718
2,854
------
------
------
Post - Bypass Study Point 3
9
Reservoir
0.180
2
1450
44,230
4
499.02
52,129
Wetland 1 Routing
10
Reservoir
0.103
2
1450
24,041
6
513.13
23,410
Wetland 2 Routing
11
SCS Runoff
0.484
2
716
1,139
------
------
------
Post - to Permeable Pavement 3
12
Combine
4.166
2
736
69,580
5, 9,
------
------
Post - Study Point 1
13
Reservoir
0.070
2
726
1,136
11
511.97
441
Permeable Pavement 3
14
Combine
lll�
2
718
3,990
8, 13
------
------
Post - Study Point 3
15
SCS Runoff
1.999
2
718
4,281
------
------
------
Pre - Offsite Study Point 2
16
Combine
5.0m
2
742
35,360
2, 15
------
------
Pre - Study Point 2
17
SCS Runoff
1.999
2
718
4,281
------
------
------
Post - Offsite Bypass Study Point 2
18
Combine
3.718
2
742
49,717
7, 10, 17
------
------
Post - Study Point 2
Jade Creek.gpw
Return Period: 2 Year
Monday, 11 / 6 / 2023

31
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 1
Pre - Study Point 1
Hydrograph type
= SCS Runoff
Peak discharge
= 8.804 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.20 hrs
Time interval
= 2 min
Hyd. volume
= 46,114 cuft
Drainage area
= 22.790 ac
Curve number
= 60*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 26.00 min
Total precip.
= 3.58 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(22.510 x 60) + (0.280 x 61)] / 22.790
Pre - Study Point 1
Q (cfs)
Hyd. No. 1 -- 2 Year
Q (cfs)
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0.00
0 2 4 6 8 10 12 14
16 18 20 22
24 26
Hyd No. 1
Time (hrs)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 2
Pre - Onsite Study Point 2
Hydrograph type =
SCS Runoff
Peak discharge
= 4.744 cfs
Storm frequency =
2 yrs
Time to peak
= 12.37 hrs
Time interval =
2 min
Hyd. volume
= 31,079 cuft
Drainage area =
11.370 ac
Curve number
= 64*
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
TR55
Time of conc. (Tc)
= 42.60 min
Total precip. =
3.58 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(7.630 x 60) + (2.110 x 73) + (0.700 x 61) + (0.850 x 74) + (0.070 x 80) + (0.010 x 98)] / 11.370
Q (cfs)
5.00
4.00
3.00
1.00
0.00 1
0 2 4
— Hyd No. 2
Pre - Onsite Study Point 2
Hyd. No. 2 -- 2 Year
6 8 10 12 14
Q (cfs)
5.00
4.00
3.00
2.00
1.00
' ' ' ' ' 1 ' 0.00
16 18 20 22 24 26
Time (hrs)

33
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 3
Pre - Study Point 3
Hydrograph type
= SCS Runoff
Peak discharge
= 1.636 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 3,648 cuft
Drainage area
= 1.760 ac
Curve number
= 61 *
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.58 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(0.980 x 60) + (0.780 x 61)] / 1.760
Pre - Study Point 3
Q (cfs)
Hyd. No. 3 -- 2 Year
Q (cfs)
2.00
2.00
1.00
1.00
0.00
0.00
0
2
4 6
8 10
12 14
16
18
20
22
24
26
Hyd
No. 3
Time
(hrs)

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 4
Post - to Wetland 1
Hydrograph type
= SCS Runoff
Peak discharge
= 21.10 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 59,680 cuft
Drainage area
= 10.820 ac
Curve number
= 78*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 14.30 min
Total precip.
= 3.58 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.370 x 60) + (5.450 x 61) + (0.270 x 98) + (4.730 x 98)] / 10.820
Q (cfs)
24.00
20.00
16.00
12.00
:1M
4.00
0.00 1
0 2 4
— Hyd No. 4
Post - to Wetland 1
Hyd. No. 4 -- 2 Year
6 8 10 12 14
Q (cfs)
24.00
20.00
16.00
12.00
m
4.00
' 0.00
16 18 20 22 24 26
Time (hrs)

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 5
Post - Bypass Study Point 1
Hydrograph type =
SCS Runoff
Peak discharge
= 4.031 cfs
Storm frequency =
2 yrs
Time to peak
= 12.27 hrs
Time interval =
2 min
Hyd. volume
= 25,350 cuft
Drainage area =
12.180 ac
Curve number
= 60*
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
TR55
Time of conc. (Tc)
= 30.50 min
Total precip. =
3.58 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(10.520 x 60) + (1.500 x 61) + (0.160 x 98)] / 12.180
Q (cfs)
5.00
4.00
3.00
1.00
0.00 1
0 2 4
— Hyd No. 5
Post - Bypass Study Point 1
Hyd. No. 5 -- 2 Year
6 8 10 12 14
Q (cfs)
5.00
4.00
3.00
2.00
1.00
' ' ' ' ' � ' 0.00
16 18 20 22 24 26
Time (hrs)

36
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 6
Post - To Wetland 2
Hydrograph type
= SCS Runoff
Peak discharge
= 8.761 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 27,490 cuft
Drainage area
= 4.270 ac
Curve number
= 81 *
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 16.90 min
Total precip.
= 3.58 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(0.090 x 60) + (1.780 x 61) + (0.210 x 74) + (0.100 x 98)
+ (2.090 x 98)] / 4.270
Post - To Wetland 2
Q (cfs)
Hyd. No. 6 -- 2 Year
Q (cfs)
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0.00
0 2 4 6 8 10 12 14
16 18 20 22
24 26
Hyd No. 6
Time (hrs)

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 7
Post - Bypass Study Point 2
Hydrograph type =
SCS Runoff
Peak discharge
= 3.359 cfs
Storm frequency =
2 yrs
Time to peak
= 12.37 hrs
Time interval =
2 min
Hyd. volume
= 21,395 cuft
Drainage area =
7.350 ac
Curve number
= 65*
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
TR55
Time of conc. (Tc)
= 42.60 min
Total precip. =
3.58 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
* Composite (Area/CN) = + (3.340 x 60) + (1.420 x 73) + (1.150 x 74) + (0.070 x 80) + (1.370 x 61)] / 7.350
Q (cfs)
4.00
3.00
rM
1.00
0.00 1
0 2 4
— Hyd No. 7
Post - Bypass Study Point 2
Hyd. No. 7 -- 2 Year
6 8 10 12 14
Q (cfs)
4.00
3.00
2.00
1.00
' ' ' ' ' -!% ' 0.00
16 18 20 22 24 26
Time (hrs)

38
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 8
Post - Bypass Study
Point 3
Hydrograph type
= SCS Runoff
Peak discharge
= 1.333 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 2,854 cuft
Drainage area
= 1.200 ac
Curve number
= 63*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.58 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(0.570 x 60) + (0.560 x 61) + (0.070 x 98)] / 1.200
Post - Bypass Study Point 3
Q (cfs)
Hyd. No. 8 -- 2 Year
Q (cfs)
2.00
2.00
1.00
1.00
0.00
0.00
0
2
4 6
8 10
12 14
16
18
20
22
24
26
Hyd
No. 8
Time
(hrs)

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 9
Wetland 1 Routing
Hydrograph type
= Reservoir
Peak discharge
= 0.180 cfs
Storm frequency
= 2 yrs
Time to peak
= 24.17 hrs
Time interval
= 2 min
Hyd. volume
= 44,230 cuft
Inflow hyd. No.
= 4 - Post - to Wetland 1
Max. Elevation
= 499.02 ft
Reservoir name
= Wetland #1
Max. Storage
= 52,129 cuft
Storage Indication method used.
Wetland 1 Routing
Q (cfs) Hyd. No. 9 -- 2 Year Q (cfs)
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
— Hyd No. 9 Hyd No. 4 Total storage used = 52,129 cult

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 10
Wetland 2 Routing
Hydrograph type
= Reservoir
Peak discharge
= 0.103 cfs
Storm frequency
= 2 yrs
Time to peak
= 24.17 hrs
Time interval
= 2 min
Hyd. volume
= 24,041 cuft
Inflow hyd. No.
= 6 - Post - To Wetland 2
Max. Elevation
= 513.13 ft
Reservoir name
= Wetland #2
Max. Storage
= 23,410 cuft
Storage Indication method used.
Q (cfs)
10.00
Were
. UX
4.00
r W
Wetland 2 Routing
Hyd. No. 10 -- 2 Year
10 20 30 40 50 60 70 80 90
Hyd No. 10 Hyd No. 6 Total storage used = 23,410 cuft
Q (cfs)
10.00
4.00
2.00
0.00
100
Time (hrs)

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 11
Post - to Permeable Pavement 3
Hydrograph type
= SCS Runoff
Peak discharge
= 0.484 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 1,139 cuft
Drainage area
= 0.100 ac
Curve number
= 98*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.58 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.100 x 98)] / 0.100
0.0 2.0
— Hyd No. 11
Post - to Permeable Pavement 3
Hyd. No. 11 -- 2 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)

