SWA000058_185984-Stormwater Report with calculation book_9/27/2019

STORMWATER REPORT
Prepared For:
PROJECT CURE
SITE DEVELOPEMENT
CATAWBA COUNTY, NORTH CAROLINA
Prepared By:
CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
CHARLOTTE, NORTH CAROLINA
CEC Project 185-984
MARCH 2O19
North Carolina Board of Examiners
For
Engineers and Surveyors
License No. C-3035
'iIA V
Civil & Environmental Consultants, Inc.
1400 Center Park Drive, Suite A I Charlotte, NC 28217 1 p: 980-224-8104 f: 980-224-8172 1 www,cecinc.com

TABLE OF CONTENTS
1.0 CONSTRUCTION NARRATIVE...................................................................................I
1.1 PROJECT DESCRIPTION................................................................................... 1
1.2 SITE DESCRIPTION............................................................................................ 1
1.3 ADJACENT PROPERTY..................................................................................... 1
1.4 SOILS..................................................................................................................... 1
2.0 CONSTRUCTION SEQUENCE......................................................................................2
3.0 PERMANENT STORMWATER MEASURES............................................................3
3.1 PROPOSED STORMWATER SYSTEM.............................................................. 3
3.2 STORMWATER CALCULATIONS..................................................................... 4
APPENDICES
Appendix A — Stortnwater Drainage Calculations
Civil & Environmental Consultants, Inc.
Project Cure Stormwater Report
March 2019

1.0 CONSTRUCTION NARRATIVE
1.1 PROJECT DESCRIPTION
Project Cure consist of the mass grading, roadway, water and sewer development to support three
proposed lots in the Trivium Corporate, located adjacent to Robinwood Road in Hickory, North
Carolina. The proposed permanent wetpond BMP measure will receive stormwater from two
future industrial building sites — Lots identified as Lot W2 and Lot W3 including all of Lutetium
Circle.
1.2 SITE DESCRIPTION
The site is approximately 25 acres of largely vacant farmland. The site, latitude N35°41'6.47" and
longitude W81°17' 18.33", is situated in Catawba County, North Carolina. The 7.5 Minute Series
USGS Topographical Map (Hickory, North Carolina) was published in 2016.
1.3 ADJACENT PROPERTY
The land use in the vicinity is mainly undeveloped with some residential properties nearby.
1.4 SOILS
The proj ect site soil is described as FaE3 — Fairview Clay Loam with 10% to 25% slopes, FdE2
— Fairview Soils with 10% to 25% slopes CsA — Codorus loam with 0% to 2% slopes, TmB —
Tomlin Loam with 2% to 6% slopes, TmC — Tomlin Loam with 6% to 10% slopes, TmD — Tomlin
Loam with 10% to 15% slopes, and ToC2 — Tomlin Clay Loam with 6% to 10% slopes. The
soils are in the Hydrology Group B/D, & B respectively. See Soil Data section in Attachment
A of this report.
Civil & Environmental Consultants, Inc.
-I-
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March 2019

2.0 CONSTRUCTION SEQUENCE
1. Mass grade entire site as indicated in the design plans to establish the proposed roadbed, pad
for Lot WI, W2 and W3. Upon reaching rough grade of the roadway section, install storm
drainage system (System A) with inlet protection.
2. Once mass grading, the proposed roadway and related utilities are complete and the entire site
has been fully stabilized, the erosion control sediment basin may be converted to a permanent
wetpond BMP.
3. BMP wetpond will initially serve the storm drainage from Lutetium Circle and mass grading
from Project Cure and adjacent sites.
4. A future development project on Lot W2 will follow and be constructed using its own
independent temporary erosion control measures with storm drainage temporarily discharging
into the Lutetium Circle storm drainage system. Drainage from disturbed areas of this project
may not enter the permanent stormwater measure without the use of on -site erosion control
measures until the site is fully stabilized and approval from Engineer and NCDEQ has been
obtained.
5. Once construction has been completed and the entire site on Lot W2 has been fully stabilized,
stormwater discharge from Lot W2 may be routed to the permanent BMP Wetpond.
6. This BMP Wetpond has been sized to receive storm drainage from a portion of Robinwood
Road, all of Lutetium Circle and Lots W2 & W3 with a proposed drainage area of 24.54 acres
and a max impervious area of 17.18 acres (70% of total site), see attached site map figure #1.
7. If impervious from these areas are more than stated above, the wetpond will be re-evaluated
and either re -designed or new BMP's will be implemented to account for the increase.
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3.0 PERMANENT STORMWATER MEASURES
3.1 PROPOSED STORMWATER SYSTEM
The stormwater runoff for the project, once totally built out, primarily originates from roads
building roofs, parking lots and on -site grassed drainage. This project has an assumed future
total impervious area for the 25 acre site of 70%. (See figure 1 in the Appendix for the lots
draining into the proposed stormwater management facility) Stormwater from the above
mentioned areas are directed to any one of a number of drainage structures, including but not
limited to curb inlets, grate inlets, and yard inlets. Once the stormwater has entered the
drainage system through the structures, it is directed by gravity flow through the stormwater
drainage system to the BMP Wet Pond.
For the proposed Wet Pond outfall, Hydrology analysis using TR-55 Tables provided a curve
number of 69 for pre -developed area, and a curve number of 87 for post -developed area. Rainfall
depth data from NOA Atlas 14, Volume 2, Version 3. The analysis demonstrates that pre -
development peak discharge will decrease for both the 2-year and 10-year 24-hour storm events at
the Point of Interest (POI) (see drainage area maps attached and Table 1 below).
TABLE 1. SUMMARY OF PRE/POST PEAK DISCHARGES & MAX ELEVATIONS
ANALYSIS POINT — WETPOND OUTFALL
Storm Event
Pre Development (cfs)
Post -Development (cfs)
Max Elevation (ft)
1-YEAR
27.77
4.84
885.68
2-YEAR
43.88
20.53
886.02
10-YEAR
93.81
82.87
887.12
25-YEAR
154.51
167.03
887.72
100-YEAR
183.67
200.57
887.92
The post -developed discharge from both the 2-year and 10-year 24-hour storm event meets the
NCDEQ and City of Hickory requirements (City of Hickory Land Development Code, Henry
River Conservation Overlay District, Article 4 section 4.7.4). The site outfalls to an existing
Tributary to Muddy Creek. Riprap dissipaters in conjunction with matting and riprap lined
channels are used to reduce flow velocities. Furthermore, after the stormwater runoff has exited
Civil & Environmental Consultants, Inc. -3- Project Cure StormwaterReport
March 2019

the riprap dissipators, it will flow through undisturbed existing vegetated areas, further decreasing
the velocity before entering surface waters adjacent to the site.
3.2 STORMWATER CALCULATIONS
Stormwater calculations were performed using the rational method to determine the peak flow
through any one drainage structure. These flows were added together, proceeding downstream in
the system to ensure that each subsequent pipe was capable of handling the peak flows. The
rational coefficient (C) was conservatively assumed to be constant throughout the drainage area,
even in areas that will be landscaped or grassed. The 25-year 24-hour storm event was used with
a 5 minute time -of -concentration to yield an intensity (i) value for the storm drainage piping
system.
Wet Pond calculations were performed using Hydrographs while treating the 1st inch of rainfall
with the outlet structure controlling the 2 & 10-year 24-hour storm events, resulting in the flows
from post -development being less than the pre -development flows. The structure has been sized
to be capable of handling the 10-year storm event with a max elevation of 887.12 with a peak flow
of 82.87cfs before activating the emergency overflow weir. The emergency overflow weir is
capable of handling the 100-year storm event with a max elevation of 887.92, which is 1.08ft from
the top of berm, with a peak flow of 200.57cfs.
The proposed stormwater management facility (wet pond) is designed to treat approximately 25
acres of development in the western portion of the Trivium Corporate Center (area bounded by
Robinwood to the tributary to Muddy Creek on the east). Specifically Lutetium Circle, lots W2
and W3 as identified by the Trivium Corporate Center masterplan dated March 2019. The initial
development of Lot W2 has been allotted 70% impervious coverage of the proposed 8.95 acre lot.
If the lot yields less overall impervious upon final development, Lot W3 may utilize the remaining
impervious area allotment upon development of said lot. The City of Hickory will be required to
maintain the design and development records for each lot to ensure that no more that 70%
impervious area coverage is provided in the future. Trivium Corporate Center will be responsible
for the overall construction and future operation and maintenance of the stormwater measure.
Civil & Environmental Consultants, Inc. 4- Project Cure StormwaterReport
March 2019

