Braeburn - Braeburn - BMP and Storm Drain Calc Package - 2-27-18 (CURRENT)

Table of Contents

1. Project Narrative & Summary
2. Location & USGS Map
3. Soils Map & Information
4. FEMA Flood Insurance Map
5. Storm Drainage Calculations
A. Storm System A Tabulation Report & Profiles
B. Storm System B Tabulation Report & Profiles
C. Storm System C Tabulation Report & Profiles
D. Storm System D Tabulation Report & Profiles
E. Storm System E Tabulation Report & Profiles
F. Storm System F Tabulation Report & Profiles
G. Storm System G Tabulation Report & Profiles
H. Inlet Capacity Chart / Spread Calculations
6. Wet Ponds
A. Wet Pond 1 Pre-Development
B. Wet Pond 1 Post-Development
C. Wet Pond 2 Pre-Development
D. Wet Pond 2 Post-Development
E. Wet Pond 3 Pre-Development
F. Wet Pond 3 Post-Development
G. Wet Pond 4 Pre-Development
H. Wet Pond 4 Post-Development
I. Summary
7. Impervious Area Calculations
8. Drainage Map
9. Appendix
A. Wetlands Reports

1.
Project Narrative & Summary

PROJECT NARRATIVE

The project, “Braeburn” is a proposed single-family residential development
located at 4408 Faith Church Road in the town of Indian Trail, Union County,
North Carolina. This existing site is being developed as a single-family
community with public streets and infrastructure. This package details the storm
drainage system, water quality and quantity BMP, and Phase 3 erosion control
calculations for the project. For Phase 1 and Phase 2 erosion control measures
and calculations, see “Overall Early Erosion Control and Grading Calculation
Package” by ESP Associates, dated February 19, 2018.

The project site is located in Zone X and Zone AE per FIRM Map for Union
County, North Carolina –Map Numbers 3710541900J and 37410542900J, both
with an effective date of October 16, 2008. The overall existing site a
combination of woods and open fields. The site primarily drains southeast
towards a tributary of North Fork Crooked Creek located at the southeast end of
the site. North Fork Crooked Creek borders the northeast side of the site.
Wetlands exist near the creeks bordering the site; however, none are proposed
to be disturbed with the proposed development.

The proposed storm drainage networks for the project drain to four (4) separate
proposed wet pond BMP’s. The wet ponds are sized to control the flow for the 1,
2, 10, 25, and 50 year flows, in accordance with the NCDEQ BMP Manual and
the Town of Indian Trail Post-Construction Stormwater Ordinance.

Due to the proposed wet pond BMP detention systems, the proposed project is
not anticipated to have negative impacts on downstream or adjacent properties.

2.
Location & USGS Map
Sources: Esri, HERE, DeLorme, USGS, Intermap, increment P Corp., NRCAN, Esri Japan, METI,Esri China (Hong Kong), Esri (Thailand), MapmyIndia, © OpenStreetMap contributors, and the GISUser Community
SITE
I
LOCATION MAPBRAEBURN - PHASE 5 & 6INDIAN TRAIL, NC
1 " = 1,000 '
Copyright:© 2013 National Geographic Society, i-cubed
SITE
I
USGS MAPBRAEBURN - PHASE 5 &6INDIAN TRAIL, NC
1 " = 1,000 '
3.
Soils Map & Information
Hydrologic Soil Group—Union County, North Carolina
(Bonterra - Phase 5 & 6 - Soils Map)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/29/2017
Page 1 of 4388330038834003883500388360038837003883800388390038840003884100388420038843003884400388330038834003883500388360038837003883800388390038840003884100388420038843003884400534600534700534800534900535000535100535200535300535400535500535600535700535800535900536000536100536200536300
534600 534700 534800 534900 535000 535100 535200 535300 535400 535500 535600 535700 535800 535900 536000 536100 536200 536300
35° 6' 8'' N 80° 37' 13'' W35° 6' 8'' N80° 36' 2'' W35° 5' 30'' N
80° 37' 13'' W35° 5' 30'' N
80° 36' 2'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
0 350 700 1400 2100
Feet
0 100 200 400 600
Meters
Map Scale: 1:8,220 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Points
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
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: Union County, North Carolina
Survey Area Data: Version 16, Sep 20, 2016
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Jun 14, 2015—Feb 8,
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.
Hydrologic Soil Group—Union County, North Carolina
(Bonterra - Phase 5 & 6 - Soils Map)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/29/2017
Page 2 of 4
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
ChA Chewacla silt loam, 0 to
2 percent slopes,
frequently flooded
B/D 32.4 18.9%
CmB Cid channery silt loam, 1
to 5 percent slopes
D 33.8 19.7%
ScA Secrest-Cid complex, 0
to 3 percent slopes
C 100.3 58.4%
TaB Tarrus gravelly silt loam,
2 to 8 percent slopes
B 5.2 3.0%
Totals for Area of Interest 171.6 100.0%
Hydrologic Soil Group—Union County, North Carolina Bonterra - Phase 5 & 6 - Soils Map
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/29/2017
Page 3 of 4
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
Hydrologic Soil Group—Union County, North Carolina Bonterra - Phase 5 & 6 - Soils Map
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
9/29/2017
Page 4 of 4
4.
FEMA Flood Insurance Maps
.
Storm Drainage Calculations
A.
Storm System A
Tabulation Report & Profiles
B.
Storm System B
Tabulation Report & Profiles
C.
Storm System C
Tabulation Report & Profiles
D.
Storm System D
Tabulation Report & Profiles