42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 12
Post - Study Point 1
Hydrograph type
= Combine
Peak discharge
= 4.166 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.27 hrs
Time interval
= 2 min
Hyd. volume
= 69,580 cuft
Inflow hyds.
= 5, 9
Contrib. drain. area
= 12.180 ac
Q (cfs)
5.00
4.00
3.00
1.00
Post - Study Point 1
Hyd. No. 12 -- 2 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 1 1 a I I I I I I I I I
' 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
— Hyd No. 12 Hyd No. 5 Hyd No. 9

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 13
Permeable Pavement 3
Hydrograph type
= Reservoir
Peak discharge
= 0.070 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.10 hrs
Time interval
= 2 min
Hyd. volume
= 1,136 cuft
Inflow hyd. No.
= 11 - Post - to Permeable PavedWeDit
Elevation
= 511.97 ft
Reservoir name
= Permeable Pavement
Max. Storage
= 441 cuft
Storage Indication method used.
Permeable Pavement 3
Q (cfs) Hyd. No. 13 -- 2 Year Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0 2 4
— Hyd No. 13

Hydrograph
Report
44
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 14
Post - Study Point 3
Hydrograph type
= Combine
Peak discharge
= 1.395 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 3,990 cuft
Inflow hyds.
= 8, 13
Contrib. drain. area
= 1.200 ac
Q (cfs)
2.00
1.00
Post - Study Point 3
Hyd. No. 14 -- 2 Year
2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 14 - Hyd No. 8 Hyd No. 13
Q (cfs)
2.00
1.00
0.00
26
Time (hrs)

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 15
Pre - Offsite Study Point 2
Hydrograph type =
SCS Runoff
Peak discharge
= 1.999 cfs
Storm frequency =
2 yrs
Time to peak
= 11.97 hrs
Time interval =
2 min
Hyd. volume
= 4,281 cuft
Drainage area =
1.800 ac
Curve number
= 63*
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 5.00 min
Total precip. =
3.58 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(1.330 x 60) + (0.360 x 61) + (0.110 x 98)] / 1.800
Q (cfs)
2.00
1.00
e
Pre - Offsite Study Point 2
Hyd. No. 15 -- 2 Year
2 4 6 8 10 12 14
Hyd No. 15
Q (cfs)
2.00
1.00
0.00
16 18 20 22 24 26
Time (hrs)

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 16
Pre - Study Point 2
Hydrograph type
= Combine
Peak discharge
= 5.019 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.37 hrs
Time interval
= 2 min
Hyd. volume
= 35,360 cuft
Inflow hyds.
= 2, 15
Contrib. drain. area
= 13.170 ac
Q (cfs)
6.00
5.00
4.00
3.00
rM
1.00
0.00 ' -.L.
0 2 4
— Hyd No. 16
Pre - Study Point 2
Hyd. No. 16 -- 2 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 2 Hyd No. 15

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 17
Post - Offsite Bypass Study Point 2
Hydrograph type
= SCS Runoff
Peak discharge
= 1.999 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 4,281 cuft
Drainage area
= 1.800 ac
Curve number
= 63*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.58 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(1.330 x 60) + (0.360 x 61) + (0.110 x 98)] / 1.800
Q (cfs)
2.00
1.00
e
Post - Offsite Bypass Study Point 2
Hyd. No. 17 -- 2 Year
2 4 6 8 10 12 14
Hyd No. 17
Q (cfs)
2.00
1.00
0.00
16 18 20 22 24 26
Time (hrs)

48
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 18
Post - Study Point 2
Hydrograph type
= Combine
Peak discharge
= 3.718 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.37 hrs
Time interval
= 2 min
Hyd. volume
= 49,717 cuft
Inflow hyds.
= 7, 10, 17
Contrib. drain. area
= 9.150 ac
Q (cfs)
4.00
3.00
rM
1.00
Post - Study Point 2
Hyd. No. 18 -- 2 Year
Q (cfs)
4.00
3.00
2.00
1.00
0.00 ' lit ' 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
— Hyd No. 18 Hyd No. 7 Hyd No. 10 Hyd No. 17

Hydrograph Summary Report
49
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2023
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
19.21
2
730
83,486
------
------
------
Pre - Study Point 1
2
SCS Runoff
9.125
2
740
52,992
------
------
------
Pre - Onsite Study Point 2
3
SCS Runoff
3.158
2
718
6,498
------
------
------
Pre - Study Point 3
4
SCS Runoff
31.42
2
722
88,119
------
------
------
Post - to Wetland 1
5
SCS Runoff
8.785
2
734
45,893
------
------
------
Post - Bypass Study Point 1
6
SCS Runoff
12.68
2
724
39,629
------
------
------
Post - To Wetland 2
7
SCS Runoff
6.300
2
740
36,005
------
------
------
Post - Bypass Study Point 2
8
SCS Runoff
2.430
2
718
4,934
------
------
------
Post - Bypass Study Point 3
9
Reservoir
0.215
2
1450
55,961
4
500.27
78,916
Wetland 1 Routing
10
Reservoir
0.121
2
1450
30,488
6
514.28
34,834
Wetland 2 Routing
11
SCS Runoff
0.612
2
716
1,454
------
------
------
Post - to Permeable Pavement 3
12
Combine
8.949
2
734
101,854
5, 9,
------
------
Post - Study Point 1
13
Reservoir
0.349
2
722
1,452
11
512.15
496
Permeable Pavement 3
14
Combine
2.548
2
718
6,386
8, 13
------
------
Post - Study Point 3
15
SCS Runoff
3.644
2
718
7,400
------
------
------
Pre - Offsite Study Point 2
16
Combine
9.601
2
740
60,393
2, 15
------
------
Pre - Study Point 2
17
SCS Runoff
3.644
2
718
7,400
------
------
------
Post - Offsite Bypass Study Point 2
18
Combine
6.875
2
740
73,893
7, 10, 17
------
------
Post - Study Point 2
Jade Creek.gpw
Return Period: 5 Year
Monday, 11 / 6 / 2023

50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 1
Pre - Study Point 1
Hydrograph type
= SCS Runoff
Peak discharge
= 19.21 cfs
Storm frequency
= 5 yrs
Time to peak
= 12.17 hrs
Time interval
= 2 min
Hyd. volume
= 83,486 cuft
Drainage area
= 22.790 ac
Curve number
= 60*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 26.00 min
Total precip.
= 4.51 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(22.510 x 60) + (0.280 x 61)] / 22.790
Q (cfs)
21.00
18.00
15.00
12.00
•M
3.00
Pre - Study Point 1
Hyd. No. 1 -- 5 Year
Q (cfs)
21.00
18.00
15.00
12.00
m
3.00
0.00 1 1 1 1
" ' ' ' ' ' ' � ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 1 Time (hrs)

51
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 2
Pre - Onsite Study Point
2
Hydrograph type
= SCS Runoff
Peak discharge
= 9.125 cfs
Storm frequency
= 5 yrs
Time to peak
= 12.33 hrs
Time interval
= 2 min
Hyd. volume
= 52,992 cuft
Drainage area
= 11.370 ac
Curve number
= 64*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 42.60 min
Total precip.
= 4.51 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(7.630 x 60) + (2.110 x 73) + (0.700 x 61) + (0.850 x 74)
+ (0.070 x 80) + (0.010 x 98)] / 11.370
Pre - Onsite Study Point 2
Q (cfs)
Hyd. No. 2 -- 5 Year
Q (cfs)
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0.00
0 2 4 6 8 10 12 14
16 18 20 22
24 26
Hyd No. 2
Time (hrs)

52
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 3
Pre - Study Point 3
Hydrograph type
= SCS Runoff
Peak discharge
= 3.158 cfs
Storm frequency
= 5 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 6,498 cuft
Drainage area
= 1.760 ac
Curve number
= 61 *
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.51 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.980 x 60) + (0.780 x 61)] / 1.760
Q (cfs)
4.00
3.00
rM
1.00
0.00 1
0 2 4
— Hyd No. 3
Pre - Study Point 3
Hyd. No. 3 -- 5 Year
6 8 10 12 14
Q (cfs)
4.00
3.00
2.00
1.00
' ' 0.00
16 18 20 22 24 26
Time (hrs)

53
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 4
Post - to Wetland 1
Hydrograph type
= SCS Runoff
Peak discharge
= 31.42 cfs
Storm frequency
= 5 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 88,119 cuft
Drainage area
= 10.820 ac
Curve number
= 78*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 14.30 min
Total precip.
= 4.51 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.370 x 60) + (5.450 x 61) + (0.270 x 98) + (4.730 x 98)] / 10.820
Q (cfs)
35.00
25.00
20.00
15.00
10.00
5.00
Post - to Wetland 1
Hyd. No. 4 -- 5 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' ' ' ' ' ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 4 Time (hrs)

54
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 5
Post - Bypass Study
Point 1
Hydrograph type
= SCS Runoff
Peak discharge
= 8.785 cfs
Storm frequency
= 5 yrs
Time to peak
= 12.23 hrs
Time interval
= 2 min
Hyd. volume
= 45,893 cuft
Drainage area
= 12.180 ac
Curve number
= 60*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 30.50 min
Total precip.
= 4.51 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(10.520 x 60) + (1.500 x 61) + (0.160 x 98)] / 12.180
Post - Bypass Study Point 1
Q (cfs)
Hyd. No. 5 -- 5 Year
Q (cfs)
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0.00
0 2 4 6 8 10 12 14
16 18 20 22
24 26
Hyd No. 5
Time (hrs)

