SW3170601_Stormwater Report_20170714

STORMWATER MANAGEMENT
AND EROSION CONTROL DESIGN
Moore Farm Subdivision
Union County, North Carolina
for
Graham Enterprises of the Carolinas, LLC
EN GSI NEE R I N G
John Ross, P.E.
EAGLE ENGINEERING, INC.
2013A Van Buren Ave.
Indian Tra &,NC 28079
Q�pFESS16%;I.
10 1 n ?
NOUS��
I PROJECT NO.: 5750
November 19, 2016
Revision
Date
Revised Per Comments
5/9/17
Revised Per Comments
5/22/17
Revised Per Comments
07/10/17

VICINITY MAP
»:s

Moore Farms Subdivision — Union County, NC 5750
May 5, 2017
Project Summary
The proposed project is located on the east side of Waxhaw Indian Trail Road (S.R. 1008) 5950 L.F north
of Potter Road (S.R. 1357) in Union County North Carolina. The residential subdivision project will
included roadway improvements, stormwater management facilities, underground utilities, two amenity
areas, a storm drainage system, sanitary sewer, water, and varies other utilities necessary to serve the
project.
The subdivision is planned as an age restrictive Active Adjust Community and consequently is designed
so, with proposed walking trails, community gardens, and multiple amenity facilities. Two roads on the
eastern side of the project, stubbed to the property line, will provide cross connection to the adjacent
property currently under design development. Together this corridor is part of the Town of Indian Trail
Comprehensive Transportation Plan and will connect Waxhaw Indian Trail Road to the planned Faith
Church Road Extension.
Not located within any incorporated town or city, Union County is the jurisdictional view agency for
planning, zoning, stormwater, sanitary sewer and water. Water quality review will be reviewed and
permitted through the NCDEQ state office. This project will include roadway improvements along
Waxhaw Indian Trail Road and is subject to review and approval by NCDOT. The project's internal road
system will be dedicated to NCDOT and consequently has been designed to their standards. With
internal roadway dedication, NCDOT will also review all project construction documents and
calculations.
Located along Price Mill Creek, a proposed route of the Carolina Tread Trail, the project will provide
dedicated easements and construct a portion of it along with the planned internal walking trails.
The project drains to the floodplain of Davis Creek & Price Mill Creek and is not located within a
protected watershed. A portion of the property is located within a special flood hazard areas as shown
on FEMA Flood map, Community Panel No. 3710449700J, Effective Date October 16, 2008.
Soils on the site consist of:
•
BaB -
Badin channery silt loam, 2 to 8percent slopes
•
BaC -
Badin channery silt loam, 8 to 15percent slopes
•
BdB2 -
Badin channery silty clay loam, 2to 8 percent slopes,moderately eroded
•
BdC2 -
Badin channery silty clay loam, 8to 15 percent slopes,moderately eroded
•
ChA -
Chewacla silt loam, 0 to 2percent slopes, frequentlyflooded
•
GoC -
Goldston very channery siltloam, 4 to 15 percent slopes
•
GsB -
Goldston-Badin complex, 2 to 8percent slopes
•
ScA -
Secrest-Cid complex, 0 to 3percent slopes
•
WyB -
Wynott gravelly loam, 2 to 8percent slopes
These soils are predominantly labeled as hydrologic soil group (HSG) "C & D". USDA NRCS soils map and
supporting information can be found in the USDA Soils Resource Report Included in these calculations.

TABLE OF CONTENTS
LOCATION MAP
PROJECT SUMMARY
STORM DRAINAGE
STORM DRAINAGE NARRATIVE
STORM DRAINAGE AREA MAP (1 OF 8)
STORM DRAINAGE AREA MAP (2 OF 8)
STORM DRAINAGE AREA MAP (3 OF 8)
STORM DRAINAGE AREA MAP (4 OF 8)
STORM DRAINAGE AREA MAP (5 OF 8)
STORM DRAINAGE AREA MAP (6 OF 8)
STORM DRAINAGE AREA MAP (7 OF 8)
STORM DRAINAGE AREA MAP (8 OF 8)
STORM PIPE CALCULATIONS
STORM PIPE CALCULATIONS
STORM PIPE CALCULATIONS
STORM PIPE CALCULATIONS
STORM PIPE CALCULATIONS
STORM PIPE CALCULATIONS
STORM PIPE CALCULATIONS
STORM SPREAD & SAG CALCULATIONS
STORM SPREAD & SAG CALCULATIONS
RIP RAP APRON GRAPH
RIP RAP APRON GRAPH
STORM FLARED END SECTION RIP RAP APRON CALCULATIONS
STORM DROP INLET CALCULATIONS
CMP CULVERT CALCULATIONS (DUAL 72" CMP)
- STORM DRAINAGE AREA MAP
-HYDROLOGY
- TIME OF CONCENTRATION
- PIPE SIZING CALCULATION
RCP CULVERT CALCULATIONS (36" RCP)
- STORM DRAINAGE AREA MAP
-HYDROLOGY
-TIME OF CONCENTRATION
- PIPE SIZING CALCULATION
EROSION CONTROL IV
- EROSION CONTROL NARRATIVE
-TEMPORARY SEDIMENT TRAP 1 CALCULATIONS
- TEMPORARY SEDIMENT TRAP 2 CALCULATIONS
-TEMPORARY SEDIMENT TRAP 3 CALCULATIONS
- TEMPORARY SEDIMENT TRAP 4 CALCULATIONS