APPENDIX A
STORMWATER DRAINAGE CALCULATIONS

USGS MAP

IS
USGS U.S. DEPARTMENT
GEOLOGICAL GIICAL SURV YERIOR
science for a changing world
81°22'30"
35°45' 467000mE 1 468 469
39 6000m N
395!
395'
395'
395,
42'30"
40'
3951
3s4c
394E
394(
700 OOC
FEET
3s4�
394[
394`
35°37'30"
467 1 300 000 FEET 1 468
81°22'30"
Produced by the United States Geological Survey
North American Datum of 1983 (NAD83)
World Geodetic System of 1984 (WGS84). Projection and
1 000-meter grid: Universal Transverse Mercator, Zone 17S
10 000-foot ticks: North Carolina Coordinate System of 1983
This map is not a legal document. Boundaries may be
generalized for this map scale. Private lands within government
reservations may not be shown. Obtain permission before
entering private lands.
Imagery ................................................... NAIP, May 2014
Roads ................................ U.S. Census Bureau, 2015 - 2016
Names..........................................................GNIS, 2016
Hydrography ....................National Hydrography Dataset, 2014
Contours............................National Elevation Dataset, 2008
Boundaries ............ Multiple sources; see metadata file 1972 - 2016
Wetlands ......... FWS National Wetlands Inventory 1977 - 2014
The National Map
USTopo
20'
470 i 471 477
17'30"
472 i 474
475
� g
HICKORY QUADRANGLE
NORTH CAROL INA-CATAWBA CO.
7.5-MINUTE SERIES
81°15'
476 1 330 000 FEET 1 477 35°45'
0
0
oR 3956
Non
U INS
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1-OMAN
nwo
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469
M.
7° 25'
132 MILS 14
0° 11'
3 MILS
UTM GRID AND 2016 MAGNETIC NORTH
DECLINATION AT CENTER OF SHEET
U.S. National Grid
100,000-m Square ID
My
Grid Zone Designation
17S
20' 470 1 471 472 473 17'30" 1 474
SCALE 1:24 000
1 0.5 0 KILOMETERS 1 2
1000 500 0 METERS 1000 2000
1 0.5 0 1
MILES
1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000
FEET
CONTOUR INTERVAL 20 FEET
NORTH AMERICAN VERTICAL DATUM OF 1988
This map was produced to conform with the
National Geospatial Program US Topo Product Standard, 2011.
A metadata file associated with this product is draft version 0.6.19
475
� NORTH
CAROLIN
QUADRANGLE LOCATION
1 Granite Falls
1 2 3 2 Bethlehem
3 Millersville
4 5 4 Longview
5 Newton
6 Banoak
6 7 8 7 Reepsville
8 Maiden
ADJOINING QUADRANGLES
3955
730 000
FEET
3954
3953
3952
42'30"
3951
3950
3949
3948
40'
3946
3945
3944
3s43000m N
476 477000m E
81°15' 35°37'30"
ROAD CLASSIFICATION
Expressway Local Connector
Secondary Hwy Local Road —
Ramp 4WD
. Interstate Route US Route O State Route
HICKORY, NC
2016

SOIL MAP

v
o
35° 41' 17" N
14
Hydrologic Soil Group —Catawba County, North Carolina
(LOD)
473800 473900 474000 474100 474200
I
7
n ILA_
r ,•tom
Ldi
Soil Map may not he valiel at this scale.
35° 40' S0" N I
=PMI
473800 473900 474000 474100
v
Map Scale: 1:4,100 if printed on A portrait (8.5" x 11") sheet.
o Meters
N 0 50 100 200 ?00
Feet
0 150 300 600 900
Map projection: Web Mercator Conermordinates: WGS84 Edge tics: lfrM Zone 17N WGS84
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
474300
4742M 474300
o
35° 41' 17" N
35° 40' 50" N
m
o
3/5/2019
Pagel of 4

Hydrologic Soil Group —Catawba County, North Carolina
(LOD)
MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
Soil Rating
Polygons
0
A
0
A/D
0
B
0
B/D
0
C
0
C/D
0
D
0
Not rated or not available
Soil Rating
Lines
r 0
A
r 0
A/D
B
r
B/D
N 0
C
r 0
C/D
r 0
D
r 0
Not rated or not available
Soil Rating
Points
0
A
0
A/D
0
B
0
B/D
❑ C
0 C/D
0 D
❑ Not rated or not available
Water Features
Streams and Canals
Transportation
— Rails
­0 Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at
1:15,800.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Catawba County, North Carolina
Survey Area Data: Version 18, Sep 10, 2018
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Apr 8, 2015—Nov 28,
2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
USDA Natural Resources Web Soil Survey 3/5/2019
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group —Catawba County, North Carolina
Iwe] C
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
CsA
Codorus loam, 0 to 2
B/D
0.3
0.8%
percent slopes,
frequently flooded
FaE3
Fairview clay loam, 10
B
20.5
52.7%
to 25 percent slopes,
severely eroded
FdE2
Fairview soils, 10 to 25
B
0.0
0.1 %
percent slopes,
moderately eroded
TmB
Tomlin loam, 2 to 6
B
2.4
6.3%
percent slopes
TmC
Tomlin loam, 6 to 10
B
3.7
9.5%
percent slopes
TmD
Tomlin loam, 10 to 15
B
11.2
28.8%
percent slopes
ToC2
Tomlin clay loam, 6 to
B
0.7
1.9%
10 percent slopes,
moderately eroded
Totals for Area of Interest
38.9
100.0%
USDA Natural Resources Web Soil Survey 3/5/2019
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Catawba County, North Carolina
Iwe] C
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 3/5/2019
Conservation Service National Cooperative Soil Survey Page 4 of 4