E.
Storm System E
Tabulation Report & Profiles

F.
Storm System F
Tabulation Report & Profiles
G.
Storm System G
Tabulation Report & Profiles

H.
Inlet Capacity Chart / Spread
Calculations
PROJECT: BraeburnDESIGNED BY:_____ JAC DATE: 2/27/2018MAXIMUM ALLOWABLE SPREAD FOR VALLEYLOCATION: Town on Indian Trail, NCCHECKED BY: _____ MRR DATE:CURB AND GUTTER = 7' RAINFALL INTENSITY 4.00 IN/HRREFERENCE: "Town of Indian Trail - Land Development Standards" INLET #SUB. TOTALLONG. TRANS.KQ CAP SPREADDEPTHREMARKSDCB#A3 0.55 0.60 SAG-DOUBLE 1.32 1.64 0.00% 2.08% N/A N/A 6.54 0.14 0.00 N/ADCB#A4 0.59 0.60 SAG-DOUBLE 1.42 1.54 0.00% 2.08% N/A N/A 6.26 0.13 0.00 N/ADCB#A9 0.54 0.60 SAG-DOUBLE 1.30 1.30 0.00% 2.08% N/A N/A 5.61 0.12 0.00 N/ACB#A10 0.23 0.60 SAG-SINGLE 0.55 0.55 0.00% 2.08% N/A N/A 4.01 0.08 0.00 N/ACB#A16 0.41 0.60 ON GRADE 0.98 0.98 1.43% 2.08% 24.0 0.86 6.54 0.14 0.12 DCB#A4CB#A17 0.16 0.60 ON GRADE 0.38 0.38 1.43% 2.08% 24.0 0.48 4.59 0.10 0.00 CB#A16CB#A18 0.07 0.60 ON GRADE 0.17 0.17 1.43% 2.08% 24.0 0.29 3.37 0.07 0.00 CB#A17CB#A19 0.07 0.60 ON GRADE 0.17 0.17 1.43% 2.08% 24.0 0.29 3.37 0.07 0.00 CB#A18CB#A20 0.37 0.60 ON GRADE 0.89 0.89 1.43% 2.08% 24.0 0.81 6.29 0.13 0.08 CB#A32CB#A21 0.13 0.60 ON GRADE 0.31 0.31 1.00% 2.08% 21.0 0.41 4.54 0.09 0.00 DCB#A4CB#A22 0.21 0.60 ON GRADE 0.50 0.56 1.00% 2.08% 21.0 0.59 5.65 0.12 0.00 CB#A21CB#A23 0.33 0.60 ON GRADE 0.79 0.79 1.00% 2.08% 21.0 0.74 6.44 0.13 0.05 CB#A22CB#A28 0.28 0.60 ON GRADE 0.67 0.70 1.27% 2.08% 23.0 0.70 5.90 0.12 0.01 DCB#A9CB#A29 0.32 0.60 ON GRADE 0.77 0.77 1.27% 2.08% 23.0 0.74 6.09 0.13 0.03 CB#A28CB#A30 0.40 0.60 ON GRADE 0.96 1.12 1.43% 2.08% 24.0 0.93 6.86 0.14 0.18 DCB#A3CB#A31 0.41 0.60 ON GRADE 0.98 0.98 1.00% 2.08% 21.0 0.84 6.99 0.15 0.14 DCB#A3CB#A32 0.41 0.60 ON GRADE 0.98 1.06 1.43% 2.08% 24.0 0.91 6.73 0.14 0.16 CB#A30CB#A33 0.13 0.60 ON GRADE 0.31 0.31 1.27% 2.08% 23.0 0.42 4.35 0.09 0.00 DCB#B6610-YR STORM: SPREAD CALCULATIONS / INLET CAPACITY CHARTSURFACE 'Q' SLOPEINLET TYPE INLETDRAINAGE AREAINLET 'C'STORM SYSTEM ATo Inlet #BYPASS Q
PROJECT: BraeburnDESIGNED BY:_____ JAC DATE: 2/27/2018MAXIMUM ALLOWABLE SPREAD FOR VALLEYLOCATION: Town on Indian Trail, NCCHECKED BY: _____ MRR DATE:CURB AND GUTTER = 7' RAINFALL INTENSITY 4.00 IN/HRREFERENCE: "Town of Indian Trail - Land Development Standards"10-YR STORM: SPREAD CALCULATIONS / INLET CAPACITY CHART INLET #SUB. TOTALLONG. TRANS.KQ CAP SPREADDEPTHREMARKSDCB#B3 0.61 0.60 SAG-DOUBLE 1.46 1.46 0.00% 2.08% N/A N/A 6.06 0.13 0.00 N/ADCB#B4 0.71 0.60 SAG-DOUBLE 1.70 1.70 0.00% 2.08% N/A N/A 6.70 0.14 0.00 N/ACB#B5 0.04 0.60 ON GRADE 0.10 0.10 3.27% 2.08% 32.0 0.21 2.34 0.05 0.00 DCB#B4CB#B6 0.01 0.60 ON GRADE 0.02 0.02 1.00% 2.08% 21.0 0.08 1.74 0.04 0.00 CB#B7CB#B7 0.10 0.60 SAG-SINGLE 0.24 0.24 0.00% 2.08% N/A N/A 2.30 0.05 0.00 N/ACB#B8 0.05 0.60 ON GRADE 0.12 0.13 1.00% 2.08% 21.0 0.23 3.24 0.07 0.00 CB#B7CB#B9 0.28 0.60 ON GRADE 0.67 0.67 1.00% 2.08% 21.0 0.67 6.06 0.13 0.01 CB#B8CB#B10 0.34 0.60 ON GRADE 0.82 0.89 1.00% 2.08% 21.0 0.79 6.73 0.14 0.10 CB#B11CB#B11 0.05 0.60 ON GRADE 0.12 0.22 1.00% 2.08% 21.0 0.33 3.96 0.08 0.00 CB#B12CB#B12 0.32 0.60 SAG-SINGLE 0.77 0.77 0.00% 2.08% N/A N/A 5.00 0.10 0.00 N/ACB#B14 0.41 0.60 SAG-SINGLE 0.98 1.05 0.00% 2.08% N/A N/A 6.15 0.13 0.00 N/ADCB#B15 0.56 0.60 SAG-DOUBLE 1.34 1.36 0.00% 2.08% N/A N/A 5.77 0.12 0.00 N/ACB#B17 0.35 0.60 SAG-SINGLE 0.84 0.84 0.00% 2.08% N/A N/A 5.31 0.11 0.00 N/ADCB#B18 0.54 0.60 SAG-DOUBLE 1.30 1.30 0.00% 2.08% N/A N/A 5.58 0.12 0.00 N/ACB#B19 0.07 0.60 ON GRADE 0.17 0.21 2.00% 2.08% 27.0 0.33 3.42 0.07 0.00 DCB#B18CB#B20 0.35 0.60 ON GRADE 0.84 0.84 1.51% 2.08% 25.0 0.80 6.10 0.13 0.04 CB#B19CB#B21 0.33 0.60 ON GRADE 0.79 0.79 1.51% 2.08% 25.0 0.77 5.97 0.12 0.02 CB#B71CB#B25 0.25 0.60 ON GRADE 0.60 0.60 1.00% 2.08% 21.0 0.62 5.81 0.12 0.00 CB#B9CB#B26 0.19 0.60 ON GRADE 0.46 0.46 1.00% 2.08% 21.0 0.52 5.24 0.11 0.00 CB#B25CB#B27 0.34 0.60 ON GRADE 0.82 0.82 1.00% 2.08% 21.0 0.75 6.52 0.14 0.06 CB#B73DCB#B28 0.67 0.60 SAG-DOUBLE 1.61 1.61 0.00% 2.08% N/A N/A 6.45 0.13 0.00 N/ADCB#B35 0.27 0.60 SAG-DOUBLE 0.65 0.65 0.00% 2.08% N/A N/A 3.52 0.07 0.00 N/ADCB#B36 0.59 0.60 SAG-DOUBLE 1.42 1.42 0.00% 2.08% N/A N/A 5.92 0.12 0.00 N/ACB#B41 0.30 0.60 ON GRADE 0.72 0.77 1.97% 2.08% 27.0 0.76 5.63 0.12 0.02 DCB#B15CB#B42 0.36 0.60 ON GRADE 0.86 0.86 1.97% 2.08% 27.0 0.81 5.86 0.12 0.05 CB#B41CB#B43 0.51 0.60 ON GRADE 1.22 1.22 1.97% 2.08% 27.0 1.01 6.68 0.14 0.22 CB#B67CB#B54 0.40 0.60 ON GRADE 0.96 0.96 1.00% 2.08% 21.0 0.83 6.93 0.14 0.13 CB#B55CB#B55 0.31 0.60 SAG-SINGLE 0.74 0.87 0.00% 2.08% N/A N/A 5.44 0.11 0.00 N/ADCB#B56 0.46 0.60 SAG-DOUBLE 1.10 1.18 0.00% 2.08% N/A N/A 5.25 0.11 0.00 N/ACB#B57 0.31 0.60 ON GRADE 0.74 0.74 1.00% 2.08% 21.0 0.71 6.30 0.13 0.03 DCB#B56CB#B58 0.19 0.60 ON GRADE 0.46 0.46 1.00% 2.08% 21.0 0.52 5.24 0.11 0.00 CB#B57CB#B59 0.13 0.60 ON GRADE 0.31 0.31 1.00% 2.08% 21.0 0.41 4.54 0.09 0.00 CB#B58CB#B60 0.14 0.60 ON GRADE 0.34 0.34 1.04% 2.08% 21.0 0.43 4.64 0.10 0.00 CB#B59CB#B61 0.22 0.60 ON GRADE 0.53 0.53 1.04% 2.08% 21.0 0.57 5.50 0.11 0.00 CB#B83CB#B64 0.17 0.60 ON GRADE 0.41 0.41 2.00% 2.08% 27.0 0.50 4.41 0.09 0.00 DCB#B18CB#B65 0.36 0.60 SAG-SINGLE 0.86 0.86 0.00% 2.08% N/A N/A 5.41 0.11 0.00 N/ADCB#B66 0.54 0.60 SAG-DOUBLE 1.30 1.30 0.00% 2.08% N/A N/A 5.58 0.12 0.00 N/ACB#B67 0.28 0.60 ON GRADE 0.67 0.89 1.97% 2.08% 27.0 0.82 5.93 0.12 0.06 CB#B14CB#B68 0.13 0.60 ON GRADE 0.31 0.31 2.00% 2.08% 27.0 0.43 3.99 0.08 0.00 CB#B17DCB#B69 0.56 0.60 SAG-DOUBLE 1.34 1.34 0.00% 2.08% N/A N/A 5.72 0.12 0.00 N/ACB#B70 0.24 0.60 ON GRADE 0.58 0.59 1.51% 2.08% 25.0 0.64 5.33 0.11 0.00 DCB#B28CB#B71 0.31 0.60 ON GRADE 0.74 0.76 1.51% 2.08% 25.0 0.75 5.89 0.12 0.01 CB#B70CB#B72 0.11 0.60 ON GRADE 0.26 0.26 1.51% 2.08% 25.0 0.39 3.95 0.08 0.00 DCB#B15CB#B73 0.32 0.60 ON GRADE 0.77 0.83 1.00% 2.08% 21.0 0.76 6.57 0.14 0.07 CB#B10DCB#B79 0.27 0.80 SAG-DOUBLE 0.86 0.86 0.00% 2.08% N/A N/A 4.26 0.09 0.00 N/ACB#B80 0.22 0.60 ON GRADE 0.53 0.53 1.33% 2.08% 23.0 0.57 5.25 0.11 0.00 CB#B55CB#B81 0.32 0.60 ON GRADE 0.77 0.77 1.33% 2.08% 23.0 0.72 6.04 0.13 0.04 DCB#B56CB#B83 0.18 0.60 ON GRADE 0.43 0.43 1.04% 2.08% 21.0 0.50 5.10 0.11 0.00 DCB#B35STORM SYSTEM BDRAINAGE AREAINLET 'C' INLET TYPESURFACE 'Q' SLOPE INLET BYPASS QTo Inlet #
PROJECT: BraeburnDESIGNED BY:_____ JAC DATE: 2/27/2018MAXIMUM ALLOWABLE SPREAD FOR VALLEYLOCATION: Town on Indian Trail, NCCHECKED BY: _____ MRR DATE:CURB AND GUTTER = 7' RAINFALL INTENSITY 4.00 IN/HRREFERENCE: "Town of Indian Trail - Land Development Standards"10-YR STORM: SPREAD CALCULATIONS / INLET CAPACITY CHART INLET #SUB. TOTALLONG. TRANS.KQ CAP SPREADDEPTHREMARKSDCB#C3 0.70 0.60 SAG-DOUBLE 1.68 1.68 0.00% 2.08% N/A N/A 6.64 0.14 0.00 N/ACB#C4 0.21 0.60 ON GRADE 0.50 0.50 2.00% 2.08% 27.0 0.58 4.78 0.10 0.00 DCB#C3CB#C5 0.03 0.60 ON GRADE 0.07 0.07 2.00% 2.08% 27.0 0.17 2.30 0.05 0.00 CB#C4CB#C6 0.17 0.60 ON GRADE 0.41 0.41 2.00% 2.08% 27.0 0.50 4.41 0.09 0.00 CB#C15CB#C15 0.21 0.60 ON GRADE 0.50 0.50 2.00% 2.08% 27.0 0.58 4.78 0.10 0.00 DCB#C3 INLET #SUB. TOTALLONG. TRANS.KQ CAP SPREADDEPTHREMARKSCB#D50.17 0.60 ON GRADE 0.41 0.64 1.16% 2.08% 22.0 0.65 5.79 0.12 0.00 DCB#D21CB#D60.07 0.60 ON GRADE 0.17 0.17 1.16% 2.08% 22.0 0.28 3.50 0.07 0.00 CB#D22CB#D70.08 0.60 ON GRADE 0.19 0.19 1.16% 2.08% 22.0 0.30 3.68 0.08 0.00 CB#D6CB#D90.55 0.60 SAG-DOUBLE 1.32 1.49 0.00% 2.08% N/A N/A 6.14 0.13 0.00 N/ACB#D10 0.12 0.60 ON GRADE 0.29 0.67 1.39% 2.08% 24.0 0.69 5.69 0.12 0.00 CB#D9CB#D11 0.30 0.60 ON GRADE 0.72 0.97 1.98% 2.08% 27.0 0.87 6.13 0.13 0.10 CB#D10CB#D12 0.72 0.42 ON GRADE 1.21 1.35 1.98% 2.08% 27.0 1.07 6.92 0.14 0.28 CB#D10CB#D13 0.44 0.60 ON GRADE 1.06 1.06 1.98% 2.08% 27.0 0.92 6.32 0.13 0.14 CB#D12 Portion of overall 0.90 AC drainage area to be caught within future Amenity Area.CB#D14 0.30 0.60 ON GRADE 0.72 0.72 1.98% 2.08% 27.0 0.72 5.47 0.11 0.00 CB#D13CB#D15 0.18 0.60 ON GRADE 0.43 0.43 1.98% 2.08% 27.0 0.52 4.52 0.09 0.00 CB#D14 Portion of overall 1.31 AC drainage area to be caught within future Amenity Area.CB#D16 0.05 0.60 ON GRADE 0.12 0.12 1.98% 2.08% 27.0 0.24 2.79 0.06 0.00 CB#D15CB#D17 0.10 0.60 ON GRADE 0.24 0.24 1.98% 2.08% 27.0 0.36 3.62 0.08 0.00 CB#D16CB#D18 0.08 0.60 ON GRADE 0.19 0.19 1.15% 2.08% 22.0 0.30 3.69 0.08 0.00 CB#D17CB#D19 0.09 0.60 ON GRADE 0.22 0.22 1.15% 2.08% 22.0 0.33 3.86 0.08 0.00 CB#D18CB#D20 0.25 0.60 ON GRADE 0.60 0.60 1.15% 2.08% 22.0 0.62 5.66 0.12 0.00 CB#D64DCB#D21 0.62 0.60 SAG-DOUBLE 1.49 1.49 0.00% 2.08% N/A N/A 6.12 0.13 0.00 N/ACB#D22 0.35 0.60 SAG-SINGLE 0.84 0.88 0.00% 2.08% N/A N/A 5.49 0.11 0.00 N/ACB#D28 0.33 0.60 ON GRADE 0.79 0.79 1.00% 2.08% 21.0 0.74 6.44 0.13 0.05 CB#D22CB#D29 0.17 0.60 ON GRADE 0.41 0.41 1.00% 2.08% 21.0 0.49 5.03 0.10 0.00 CB#D28CB#D30 0.45 0.60 SAG-SINGLE 1.08 1.08 0.00% 2.08% N/A N/A 6.28 0.13 0.00 N/ACB#D31 0.25 0.60 ON GRADE 0.60 0.60 1.00% 2.08% 21.0 0.62 5.81 0.12 0.00 CB#D30CB#D32 0.23 0.60 ON GRADE 0.55 0.55 1.00% 2.08% 21.0 0.59 5.63 0.12 0.00 CB#D61CB#D39 0.41 0.60 ON GRADE 0.98 1.06 1.16% 2.08% 22.0 0.88 6.99 0.15 0.17 CB#D9CB#D40 0.35 0.60 ON GRADE 0.84 0.84 1.16% 2.08% 22.0 0.77 6.41 0.13 0.07 CB#D39CB#D41 0.04 0.60 ON GRADE 0.10 0.10 1.16% 2.08% 22.0 0.20 2.84 0.06 0.00 CB#D40CB#D42 0.15 0.60 ON GRADE 0.36 0.36 2.31% 2.08% 29.0 0.48 4.10 0.09 0.00 CB#D41CB#D43 0.15 0.60 ON GRADE 0.36 0.36 2.31% 2.08% 29.0 0.48 4.10 0.09 0.00 DCB#B4CB#D49 0.18 0.60 ON GRADE 0.43 0.46 1.00% 2.08% 21.0 0.52 5.25 0.11 0.00 DCB#D21CB#D50 0.04 0.60 ON GRADE 0.10 0.10 1.00% 2.08% 21.0 0.20 2.92 0.06 0.00 CB#D22CB#D51 0.03 0.60 ON GRADE 0.07 0.07 1.00% 2.08% 21.0 0.16 2.62 0.05 0.00 CB#D52CB#D52 0.30 0.60 SAG-SINGLE 0.72 0.82 0.00% 2.08% N/A N/A 5.21 0.11 0.00 N/ACB#D53 0.40 0.60 SAG-SINGLE 0.96 1.06 0.00% 2.08% N/A N/A 6.18 0.13 0.00 N/ACB#D54 0.37 0.60 ON GRADE 0.89 0.89 1.00% 2.08% 21.0 0.79 6.73 0.14 0.10 CB#D53CB#D55 0.37 0.60 ON GRADE 0.89 0.89 1.00% 2.08% 21.0 0.79 6.73 0.14 0.10 CB#D52CB#D58 0.24 0.60 ON GRADE 0.58 0.58 1.39% 2.08% 24.0 0.62 5.38 0.11 0.00 CB#D10CB#D59 0.35 0.60 ON GRADE 0.84 0.84 1.39% 2.08% 24.0 0.79 6.19 0.13 0.05 CB#D65CB#D60 0.30 0.60 ON GRADE 0.72 0.72 1.00% 2.08% 21.0 0.69 6.22 0.13 0.03 CB#D49CB#D61 0.50 0.60 SAG-SINGLE 1.20 1.20 0.00% 2.08% N/A N/A 6.73 0.14 0.00 N/ACB#D62 0.54 0.60 ON GRADE 1.30 1.30 1.98% 2.08% 27.0 1.04 6.82 0.14 0.25 CB#D11CB#D63 0.33 0.60 ON GRADE 0.79 0.79 1.16% 2.08% 22.0 0.74 6.27 0.13 0.05 CB#D68CB#D64 0.23 0.60 ON GRADE 0.55 0.55 1.15% 2.08% 22.0 0.59 5.48 0.11 0.00 CB#B27CB#D65 0.26 0.60 ON GRADE 0.62 0.68 1.39% 2.08% 24.0 0.69 5.71 0.12 0.00 CB#D67CB#D66 0.32 0.60 ON GRADE 0.77 0.77 1.00% 2.08% 21.0 0.72 6.37 0.13 0.04 CB#D22CB#D67 0.53 0.60 SAG-SINGLE 1.27 1.27 0.00% 2.08% N/A N/A 7.00 0.15 0.00 N/ACB#D68 0.37 0.60 ON GRADE 0.89 0.94 1.16% 2.08% 22.0 0.82 6.69 0.14 0.12 CB#D69CB#D69 0.44 0.60 ON GRADE 1.06 1.18 1.16% 2.08% 22.0 0.94 7.27 0.15 0.23 CB#D5CB#D70 0.17 0.60 ON GRADE 0.41 0.41 1.00% 2.08% 21.0 0.49 5.03 0.10 0.00 CB#D66STORM SYSTEM DDRAINAGE AREAINLET 'C' INLET TYPESURFACE 'Q' SLOPE INLET BYPASS QTo Inlet #STORM SYSTEM CDRAINAGE AREAINLET 'C' INLET TYPESURFACE 'Q' SLOPE INLET BYPASS QTo Inlet #
PROJECT: BraeburnDESIGNED BY:_____ JAC DATE: 2/27/2018MAXIMUM ALLOWABLE SPREAD FOR VALLEYLOCATION: Town on Indian Trail, NCCHECKED BY: _____ MRR DATE:CURB AND GUTTER = 7' RAINFALL INTENSITY 4.00 IN/HRREFERENCE: "Town of Indian Trail - Land Development Standards"10-YR STORM: SPREAD CALCULATIONS / INLET CAPACITY CHART INLET #SUB. TOTALLONG. TRANS.KQ CAP SPREADDEPTHREMARKSDCB#E3 0.48 0.60 SAG-DOUBLE 1.15 1.35 0.00% 2.08% N/A N/A 5.73 0.12 0.00 N/ACB#E4 0.46 0.60 SAG-SINGLE 1.10 1.23 0.00% 2.08% N/A N/A 6.83 0.14 0.00 N/ACB#E6 0.43 0.60 SAG-SINGLE 1.03 1.03 0.00% 2.08% N/A N/A 6.09 0.13 0.00 N/ACB#E7 0.47 0.60 SAG-SINGLE 1.13 1.13 0.00% 2.08% N/A N/A 6.46 0.13 0.00 N/ACB#E17 0.30 0.60 ON GRADE 0.72 0.72 1.00% 2.08% 21.0 0.69 6.22 0.13 0.03 CB#E4CB#E18 0.19 0.60 ON GRADE 0.46 0.46 1.00% 2.08% 21.0 0.52 5.24 0.11 0.00 CB#E17CB#E19 0.37 0.60 ON GRADE 0.89 0.89 1.00% 2.08% 21.0 0.79 6.73 0.14 0.10 CB#E33CB#E20 0.37 0.60 ON GRADE 0.89 0.89 1.00% 2.08% 21.0 0.79 6.73 0.14 0.10 CB#E4CB#E21 0.15 0.60 ON GRADE 0.36 0.36 1.00% 2.08% 21.0 0.45 4.80 0.10 0.00 CB#E20CB#E22 0.14 0.60 ON GRADE 0.34 0.34 1.00% 2.08% 21.0 0.43 4.67 0.10 0.00 CB#E21CB#E23 0.28 0.60 ON GRADE 0.67 0.67 1.00% 2.08% 21.0 0.67 6.06 0.13 0.01 CB#E34CB#E26 0.10 0.60 ON GRADE 0.24 0.24 1.28% 2.08% 23.0 0.35 3.93 0.08 0.00 CB#E27CB#E27 0.31 0.60 SAG-SINGLE 0.74 0.77 0.00% 2.08% N/A N/A 5.01 0.10 0.00 N/ADCB#E28 0.65 0.60 SAG-DOUBLE 1.56 1.56 0.00% 2.08% N/A N/A 6.32 0.13 0.00 N/ACB#E32 0.39 0.60 ON GRADE 0.94 0.96 1.00% 2.08% 21.0 0.83 6.94 0.14 0.13 DCB#E3CB#E33 0.30 0.60 ON GRADE 0.72 0.82 1.00% 2.08% 21.0 0.75 6.52 0.14 0.06 DCB#E3CB#E34 0.30 0.60 ON GRADE 0.72 0.73 1.00% 2.08% 21.0 0.70 6.24 0.13 0.03 CB#E32 INLET #SUB. TOTALLONG. TRANS.KQ CAP SPREADDEPTHREMARKSDCB#F3 0.40 0.60 SAG-DOUBLE 0.96 1.26 0.00% 2.08% N/A N/A 5.49 0.11 0.00 N/ADCB#F4 0.42 0.60 SAG-DOUBLE 1.01 1.07 0.00% 2.08% N/A N/A 4.90 0.10 0.00 N/ADCB#F8 0.53 0.60 SAG-DOUBLE 1.27 1.38 0.00% 2.08% N/A N/A 5.82 0.12 0.00 N/ADCB#F9 0.62 0.60 SAG-DOUBLE 1.49 1.55 0.00% 2.08% N/A N/A 6.30 0.13 0.00 N/ACB#F10 0.05 0.60 ON GRADE 0.12 0.22 1.00% 2.08% 21.0 0.33 3.98 0.08 0.00 DCB#F9CB#F11 0.40 0.60 ON GRADE 0.96 0.96 2.00% 2.08% 27.0 0.86 6.08 0.13 0.10 CB#F10CB#F12 0.30 0.60 ON GRADE 0.72 0.72 2.00% 2.08% 27.0 0.72 5.46 0.11 0.00 CB#F11CB#F13 0.13 0.60 ON GRADE 0.31 0.31 2.00% 2.08% 27.0 0.43 3.99 0.08 0.00 CB#D58CB#F14 0.24 0.60 ON GRADE 0.58 0.58 2.00% 2.08% 27.0 0.63 5.02 0.10 0.00 CB#F13CB#F15 0.11 0.60 ON GRADE 0.26 0.26 2.00% 2.08% 27.0 0.38 3.75 0.08 0.00 CB#F14CB#F16 0.05 0.60 ON GRADE 0.12 0.12 2.00% 2.08% 27.0 0.23 2.79 0.06 0.00 CB#F15CB#F17 0.07 0.60 ON GRADE 0.17 0.17 2.00% 2.08% 27.0 0.29 3.16 0.07 0.00 CB#D20CB#F18 0.16 0.60 ON GRADE 0.38 0.38 2.00% 2.08% 27.0 0.49 4.31 0.09 0.00 CB#F46CB#F25 0.09 0.60 ON GRADE 0.22 0.22 1.71% 2.08% 26.0 0.34 3.58 0.07 0.00 DCB#F4CB#F26 0.23 0.60 ON GRADE 0.55 0.55 1.71% 2.08% 26.0 0.62 5.09 0.11 0.00 CB#F25CB#F27 0.25 0.60 ON GRADE 0.60 0.66 1.71% 2.08% 26.0 0.69 5.44 0.11 0.00 CB#F48CB#F28 0.37 0.60 ON GRADE 0.89 0.89 1.71% 2.08% 26.0 0.83 6.08 0.13 0.06 CB#F27CB#F29 0.29 0.60 ON GRADE 0.70 0.70 1.71% 2.08% 26.0 0.71 5.55 0.12 0.00 CB#F28CB#F30 0.29 0.60 ON GRADE 0.70 0.70 1.71% 2.08% 26.0 0.71 5.55 0.12 0.00 CB#F29CB#F31 0.46 0.60 ON GRADE 1.10 1.10 1.71% 2.08% 26.0 0.95 6.60 0.14 0.15 CB#F35CB#F34 0.16 0.60 ON GRADE 0.38 0.38 2.00% 2.08% 27.0 0.49 4.31 0.09 0.00 CB#G8CB#F35 0.20 0.60 ON GRADE 0.48 0.63 1.71% 2.08% 26.0 0.67 5.36 0.11 0.00 CB#F44CB#F40 0.18 0.60 ON GRADE 0.43 0.43 1.71% 2.08% 26.0 0.53 4.64 0.10 0.00 CB#F26CB#F41 0.35 0.60 ON GRADE 0.84 0.84 1.25% 2.08% 23.0 0.78 6.32 0.13 0.06 DCB#F4CB#F42 0.36 0.60 ON GRADE 0.86 0.86 1.25% 2.08% 23.0 0.80 6.39 0.13 0.07 DCB#F3CB#F43 0.40 0.60 ON GRADE 0.96 0.96 2.07% 2.08% 27.0 0.85 6.04 0.13 0.11 DCB#F8CB#F44 0.36 0.60 ON GRADE 0.86 0.86 2.07% 2.08% 27.0 0.80 5.81 0.12 0.07 DCB#F9CB#F45 0.27 0.60 ON GRADE 0.65 0.65 2.00% 2.08% 27.0 0.67 5.25 0.11 0.00 CB#F12CB#F46 0.34 0.60 ON GRADE 0.82 0.82 2.00% 2.08% 27.0 0.78 5.72 0.12 0.04 CB#F47CB#F47 0.40 0.60 SAG-SINGLE 0.96 1.00 0.00% 2.08% N/A N/A 5.95 0.12 0.00 N/ACB#F48 0.53 0.60 ON GRADE 1.27 1.27 1.71% 2.08% 26.0 1.04 6.96 0.14 0.23 DCB#F3STORM SYSTEM FDRAINAGE AREAINLET 'C' INLET TYPESURFACE 'Q' SLOPE INLET BYPASS QTo Inlet #STORM SYSTEM EDRAINAGE AREAINLET 'C' INLET TYPESURFACE 'Q' SLOPE INLET BYPASS QTo Inlet #
PROJECT: BraeburnDESIGNED BY:_____ JAC DATE: 2/27/2018MAXIMUM ALLOWABLE SPREAD FOR VALLEYLOCATION: Town on Indian Trail, NCCHECKED BY: _____ MRR DATE:CURB AND GUTTER = 7' RAINFALL INTENSITY 4.00 IN/HRREFERENCE: "Town of Indian Trail - Land Development Standards"10-YR STORM: SPREAD CALCULATIONS / INLET CAPACITY CHART INLET #SUB. TOTALLONG. TRANS.KQ CAP SPREADDEPTHREMARKSCB#G30.04 0.60 ON GRADE 0.10 0.10 2.29% 2.08% 29.0 0.21 2.50 0.05 0.00 CB#G4CB#G40.09 0.60 ON GRADE 0.22 0.22 2.29% 2.08% 29.0 0.35 3.39 0.07 0.00 N/ACB#G50.12 0.60 ON GRADE 0.29 0.29 2.00% 2.08% 27.0 0.41 3.87 0.08 0.00 N/ACB#G60.34 0.60 ON GRADE 0.82 0.83 2.00% 2.08% 27.0 0.79 5.76 0.12 0.04 N/ACB#G70.06 0.60 ON GRADE 0.14 0.39 2.20% 2.08% 28.0 0.50 4.28 0.09 0.00 N/ACB#G80.54 0.60 ON GRADE 1.30 1.30 2.20% 2.08% 28.0 1.05 6.69 0.14 0.25 CB#G7CB#G12 0.29 0.60 ON GRADE 0.70 0.70 1.00% 2.08% 21.0 0.68 6.14 0.13 0.02 CB#G6CB#G13 0.30 0.60 ON GRADE 0.72 0.72 1.00% 2.08% 21.0 0.69 6.22 0.13 0.03 CB#E27CB#G14 0.14 0.60 ON GRADE 0.34 0.34 2.29% 2.08% 29.0 0.46 4.00 0.08 0.00 N/ACB#G15 0.22 0.60 ON GRADE 0.53 0.53 2.29% 2.08% 29.0 0.61 4.74 0.10 0.00 CB#G3CB#G16 0.28 0.60 ON GRADE 0.67 0.67 2.29% 2.08% 29.0 0.71 5.19 0.11 0.00 CB#G14CB#G18 0.34 0.60 ON GRADE 0.82 0.82 2.20% 2.08% 28.0 0.78 5.62 0.12 0.03 N/ASTORM SYSTEM GDRAINAGE AREAINLET 'C' INLET TYPESURFACE 'Q' SLOPE INLET BYPASS QTo Inlet #
. Wet Ponds
A.
Wet Pond 1
Pre-Development
ESP Associates, P.A.
3475 Lakemont Blvd. Fort Mill, SC 29708 Phone [phone] Fax [phone]
Time of Concentration (Tc) or Travel Time (Tt)
Project By Date
Location Checked Date
Circle One: Present Developed
1. SHEET FLOW
1. Surface description (table 3-1)……………………………
2. Manning's roughness coefficient, n (table 3-1)…………….
3. Flow length, L (total L ≤ 300 ft)………………………....ft
4. Two-year 24-hour rainfall, P ………...…………………..in
5. Land slope, s …………………....……………………….ft/ft
6. Tt = 0.007 (nL)^0.8 …...………...hr 0.29
2. SHALLOW CONCENTRATED FLOW
7. Surface description (paved or unpaved)……………....…
8. Flow length, L …………….……….…......……...…….....ft
9. Watercourse slope, s …………….……..........……….ft/ft
10. Average velocity, V (figure 3-1)……………………….…
11. Tt = L …...……..hr 0.08
3. CHANNEL FLOW
12. Channel type (Pipe or Open Channel)
13. Cross sectional flow area, a……………................……ft²
14. Wetted perimeter, pw ……………………..….…...…..ft
15. Hydraulic radius r = a/pw ……………..ft
16. Channel slope, s …………...…………….…………...ft/ft
17. Manning's roughness coefficient, n …...……….....….......
18. V = [1.49 r^(2/3) s^(1/2)] / n Compute V …………..ft/s
19. Flow length, L …………….……………………………..ft
20. Tt = L …...……...hr 0.00
21. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19)Hr = 0.37
Min = 22.2
Reference:Urban Hydrology for Small Watersheds Rainfall, P, taken from
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
NCDENR BMP Design Manual, July 2007
Compute r 0.04 0.50
0.013
Compute Tt 0.29 +0.00
Woods-Light Grass-Short
0.4 0.15
100 30
3.12 3.12
0.0360 0.02
Unpaved
3600 V
0.005
0.040 0.012
0.50 5.53
130 1718
Compute Tt 0.00 +0.00
Unpaved
3600 V
SEGMENT ID
12/8/2017
12/8/2017
SEGMENT ID A
CAL
MRR
Braeburn
Indian Trail, Union County, NC
Wet Pond 1 Pre-Dev TOC
P2^0.5 s^0.4
SEGMENT ID B C
367 361
0.0400 0.0166
3.227 2.08
Compute Tt 0.03 +0.05
1.10 6.28
Open Channel Pipe
0.05 3.14
ESP Associates', PA
Po Box 7030
Charlotte NC 28241
Wet Pond 1 Pre-Dev TOC
Braeburn - Pond 1 - TOC Calcs Pre-Dev
12/14/2017
ESP Associates, P.A.
3475 Lakemont Blvd. Fort Mill, SC 29708 Phone [phone] Fax [phone]
Runoff Curve Number and Runoff
Project By Date 2/19/2018
Location Checked Date 2/19/2018
Circle One: Present Developed
1. Runoff Curve Number
Soil Cover Description CN* Area Product
Hydrologic (cover type, treatment Tbl. Fig. Fig. of
Group and hydrologic condition)2-2 2-3 2-4 Acres CN x area
B
B
B
C
C
C
C
D
D
D
D
* Use only one CN source per line Totals =13.073 911.77
CN (weighted)total product = 911.768 = 69.7 Use CN=70
total area 13.0733
2. Runoff
Storm #1 Storm #2 Storm #3
Frequency yr 10 100
Rainfall , P (24-hour)in 6.50 10.30
Runoff , Q in 3.21 6.50
(Use P and CN with table 3-11, fig. 2-1,
and equation 3-14)
Reference:Urban Hydrology for Small Watersheds Rainfall, P, taken from:
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
Woods, Good condition
(TaB)
Open space, Good condition (grass cover > 75%)
Dirt Roads (including right-of-way)
Paved areas, streets, roofs, driveways, etc (excl.ROW)
0.00061
(CmB)
Woods, Good condition
(CmB)
CAL
55
Pond 1 CN Pre-Development
1.626 89.45
Braeburn
Indian Trail, Union County, NC MRR
Paved areas, streets, roofs, driveways, etc (excl.ROW)
0.00(TaB)
0.220 18.07
77
(TaB)
(ScA)
82
6.50
Woods, Good condition 70
NCDENR BMP Design Manual, July 2007
0.772 59.44
2
4.20
1.46
2.710.02898
0.12
0.96
0.001
0.012
(ScA)
Open space, Good condition (grass cover > 75%) 74(ScA)
98
682.28
0.000 0.00
52.230.600
0.066
9.747
(CmB)
Dirt Roads (including right-of-way) 87
Dirt Roads (including right-of-way) 89
(ScA)
(CmB)
Open space, Good condition (grass cover > 75%) 80
ESP Assocates, PA
PoBox 7030
Charlotte NC 28241
Pond 1 CN Pre-Development
Braeburn - Pond 1 - CN Calcs Pre-Dev
2/16/2018
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 1
POND 1 PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 5.416 cfs
Storm frequency = 1 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 23,855 cuft
Drainage area = 13.070 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 22.20 min
Total precip. = 2.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (hrs)
POND 1 PRE-DEV
Hyd. No. 1 -- 1 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 1
POND 1 PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 9.643 cfs
Storm frequency = 2 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 37,760 cuft
Drainage area = 13.070 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 22.20 min
Total precip. = 3.12 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (hrs)
POND 1 PRE-DEV
Hyd. No. 1 -- 2 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 1
POND 1 PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 25.71 cfs
Storm frequency = 10 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 91,236 cuft
Drainage area = 13.070 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 22.20 min
Total precip. = 4.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (hrs)
POND 1 PRE-DEV
Hyd. No. 1 -- 10 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 1
POND 1 PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 36.11 cfs
Storm frequency = 25 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 126,334 cuft
Drainage area = 13.070 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 22.20 min
Total precip. = 5.76 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (hrs)
POND 1 PRE-DEV
Hyd. No. 1 -- 25 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 1
POND 1 PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 44.36 cfs
Storm frequency = 50 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 154,089 cuft
Drainage area = 13.070 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 22.20 min
Total precip. = 6.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (hrs)
POND 1 PRE-DEV
Hyd. No. 1 -- 50 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 1
POND 1 PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 49.98 cfs
Storm frequency = 100 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 173,133 cuft
Drainage area = 13.070 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 22.20 min
Total precip. = 6.96 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (hrs)
POND 1 PRE-DEV
Hyd. No. 1 -- 100 Year
Hyd No. 1
B.
Wet Pond 1
Post-Development
ESP Associates, P.A.
3475 Lakemont Blvd. Fort Mill, SC 29708 Phone [phone] Fax [phone]
Time of Concentration (Tc) or Travel Time (Tt)
Project By Date
Location Checked Date
Circle One: Present Developed
1. SHEET FLOW
1. Surface description (table 3-1)……………………………
2. Manning's roughness coefficient, n (table 3-1)…………….
3. Flow length, L (total L ≤ 300 ft)………………………....ft
4. Two-year 24-hour rainfall, P ………...…………………..in
5. Land slope, s …………………....……………………….ft/ft
6. Tt = 0.007 (nL)^0.8 …...………...hr 0.24
2. SHALLOW CONCENTRATED FLOW
7. Surface description (paved or unpaved)……………....…
8. Flow length, L …………….……….…......……...…….....ft
9. Watercourse slope, s …………….……..........……….ft/ft
10. Average velocity, V (figure 3-1)……………………….…
11. Tt = L …...……..hr 0.01
3. CHANNEL FLOW
12. Channel type (Pipe or Open Channel)
13. Cross sectional flow area, a……………................……ft²
14. Wetted perimeter, pw ……………………..….…...…..ft
15. Hydraulic radius r = a/pw ……………..ft
16. Channel slope, s …………...…………….…………...ft/ft
17. Manning's roughness coefficient, n …...……….....….......
18. V = [1.49 r^(2/3) s^(1/2)] / n Compute V …………..ft/s
19. Flow length, L …………….……………………………..ft
20. Tt = L …...……...hr 0.03
21. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19)Hr = 0.28
Min = 16.8
Reference:Urban Hydrology for Small Watersheds Rainfall, P, taken from
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
NCDENR BMP Design Manual, July 2007
Compute r 0.50 0.50
0.005
Compute Tt 0.15 +0.09
Grass-Short Woods-Light
0.15 0.4
60 40
3.12 3.12
0.0100 0.095
Unpaved
3600 V
0.005
0.012 0.012
5.53 5.53
558 1733
Compute Tt 0.03 +0.00
Unpaved
3600 V
SEGMENT ID
12/8/2017
12/8/2017
SEGMENT ID A B
CAL
MRR
Braeburn
Indian Trail, Union County, NC
Wet Pond 1 Post-Dev TOC
P2^0.5 s^0.4
SEGMENT ID B C
115 32
0.0608 0.0140
3.978 1.91
Compute Tt 0.01 +0.00
6.28 6.28
Pipe Pipe
3.14 3.14
D
ESP Associates', PA
Po Box 7030
Charlotte NC 28241
Wet Pond 1 Post-Dev TOC
Braeburn - Pond 1 - TOC Calcs Post-Dev
12/14/2017
ESP Associates, P.A.
3475 Lakemont Blvd. Fort Mill, SC 29708 Phone [phone] Fax [phone]
Runoff Curve Number and Runoff
Project By Date 2/19/2018
Location Checked Date 2/19/2018
Circle One: Present Developed
1. Runoff Curve Number
Soil Cover Description CN* Area Product
Hydrologic (cover type, treatment Tbl. Fig. Fig. of
Group and hydrologic condition)2-2 2-3 2-4 Acres CN x area
B
C
D
* Use only one CN source per line Totals =13.074 1168.81
CN (weighted)total product = 1168.81 = 89.4 Use CN=89
total area 13.074
2. Runoff
Storm #1 Storm #2 Storm #3
Frequency yr 10 100
Rainfall , P (24-hour)in 6.50 10.30
Runoff , Q in 5.22 8.95
(Use P and CN with table 3-11, fig. 2-1,
and equation 3-14)
Reference:Urban Hydrology for Small Watersheds Rainfall, P, taken from:
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
NCDENR BMP Design Manual, July 2007
2
4.20
3.01
Commercial and business
947.88(ScA)
0.694 63.89(CmB)
()
92
CAL
85
Pond 1 Post-Development CN
1.848 157.04
Braeburn
Indian Trail, Union County, NC MRR
Residential, 1/8 acre or less (town houses)
(TaB)
Residential, 1/8 acre or less (town houses)
Residential, 1/8 acre or less (town houses)
Residential, 1/4 acre
10.53290
()
Paved Roads; open ditches (including ROW)
()
ESP Assocates, PA
PoBox 7030
Charlotte NC 28241
Pond 1 Post-Development CN
Braeburn - Pond 1 - CN Calcs Post-Dev
2/16/2018
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 2
POND 1 POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 23.13 cfs
Storm frequency = 1 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 72,347 cuft
Drainage area = 13.070 ac Curve number = 89
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 16.80 min
Total precip. = 2.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (hrs)
POND 1 POST-DEV
Hyd. No. 2 -- 1 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 2
POND 1 POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 30.34 cfs
Storm frequency = 2 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 95,298 cuft
Drainage area = 13.070 ac Curve number = 89
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 16.80 min
Total precip. = 3.12 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (hrs)
POND 1 POST-DEV
Hyd. No. 2 -- 2 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 2
POND 1 POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 53.06 cfs
Storm frequency = 10 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 169,885 cuft
Drainage area = 13.070 ac Curve number = 89
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 16.80 min
Total precip. = 4.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (hrs)
POND 1 POST-DEV
Hyd. No. 2 -- 10 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 2
POND 1 POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 66.02 cfs
Storm frequency = 25 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 213,650 cuft
Drainage area = 13.070 ac Curve number = 89
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 16.80 min
Total precip. = 5.76 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (hrs)
POND 1 POST-DEV
Hyd. No. 2 -- 25 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 2
POND 1 POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 75.70 cfs
Storm frequency = 50 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 246,775 cuft
Drainage area = 13.070 ac Curve number = 89
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 16.80 min
Total precip. = 6.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (hrs)
POND 1 POST-DEV
Hyd. No. 2 -- 50 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 2
POND 1 POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 82.13 cfs
Storm frequency = 100 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 268,962 cuft
Drainage area = 13.070 ac Curve number = 89
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 16.80 min
Total precip. = 6.96 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (hrs)
POND 1 POST-DEV
Hyd. No. 2 -- 100 Year
Hyd No. 2
Basin ID:Required Designer Input=Project Name:Project # :Designer:Date: 02/19/18Rev 1:5.44 ac236,878.58 sf7.64 ac332,623.94 sf0.00 ac13.07 ac 569,502.52 sfPerform Water Balance Calcs.41.59%1.00-inI =41.59%Rv = 0.42V(design) =0.46-ac-ft20,138.82-cfVmp =49,058.17-cfDesign Rainfall is 1 InchDrainage Area is 13.07 AcresTotal Impervious Area:Total Pervious Area:Percent BUA:WQv = (1 x 0.42 x 13.07)/12Calculate The Design VolumeDesign Rainfall:Total Area:Determine the Runoff Coefficient (Rv) for the 1-in rainfallRv = 0.05 + 0.9 x (I)WQv = Design Rainfall x Rv x Onsite Drainage Area Rv is 0.43C. LudwigWet Detention Basin WorksheetWet Pond #1BraeburnFM26.420Basin Drainage Area SummaryCalculate The Required Main Pool VolumeDetermine the Water Quality Volume (WQv)Total Future Impervious Area:
V(forebay) = 20% of Vmp =9,811.63-cf611.00-ft610.50-ftRequired Permanent Pool Volume:58,869.80-cfForebay Crest Elevation =609.50-ftElev. Forebay Area Main Bay Area Total Area Forebay Incr. Vol. Forebay Accumulated Vol.Main Bay Incr. Vol.Main Bay Accumulated Vol.Total Accumulated Vol.605.002,438.06 sf 19,321.74 sf21,759.80 sf 0.00-cf0.00-cf0.00-cf0.00-cf0.00-cf606.003,247.64 sf 21,418.06 sf24,665.70 sf 2,842.85-cf 2,842.85-cf 20,369.90-cf 20,369.90-cf23,212.75-cf607.004,164.37 sf 23,577.81 sf27,742.18 sf 3,706.01-cf 6,548.86-cf 22,497.94-cf 42,867.84-cf49,416.69-cf608.005,186.94 sf 25,797.50 sf30,984.44 sf 4,675.66-cf 11,224.51-cf 24,687.66-cf 67,555.49-cf78,780.00-cf609.006,315.36 sf 28,077.13 sf34,392.49 sf 5,751.15-cf 16,975.66-cf 26,937.32-cf 94,492.81-cf111,468.47-cf609.506,919.27 sf 29,239.57 sf36,158.84 sf 3,308.66-cf 20,284.32-cf 14,329.18-cf 108,821.98-cf129,106.30-cf610.00.00 sf 38,305.46 sf38,305.46 sf 0.00-cf 20,284.32-cf 16,886.26-cf 125,708.24-cf145,992.56-cf610.50.00 sf 39,641.35 sf39,641.35 sf 0.00-cf 20,284.32-cf 19,486.70-cf 145,194.94-cf165,479.26-cf611.00.00 sf 44,195.71 sf44,195.71 sf 1.00-cf 20,285.32-cf 20,959.27-cf 166,154.21-cf186,439.52-cf% Forebay =18.64%Required PPE = 607.39-ftProposed PPE =611.00-ftElev. Incr. Vol. Accumul. Vol.611.00 0.00 cf186,439.52 cf611.5023,275.68 cf209,715.20 cf612.0024,814.50 cf234,529.70 cf613.0051,816.00 cf286,345.70 cf614.0054,774.50 cf341,120.20 cf615.0057,789.50 cf398,909.70 cf616.0060,861.00 cf459,770.70 cf616.5031,598.75 cf491,369.45 cf617.0032,387.94 cf523,757.39 cf618.0067,175.20 cf590,932.59 cfBasin Permanent Pool Stage/Storage53,281.00 sf56,268.00 sf59,311.00 sf62,411.00 sf63,984.00 sf48,907.00 sf50,351.00 sfBasin Detention Stage/Storage Above Permanent Pool ElevationContour Area44,195.71 sf65,567.74 sf68,782.66 sfAssumed Elev. Of Permanent Pool:Elevation at Bottom of Littoral Shelf:Calculate the Permanent Pool Elevation from Proposed Contours with ForebayCalculate The Required Forebay Volume
PPE = 611.00-ftP.P. Perimeter = 926.58-ftVpp = 186,439.52-cfApp = 44,195.71-sfBottom of Shelf Elev = 610.50-ftA(bottom of shelf) = 39,641.35-sfV(shelf) = 1,158.23-cfDavg = 4.67-ftCalculate the Average Depth of the Pond
1-year, 24-hour Storm Pre-Development Runoff Volume =23,855.00-cf(See Hydraflow Hydrographs)1-year, 24-hour Storm Post-Development Runoff Volume =72,347.00-cf(See Hydraflow Hydrographs)Difference =48,492.00-cfVpp = 186,439.52-cf1-year, 24-hour Storm Volume in Wet Pond #1 = 234,931.52-cf1-year, 24-hour Storm Elevation in Wet Pond #1 = 612.01-ftC = 0.6A = 7.07 in2g = 32.2 ft/secH = 0.50 ftOrifice Diameter = 3inQout = 0.17 cfsDrawdown Time = 3.35 daysDetermine The Orifice Size of the Riser Structureܥܣ2݃ܪ଴.ହൌܳ
Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Pond No. 2 - Wet Pond 1 Start at PPE
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 611.00 ft
Stage / Storage Table
Stage (ft)Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 611.00 44,196 0 0
0.50 611.50 48,907 23,263 23,263
1.00 612.00 50,351 24,811 48,075
2.00 613.00 53,281 51,804 99,879
3.00 614.00 53,268 53,269 153,148
4.00 615.00 59,311 56,257 209,405
5.00 616.00 62,411 60,848 270,253
5.50 616.50 63,984 31,595 301,848
6.00 617.00 65,568 32,384 334,232
7.00 618.00 68,783 67,162 401,394
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr][A] [B] [C] [D]
Rise (in)= 36.00 3.00 12.00 0.00
Span (in)= 36.00 3.00 36.00 0.00
No. Barrels = 1 130
Invert El. (ft)= 611.00 611.00 612.50 0.00
Length (ft)= 58.50 0.50 0.50 0.00
Slope (%)= 1.71 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff.= 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes Yes No
Crest Len (ft)= 16.00 20.00 0.00 0.00
Crest El. (ft)= 615.00 616.00 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = 1 Ciplti --- ---
Multi-Stage = Yes NoNoNo
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 / 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 0 611.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.50 23,263 611.50 0.15 ic 0.14 ic 0.00 --- 0.00 0.00 --- --- --- --- 0.143
1.00 48,075 612.00 0.23 ic 0.22 ic 0.00 --- 0.00 0.00 --- --- --- --- 0.216
2.00 99,879 613.00 11.12 ic 0.20 ic 10.83 ic --- 0.00 0.00 --- --- --- --- 11.04
3.00 153,148 614.00 32.70 ic 0.18 ic 32.52 ic --- 0.00 0.00 --- --- --- --- 32.70
4.00 209,405 615.00 42.19 oc 0.23 ic 41.96 ic --- 0.00 0.00 --- --- --- --- 42.19
5.00 270,253 616.00 60.97 ic 0.13 ic 23.34 ic --- 37.51 s 0.00 --- --- --- --- 60.97
5.50 301,848 616.50 66.61 ic 0.10 ic 17.78 ic --- 48.74 s 23.55 --- --- --- --- 90.16
6.00 334,232 617.00 71.32 ic 0.08 ic 14.25 ic --- 56.98 s 66.60 --- --- --- --- 137.91
7.00 401,394 618.00 79.41 ic 0.06 ic 10.14 ic --- 69.17 s 188.37 --- --- --- --- 267.73
Starmount Cove
Unit wt. of concrete (pcf) =150 lb/ft3
Unit wt. of H2O =62.4 lb/ft3
TOP OF RISER ELEV. =615.00 ft
INV. OUT OF RISER ELEV. = 605.00 ft
INT. WIDTH OF RISER =48 in
INT. LENGTH OF RISER =48 in
WALL THICK. OF RISER =6 in
BASE THICK. OF RISER =6 in
VOL. OF RISER =262.5 ft3
BUOYANT FORCE =16380.0 lbs Vol. of Riser x Unit wt. of H2O
VOL. CONC. IN RISER =102.5 ft3
SINKING FORCE OF RISER =8979 lbs
Vol. of Conc. x (Unit wt. of Conc. ‐ Unit wt. of H 2O)
CONC. PAD THICKNESS =24 in
CONC. PAD WIDTH/LENGTH =8 ft
VOL. OF CONC. PAD =128.00 ft3 L x W x H / Pad Thickness
SINKING FORCE OF PAD =11212.8 lbs Vol. of Pad x (Unit wt. of Conc. ‐ Unit wt. of H 2O)
TOTAL SINKING FORCE =20191.8 lbs