- SKIMMER BASIN A & FAIRCLOTH SKIMMER SIZING AND CALCULATIONS
- SKIMMER BASIN B & FAIRCLOTH SKIMMER SIZING AND CALCULATIONS
- SKIMMER BASIN C & FAIRCLOTH SKIMMER SIZING AND CALCULATIONS
- SKIMMER BASIN D & FAIRCLOTH SKIMMER SIZING AND CALCULATIONS
- SKIMMER BASIN E & FAIRCLOTH SKIMMER SIZING AND CALCULATIONS
- SKIMMER BASIN F & FAIRCLOTH SKIMMER SIZING AND CALCULATIONS
- SKIMMER BASIN G & FAIRCLOTH SKIMMER SIZING AND CALCULATIONS
- SKIMMER BASIN H & FAIRCLOTH SKIMMER SIZING AND CALCULATIONS
- USDA SOIL REPORT
-RIP-RAP APRON CALCULATIONS
WATERQUALITY CALCULATIONS V
WATER QUALITY /DETENTION NARRATIVE
WET POND 1
- DRAINAGE MAP (1 OF 2)
- DRAINAGE MAP (2 OF 2)
-CALCULATIONS (1 OF 2)
-CALCULATIONS (2 OF 2)
- HYDROGOGRPAH RETURN REPORT RECAP
- POND REPORT
- HYDROGRAPH SUMMARY REPORT 100 YR STORM
- CONCRETE ANCHOR BUOYANCY CALCULATIONS
WET POND 2 WATER QUALITY VOLUME CALCULATIONS
- DRAINAGE MAP (1 OF 2)
- DRAINAGE MAP (2 OF 2)
-CALCULATIONS (1 OF 2)
-CALCULATIONS (2 OF 2)
- HYDROGOGRPAH RETURN REPORT RECAP
- POND REPORT
- HYDROGRAPH SUMMARY REPORT 2, 25, 100 YR STORM
- CONCRETE ANCHOR BUOYANCY CALCULATIONS
WET POND 3 WATER QUALITY VOLUME CALCULATIONS
- DRAINAGE MAP
-CALCULATIONS (1 OF 2)
-CALCULATIONS (2 OF 2)
- HYDROGOGRPAH RETURN REPORT RECAP
- POND REPORT
- HYDROGRAPH SUMMARY REPORT 2, 25, & 100 YR STORM
- CONCRETE ANCHOR BUOYANCY CALCULATIONS
WET POND 4 WATER QUALITY VOLUME CALCULATIONS
- DRAINAGE MAP
-CALCULATIONS (1 OF 2)
-CALCULATIONS (2 OF 2)
- HYDROGOGRPAH RETURN REPORT RECAP
- POND REPORT
- HYDROGRAPH SUMMARY REPORT 100 YR STORM
- CONCRETE ANCHOR BUOYANCY CALCULATIONS

Moore Farms Subdivision — Union County, NC
Stormwater Management Report
Stormwater System Design Calculations
5750
May 9, 2017

STORM WATER NARRATIVE
The proposed project involves the construction of a 269 -lot residential subdivision on +/-116-
acres located at the east side of Waxhaw Indian Trail Road in Union County North Carolina. The
residential subdivision project will included approximately 10,332 linear feet of internal
roadway with sidewalks, relative utilities, and stormwater management infrastructure.
The Stormwater Management Plan for Moore Farms will systematically treat the project's
stormwater runoff via engineered storm water management facilities design to capture and
treat virtually all the impervious runoff.
The project stormwater discharges to floodplain of Davis Creek & Price Mill Creek. The
proposed project site is not located within a protected watershed.
The design discharge used in sizing the storm drainage system was determined by the rational
method. The storm drainage system was design so that at no point in the system does the
hydraulic grade line come out of the ground. Surface flow calculations where done using
coefficients in the range of 0.50 -0.80 and modeled with built out conditions.
Spread calculations have been provided to prove that during the 10yr storm event a navigable
road travel width of 6.0 ft. is maintained in all spread conditions. In sag conditions, inlet
capacity and storm drains have been designed for the 25 -year storm event and a navigable
travel with of 9.0 feet is maintained. These criteria are consistent with NCDOT practices.
Rear yard swale where designed to route water to drop inlet. Swale calculations for the rear
yard swales where designed using the 10 -year storm event. The swales are evaluated using
three vegetation characteristics or stages of vegetation: un -vegetated, practically vegetated,
and fully vegetated. Ponding at yard inlets outside the roadway where designed to be less
than one foot above the grate inlet. All low points outside the roadway are accompanied with
an overflow who's elevation is less than one foot above the grate elevation. All pad elevations
are set a minimum of one foot above any adjacent overflow. Runoff calculations were
performed following the procedures outlined in the NDENR Stormwater BMP Manual and by
the SCS method.
All necessary documentation and information needed to review and verify that the design
objective and standards have been met, are included.