RAINFALL DATA

Precipitation Frequency Data Server
Page 1 of 4
NOAA Atlas 14, Volume 2, Version 3
Location name: Newton, North Carolina, USA*
Latitude: 35.6851*, Longitude:-81.2879°
Elevation: 958.28 ft**
* source: ESRI Maps "w s 0
r m
** 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)1
Average
recurrence interval (years)
1
2
5
10
25
50
100
200
500
1000
0.371
0.439
0.518
0.578
0.652
0.706
0.760
0.812
0.877
0.928
5-min
(0.341-0.404)
(0.404-0.479)
(0.475-0.565)
(0.528-0.630)
(0.591-0.711)
(0.636-0.772)
(0.678-0.833)
(0.717-0.895)
(0.762-0.975)
(0.795-1.04)
0.592
0.702
0.829
0.924
1.04
1.13
1.21
1.29
1.39
1.46
10-min
(0.545-0.645)
(0.646-0.766)
(0.761-0.905)
(0.844-1.01)
(0.942-1.13)
1 (1.01-1.23)
1 (1.08-1.32)
1 (1.21-1.54)
(1.25-1.64)
0.740
0.882
1.05
1.17
1.32
1.42
1.53
1.62
1.75
1.84
15-min
(0.681-0.806)
(0.812-0.962)
(0.962-1.15)
1 (1.07-1.27)
1 (1.19-1.44)
1 (1.28-1.56)
1 (1.36-1.67)
1 (1.43-1.79)
1 (1.52-1.94)
(1.57-2.05)
1.01
1.22
1.49
1.69
1.95
2.15
2.34
2.53
2.78
2.97
30-min
(0.934-1.11)
(1.12-1.33)
1 (1.37-1.63)
1 (1.55-1.85)
1 (1.77-2.13)
1 (1.93-2.34)
(2.09-2.56)
(2.23-2.79)
(2.41-3.09)
(2.54-3.33)
60-min
1.26
1.53
1.91
2.21
2.60
2.91
3.22
3.55
3.99
4.34
(1.16-1.38)
(1.41-1.67)
(1.75-2.09)
(2.02-2.40)
(2.36-2.83)
(2.62-3.18)
(2.87-3.53)
(3.13-3.91)
(3.46-4.43)
(3.71-4.86)
1.47
1.79
2.25
2.62
3.13
3.54
3.96
4.40
5.03
5.53
2-hr
(1.35-1.61)
(1.64-1.95)
(2.06-2.46)
(2.39-2.86)
(2.83-3.42)
(3.17-3.87)
(3.52-4.36)
(3.86-4.87)
(4.33-5.61)
(4.69-6.21)
1.58
1.91
2.41
2.81
3.38
3.85
4.33
4.86
5.60
6.22
3-hr
(1.45-1.73)
(1.75-2.10)
(2.20-2.65)
(2.56-3.09)
(3.05-3.71)
(3.44-4.24)
(3.83-4.79)
(4.24-5.40)
(4.80-6.28)
(5.24-7.02)
1.95
2.35
2.95
3.44
4.12
4.68
5.28
5.91
6.81
7.54
6-hr
(1.79-2.13)
(2.16-2.57)
1 (2.71-3.23)
1 (3.14-3.75)
1 (3.73-4.50)
1 (4.21-5.12)
1 (4.69-5.79)
1 (5.19-6.51)
1 (5.87-7.56)
(6.39-8.43)
2.39
2.89
3.62
4.21
5.02
5.68
6.36
7.09
8.10
8.91
12-hr
(2.21-2.61)
(2.66-3.15)
(3.33-3.95)
(3.86-4.58)
(4.57-5.46)
(5.13-6.18)
(5.69-6.93)
(6.27-7.74)
1 (7.05-8.87)
(7.65-9.81)
2.96
3.59
4.55
5.30
6.34
7.16
8.01
8.89
10.1
11.1
24-hr
(2.75-3.21)
(3.33-3.89)
(4.21-4.93)
(4.90-5.73)
(5.83-6.85)
(6.56-7.75)
(7.31-8.67)
(8.07-9.64)
1 (9.11-11.0)
(9.93-12.0)
3.53
4.26
5.35
6.20
7.35
8.25
9.17
10.1
11.4
12.4
2-day
(3.27-3.83)
(3.95-4.62)
1 (4.95-5.80)
(5.72-6.71)
(6.75-7.95)
(7.56-8.93)
(8.38-9.94)
1 (9.20-11.0)
1 (10.3-12.4)
(11.2-13.5)
3.75
4.52
5.64
6.51
7.69
8.61
9.56
10.5
11.8
12.9
3-day
(3.48-4.05)
(4.20-4.88)
1 (5.23-6.09)
1 (6.01-7.02)
1 (7.08-8.30)
1 (7.91-9.30)
1 (8.74-10.3)
1 (9.59-11.4)
1 (10.7-12.8)
(11.6-14.0)
3.97
4.78
5.93
6.82
8.03
8.98
9.95
10.9
12.3
13.4
4-day
(3.70-4.27)
(4.44-5.14)
1 (5.50-6.38)
1 (6.31-7.34)
1 (7.40-8.64)
1 (8.25-9.67)
1 (9.11-10.7)
1 (9.99-11.8)
1 (11.2-13.3)
(12.1-14.5)
4.59
5.49
6.69
7.61
8.84
9.80
10.8
11.7
13.1
14.1
7-day
(4.29-4.91)
(5.13-5.88)
1 (6.24-7.16)
1 (7.09-8.15)
1 (8.21-9.47)
1 (9.08-10.5)
1 (9.94-11.6)
1 (12.0-14.1)
(12.9-15.2)
5.25
6.26
7.52
8.48
9.74
10.7
11.7
12.7
14.0
14.9
10-day
(4.93-5.59)
(5.88-6.66)
1 (7.06-8.01)
1 (7.94-9.03)
1 (9.10-10.4)
1 (9.98-11.4)
1 (10.9-12.5)
1 (12.9-14.9)
(13.8-16.0)
7.00
8.29
9.79
10.9
12.5
13.7
14.9
16.1
17.6
18.9
20-day
(6.62-7.41)
(7.83-8.77)
(9.24-10.4)
1 (10.3-11.6)
(11.7-13.2)
1 (12.8-14.5)
1 (13.9-15.8)
1 (16.4-18.8)
(17.5-20.1)
8.66
10.2
11.7
12.9
14.4
15.5
16.5
17.6
18.9
19.9
30-day
(8.26-9.08)
(9.71-10.7)
(11.2-12.3)
1 (12.3-13.5)
(13.7-15.1)
1 (14.7-16.2)
1 (15.7-17.4)
1 (17.9-20.0)
(18.8-21.1)
45-day
10.9
12.8
14.4
15.7
17.3
18.4
19.5
20.6
22.0
23.0
(10.5-11.4)
(12.2-13.3)
1 (13.8-15.1)
1 (15.0-16.4)
1 (16.5-18.0)
(17.6-19.3)
1 (18.6-20.4)
1 (19.6-21.6)
1 (20.9-23.1)
(21.8-24.2)
13.0
15.1
17.0
18.4
20.1
21.4
22.7
23.9
25.4
26.5
60-day
(12.5-13.5)
(14.5-15.8)
(16.3-17.7)
(17.6-19.1)
(19.3-21.0)
LELL22.3)
(21.7-23.6)
(22.8-24.9)
(24.2-26.5)
(25.2-27.7)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates
(for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5 % . Estimates at upper bounds
are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
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Precipitation Frequency Data Server
Page 2 of 4
c
30
25
f
PF graphical
PD5-based depth -duration -frequency (DEW) curves
Latitude: 35.6851 Longitude: -812879'
C
C
C
C
a
L L
L L
L-
E
•
t
t t
L
N N N
rO N
N N
N
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A
CS
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u5 N
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�
N
� � �
N A 4
� �
r� O
� �
O O
� Q
�
LA O
rl
rn
lO
rl
N m
V rG
Duration
on
25
c
L 20
a
0 15
49
'a
10
a
I
NOW
�—.. NO N a �E�N
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NDAAAtlas 14, Volume 2. Version 3 Created {GMTY Mon Feb 4 19:44-59 2019
Back to Top
Average recunance
interval
{years)
— 1
2
— 5
10
25
50
100
200
500
1000
Duration
— 5-min —
2-day
— 1Dmm —
3-day
15-nm —
4-day
— 30-min —
7-day
— 80-min —
1 0-clay
— 2-hr —
20-day
— 3-rr —
30-day
— 8fir —
45-day
— 12-hr —
60-day
— 24-hr
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Precipitation Frequency Data Server
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Maps & aerials
Small scale terrain
Large scale terrain
Kingsport' Bristol
Johnson City* 3 winston-Salem
q a 4 Dul
A ti Greensboro
Mt mitdiell
Ashedille
0 RT H C A R 0 L I N A
Charlotte F+etevi
•Greenville
ti 711 TT4 P L) T T 114 A
Large scale map
....... .. .
---King&p&
JGinson City
Winston-Salew Greensboro
li
61
Ash Ile--- North
Carolina
GFe le
00 M
pom i
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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?: HDSC.Questionsidnoaa.aov
Disclaimer
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Precipitation Frequency Data Server
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NOAA Atlas 14, Volume 2, Version 3
Location name: Newton, North Carolina, USA*
Latitude: 35.6851*, Longitude:-81.2879°
Elevation: 958.28 ft**
* source: ESRI Maps "w s 0
r m
** 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)'
Average recurrence interval (years)
1
2
5
10
25
50
100
200
5001
1000
4.45
5.27
6.22
6.94
7.82
8.47
9.12
9.74
10.5
11.1
5-min
(4.09-4.85)
(4.85-5.75)
(5.70-6.78)
(6.34-7.56)
(7.09-8.53)
(7.63-9.26)
(8.14-10.00)
1 (8.60-10.7)
(9.14-11.7)
3.55
4.21
4.97
5.54
6.23
6.75
7.25
7.72
8.33
8.77
10-min
(3.27-3.87)
(3.88-4.60)
(4.57-5.43)
(5.06-6.04)
(5.65-6.80)
(6.08-7.37)
1 (6.47-7.94)
1 (6.82-8.51)
(7.23-9.25)
2.96
3.53
4.20
4.68
5.27
5.70
6.10
6.50
6.99
7.34
15-min
(2.72-3.22)
1 (3.25-3.85)
1 (3.85-4.58)
1 (4.27-5.10)
1 (5.13-6.22) 11
(5.45-6.70)
1 (5.73-7.16)
1 (6.07-7.76)
1 (6.28-8.22)
2.03
2.44
2.98
3.39
3.90
4.29
4.68
5.06
5.56
5.94
30-min
(1.87-2.21)
(2.24-2.66)
(2.73-3.25)
(3.10-3.69)
(3.54-4.26)
(3.86-4.69)
(4.17-5.13)
(4.46-5.57)
(4.83-6.18)
(5.09-6.65)
1.26
1.53
1.91
2.21
2.60
2.91
3.22
3.55
3.99
4.34
60-min
(1.16-1.38)
(1.41-1.67)
(1.75-2.09)
(2.02-2.40)
(2.36-2.83)
(2.62-3.18)
(2.87-3.53)
(3.13-3.91)
(3.46-4.43)
0.736
0.893
1.13
1.31
1.56
1.77
1.98
2.20
2.51
2.76
2-hr
(0.675-0.802)
(0.818-0.976)
(1.03-1.23)
1 (1.19-1.43)
1 (1.58-1.94) 11
(1.76-2.18)
1 (1.93-2.43)
(2.17-2.80)
(2.34-3.11)
0.525
0.635
0.803
0.936
1.13
1.28
1.44
1.62
1.87
2.07
3-hr
(0.482-0.576)
(0.582-0.698)
(0.734-0.882)
(0.852-1.03)
1 (1.15-1.41) 11
(1.28-1.59)
1 (1.41-1.80)
1 (1.60-2.09)
1 (1.74-2.34)
0.325
0.392
0.492
0.574
0.688
0.782
0.881
0.986
1.14
1.26
6-hr
(0.299-0.355)
(0.361-0.429)
(0.452-0.539)
(0.524-0.626)
(0.624-0.751)
(0.704-0.855)
(0.784-0.967)
(0.867-1.09)
1 (0.979-1.26)
0.199
0.240
0.300
0.349
0.416
0.471
0.528
0.588
0.672
0.739
12-hr
(0.183-0.216)
(0.221-0.261)
(0.276-0.328)
(0.320-0.380)
(0.379-0.453)
(0.426-0.513)
(0.473-0.575)
(0.520-0.642)
(0.585-0.736)
(0.635-0.814)
0.123
0.150
0.190
0.221
0.264
0.298
0.334
0.370
0.421
0.460
24-hr
(0.115-0.134)
(0.139-0.162)
(0.176-0.205)
(0.204-0.239)
(0.243-0.285)
(0.274-0.323)
(0.305-0.361)
(0.336-0.402)
(0.379-0.457)
(0.414-0.501)
0.074
0.089
0.112
0.129
0.153
0.172
0.191
0.211
0.238
0.259
2-day
(0.068-0.080)
(0.082-0.096)
(0.103-0.121)
(0.119-0.140)
(0.141-0.166)
(0.157-0.186)
(0.174-0.207)
(0.192-0.229)
(0.215-0.258)
(0.233-0.281)
0.052
0.063
0.078
0.090
0.107
0.120
0.133
0.146
0.165
0.179
3-day
(0.048-0.056)
(0.058-0.068)
(0.073-0.085)
(0.084-0.098)
(0.098-0.115)
(0.110-0.129)
(0.121-0.143)
(0.133-0.158)
(0.149-0.178)
(0.162-0.194)
0.041
0.050
0.062
0.071
0.084
0.094
0.104
0.114
0.128
0.139
4-day
(0.038-0.045)
(0.046-0.054)
(0.057-0.066)
(0.066-0.076)
(0.077-0.090)
(0.086-0.101)
(0.095-0.112)
(0.104-0.123)
(0.116-0.138)
(0.126-0.151)
0.027
0.033
0.040
0.045
0.053
0.058
0.064
0.070
0.078
0.084
7-day
(0.026-0.029)
(0.031-0.035)
(0.037-0.043)
(0.042-0.048)
(0.049-0.056)
(0.054-0.062)
(0.059-0.069)
(0.064-0.075)
(0.071-0.084)
(0.077-0.090)
0.022
0.026
0.031
0.035
0.041
0.045
0.049
0.053
0.058
0.062
10-day
(0.021-0.023)
(0.024-0.028)
(0.029-0.033)
(0.033-0.038)
(0.038-0.043)
(0.042-0.048)
(0.045-0.052)
(0.049-0.056)
(0.054-0.062)
(0.057-0.067)
0.015
0.017
0.020
0.023
0.026
0.028
0.031
0.033
0.037
0.039
20-day
(0.014-0.015)
(0.016-0.018)
(0.019-0.022)
(0.021-0.024)
(0.024-0.028)
(0.027-0.030)
(0.029-0.033)
(0.031-0.035)
(0.034-0.039)
(0.036-0.042)
0.012
0.014
0.016
0.018
0.020
0.021
0.023
0.024
0.026
0.028
30-day
(0.01 1-0.013)
(0.013-0.015)
(0.016-0.017)
(0.017-0.019)
(0.019-0.021)
(0.020-0.023)
(0.022-0.024)
(0.023-0.026)
(0.025-0.028)
(0.026-0.029)
0.010 1
F 0.012
0.013
0.015 1
F 0.016 1
F 0.017 1
F 0.018 1
F 0.019
0.020
0.021
45-day
(0.010-0.011)
(0.011-0.012)
(0.013-0.014)
(0.014-0.015)
(0.015-0.017)
(0.016-0.018)
(0.017-0.019)
(0.018-0.020)
(0.019-0.021)
(0.020-0.022)
0.009
0.011
0.012
0.013
0.014
0.015
0.016
0.017
0.018
0.018
60-day
(0.009-0.009)
(0.010-0.011)
(0.011-0.012)
(0.012-0.013)
(0.013-0.015)
(0.014-0.016)
(0.015-0.016)
(0.016-0.017)
(0.017-0.018)
(0.018-0.019)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90 % confidence interval. The probability that precipitation frequency estimates
(for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds
are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
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Precipitation Frequency Data Server
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PF graphical
PD5-based intensity -duration -frequency (IMF) curves
Latitude: 35-6851°, Longitude: -51-2879'
100.000
10-000
r
c
ZI
n 1.000
c
---------------
0 001
•�
E
r t
r r
t
u•7
p
VS
O
O
N
O O
Ln
v
Duration
100-000
10-000
L
C
ZI
c
1.000
m
c
00011 ' ' ' I
1 2 5 10 25 50 100 200 500 1008
Average recurrence interval (years)
NDAAAtlas 14, Volume 2, Version 3 Created (GMT): Man Feb 4 19.46-41 2419
Back to Top
Average recunance
interval
{years)
— 1
2
— 5
10
25
50
100
200
500
1000
Duration
— 5-min —
2-day
— 1Dmm —
3-day
15-nm —
4-day
— 30-min —
7-day
— 6D-min —
1r}eay
— 2-hr —
20-day
— 3-rr —
30-day
— 8fir —
45-day
— 12-hr —
60-day
— 24-hr
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Precipitation Frequency Data Server
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Maps & aerials
Small scale terrain
Large scale terrain
Kingsport' Bristol
Johnson City* 3 winston-Salem
q a 4 Dul
A ti Greensboro
Mt mitdiell
Ashedille
0 RT H C A R 0 L I N A
Charlotte F+etevi
•Greenville
ti 711 TT4 P L) T T 114 A
Large scale map
....... .. .
---King&p&
JGinson City
Winston-Salew Greensboro
li
61
Ash Ile--- North
Carolina
GFe le
00 M
pom i
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Precipitation Frequency Data Server
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Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questionsidnoaa.aov
Disclaimer
https:Hhdsc. nws.noaa. gov/hdsc/pfds/pfds_printpage. html?lat=3 5.6851 &lon=-81.2879&data... 2/4/2019