55
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 6
Post - To Wetland 2
Hydrograph type
= SCS Runoff
Peak discharge
= 12.68 cfs
Storm frequency
= 5 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 39,629 cuft
Drainage area
= 4.270 ac
Curve number
= 81 *
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 16.90 min
Total precip.
= 4.51 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.090 x 60) + (1.780 x 61) + (0.210 x 74) + (0.100 x 98) + (2.090 x 98)] / 4.270
Q (cfs)
14.00
12.00
10.00
am
4.00
Post - To Wetland 2
Hyd. No. 6 -- 5 Year
Q (cfs)
14.00
12.00
10.00
M
4.00
2.00
0.00 Mh 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 6 Time (hrs)

56
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 7
Post - Bypass Study Point 2
Hydrograph type =
SCS Runoff
Peak discharge
= 6.300 cfs
Storm frequency =
5 yrs
Time to peak
= 12.33 hrs
Time interval =
2 min
Hyd. volume
= 36,005 cuft
Drainage area =
7.350 ac
Curve number
= 65*
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
TR55
Time of conc. (Tc)
= 42.60 min
Total precip. =
4.51 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
* Composite (Area/CN) = + (3.340 x 60) + (1.420 x 73) + (1.150 x 74) + (0.070 x 80) + (1.370 x 61)] / 7.350
Q (cfs)
7.00
5.00
3.00
1.00
Post - Bypass Study Point 2
Hyd. No. 7 -- 5 Year
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 ' 1 1 1 1 1J ' ' ' ' ' ' ' '%' ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 7 Time (hrs)

57
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 8
Post - Bypass Study
Point 3
Hydrograph type
= SCS Runoff
Peak discharge
= 2.430 cfs
Storm frequency
= 5 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 4,934 cuft
Drainage area
= 1.200 ac
Curve number
= 63*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.51 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(0.570 x 60) + (0.560 x 61) + (0.070 x 98)] / 1.200
Post - Bypass Study Point 3
Q (cfs)
Hyd. No. 8 -- 5 Year
Q (cfs)
3.00
3.00
2.00
2.00
1.00
1.00
0.00
0.00
0 2 4 6 8 10 12 14
16 18 20 22
24 26
Hyd No. 8
Time (hrs)

58
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 9
Wetland 1 Routing
Hydrograph type
= Reservoir
Peak discharge
= 0.215 cfs
Storm frequency
= 5 yrs
Time to peak
= 24.17 hrs
Time interval
= 2 min
Hyd. volume
= 55,961 cuft
Inflow hyd. No.
= 4 - Post - to Wetland 1
Max. Elevation
= 500.27 ft
Reservoir name
= Wetland #1
Max. Storage
= 78,916 cuft
Storage Indication method used.
Wetland 1 Routing
Q (cfs) Hyd. No. 9 -- 5 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
— Hyd No. 9 Hyd No. 4 Total storage used = 78,916 cult

59
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 11 / 6 / 2023
Hyd. No. 10
Wetland 2 Routing
Hydrograph type
= Reservoir
Peak discharge
= 0.121 cfs
Storm frequency
= 5 yrs
Time to peak
= 24.17 hrs
Time interval
= 2 min
Hyd. volume
= 30,488 cuft
Inflow hyd. No.
= 6 - Post - To Wetland 2
Max. Elevation
= 514.28 ft
Reservoir name
= Wetland #2
Max. Storage
= 34,834 cuft
Storage Indication method used.
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0
Wetland 2 Routing
Hyd. No. 10 -- 5 Year Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 10 Hyd No. 6 Total storage used = 34,834 cult

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 11
Post - to Permeable Pavement 3
Hydrograph type
= SCS Runoff
Peak discharge
= 0.612 cfs
Storm frequency
= 5 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 1,454 cuft
Drainage area
= 0.100 ac
Curve number
= 98*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.51 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.100 x 98)] / 0.100
Q (cfs)
Post - to Permeable Pavement 3
Hyd. No. 11 -- 5 Year
Q (cfs)
0.0 2.0
— Hyd No. 11
4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
20.0
Time (hrs)

61
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 12
Post - Study Point 1
Hydrograph type
= Combine
Peak discharge
= 8.949 cfs
Storm frequency
= 5 yrs
Time to peak
= 12.23 hrs
Time interval
= 2 min
Hyd. volume
= 101,854 cuft
Inflow hyds.
= 5, 9
Contrib. drain. area
= 12.180 ac
Q (cfs)
10.00
Were
. UX
4.00
r W
Post - Study Point 1
Hyd. No. 12 -- 5 Year
10 20 30 40 50 60 70 80 90
Hyd No. 12 Hyd No. 5 Hyd No. 9
Q (cfs)
10.00
M. ll
. ll
4.00
2.00
0.00
100
Time (hrs)

62
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 13
Permeable Pavement 3
Hydrograph type
= Reservoir
Peak discharge
= 0.349 cfs
Storm frequency
= 5 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 1,452 cuft
Inflow hyd. No.
= 11 - Post - to Permeable PavedWeDit
Elevation
= 512.15 ft
Reservoir name
= Permeable Pavement
Max. Storage
= 496 cuft
Storage Indication method used.
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 2 4
— Hyd No. 13
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
6 8 10 12 14 16 18 20 22 24 26
Hyd No. 11 Total storage used = 496 cult Time (hrs)
Permeable Pavement 3
Hyd. No. 13 -- 5 Year

63
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 14
Post - Study Point 3
Hydrograph type
= Combine
Peak discharge
= 2.548 cfs
Storm frequency
= 5 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 6,386 cuft
Inflow hyds.
= 8, 13
Contrib. drain. area
= 1.200 ac
Q (cfs)
3.00
r M
1.00
e
2 4
Hyd No. 14
Post - Study Point 3
Hyd. No. 14 -- 5 Year
6 8 10
— Hyd No. 8
12 14 16
Hyd No. 13
18 20 22 24
Q (cfs)
3.00
2.00
1.00
1 0.00
26
Time (hrs)

Hydrograph
Report
64
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hyd. No. 15
Pre - Offsite Study Point 2
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 5 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 1.800 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 4.51 in Distribution
Storm duration = 24 hrs Shape factor
Monday, 11 / 6 / 2023
= 3.644 cfs
= 11.97 hrs
= 7,400 cuft
= 63*
= 0 ft
= 5.00 min
= Type II
= 484
Composite (Area/CN) _ [(1.330 x 60) + (0.360 x 61) + (0.110 x 98)] / 1.800
Pre - Offsite Study Point 2
Q (cfs) Hyd. No. 15 -- 5 Year
4.00
Q (cfs)
4.00
3.00
3.00
2.00
2.00
1.00
1.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 15 Time (hrs)

65
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 16
Pre - Study Point 2
Hydrograph type
= Combine
Peak discharge
= 9.601 cfs
Storm frequency
= 5 yrs
Time to peak
= 12.33 hrs
Time interval
= 2 min
Hyd. volume
= 60,393 cuft
Inflow hyds.
= 2, 15
Contrib. drain. area
= 13.170 ac
Q (cfs)
10.00
Were
. UX
4.00
r W
2 4
Hyd No. 16
Pre - Study Point 2
Hyd. No. 16 -- 5 Year
Q (cfs)
10.00
Were
ItX
4.00
r W
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
- Hyd No. 2 Hyd No. 15

Hydrograph
Report
66
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hyd. No. 17
Post - Offsite Bypass Study Point 2
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 5 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 1.800 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 4.51 in Distribution
Storm duration = 24 hrs Shape factor
Monday, 11 / 6 / 2023
= 3.644 cfs
= 11.97 hrs
= 7,400 cuft
= 63*
= 0 ft
= 5.00 min
= Type II
= 484
Composite (Area/CN) _ [(1.330 x 60) + (0.360 x 61) + (0.110 x 98)] / 1.800
Post - Offsite Bypass Study Point 2
Q (cfs) Hyd. No. 17 -- 5 Year
Q (cfs)
4.00
4.00
3.00
3.00
2.00
2.00
1.00
1.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 17 Time (hrs)

67
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 18
Post - Study Point 2
Hydrograph type
= Combine
Peak discharge
= 6.875 cfs
Storm frequency
= 5 yrs
Time to peak
= 12.33 hrs
Time interval
= 2 min
Hyd. volume
= 73,893 cuft
Inflow hyds.
= 7, 10, 17
Contrib. drain. area
= 9.150 ac
Post - Study Point 2

Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2023
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
27.83
2
730
113,642
------
------
------
Pre - Study Point 1
2
SCS Runoff
12.63
2
740
70,232
------
------
------
Pre - Onsite Study Point 2
3
SCS Runoff
4.348
2
718
8,782
------
------
------
Pre - Study Point 3
4
SCS Runoff
38.91
2
722
109,065
------
------
------
Post - to Wetland 1
5
SCS Runoff
12.81
2
734
62,471
------
------
------
Post - Bypass Study Point 1
6
SCS Runoff
15.48
2
724
48,471
------
------
------
Post - To Wetland 2
7
SCS Runoff
8.618
2
740
47,433
------
------
------
Post - Bypass Study Point 2
8
SCS Runoff
3.277
2
718
6,580
------
------
------
Post - Bypass Study Point 3
9
Reservoir
0.642
2
1190
71,099
4
500.75
89,863
Wetland 1 Routing
10
Reservoir
0.227
2
1412
34,600
6
515.01
42,787
Wetland 2 Routing
11
SCS Runoff
0.701
2
716
1,675
------
------
------
Post - to Permeable Pavement 3
12
Combine
12.99
2
734
133,570
5, 9,
------
------
Post - Study Point 1
13
Reservoir
0.493
2
720
1,673
11
512.25
526
Permeable Pavement 3
14
Combine
2
718
8,252
8, 13
------
------
Post - Study Point 3
15
SCS Runoff
4.916
2
718
9,869
------
------
------
Pre - Offsite Study Point 2
16
Combine
2
740
80,101
2, 15
------
------
Pre - Study Point 2
17
SCS Runoff
4.916
2
718
9,869
------
------
------
Post - Offsite Bypass Study Point 2
18
Combine
9.344
2
740
91,902
7, 10, 17
------
------
Post - Study Point 2
Jade Creek.gpw
Return Period: 10 Year
Monday, 11 / 6 / 2023

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 1
Pre - Study Point 1
Hydrograph type
= SCS Runoff
Peak discharge
= 27.83 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.17 hrs
Time interval
= 2 min
Hyd. volume
= 113,642 cuft
Drainage area
= 22.790 ac
Curve number
= 60*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 26.00 min
Total precip.
= 5.16 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(22.510 x 60) + (0.280 x 61)] / 22.790
Q (cfs)
28.00
24.00
20.00
16.00
12.00
Pre - Study Point 1
Hyd. No. 1 -- 10 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 1 1 1 1' ' ' ' ' ' ' ' %� ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 1 Time (hrs)

70
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 2
Pre - Onsite Study Point 2
Hydrograph type =
SCS Runoff
Peak discharge
= 12.63 cfs
Storm frequency =
10 yrs
Time to peak
= 12.33 hrs
Time interval =
2 min
Hyd. volume
= 70,232 cuft
Drainage area =
11.370 ac
Curve number
= 64*
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
TR55
Time of conc. (Tc)
= 42.60 min
Total precip. =
5.16 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(7.630 x 60) + (2.110 x 73) + (0.700 x 61) + (0.850 x 74) + (0.070 x 80) + (0.010 x 98)] / 11.370
Q (cfs)
14.00
12.00
10.00
am
4.00
Pre - Onsite Study Point 2
Hyd. No. 2 -- 10 Year
Q (cfs)
14.00
12.00
10.00
4.00
2.00
0.00 1 1 10.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)

71
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 3
Pre - Study Point 3
Hydrograph type
= SCS Runoff
Peak discharge
= 4.348 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 8,782 cuft
Drainage area
= 1.760 ac
Curve number
= 61 *
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.16 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.980 x 60) + (0.780 x 61)] / 1.760
Q (cfs)
5.00
4.00
3.00
R 11
1.00
0.00 1
0 2 4
— Hyd No. 3
Pre - Study Point 3
Hyd. No. 3 -- 10 Year
6 8 10 12 14
Q (cfs)
5.00
4.00
3.00
2.00
1.00
' ' 0.00
16 18 20 22 24 26
Time (hrs)

72
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 4
Post - to Wetland 1
Hydrograph type
= SCS Runoff
Peak discharge
= 38.91 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 109,065 cuft
Drainage area
= 10.820 ac
Curve number
= 78*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 14.30 min
Total precip.
= 5.16 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.370 x 60) + (5.450 x 61) + (0.270 x 98) + (4.730 x 98)] / 10.820
Q (cfs)
40.00
20.00
10.00
0.00 1
0 2 4
— Hyd No. 4
Post - to Wetland 1
Hyd. No. 4 -- 10 Year
6 8 10 12 14
Q (cfs)
40.00
30.00
20.00
10.00
' 0.00
16 18 20 22 24 26
Time (hrs)

73
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 5
Post - Bypass Study Point 1
Hydrograph type =
SCS Runoff
Peak discharge
= 12.81 cfs
Storm frequency =
10 yrs
Time to peak
= 12.23 hrs
Time interval =
2 min
Hyd. volume
= 62,471 cuft
Drainage area =
12.180 ac
Curve number
= 60*
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
TR55
Time of conc. (Tc)
= 30.50 min
Total precip. =
5.16 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(10.520 x 60) + (1.500 x 61) + (0.160 x 98)] / 12.180
Q (cfs)
14.00
12.00
10.00
am
4.00
Post - Bypass Study Point 1
Hyd. No. 5 -- 10 Year
Q (cfs)
14.00
12.00
10.00
M
4.00
2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 5 Time (hrs)

74
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 6
Post - To Wetland 2
Hydrograph type
= SCS Runoff
Peak discharge
= 15.48 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 48,471 cuft
Drainage area
= 4.270 ac
Curve number
= 81 *
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 16.90 min
Total precip.
= 5.16 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.090 x 60) + (1.780 x 61) + (0.210 x 74) + (0.100 x 98) + (2.090 x 98)] / 4.270
Q (cfs)
18.00
15.00
12.00
•M
.M
3.00
Post - To Wetland 2
Hyd. No. 6 -- 10 Year
Q (cfs)
18.00
15.00
12.00
m
m
3.00
0.00 ' T ' ' ' ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 6 Time (hrs)

75
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 7
Post - Bypass Study
Point 2
Hydrograph type
= SCS Runoff
Peak discharge
= 8.618 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.33 hrs
Time interval
= 2 min
Hyd. volume
= 47,433 cuft
Drainage area
= 7.350 ac
Curve number
= 65*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 42.60 min
Total precip.
= 5.16 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ + (3.340
x 60) + (1.420 x 73) + (1.150 x 74) + (0.070 x 80)
+ (1.370 x 61)] / 7.350
Post - Bypass Study Point 2
Q (cfs)
Hyd. No. 7 -- 10 Year
Q (cfs)
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0.00
0 2 4 6 8 10 12 14
16 18 20 22
24 26
Hyd No. 7
Time (hrs)

76
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 8
Post - Bypass Study Point 3
Hydrograph type =
SCS Runoff
Peak discharge
= 3.277 cfs
Storm frequency =
10 yrs
Time to peak
= 11.97 hrs
Time interval =
2 min
Hyd. volume
= 6,580 cuft
Drainage area =
1.200 ac
Curve number
= 63*
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 5.00 min
Total precip. =
5.16 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.570 x 60) + (0.560 x 61) + (0.070 x 98)] / 1.200
Q (cfs)
4.00
3.00
rM
1.00
0.00 1
0 2 4
— Hyd No. 8
Post - Bypass Study Point 3
Hyd. No. 8 -- 10 Year
6 8 10 12 14
Q (cfs)
4.00
3.00
2.00
1.00
' 0.00
16 18 20 22 24 26
Time (hrs)

Hydrograph
Report
77
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 9
Wetland 1 Routing
Hydrograph type
= Reservoir
Peak discharge
= 0.642 cfs
Storm frequency
= 10 yrs
Time to peak
= 19.83 hrs
Time interval
= 2 min
Hyd. volume
= 71,099 cuft
Inflow hyd. No.
= 4 - Post - to Wetland 1
Max. Elevation
= 500.75 ft
Reservoir name
= Wetland #1
Max. Storage
= 89,863 cuft
Storage Indication method used
Q (cfs)
40.00
20.00
10.00
0.00 1 1 A
0 10
— Hyd No. 9
Wetland 1 Routing
Hyd. No. 9 -- 10 Year
20 30 40 50 60 70 80 90
Hyd No. 4 Total storage used = 89,863 cuft
Q (cfs)
40.00
30.00
20.00
10.00
1 0.00
100
Time (hrs)

78
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 10
Wetland 2 Routing
Hydrograph type
= Reservoir
Peak discharge
= 0.227 cfs
Storm frequency
= 10 yrs
Time to peak
= 23.53 hrs
Time interval
= 2 min
Hyd. volume
= 34,600 cuft
Inflow hyd. No.
= 6 - Post - To Wetland 2
Max. Elevation
= 515.01 ft
Reservoir name
= Wetland #2
Max. Storage
= 42,787 cuft
Storage Indication method used.
Q (cfs)
18.00
15.00
12.00
M
M
3.00
Wetland 2 Routing
Hyd. No. 10 -- 10 Year
10 20 30 40
Hyd No. 10 Hyd No. 6
Q (cfs)
18.00
15.00
12.00
3.00
0.00
50 60 70 80 90 100
Time (hrs)
Total storage used = 42,787 cult

79
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 11
Post - to Permeable Pavement 3
Hydrograph type
= SCS Runoff
Peak discharge
= 0.701 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 1,675 cuft
Drainage area
= 0.100 ac
Curve number
= 98*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.16 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.100 x 98)] / 0.100
Q (cfs)
Post - to Permeable Pavement 3
Hyd. No. 11 -- 10 Year
Q (cfs)
0.0 2.0
— Hyd No. 11
4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
20.0
Time (hrs)