6/26/2017 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3 1-,
Location name: Indian Trail, North Carolina, USA*
Latitude: 35.0409*, Longitude: -80.6787°
Elevation: 645.78 ft**
` source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches/hourp
Average recurrence interval (years)
luration 100
1
1 2 5 10 25 50 100 200 500 1000
5.00 IF 5.90 IF 6.86 7.55 8.34 8.89 9.38 9.83 IF 10.3 IF 10.7
5 -min (4.61-5.42) 1 (5.44-6.43) 1 (6.30-7.46) 11 (6.92-8.20) 1 (7.62-9.04) 1 (8.08-9.62) 1 (8.50-10.2) (8.84-10.7) 1 (9.22-11.2) 1 (9.46-11.6)
10 -min 3.99 4.72 5.49 6.04 6.65 7.08 7.46 7.79 8.17 8.41
(3.68-4.34) (4.35-5.14) (5.05-5.98) (5.54-6.55) (6.07-7.20) (6.43-7.67) (6.74-8.08) (7.01-8.44) ( 7.29-8.87) ( 7.45-9.16)
3.33 3.96 4.63 5.09 5.62 5.98 6.28 6.55 6.86 7.04
15 -min (3.07-3.61) (3.65-4.31) (4.26-5.04) (4.67-5.53) (5.13-6.08) (5.43-6.47) (5.68-6.80) (5.90-7.10
(6.12-7.44) (6.23-7.66)
2.28 2.73 3.29 3.69 4.16 4.50 4.81 5.10 5.45 5.70
30 -min (2.10-2.48) (2.52-2.98) (3.02-3.58) (3.38-4.00) (3.80-4.51) (4.09-4.87) (4.35-5.21) (4.59-5.53) (4.87-5.92) (5.05-6.20)
1.42 1.72 2.11 2.40 2.77 3.05 3.31 3.58 3.91 4.16
60 -min (1,31-1.54) (1.58-1.87) (1.94-2.30) (2.20-2.61) (2.53 3.00) (2.77-3.30) 1 (3.00-3.59) 11 (3.22-3.88) (3.49-4.25) (3.68-4.53)
0.822 0.996 1.23 1.42 1.65 1.83 2.01 2.18 2.41 2.59
2 -hr
1(0.754-0.900)1(0.912-1.09) 1 (1.13-1.35) 11 (1.29-1.55) 1 (1.50-1.80) 1 (1.65-1.99) 1 (1.80-2.19) 1 (1.95-2.38) 1 (2.13-2.63) 1 (2.27-2.83)
3 -hr 0.582 0.703 0.877 1.01 1.19 1.34 1.48 1.63 1.83 2.00
1(0.533-0.640)1(0.643-0.773)1(0.801-0.963)11(0.921-1.11) 1 (1.08-1.31) 1 (1.20-1.46) 1 (1.33-1.61) 11 (1.45-1.78) 1 (1.61-2.00) 1 (1.73-2.18)
6 -hr 0.351 0.423 0.528 0.611 0.723 0.813 0.904 0.999 1.131.23
(0.322-0.385) (0.388-0.464) (0.484-0.579) (0.558-0.669) (0.656-0.789) (0.733-0.885) (0.809-0.984) (0.885-1.09) (0.987-1.23) ( 1.07-1.34)
12 -hr 0.206 0.249 0.312 0.363 0.433 0.490 0.548 0.610 0.697 0.767
(0.189-0.226) (0.229-0.274) (0.286-0.342) (0.331-0.397) (0.392-0.473) (0.440-0.533) (0.488-0.596) (0.537-0.663) (0.604-0.756) (0.655-0.833)
24 -hr 0.122 0.148 0.186 0.216 0.257 0.290 0.325 0.361 0.411 0.451
(0.113-0.132) (0.137-0.160) (0.171-0.201) (0.199-0.233) (0.236-0.278) (0.266-0.314) (0.297-0.352) (0.328-0.391) (0.371-0.446) (0.406-0.491)
2 -day
3 -day
4 -day
0.072
(0.067-0.078)
0.051
(0.047-0.055)
0.040
(0.037-0.043)
0.087
(0.080-0.094)
0.061
(0.057-0.066)
0.048
(0.045-0.052)
0.108
(0.100-0.117)
0.076
(0.070-0.082)
0.060
(0.055-0.064)
0.125
(0.116-0.136)
0.088
(0.081-0.095)
0.069
(0.064-0.074)
0.149
(0.137-0.161)
0.104
(0.096-0.112)
0.081
(0.075-0.088)
0.168
(0.154-0.181)
0.117
(0.107-0.126)
0.091
(0.084-0.099)
0.187
(0.171-0.203)
0.130
(0.119-0.141)
0.102
(0.093-0.110)
0.207
(0.189-0.225)
0.144
(0.131-0.156)
0.112
(0.103-0.122)
0.235
(0.213-0.256)
0.164
(0.148-0.178)
0.128
( 0.116-0.138)
0.258
(0.232-0.281)
0.179
(0.162-0.195)
0.140
(0.126-0.152)
0.027
0.032
0.039
0.044
0.052
0.058
0.064
0.071
0.080
0.088
7 -day
(0.025-0.029)
(0.030-0.034)
(0.036-0.042)
(0.041-0.047)
(0.048-0.056)
(0.054-0.062)
(0.060-0.069)
(0.065-0.076)
(0.074-0.086)
(0.080-0.095)
0.021
0.025
0.031
0.035
0.040
0.045
0.049
0.054
0.060
0.065
10 -day
(0.020-0.023)
(0.024-0.027)
(0.029-0.033)
(0.032-0.037)
(0.037-0.043)
(0.041-0.048)
(0.045-0.052)
(0.049-0.057)
(0.055-0.064)
(0.059-0.070)
0.014
0.017
0.020
0.022
0.026
0.028
0.031
0.033
0.037
0.040
20 -day
(0.013-0.015)
(0.016-0.018)
(0.019-0.021)
(0.021-0.024)
(0.024-0.027)
(0.026-0.030)
(0.029-0.033)
(0.031-0.036)
(0.034-0.040)
(0.037-0.043)
0.012
0.014
0.016
0.018
0.020
0.022
0.024
0.025
0.028
0.029
30 -day
(0.011-0.012)
(0.013-0.015)
(0.015-0.017)
(0.017-0.019)
(0.019-0.021)
(0.020-0.023)
(0.022-0.025)
(0.024-0.027)
(0.026-0.029)
(0.027-0.031)
0.010
0.012
0.013
0.014
0.016
0.017
0.019
0.020
0.021
0.023
45 -day
(0.009-0.010)
(0.011-0.012)
(0.012-0.014)
(0.014-0.015)
(0.015-0.017)
(0.016-0.018)
(0.018-0.020)
(0.019-0.021)
(0.020-0.023)
(0.021-0.024)
0.009
0.010
0.012
0.013
0.014
0.015
0.016
0.017
0.018
0.019
60 -day
(0.008-0.009)
(0.010-0.011)
(0.011-0.012)
(0.012-0.013)
(0.013-0.015)
(0.014-0.016)
(0.015-0.017)
(0.016-0.018)
(0.017-0.019)
(0.018-0.020)
' Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
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https:Hhdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.0409&Ion=-80.6787&data=intensity&units=english&series=pds 1/4