F.S. = 1.23 OK F.S. MUST BE GREATER THAN 1.10
CONCRETE ANCHOR BUOYANCY CALCULATIONS
WET POND #1
CS #1
Factor of safety = SINKING FORCE
BUOYANT FORCE
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 3
WET POND 1 PPV
Hydrograph type = Reservoir Peak discharge = 0.247 cfs
Storm frequency = 1 yrs Time to peak = 24.13 hrs
Time interval = 2 min Hyd. volume = 56,715 cuft
Inflow hyd. No. = 2 - POND 1 POST-DEV Max. Elevation = 612.27 ft
Reservoir name = Wet Pond 1 Start at PPE Max. Storage = 61,866 cuft
Storage Indication method used.
0 10 20 30 40 50 60 70 80 90 100
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (hrs)
WET POND 1 PPV
Hyd. No. 3 -- 1 Year
Hyd No. 3 Hyd No. 2 Total storage used = 61,866 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 3
WET POND 1 PPV
Hydrograph type = Reservoir Peak discharge = 0.660 cfs
Storm frequency = 2 yrs Time to peak = 18.27 hrs
Time interval = 2 min Hyd. volume = 73,603 cuft
Inflow hyd. No. = 2 - POND 1 POST-DEV Max. Elevation = 612.54 ft
Reservoir name = Wet Pond 1 Start at PPE Max. Storage = 76,082 cuft
Storage Indication method used.
0 10 20 30 40 50 60 70 80 90 100
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (hrs)
WET POND 1 PPV
Hyd. No. 3 -- 2 Year
Hyd No. 3 Hyd No. 2 Total storage used = 76,082 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 3
WET POND 1 PPV
Hydrograph type = Reservoir Peak discharge = 9.504 cfs
Storm frequency = 10 yrs Time to peak = 12.43 hrs
Time interval = 2 min Hyd. volume = 147,829 cuft
Inflow hyd. No. = 2 - POND 1 POST-DEV Max. Elevation = 612.95 ft
Reservoir name = Wet Pond 1 Start at PPE Max. Storage = 97,296 cuft
Storage Indication method used.
0 10 20 30 40 50 60 70 80 90 100
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (hrs)
WET POND 1 PPV
Hyd. No. 3 -- 10 Year
Hyd No. 3 Hyd No. 2 Total storage used = 97,296 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 3
WET POND 1 PPV
Hydrograph type = Reservoir Peak discharge = 20.59 cfs
Storm frequency = 25 yrs Time to peak = 12.33 hrs
Time interval = 2 min Hyd. volume = 191,451 cuft
Inflow hyd. No. = 2 - POND 1 POST-DEV Max. Elevation = 613.26 ft
Reservoir name = Wet Pond 1 Start at PPE Max. Storage = 113,857 cuft
Storage Indication method used.
0 6 12 18 24 30 36 42 48 54 60 66
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (hrs)
WET POND 1 PPV
Hyd. No. 3 -- 25 Year
Hyd No. 3 Hyd No. 2 Total storage used = 113,857 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 3
WET POND 1 PPV
Hydrograph type = Reservoir Peak discharge = 26.72 cfs
Storm frequency = 50 yrs Time to peak = 12.33 hrs
Time interval = 2 min Hyd. volume = 224,484 cuft
Inflow hyd. No. = 2 - POND 1 POST-DEV Max. Elevation = 613.50 ft
Reservoir name = Wet Pond 1 Start at PPE Max. Storage = 126,475 cuft
Storage Indication method used.
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (hrs)
WET POND 1 PPV
Hyd. No. 3 -- 50 Year
Hyd No. 3 Hyd No. 2 Total storage used = 126,475 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 3
WET POND 1 PPV
Hydrograph type = Reservoir Peak discharge = 28.91 cfs
Storm frequency = 100 yrs Time to peak = 12.33 hrs
Time interval = 2 min Hyd. volume = 246,618 cuft
Inflow hyd. No. = 2 - POND 1 POST-DEV Max. Elevation = 613.68 ft
Reservoir name = Wet Pond 1 Start at PPE Max. Storage = 135,816 cuft
Storage Indication method used.
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (hrs)
WET POND 1 PPV
Hyd. No. 3 -- 100 Year
Hyd No. 3 Hyd No. 2 Total storage used = 135,816 cuft
C.
Wet Pond 2
Pre-Development
ESP Associates, P.A.
3475 Lakemont Blvd. Fort Mill, SC 29708 Phone [phone] Fax [phone]
Time of Concentration (Tc) or Travel Time (Tt)
Project By Date
Location Checked Date
Circle One: Present Developed
1. SHEET FLOW
1. Surface description (table 3-1)……………………………
2. Manning's roughness coefficient, n (table 3-1)…………….
3. Flow length, L (total L ≤ 300 ft)………………………....ft
4. Two-year 24-hour rainfall, P ………...…………………..in
5. Land slope, s …………………....……………………….ft/ft
6. Tt = 0.007 (nL)^0.8 …...………...hr 0.37
2. SHALLOW CONCENTRATED FLOW
7. Surface description (paved or unpaved)……………....…
8. Flow length, L …………….……….…......……...…….....ft
9. Watercourse slope, s …………….……..........……….ft/ft
10. Average velocity, V (figure 3-1)……………………….…
11. Tt = L …...……..hr 0.18
3. CHANNEL FLOW
12. Channel type (Pipe or Open Channel)
13. Cross sectional flow area, a……………................……ft²
14. Wetted perimeter, pw ……………………..….…...…..ft
15. Hydraulic radius r = a/pw ……………..ft
16. Channel slope, s …………...…………….…………...ft/ft
17. Manning's roughness coefficient, n …...……….....….......
18. V = [1.49 r^(2/3) s^(1/2)] / n Compute V …………..ft/s
19. Flow length, L …………….……………………………..ft
20. Tt = L …...……...hr 0.00
21. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19)Hr = 0.55
Min = 33.0
Reference:Urban Hydrology for Small Watersheds Rainfall, P, taken from
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
Compute Tt 0.06 +0.12
6.28 6.28
Pipe Pipe
3.14 3.14
510 902
0.0217 0.0180
2.377 2.16
P2^0.5 s^0.4
SEGMENT ID B C
12/8/2017
12/8/2017
SEGMENT ID A
CAL
MRR
Braeburn
Indian Trail, Union County, NC
Wet Pond 2 TOC PRE-DEV
Unpaved
3600 V
0.005
0.012 0.012
5.53 5.53
931 1718
Compute Tt 0.00 +0.00
Unpaved
3600 V
SEGMENT ID
Compute Tt 0.37 +0.00
Woods-Light Pavement
0.4 0.011
100 25
3.12 3.12
0.0190 0.02
NCDENR BMP Design Manual, July 2007
Compute r 0.50 0.50
0.005
ESP Associates', PA
Po Box 7030
Charlotte NC 28241
Wet Pond 2 TOC PRE-DEV
Braeburn - Pond 2 - TOC Calcs Pre-Development
12/14/2017
ESP Associates, P.A.
3475 Lakemont Blvd. Fort Mill, SC 29708 Phone [phone] Fax [phone]
Runoff Curve Number and Runoff
Project By Date 2/19/2018
Location Checked Date 2/19/2018
Circle One: Present Developed
1. Runoff Curve Number
Soil Cover Description CN* Area Product
Hydrologic (cover type, treatment Tbl. Fig. Fig. of
Group and hydrologic condition)2-2 2-3 2-4 Acres CN x area
B
B
B
C
C
C
C
D
D
D
D
* Use only one CN source per line Totals =20.366 1428.87
CN (weighted)total product = 1428.87 = 70.2 Use CN=70
total area 20.3658
2. Runoff
Storm #1 Storm #2 Storm #3
Frequency yr 10 100
Rainfall , P (24-hour)in 6.50 10.30
Runoff , Q in 3.21 6.50
(Use P and CN with table 3-11, fig. 2-1,
and equation 3-14)
Reference:Urban Hydrology for Small Watersheds Rainfall, P, taken from:
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
0.000
NCDENR BMP Design Manual, July 2007
0.055 4.88
2
4.20
1.46
0.000.00098Paved areas, streets, roofs, driveways, etc (excl.ROW)
0.00(ScA)
1.598 123.08
89
(CmB)
(CmB)
77
0.0080
CAL
55
Pond 2 CN Pre-Development
0.758 41.71
Braeburn
Indian Trail, Union County, NC MRR
Woods, Good condition
(TaB)
Paved areas, streets, roofs, driveways, etc (excl.ROW)
Woods, Good condition
Open space, Good condition (grass cover > 75%)
0.00098
(CmB)
Dirt Roads (including right-of-way)
(CmB)
0.00(TaB)
Dirt Roads (including right-of-way) 82 0.043 3.50(TaB)
Open space, Good condition (grass cover > 75%) 61 0.000
1245.56(ScA)
Open space, Good condition (grass cover > 75%) 74 0.008 0.60(ScA)
Woods, Good condition 70 17.794
9.54(ScA)
Dirt Roads (including right-of-way) 87 0.110
ESP Assocates, PA
PoBox 7030
Charlotte NC 28241
Pond 2 CN Pre-Development
Braeburn - Pond 2 - CN Calcs Pre-Development
2/16/2018
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 1
POND 2 PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 6.543 cfs
Storm frequency = 1 yrs Time to peak = 12.27 hrs
Time interval = 2 min Hyd. volume = 36,983 cuft
Drainage area = 20.370 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 33.00 min
Total precip. = 2.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
7.00 7.00
Q (cfs)
Time (hrs)
POND 2 PRE-DEV
Hyd. No. 1 -- 1 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 1
POND 2 PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 11.68 cfs
Storm frequency = 2 yrs Time to peak = 12.23 hrs
Time interval = 2 min Hyd. volume = 58,541 cuft
Drainage area = 20.370 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 33.00 min
Total precip. = 3.12 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
Q (cfs)
Time (hrs)
POND 2 PRE-DEV
Hyd. No. 1 -- 2 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 1
POND 2 PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 31.70 cfs
Storm frequency = 10 yrs Time to peak = 12.23 hrs
Time interval = 2 min Hyd. volume = 141,446 cuft
Drainage area = 20.370 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 33.00 min
Total precip. = 4.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (hrs)
POND 2 PRE-DEV
Hyd. No. 1 -- 10 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 1
POND 2 PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 44.67 cfs
Storm frequency = 25 yrs Time to peak = 12.23 hrs
Time interval = 2 min Hyd. volume = 195,859 cuft
Drainage area = 20.370 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 33.00 min
Total precip. = 5.76 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (hrs)
POND 2 PRE-DEV
Hyd. No. 1 -- 25 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 1
POND 2 PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 54.85 cfs
Storm frequency = 50 yrs Time to peak = 12.23 hrs
Time interval = 2 min Hyd. volume = 238,889 cuft
Drainage area = 20.370 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 33.00 min
Total precip. = 6.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (hrs)
POND 2 PRE-DEV
Hyd. No. 1 -- 50 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 1
POND 2 PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 61.79 cfs
Storm frequency = 100 yrs Time to peak = 12.23 hrs
Time interval = 2 min Hyd. volume = 268,413 cuft
Drainage area = 20.370 ac Curve number = 70
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 33.00 min
Total precip. = 6.96 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (hrs)
POND 2 PRE-DEV
Hyd. No. 1 -- 100 Year
Hyd No. 1
D.
Wet Pond 2
Post-Development
ESP Associates, P.A.
3475 Lakemont Blvd. Fort Mill, SC 29708 Phone [phone] Fax [phone]
Time of Concentration (Tc) or Travel Time (Tt)
Project By Date
Location Checked Date
Circle One: Present Developed
1. SHEET FLOW
1. Surface description (table 3-1)……………………………
2. Manning's roughness coefficient, n (table 3-1)…………….
3. Flow length, L (total L ≤ 300 ft)………………………....ft
4. Two-year 24-hour rainfall, P ………...…………………..in
5. Land slope, s …………………....……………………….ft/ft
6. Tt = 0.007 (nL)^0.8 …...………...hr 0.12
2. SHALLOW CONCENTRATED FLOW
7. Surface description (paved or unpaved)……………....…
8. Flow length, L …………….……….…......……...…….....ft
9. Watercourse slope, s …………….……..........……….ft/ft
10. Average velocity, V (figure 3-1)……………………….…
11. Tt = L …...……..hr 0.00
3. CHANNEL FLOW
12. Channel type (Pipe or Open Channel)
13. Cross sectional flow area, a……………................……ft²
14. Wetted perimeter, pw ……………………..….…...…..ft
15. Hydraulic radius r = a/pw ……………..ft
16. Channel slope, s …………...…………….…………...ft/ft
17. Manning's roughness coefficient, n …...……….....….......
18. V = [1.49 r^(2/3) s^(1/2)] / n Compute V …………..ft/s
19. Flow length, L …………….……………………………..ft
20. Tt = L …...……...hr 0.05
21. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19)Hr = 0.17
Min = 10.2
Reference:Urban Hydrology for Small Watersheds Rainfall, P, taken from
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
Compute Tt 0.00 +0.00
6.28 6.28
Pipe Pipe
3.14 3.14
D
10 199
0.0075 0.0048
1.760 1.12
P2^0.5 s^0.4
SEGMENT ID C
12/8/2017
12/8/2017
SEGMENT ID A B
CAL
MRR
Braeburn
Indian Trail, Union County, NC
Wet Pond 2 TOC Post-Dev
Paved
3600 V
0.005
0.012 0.012
5.53 5.53
944 1718
Compute Tt 0.05 +0.00
Unpaved
3600 V
SEGMENT ID
Compute Tt 0.11 +0.01
Grass-Short Pavement
0.15 0.011
75 25
3.12 3.12
0.0306 0.02
NCDENR BMP Design Manual, July 2007
Compute r 0.50 0.50
0.005
ESP Associates', PA
Po Box 7030
Charlotte NC 28241
Wet Pond 2 TOC Post-Dev
Braeburn - Pond 2 - TOC Calcs Post-Development
12/14/2017
ESP Associates, P.A.
3475 Lakemont Blvd. Fort Mill, SC 29708 Phone [phone] Fax [phone]
Runoff Curve Number and Runoff
Project By Date 2/19/2018
Location Checked Date 2/19/2018
Circle One: Present Developed
1. Runoff Curve Number
Soil Cover Description CN* Area Product
Hydrologic (cover type, treatment Tbl. Fig. Fig. of
Group and hydrologic condition)2-2 2-3 2-4 Acres CN x area
B
C
D
* Use only one CN source per line Totals =20.366 1832.22
CN (weighted)total product = 1832.22 = 90.0 Use CN=90
total area 20.3658
2. Runoff
Storm #1 Storm #2 Storm #3
Frequency yr 10 100
Rainfall , P (24-hour)in 6.50 10.30
Runoff , Q in 5.33 9.08
(Use P and CN with table 3-11, fig. 2-1,
and equation 3-14)
Reference:Urban Hydrology for Small Watersheds Rainfall, P, taken from:
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
Residential, 1/8 acre or less (town houses)
(TaB)
Residential, 1/8 acre or less (town houses)
Residential, 1/8 acre or less (town houses)
Residential, 1/4 acre
17.91290
()
Paved Roads; open ditches (including ROW)
()
CAL
85
Pond 2 Post-Development CN
0.801 68.08
Braeburn
Indian Trail, Union County, NC MRR
Commercial and business
1612.04(ScA)
1.653 152.10(CmB)
()
92
NCDENR BMP Design Manual, July 2007
2
4.20
3.11
ESP Assocates, PA
PoBox 7030
Charlotte NC 28241
Pond 2 Post-Development CN
Braeburn - Pond 2 - CN Calcs Post-Development
2/16/2018
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 2
POND 2 POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 46.88 cfs
Storm frequency = 1 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 122,202 cuft
Drainage area = 20.370 ac Curve number = 90
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.20 min
Total precip. = 2.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (hrs)
POND 2 POST-DEV
Hyd. No. 2 -- 1 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 2
POND 2 POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 60.80 cfs
Storm frequency = 2 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 159,723 cuft
Drainage area = 20.370 ac Curve number = 90
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.20 min
Total precip. = 3.12 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (hrs)
POND 2 POST-DEV
Hyd. No. 2 -- 2 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 2
POND 2 POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 104.25 cfs
Storm frequency = 10 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 280,895 cuft
Drainage area = 20.370 ac Curve number = 90
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.20 min
Total precip. = 4.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (hrs)
POND 2 POST-DEV
Hyd. No. 2 -- 10 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 2
POND 2 POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 128.93 cfs
Storm frequency = 25 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 351,709 cuft
Drainage area = 20.370 ac Curve number = 90
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.20 min
Total precip. = 5.76 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (hrs)
POND 2 POST-DEV
Hyd. No. 2 -- 25 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 2
POND 2 POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 147.34 cfs
Storm frequency = 50 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 405,228 cuft
Drainage area = 20.370 ac Curve number = 90
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.20 min
Total precip. = 6.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (hrs)
POND 2 POST-DEV
Hyd. No. 2 -- 50 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 2
POND 2 POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 159.58 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 441,049 cuft
Drainage area = 20.370 ac Curve number = 90
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 10.20 min
Total precip. = 6.96 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (hrs)
POND 2 POST-DEV
Hyd. No. 2 -- 100 Year
Hyd No. 2
Basin ID:Required Designer Input=Project Name:Project # :Designer:Date: 02/19/18Rev 1:9.75 ac424,688.94 sf10.62 ac462,444.96 sf0.00 ac20.37 ac 887,133.90 sfPerform Water Balance Calcs.47.87%1.00-inI = 47.87%Rv = 0.48V(design) = 0.82-ac-ft35,548.06-cfVmp =86,595.08-cfC. LudwigWet Detention Basin WorksheetWet Pond #2BraeburnFM26.420Basin Drainage Area SummaryCalculate The Required Main Pool VolumeTotal Future Impervious Area:Total Impervious Area:Total Pervious Area:Percent BUA:Determine the Runoff Coefficient (Rv) for the 1-in rainfallRv = 0.05 + 0.9 x (I)Calculate The Design VolumeDesign Rainfall:Total Area:Design Rainfall is InchDrainage Area is 20.37 AcresWQv = (1 x 0.48 x 62.6)/12Determine the Water Quality Volume (WQv)WQv = Design Rainfall x Rv x Onsite Drainage Area Rv is 0.48
V(forebay) = 20% of Vmp =17,319.02-cf600.00-ft599.00-ftRequired Permanent Pool Volume:103,914.09-cfForebay Crest Elevation =598.50-ftElev. Forebay Area 1 Forebay Area 2 Main Bay Area Total Area Forebay Incr. Vol.Forebay Accumulated Vol.Main Bay Incr. Vol.Main Bay Accumulated Vol.Total Accumulated Vol.594.00 261.27 831.54 sf15,414.18 sf16,506.99 sf 0.00-cf0.00-cf0.00-cf0.00-cf0.00-cf595.00 686.84 1,217.53 sf 17,232.44 sf19,136.81 sf 1,498.59-cf 1,498.59-cf 16,323.31-cf 16,323.31-cf17,821.90-cf596.00 1198.36 1,668.03 sf 19,120.03 sf21,986.42 sf 2,385.38-cf 3,883.97-cf 18,176.24-cf 34,499.55-cf38,383.52-cf597.00 1797.63 2,183.03 sf 21,077.04 sf25,057.70 sf 3,423.53-cf 7,307.50-cf 20,098.54-cf 54,598.08-cf61,905.58-cf598.00 2477.63 2,762.52 sf 23,103.44 sf28,343.59 sf 4,610.41-cf 11,917.90-cf 22,090.24-cf 76,688.32-cf88,606.22-cf598.50 2842.88 3,076.46 sf 24,142.69 sf30,062.03 sf 2,789.87-cf 14,707.77-cf 11,811.53-cf 88,499.85-cf103,207.63-cf599.0032,104.74 sf32,104.74 sf 0.00-cf0.00-cf 14,061.86-cf 102,561.71-cf102,561.71-cf599.5036,834.82 sf36,834.82 sf 0.00-cf0.00-cf 17,234.89-cf 119,796.60-cf119,796.60-cf600.0041,721.87 sf41,721.87 sf 0.00-cf0.00-cf 19,639.17-cf 139,435.77-cf139,435.77-cf% Forebay =16.62%Required PPE = 599.10-ftProposed PPE =600.00-ftElev. Incr. Vol. Accumul. Vol.600.00 0.00 cf119,796.60 cf601.0043,225.71 cf163,022.31 cf602.0046,261.66 cf209,283.96 cf603.0049,354.15 cf258,638.11 cf604.0052,503.19 cf311,141.30 cf605.0055,708.76 cf366,850.06 cf606.0058,970.88 cf425,820.93 cf606.5030,724.69 cf456,545.62 cfBasin Permanent Pool Stage/Storage50,914.53 sf54,091.84 sf57,325.68 sf60,616.07 sf62,282.67 sf44,729.54 sf47,793.77 sfBasin Detention Stage/Storage Above Permanent Pool ElevationContour Area41,721.87 sfAssumed Elev. Of Permanent Pool:Elevation at Bottom of Littoral Shelf:Calculate the Permanent Pool Elevation from Proposed Contours with ForebayCalculate The Required Forebay Volume
PPE = 600.00-ftP.P. Perimeter = 993.13-ftVpp = 139,435.77-cfApp = 41,721.87-sfBottom of Shelf Elev = 599.00-ftA(bottom of shelf) = 32,104.74-sfV(shelf) = 4,965.65-cfDavg = 4.19-ftCalculate the Average Depth of the Pond
1-year, 24-hour Storm Pre-Development Runoff Volume =36,983.00-cf(See Hydraflow Hydrographs)1-year, 24-hour Storm Post-Development Runoff Volume =122,202.00-cf(See Hydraflow Hydrographs)Difference =85,219.00-cfVpp = 139,435.77-cf1-year, 24-hour Storm Volume in Wet Pond #1 = 224,654.77-cf1-year, 24-hour Storm Elevation in Wet Pond #1 = 602.31-ftC = 0.6A = 7.07 in2g = 32.2 ft/secH = 1.16 ftOrifice Diameter = 3inQout = 0.25 cfsDrawdown Time = 3.88 daysOKDetermine The Orifice Size of the Riser Structureܥܣ2݃ܪ଴.ହൌܳ
Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Pond No. 1 - WET POND 2 ABOVE PPE
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 600.00 ft
Stage / Storage Table
Stage (ft)Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 600.00 41,722 0 0
1.50 601.00 44,730 64,819 64,819
2.50 602.00 47,794 46,249 111,068
3.50 603.00 50,915 49,341 160,409
4.50 604.00 54,092 52,490 212,899
5.50 605.00 57,326 55,695 268,594
6.50 606.00 60,616 58,957 327,551
7.00 606.50 62,283 30,721 358,272
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr][A] [B] [C] [D]
Rise (in)= 27.00 3.00 12.00 0.00
Span (in)= 42.00 3.00 36.00 0.00
No. Barrels = 1 130
Invert El. (ft)= 600.00 600.00 602.50 0.00
Length (ft)= 93.00 0.50 0.50 0.00
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
Multi-Stage = n/a Yes Yes No
Crest Len (ft)= 20.00 20.00 0.00 0.00
Crest El. (ft)= 603.50 604.50 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = 1 Ciplti --- ---
Multi-Stage = Yes NoNoNo
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 / 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 0 600.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.50 64,819 601.00 0.22 ic 0.22 ic 0.00 --- 0.00 0.00 --- --- --- --- 0.221
2.50 111,068 602.00 0.32 ic 0.32 ic 0.00 --- 0.00 0.00 --- --- --- --- 0.324
3.50 160,409 603.00 11.17 ic 0.34 ic 10.83 ic --- 0.00 0.00 --- --- --- --- 11.17
4.50 212,899 604.00 54.86 oc 0.17 ic 31.14 ic --- 23.55 0.00 --- --- --- --- 54.86
5.50 268,594 605.00 73.28 ic 0.09 ic 16.24 ic --- 56.94 s 23.55 --- --- --- --- 96.82
6.50 327,551 606.00 83.21 ic 0.06 ic 10.53 ic --- 72.57 s 122.35 --- --- --- --- 205.51
7.00 358,272 606.50 87.56 ic 0.05 ic 8.95 ic --- 78.55 s 188.37 --- --- --- --- 275.92
Starmount Cove
Unit wt. of concrete (pcf) =150 lb/ft3
Unit wt. of H2O =62.4 lb/ft3
TOP OF RISER ELEV. =603.50 ft
INV. OUT OF RISER ELEV. = 594.00 ft
INT. WIDTH OF RISER =60 in
INT. LENGTH OF RISER =60 in
WALL THICK. OF RISER =6 in
BASE THICK. OF RISER =6 in
VOL. OF RISER =360.0 ft3
BUOYANT FORCE =22464.0 lbs Vol. of Riser x Unit wt. of H2O
VOL. CONC. IN RISER =122.5 ft3
SINKING FORCE OF RISER = 10731 lbs
Vol. of Conc. x (Unit wt. of Conc. ‐ Unit wt. of H 2O)
CONC. PAD THICKNESS =36 in
CONC. PAD WIDTH/LENGTH =8 ft
VOL. OF CONC. PAD =192.00 ft3 L x W x H / Pad Thickness
SINKING FORCE OF PAD =16819.2 lbs Vol. of Pad x (Unit wt. of Conc. ‐ Unit wt. of H 2O)
TOTAL SINKING FORCE =27550.2 lbs