STORM PIPING SYSTEMS CALCULATIONS

— — — — --
*Now —
Zz_
Ij
--
1
D4.36 AC.
/ 960
j'y
C VALUE: 0.37 DA: 0.27 AC.
11 r C-VALUE0.80
77 CI AC.
C-VALUE: 0.75 \ \ \ \ — / / /
��\ \ \ / / 70% IMPERVIOUS \ \ \ \ \ \ \ \/ I /' / / // / / / / / / C-VALUE: 0.72-
V\ ESTIMATED THIS
I�I \ \\ — \ \ \\ \ \/ DRAINAGE STRUCTURE j—
%1\ \ \ \/ '\ '\ \ o \ \ \ \ \ \\T/ \� — — \/ 50
C-VALUE: 0.76
*70% IMPERVIOUS
ESTIMATED THIS
YI-13 / \ / / / ! DRAINAGE STRUCTURE
l l I I
c h I I \ \ \ x *C VALUE: 0.79
\ \ \ \ \ \ 75% IMPERVIOUS
\ \ /\ \
TCI-3
DRAINAGESTRUCTURE
o I \ \ \ \ \ \\ \\ \ \ \ \ \ \ \ DA- 0.05 AC.
C-VALUE: 0.82
/7 / / // as 0.10 AC. ♦ , i'f i T —
Z�� C—VALUE: 0.82r—
\ CI-4
16 AC
o
C—VALUE
DA: OI24 AC. 0
C-VALUE: 0.40 /DA 0.07 AC. /
�C-VALUE: 0.81
\\� v �� Av A - 16
,,� \ \ \ \ DA: 0.80 AC. C VALUE: 0 37
\ \ O \ _ C VALUE: 0.79
C_VALUE: 0.56-�\C-14
C-VALUE: 0.43 — —�
a4 10.14 Ac. i�--
i DA: 0.72 AC. ,
J� I IIIII _ c VALUE oas
C-VALUE: 0.95 � � � � --� � � ' --
CI-15 ----%-
CITY OF HICKORY
PROJECT CURE
--
- Civil &Environmental Consultants Inc. rn HICKORY, NORTH CAROLINA
1900 Center Park Drive - Suite A -Charlotte, INC 28217
\ �\ q/� — �nr n►► fill — --� ��\ �\ % �� Ph: 980.237.0373 • Fax: [phone] STROM "A" NETWORK
'�%� www.cecinacom DRAINAGE MAP
O•— DRAWN BY: MRJ CHECKED BY: SWW APPROVED BY: SWW FIGURE NO.:
1 DATE: MARCH 20191 DWG SCALE: 1 "=100' PROJECT NO: 185-984 DASTORM