6/26/2017 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Indian Trail, North Carolina, USA*�
Latitude: 35.0409*, Longitude: -80.6787°
Elevation: 645.78 ft**
` source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches)'
Average recurrence interval (years)
Duration
1
2
F 50
5 10 25 50
100 200 500 1000
=0.417
5-mi(0.384-0.452)
F 3.05
0.492
0.572
0.629
0.695
0.741
0.782
0.819
0.861
0.890
(2.53 3.00)
3.30
(2.77-3.30)
3.66
(0.453-0.536)
(0.525-0.622)
(0.577-0.683)
(0.635-0.753)
(0.673-0.802)(0.708-0.847)
2 -hr
(0.737-0.888)
(0.768-0.935)
(0.788-0.969)
0.665 11 0.787 11 0.915 11 lb 1.11 1.181.24 1.30 1.36 1.40
10 -min (0.614-0.723) (0.725-0.857) (0.841-0.996) (0.923-1.09 1.01-1.20
( ) (1.07-1.28) ( 1.12-1.35) ( 1.17-1.41) ( 1.22-1.48) ( 1.24-1.53)
0.832 0.990 1.16 1.27 1.40 1.49 1.57 ­IF1.64 1.71 1.76
15 -min
1(0.768-0.903)1(0.912-1.08) 1 (1.06-1.26) 11 (1.17-1.38) 1 (1.28-1.52) 1 (1.36-1.62) 1 (1.42-1.70) 11 (1.47-1.78) 1 (1.53-1.86) 1 (1.56-1.92)
1.14 1.37 1.65 1.85 2.08 2.25 2.41 2.55 2.73 2.85
30 -min (1.05-1.24) 11 (1.26-1.49) 11 (1.51-1.79) 11 (1.69-2.00) 11 (1.90-2.25) 11 (2.05-2.44) 11 (2.18-2.61) 11 (2.29-2.76) 11 (2.43-2.96) 11 (2.52-3.10)
3 -hr 1.75 2.11 2.63 3.04 3.59 4.02 4.45 4.90 5.51 5.99
(1.60-1.92) (1.93-2.32) (2.41-2.89) (2.77-3.33) (3.25-3.92) (3.62-4.38) (3.98-4.85) (4.35-5.34) (4.83-6.01) (5.19-6.54)
6 -hr 2.10 2.53 3.16 3.66 4.33 4.87 5.42 5.98 6.77 IF 7.39
(1.93-2.31) (2.32-2.78) (2.90-3.47) (3.34-4.00) (3.93-4.72) (4.39-5.30) (4.85-5.89) (5.30-6.50) (5.91-7.35) (6.38-8.03)
12 -hr 2.48 3.00 3.76 4.37 5.22 5.90 6.61 7.358.39 9.24
(2.28-2.72) (2.76-3.30) (3.45-4.13) (3.99-4.79) (4.73 5.69) (5.30-6.43) (5.88-7.19) (6.47-7.99) ( 7.27-9.11) ( 7.90-10.0)
24 -hr 2.94 3.54 5.17
4.45 6.17 6.96 7.79 8.66 9.86 10.8
(2.72-3.18) (3.28-3.84) (4.12-4.82) (4.77-5.60) (5.67 6.67) (6.38-7.54) (7.12-8.44) (7.87-9.39) (8.91-10.7) (9.74-11.8)
2 -day 3.46 4.16 5.19 6.01 7.14 8.04
(3.20-3.74)
8.98 9.95 11.3 12.4
3 20-3.74) (3.86-4.52) 1 (4.81-5.63) 11 (5.55-6.51) (6.57 7.73) (7.37-8.71) (8.20-9.73) (9.05-10.8) (10.2-12.3) (11.1-13.5)
3.67 4.40 5.46 6.31 7.47 8.40 9.37 10.4 11.8 12.9
3 -da (3.40-3.96) 1 (4.09-4.76) 1 (5.06-5.91) 1 (5.83-6.82) (6.88 8.07) (7.72-9.09) (8.58-10.1) (9.46-11.2) (10.7-12.8) (11.6-14.0)
4 -day 3.87 4.64 5.73 6.60 7.80 8.77 9.76 10.8 12.2 13.4
(3.60-4.18) (4.32-5.01) (5.32-6.19) 11 (6.11-7.12) 1 (7.20-8.42) (8.07-9.47) 1 (8.95-10.5) 1 (9.86-11.7) (11.1-13.3) (12.1-14.5)
7 -day 4.48 5.34 6.51 7.45 8.74 -9-.77--]F10.8 11.9 13.5 14.7
(4.19-4.80) (5.00-5.73) (6.09-6.98) (6.95-7.98) (8.12-9.37) (9.06-10.5) ( 10.0-11.6) ( 11.0-12.8) ( 12.4-14.5) ( 13.4-15.9)
10 -day 5.13 6.11 7.35 8.33 9.65 10.7 11.8 12.8 14.3 15.5
(4.81-5.49) (5.72-6.53) (6.87-7.86) (7.78-8.90) (8.99-10.3) (9.94-11.4) ( 10.9-12.6) ( 11.9-13.8) ( 13.2-15.4) ( 14.2-16.7)
20 -day 6.87 8.10 9.57 10.7 F 13.5 14.8 16.1 17.8 19.1
(6.47-7.31) (7.63-8.62) (9.01-10.2) (10.1-11.4) (11.5 13.1) (12.7-14.4) (13.8-15.8) (14.9-17.1) (16.5-19.0) (17.7-20.5)
30 -day 8.42 9.90 11.5 12.8 14.4
15.307-day7 17.0 18.2 19.9 21.2
(7.96-8.92) (9.36-10.5) (10.9-12.2) ( 12.1-13.6) (13.6-15.3) (14.8-16.7) 11 (15.9-18.0) 11 (17.1-19.4) 11 (18.6-21.2) 11 (19.7-22.7)