F.S. = 1.23 OK F.S. MUST BE GREATER THAN 1.10
CONCRETE ANCHOR BUOYANCY CALCULATIONS
WET POND #2
CS #2
Factor of safety = SINKING FORCE
BUOYANT FORCE
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 3
WET POND 2 ROUTED
Hydrograph type = Reservoir Peak discharge = 0.319 cfs
Storm frequency = 1 yrs Time to peak = 24.13 hrs
Time interval = 2 min Hyd. volume = 80,428 cuft
Inflow hyd. No. = 2 - POND 2 POST-DEV Max. Elevation = 601.95 ft
Reservoir name = WET POND 2 ABOVE PPE Max. Storage = 108,655 cuft
Storage Indication method used.
0 10 20 30 40 50 60 70 80 90 100
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (hrs)
WET POND 2 ROUTED
Hyd. No. 3 -- 1 Year
Hyd No. 3 Hyd No. 2 Total storage used = 108,655 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 3
WET POND 2 ROUTED
Hydrograph type = Reservoir Peak discharge = 0.735 cfs
Storm frequency = 2 yrs Time to peak = 21.97 hrs
Time interval = 2 min Hyd. volume = 98,080 cuft
Inflow hyd. No. = 2 - POND 2 POST-DEV Max. Elevation = 602.54 ft
Reservoir name = WET POND 2 ABOVE PPE Max. Storage = 137,631 cuft
Storage Indication method used.
0 10 20 30 40 50 60 70 80 90 100
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (hrs)
WET POND 2 ROUTED
Hyd. No. 3 -- 2 Year
Hyd No. 3 Hyd No. 2 Total storage used = 137,631 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 3
WET POND 2 ROUTED
Hydrograph type = Reservoir Peak discharge = 13.77 cfs
Storm frequency = 10 yrs Time to peak = 12.40 hrs
Time interval = 2 min Hyd. volume = 218,657 cuft
Inflow hyd. No. = 2 - POND 2 POST-DEV Max. Elevation = 603.08 ft
Reservoir name = WET POND 2 ABOVE PPE Max. Storage = 164,416 cuft
Storage Indication method used.
0 10 20 30 40 50 60 70 80 90 100
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (hrs)
WET POND 2 ROUTED
Hyd. No. 3 -- 10 Year
Hyd No. 3 Hyd No. 2 Total storage used = 164,416 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 3
WET POND 2 ROUTED
Hydrograph type = Reservoir Peak discharge = 35.79 cfs
Storm frequency = 25 yrs Time to peak = 12.23 hrs
Time interval = 2 min Hyd. volume = 289,280 cuft
Inflow hyd. No. = 2 - POND 2 POST-DEV Max. Elevation = 603.60 ft
Reservoir name = WET POND 2 ABOVE PPE Max. Storage = 191,775 cuft
Storage Indication method used.
0 4 8 12 16 20 24 28 32
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (hrs)
WET POND 2 ROUTED
Hyd. No. 3 -- 25 Year
Hyd No. 3 Hyd No. 2 Total storage used = 191,775 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 3
WET POND 2 ROUTED
Hydrograph type = Reservoir Peak discharge = 53.35 cfs
Storm frequency = 50 yrs Time to peak = 12.20 hrs
Time interval = 2 min Hyd. volume = 342,718 cuft
Inflow hyd. No. = 2 - POND 2 POST-DEV Max. Elevation = 603.96 ft
Reservoir name = WET POND 2 ABOVE PPE Max. Storage = 210,646 cuft
Storage Indication method used.
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (hrs)
WET POND 2 ROUTED
Hyd. No. 3 -- 50 Year
Hyd No. 3 Hyd No. 2 Total storage used = 210,646 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 3
WET POND 2 ROUTED
Hydrograph type = Reservoir Peak discharge = 60.21 cfs
Storm frequency = 100 yrs Time to peak = 12.20 hrs
Time interval = 2 min Hyd. volume = 378,489 cuft
Inflow hyd. No. = 2 - POND 2 POST-DEV Max. Elevation = 604.21 ft
Reservoir name = WET POND 2 ABOVE PPE Max. Storage = 224,173 cuft
Storage Indication method used.
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (hrs)
WET POND 2 ROUTED
Hyd. No. 3 -- 100 Year
Hyd No. 3 Hyd No. 2 Total storage used = 224,173 cuft
E.
Wet Pond 3
Pre-Development
ESP Associates, P.A.
3475 Lakemont Blvd. Fort Mill, SC 29708 Phone [phone] Fax [phone]
Time of Concentration (Tc) or Travel Time (Tt)
Project By Date
Location Checked Date
Circle One: Present Developed
1. SHEET FLOW
1. Surface description (table 3-1)……………………………
2. Manning's roughness coefficient, n (table 3-1)…………….
3. Flow length, L (total L ≤ 300 ft)………………………....ft
4. Two-year 24-hour rainfall, P ………...…………………..in
5. Land slope, s …………………....……………………….ft/ft
6. Tt = 0.007 (nL)^0.8 …...………...hr 0.25
2. SHALLOW CONCENTRATED FLOW
7. Surface description (paved or unpaved)……………....…
8. Flow length, L …………….……….…......……...…….....ft
9. Watercourse slope, s …………….……..........……….ft/ft
10. Average velocity, V (figure 3-1)……………………….…
11. Tt = L …...……..hr 0.04
3. CHANNEL FLOW
12. Channel type (Pipe or Open Channel)
13. Cross sectional flow area, a……………................……ft²
14. Wetted perimeter, pw ……………………..….…...…..ft
15. Hydraulic radius r = a/pw ……………..ft
16. Channel slope, s …………...…………….…………...ft/ft
17. Manning's roughness coefficient, n …...……….....….......
18. V = [1.49 r^(2/3) s^(1/2)] / n Compute V …………..ft/s
19. Flow length, L …………….……………………………..ft
20. Tt = L …...……...hr 0.00
21. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19)Hr = 0.29
Min = 17.4
Reference:Urban Hydrology for Small Watersheds Rainfall, P, taken from
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
Compute Tt 0.04 +0.00
6.28 6.28
Pipe Pipe
3.14 3.14
361 199
0.0200 0.0048
2.282 1.12
P2^0.5 s^0.4
SEGMENT ID C
12/8/2017
12/8/2017
SEGMENT ID A B
CAL
MRR
Braeburn
Indian Trail, Union County, NC
Wet Pond 3 TOC Pre-Dev
Unpaved
3600 V
0.005
0.012 0.012
5.53 5.53
606 1718
Compute Tt 0.00 +0.00
Unpaved
3600 V
SEGMENT ID
Compute Tt 0.13 +0.12
Woods-Light Grass-Short
0.4 0.15
34 66
3.12 3.12
0.0300 0.018
NCDENR BMP Design Manual, July 2007
Compute r 0.50 0.50
0.005
ESP Associates', PA
Po Box 7030
Charlotte NC 28241
Wet Pond 3 TOC Pre-Dev
Braeburn - Pond 3 - TOC Calcs Pre-Development
12/14/2017
ESP Associates, P.A.
3475 Lakemont Blvd. Fort Mill, SC 29708 Phone [phone] Fax [phone]
Runoff Curve Number and Runoff
Project By Date 2/19/2018
Location Checked Date 2/19/2018
Circle One: Present Developed
1. Runoff Curve Number
Soil Cover Description CN* Area Product
Hydrologic (cover type, treatment Tbl. Fig. Fig. of
Group and hydrologic condition)2-2 2-3 2-4 Acres CN x area
B
B
B
C
C
C
C
D
D
D
D
* Use only one CN source per line Totals =12.290 899.40
CN (weighted)total product = 899.397 = 73.2 Use CN=73
total area 12.2899
2. Runoff
Storm #1 Storm #2 Storm #3
Frequency yr 10 100
Rainfall , P (24-hour)in 6.50 10.30
Runoff , Q in 3.51 6.89
(Use P and CN with table 3-11, fig. 2-1,
and equation 3-14)
Reference:Urban Hydrology for Small Watersheds Rainfall, P, taken from:
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
(CmB)
Dirt Roads (including right-of-way) 87
Dirt Roads (including right-of-way) 89
(ScA)
(CmB)
Open space, Good condition (grass cover > 75%) 80
98
228.01
8.804 651.46
19.920.229
0.000
3.257(ScA)
Open space, Good condition (grass cover > 75%) 74(ScA)
NCDENR BMP Design Manual, July 2007
0.000 0.00
2
4.20
1.67
0.000.00098
0.00
0.00
0.000
0.000
Paved areas, streets, roofs, driveways, etc (excl.ROW)
0.00(TaB)
0.000 0.00
77
(TaB)
(ScA)
82
0.00
Woods, Good condition 70
CAL
55
Pond 3 CN Pre-Development
0.000 0.00
Braeburn
Indian Trail, Union County, NC MRR
Woods, Good condition
(TaB)
Open space, Good condition (grass cover > 75%)
Dirt Roads (including right-of-way)
Paved areas, streets, roofs, driveways, etc (excl.ROW)
0.00061
(CmB)
Woods, Good condition
(CmB)
ESP Assocates, PA
PoBox 7030
Charlotte NC 28241
Pond 3 CN Pre-Development
Braeburn - Pond 3 - CN Calcs Pre-Dev
2/16/2018
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 1
POND 3 PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 7.664 cfs
Storm frequency = 1 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 27,277 cuft
Drainage area = 12.290 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 17.40 min
Total precip. = 2.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
Q (cfs)
Time (hrs)
POND 3 PRE-DEV
Hyd. No. 1 -- 1 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 1
POND 3 PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 12.44 cfs
Storm frequency = 2 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 41,580 cuft
Drainage area = 12.290 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 17.40 min
Total precip. = 3.12 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
14.00 14.00
Q (cfs)
Time (hrs)
POND 3 PRE-DEV
Hyd. No. 1 -- 2 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 1
POND 3 PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 29.95 cfs
Storm frequency = 10 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 94,791 cuft
Drainage area = 12.290 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 17.40 min
Total precip. = 4.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
Q (cfs)
Time (hrs)
POND 3 PRE-DEV
Hyd. No. 1 -- 10 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 1
POND 3 PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 41.13 cfs
Storm frequency = 25 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 128,959 cuft
Drainage area = 12.290 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 17.40 min
Total precip. = 5.76 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (hrs)
POND 3 PRE-DEV
Hyd. No. 1 -- 25 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 1
POND 3 PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 49.79 cfs
Storm frequency = 50 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 155,741 cuft
Drainage area = 12.290 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 17.40 min
Total precip. = 6.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (hrs)
POND 3 PRE-DEV
Hyd. No. 1 -- 50 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 1
POND 3 PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 55.66 cfs
Storm frequency = 100 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 174,026 cuft
Drainage area = 12.290 ac Curve number = 73
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 17.40 min
Total precip. = 6.96 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (hrs)
POND 3 PRE-DEV
Hyd. No. 1 -- 100 Year
Hyd No. 1
F.
Wet Pond 3
Post-Development
ESP Associates, P.A.
3475 Lakemont Blvd. Fort Mill, SC 29708 Phone [phone] Fax [phone]
Time of Concentration (Tc) or Travel Time (Tt)
Project By Date
Location Checked Date
Circle One: Present Developed
1. SHEET FLOW
1. Surface description (table 3-1)……………………………
2. Manning's roughness coefficient, n (table 3-1)…………….
3. Flow length, L (total L ≤ 300 ft)………………………....ft
4. Two-year 24-hour rainfall, P ………...…………………..in
5. Land slope, s …………………....……………………….ft/ft
6. Tt = 0.007 (nL)^0.8 …...………...hr 0.15
2. SHALLOW CONCENTRATED FLOW
7. Surface description (paved or unpaved)……………....…
8. Flow length, L …………….……….…......……...…….....ft
9. Watercourse slope, s …………….……..........……….ft/ft
10. Average velocity, V (figure 3-1)……………………….…
11. Tt = L …...……..hr 0.01
3. CHANNEL FLOW
12. Channel type (Pipe or Open Channel)
13. Cross sectional flow area, a……………................……ft²
14. Wetted perimeter, pw ……………………..….…...…..ft
15. Hydraulic radius r = a/pw ……………..ft
16. Channel slope, s …………...…………….…………...ft/ft
17. Manning's roughness coefficient, n …...……….....….......
18. V = [1.49 r^(2/3) s^(1/2)] / n Compute V …………..ft/s
19. Flow length, L …………….……………………………..ft
20. Tt = L …...……...hr 0.03
21. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19)Hr = 0.19
Min = 11.4
Reference:Urban Hydrology for Small Watersheds Rainfall, P, taken from
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
Compute Tt 0.01 +0.00
6.28 6.28
Pipe Pipe
3.14 3.14
C
74 199
0.0200 0.0048
2.875 1.12
P2^0.5 s^0.4
SEGMENT ID B
12/8/2017
12/8/2017
SEGMENT ID A B
CAL
MRR
Braeburn
Indian Trail, Union County, NC
Wet Pond 3 TOC Post-Dev
Paved
3600 V
0.005
0.012 0.012
5.53 5.53
514 1718
Compute Tt 0.03 +0.00
Unpaved
3600 V
SEGMENT ID
Compute Tt 0.14 +0.01
Grass-Short Pavement
0.15 0.011
80 20
3.12 3.12
0.0200 0.01
NCDENR BMP Design Manual, July 2007
Compute r 0.50 0.50
0.005
ESP Associates', PA
Po Box 7030
Charlotte NC 28241
Wet Pond 3 TOC Post-Dev
Braeburn - Pond 3 - TOC Calcs Post-Development
12/14/2017
ESP Associates, P.A.
3475 Lakemont Blvd. Fort Mill, SC 29708 Phone [phone] Fax [phone]
Runoff Curve Number and Runoff
Project By Date 2/19/2018
Location Checked Date 2/19/2018
Circle One: Present Developed
1. Runoff Curve Number
Soil Cover Description CN* Area Product
Hydrologic (cover type, treatment Tbl. Fig. Fig. of
Group and hydrologic condition)2-2 2-3 2-4 Acres CN x area
B
C
D
* Use only one CN source per line Totals =12.290 1106.09
CN (weighted)total product = 1106.09 = 90.0 Use CN=90
total area 12.2899
2. Runoff
Storm #1 Storm #2 Storm #3
Frequency yr 10 100
Rainfall , P (24-hour)in 6.50 10.30
Runoff , Q in 5.33 9.08
(Use P and CN with table 3-11, fig. 2-1,
and equation 3-14)
Reference:Urban Hydrology for Small Watersheds Rainfall, P, taken from:
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
Residential, 1/8 acre or less (town houses)
(TaB)
Residential, 1/8 acre or less (town houses)
Residential, 1/8 acre or less (town houses)
Residential, 1/4 acre
12.29090
()
Paved Roads; open ditches (including ROW)
()
CAL
85
Pond 3 Post-Development CN
0.000 0.00
Braeburn
Indian Trail, Union County, NC MRR
Commercial and business
1106.09(ScA)
0.000 0.00(CmB)
()
92
NCDENR BMP Design Manual, July 2007
2
4.20
3.11
ESP Assocates, PA
PoBox 7030
Charlotte NC 28241
Pond 3 Post-Development CN
Braeburn - Pond 3 - CN Calcs Post-Dev
2/16/2018
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 2
POND 3 POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 28.29 cfs
Storm frequency = 1 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 73,729 cuft
Drainage area = 12.290 ac Curve number = 90
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 11.40 min
Total precip. = 2.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
Q (cfs)
Time (hrs)
POND 3 POST-DEV
Hyd. No. 2 -- 1 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 2
POND 3 POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 36.68 cfs
Storm frequency = 2 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 96,367 cuft
Drainage area = 12.290 ac Curve number = 90
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 11.40 min
Total precip. = 3.12 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (hrs)
POND 3 POST-DEV
Hyd. No. 2 -- 2 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 2
POND 3 POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 62.90 cfs
Storm frequency = 10 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 169,474 cuft
Drainage area = 12.290 ac Curve number = 90
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 11.40 min
Total precip. = 4.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (hrs)
POND 3 POST-DEV
Hyd. No. 2 -- 10 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 2
POND 3 POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 77.79 cfs
Storm frequency = 25 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 212,199 cuft
Drainage area = 12.290 ac Curve number = 90
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 11.40 min
Total precip. = 5.76 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (hrs)
POND 3 POST-DEV
Hyd. No. 2 -- 25 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 2
POND 3 POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 88.90 cfs
Storm frequency = 50 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 244,490 cuft
Drainage area = 12.290 ac Curve number = 90
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 11.40 min
Total precip. = 6.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (hrs)
POND 3 POST-DEV
Hyd. No. 2 -- 50 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 2
POND 3 POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 96.28 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 266,102 cuft
Drainage area = 12.290 ac Curve number = 90
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 11.40 min
Total precip. = 6.96 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
100.00 100.00
Q (cfs)
Time (hrs)
POND 3 POST-DEV
Hyd. No. 2 -- 100 Year
Hyd No. 2
Basin ID:Required Designer Input=Project Name:Project # :Designer:Date: 02/19/18Rev 1:5.11 ac222,492.26 sf7.18 ac312,853.79 sf0.00 ac12.29 ac 535,346.05 sfPerform Water Balance Calcs.41.56%1.00-inI = 41.56%Rv = 0.42V(design) = 0.43-ac-ft18,917.53-cfVmp =46,083.10-cfWet Detention Basin WorksheetWet Pond #3BraeburnFM26.420Design Rainfall is 1 InchDrainage Area is 12.29 AcresC. LudwigBasin Drainage Area SummaryDetermine the Water Quality Volume (WQv)Total Impervious Area:Total Pervious Area:Total Future Impervious Area:Calculate The Design VolumeDesign Rainfall:Total Area:Percent BUA:Determine the Runoff Coefficient (Rv) for the 1-in rainfallRv = 0.05 + 0.9 x (I)WQv = (1 x 0.42 x 12.29)/12Rv is 0.42WQv = Design Rainfall x Rv x Onsite Drainage Area Calculate The Required Main Pool Volume
V(forebay) = 20% of Vmp =8,949.35-cf598.00-ft597.50-ftRequired Permanent Pool Volume:53,696.08-cfForebay Crest Elevation =597.00-ftElev. Forebay Area Main Bay Area Total Area Forebay Incr. Vol.Forebay Accumulated Vol.Main Bay Incr. Vol.Main Bay Accumulated Vol.Total Accumulated Vol.591.503,868.88 sf 29,882.93 sf33,751.81 sf 0.00-cf0.00-cf0.00-cf0.00-cf0.00-cf592.004,271.91 sf 30,948.45 sf35,220.36 sf 2,035.20-cf 2,035.20-cf 15,207.85-cf 15,207.85-cf17,243.04-cf593.005,129.87 sf 33,130.42 sf38,260.29 sf 4,700.89-cf 6,736.09-cf 32,039.44-cf 47,247.28-cf53,983.37-cf594.006,056.90 sf 35,380.50 sf41,437.40 sf 5,593.39-cf 12,329.47-cf 34,255.46-cf 81,502.74-cf93,832.21-cf595.007,053.01 sf 37,698.69 sf44,751.70 sf 6,554.96-cf 18,884.43-cf 36,539.60-cf 118,042.34-cf136,926.76-cf596.008,118.19 sf 40,084.98 sf48,203.17 sf 7,585.60-cf 26,470.03-cf 38,891.84-cf 156,934.17-cf183,404.20-cf597.009,252.46 sf 42,539.38 sf51,791.84 sf 8,685.33-cf 35,155.35-cf 41,312.18-cf 198,246.35-cf233,401.70-cf597.50.00 sf 53,908.56 sf53,908.56 sf 0.00-cf 35,155.35-cf 24,111.99-cf 222,358.34-cf257,513.69-cf598.00.00 sf 58,760.76 sf58,760.76 sf 0.00-cf 35,155.35-cf 28,167.33-cf 250,525.67-cf285,681.02-cf% Forebay =17.73%Required PPE = 593.07-ftProposed PPE =598.00-ftElev. Incr. Vol. Accumul. Vol.598.00 0.00 cf285,681.02 cf598.5030,632.74 cf316,313.75 cf599.0032,268.42 cf348,582.18 cf600.0066,858.16 cf415,440.33 cf601.0069,995.71 cf485,436.04 cf602.0073,189.80 cf558,625.84 cf603.0076,440.43 cf635,066.27 cf604.0079,747.62 cf714,813.89 cf605.0083,111.35 cf797,925.24 cf68,412.80 sf71,578.62 sf74,800.98 sf78,079.88 sf81,415.35 sfBasin Detention Stage/Storage Above Permanent Pool ElevationContour Area58,760.76 sf84,807.35 sf63,770.18 sf65,303.51 sfBasin Permanent Pool Stage/StorageAssumed Elev. Of Permanent Pool:Elevation at Bottom of Littoral Shelf:Calculate the Permanent Pool Elevation from Proposed Contours with ForebayCalculate The Required Forebay Volume
PPE = 598.00-ftP.P. Perimeter = 986.16-ftVpp = 285,681.02-cfApp = 58,760.76-sfBottom of Shelf Elev = 597.50-ftA(bottom of shelf) = 53,908.56-sfV(shelf) = 1,232.70-cfDavg = 5.28-ftCalculate the Average Depth of the Pond
1-year, 24-hour Storm Pre-Development Runoff Volume =27,277.00-cf(See Hydraflow Hydrographs)1-year, 24-hour Storm Post-Development Runoff Volume =73,729.00-cf(See Hydraflow Hydrographs)Difference =46,452.00-cfVpp = 285,681.02-cf1-year, 24-hour Storm Volume in Wet Pond #1 = 332,133.02-cf1-year, 24-hour Storm Elevation in Wet Pond #1 = 598.75-ftC = 0.6A = 12.57 in2g = 32.2 ft/secH = 0.37 ftOrifice Diameter = 4inQout = 0.26 cfsDrawdown Time = 2.10 daysOKDetermine The Orifice Size of the Riser Structureܥܣ2݃ܪ଴.ହൌܳ
Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Pond No. 1 - POND 3 PPE=598
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 598.00 ft
Stage / Storage Table
Stage (ft)Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 598.00 58,761 0 0
0.50 598.50 63,770 30,621 30,621
1.00 599.00 65,304 32,264 62,886
2.00 600.00 68,413 66,845 129,731
3.00 601.00 71,579 69,983 199,714
4.00 602.00 74,801 73,177 272,890
5.00 603.00 78,080 76,427 349,317
6.00 604.00 81,415 79,734 429,051
7.00 605.00 84,807 83,097 512,148
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr][A] [B] [C] [D]
Rise (in)= 36.00 4.00 12.00 0.00
Span (in)= 36.00 4.00 36.00 0.00
No. Barrels = 1 130
Invert El. (ft)= 598.00 598.00 599.00 0.00
Length (ft)= 50.00 0.50 0.50 0.00
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
Multi-Stage = n/a Yes Yes No
Crest Len (ft)= 16.00 20.00 0.00 0.00
Crest El. (ft)= 602.00 603.00 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = 1 Ciplti --- ---
Multi-Stage = Yes NoNoNo
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 / 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 0 598.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.50 30,621 598.50 0.26 ic 0.24 ic 0.00 --- 0.00 0.00 --- --- --- --- 0.240
1.00 62,886 599.00 0.37 ic 0.37 ic 0.00 --- 0.00 0.00 --- --- --- --- 0.372
2.00 129,731 600.00 14.27 oc 0.14 ic 13.99 ic --- 0.00 0.00 --- --- --- --- 14.12
3.00 199,714 601.00 20.54 oc 0.20 ic 20.34 ic --- 0.00 0.00 --- --- --- --- 20.54
4.00 272,890 602.00 33.71 oc 0.32 ic 33.38 ic --- 0.00 0.00 --- --- --- --- 33.70
5.00 349,317 603.00 58.64 oc 0.22 ic 22.20 ic --- 36.21 s 0.00 --- --- --- --- 58.63
6.00 429,051 604.00 71.32 ic 0.14 ic 14.24 ic --- 56.94 s 66.60 --- --- --- --- 137.92
7.00 512,148 605.00 79.41 ic 0.10 ic 10.14 ic --- 69.14 s 188.37 --- --- --- --- 267.75
Starmount Cove
Unit wt. of concrete (pcf) =150 lb/ft3
Unit wt. of H2O =62.4 lb/ft3
TOP OF RISER ELEV. =602.00 ft
INV. OUT OF RISER ELEV. = 591.50 ft
INT. WIDTH OF RISER =48 in
INT. LENGTH OF RISER =48 in
WALL THICK. OF RISER =6 in
BASE THICK. OF RISER =6 in
VOL. OF RISER =275.0 ft3
BUOYANT FORCE =17160.0 lbs Vol. of Riser x Unit wt. of H2O
VOL. CONC. IN RISER =107 ft3
SINKING FORCE OF RISER = 9373.2 lbs
Vol. of Conc. x (Unit wt. of Conc. ‐ Unit wt. of H 2O)
CONC. PAD THICKNESS =24 in
CONC. PAD WIDTH/LENGTH =8 ft
VOL. OF CONC. PAD =128.00 ft3 L x W x H / Pad Thickness
SINKING FORCE OF PAD =11212.8 lbs Vol. of Pad x (Unit wt. of Conc. ‐ Unit wt. of H 2O)
TOTAL SINKING FORCE =20586.0 lbs