C I Area (sqft) jArea (ac.)
CI -Al
I mpervious Area
0.95
9,099
0.21
Gravel/Stone
0.55
0
0.00
Lawns
0.30
2,831
1 0.06
Composite C
0.80
11,931
1 0.27
CI-A2
Impervious Area
0.95
7,144
0.16
Gravel/Stone
0.55
0
0.00
Lawns
0.30
3,799
1 0.09
Composite C
0.72
10,943
1 0.25
CI-A3
Impervious Area
0.95
1,673
0.04
Gravel/Stone
0.55
0
0.00
Lawns
0.30
418
1 0.01
Composite C
0.82
2,091
1 0.05
CI-A4
Impervious Area
0.95
1 5,954
1 0.14
Gravel/Stone
0.55
1 0
0.00
Lawns
0.30
1,168
0.03
Composite C
0.84
7,122
1 0.16
CI-A5
Impervious Area
0.95
3,428
0.08
Gravel/Stone
0.55
0
0.00
Lawns
0.30
857
1 0.02
Composite C
0.82
4,285
1 0.10
YI-A6
Impervious Area
0.95
133,406
3.06
Gravel/Stone
0.55
0
0.00
Lawns
0.30
57,174
1.31
Composite C
0.76
190,580
4.38
C
Area (sqft)
Area (ac.)
CI-A7
Impervious Area
1 0.95
1 2,436
1 0.06
Gravel/Stone
1 0.55
1 0
0.00
Lawns
0.30
693
0.02
Composite C
0.81
3,129
1 0.07
CI -AS
Impervious Area
0.95
4,854
0.11
Gravel/Stone
0.55
0
0.00
Lawns
0.30
1,602
1 0.04
Composite C
0.79
6,456
1 0.15
Storm Drainage System "A"
Runoff Coefficient Calculations
C
Area (sqft)
Area (ac.)
CI-A9
Impervious Area
0.95
1,632
0.04
Gravel/Stone
0.55
0
0.00
Lawns
0.30
8,998
0.21
Composite C
0.40
10,630
0.24
CI-A10
Impervious Area
0.95
1,653
0.04
Gravel/Stone
0.55
0
0.00
Lawns
0.30
6,313
0.14
Composite C
0.43
7,965
0.18
CI -All
Impervious Area
0.95
4,529
0.10
Gravel/Stone
0.55
0
0.00
Lawns
0.30
1,463
0.03
Composite C
0.79
5,993
0.14
CI-Al2
Impervious Area
0.95
1 1,729
0.04
Gravel/Stone
0.55
1 0
0.00
Lawns
0.30
1 13,510
0.31
Composite C
0.37
1 15,239
0.35
YI-A13
Impervious Area
0.95
139,050
3.19
Gravel/Stone
0.55
0
0.00
Lawns
0.30
45,323
1.04
Composite C
0.79
184,373
4.23
CI-A14
Impervious Area
0.95
3,144
0.07
Gravel/Stone
0.55
0
0.00
Lawns
0.30
12,481
0.29
Composite C
0.43
15,625
0.36
CI-A15
Impervious Area
0.95
7,027
0.16
Gravel/Stone
0.55
0
0.00
Lawns
0.30
2,269
0.05
Composite C
0.79
9,296
0.21
C
Area (sqft)
Area (ac.)
CI-A16
Impervious Area
0.95
14,013
0.32
Gravel/Stone
0.55
0
0.00
Lawns
0.30
20,780
0.48
Composite C
0.56
34,793
0.80
YI-A17
Impervious Area
0.95
242,134
5.56
Gravel/Stone
0.55
0
0.00
Lawns
0.30
103,773
2.38
Composite C
0.75
345,907
7.94
CI-A18
Impervious Area
0.95
20,032
0.46
Gravel/Stone
0.55
0
0.00
Lawns
0.30
169,713
3.90
Composite C
0.37
189,745
4.36
CI-A19
Impervious Area
0.95
31,496
0.72
Gravel/Stone
0.55
0
0.00
Lawns
0.30
0
0.00
Composite C
0.95
31,496
0.72
1B-A20
N/A
VIES-A21
N/A

PIPE NETWORK A STORM DRAINAGE SYSTEM
Pipe Characteristics Rational Method Calculation Q = CiA Manning's and Inlet Control Values
Design Outcomes
No.
FROM
TO STR
Length
(FT)
Inv. Out
InvIn
.STR
Diameter Drainage
(IN) Area (AC)
Runoff
Coef. (C)
Rainfall
Intensity
(IN/HR)
Pipe
Q25 (CFS)
Material
Roughness
Coef. (n)
Pipe
Slope
Headwater
Available
(FT)
HDS-5lnlet
Ref. No.
Inlet
Constant
(c)
In
Constant (y)
Manning's
Capacity
(CFS)
Inlet
Control
Capacity
Pipe Size
Adequacy
Comment
Controlling
Factor
1
CI -Al
CI-A2
32
956.576
956.256
18
0.27
0.80
7.82
1.70
RCP
0.013
1.00%
4.13
1
0.0398
0.67
10.50
15.7
OK
Manning's
2
CI-A2
CI-A3
57
956.056
950.378
18
0.25
0.72
7.82
3.13
RCP
0.013
10.00%
4.69
1
0.0398
0.67
33.22
17.2
OK
Inlet
3
CI-A3
CI-A5
180
950.178
942.161
18
0.05
0.82
7.82
3.44
RCP
0.013
4.45%
7.06
1
0.0398
0.67
22.16
21.9
OK
Inlet
4
CI-A4
CI-A5
32
942.481
942.161
18
0.16
0.84
7.82
1.08
RCP
0.013
1.00%
3.59
1
0.0398
0.67
10.50
14.3
OK
Manning's
5
CI-A5
I CI-A7
95
941.9611
933.198
18
0.10
0.82
7.82
5.14
RCP
0.013
9.25%
4.11
1
0.0398
0.67
31.95
15.8
OK
Inlet
6
YI-A6
CI-A7
44
936.877
935.993
24
4.38
0.76
7.82
25.83
RCP
0.013
2.00%
5.13
1
0.0398
0.67
32.00
30.7
OK
Inlet
7
CI-A7
CI-A9
119
932.998
925.479
24
0.07
0.81
7.82
31.43
RCP
0.013
6.30%
7.22
1
0.0398
0.67
56.77
38.4
OK
Inlet
8
CI-A8
CI-A9
32
929.000
928.680
18
0.15
0.79
7.82
0.91
RCP
0.013
1.00%
3.84
1
0.0398
0.67
10.50
14.9
OK
Manning's
9
CI-A9
CI -Al 0
97
925.279
919.162
24
0.24
0.40
7.82
33.11
RCP
0.013
6.30%
7.56
1
0.0398
0.67
56.78
39.5
OK
Inlet
10
CI-A10
I CI-Al2
97
918.9621
912.845
24
0.18
0.43
7.82
33.73
RCP
0.013
6.30%
8.02
1
0.0398
0.67
56.78
40.9
OK
Inlet
11
CI -Al 1
CI-Al2
32
919.000
918.680
18
0.14
0.79
7.82
0.85
RCP
0.013
1.00%
3.61
1
0.0398
0.67
10.50
14.3
OK
Manning's
12
CI-Al2
CI-A14
179
912.645
910.210
30
0.35
0.37
7.82
35.60
RCP
0.013
1.36%
9.96
1
0.0398
0.67
47.89
70.9
OK
Manning's
13
YI-Al3
CI-A14
14
913.384
912.964
24
4.23
0.79
7.82
26.16
RCP
0.013
3.00%
6.60
1
0.0398
0.67
39.18
36.2
OK
Inlet
14
CI-A14
CI-A16
137
910.010
905.889
30
0.36
0.43
7.82
62.96
RCP
0.013
3.00%
8.34
1
0.0398
0.67
71.04
63.7
OK
Inlet
15
CI-A15
I CI-A16
32
1910.000
909.679
18
0.21
0.79
7.82
1.32
RCP
0.013
1.00%
5.61
1
0.0398
0.67
10.51
19.0
OK
Manning's
16
CI -Al 6
CI -Al 8
139
905.689
901.158
30
0.80
0.56
7.82
67.79
RCP
0.013
3.25%
9.92
1
0.0398
0.67
73.95
70.8
OK
Inlet
17
YI-Al7
CI -Al 8
19
902.460
901.510
30
7.94
0.75
7.82
46.88
RCP
0.013
5.00%
7.85
1
0.0398
0.67
91.72
61.5
OK
Inlet
18
CI -Al 8
CI -Al 9
32
896.98
8895.705
36
4.36
0.37
7.82
127.23
RCP
0.013
4.00%
15.83
1
0.0398
0.67
133.40
132.0
OK
Inlet
19
CI -Al 9
JB-A20
49
5
893.035
36
0.72
0.95
7.82
132.61
RCP
0.013
5.00%
17.31
1
0.0398
0.67
149.13
138.9
OK
Inlet
20
JB-A20
HW-A21
68
E880.869
879.000
42
N/A
132.61
RCP
0.013
2.00%
19.13
1
0.0398
0.67
142.28
1978.
OK
Manning's
Notes:
1. Inlet control capacities are calculated using Equation 28 located in the Federal Highway Administration publication HDS-5 - Hydraulic Design of Highway Culvert:
2. HDS-5 Inlet Reference Numbers are as follows:
1 RCP, Square edge w/headwall
2 RCP, Groove w/headwall
3 RCP, Groove End Projecting
4 CMP, Headwall
5 CMP, Mitered to Slope
6 CMP, Projecting
7 Circular, Beveled Ring, 450 Bevel
8 Circular, Beveled Ring, 370 Bevel

No.
FROM
STR
CENTERLINE
ELEVATION
2% TO
EOP
1" DROP
TER
GUTTER
RIM
1
Cl-Al
961.07
960.79
960.71
960.71
2
CI-A2
961.11
960.83
960.75
960.75
3
CI-A3
957.60
957.32
957.24
957.24
4
CI-A4
946.43
946.15
946.07
946.07
5
CI-A5
946.43
946.15
946.07
946.07
6
YI-A6
942.00
7
CI-A7
940.58
940.30
940.22
940.22
8
CI-A8
933.20
932.92
932.84
932.84
9
CI-A9
933.20
932.92
932.84
932.84
10
Cl-Al 0
927.35
927.07
926.99
926.99
11
Cl-Al 1
922.97
922.69
922.61
922.61
12
Cl-Al 2
922.97
922.69
922.61
922.61
13
YI-A13
919.98
14
Cl-Al 4
918.71
918.43
918.35
918.35
15
Cl-Al 5
915.97
915.69
915.61
915.61
161
Cl-Al 6
915.97
915.69
915.61
915.61
17
YI-Al7
910.31
18
Cl-Al 8
913.18
912.90
912.82
912.82
19
Cl-Al 9
913.18
912.90
912.82
912.82
20
JB-A20
900.00