1.42
1.72
2.11
2.40
F 3.05
3.31
3.58
3.91
4.16
60 -min
(1.31-1.54)
1.65
1 (1.58-1.87)
1.99
1 (1.94-2.30)
2.477F
11 (2.20-2.61)
2.83
(2.53 3.00)
3.30
(2.77-3.30)
3.66
1 (3.00-3.59)
4.01
11 (3.22-3.88)
4.36
(3.49-4.25)
(3.68-4.53)
F 5.18
2 -hr
(1.51-1.80)
1 (1.82-2.18)
1 (2.26-2.70)
11 (2.58-3.09)
1 (3.00-3.60)
1 (3.31-3.98)
1 (3.61-4.37)
1 (3.90-4.76)
27.4
1 (4.54-5.66)
3 -hr 1.75 2.11 2.63 3.04 3.59 4.02 4.45 4.90 5.51 5.99
(1.60-1.92) (1.93-2.32) (2.41-2.89) (2.77-3.33) (3.25-3.92) (3.62-4.38) (3.98-4.85) (4.35-5.34) (4.83-6.01) (5.19-6.54)
6 -hr 2.10 2.53 3.16 3.66 4.33 4.87 5.42 5.98 6.77 IF 7.39
(1.93-2.31) (2.32-2.78) (2.90-3.47) (3.34-4.00) (3.93-4.72) (4.39-5.30) (4.85-5.89) (5.30-6.50) (5.91-7.35) (6.38-8.03)
12 -hr 2.48 3.00 3.76 4.37 5.22 5.90 6.61 7.358.39 9.24
(2.28-2.72) (2.76-3.30) (3.45-4.13) (3.99-4.79) (4.73 5.69) (5.30-6.43) (5.88-7.19) (6.47-7.99) ( 7.27-9.11) ( 7.90-10.0)
24 -hr 2.94 3.54 5.17
4.45 6.17 6.96 7.79 8.66 9.86 10.8
(2.72-3.18) (3.28-3.84) (4.12-4.82) (4.77-5.60) (5.67 6.67) (6.38-7.54) (7.12-8.44) (7.87-9.39) (8.91-10.7) (9.74-11.8)
2 -day 3.46 4.16 5.19 6.01 7.14 8.04
(3.20-3.74)
8.98 9.95 11.3 12.4
3 20-3.74) (3.86-4.52) 1 (4.81-5.63) 11 (5.55-6.51) (6.57 7.73) (7.37-8.71) (8.20-9.73) (9.05-10.8) (10.2-12.3) (11.1-13.5)
3.67 4.40 5.46 6.31 7.47 8.40 9.37 10.4 11.8 12.9
3 -da (3.40-3.96) 1 (4.09-4.76) 1 (5.06-5.91) 1 (5.83-6.82) (6.88 8.07) (7.72-9.09) (8.58-10.1) (9.46-11.2) (10.7-12.8) (11.6-14.0)
4 -day 3.87 4.64 5.73 6.60 7.80 8.77 9.76 10.8 12.2 13.4
(3.60-4.18) (4.32-5.01) (5.32-6.19) 11 (6.11-7.12) 1 (7.20-8.42) (8.07-9.47) 1 (8.95-10.5) 1 (9.86-11.7) (11.1-13.3) (12.1-14.5)
7 -day 4.48 5.34 6.51 7.45 8.74 -9-.77--]F10.8 11.9 13.5 14.7
(4.19-4.80) (5.00-5.73) (6.09-6.98) (6.95-7.98) (8.12-9.37) (9.06-10.5) ( 10.0-11.6) ( 11.0-12.8) ( 12.4-14.5) ( 13.4-15.9)
10 -day 5.13 6.11 7.35 8.33 9.65 10.7 11.8 12.8 14.3 15.5
(4.81-5.49) (5.72-6.53) (6.87-7.86) (7.78-8.90) (8.99-10.3) (9.94-11.4) ( 10.9-12.6) ( 11.9-13.8) ( 13.2-15.4) ( 14.2-16.7)
20 -day 6.87 8.10 9.57 10.7 F 13.5 14.8 16.1 17.8 19.1
(6.47-7.31) (7.63-8.62) (9.01-10.2) (10.1-11.4) (11.5 13.1) (12.7-14.4) (13.8-15.8) (14.9-17.1) (16.5-19.0) (17.7-20.5)
30 -day 8.42 9.90 11.5 12.8 14.4
15.307-day7 17.0 18.2 19.9 21.2
(7.96-8.92) (9.36-10.5) (10.9-12.2) ( 12.1-13.6) (13.6-15.3) (14.8-16.7) 11 (15.9-18.0) 11 (17.1-19.4) 11 (18.6-21.2) 11 (19.7-22.7)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
https:Hhdsc.nws.noaa.gov/hdsc/pfds/pfds_pri ntpage.htm I?I at=35.0409&I on=-80.6787&data=depth&units=engl i sh&seri es=pds 1/4
10.6
12.4
14.2
15.6
17.4
18.7
20.1
21.4
23.1
24.3
45 -day
(10.1-11.2)
(11.8-13.0)
(13.5-14.9)
(14.8-16.4)
(16.5 18.3)
(17.7-19.7)
(18.9-21.1)
(20.1-22.5)
(21.7-24.3)
(22.8-25.7)
12.6
14.7
16.7
18.2
20.1
21.5
22.9
24.3
26.1
27.4
60 -day
(12.1-13.2)
(14.1-15.4)
(15.9-17.4)
(17.3-19.0)
1 (19.1-21.0)
(20.5-22.6)
(21.8-24.1)
(23.0-25.5)
(24.6-27.4)
(25.8-28.9)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
https:Hhdsc.nws.noaa.gov/hdsc/pfds/pfds_pri ntpage.htm I?I at=35.0409&I on=-80.6787&data=depth&units=engl i sh&seri es=pds 1/4