F.S. = 1.20 OK F.S. MUST BE GREATER THAN 1.10
CONCRETE ANCHOR BUOYANCY CALCULATIONS
WET POND #3
CS #3
Factor of safety = SINKING FORCE
BUOYANT FORCE
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 3
WET POND 3 PPE=598
Hydrograph type = Reservoir Peak discharge = 0.357 cfs
Storm frequency = 1 yrs Time to peak = 21.87 hrs
Time interval = 2 min Hyd. volume = 64,721 cuft
Inflow hyd. No. = 2 - POND 3 POST-DEV Max. Elevation = 598.93 ft
Reservoir name = POND 3 PPE=598 Max. Storage = 58,560 cuft
Storage Indication method used.
0 10 20 30 40 50 60 70 80 90 100
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
Q (cfs)
Time (hrs)
WET POND 3 PPE=598
Hyd. No. 3 -- 1 Year
Hyd No. 3 Hyd No. 2 Total storage used = 58,560 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 3
WET POND 3 PPE=598
Hydrograph type = Reservoir Peak discharge = 1.105 cfs
Storm frequency = 2 yrs Time to peak = 15.03 hrs
Time interval = 2 min Hyd. volume = 86,650 cuft
Inflow hyd. No. = 2 - POND 3 POST-DEV Max. Elevation = 599.08 ft
Reservoir name = POND 3 PPE=598 Max. Storage = 68,065 cuft
Storage Indication method used.
0 10 20 30 40 50 60 70 80 90 100
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
Q (cfs)
Time (hrs)
WET POND 3 PPE=598
Hyd. No. 3 -- 2 Year
Hyd No. 3 Hyd No. 2 Total storage used = 68,065 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 3
WET POND 3 PPE=598
Hydrograph type = Reservoir Peak discharge = 8.921 cfs
Storm frequency = 10 yrs Time to peak = 12.33 hrs
Time interval = 2 min Hyd. volume = 159,569 cuft
Inflow hyd. No. = 2 - POND 3 POST-DEV Max. Elevation = 599.50 ft
Reservoir name = POND 3 PPE=598 Max. Storage = 96,117 cuft
Storage Indication method used.
0 8 16 24 32 40 48 56 64 72 80 88
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
Q (cfs)
Time (hrs)
WET POND 3 PPE=598
Hyd. No. 3 -- 10 Year
Hyd No. 3 Hyd No. 2 Total storage used = 96,117 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 3
WET POND 3 PPE=598
Hydrograph type = Reservoir Peak discharge = 12.53 cfs
Storm frequency = 25 yrs Time to peak = 12.30 hrs
Time interval = 2 min Hyd. volume = 202,219 cuft
Inflow hyd. No. = 2 - POND 3 POST-DEV Max. Elevation = 599.83 ft
Reservoir name = POND 3 PPE=598 Max. Storage = 118,656 cuft
Storage Indication method used.
0 8 16 24 32 40 48 56 64 72 80
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
Q (cfs)
Time (hrs)
WET POND 3 PPE=598
Hyd. No. 3 -- 25 Year
Hyd No. 3 Hyd No. 2 Total storage used = 118,656 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 3
WET POND 3 PPE=598
Hydrograph type = Reservoir Peak discharge = 14.79 cfs
Storm frequency = 50 yrs Time to peak = 12.30 hrs
Time interval = 2 min Hyd. volume = 234,461 cuft
Inflow hyd. No. = 2 - POND 3 POST-DEV Max. Elevation = 600.09 ft
Reservoir name = POND 3 PPE=598 Max. Storage = 135,930 cuft
Storage Indication method used.
0 8 16 24 32 40 48 56 64 72 80
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (hrs)
WET POND 3 PPE=598
Hyd. No. 3 -- 50 Year
Hyd No. 3 Hyd No. 2 Total storage used = 135,930 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 3
WET POND 3 PPE=598
Hydrograph type = Reservoir Peak discharge = 16.05 cfs
Storm frequency = 100 yrs Time to peak = 12.30 hrs
Time interval = 2 min Hyd. volume = 256,045 cuft
Inflow hyd. No. = 2 - POND 3 POST-DEV Max. Elevation = 600.26 ft
Reservoir name = POND 3 PPE=598 Max. Storage = 147,686 cuft
Storage Indication method used.
0 8 16 24 32 40 48 56 64 72
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
100.00 100.00
Q (cfs)
Time (hrs)
WET POND 3 PPE=598
Hyd. No. 3 -- 100 Year
Hyd No. 3 Hyd No. 2 Total storage used = 147,686 cuft
G.
Wet Pond 4
Pre-Development
ESP Associates, P.A.
3475 Lakemont Blvd. Fort Mill, SC 29708 Phone [phone] Fax [phone]
Time of Concentration (Tc) or Travel Time (Tt)
Project By Date
Location Checked Date
Circle One: Present Developed
1. SHEET FLOW
1. Surface description (table 3-1)……………………………
2. Manning's roughness coefficient, n (table 3-1)…………….
3. Flow length, L (total L ≤ 300 ft)………………………....ft
4. Two-year 24-hour rainfall, P ………...…………………..in
5. Land slope, s …………………....……………………….ft/ft
6. Tt = 0.007 (nL)^0.8 …...………...hr 0.22
2. SHALLOW CONCENTRATED FLOW
7. Surface description (paved or unpaved)……………....…
8. Flow length, L …………….……….…......……...…….....ft
9. Watercourse slope, s …………….……..........……….ft/ft
10. Average velocity, V (figure 3-1)……………………….…
11. Tt = L …...……..hr 0.29
3. CHANNEL FLOW
12. Channel type (Pipe or Open Channel)
13. Cross sectional flow area, a……………................……ft²
14. Wetted perimeter, pw ……………………..….…...…..ft
15. Hydraulic radius r = a/pw ……………..ft
16. Channel slope, s …………...…………….…………...ft/ft
17. Manning's roughness coefficient, n …...……….....….......
18. V = [1.49 r^(2/3) s^(1/2)] / n Compute V …………..ft/s
19. Flow length, L …………….……………………………..ft
20. Tt = L …...……...hr 0.00
21. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19)Hr = 0.51
Min = 30.6
Reference:Urban Hydrology for Small Watersheds Rainfall, P, taken from
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
Compute Tt 0.12 +0.17
1.10 6.28
Open Channel Pipe
0.05 3.14
911 1192
0.0170 0.0143
2.104 1.93
P2^0.5 s^0.4
SEGMENT ID B C
12/8/2017
12/8/2017
SEGMENT ID A B
CAL
MRR
Braeburn
Indian Trail, Union County, NC
Wet Pond 4 TOC Pre-Dev
Unpaved
3600 V
0.005
0.040 0.012
0.50 5.53
130 1718
Compute Tt 0.00 +0.00
Unpaved
3600 V
SEGMENT ID
Compute Tt 0.11 +0.11
Grass-Short Grass-Short
0.15 0.15
57 43
3.12 3.12
0.0175 0.0095
NCDENR BMP Design Manual, July 2007
Compute r 0.04 0.50
0.013
ESP Associates', PA
Po Box 7030
Charlotte NC 28241
Wet Pond 4 TOC Pre-Dev
Braeburn - Pond 4 - TOC Calcs Pre-Dev
12/14/2017
ESP Associates, P.A.
3475 Lakemont Blvd. Fort Mill, SC 29708 Phone [phone] Fax [phone]
Runoff Curve Number and Runoff
Project By Date 2/19/2018
Location Checked Date 2/19/2018
Circle One: Present Developed
1. Runoff Curve Number
Soil Cover Description CN* Area Product
Hydrologic (cover type, treatment Tbl. Fig. Fig. of
Group and hydrologic condition)2-2 2-3 2-4 Acres CN x area
B
B
B
B
C
C
C
C
D
D
D
D
* Use only one CN source per line Totals =62.604 4614.07
CN (weighted)total product = 4614.07 = 73.7 Use CN=74
total area 62.6036
2. Runoff
Storm #1 Storm #2 Storm #3
Frequency yr 10 100
Rainfall , P (24-hour)in 6.50 10.30
Runoff , Q in 3.61 7.03
(Use P and CN with table 3-11, fig. 2-1,
and equation 3-14)
Reference:Urban Hydrology for Small Watersheds Rainfall, P, taken from:
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
Woods, Good condition
(TaB)
Open space, Good condition (grass cover > 75%)
Dirt Roads (including right-of-way)
Paved areas, streets, roofs, driveways, etc (excl.ROW)
1.01561
(CmB)
Woods, Good condition
(CmB)
CAL
55
Pond 4 CN Pre-Development
2.470 135.83
Braeburn
Indian Trail, Union County, NC MRR
Paved areas, streets, roofs, driveways, etc (excl.ROW)
61.90(TaB)
0.256 21.01
77
(TaB)
(ScA)
82
0.00
Woods, Good condition 70
NCDENR BMP Design Manual, July 2007
22.597 1739.99
2
4.20
1.74
14.730.15098
25.81
693.50
0.290
8.669
23.398(ScA)
Open space, Good condition (grass cover > 75%) 74(ScA)3.377 249.90
30.560.351
0.000
2.98(TaB)
Paved areas, streets, roofs, driveways, etc (excl.ROW) 98 0.030
(CmB)
Dirt Roads (including right-of-way) 87
Dirt Roads (including right-of-way) 89
(ScA)
(CmB)
Open space, Good condition (grass cover > 75%) 80
98
1637.84
ESP Assocates, PA
PoBox 7030
Charlotte NC 28241
Pond 4 CN Pre-Development
Braeburn - Pond 4 - CN Calcs Pre-Dev
2/16/2018
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 1
POND 4 PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 30.13 cfs
Storm frequency = 1 yrs Time to peak = 12.23 hrs
Time interval = 2 min Hyd. volume = 150,414 cuft
Drainage area = 62.600 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 30.60 min
Total precip. = 2.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
5.00 5.00
10.00 10.00
15.00 15.00
20.00 20.00
25.00 25.00
30.00 30.00
35.00 35.00
Q (cfs)
Time (hrs)
POND 4 PRE-DEV
Hyd. No. 1 -- 1 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 1
POND 4 PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 48.64 cfs
Storm frequency = 2 yrs Time to peak = 12.23 hrs
Time interval = 2 min Hyd. volume = 226,684 cuft
Drainage area = 62.600 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 30.60 min
Total precip. = 3.12 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (hrs)
POND 4 PRE-DEV
Hyd. No. 1 -- 2 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 1
POND 4 PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 115.89 cfs
Storm frequency = 10 yrs Time to peak = 12.23 hrs
Time interval = 2 min Hyd. volume = 507,504 cuft
Drainage area = 62.600 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 30.60 min
Total precip. = 4.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
Q (cfs)
Time (hrs)
POND 4 PRE-DEV
Hyd. No. 1 -- 10 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 1
POND 4 PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 158.09 cfs
Storm frequency = 25 yrs Time to peak = 12.23 hrs
Time interval = 2 min Hyd. volume = 686,580 cuft
Drainage area = 62.600 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 30.60 min
Total precip. = 5.76 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (hrs)
POND 4 PRE-DEV
Hyd. No. 1 -- 25 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 1
POND 4 PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 190.98 cfs
Storm frequency = 50 yrs Time to peak = 12.20 hrs
Time interval = 2 min Hyd. volume = 826,555 cuft
Drainage area = 62.600 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 30.60 min
Total precip. = 6.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
Q (cfs)
Time (hrs)
POND 4 PRE-DEV
Hyd. No. 1 -- 50 Year
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 1
POND 4 PRE-DEV
Hydrograph type = SCS Runoff Peak discharge = 213.29 cfs
Storm frequency = 100 yrs Time to peak = 12.20 hrs
Time interval = 2 min Hyd. volume = 921,975 cuft
Drainage area = 62.600 ac Curve number = 74
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 30.60 min
Total precip. = 6.96 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
30.00 30.00
60.00 60.00
90.00 90.00
120.00 120.00
150.00 150.00
180.00 180.00
210.00 210.00
240.00 240.00
Q (cfs)
Time (hrs)
POND 4 PRE-DEV
Hyd. No. 1 -- 100 Year
Hyd No. 1
H.
Wet Pond 4
Post-Development
ESP Associates, P.A.
3475 Lakemont Blvd. Fort Mill, SC 29708 Phone [phone] Fax [phone]
Time of Concentration (Tc) or Travel Time (Tt)
Project By Date
Location Checked Date
Circle One: Present Developed
1. SHEET FLOW
1. Surface description (table 3-1)……………………………
2. Manning's roughness coefficient, n (table 3-1)…………….
3. Flow length, L (total L ≤ 300 ft)………………………....ft
4. Two-year 24-hour rainfall, P ………...…………………..in
5. Land slope, s …………………....……………………….ft/ft
6. Tt = 0.007 (nL)^0.8 …...………...hr 0.14
2. SHALLOW CONCENTRATED FLOW
7. Surface description (paved or unpaved)……………....…
8. Flow length, L …………….……….…......……...…….....ft
9. Watercourse slope, s …………….……..........……….ft/ft
10. Average velocity, V (figure 3-1)……………………….…
11. Tt = L …...……..hr 0.05
3. CHANNEL FLOW
12. Channel type (Pipe or Open Channel)
13. Cross sectional flow area, a……………................……ft²
14. Wetted perimeter, pw ……………………..….…...…..ft
15. Hydraulic radius r = a/pw ……………..ft
16. Channel slope, s …………...…………….…………...ft/ft
17. Manning's roughness coefficient, n …...……….....….......
18. V = [1.49 r^(2/3) s^(1/2)] / n Compute V …………..ft/s
19. Flow length, L …………….……………………………..ft
20. Tt = L …...……...hr 0.14
21. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19)Hr = 0.33
Min = 19.8
Reference:Urban Hydrology for Small Watersheds Rainfall, P, taken from
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
NCDENR BMP Design Manual, July 2007
Compute r 0.95 0.50
0.010
Compute Tt 0.14 +0.00
Grass-Short Grass-Short
0.15 0.15
100 43
3.12 3.12
0.0288 0.0095
Unpaved
3600 V
0.005
0.040 0.012
3.60 5.53
153 2497
Compute Tt 0.01 +0.13
Unpaved
3600 V
SEGMENT ID
12/8/2017
12/8/2017
SEGMENT ID A
CAL
MRR
Braeburn
Indian Trail, Union County, NC
Wet Pond 4 POST-DEV TOC
P2^0.5 s^0.4
SEGMENT ID B C
136 170
0.0288 0.0048
2.738 1.12
Compute Tt 0.01 +0.04
12.65 6.28
Open Channel Pipe
12.00 3.14
DE
ESP Associates', PA
Po Box 7030
Charlotte NC 28241
Wet Pond 4 POST-DEV TOC
Braeburn - Pond 4 - TOC Calcs Post-Dev
12/14/2017
ESP Associates, P.A.
3475 Lakemont Blvd. Fort Mill, SC 29708 Phone [phone] Fax [phone]
Runoff Curve Number and Runoff
Project By Date 2/19/2018
Location Checked Date 2/19/2018
Circle One: Present Developed
1. Runoff Curve Number
Soil Cover Description CN* Area Product
Hydrologic (cover type, treatment Tbl. Fig. Fig. of
Group and hydrologic condition)2-2 2-3 2-4 Acres CN x area
B
C
D
* Use only one CN source per line Totals =62.604 5678.91
CN (weighted)total product = 5678.91 = 90.7 Use CN=91
total area 62.6039
2. Runoff
Storm #1 Storm #2 Storm #3
Frequency yr 10 100
Rainfall , P (24-hour)in 6.50 10.30
Runoff , Q in 5.45 9.20
(Use P and CN with table 3-11, fig. 2-1,
and equation 3-14)
Reference:Urban Hydrology for Small Watersheds Rainfall, P, taken from:
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
NCDENR BMP Design Manual, July 2007
2
4.20
3.21
Commercial and business
2441.38(ScA)
31.706 2916.99(CmB)
()
92
CAL
85
Pond 4 Post-Development CN
3.771 320.54
Braeburn
Indian Trail, Union County, NC MRR
Residential, 1/8 acre or less (town houses)
(TaB)
Residential, 1/8 acre or less (town houses)
Residential, 1/8 acre or less (town houses)
Residential, 1/4 acre
27.12690
()
Paved Roads; open ditches (including ROW)
()
ESP Assocates, PA
PoBox 7030
Charlotte NC 28241
Pond 4 Post-Development CN
Braeburn - Pond 4 - CN Calcs Post-Dev
2/16/2018
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 2
POND 4 POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 121.67 cfs
Storm frequency = 1 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 382,518 cuft
Drainage area = 62.600 ac Curve number = 91
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 19.80 min
Total precip. = 2.58 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (hrs)
POND 4 POST-DEV
Hyd. No. 2 -- 1 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 2
POND 4 POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 156.62 cfs
Storm frequency = 2 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 496,123 cuft
Drainage area = 62.600 ac Curve number = 91
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 19.80 min
Total precip. = 3.12 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (hrs)
POND 4 POST-DEV
Hyd. No. 2 -- 2 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 2
POND 4 POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 265.33 cfs
Storm frequency = 10 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 860,807 cuft
Drainage area = 62.600 ac Curve number = 91
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 19.80 min
Total precip. = 4.80 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
40.00 40.00
80.00 80.00
120.00 120.00
160.00 160.00
200.00 200.00
240.00 240.00
280.00 280.00
Q (cfs)
Time (hrs)
POND 4 POST-DEV
Hyd. No. 2 -- 10 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 2
POND 4 POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 326.99 cfs
Storm frequency = 25 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 1,073,130 cuft
Drainage area = 62.600 ac Curve number = 91
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 19.80 min
Total precip. = 5.76 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
50.00 50.00
100.00 100.00
150.00 150.00
200.00 200.00
250.00 250.00
300.00 300.00
350.00 350.00
Q (cfs)
Time (hrs)
POND 4 POST-DEV
Hyd. No. 2 -- 25 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 2
POND 4 POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 372.99 cfs
Storm frequency = 50 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 1,233,382 cuft
Drainage area = 62.600 ac Curve number = 91
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 19.80 min
Total precip. = 6.48 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
50.00 50.00
100.00 100.00
150.00 150.00
200.00 200.00
250.00 250.00
300.00 300.00
350.00 350.00
400.00 400.00
Q (cfs)
Time (hrs)
POND 4 POST-DEV
Hyd. No. 2 -- 50 Year
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 2
POND 4 POST-DEV
Hydrograph type = SCS Runoff Peak discharge = 403.56 cfs
Storm frequency = 100 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 1,340,562 cuft
Drainage area = 62.600 ac Curve number = 91
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 19.80 min
Total precip. = 6.96 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
60.00 60.00
120.00 120.00
180.00 180.00
240.00 240.00
300.00 300.00
360.00 360.00
420.00 420.00
Q (cfs)
Time (hrs)
POND 4 POST-DEV
Hyd. No. 2 -- 100 Year
Hyd No. 2
Basin ID:Required Designer Input=Project Name:Project # :Designer:Date: 02/19/18Rev 1:28.41 ac1,237,519.26 sf34.19 ac1,489,508.22 sf0.00 ac62.60 ac 2,727,027.48 sf45.38%1.00-inI = 45.38%Rv = 0.46V(design) = 2.39-ac-ft104,176.56-cfVmp =253,774.10-cfTotal Impervious Area:Total Pervious Area:C. LudwigBasin Drainage Area SummaryCalculate The Required Main Pool VolumeDetermine the Water Quality Volume (WQv)Total Future Impervious Area:Calculate The Design VolumeDesign Rainfall:Total Area:Wet Detention Basin WorksheetWet Pond #4BraeburnFM26.420Design Rainfall is 1 InchDrainage Area is 62.6 AcresWQv = (1 x 0.46 x 62.6)/12Percent BUA:Determine the Runoff Coefficient (Rv) for the 1-in rainfallRv = 0.05 + 0.9 x (I)WQv = Design Rainfall x Rv x Onsite Drainage Area Rv is 0.46
V(forebay) = 20% of Vmp =50,754.82-cf600.00-ft600.00-ftRequired Permanent Pool Volume:304,528.92-cfForebay Crest Elevation =599.50-ftElev. Forebay Area 1 Forebay Area 2 Main Bay Area Total Area Forebay Incr. Vol.Forebay Accumulated Vol.Main Bay Incr. Vol.Main Bay Accumulated Vol.Total Accumulated Vol.593.00 6597.253,501.00 sf 69,842.64 sf79,940.89 sf 0.00-cf0.00-cf0.00-cf0.00-cf0.00-cf594.00 7614.354,200.00 sf 73,687.32 sf85,501.67 sf 10,956.30-cf 10,956.30-cf 71,764.98-cf 71,764.98-cf82,721.28-cf595.00 8698.694,959.53 sf 77,617.33 sf91,275.55 sf 12,736.29-cf 23,692.59-cf 75,652.33-cf 147,417.31-cf171,109.89-cf596.00 9850.285,778.50 sf 81,632.66 sf97,261.44 sf 14,643.50-cf 38,336.09-cf 79,625.00-cf 227,042.30-cf265,378.39-cf597.00 11069.086,657.28 sf 85,733.31 sf103,459.67 sf 16,677.57-cf 55,013.66-cf 83,682.99-cf 310,725.29-cf365,738.94-cf598.00 12354.667,595.86 sf 89,919.28 sf109,869.80 sf 18,838.44-cf 73,852.10-cf 87,826.30-cf 398,551.58-cf472,403.68-cf599.00 13704.008,594.24 sf 94,190.57 sf116,488.81 sf 21,124.38-cf 94,976.48-cf 92,054.93-cf 490,606.51-cf585,582.98-cf599.50 14402.458,594.24 sf 96,358.16 sf119,354.85 sf 11,323.73-cf 106,300.21-cf 47,637.18-cf 538,243.69-cf644,543.90-cf600.000.00.00 sf 123,918.23 sf123,918.23 sf 0.00-cf 106,300.21-cf 55,069.10-cf 593,312.79-cf699,612.99-cf% Forebay =19.75%Required PPE = 596.41-ftProposed PPE =600.00-ftElev. Incr. Vol. Accumul. Vol.600.00 0.00 cf699,612.99 cf600.5064,123.93 cf763,736.92 cf601.0068,492.70 cf832,229.62 cf602.00144,075.78 cf976,305.39 cf603.00149,468.93 cf1,125,774.32 cf604.00154,918.59 cf1,280,692.91 cf605.00160,424.77 cf1,441,117.68 cf606.00165,987.47 cf1,607,105.14 cf607.00171,607.58 cf1,778,712.72 cf608.00177,284.39 cf1,955,997.11 cf608.5090,786.63 cf2,046,783.74 cf180,136.57 sf183,009.96 sfAssumed Elev. Of Permanent Pool:Elevation at Bottom of Littoral Shelf:Calculate the Permanent Pool Elevation from Proposed Contours with ForebayCalculate The Required Forebay VolumeBasin Permanent Pool Stage/Storage152,179.63 sf157,657.55 sf163,191.99 sf168,782.94 sf174,432.21 sf141,393.33 sf146,758.22 sfBasin Detention Stage/Storage Above Permanent Pool ElevationContour Area123,918.23 sf132,577.47 sf
PPE = 600.00-ftP.P. Perimeter = 1,716.10-ftVpp = 699,612.99-cfApp = 123,918.23-sfBottom of Shelf Elev = 600.00-ftA(bottom of shelf) = 123,918.23-sfV(shelf) = 0.00-cfDavg = 5.65-ftCalculate the Average Depth of the Pond
1-year, 24-hour Storm Pre-Development Runoff Volume =150,414.00-cf(See Hydraflow Hydrographs)1-year, 24-hour Storm Post-Development Runoff Volume =382,518.00-cf(See Hydraflow Hydrographs)Difference =232,104.00-cfVpp = 699,612.99-cf1-year, 24-hour Storm Volume in Wet Pond #1 = 931,716.99-cf1-year, 24-hour Storm Elevation in Wet Pond #1 = 601.69-ftC = 0.6A = 28.27 in2g = 32.2 ft/secH = 0.85 ftOrifice Diameter = 6inQout = 0.87 cfsDrawdown Time = 3.09 daysOKDetermine The Orifice Size of the Riser Structureܥܣ2݃ܪ଴.ହൌܳ
Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Pond No. 1 - WET POND 4 PPE=600
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 600.00 ft
Stage / Storage Table
Stage (ft)Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 600.00 123,918 0 0
0.50 601.00 132,577 64,105 64,105
1.00 601.00 141,393 68,474 132,579
2.00 602.00 146,758 144,053 276,632
3.00 603.00 152,180 149,446 426,078
4.00 604.00 157,658 154,895 580,973
5.00 605.00 163,192 160,401 741,374
6.00 606.00 168,783 165,963 907,337
7.00 607.00 174,432 171,582 1,078,919
8.00 608.00 180,137 177,259 1,256,178
8.50 608.50 183,010 90,777 1,346,955
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr][A] [B] [C] [D]
Rise (in)= 42.00 6.00 12.00 0.00
Span (in)= 42.00 6.00 36.00 0.00
No. Barrels = 1 130
Invert El. (ft)= 600.00 600.00 603.00 0.00
Length (ft)= 117.00 0.50 0.50 0.00
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
Multi-Stage = n/a Yes Yes No
Crest Len (ft)= 20.00 20.00 0.00 0.00
Crest El. (ft)= 605.00 606.50 0.00 0.00
Weir Coeff.= 3.33 3.33 3.33 3.33
Weir Type = 1 Ciplti --- ---
Multi-Stage = Yes NoNoNo
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 / 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 0 600.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.50 64,105 601.00 0.82 ic 0.79 ic 0.00 --- 0.00 0.00 --- --- --- --- 0.789
1.00 132,579 601.00 0.91 ic 0.77 ic 0.00 --- 0.00 0.00 --- --- --- --- 0.775
2.00 276,632 602.00 1.20 ic 1.20 ic 0.00 --- 0.00 0.00 --- --- --- --- 1.204
3.00 426,078 603.00 1.53 ic 1.52 ic 0.00 --- 0.00 0.00 --- --- --- --- 1.519
4.00 580,973 604.00 31.86 oc 1.16 ic 30.64 ic --- 0.00 0.00 --- --- --- --- 31.80
5.00 741,374 605.00 48.77 oc 1.04 ic 47.73 ic --- 0.00 0.00 --- --- --- --- 48.77
6.00 907,337 606.00 84.66 oc 0.64 ic 29.30 ic --- 54.71 s 0.00 --- --- --- --- 84.65
7.00 1,078,919 607.00 103.31 oc 0.39 ic 17.98 ic --- 84.93 s 23.55 --- --- --- --- 126.85
8.00 1,256,178 608.00 115.01 ic 0.27 ic 12.60 ic --- 102.10 s 122.35 --- --- --- --- 237.33
8.50 1,346,955 608.50 119.78 ic 0.24 ic 10.91 ic --- 108.58 s 188.37 --- --- --- --- 308.10
Starmount Cove
Unit wt. of concrete (pcf) =150 lb/ft3
Unit wt. of H2O =62.4 lb/ft3
TOP OF RISER ELEV. =605.00 ft
INV. OUT OF RISER ELEV. = 593.00 ft
INT. WIDTH OF RISER =60 in
INT. LENGTH OF RISER =60 in
WALL THICK. OF RISER =6 in
BASE THICK. OF RISER =6 in
VOL. OF RISER =450.0 ft3
BUOYANT FORCE =28080.0 lbs Vol. of Riser x Unit wt. of H2O
VOL. CONC. IN RISER =150 ft3
SINKING FORCE OF RISER = 13140 lbs
Vol. of Conc. x (Unit wt. of Conc. ‐ Unit wt. of H 2O)
CONC. PAD THICKNESS =42 in
CONC. PAD WIDTH/LENGTH =8 ft
VOL. OF CONC. PAD =224.00 ft3 L x W x H / Pad Thickness
SINKING FORCE OF PAD =19622.4 lbs Vol. of Pad x (Unit wt. of Conc. ‐ Unit wt. of H 2O)
TOTAL SINKING FORCE =32762.4 lbs