Civil & Environmental Consultants, Inc.
Project Name: Project Cure
CEC Project No.: 185-984
Description: Storm A Rip Rap Dissipator
Runoff Discharge Information
Q10 =
132.61 cfs
Pipe Dia. =
42 in.
Velocity =
9.62 fps
A ron Sizing
Length =
35 ft
Width =
38.5 ft
3Do @ Pipe =
10.5 ft
lRiprap Stone Sizing 00
d50 Size (Avg) =
9.6 in.
Using 12in
d50 Size (Max.)*
14.4 in.
Jd50 size
Min. Depth** =
21.6 in.
* equal to L5*d50 average stone size
* * min. depth no less than 15"
NOTES:
By: MRJ
Date: 3/1/2019
Checked By: SWW
Date: 3/1/2019
1.0 Riprap aprons to be sized for 10-year discharge rate from each storm pipe discharge location,
including sediment basins.
2.0 Min. depth shall be equal to 1.5*d50 maximum riprap stone size, but in no case shall be less than
15" in depth.
3.0 Abbreviations:
La— Length of riprap apron in feet (determined from chart)(10' min.)
Do = Size of outlet pipe (discharge pipe from storm drainage system in feet or inches)
W = Width of riprap apron in feet (at end furthest from outlet pipe discharge)
3Do = Width of rip rap apron in feet (at outlet pipe)
d50 = Size of stone in feet
20
10
3 0
Outlet 1iW = Do + La
Pipe 1
diameter (Do)
La --+�
T ilwater c 0.5Do
iN,�- ,,�� n j
� III"i iit # ##If" lump
E�i����i�ll��lil,�w®�.
OMEN
�1 I 11
Discharge-
80
4
3
I�M�A
11 11 111

WETPOND #1 CALCULATIONS

-, Ni. 1` ,.
NORTH
--=--------------
WETPOND TO BE
MAINTAINED BY TRMUM
CORPORATE CENTER
\\� WETPOND OUTFALL'-
444
TRIBUTARY - �- fAN _ _ fAN
—` --- TO MUDDY - `�_ _ �_� , � • � \
CREEK
0
'WETPOND POST CONSTRUCTION\CONDITIONS / ' b/
DRAINAGE AREA = 24.54 ACRES \,
FUTURE MAX IMPERVIOUS = 17.18 ACRES
FUTURE MAX IMPERVIOUS % = 70%
*THIS BMP HAS BEEN DESIGNED TO NCDEQ STANDARDS `
FOR 70% IMPERVIOUS MAX, IF FUTURE DEVELOPMENT
'EXCEEDS THE 70% IMPERVIOUS AREA, BMP WILL BE
RE-EVALUATED/REVISED OR NEW BMP WILL BE '
DESIGNED TO ACCEPT THE DRAINAGE FROM ANY
INCREASE IN IMPERVIOUS AREA. = ;
\
ROBINWOOD ROAD
i%
pi
970 --- - -
?I-
,� CHICKORY PROJECT CURE
Civil & Environmental Consultants, Inc. HICKORY, NORTH CAROLINA
1900 Center Park Drive - Suite A - Charlotte, NC 28217
Ph: 980.237.0373 - Fax: [phone] POST -CONSTRUCTION DRAINAGE MAP
www.cecinc.com
DRAWN BY: MRJ I CHECKED BY: SWW I APPROVED BY: SWW I FIGURE NO.:
NORTH CAROLINA BOARD OF EXAMINERS FOR DATE: MARCH 20191 DWG SCALE: 1 150'1 PROJECT NO: 185-984 DA P OS�
JGINEERS AND SURVEYORS LICENSE NO. C-3035
\ -1

Civil & Environmental Consultants, Inc.
Designed: MRJ
Date: 3/1/2019
Checked: TMG
Date: 3/4/2019
DETENTION BMP WETPOND SUMMARY CHART
PEAK CONTROL STORM PRE -DEVELOPMENT
EVENTS RUNOFF
Top of Dam
POST-
DEVELOPMENT
RUNOFF
POST
DEVELOPMENT
WETPOND
OUTFLOW
ELEVATION
889.00
IOOYR-24HR
183.67 CFS
247.72 CFS
200.57 CFS
887.92
50YR-24HR
1 154.51 CFSJ
217.94 CFS 1
167.03 CFSJ
887.72
IOYR-24HR
1 93.81 CFSJ
152.34 CFSJ
82.87 CFS 1
887.12
2YR-24HR
1 43.88 CFSJ
91.79 CFS 1
20.53 CFSJ
886.02
IYR-24HR
1 27.77 CFS
69.70 CFSJ
4.84 CFS 1
885.68

Civil & Environmental Consultants, Inc.
By: MRJ
Project Name: Project Cure Date: 3/2019
CEC Project #: 185-984 Checked By: SWW
Description: Pre BMP Wetpond Date: 3/2019
SCS "CN" Values
24 Hour Storm Event
Soil Type: Rion Sandy Loam & Pacolet Sandy Clay - HSG "B"
Total Drainage Area = 24.54 ac.
Paved Roads/Sidewalk/Stractuw 0.00 ac.
CN = 98
Wooded Area 3.28 ac.
CN = 60
Good Grass (>75% coverage) 24.54 ac.
CN = 61
Fair (50 to 75% Cover) 0.00 ac.
CN = 86
Composite CN 69.02

Civil & Environmental Consultants, Inc.
By: MRJ
Project Name: Project Cure Date: 3/2019
CEC Project #: 185-984 Checked By: SWW
Description: Post BMP Wetpond Date:
SCS "CN" Values
24 Hour Storm Event
Soil Type: Rion Sandy Loam & Pacolet Sandy Clay - HSG "B"
Total Drainage Area = 24.54 ac.
Paved Roads/Sidewalk/Structw 17.18 ac
CN = 98
Wooded Area 0.00 ac.
CN = 60
Good Grass (>75% coverage) 7.36 ac.
CN = 61
Fair (50 to 75% Cover) 0.00 ac.
CN = 86
Composite CN 86.90
(70% imp calculated)

Civil & Environmental Consultants, Inc.
Project Name:
CEC Project #:
Description:
Western Trivium Development
185-984
BMP Wetpond #1
Dava = 3ft, 70% imp
By: M RJ
Date:
Checked By: SWW
Date:
I Wet Pond Water Quality Calculations I
Drainage Area
Impervious Area
Impervious %
Estimated Avg. Depth
SA/DA Ratio
SA Required
SA Required
24.54 ac
17.18 ac
70%
4 ft
2.09 %
0.51 ac
22,341 sf
Double Interpolated SA DA Ratio
Imp %
Pool Depth (ft)
3.00
4.00
5.00
50%
1.79
1.51
1.31
60%
2.09
1.77
1.49
70%
2.51
2.09
1.80
"C-3 Table 1 (Piedmont and Mountain Region)
(NCDEQ BMP Design Manual revised 4-18-2017)
SA Provided
24,943.00 sf
SA Provided
0.57 ac
Pool Depth Provided
5.00 ft
Rv = 0.05 + 0.9 *IA
SIMPLE METHOD PER NCDEQ BMP MANUAL SECTION 3.3.1
Rv = Runoff coefficient [storm runoff (in)/storm rainfall (in)], unitless
Impervious fraction [impervious portion of drainage area
IA = (ac)/drainage area (ac)], unitless
**V = Volume of runoff that must be controlled for the design storm (fe)
RD = Design storm rainfall depth (in) (Typically, 1.0" or 1.5")
A = Watershed area (ac)
WQv = 3630 * RD Rv
*A
Rv
0.68 (1 inch)
WQv
60,575 (1 inch)
Permament Pool
DMAX 0.5 ft
Perimeterpp 685.0 ft
WldthSUBMERGED 3.0 ft
Provided Depth=
5.00 ft VSHELF 513.75 cf
Calc Avg. Depth
4.13 OKAY Must be greater than Estimated ave. depth
Vnlume Calrulatinn
Stage
Area
Inc. Vol.
Acc Vol.
878.5
14252
0
0
879
15140
7348
7348
880
16968
16054
23402
881
18864
17916
41318
8821
20826
1 19845
1 61163
8831
22852
1 21839
1 83002
883.51
24943
1 11949
1 94951
Bottom (not Sediment)
Bottom of Shelf
Permanent Pool