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2013A Van Buren Ave.
Indian Trail, NC 28079
[phone]
PHASE 1
STORMWATER
DRAINAGE AREA MAP
MAP 1 OF 2
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( IN FEET )
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ENGINEERING
2013A Van Buren Ave.
Indian Trail, NC 28079
[phone]
PHASE 1
STORMWATER
DRAINAGE AREA MAP
MAP 1 OF 2

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2013A Van Buren Ave.
Indian Trail, NC 28079
[phone]
PHASE 2
s
GRAPHIC SCALE STORMWATER
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�•' I I I �i / i�/ l � I I I I / i � _- I I Ill ( 1
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4A -DI 33 11F -CB
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2B 31 1E-D�11c-
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2A -CB 29 1C -JB 11A -CB
3A -DI
28
27 1B -DI
Outfall
Project File: 5750 PHASE 1 STORM.stm Number of lines: 96 Date: 7/7/2017
Storm Sewers v11.00

Storm Sewer Tabulation
Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1 End
65.093
0.01
0.31
0.65
0.01
0.20
5.0
7.5
6.8
1.37
12.88
3.96
18
1.51
641.00
641.98
641.33
642.42
641.00
646.90
24C
2 1
57.308
0.04
0.30
0.65
0.03
0.20
5.0
6.3
7.1
1.39
12.86
3.98
18
1.50
642.18
643.04
642.51
643.48
646.90
646.82
24B
3 2
56.000
0.26
0.26
0.65
0.17
0.17
5.0
5.0
7.5
1.28
31.16
5.02
18
8.80
643.24
648.17
643.48
648.59
646.82
649.96
24A
4 End
42.697
0.00
6.69
0.00
0.00
4.35
5.0
10.6
6.0
26.26
46.78
6.69
36
0.49
613.00
613.21
614.61
614.86
613.00
626.13
19B
5 4
98.741
0.00
5.81
0.00
0.00
3.78
5.0
10.3
6.1
23.07
28.89
6.54
30
0.50
613.71
614.20
615.40
615.89
626.13
624.18
19C
6 5
24.683
0.00
5.81
0.00
0.00
3.78
5.0
10.2
6.1
23.14
29.76
6.36
30
0.53
614.40
614.53
616.17
616.23
624.18
620.14
Pipe - (475)
7 6
72.034
0.31
4.95
0.65
0.20
3.22
5.0
10.0
6.2
19.84
29.56
6.84
24
1.71
615.23
616.46
617.22
618.06
620.14
621.68
19D
8 7
154.042
0.40
4.64
0.65
0.26
3.02
5.0
9.6
6.3
18.86
39.97
7.60
24
3.12
616.66
621.47
618.06
623.03
621.68
627.72
19E
9 8
30.360
0.18
4.24
0.65
0.12
2.76
5.0
9.5
6.3
17.29
33.35
7.22
24
2.17
621.67
622.33
623.03
623.83
627.72
627.72
21A
10 9
64.399
0.33
4.06
0.65
0.21
2.64
5.0
9.3
6.3
16.67
37.07
7.23
24
2.69
622.53
624.26
623.83
625.73
627.72
631.62
21 B
11 10
26.261
0.22
3.73
0.65
0.14
2.42
5.0
9.3
6.3
15.36
22.50
6.89
24
0.99
624.46
624.72
625.73
626.13
631.62
631.78
Pipe - (474)
12 11
50.476
0.33
1.22
0.65
0.21
0.79
5.0
6.6
7.0
5.57
23.46
4.96
18
4.99
625.22
627.74
626.13
628.65
631.78
633.34
21C
13 12
84.905
0.43
0.89
0.65
0.28
0.58
5.0
6.1
7.2
4.17
26.63
4.77
18
6.43
627.94
633.40
628.65
634.18
633.34
637.47
21 D
14 13
57.222
0.02
0.28
0.65
0.01
0.18
5.0
5.2
7.5
1.36
7.92
3.03
15
1.50
633.65
634.51
634.18
634.97
637.47
640.26
23A
15 14
12.913
0.26
0.26
0.65
0.17
0.17
5.0
5.0
7.5
1.28
7.83
3.18
15
1.47
634.51
634.70
634.97
635.15
640.26
638.01
23B
16 13
30.324
0.18
0.18
0.65
0.12
0.12
5.0
5.0
7.5
0.88
6.42
2.25
15
0.99
633.60
633.90
634.18
634.27
637.47
637.47
21 E
17 11
148.436
0.17
0.77
0.65
0.11
0.50
5.0
7.1
6.9
3.44
31.99
2.68
24
2.00
624.72
627.69
626.13
628.34
631.78
632.72
19F
18 17
120.235
0.60
0.60
0.65
0.39
0.39
5.0
5.0
7.5
2.94
22.60
4.35
24
1.00
627.89
629.09
628.38
629.69
632.72
633.60
19G
19 11
107.199
0.00
1.52
0.00
0.00
0.99
0.0
6.2
7.2
7.07
9.02
5.56
18
0.74
625.22
626.01
626.22
627.04
631.78
633.64
22A
20 19
176.906
0.51
1.52
0.65
0.33
0.99
5.0
5.5
7.4
7.29
8.50
5.40
18
0.66
625.96
627.12
627.04
628.18
633.64
630.57
22B
21 20
26.308
0.31
0.31
0.65
0.20
0.20
5.0
5.0
7.5
1.52
7.38
0.86
18
0.49
627.57
627.70
629.22
629.23
630.73
630.86
22C
22 20
14.852
0.70
0.70
0.65
0.46
0.46
5.0
5.0
7.5
3.43
16.13
2.02
18
2.36
627.57
627.92
629.22
629.22
630.57
631.57
Pipe - (473)
Project File: 5750 PHASE 1 STORM.stm
Number of lines: 96
Run Date: 7/7/2017
NOTES: Intensity = 75.61 / (Inlet time + 12.50) ^ 0.81; Return period =Yrs. 10 c = cir e = ellip b = box
Storm Sewers v11.00

Storm Sewer Tabulation
Page 2
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
23
4
28.964
0.88
0.88
0.65
0.57
0.57
5.0
5.0
7.5
4.32
15.85
6.08
18
2.28
618.40
619.06
618.94
619.86
626.13
624.42
27A
24
6
39.713
0.04
0.86
0.65
0.03
0.56
5.0
5.5
7.4
4.13
10.41
3.40
18
0.98
615.73
616.12
617.22
616.90
620.14
619.70
20A
25
24
41.568
0.32
0.82
0.65
0.21
0.53
5.0
5.2
7.5
3.98
4.48
4.13
15
0.48
616.38
616.58
617.30
617.50
619.70
619.89
20B
26
25
29.120
0.50
0.50
0.65
0.33
0.33
5.0
5.0
7.5
2.45
4.63
2.24
15
0.51
616.78
616.93
617.89
617.92
619.89
620.03
20C
27
End
85.735
0.28
15.28
0.65
0.18
9.93
5.0
11.8
5.8
57.62
201.2
13.16
42
4.00
600.00
603.43
601.28
605.81
600.00
615.00
1B
28
27
119.974
0.00
15.00
0.00
0.00
9.75
0.0
11.4
5.9
57.23
201.2
8.68
42
4.00
603.63
608.43
605.81
610.80
615.00
619.51
1C
29
28
32.014
0.31
15.00
0.65
0.20
9.75
5.0
11.3
5.9
57.41
175.1
8.72
42
3.03
608.63
609.60
610.80
611.97
619.51
616.30
ID
30
29
62.536
0.14
8.58
0.65
0.09
5.58
5.0
11.1
5.9
33.10
100.5
7.15
36
2.27
610.10
611.52
611.97
613.39
616.30
616.72
2A
31
30
78.335
0.09
8.05
0.65
0.06
5.23
5.0
10.8
6.0
31.38
85.92
7.40
36
1.66
611.72
613.02
613.39
614.83
616.72
618.22
26
32
31
43.089
0.27
7.63
0.65
0.18
4.96
5.0
10.6
6.0
29.92
28.74
4.62
36
0.19
613.22
613.30
615.81
615.89
618.22
619.08
2C
33
32
149.586
0.20
7.36
0.65
0.13
4.78
5.0
10.0
6.2
29.49
96.63
5.73
36
2.10
613.50
616.64
616.05
618.40
619.08
622.79
2D
34
33
106.043
0.19
5.29
0.65
0.12
3.44
5.0
9.4
6.3
21.65
94.97
5.78
36
2.03
616.74
618.89
618.40
620.39
622.79
625.43
2E
35
34
96.501
0.25
5.10
0.65
0.16
3.32
5.0
9.0
6.4
21.17
37.11
6.68
30
0.82
618.87
619.66
620.39
621.22
625.43
627.83
2F
36
35
204.247
0.06
4.28
0.65
0.04
2.78
5.0
8.1
6.6
18.40
32.72
5.96
30
0.64
619.66
620.96
621.22
622.41
627.83
630.30
2G
37
36
151.799
0.28
4.22
0.65
0.18
2.74
5.0
7.5
6.8
18.62
29.02
6.26
30
0.50
621.16
621.92
622.62
623.38
630.30
627.22
2H
38
37
25.046
0.20
3.63
0.65
0.13
2.36
5.0
7.3
6.8
16.10
36.65
6.21
30
0.80
622.12
622.32
623.38
623.67
627.22
627.02
21
39
38
124.611
0.07
1.61
0.65
0.05
1.05
5.0
6.4
7.1
7.41
18.46
5.24
24
0.67
622.82
623.65
623.70
624.62
627.02
628.42
2J
40
39
90.912
0.08
1.54
0.65
0.05
1.00
5.0
6.1
7.2
7.20
11.01
6.08
18
1.10
624.15
625.15
625.03
626.19
628.42
629.77
2K
41
40
104.602
0.37
1.16
0.65
0.24
0.75
5.0
5.5
7.4
5.56
13.54
5.22
18
1.66
625.35
627.09
626.19
628.00
629.77
631.34
2L
42
41
98.913
0.79
0.79
0.65
0.51
0.51
5.0
5.0
7.5
3.88
9.14
5.31
15
2.00
627.34
629.32
628.00
630.12
631.34
632.81
2M
43
40
25.403
0.30
0.30
0.65
0.20
0.20
5.0
5.0
7.5
1.47
4.62
2.95
15
0.51
625.60
625.73
626.19
626.22
629.77
629.77
49A
44
38
26.330
0.75
1.82
0.65
0.49
1.18
5.0
7.0
6.9
8.19
15.89
5.08
24
0.49
622.82
622.95
623.84
623.97
627.02
627.02
9A
Project File: 5750 PHASE 1 STORM.stm
Number of lines: 96
Run Date: 7/7/2017
NOTES: Intensity = 75.61 / (Inlet time + 12.50) ^ 0.81; Return period =Yrs. 10 c = cir e = ellip b = box
Storm Sewers v11.00