F.S. = 1.17 OK F.S. MUST BE GREATER THAN 1.10
CONCRETE ANCHOR BUOYANCY CALCULATIONS
WET POND #4
CS #4
Factor of safety = SINKING FORCE
BUOYANT FORCE
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 3
WET POND 4 PPE=600
Hydrograph type = Reservoir Peak discharge = 1.315 cfs
Storm frequency = 1 yrs Time to peak = 24.13 hrs
Time interval = 2 min Hyd. volume = 316,258 cuft
Inflow hyd. No. = 2 - POND 4 POST-DEV Max. Elevation = 602.33 ft
Reservoir name = WET POND 4 PPE=600 Max. Storage = 325,924 cuft
Storage Indication method used.
0 10 20 30 40 50 60 70 80 90 100
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
Q (cfs)
Time (hrs)
WET POND 4 PPE=600
Hyd. No. 3 -- 1 Year
Hyd No. 3 Hyd No. 2 Total storage used = 325,924 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 3
WET POND 4 PPE=600
Hydrograph type = Reservoir Peak discharge = 1.698 cfs
Storm frequency = 2 yrs Time to peak = 24.13 hrs
Time interval = 2 min Hyd. volume = 364,853 cuft
Inflow hyd. No. = 2 - POND 4 POST-DEV Max. Elevation = 603.02 ft
Reservoir name = WET POND 4 PPE=600 Max. Storage = 428,978 cuft
Storage Indication method used.
0 10 20 30 40 50 60 70 80 90 100
Q (cfs)
0.00 0.00
20.00 20.00
40.00 40.00
60.00 60.00
80.00 80.00
100.00 100.00
120.00 120.00
140.00 140.00
160.00 160.00
Q (cfs)
Time (hrs)
WET POND 4 PPE=600
Hyd. No. 3 -- 2 Year
Hyd No. 3 Hyd No. 2 Total storage used = 428,978 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 3
WET POND 4 PPE=600
Hydrograph type = Reservoir Peak discharge = 21.94 cfs
Storm frequency = 10 yrs Time to peak = 12.93 hrs
Time interval = 2 min Hyd. volume = 721,938 cuft
Inflow hyd. No. = 2 - POND 4 POST-DEV Max. Elevation = 603.77 ft
Reservoir name = WET POND 4 PPE=600 Max. Storage = 544,982 cuft
Storage Indication method used.
0 10 20 30 40 50 60 70 80 90 100
Q (cfs)
0.00 0.00
40.00 40.00
80.00 80.00
120.00 120.00
160.00 160.00
200.00 200.00
240.00 240.00
280.00 280.00
Q (cfs)
Time (hrs)
WET POND 4 PPE=600
Hyd. No. 3 -- 10 Year
Hyd No. 3 Hyd No. 2 Total storage used = 544,982 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 3
WET POND 4 PPE=600
Hydrograph type = Reservoir Peak discharge = 41.20 cfs
Storm frequency = 25 yrs Time to peak = 12.60 hrs
Time interval = 2 min Hyd. volume = 933,156 cuft
Inflow hyd. No. = 2 - POND 4 POST-DEV Max. Elevation = 604.40 ft
Reservoir name = WET POND 4 PPE=600 Max. Storage = 645,654 cuft
Storage Indication method used.
0 10 20 30 40 50 60 70 80 90 100
Q (cfs)
0.00 0.00
50.00 50.00
100.00 100.00
150.00 150.00
200.00 200.00
250.00 250.00
300.00 300.00
350.00 350.00
Q (cfs)
Time (hrs)
WET POND 4 PPE=600
Hyd. No. 3 -- 25 Year
Hyd No. 3 Hyd No. 2 Total storage used = 645,654 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 3
WET POND 4 PPE=600
Hydrograph type = Reservoir Peak discharge = 48.41 cfs
Storm frequency = 50 yrs Time to peak = 12.57 hrs
Time interval = 2 min Hyd. volume = 1,092,750 cuft
Inflow hyd. No. = 2 - POND 4 POST-DEV Max. Elevation = 604.97 ft
Reservoir name = WET POND 4 PPE=600 Max. Storage = 736,590 cuft
Storage Indication method used.
0 10 20 30 40 50 60 70 80 90 100
Q (cfs)
0.00 0.00
50.00 50.00
100.00 100.00
150.00 150.00
200.00 200.00
250.00 250.00
300.00 300.00
350.00 350.00
400.00 400.00
Q (cfs)
Time (hrs)
WET POND 4 PPE=600
Hyd. No. 3 -- 50 Year
Hyd No. 3 Hyd No. 2 Total storage used = 736,590 cuft
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2018 by Autodesk, Inc. v12 Friday, 02 / 16 / 2018
Hyd. No. 3
WET POND 4 PPE=600
Hydrograph type = Reservoir Peak discharge = 59.05 cfs
Storm frequency = 100 yrs Time to peak = 12.50 hrs
Time interval = 2 min Hyd. volume = 1,199,538 cuft
Inflow hyd. No. = 2 - POND 4 POST-DEV Max. Elevation = 605.32 ft
Reservoir name = WET POND 4 PPE=600 Max. Storage = 794,388 cuft
Storage Indication method used.
0 10 20 30 40 50 60 70 80 90 100
Q (cfs)
0.00 0.00
60.00 60.00
120.00 120.00
180.00 180.00
240.00 240.00
300.00 300.00
360.00 360.00
420.00 420.00
Q (cfs)
Time (hrs)
WET POND 4 PPE=600
Hyd. No. 3 -- 100 Year
Hyd No. 3 Hyd No. 2 Total storage used = 794,388 cuft
I.
Summary