80
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 12
Post - Study Point 1
Hydrograph type
= Combine
Peak discharge
= 12.99 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.23 hrs
Time interval
= 2 min
Hyd. volume
= 133,570 cuft
Inflow hyds.
= 5, 9
Contrib. drain. area
= 12.180 ac
Post - Study Point 1
Q (cfs) Hyd. No. 12 -- 10 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
Hyd No. 12 Hyd No. 5 Hyd No. 9

81
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 13
Permeable Pavement 3
Hydrograph type
= Reservoir
Peak discharge
= 0.493 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 1,673 cuft
Inflow hyd. No.
= 11 - Post - to Permeable PavedWeDit
Elevation
= 512.25 ft
Reservoir name
= Permeable Pavement
Max. Storage
= 526 cuft
Storage Indication method used.
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 2 4
— Hyd No. 13
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
6 8 10 12 14 16 18 20 22 24 26
Hyd No. 11 Total storage used = 526 cult Time (hrs)
Permeable Pavement 3
Hyd. No. 13 -- 10 Year

82
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 14
Post - Study Point 3
Hydrograph type
= Combine
Peak discharge
= 3.686 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 8,252 cuft
Inflow hyds.
= 8, 13
Contrib. drain. area
= 1.200 ac
Post - Study Point 3
Q (cfs) Hyd. No. 14 -- 10 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 14 — Hyd No. 8 Hyd No. 13

Hydrograph
Report
83
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hyd. No. 15
Pre - Offsite Study Point 2
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 1.800 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 5.16 in Distribution
Storm duration = 24 hrs Shape factor
Monday, 11 / 6 / 2023
= 4.916 cfs
= 11.97 hrs
= 9,869 cuft
= 63*
= 0 ft
= 5.00 min
= Type II
= 484
Composite (Area/CN) _ [(1.330 x 60) + (0.360 x 61) + (0.110 x 98)] / 1.800
Pre - Offsite Study Point 2
Q (cfs) Hyd. No. 15 -- 10 Year
5.00
Q (cfs)
5.00
4.00
4.00
3.00
3.00
2.00
2.00
1.00
1.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 15 Time (hrs)

84
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 16
Pre - Study Point 2
Hydrograph type
= Combine
Peak discharge
= 13.24 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.33 hrs
Time interval
= 2 min
Hyd. volume
= 80,101 cuft
Inflow hyds.
= 2, 15
Contrib. drain. area
= 13.170 ac
Pre - Study Point 2
Q (cfs) Hyd. No. 16 -- 10 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 16 - Hyd No. 2 Hyd No. 15

Hydrograph
Report
85
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hyd. No. 17
Post - Offsite Bypass Study Point 2
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 1.800 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 5.16 in Distribution
Storm duration = 24 hrs Shape factor
Monday, 11 / 6 / 2023
= 4.916 cfs
= 11.97 hrs
= 9,869 cuft
= 63*
= 0 ft
= 5.00 min
= Type II
= 484
Composite (Area/CN) _ [(1.330 x 60) + (0.360 x 61) + (0.110 x 98)] / 1.800
Post - Offsite Bypass Study Point 2
Q (cfs) Hyd. No. 17 -- 10 Year
Q (cfs)
5.00
5.00
4.00
4.00
3.00
3.00
2.00
2.00
1.00
1.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 17 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 18
Post - Study Point 2
Hydrograph type
= Combine
Peak discharge
= 9.344 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.33 hrs
Time interval
= 2 min
Hyd. volume
= 91,902 cuft
Inflow hyds.
= 7, 10, 17
Contrib. drain. area
= 9.150 ac
Q (cfs)
10.00
4.00
e
Post - Study Point 2
Hyd. No. 18 -- 10 Year
Q (cfs)
10.00
4.00
2.00
0.00
8 16 24 32 40 48 56 64 72 80 88
Time (hrs)
Hyd No. 18 Hyd No. 7 Hyd No. 10 Hyd No. 17

Hydrograph Summary Report
87
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2023
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
41.37
2
730
161,296
------
------
------
Pre - Study Point 1
2
SCS Runoff
18.04
2
740
96,999
------
------
------
Pre - Onsite Study Point 2
3
SCS Runoff
6.182
2
718
12,374
------
------
------
Pre - Study Point 3
4
SCS Runoff
49.85
2
722
140,102
------
------
------
Post - to Wetland 1
5
SCS Runoff
19.16
2
734
88,667
------
------
------
Post - Bypass Study Point 1
6
SCS Runoff
19.56
2
724
61,471
------
------
------
Post - To Wetland 2
7
SCS Runoff
12.19
2
740
65,106
------
------
------
Post - Bypass Study Point 2
8
SCS Runoff
4.574
2
718
9,146
------
------
------
Post - Bypass Study Point 3
9
Reservoir
1.980
2
860
101,785
4
501.03
96,379
Wetland 1 Routing
10
Reservoir
1.002
2
836
47,767
6
515.06
43,432
Wetland 2 Routing
11
SCS Runoff
0.829
2
716
1,991
------
------
------
Post - to Permeable Pavement 3
12
Combine
19.37
2
734
190,452
5, 9,
------
------
Post - Study Point 1
13
Reservoir
0.602
2
720
1,989
11
512.40
570
Permeable Pavement 3
14
Combine
i
2
718
11,135
8, 13
------
------
Post - Study Point 3
15
SCS Runoff
6.860
2
718
13,719
------
------
------
Pre - Offsite Study Point 2
16
Combine
2
740
110,717
2, 15
------
------
Pre - Study Point 2
17
SCS Runoff
6.860
2
718
13,719
------
------
------
Post - Offsite Bypass Study Point 2
18
Combine
13.14
2
740
126,591
7, 10, 17
------
------
Post - Study Point 2
Jade Creek.gpw
Return Period: 25 Year
Monday, 11 / 6 / 2023

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 1
Pre - Study Point 1
Hydrograph type
= SCS Runoff
Peak discharge
= 41.37 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.17 hrs
Time interval
= 2 min
Hyd. volume
= 161,296 cuft
Drainage area
= 22.790 ac
Curve number
= 60*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 26.00 min
Total precip.
= 6.09 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(22.510 x 60) + (0.280 x 61)] / 22.790
Q (cfs)
50.00
40.00
20.00
10.00
0.00 ---L
0 2 4
— Hyd No. 1
Pre - Study Point 1
Hyd. No. 1 -- 25 Year
6 8 10 12 14
Q (cfs)
50.00
40.00
30.00
20.00
10.00
16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 2
Pre - Onsite Study Point 2
Hydrograph type =
SCS Runoff
Peak discharge
= 18.04 cfs
Storm frequency =
25 yrs
Time to peak
= 12.33 hrs
Time interval =
2 min
Hyd. volume
= 96,999 cuft
Drainage area =
11.370 ac
Curve number
= 64*
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
TR55
Time of conc. (Tc)
= 42.60 min
Total precip. =
6.09 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(7.630 x 60) + (2.110 x 73) + (0.700 x 61) + (0.850 x 74) + (0.070 x 80) + (0.010 x 98)] / 11.370
Q (cfs)
21.00
18.00
15.00
12.00
•M
3.00
Pre - Onsite Study Point 2
Hyd. No. 2 -- 25 Year
Q (cfs)
21.00
18.00
15.00
12.00
m
3.00
0.00 1 1 1' -..- ' ' ' ' ' ' ' I ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 2 Time (hrs)

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 3
Pre - Study Point 3
Hydrograph type
= SCS Runoff
Peak discharge
= 6.182 cfs
Storm frequency
= 25 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 12,374 cuft
Drainage area
= 1.760 ac
Curve number
= 61 *
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.09 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.980 x 60) + (0.780 x 61)] / 1.760
Q (cfs)
7.00
5.00
3.00
1.00
Pre - Study Point 3
Hyd. No. 3 -- 25 Year
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 ' ' ' ' ' ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 3 Time (hrs)

91
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 4
Post - to Wetland 1
Hydrograph type
= SCS Runoff
Peak discharge
= 49.85 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 140,102 cuft
Drainage area
= 10.820 ac
Curve number
= 78*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 14.30 min
Total precip.
= 6.09 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.370 x 60) + (5.450 x 61) + (0.270 x 98) + (4.730 x 98)] / 10.820
Post - to Wetland 1
Q (cfs) Hyd. No. 4 -- 25 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 4 Time (hrs)

92
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 5
Post - Bypass Study Point 1
Hydrograph type =
SCS Runoff
Peak discharge
= 19.16 cfs
Storm frequency =
25 yrs
Time to peak
= 12.23 hrs
Time interval =
2 min
Hyd. volume
= 88,667 cuft
Drainage area =
12.180 ac
Curve number
= 60*
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
TR55
Time of conc. (Tc)
= 30.50 min
Total precip. =
6.09 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(10.520 x 60) + (1.500 x 61) + (0.160 x 98)] / 12.180
Q (cfs)
21.00
18.00
15.00
12.00
•M
3.00
Post - Bypass Study Point 1
Hyd. No. 5 -- 25 Year
Q (cfs)
21.00
18.00
15.00
12.00
m
3.00
0.00 1 1 1 1-r ' ' ' ' ' ' ' � ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 5 Time (hrs)