Storm Sewer Tabulation
Page 3
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
M
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
45 44
118.865
0.45
1.07
0.65
0.29
0.70
5.0
6.3
7.1
4.96
8.56
4.89
18
0.66
623.45
624.24
624.27
625.10
627.02
627.60
9B
46 45
51.041
0.12
0.44
0.65
0.08
0.29
5.0
5.8
7.3
2.08
4.61
3.64
15
0.51
624.49
624.75
625.10
625.33
627.60
628.05
50A
47 46
61.973
0.32
0.32
0.65
0.21
0.21
5.0
5.0
7.5
1.57
4.57
3.38
15
0.50
624.95
625.26
625.46
625.77
628.05
629.14
Pipe - (476)
48 45
43.726
0.18
0.18
0.65
0.12
0.12
5.0
5.0
7.5
0.88
12.92
2.21
15
4.00
624.49
626.24
625.10
626.61
627.60
634.64
9C
49 29
78.641
0.07
3.95
0.65
0.05
2.57
5.0
10.4
6.1
15.63
20.24
6.82
24
0.80
611.10
611.73
612.42
613.15
616.30
616.85
11A
50 49
44.888
0.11
3.88
0.65
0.07
2.52
5.0
10.2
6.1
15.43
19.10
6.63
24
0.71
611.93
612.25
613.29
613.67
616.85
617.59
11B
51 50
43.213
0.07
3.77
0.65
0.05
2.45
5.0
10.1
6.2
15.07
21.49
6.91
24
0.90
612.45
612.84
613.68
614.24
617.59
618.32
11C
52 51
36.058
0.28
3.70
0.65
0.18
2.41
5.0
10.0
6.2
14.86
22.91
6.97
24
1.03
613.04
613.41
614.24
614.80
618.32
618.93
11D
53 52
26.293
0.05
3.15
0.65
0.03
2.05
5.0
9.9
6.2
12.69
16.51
5.80
24
0.53
613.61
613.75
614.93
615.06
618.93
618.93
11E
54 53
54.520
0.12
3.10
0.65
0.08
2.02
5.0
9.6
6.2
12.59
27.40
5.03
24
1.47
613.95
614.75
615.84
616.02
618.93
620.01
11F
55 54
71.173
0.17
2.98
0.65
0.11
1.94
5.0
9.4
6.3
12.23
27.47
6.50
24
1.48
614.95
616.00
616.02
617.26
620.01
621.35
11G
56 55
104.002
0.26
2.48
0.65
0.17
1.61
5.0
8.9
6.4
10.36
27.34
5.85
24
1.46
616.20
617.72
617.26
618.87
621.35
623.24
11H
57 56
136.587
0.37
1.41
0.65
0.24
0.92
5.0
6.4
7.1
6.50
8.52
6.84
15
1.74
618.47
620.85
619.29
621.88
623.24
625.69
111
58 57
124.321
0.36
0.59
0.65
0.23
0.38
5.0
5.5
7.4
2.83
9.66
3.74
15
2.24
621.05
623.83
621.88
624.50
625.69
627.69
11 J
59 58
28.485
0.23
0.23
0.65
0.15
0.15
5.0
5.0
7.5
1.13
21.68
2.89
15
11.27
624.03
627.24
624.50
627.66
627.69
633.00
11K
60 37
121.101
0.31
0.31
0.65
0.20
0.20
5.0
5.0
7.5
1.52
4.84
3.46
15
0.56
623.40
624.08
623.88
624.57
627.22
627.02
8A
61 35
120.250
0.30
0.30
0.65
0.20
0.20
5.0
5.0
7.5
1.47
9.14
4.43
15
2.00
622.42
624.83
622.76
625.31
627.83
629.29
6A
62 33
26.634
0.33
1.56
0.65
0.21
1.01
5.0
6.4
7.1
7.19
7.34
4.73
18
0.49
618.24
618.37
619.44
619.57
622.79
622.69
5A
63 62
133.382
0.20
1.23
0.65
0.13
0.80
5.0
5.8
7.3
5.83
7.72
4.48
18
0.54
618.57
619.29
619.75
620.23
622.69
622.94
5B
64 63
102.665
0.44
1.03
0.65
0.29
0.67
5.0
5.2
7.5
5.02
13.94
3.91
18
1.76
619.49
621.30
620.82
622.16
622.94
626.36
5E
65 64
22.362
0.59
0.59
0.65
0.38
0.38
5.0
5.0
7.5
2.90
14.45
4.31
15
5.01
621.50
622.62
622.16
623.30
626.36
631.00
5D
66 57
26.319
0.45
0.45
0.65
0.29
0.29
5.0
5.0
7.5
2.21
7.76
3.21
15
1.44
621.05
621.43
621.88
622.02
625.69
625.69
15A
Project File: 5750 PHASE 1 STORM.stm
Number of lines: 96
Run Date: 7/7/2017
NOTES: Intensity = 75.61 / (Inlet time + 12.50) ^ 0.81; Return period =Yrs. 10 ; c = cir e = ellip b = box
Storm Sewers v11.00