POND DA (AC) PRE‐TOC PRE‐CN POST‐TOC POST‐CN
1 13.07 22.2 70 16.8 89
2 20.37 33 70 10.2 90
3 12.29 17.4 73 11.4 90
4 62.60 30.6 74 19.8 91
STORM PRE‐DEV 1‐YEAR 
STORM FLOW
ROUTED 1‐YEAR 
STORM FLOW DIFFERENCE
1‐YEAR 5.42 0.25 ‐5.17
2‐YEAR 9.64 0.66 ‐8.98
10‐YEAR 25.71 9.50 ‐16.21
25‐YEAR 36.11 20.59 ‐15.52
50‐YEAR 44.36 26.72 ‐17.64
100‐YEAR 49.98 28.91 ‐21.07
STORM PRE‐DEV 1‐YEAR 
STORM FLOW
ROUTED 1‐YEAR 
STORM FLOW DIFFERENCE
1‐YEAR 6.54 0.32 ‐6.22
2‐YEAR 11.68 0.74 ‐10.95
10‐YEAR 31.70 13.77 ‐17.93
25‐YEAR 44.67 35.79 ‐8.88
50‐YEAR 54.85 53.35 ‐1.5
100‐YEAR 61.79 60.21 ‐1.58
STORM PRE‐DEV 1‐YEAR 
STORM FLOW
ROUTED 1‐YEAR 
STORM FLOW DIFFERENCE
1‐YEAR 7.66 0.36 ‐7.31
2‐YEAR 12.44 1.11 ‐11.34
10‐YEAR 29.95 8.92 ‐21.03
25‐YEAR 41.13 12.53 ‐28.60
50‐YEAR 49.79 14.79 ‐35
100‐YEAR 55.66 16.05 ‐39.61
STORM PRE‐DEV 1‐YEAR 
STORM FLOW
ROUTED 1‐YEAR 
STORM FLOW DIFFERENCE
1‐YEAR 30.13 1.32 ‐28.82
2‐YEAR 48.64 1.70 ‐46.94
10‐YEAR 115.89 21.94 ‐93.95
25‐YEAR 158.09 41.20 ‐116.89
50‐YEAR 190.98 48.41 ‐142.57
100‐YEAR 213.29 59.05 ‐154.24
SUMMARY TABLE
SUMMARY TABLE POND 4
SUMMARY TABLE POND 3
SUMMARY TABLE POND 1
SUMMARY TABLE POND 2
.
Impervious Area Calculations
Buildings Roads and Curb Driveways SidewalksTotal Impervious Area Drainage Area % Impervious147,210.00 sf 54,810.71 sf 18,897.87 sf 15,960.00 sf 236,878.58 sf 569,502.52 sf 41.59%3.38 ac 1.26 ac 0.43 ac 0.37 ac 5.44 ac 13.07 ac 41.59%Buildings Roads and Curb Driveways SidewalksTotal Impervious Area Drainage Area % Impervious231,102.37 sf 124,690.61 sf 35,413.60 sf 33,482.36 sf 424,688.94 sf 887,133.90 sf 47.87%5.31 ac 2.86 ac 0.81 ac 0.77 ac 9.75 ac 20.37 ac 47.87%Buildings Roads and Curb Driveways SidewalksTotal Impervious Area Drainage Area % Impervious135,625.95 sf 46,166.57 sf 24,448.93 sf 16,250.81 sf 222,492.26 sf 535,346.05 sf 41.56%3.11 ac 1.06 ac 0.56 ac 0.37 ac 5.11 ac 12.29 ac 41.56%Buildings Roads and Curb Driveways SidewalksAmenity CenterTotal Impervious Area Drainage Area % Impervious623,907.24 sf 310,985.73 sf 108,932.22 sf 95,193.74 sf 97,356.95 sf 1,237,519.26 sf 2,727,027.48 sf 45.38%14.32 ac 7.14 ac 2.50 ac 2.19 ac 2.24 ac 28.41 ac 62.60 ac 45.38%Pond 1 Impervious AreasPond 2 Impervious AreasPond 3 Impervious AreasPond 4 Impervious Areas
.
Drainage Map
625 632 628630628627628627633628626629628630627625
622619617
6186226236146166196206
2
3
6
2
2
6206186
1
6 619621622623620618611605605610611618612618622623625 627629 629631625625623
62262162463063163062862962762762662362662
4
61761
5
61
4
612
61
2
6116
1
0
610611
611
61
0
60561060260860860160059359360060160859360060160861061361161161361561661761
8
618616617
61560
9 614611615618616620621621622625628628632627626625626625627
627
627
623 625621 622621
623
620
621622623625624625627
628
628
627618622
61862262061962462161961761861661461562360
9
610611
60
9
60
8
6
1
1
61
1
61
1
61
2
61
3
6
1
3
6
1
1
6
1
4
6
1
3611614612610
6
1
2
6
1
2
61
2
61
4
6
1
4616
614615
6
1
4
6
1
3
61
36143:13:13
:
1
3:
1
3:1
3:13:1 7:1188868512512636520520720623923823623534834717418118217516817616917717017817117317214616415614516315514416215415114316115315014216014916715915214816615814716515787821101171111181041121191051131201061211071141221081151231091161241031011022832912933012842943022852953032862963042872762682752672742662732652722642792712632782702622772692612552482562492572502582512592522602532462542472222402232312412242322422252432262332442272342452282212292372082002132202122192112182102042172092032162022152012141351271341411331401321391311371301291361281383453463383643633613623403393603433423413443153263233253243323273283293303313363333343353203193183173163123143133083113103093063073373052972802882982812892992822902923008192230345676463626170717578777673747284838081798891929089939694959998971001413121110151617191820212625242322DI#C14DI#C11DI#C13DI#C12CB#C5CB#C6DI#C10CB#C15CB#C4DI#C9DCB#C3JB#C2DI#C7DI#C8FES#C1DCB#B79DI#B62CB#B61CB#B60CB#B59DI#B84CB#B83CB#B58DI#B78DI#B77DCB#B35DCB#B36DI#B34CB#B57DI#B33DI#B82DI#B53CB#B80CB#B81DI#B48DI#B75DI#B76DI#B32CB#B21CB#B20CB#B54DI#B74DI#B51DCB#B56CB#B55DI#B40DI#B47CB#B43CB#B42DCB#B66CB#B65CB#B64CB#B68DI#B50DI#B52CB#B19CB#B27CB#B26DI#B49DI#B31CB#B71DCB#B18CB#B17DI#B39DI#B38DI#B46DI#B45CB#B73CB#B25CB#B41CB#B67CB#B70CB#B72DI#B37DI#B30CB#B10CB#B9DI#B44DI#B85DI#B16CB#B11CB#B6CB#B8DCB#B15CB#B14DI#B29DCB#B69CB#B7DCB#B28CB#B5DI#B13DI#B24DI#B63DI#B23DI#B22DCB#B3DCB#B4DI#B2FES#B1CB#D19CB#D20CB#D64CB#D18CB#D17CB#D16CB#D15CB#D42CB#D43CB#D41DI#D48CB#D62DI#D47CB#D14CB#D63CB#D40DI#D46CB#D13CB#D59CB#D58DI#D38CB#D39CB#D68CB#D11CB#D12DI#D45CB#D32CB#D31JB#D8DI#D44CB#D65CB#D10DI#D37CB#D61CB#D30DI#D35CB#D70CB#D29DI#D36CB#D7CB#D69DCB#D9CB#D67DI#D26DI#D34DI#D33CB#D6CB#D5DI#D4CB#D60DI#D27CB#D66CB#D28CB#D55CB#D54CB#D51CB#D49CB#D50CB#D53CB#D52DI#D25JB#D2DI#D24DCB#D21CB#D22DI#D23DI#D56DI#D3FES#D1CB#E6CB#E7CB#E23CB#E22CB#E34CB#E21DI#E31DI#E30DI#E29DI#E5CB#E20CB#E32CB#E4DI#G11CB#G12DI#G10DI#G9CB#F17CB#F18CB#F16CB#F15CB#F46CB#F47CB#F14CB#F45CB#F31CB#F30CB#F13CB#F12CB#F34CB#F11DI#F33DI#F39CB#F10DI#F37DI#F38DI#F36CB#F44DI#F32DCB#F9CB#A29CB#A28CB#A33DI#A15CB#A19CB#A20DCB#A9CB#A10DI#A14DI#A13CB#A18DI#A12DI#A8CB#A17CB#A32DI#A27DI#A7CB#A23DI#A26DI#A25CB#A22DI#A24CB#A21CB#A31DI#A6DI#A11CB#A16CB#A30DCB#A4DCB#A3DI#A5DI#A2FES#A1CB#B12RISER #4HW POND #4RISER #1FES POND #1606610629633634638 634 V:\FM26.400 - Bonterra\_FM26\Sheets\FM26-DRAINAGE AREAS.dwg, C3.15 STORM DRAINAGE AREAS - SHEET 1 OF 2, jcato
SHEET:PROJECT MANAGER:PROJECT INFORMATIONDESIGNED BY:DRAWN BY:PROJECT NUMBER:ORIGINAL DATE:ESP Associates. P.A.
P.O. Box 7030
Charlotte, NC 28241
3475 Lakemont Blvd.
Fort Mill, SC 29708
704-583-4949 (NC)
803-802-2440 (SC)
www.espassociates.com
BYREVISIONDATENO.
BRAEBURN
INDIAN TRAIL, UNION COUNTY, NCMATTAMY CAROLINA CORP.
STORM DRAINAGE AREAS
- SHEET 1 OF 2
C3.15MRRCALCALFM26.42002/27/18PRELIMINARY
NOT FOR
CONSTRUCTIONR1 INCH = FT.( IN FEET )GRAPHIC SCALE0100'50'100'200'400'100FAITH CHURCH ROAD(EXIST. 60' PUBLIC R/W)DB 186 PG 155DB 186 PG 157ENDERBURY DRIVE(EXIST. 50' PUBLIC R/W)PROP. 30' RESIDENTIALBUFFER (TYP.)AIKEN CROSS LANE(PROP. 60' PUBLIC R/W)CALDER DRIVE(PROP. 50' PUBLIC R/W)DANIA ROAD(PROP. 50' PUBLIC R/W)EARLSTON ROAD(PROP. 50' PUBLIC R/W)FAIRBRAE LANE(PROP. 50' PUBLIC R/W)LAGGAN LANE(PROP. 50' PUBLIC R/W)HAT
T
O
N

R
O
A
D
(PR
O
P
.

5
0
'

P
U
B
L
I
C

R
/
W
)FAIRBRAE LANE(PROP. 50' PUBLIC R/W)RAELEA DR
IVE
(PROP
.
50
'
PUBL
IC
R
/W
)
TO
L
L
C
R
O
S
S

R
O
A
D
(PR
O
P
.

5
0
'

P
U
B
L
I
C

R
/
W
)
DR
YD
EN
ROAD
(
P
RO
P
.

5
0
'

P
UB
L
IC
R
/W
)AINSLIE PLACE ROAD(PROP. 50' PUBLIC R/W)TOP FLIGHT DRIVE(PROP. 60' PUBLIC R/W)BELLSHILL DRIVE(PROP. 50' PUBLIC R/W)MATCH L
INESEE STORM DRA
INAGE
AREAS

-

SHEET
2
OF
2BMP #1BMP #4NOR
T
H

O
R
I
E
N
T
E
D

T
O
NC G
R
I
D

(
N
A
D

8
3
/
2
0
1
1
)SCALE: 1" = 500'BRAEBURN KEY MAPPROP. 25' RESIDENTIALBUFFER (TYP.)PROP. 10' WETLANDBUFFERPROP. 30'WETLANDBUFFERSTORM ASTORM BSTORM DSTORMESTORM FSTORM GSTORM CW
O
O
D
E
N
D

D
R
I
V
E
(PR
O
P
.