Temporary Pool Volume
\/nlume Calculation
Stage
Area
Inc. Vol.
Acc Vol.
883.5
32662
0
0
884
35279
16985
16985
885
37502
36391
53376
886
39765
38634
92009
887
42066
1 40916
132925
888
44408
43237
176162
889
46788
45598
221760
Assumed Stage Interval for Treatment of WQv 885.0
Interpolate 0.10 area between even stages at WQv stage
Volume Calculation
Stage
Area
Inc. Vol.
Acc Vol.
885.0
37502
0
53376
885.1
37728
3762
57137
885.2
37955
3784
60921
885.3
38181
3807
64728
885.4
38407
3829
68558
885.5
38634
3852
72410
885.6
38860
3875
76284
885.7
39086
3897
80182
885.8
39312
3920
84102
885.91
39539
1 3943
1 88044
886.01
39765
1 3965
1 92009
Calc WQV Stage 885.2
Calculate Orifice Size
Permanent Pool
Top of Dam (allow 1 ft FB)
Lower WQv stage
Higher WQv Stage <--
Treatment Vol
60,921
CF
60,921
Draw Down Time
2
DAYS
5 (NCDEQ required time frame)
Draw Down Time
172,800
sec
432,000
Flow (Q)
0.353
CFS
0.141
Cd
0.6
0.6
1-1/3
0.567
ft
0.567
Area of orifice
0.097
sf
0.039
Dia.
4.22
in
2.67 (Choose between two sizes)
Orifice Size Used (Dia.) 1
4.00
in
ICKAY
Draw Down Time 1
2.19
DAYS
JOKAY

FOREBAY VOLUME
Volume Calculation
Stage
Area
Inc. Vol.
Acc Vol.
879
2691
0
0
880
3363
3027
3027
881
4104
3734
6761
882
4913
4509
11269
8831
5791
1 5352
16621
15% Permanent Pool 14243 REQUIRED VOLUME
20% Permanent Pool 18990
Provided 16621 Okay
18 /o
Bottom (not Sediment)

ANTI -FLOTATION ANCHOR
Riser Inside Dimensions (ft) - square conc structure only
6.00 update area calculations for rectangular or circular riser structures
Riser Inside Area (sf)
36.00
Density of concrete (Ibs/cf)
150.00
Riser Outside Dimensions (ft) - square conc structure only
7.00
Riser Outside Area (sf)
49.00
Density of water (Ibs/cf)
62.40
Riser Structure Height (ft)
8.00
WEIGHT DISPLACE BY RISER (Ibs)
17,971.20
Area of concrete (sf) - assume 6" wall thickness
13.00
Anchor Dimension (n x n) (ft)
8.00
Riser Structure Height (ft)
8.00
Anchor Thickness (ft)
2.00
Volume of Riser concrete (cf)
104.00
Anchor Area (sf)
64.00
Net Displaced by the Riser (Ibs/cf)
87.60
Anchor Volume (cf)
96.00
WEIGHT OF THE CONCRETE RISER (Ibs)
9,110.40
WEIGHT OF ANCHOR (Ibs) F 14,400.00
WEIGHTOF RISER & ANCHOR vs WEIGHT DISPLACED BY RISER
I
OK
Collar Size (ft x ft)
ANTI -SEEP COLLAR
7.5
• Prateeffou agatari piping Install at least one watertight anti -seep collar
with a mininnuit pr ojcaiori of 1,5 feet wound the barrel of principal
spillway conduits. 8 inehc v or larger in diameter. Loewe the anti -weep
collar aiightly downstrew u fr(mt the dam center line- A properly
desiped drainage diaphragm hastalled around the barrel maybe used
insreskl of an anti-s pa C�)llar xviten it is approprime.
EMBOKMENf
Provide min. two (2) 7.5' x 7.5' anti -seep collars
assume 6" thickness on pipe barrel and min. 1.5 feet
projection around barrel (thickness may vary depending
on barrel type)

Table 7: Piedmont and Mounfain SAIDA Table (Adapted from Drisco;), 1986)
10%
0,51
0.43
0.37
0.30
0.27
0.25
20%
0,A4
0 89
0.61
0.51
0.44
0.40
30%
1.17
0.94
Q.�14
0.72
0.1�1
0-56
40%
1.51
1.24
1.419
F1.91
U.7B
U_71
50%
1.79
1.51
1.31
1.13
0.95
0.87
60%
2.09
1.77
1.49
1.31
1.12
1_01
70%
2.51
2 09
1,b4
1.56
1.34
1.17
"%
2,Ia2
2-41
2.07
1,82
1.62
1AO
90%
3.25
2.04
2.31
2.04
1.84
1.59
1001%
3.55
2.79
2-52
2.34
2.04
1.75
Equation 3. Average depth when the shelfis submerged and
the shell is being excluded from the avarage depth -calculation
rip-VSftelf
Dgyg
Abottomo f r el f
Where: D,4p - Average depth in feet
VHP = Total volume of permanent pool {fa e[3)
§nor = Volume over the shelf only (feet) - see below
At..m. flr:nru = Area of wet pond al the ba horn of the shelf (feel-2)
VSMII = 0.5 * Depth+m,vershe I-r Perimw#iprp rm pao, * Width Pere of eher
Where: DmeK DWrelleir = Depth of water at the deep side of the shelf as
measured at permanent pool (feet)
PerimeterpR"i nra wd = Perimeter of permanent pool all. the bottom of the
shelf (feet)
Widths bF ,rwd pat F hLgF Width from the deep side to the dry side of the
shelf as measured at permanent pool (fact)
C-3. Wet pond 8 RL%vised' 4-18-2017

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
Emergency Spillway Channel
Trapezoidal
Bottom Width (ft)
= 4.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 874.00
Slope (%)
= 16.00
N-Value
= 0.025
Calculations
Compute by:
Known Q
Known Q (cfs)
= 124.63
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Thursday, Mar 7 2019
= 1.06
= 124.63
= 6.49
= 19.21
= 8.74
= 2.00
= 8.24
= 6.80
Elev (ft) Section Depth (ft)
877.00 3.00
876.50
876.00
2.50
2.00
875.50
875.00
1.50
1.00
Ot
It
SZ
874.50
874.00
A71 y^
0.50
0.00
0 50
2 4 6
8
Reach (ft)
10 12 14
16

WETPOND #1 HYDROGRAPHS

Watershed Model Schematic Hydraflow Hydrographs Extension for AutodeskOCivil 3DO2019 byAutodesk, Inc. v2020
1 -Pre Drainage Area
CD
3 - Post DA to Wetpond #1
2 -Post Drainage Area
ED
Project: Wetpond #1.gpw
Monday, 03 / 4 / 2019

Pond No. 1 - Wet Pond #1 Hydraflow Hydrographs Extension for Autodesk®Civil 3D@2019 byAutodesk, Inc. v2020

Pond Report
0
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 03 / 7 / 2019
Pond No. 1 - Wet Pond #1
Pond Data
Contours -User-defined contour areas.
Conic method used for volume
calculation. Begining
Elevation = 883.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 883.50
32,819
0
0
0.50 884.00
35,504
17,075
17,075
1.50 885.00
37,786
36,635
53,710
2.50 886.00
40,107
38,937
92,647
3.50 887.00
42,467
41,277
133,924
4.50 888.00
44,866
43,657
177,581
5.50 889.00
47,305
46,076
223,656
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 42.00
4.00
6.00
0.00
Crest Len (ft)
= 24.00
17.00
0.00
0.00
Span (in)
= 42.00
4.00
48.00
0.00
Crest El. (ft)
= 886.50
887.50
0.00
0.00
No. Barrels
= 1
1
4
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert El. (ft)
= 875.56
883.50
885.50
0.00
Weir Type
= 1
Broad
---
---
Length (ft)
= 56.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
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
Exfil.(in/hr)
= 0.000 (by
Contour)
Multi -Stage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage /
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B
Clv C PrfRsr
Wr A
Wr B Wr C
Wr D Exfil User Total
ft
cuft
ft
cfs
cfs
cfs cfs
cfs
cfs cfs
cfs cfs cfs cfs
0.00
0
883.50
0.00
0.00
0.00 ---
0.00
0.00 ---
--- --- --- 0.000
0.50
17,075
884.00
115.24 is
0.24 is
0.00 ---
0.00
0.00 ---
--- --- --- 0.243
1.50
53,710
885.00
115.24 is
0.49 is
0.00 ---
0.00
0.00 ---
--- --- --- 0.485
2.50
92,647
886.00
115.24 is
0.64 is
19.26 is ---
0.00
0.00 ---
--- --- --- 19.90
3.50
133,924
887.00
115.24 is
0.77 is
43.07 is ---
28.26
0.00 ---
--- --- --- 72.09
4.50
177,581
888.00
142.45 is
0.87 is
57.78 is ---
142.45 s
15.63 ---
--- --- --- 216.73
5.50
223.656
889.00
156.49 is
0.97 is
69.44 is ---
156.47 s
81.20 ---
--- --- --- 308.09

Hydrograph Summary Repo rtHydraflowHydrographsExtension for AutodeskO Civil 3DO2019byAutodesk,Inc. v202O
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
27.77
2
718
57,433
------
------
------
Pre Drainage Area
2
SCS Runoff
69.70
2
716
141,680
------
------
------
Post Drainage Area
3
Reservoir
4.840
2
754
137,788
2
885.68
80,195
Post DA to Wetpond #1
Wetpond #1.gpw
Return Period: 1 Year
Thursday, 03 / 7 / 2019