93
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 6
Post - To Wetland 2
Hydrograph type
= SCS Runoff
Peak discharge
= 19.56 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 61,471 cuft
Drainage area
= 4.270 ac
Curve number
= 81 *
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 16.90 min
Total precip.
= 6.09 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.090 x 60) + (1.780 x 61) + (0.210 x 74) + (0.100 x 98) + (2.090 x 98)] / 4.270
Q (cfs)
21.00
18.00
15.00
12.00
3.00
Post - To Wetland 2
Hyd. No. 6 -- 25 Year
1-001
Q (cfs)
21.00
18.00
15.00
12.00
3.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 6 Time (hrs)

94
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 7
Post - Bypass Study Point 2
Hydrograph type =
SCS Runoff
Peak discharge
= 12.19 cfs
Storm frequency =
25 yrs
Time to peak
= 12.33 hrs
Time interval =
2 min
Hyd. volume
= 65,106 cuft
Drainage area =
7.350 ac
Curve number
= 65*
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
TR55
Time of conc. (Tc)
= 42.60 min
Total precip. =
6.09 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
* Composite (Area/CN) = + (3.340 x 60) + (1.420 x 73) + (1.150 x 74) + (0.070 x 80) + (1.370 x 61)] / 7.350
Q (cfs)
14.00
12.00
10.00
am
4.00
Post - Bypass Study Point 2
Hyd. No. 7 -- 25 Year
Q (cfs)
14.00
12.00
10.00
M
4.00
2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 7 Time (hrs)

95
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 8
Post - Bypass Study Point 3
Hydrograph type =
SCS Runoff
Peak discharge
= 4.574 cfs
Storm frequency =
25 yrs
Time to peak
= 11.97 hrs
Time interval =
2 min
Hyd. volume
= 9,146 cuft
Drainage area =
1.200 ac
Curve number
= 63*
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 5.00 min
Total precip. =
6.09 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.570 x 60) + (0.560 x 61) + (0.070 x 98)] / 1.200
Q (cfs)
5.00
4.00
3.00
1.00
0.00 1
0 2 4
— Hyd No. 8
Post - Bypass Study Point 3
Hyd. No. 8 -- 25 Year
6 8 10 12 14
Q (cfs)
5.00
4.00
3.00
2.00
1.00
' ' 0.00
16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 9
Wetland 1 Routing
Hydrograph type
= Reservoir
Peak discharge
= 1.980 cfs
Storm frequency
= 25 yrs
Time to peak
= 14.33 hrs
Time interval
= 2 min
Hyd. volume
= 101,785 cuft
Inflow hyd. No.
= 4 - Post - to Wetland 1
Max. Elevation
= 501.03 ft
Reservoir name
= Wetland #1
Max. Storage
= 96,379 cuft
Storage Indication method used.
Wetland 1 Routing
Q (cfs) Hyd. No. 9 -- 25 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
— Hyd No. 9 Hyd No. 4 Total storage used = 96,379 cult

97
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 11 / 6 / 2023
Hyd. No. 10
Wetland 2 Routing
Hydrograph type
= Reservoir
Peak discharge
= 1.002 cfs
Storm frequency
= 25 yrs
Time to peak
= 13.93 hrs
Time interval
= 2 min
Hyd. volume
= 47,767 cuft
Inflow hyd. No.
= 6 - Post - To Wetland 2
Max. Elevation
= 515.06 ft
Reservoir name
= Wetland #2
Max. Storage
= 43,432 cuft
Storage Indication method used.
Wetland 2 Routing
Q (cfs) Hyd. No. 10 -- 25 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
— Hyd No. 10 Hyd No. 6 Total storage used = 43,432 cult

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 11
Post - to Permeable Pavement 3
Hydrograph type
= SCS Runoff
Peak discharge
= 0.829 cfs
Storm frequency
= 25 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 1,991 cuft
Drainage area
= 0.100 ac
Curve number
= 98*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.09 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.100 x 98)] / 0.100
0.0 2.0
— Hyd No. 11
Post - to Permeable Pavement 3
Hyd. No. 11 -- 25 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 12
Post - Study Point 1
Hydrograph type
= Combine
Peak discharge
= 19.37 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.23 hrs
Time interval
= 2 min
Hyd. volume
= 190,452 cuft
Inflow hyds.
= 5, 9
Contrib. drain. area
= 12.180 ac
Q (cfs)
21.00
18.00
15.00
12.00
•M
3.00
0.00 '
0 6 12
— Hyd No. 12
Post - Study Point 1
Hyd. No. 12 -- 25 Year
Q (cfs)
21.00
18.00
15.00
12.00
M
3.00
0.00
18 24 30 36 42 48 54 60
Time (hrs)
Hyd No. 5 Hyd No. 9

100
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 13
Permeable Pavement 3
Hydrograph type
= Reservoir
Peak discharge
= 0.602 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 1,989 cuft
Inflow hyd. No.
= 11 - Post - to Permeable PavedWeDit
Elevation
= 512.40 ft
Reservoir name
= Permeable Pavement
Max. Storage
= 570 cuft
Storage Indication method used.
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 2 4
— Hyd No. 13
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
6 8 10 12 14 16 18 20 22 24 26
Hyd No. 11 Total storage used = 570 cult Time (hrs)
Permeable Pavement 3
Hyd. No. 13 -- 25 Year

101
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 14
Post - Study Point 3
Hydrograph type
= Combine
Peak discharge
= 5.143 cfs
Storm frequency
= 25 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 11,135 cuft
Inflow hyds.
= 8, 13
Contrib. drain. area
= 1.200 ac
Post - Study Point 3
Q (cfs) Hyd. No. 14 -- 25 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 14 — Hyd No. 8 Hyd No. 13

102
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 15
Pre - Offsite Study Point 2
Hydrograph type =
SCS Runoff
Peak discharge
= 6.860 cfs
Storm frequency =
25 yrs
Time to peak
= 11.97 hrs
Time interval =
2 min
Hyd. volume
= 13,719 cuft
Drainage area =
1.800 ac
Curve number
= 63*
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 5.00 min
Total precip. =
6.09 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(1.330 x 60) + (0.360 x 61) + (0.110 x 98)] / 1.800
Q (cfs)
7.00
5.00
3.00
1.00
Pre - Offsite Study Point 2
Hyd. No. 15 -- 25 Year
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 ' 1 1 1 1
' ' ' ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 15 Time (hrs)

103
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 16
Pre - Study Point 2
Hydrograph type
= Combine
Peak discharge
= 18.87 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.33 hrs
Time interval
= 2 min
Hyd. volume
= 110,717 cuft
Inflow hyds.
= 2, 15
Contrib. drain. area
= 13.170 ac
Pre - Study Point 2
Q (cfs) Hyd. No. 16 -- 25 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 16 — Hyd No. 2 Hyd No. 15

104
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 17
Post - Offsite Bypass Study Point 2
Hydrograph type
= SCS Runoff
Peak discharge
= 6.860 cfs
Storm frequency
= 25 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 13,719 cuft
Drainage area
= 1.800 ac
Curve number
= 63*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.09 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(1.330 x 60) + (0.360 x 61) + (0.110 x 98)] / 1.800
Q (cfs)
7.00
5.00
3.00
1.00
Post - Offsite Bypass Study Point 2
Hyd. No. 17 -- 25 Year
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 ' 1 1 1 1
' ' ' ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 17 Time (hrs)

105
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 18
Post - Study Point 2
Hydrograph type
= Combine
Peak discharge
= 13.14 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.33 hrs
Time interval
= 2 min
Hyd. volume
= 126,591 cuft
Inflow hyds.
= 7, 10, 17
Contrib. drain. area
= 9.150 ac
Post - Study Point 2
Q (cfs) Hyd. No. 18 -- 25 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 18 Hyd No. 7 Hyd No. 10 Hyd No. 17

Hydrograph Summary Report
106
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2023
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
65.21
2
730
246,077
------
------
------
Pre - Study Point 1
2
SCS Runoff
27.42
2
740
143,730
------
------
------
Pre - Onsite Study Point 2
3
SCS Runoff
9.350
2
718
18,734
------
------
------
Pre - Study Point 3
4
SCS Runoff
67.68
2
722
191,632
------
------
------
Post - to Wetland 1
5
SCS Runoff
30.37
2
734
135,272
------
------
------
Post - Bypass Study Point 1
6
SCS Runoff
26.13
2
724
82,879
------
------
------
Post - To Wetland 2
7
SCS Runoff
18.34
2
740
95,828
------
------
------
Post - Bypass Study Point 2
8
SCS Runoff
6.791
2
718
13,646
------
------
------
Post - Bypass Study Point 3
9
Reservoir
13.85
2
740
153,021
4
501.35
104,398
Wetland 1 Routing
10
Reservoir
8.039
2
742
69,455
6
515.28
46,004
Wetland 2 Routing
11
SCS Runoff
1.033
2
716
2,498
------
------
------
Post - to Permeable Pavement 3
12
Combine
42.27
2
738
288,293
5, 9,
------
------
Post - Study Point 1
13
Reservoir
0.753
2
720
2,495
11
512.65
645
Permeable Pavement 3
14
Combine
i
2
718
16,142
8, 13
------
------
Post - Study Point 3
15
SCS Runoff
10.19
2
718
20,469
------
------
------
Pre - Offsite Study Point 2
16
Combine
28.6F
2
740
164,200
2, 15
------
------
Pre - Study Point 2
17
SCS Runoff
10.19
2
718
20,469
------
------
------
Post - Offsite Bypass Study Point 2
18
Combine
27.35
2
740
185,752
7, 10, 17
------
------
Post - Study Point 2
Jade Creek.gpw
Return Period: 100 Year
Monday, 11 / 6 / 2023