5
0
'

P
U
B
L
I
C

R
/
W
)*SEE DRAINAGE AREA TABLES SHEET C3.16
619617
6186226236146166196206
2
3
6
2
2
6206186
1
6 61962162262363163062862362662
4
61761
5
61
4
61
2
6116
1
0
610611
611
61
0
600605611618615613609609607
60160560860660660060060660160661261360960660060
6
600
606606611609610612
61260960
4
59
8
6
1
0
6
09
6
0
9
6
0
6
6
0
2
599605605599597592592597599605605598
60
7
59
9
59
2
59
7
604601608610608
611 612610608 60
9
610611
60
9
60
86106116
1
1
6
1
1
61
1
61
1
61
2
61
3
6
1
3
6116
1
4
6
1
3611614612610
6
1
2
61261
2
6146086
1
1
60
9 6126126126
1
2611613615
61
4616
6146156
1
4
6
1
3
61
3614605617
6
1
6
610
3:1
3:13:13:1
3:13:17:13:15:13:13:13:13:13:1
3:118818318650514836519319435034934834718418518717418118217516817616917717017817117917318017215615515415115316015915215815728329129330128429430228529528629628736404342413839371901911921971951981961991893453463593383643633613563623533573513403543583393553603433423523413443153263233253243223213323273283293303313363333343353203193183173163123143133083113103093063073372972882982892992902923006867666564636261605859474945464455525756545370716972212625242322272830293132333534CB#D13CB#D59CB#D58DI#D38CB#D12CB#D32CB#D31CB#D65CB#D10DI#D37CB#D61CB#D30DI#D35CB#D70CB#D29DI#D36DI#D26DI#D34CB#D60DI#D27CB#D55CB#D54DI#D57CB#D51CB#D53CB#D52DI#D25DI#D24DI#D23DI#E12DI#E11DI#E13CB#E6CB#E7DI#E16CB#E23CB#E22DI#E10CB#E19CB#E18DI#E25CB#E26CB#E34CB#E21DI#E14DI#E31DI#E15DCB#E28CB#E27DI#E30CB#E33CB#E17DI#E8DI#E9DI#E24DI#E29DI#E5CB#E20CB#E32DCB#E3CB#E4DI#E2FES#E1DI#G11DI#G17CB#G13CB#G12CB#G8DI#G10CB#G16CB#G15CB#G3DI#G9DI#G2CB#G7CB#G18CB#G14CB#G4CB#G5CB#G6FES#G1CB#F18CB#F46CB#F47CB#F14CB#F45CB#F31CB#F30CB#F13CB#F12CB#F35CB#F29DI#F24CB#F34CB#F11CB#F28CB#F40DI#F23DI#F33DI#F39CB#F10DI#F5DI#F37DI#F38DI#F21CB#F27CB#F26DI#F36CB#F44CB#F43DI#F32DI#F22DI#F20DI#F6DCB#F8DCB#F9DI#F19DI#F7CB#F42CB#F41CB#F48CB#F25DCB#F3DCB#F4DI#F2FES#F1DI#A27CB#A23DI#A26DI#A25CB#A22DI#A24CB#A21CB#A31RISER #3FES POND #3RISER #2FES POND #25945985945
9
4
59
9
59
4
594599 V:\FM26.400 - Bonterra\_FM26\Sheets\FM26-DRAINAGE AREAS.dwg, C3.16 STORM DRAINAGE AREAS - SHEET 2 OF 2, jcato
SHEET:PROJECT MANAGER:PROJECT INFORMATIONDESIGNED BY:DRAWN BY:PROJECT NUMBER:ORIGINAL DATE:ESP Associates. P.A.
P.O. Box 7030
Charlotte, NC 28241
3475 Lakemont Blvd.
Fort Mill, SC 29708
704-583-4949 (NC)
803-802-2440 (SC)
www.espassociates.com
BYREVISIONDATENO.
BRAEBURN
INDIAN TRAIL, UNION COUNTY, NCMATTAMY CAROLINA CORP.
STORM DRAINAGE AREAS
- SHEET 2 OF 2
C3.16MRRCALCALFM26.42002/27/18PRELIMINARY
NOT FOR
CONSTRUCTIONR1 INCH = FT.( IN FEET )GRAPHIC SCALE0100'50'100'200'400'100AINSL
IE
PLACE
ROAD
(PROP
.

50
'
PUBL
IC
R
/W
)TOP FLIGHT DRIVE(PROP. 60' PUBLIC R/W)CANONGATE DR
IVE
(PROP
.
50
'
PUBL
IC
R
/W
)
TO
L
LC
RO
S
S

ROAD
(
PRO
P
.

5
0
'

P
U
B
L
I
C

R
/W
)WO
O
D
E
N
D

D
R
I
V
E
(P
R
O
P
.

5
0
'

P
U
B
L
I
C

R
/W
)LAGGAN LANE
(PROP
.
50
'
PUBL
IC
R
/W
)TOP FLIGHT DRIVE(FUTURE 60' PUBLIC R/W)(SEE PLANS BY EAGLE ENGINEERINGINC. DATED MAY 12, 2017)(SAW-2014-01804)MOSER CIRCLE(EXIST. 60' PUBLIC R/W)MATCH L
INESEE STORM DRA
INAGE
AREAS

-
SHEET
1
OF
2BMP #2BMP #3NOR
T
H

O
R
I
E
N
T
E
D

T
O
NC G
R
I
D

(
N
A
D

8
3
/
2
0
1
1
)PROP. 25'RESIDENTIALBUFFER (TYP.)PROP. 30'WETLANDBUFFERSCALE: 1" = 500'BRAEBURN KEY MAPSTORM ASTORM BSTORM DSTORMESTORM FSTORM GSTORM C
.
Appendix
A.
Wetlands Reports

BONTERRA
Indian Trail, NC
APPROXIMATE WETLAND MAP

FOR STUDY PURPOSES ONLY
SUBJECT TO USACE/NCDENR VERIFICATION
March 11, 2013
Revised October 02, 2013

LEONARD S. RINDNER PLLC
Wetlands & Environmental
Planning Group

3714 Spokeshave Lane
Matthews, NC 28105
(704) 904 – 2277
[e-mail]

LEGEND

NON – JURISDICTIONAL
CHANNEL, GULLY, OR SWALE

KNOWN CULVERT

KNOWN BRIDGE

B1: PERENNIAL
RPW
E1: PERENNIAL
RPW
K1 – 4 (DNC/TO PL):
WETLAND
J1 – 60: WETLAND
X1 - 20/Y1 - 31: WETLAND
Project Side/Does Not Close
I1 – 6: WETLAND
H1 – 14: WETLAND
Project Side/Does Not
Close

G1 – 15: WETLAND
Project Side/Does Not
Close

W1 – 14/WW1 – 17: WETLAND
Project Side/Does Not Close
F1 – 7: WETLAND
WETLANDS
APPROXIMATED
Project side flagged only

AREA NOT
EVALUATED FOR
WATERS OF THE US
- No development
proposed for this area
OUTPARCEL
NOT INCLUDED

RPW determined to be
outside of review area

RPW determined to be
outside of review area

BONTERRA
Indian Trail, NC
APPROXIMATE WETLAND MAP

FOR STUDY PURPOSES ONLY
SUBJECT TO USACE/NCDENR VERIFICATION
March 11, 2013
Revised October 02, 2013

LEONARD S. RINDNER PLLC
Wetlands & Environmental
Planning Group

3714 Spokeshave Lane
Matthews, NC 28105
(704) 904 – 2277
[e-mail]

LEGEND

NON – JURISDICTIONAL
CHANNEL, GULLY, OR SWALE

KNOWN CULVERT

KNOWN BRIDGE

B1: PERENNIAL
RPW
E1: PERENNIAL
RPW
K1 – 4 (DNC/TO PL):
WETLAND
J1 – 60: WETLAND
X1 - 20/Y1 - 31: WETLAND
Project Side/Does Not Close
I1 – 6: WETLAND
H1 – 14: WETLAND
Project Side/Does Not
Close

G1 – 15: WETLAND
Project Side/Does Not
Close

W1 – 14/WW1 – 17: WETLAND
Project Side/Does Not Close
F1 – 7: WETLAND
WETLANDS
APPROXIMATED
Project side flagged only

AREA NOT
EVALUATED FOR
WATERS OF THE US
- No development
proposed for this area
OUTPARCEL
NOT INCLUDED

RPW determined to be
outside of review area

RPW determined to be
outside of review area

1
December 18, 2017

Mr. Bob Wiggins
Mr. James Mathieson
Mattamy Homes
2127 Ayrsley Town Blvd., Suite 201,
Charlotte, NC 28273

Re: Faith Road Site - Waters of the US Opinion Report – 32 Acres, Indian Trail, Union County, North
Carolina

Dear Sirs:

Based on your request I have reviewed the proposed residential development site to offer an opinion on
whether this project can be developed in accordance with Federal and State wetlands regulations
(Section 404 and Section 401 of the Clean Water Act (CWA) and NCDEQ Isolated Wetland Rules). The
site is a slightly to moderate sloping ridge with varying levels of woodland in early to mid-succession
from previous agricultural and timbering activities. In addition to an upland vegetative community,
invasive dense vegetation such as Russian olive, Japanese Honeysuckle, Blackberry, and Nepalese
Browntop were also present in some areas.

An area is determined to be a wetland when it exhibits Hydric Soil, Hydrophytic Vegetation, and
Wetland Hydrology characteristics. These characteristics are required to be in accordance with the
definitions in the U.S. Army Corps of Engineers (USACE) Wetland Delineation Manual, 1987, and
supplemental appendices. Surface waters such as perennial and intermittent streams and their
impoundments are also subject to the permitting requirements of Section 404 and Section 401 of the
Clean Water Act (CWA). An evaluation was conducted in accordance with these requirements and
conditions.

Based on our evaluation Jurisdictional Waters of the U.S. and/or North Carolina were not identified. In
addition, streams, wetlands, or open waters are not indicated on the USGS map or the latest published
version of the NRCS Soil Survey. In our opinion the site should be expected to be developable without
the need for Section 404/Section 401 permits on this specific tract of land.

Let me know if you have any questions or if I can be of further assistance. Thank you.

Sincerely,

Leonard S. Rindner, PWS
Professional Wetland Scientist

FIGURE NO.

FAITH CHURCH RD
Union Co., NC

VICINITY MAP
EXISTING CONDITIONS STUDY

DATE:

12/15/17
Drawn By:
LSR NRN

Reviewed By:
SITE
PROJECT BOUNDARY
STUDY LIMITS

Drawn By: Reviewed By:
NRN LSR
DATE:
12/15/17

FIGURE NO.

FAITH CHURCH ROAD
Union Co., NC

AERIAL MAP
EXISTING CONDITIONS STUDY

PROPERTY BOUNDARY
STUDY LIMITS

FIGURE NO.

FAITH CHURCH RD
Union Co., NC

USGS MAP
EXISTING CONDITIONS STUDY

DATE:

12/15/17
Drawn By:
LSR NRN

Reviewed By:
PROJECT BOUNDARY
STUDY LIMIT
LOCATION
Lat: 35.0982 ºN
Long: -80.6148 ºW
HUC: 03040105
LOWER ROCKY RIVER
SCALE
1:24,000
ACRES
32.135
USGS QUAD
Matthews, NC
NORTH FORK
CROOKED CREEK

FIGURE NO.

FAITH CHURCH RD
Union Co., NC

NRCS PUBLISHED SOILS MAP
EXISTING CONDITIONS STUDY

DATE:

12/15/17
Drawn By:
LSR NRN

Reviewed By:
PROJECT BOUNDARY
STUDY LIMITS

Drawn By: Reviewed By:
NRN LSR
DATE:
12/15/17

FIGURE NO.

FAITH CHURCH ROAD
Union Co., NC

PRELIMINARY WETLANDS ASSESMENT MAP
EXISTING CONDITIONS STUDY

PROPERTY BOUNDARY
STUDY LIMITS
NON-JURISDICTIONAL
SWALE
3

1-2

NO WATERS OF THE US
IDENTIFIED ON SITE
Faith Church Road
Union Co., NC – 12/18/17

NON-JURISDICTION SWALE – PHOTO 1 NON-JURISDICTIONAL SWALE – PHOTO 2
Faith Church Road
Union Co., NC – 12/15/17

NON-JURISDICATIONAL SWALE – PHOTO 3

WETLAND DETERMINATION DATA FORM – Eastern Mountains and Piedmont Region
Project/Site: City/County: Sampling Date:
Applicant/Owner: State: Sampling Point:
Investigator(s): Section, Township, Range:

Landform (hillslope, terrace, etc.): Local relief (concave, convex, none): Slope (%):

Subregion (LRR or MLRA): Lat: Long: Datum:

Soil Map Unit Name: NWI classification:

Are climatic / hydrologic conditions on the site typical for this time of year? Yes No (If no, explain in Remarks.)
Are Vegetation , Soil , or Hydrology significantly disturbed? Are “Normal Circumstances” present? Yes No
Are Vegetation , Soil , or Hydrology naturally problematic? (If needed, explain any answers in Remarks.)
SUMMARY OF FINDINGS – Attach site map showing sampling point locations, transects, important features, etc.
Hydrophytic Vegetation Present?
Hydric Soil Present?
Wetland Hydrology Present?
Yes
Yes
Yes
No
No
No
Is the Sampled Area
within a Wetland? Yes No
Remarks:
HYDROLOGY

Wetland Hydrology Indicators: Secondary Indicators (minimum of two required)
Primary Indicators (minimum of one is required; check all that apply) Surface Soil Cracks (B6)
Surface Water (A1) True Aquatic Plants (B14) Sparsely Vegetated Concave Surface (B8)
High Water Table (A2) Hydrogen Sulfide Odor (C1) Drainage Patterns (B10)
Saturation (A3) Oxidized Rhizospheres on Living Roots (C3) Moss Trim Lines (B16)
Water Marks (B1) Presence of Reduced Iron (C4) Dry-Season Water Table (C2)
Sediment Deposits (B2) Recent Iron Reduction in Tilled Soils (C6) Crayfish Burrows (C8)
Drift Deposits (B3) Thin Muck Surface (C7) Saturation Visible on Aerial Imagery (C9)
Algal Mat or Crust (B4) Other (Explain in Remarks) Stunted or Stressed Plants (D1)
Iron Deposits (B5) Geomorphic Position (D2)
Inundation Visible on Aerial Imagery (B7) Shallow Aquitard (D3)
Water-Stained Leaves (B9) Microtopographic Relief (D4)
Aquatic Fauna (B13) FAC-Neutral Test (D5)
Field Observations:
Surface Water Present? Yes No Depth (inches):
Water Table Present? Yes No Depth (inches):
Saturation Present? Yes No Depth (inches):
(includes capillary fringe)
Wetland Hydrology Present? Yes No
Describe Recorded Data (stream gauge, monitoring well, aerial photos, previous inspections), if available:
Remarks:
US Army Corps of Engineers Eastern Mountains and Piedmont – Version 2.0

VEGETATION (Five Strata) – Use scientific names of plants. Sampling Point:
Absolute Dominant Indicator
Tree Stratum (Plot size: ) % Cover Species? Status
1.
2.
3.
4.
5.
6.
7.
= Total Cover
Sapling Stratum (Plot size: )
1.
2.
3.
4.
5.
6.
7.
= Total Cover
Shrub Stratum (Plot size: )
1.
2.
3.
4.
5.
6.
7.
= Total Cover
Herb Stratum (Plot size: )
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
= Total Cover
Woody Vine Stratum (Plot size: )
1.
2.
3.
4.
5.
= Total Cover
Dominance Test worksheet:
Number of Dominant Species
That Are OBL, FACW, or FAC: (A)
Total Number of Dominant
Species Across All Strata: (B)
Percent of Dominant Species
That Are OBL, FACW, or FAC: (A/B)
Prevalence Index worksheet:
Total % Cover of: Multiply by:
OBL species x 1 =
FACW species x 2 =
FAC species x 3 =
FACU species x 4 =
UPL species x 5 =
Column Totals: (A) (B)
Prevalence Index = B/A =
Hydrophytic Vegetation Indicators:
1 - Rapid Test for Hydrophytic Vegetation
2 - Dominance Test is >50%
3 - Prevalence Index is ≤3.01
4 - Morphological Adaptations1 (Provide supporting
data in Remarks or on a separate sheet)
Problematic Hydrophytic Vegetation1 (Explain)
1Indicators of hydric soil and wetland hydrology must
be present, unless disturbed or problematic.
Definitions of Five Vegetation Strata:
Tree – Woody plants, excluding woody vines,
approximately 20 ft (6 m) or more in height and 3 in.
(7.6 cm) or larger in diameter at breast height (DBH).
Sapling – Woody plants, excluding woody vines,
approximately 20 ft (6 m) or more in height and less
than 3 in. (7.6 cm) DBH.
Shrub – Woody plants, excluding woody vines,
approximately 3 to 20 ft (1 to 6 m) in height.
Herb – All herbaceous (non-woody) plants, including
herbaceous vines, regardless of size, and woody
plants, except woody vines, less than approximately 3
ft (1 m) in height.
Woody vine – All woody vines, regardless of height.
Hydrophytic
Vegetation
Present? Yes No
Remarks: (Include photo numbers here or on a separate sheet.)
US Army Corps of Engineers Eastern Mountains and Piedmont – Version 2.0

SOIL Sampling Point:
Profile Description: (Describe to the depth needed to document the indicator or confirm the absence of indicators.)
Depth Matrix Redox Features
(inches) Color (moist) % Color (moist) % Type1 Loc2 Texture Remarks
1Type: C=Concentration, D=Depletion, RM=Reduced Matrix, MS=Masked Sand Grains. 2Location: PL=Pore Lining, M=Matrix.
Hydric Soil Indicators: Indicators for Problematic Hydric Soils3:
Histosol (A1) Dark Surface (S7) 2 cm Muck (A10) (MLRA 147)
Histic Epipedon (A2) Polyvalue Below Surface (S8) (MLRA 147, 148) Coast Prairie Redox (A16)
Black Histic (A3) Thin Dark Surface (S9) (MLRA 147, 148) (MLRA 147, 148)
Hydrogen Sulfide (A4) Loamy Gleyed Matrix (F2) Piedmont Floodplain Soils (F19)
Stratified Layers (A5) Depleted Matrix (F3) (MLRA 136, 147)
2 cm Muck (A10) (LRR N) Redox Dark Surface (F6) Very Shallow Dark Surface (TF12)
Depleted Below Dark Surface (A11) Depleted Dark Surface (F7) Other (Explain in Remarks)
Thick Dark Surface (A12) Redox Depressions (F8)
Sandy Mucky Mineral (S1) (LRR N, Iron-Manganese Masses (F12) (LRR N,
MLRA 147, 148) MLRA 136)
Sandy Gleyed Matrix (S4) Umbric Surface (F13) (MLRA 136, 122) 3Indicators of hydrophytic vegetation and
Sandy Redox (S5) Piedmont Floodplain Soils (F19) (MLRA 148) wetland hydrology must be present,
Stripped Matrix (S6) Red Parent Material (F21) (MLRA 127, 147) unless disturbed or problematic.
Restrictive Layer (if observed):
Type:
Depth (inches): Hydric Soil Present? Yes No
Remarks:
US Army Corps of Engineers Eastern Mountains and Piedmont – Version 2.0
STREAM REACH EVALUATION FORM

Date: 12/15/17 Evaluator: NRN/LSR Easting: -80.6138
Project: Faith Church Road: Non-Jurisdictional Swale DP2 Northing: 35.0987
Total Points:
Stream is at least intermittent if > 19 or perennial if > 30*
(right-click the purple number and left-click Update Field to summarize points)
14.0

A. Geomorphology Absent Weak Moderate Strong SCORE
1a. Continuity of channel bed and bank 0 1 2 3 1
2. Sinuosity of channel along thalweg 0 1 2 3 1
3. In-channel structure: riffle- / step- pool sequence 0 1 2 3 1
4. Particle size of stream substrate 0 1 2 3 1
5. Active/relic floodplain 0 1 2 3 0
6. Depositional bars or benches 0 1 2 3 0
7. Recent alluvial deposits 0 1 2 3 0
8. Headcuts 0 1 2 3 0
9. Grade controls 0 0.5 1 1.5 1
10. Natural valley 0 0.5 1 1.5 1
11. Second or greater order channel No = 0 Yes = 3 0
Geomorphology Subtotal 6.0
a Man-made ditches are not rated: see discussion in NCDWQ Manual
B. Hydrology
12. Presence of Baseflow 0 1 2 3 0
13. Iron Oxidizing Bacteria 0 1 2 3 0
14. Leaf litter 1.5 1 0.5 0 0.5
15. Sediment on plants or debris 0 0.5 1 1.5 0.5
16. Organic debris lines or piles (Wrack lines) 0 0.5 1 1.5 1
17. Soil-based Evidence of high water table? No = 0 Yes = 3 0
Hydrology Subtotal 2.0
C. Biology
18. Fibrous roots in streambed 3 2 1 0 1
19. Rooted upland plants in streambed 3 2 1 0 3
20. Macrobenthos (note diversity and abundance) 0 1 2 3 0
21. Aquatic Mollusks 0 1 2 3 0
22. Fish 0 0.5 1 1.5 0
23. Crayfish 0 0.5 1 1.5 0
24. Amphibians 0 0.5 1 1.5 0
25. Algae 0 0.5 1 1.5 0
26. Wetland plants in streambed FACW= 0.75, OBL= 1.5, Other= 0 0
Biology Subtotal 4.0
* perennial streams may also be identified using other methods. See page 35 of NCDWQ manual.
Notes:

Adapted from NCDWQ: Methodology for Identification of Intermittent and Perennial Streams and their
Origins.
(version 4.11)

Nicholas Nelson - Environmental Scientist