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 03 / 7 / 2019
Hyd. No. 1
Pre Drainage Area
Hydrograph type
= SCS Runoff
Peak discharge
= 27.77 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 57,433 cuft
Drainage area
= 24.540 ac
Curve number
= 69.9
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
Q (cfs)
28.00
24.00
20.00
16.00
12.00
0.00 1
0 2 4
— Hyd No. 1
6 8
Pre Drainage Area
Hyd. No. 1 -- 1 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
4.00
10 12 14 16 18 20 22 24 26
Time (hrs)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 03 / 7 / 2019
Hyd. No. 2
Post Drainage Area
Hydrograph type
= SCS Runoff
Peak discharge
= 69.70 cfs
Storm frequency
= 1 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 141,680 cuft
Drainage area
= 24.540 ac
Curve number
= 86.9
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
Post Drainage Area
Q (cfs) Hyd. No. 2 -- 1 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 2 4 6 8 10 12 14 16 18 20 22 24
— Hyd No. 2 Time (hrs)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 03 / 7 / 2019
Hyd. No. 3
Post DA to Wetpond #1
Hydrograph type
= Reservoir
Peak discharge
= 4.840 cfs
Storm frequency
= 1 yrs
Time to peak
= 12.57 hrs
Time interval
= 2 min
Hyd. volume
= 137,788 cuft
Inflow hyd. No.
= 2 - Post Drainage Area
Max. Elevation
= 885.68 ft
Reservoir name
= Wet Pond #1
Max. Storage
= 80,195 cuft
Storage Indication method used.
Q (cfs)
70.00
-1 ••
40.00
20.00
10.00
Q (cfs)
70.00
•• •11
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 8 16 24 32 40 48 56 64 72 80 88 96
Time (hrs)
— Hyd No. 3 Hyd No. 2 Total storage used = 80,195 cult

Hydrograph Summary Repo rtHydraflowHydrographsExtension for AutodeskO Civil 3DO2019byAutodesk,Inc. v202O
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
43.88
2
718
88,395
------
------
------
Pre Drainage Area
2
SCS Runoff
91.79
2
716
188,309
------
------
------
Post Drainage Area
3
Reservoir
20.53
2
724
184,401
2
886.02
93,381
Post DA to Wetpond #1
Wetpond #1.gpw
Return Period: 2 Year
Thursday, 03 / 7 / 2019

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 03 / 7 / 2019
Hyd. No. 1
Pre Drainage Area
Hydrograph type
= SCS Runoff
Peak discharge
= 43.88 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 88,395 cuft
Drainage area
= 24.540 ac
Curve number
= 69.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.59 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
50.00
40.00
20.00
10.00
0.00 ---L
0 2 4
— Hyd No. 1
Pre Drainage Area
Hyd. No. 1 -- 2 Year
6 8 10 12 14
Q (cfs)
50.00
40.00
30.00
20.00
10.00
' ' 0.00
16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 03 / 7 / 2019
Hyd. No. 2
Post Drainage Area
Hydrograph type
= SCS Runoff
Peak discharge
= 91.79 cfs
Storm frequency
= 2 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 188,309 cuft
Drainage area
= 24.540 ac
Curve number
= 86.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.59 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
20.00
10.00
0.00
0.0 2.0 4.0 6.0 8.0
Hyd No. 2
Post Drainage Area
Hyd. No. 2 -- 2 Year
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 03 / 7 / 2019
Hyd. No. 3
Post DA to Wetpond #1
Hydrograph type
= Reservoir
Peak discharge
= 20.53 cfs
Storm frequency
= 2 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 184,401 cuft
Inflow hyd. No.
= 2 - Post Drainage Area
Max. Elevation
= 886.02 ft
Reservoir name
= Wet Pond #1
Max. Storage
= 93,381 cuft
Storage Indication method used.
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
20.00
I
6 12
Hyd No. 3
18 24 30
Hyd No. 2
36 42 48 54 60 66
Total storage used = 93,381 cuft
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
72
Time (hrs)

11
Hydrograph Summary Repo rtHydraflowHydrographsExtension for AutodeskO Civil 3DO2019byAutodesk,Inc. v202O
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
93.81
2
718
188,157
------
------
------
Pre Drainage Area
2
SCS Runoff
152.34
2
716
320,715
------
------
------
Post Drainage Area
3
Reservoir
82.87
2
722
316,776
2
887.12
138,364
Post DA to Wetpond #1
Wetpond #1.gpw
Return Period: 10 Year
Thursday, 03 / 7 / 2019

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 03 / 7 / 2019
Hyd. No. 1
Pre Drainage Area
Hydrograph type
= SCS Runoff
Peak discharge
= 93.81 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.97 hrs
Time interval
= 2 min
Hyd. volume
= 188,157 cuft
Drainage area
= 24.540 ac
Curve number
= 69.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.30 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 2 4 6 8 10 12 14
Hyd No. 1

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 03 / 7 / 2019
Hyd. No. 2
Post Drainage Area
Hydrograph type
= SCS Runoff
Peak discharge
= 152.34 cfs
Storm frequency
= 10 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 320,715 cuft
Drainage area
= 24.540 ac
Curve number
= 86.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.30 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post Drainage Area
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
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. 2 Time (hrs)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 03 / 7 / 2019
Hyd. No. 3
Post DA to Wetpond #1
Hydrograph type
= Reservoir
Peak discharge
= 82.87 cfs
Storm frequency
= 10 yrs
Time to peak
= 12.03 hrs
Time interval
= 2 min
Hyd. volume
= 316,776 cuft
Inflow hyd. No.
= 2 - Post Drainage Area
Max. Elevation
= 887.12 ft
Reservoir name
= Wet Pond #1
Max. Storage
= 138,364 cuft
Storage Indication method used.
Post DA to Wetpond #1

15
Hydrograph Summary Repo rtHydraflowHydrographsExtension for AutodeskO Civil 3DO2019byAutodesk,Inc. v202O
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
154.51
2
716
312,433
------
------
------
Pre Drainage Area
2
SCS Runoff
217.94
2
716
469,563
------
------
------
Post Drainage Area
3
Reservoir
167.03
2
720
465,601
2
887.72
165,309
Post DA to Wetpond #1
Wetpond #1.gpw
Return Period: 50 Year
Thursday, 03 / 7 / 2019

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 03 / 7 / 2019
Hyd. No. 1
Pre Drainage Area
Hydrograph type
= SCS Runoff
Peak discharge
= 154.51 cfs
Storm frequency
= 50 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 312,433 cuft
Drainage area
= 24.540 ac
Curve number
= 69.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.16 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre Drainage Area

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 03 / 7 / 2019
Hyd. No. 2
Post Drainage Area
Hydrograph type
= SCS Runoff
Peak discharge
= 217.94 cfs
Storm frequency
= 50 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 469,563 cuft
Drainage area
= 24.540 ac
Curve number
= 86.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.16 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post Drainage Area
Q (cfs) Hyd. No. 2 -- 50 Year Q (cfs)
240.00
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0 00
240.00
210.00
180.00
150.00
120.00
90.00
60.00
30.00
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. 2 Time (hrs)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 03 / 7 / 2019
Hyd. No. 3
Post DA to Wetpond #1
Hydrograph type
= Reservoir
Peak discharge
= 167.03 cfs
Storm frequency
= 50 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 465,601 cuft
Inflow hyd. No.
= 2 - Post Drainage Area
Max. Elevation
= 887.72 ft
Reservoir name
= Wet Pond #1
Max. Storage
= 165,309 cuft
Storage Indication method used.
Post DA to Wetpond #1

19
Hydrograph Summary Repo rtHydraflowHydrographsExtension for AutodeskO Civil 3DO2019byAutodesk,Inc. v202O
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
183.67
2
716
372,583
------
------
------
Pre Drainage Area
2
SCS Runoff
247.72
2
716
538,457
------
------
------
Post Drainage Area
3
Reservoir
200.57
2
720
534,486
2
887.92
173,147
Post DA to Wetpond #1
Wetpond #1.gpw
Return Period: 100 Year
Thursday, 03 / 7 / 2019

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 03 / 7 / 2019
Hyd. No. 1
Pre Drainage Area
Hydrograph type
= SCS Runoff
Peak discharge
= 183.67 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 372,583 cuft
Drainage area
= 24.540 ac
Curve number
= 69.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.01 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre Drainage Area
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
— Hyd No. 1 Time (hrs)

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Thursday, 03 / 7 / 2019
Hyd. No. 2
Post Drainage Area
Hydrograph type
= SCS Runoff
Peak discharge
= 247.72 cfs
Storm frequency
= 100 yrs
Time to peak
= 11.93 hrs
Time interval
= 2 min
Hyd. volume
= 538,457 cuft
Drainage area
= 24.540 ac
Curve number
= 86.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.01 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post Drainage Area
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
280.00 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 80.00
40.00 40.00
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. 2 Time (hrs)

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Thursday, 03 / 7 / 2019
Hyd. No. 3
Post DA to Wetpond #1
Hydrograph type
= Reservoir
Peak discharge
= 200.57 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 534,486 cuft
Inflow hyd. No.
= 2 - Post Drainage Area
Max. Elevation
= 887.92 ft
Reservoir name
= Wet Pond #1
Max. Storage
= 173,147 cuft
Storage Indication method used.
Post DA to Wetpond #1