107
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 1
Pre - Study Point 1
Hydrograph type
= SCS Runoff
Peak discharge
= 65.21 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.17 hrs
Time interval
= 2 min
Hyd. volume
= 246,077 cuft
Drainage area
= 22.790 ac
Curve number
= 60*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 26.00 min
Total precip.
= 7.58 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(22.510 x 60) + (0.280 x 61)] / 22.790
Q (cfs)
70.00
40.00
20.00
10.00
Pre - Study Point 1
Hyd. No. 1 -- 100 Year
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' 1 1 1 1 1
' ' ' ' ' ' ' � ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 1 Time (hrs)

108
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 2
Pre - Onsite Study Point 2
Hydrograph type =
SCS Runoff
Peak discharge
= 27.42 cfs
Storm frequency =
100 yrs
Time to peak
= 12.33 hrs
Time interval =
2 min
Hyd. volume
= 143,730 cuft
Drainage area =
11.370 ac
Curve number
= 64*
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
TR55
Time of conc. (Tc)
= 42.60 min
Total precip. =
7.58 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(7.630 x 60) + (2.110 x 73) + (0.700 x 61) + (0.850 x 74) + (0.070 x 80) + (0.010 x 98)] / 11.370
Q (cfs)
28.00
24.00
20.00
16.00
12.00
Pre - Onsite Study Point 2
Hyd. No. 2 -- 100 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 1 1 1Jo- ' ' ' ' ' ' ' I%- ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 2 Time (hrs)

109
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 3
Pre - Study Point 3
Hydrograph type
= SCS Runoff
Peak discharge
= 9.350 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 18,734 cuft
Drainage area
= 1.760 ac
Curve number
= 61 *
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.58 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(0.980 x 60) + (0.780 x 61)] / 1.760
Pre - Study Point 3
Q (cfs)
Hyd. No. 3 -- 100 Year
Q (cfs)
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0.00
0 2 4 6 8 10
12 14 16 18 20 22
24 26
Hyd No. 3
Time (hrs)

110
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 4
Post - to Wetland 1
Hydrograph type
= SCS Runoff
Peak discharge
= 67.68 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 191,632 cuft
Drainage area
= 10.820 ac
Curve number
= 78*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 14.30 min
Total precip.
= 7.58 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.370 x 60) + (5.450 x 61) + (0.270 x 98) + (4.730 x 98)] / 10.820
Q (cfs)
70.00
40.00
20.00
10.00
Post - to Wetland 1
Hyd. No. 4 -- 100 Year
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ' ' ' ' ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 4 Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 5
Post - Bypass Study Point 1
Hydrograph type =
SCS Runoff
Peak discharge
= 30.37 cfs
Storm frequency =
100 yrs
Time to peak
= 12.23 hrs
Time interval =
2 min
Hyd. volume
= 135,272 cuft
Drainage area =
12.180 ac
Curve number
= 60*
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
TR55
Time of conc. (Tc)
= 30.50 min
Total precip. =
7.58 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(10.520 x 60) + (1.500 x 61) + (0.160 x 98)] / 12.180
Q (cfs)
35.00
25.00
20.00
15.00
10.00
5.00
Post - Bypass Study Point 1
Hyd. No. 5 -- 100 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' 1 1 1 1' J ' ' ' ' ' ' ' -., ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 5 Time (hrs)

112
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 6
Post - To Wetland 2
Hydrograph type
= SCS Runoff
Peak discharge
= 26.13 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 82,879 cuft
Drainage area
= 4.270 ac
Curve number
= 81 *
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 16.90 min
Total precip.
= 7.58 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.090 x 60) + (1.780 x 61) + (0.210 x 74) + (0.100 x 98) + (2.090 x 98)] / 4.270
Q (cfs)
28.00
24.00
20.00
16.00
12.00
Post - To Wetland 2
Hyd. No. 6 -- 100 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 6 Time (hrs)

113
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 7
Post - Bypass Study Point 2
Hydrograph type =
SCS Runoff
Peak discharge
= 18.34 cfs
Storm frequency =
100 yrs
Time to peak
= 12.33 hrs
Time interval =
2 min
Hyd. volume
= 95,828 cuft
Drainage area =
7.350 ac
Curve number
= 65*
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
TR55
Time of conc. (Tc)
= 42.60 min
Total precip. =
7.58 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
* Composite (Area/CN) = + (3.340 x 60) + (1.420 x 73) + (1.150 x 74) + (0.070 x 80) + (1.370 x 61)] / 7.350
Q (cfs)
21.00
18.00
15.00
12.00
•M
3.00
Post - Bypass Study Point 2
Hyd. No. 7 -- 100 Year
Q (cfs)
21.00
18.00
15.00
12.00
m
3.00
0.00 ' ' ' ' ' ' ' '%- ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 7 Time (hrs)

114
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 8
Post - Bypass Study Point 3
Hydrograph type =
SCS Runoff
Peak discharge
= 6.791 cfs
Storm frequency =
100 yrs
Time to peak
= 11.97 hrs
Time interval =
2 min
Hyd. volume
= 13,646 cuft
Drainage area =
1.200 ac
Curve number
= 63*
Basin Slope =
0.0 %
Hydraulic length
= 0 ft
Tc method =
User
Time of conc. (Tc)
= 5.00 min
Total precip. =
7.58 in
Distribution
= Type II
Storm duration =
24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.570 x 60) + (0.560 x 61) + (0.070 x 98)] / 1.200
Q (cfs)
7.00
5.00
3.00
1.00
Post - Bypass Study Point 3
Hyd. No. 8 -- 100 Year
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 ' ' ' ' ' ' 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
— Hyd No. 8 Time (hrs)

115
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 9
Wetland 1 Routing
Hydrograph type
= Reservoir
Peak discharge
= 13.85 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.33 hrs
Time interval
= 2 min
Hyd. volume
= 153,021 cuft
Inflow hyd. No.
= 4 - Post - to Wetland 1
Max. Elevation
= 501.35 ft
Reservoir name
= Wetland #1
Max. Storage
= 104,398 cuft
Storage Indication method used.
Wetland 1 Routing
Q (cfs) Hyd. No. 9 -- 100 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0 00 0 00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
— Hyd No. 9 Hyd No. 4 Total storage used = 104,398 cult

116
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 11 / 6 / 2023
Hyd. No. 10
Wetland 2 Routing
Hydrograph type
= Reservoir
Peak discharge
= 8.039 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.37 hrs
Time interval
= 2 min
Hyd. volume
= 69,455 cuft
Inflow hyd. No.
= 6 - Post - To Wetland 2
Max. Elevation
= 515.28 ft
Reservoir name
= Wetland #2
Max. Storage
= 46,004 cuft
Storage Indication method used.
Wetland 2 Routing
Q (cfs) Hyd. No. 10 -- 100 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0 00 0 00
0 10 20 30 40 50 60 70 80 90 100
Time (hrs)
— Hyd No. 10 Hyd No. 6 Total storage used = 46,004 cult

Hydrograph Report
117
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Hyd. No. 11
Post - to Permeable Pavement 3
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 0.100 ac
Basin Slope
= 0.0 %
Tc method
= User
Total precip.
= 7.58 in
Storm duration
= 24 hrs
* Composite (Area/CN) = [(0.100 x 98)] / 0.100
Q (cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
Post - to Permeable Pavement 3
Hyd. No. 11 -- 100 Year
Monday, 11 / 6 / 2023
= 1.033 cfs
= 11.93 hrs
= 2,498 cuft
= 98*
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00 ' �'_" 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 11 Time (hrs)

118
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 12
Post - Study Point 1
Hydrograph type
= Combine
Peak discharge
= 42.27 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.30 hrs
Time interval
= 2 min
Hyd. volume
= 288,293 cuft
Inflow hyds.
= 5, 9
Contrib. drain. area
= 12.180 ac
Post - Study Point 1
Q (cfs) Hyd. No. 12 -- 100 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Time (hrs)
— Hyd No. 12 Hyd No. 5 Hyd No. 9

Hydrograph
Report
119
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 13
Permeable Pavement 3
Hydrograph type
= Reservoir
Peak discharge
= 0.753 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 2,495 cuft
Inflow hyd. No.
= 11 - Post - to Permeable PavedWeDit
Elevation
= 512.65 ft
Reservoir name
= Permeable Pavement
Max. Storage
= 645 cuft
Storage Indication method used
Q (cfs)
2.00
1.00
e
Permeable Pavement 3
Hyd. No. 13 -- 100 Year
2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 13 Hyd No. 11 Total storage used = 645 cuft
Q (cfs)
2.00
1.00
---1 0.00
26
Time (hrs)

120
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 14
Post - Study Point 3
Hydrograph type
= Combine
Peak discharge
= 7.514 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 16,142 cuft
Inflow hyds.
= 8, 13
Contrib. drain. area
= 1.200 ac
Q (cfs)
8.00
M
4.00
r M�
0.00
0 2 4
— Hyd No. 14
Post - Study Point 3
Hyd. No. 14 -- 100 Year
Q (cfs)
8.00
. ��
4.00
r M�
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
- Hyd No. 8 Hyd No. 13

121
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 15
Pre - Offsite Study Point
2
Hydrograph type
= SCS Runoff
Peak discharge
= 10.19 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 20,469 cuft
Drainage area
= 1.800 ac
Curve number
= 63*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.58 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(1.330 x 60) + (0.360 x 61) + (0.110 x 98)] / 1.800
Pre - Offsite Study Point 2
Q (cfs)
Hyd. No. 15 -- 100 Year
Q (cfs)
12.00
12.00
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0.00
0 2 4 6 8 10 12 14
16 18 20 22
24 26
Hyd No. 15
Time (hrs)

122
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 16
Pre - Study Point 2
Hydrograph type
= Combine
Peak discharge
= 28.60 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.33 hrs
Time interval
= 2 min
Hyd. volume
= 164,200 cuft
Inflow hyds.
= 2, 15
Contrib. drain. area
= 13.170 ac
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
0.00 ' -.L.
0 2 4
— Hyd No. 16
Pre - Study Point 2
Hyd. No. 16 -- 100 Year
Q (cfs)
30.00
25.00
20.00
15.00
10.00
5.00
I — ' 0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 2 Hyd No. 15

123
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 17
Post - Offsite Bypass Study Point 2
Hydrograph type
= SCS Runoff
Peak discharge
= 10.19 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 20,469 cuft
Drainage area
= 1.800 ac
Curve number
= 63*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.58 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(1.330 x 60) + (0.360 x 61) + (0.110 x 98)] / 1.800
Post - Offsite Bypass Study Point 2
Q (cfs)
Hyd. No. 17 -- 100 Year
Q (cfs)
12.00
12.00
10.00
10.00
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0.00
0 2 4 6 8 10 12 14
16 18 20 22
24 26
Hyd No. 17
Time (hrs)

124
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023
Monday, 11 / 6 / 2023
Hyd. No. 18
Post - Study Point 2
Hydrograph type
= Combine
Peak discharge
= 27.35 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.33 hrs
Time interval
= 2 min
Hyd. volume
= 185,752 cuft
Inflow hyds.
= 7, 10, 17
Contrib. drain. area
= 9.150 ac
Post - Study Point 2
Q (cfs) Hyd. No. 18 -- 100 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
— Hyd No. 18 Hyd No. 7 Hyd No. 10 Hyd No. 17

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Stormwater Impact Analysis
121010.01 -Jade Creek Subdivision
06 Nov 23
Page 11 of 12
Irls Ballentine
LIJ Associates, PA
• Appendix D -Storm Sewers Design Profiles/Calculations
0 10-Year Conduit Reports
0 10-Year Hydraulic Grade Line Profiles
0 25-Year Conduit Reports
0 25-Year Hydraulic Grade Line Profiles
0 2-Year Gutter Spread Calculations
o Swale Capacity Calculations

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Hydrology Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Wednesday, Aug 30 2023
Swale #1
Hydrograph type
= Rational
Peak discharge (cfs)
= 1.281
Storm frequency (yrs)
= 10
Time interval (min)
= 1
Drainage area (ac)
= 0.700
Runoff coeff. (C)
= 0.25
Rainfall Inten (in/hr)
= 7.318
Tc by User (min)
= 5
OF Curve
= TOCH.IDF
Rec limb factor
= 1.00
Q (cfs)
2.00
1.00
M Me
0
— Runoff Hyd - Qp = 1.28 (cfs)
Runoff Hydrograph
10-yr frequency
5
Hydrograph Volume = 384 (cult); 0.009 (acft)
Q (cfs)
2.00
1.00
%- 0.00
10
Time (min)

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Swale #1
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.75
Invert Elev (ft)
= 515.00
Slope (%)
= 5.40
N-Value
= 0.150
Calculations
Compute by:
Known Q
Known Q (cfs)
= 1.28
Elev (ft)
517.00
516.50
516.00
515.50
515.00
514.50
0 2 4 6
Section
8
Reach (ft)
Wednesday, Aug 30 2023
Highlighted
Depth (ft)
= 0.65
Q (cfs)
= 1.280
Area (sqft)
= 1.27
Velocity (ft/s)
= 1.01
Wetted Perim (ft)
= 4.11
Crit Depth, Yc (ft)
= 0.41
Top Width (ft)
= 3.90
EGL (ft)
= 0.67
10 12 14
Depth (ft)
2.00
1.50
1.00
0.50
1 -0.50
16

Hydrology Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Wednesday, Aug 30 2023
Swale #2
Hydrograph type
= Rational
Peak discharge (cfs)
= 3.434
Storm frequency (yrs)
= 10
Time interval (min)
= 1
Drainage area (ac)
= 0.680
Runoff coeff. (C)
= 0.69
Rainfall Inten (in/hr)
= 7.318
Tc by User (min)
= 5
OF Curve
= TOCH.IDF
Rec limb factor
= 1.00
Q (cfs)
4.00
3.00
rM
1.00
X1 11
I
Runoff Hyd - Qp = 3.43 (cfs)
Runoff Hydrograph
10-yr frequency
5
Hydrograph Volume = 1,030 (cult); 0.024 (acft)
Q (cfs)
4.00
3.00
2.00
1.00
'- 0.00
10
Time (min)

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Swale #2
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 515.00
Slope (%)
= 5.40
N-Value
= 0.150
Calculations
Compute by:
Known Q
Known Q (cfs)
= 3.43
Elev (ft) Section
517.00
516.50
516.00
515.50
515.00
514.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Aug 30 2023
= 0.93
= 3.430
= 2.59
= 1.32
= 5.88
= 0.61
= 5.58
= 0.96
1 2 3 4 5 6 7 8 9 10 11
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
wixffel

Hydrology Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Swale #3
Hydrograph type
= Rational
Storm frequency (yrs)
= 10
Drainage area (ac)
= 0.190
Rainfall Inten (in/hr)
= 7.318
OF Curve
= TOCH.IDF
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
Wednesday, Aug 30 2023
Peak discharge (cfs) = 0.737
Time interval (min) = 1
Runoff coeff. (C) = 0.53
Tc by User (min) = 5
Rec limb factor = 1.00
Runoff Hydrograph
10-yr frequency
Hydrograph Volume = 221 (cult); 0.005 (acft)
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0 5 10
Time (min)
— Runoff Hyd - Qp = 0.74 (cfs)

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Swale #3
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 514.00
Slope (%)
= 8.50
N-Value
= 0.150
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.74
Elev (ft) Section
516.00
515.50
515.00
514.50
514.00
513.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Aug 30 2023
= 0.48
= 0.740
= 0.69
= 1.07
= 3.04
= 0.33
= 2.88
= 0.50
1 2 3 4 5 6 7 8 9 10 11
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
wixffel

Hydrology Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Wednesday, Aug 30 2023
Swale #4
Hydrograph type
= Rational
Peak discharge (cfs)
= 2.283
Storm frequency (yrs)
= 10
Time interval (min)
= 1
Drainage area (ac)
= 0.650
Runoff coeff. (C)
= 0.48
Rainfall Inten (in/hr)
= 7.318
Tc by User (min)
= 5
OF Curve
= TOCH.IDF
Rec limb factor
= 1.00
Q (cfs)
3.00
rM
1.00
X1 11
I
— Runoff Hyd - Qp = 2.28 (cfs)
Runoff Hydrograph
10-yr frequency
5
Hydrograph Volume = 685 (cult); 0.016 (acft)
Q (cfs)
3.00
2.00
1.00
%- 0.00
10
Time (min)

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Swale #4
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 509.00
Slope (%)
= 3.70
N-Value
= 0.150
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.28
Elev (ft) Section
511.00
510.50
510.00
509.50
508.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Aug 30 2023
= 0.86
= 2.280
= 2.22
= 1.03
= 5.44
= 0.52
= 5.16
= 0.88
1 2 3 4 5 6 7 8 9 10 11
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
wixffel

Hydrology Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Swale #5
Hydrograph type
= Rational
Storm frequency (yrs)
= 10
Drainage area (ac)
= 0.190
Rainfall Inten (in/hr)
= 7.318
OF Curve
= TOCH.IDF
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
Wednesday, Aug 30 2023
Peak discharge (cfs) = 0.417
Time interval (min) = 1
Runoff coeff. (C) = 0.3
Tc by User (min) = 5
Rec limb factor = 1.00
Runoff Hydrograph
10-yr frequency
Hydrograph Volume = 125 (cult); 0.003 (acft)
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
0 5 10
Time (min)
— Runoff Hyd - Qp = 0.42 (cfs)

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Swale #5
Triangular
Side Slopes (z:1)
= 3.00, 3.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 501.00
Slope (%)
= 1.00
N-Value
= 0.150
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.42
Elev (ft) Section
503.00
502.50
502.00
501.50
501.00
500.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Aug 30 2023
= 0.58
= 0.420
= 1.01
= 0.42
= 3.67
= 0.27
= 3.48
= 0.58
1 2 3 4 5 6 7 8 9 10 11
Reach (ft)
Depth (ft)
2.00
1.50
1.00
0.50
wixffel