Storm Sewer Tabulation
Page 4
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
67
35
27.156
0.27
0.27
0.65
0.18
0.18
5.0
5.0
7.5
1.32
50.62
1.89
24
5.01
620.16
621.52
621.22
621.92
627.83
627.73
7A
68
56
26.333
0.22
0.81
0.65
0.14
0.53
5.0
8.7
6.5
3.40
9.75
5.85
15
2.28
618.47
619.07
618.98
619.81
623.24
623.24
14A
69
68
115.851
0.29
0.59
0.65
0.19
0.38
5.0
7.9
6.7
2.56
4.57
3.83
15
0.50
619.17
619.75
619.84
620.42
623.24
623.93
14B
70
69
205.866
0.30
0.30
0.65
0.20
0.20
5.0
5.0
7.5
1.47
8.83
2.30
15
1.87
619.47
623.32
620.76
623.80
623.93
627.76
14C
71
33
120.928
0.31
0.31
0.65
0.20
0.20
5.0
5.0
7.5
1.52
6.46
3.86
15
1.00
618.49
619.70
618.90
620.19
622.79
623.35
4A
72
55
26.326
0.18
0.33
0.65
0.12
0.21
5.0
8.2
6.6
1.41
5.63
3.58
15
0.76
616.95
617.15
617.38
617.62
621.35
621.35
13A
73
72
116.032
0.15
0.15
0.65
0.10
0.10
5.0
5.0
7.5
0.74
4.76
2.79
15
0.54
617.35
617.98
617.68
618.32
621.35
621.27
13B
74
29
34.827
0.51
2.16
0.65
0.33
1.40
5.0
7.2
6.9
9.63
66.86
3.44
36
1.01
610.10
610.45
611.97
611.43
616.30
616.15
1E
75
74
126.972
0.97
1.65
0.65
0.63
1.07
5.0
6.4
7.1
7.62
33.59
6.81
24
2.21
611.45
614.25
612.10
615.23
616.15
618.54
IF
76
75
41.004
0.30
0.68
0.65
0.20
0.44
5.0
6.0
7.2
3.19
16.80
5.32
18
2.56
614.75
615.80
615.23
616.48
618.54
619.50
1G
77
76
91.862
0.38
0.38
0.65
0.25
0.25
5.0
5.0
7.5
1.86
10.39
4.32
15
2.59
616.05
618.43
616.48
618.97
619.50
623.52
IH
78
31
121.245
0.33
0.33
0.65
0.21
0.21
5.0
5.0
7.5
1.62
6.45
3.93
15
1.00
614.77
615.98
615.20
616.48
618.22
619.10
3A
79
52
116.415
0.27
0.27
0.65
0.18
0.18
5.0
5.0
7.5
1.32
6.39
3.37
15
0.98
614.36
615.50
614.80
615.95
618.93
619.19
12A
80
30
26.340
0.39
0.39
0.65
0.25
0.25
5.0
5.0
7.5
1.91
4.54
3.54
15
0.49
613.27
613.40
613.84
613.97
616.72
616.65
81
End
18.332
0.00
3.49
0.00
0.00
2.27
5.0
9.6
6.3
14.21
39.53
8.90
24
3.05
613.00
613.56
613.83
614.92
613.00
623.46
16B
82
81
69.204
0.18
1.53
0.65
0.12
0.99
5.0
9.3
6.3
6.30
13.36
6.33
18
1.62
617.78
618.90
618.51
619.87
623.46
623.62
17A
83
82
96.406
0.32
1.35
0.65
0.21
0.88
5.0
9.0
6.4
5.62
9.64
5.87
15
2.23
619.00
621.15
619.87
622.11
623.62
626.14
17B
84
83
26.818
0.32
0.75
0.65
0.21
0.49
5.0
8.8
6.4
3.14
8.18
3.92
15
1.60
621.25
621.68
622.11
622.39
626.14
626.25
17C
85
84
120.219
0.37
0.43
0.65
0.24
0.28
5.0
7.6
6.7
1.89
9.12
3.41
15
2.00
621.78
624.18
622.39
624.73
626.25
628.00
17D
86
85
37.763
0.06
0.06
0.65
0.04
0.04
5.0
5.0
7.5
0.29
14.45
1.46
15
5.00
624.28
626.17
624.73
626.38
628.00
636.25
17E
87
83
120.710
0.28
0.28
0.65
0.18
0.18
5.0
5.0
7.5
1.37
4.55
2.38
15
0.50
621.25
621.85
622.11
622.32
626.14
625.70
18A
88
81
39.608
0.63
1.96
0.65
0.41
1.27
5.0
6.3
7.1
9.06
22.73
6.05
24
1.01
616.49
616.89
617.37
617.96
623.46
623.02
16C
89
88
27.030
0.63
1.33
0.65
0.41
0.86
5.0
6.2
7.2
6.18
10.49
5.68
18
1.00
617.39
617.66
618.22
618.62
623.02
623.02
16D
Project File: 5750 PHASE 1 STORM.stm
Number of lines: 96
Run Date: 7/7/2017
NOTES: Intensity = 75.61 / (Inlet time + 12.50) ^ 0.81; Return period =Yrs. 10 c = cir e = ellip b = box
Storm Sewers v11.00

Storm Sewer Tabulation
Page 5
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
M
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
90
89
118.661
0.39
0.70
0.65
0.25
0.46
5.0
5.5
7.4
3.36
6.38
4.56
15
0.98
617.91
619.07
618.62
619.81
623.02
624.17
16E
91
90
37.589
0.31
0.31
0.65
0.20
0.20
5.0
5.0
7.5
1.52
17.11
6.01
15
7.02
620.74
623.38
620.99
623.87
624.17
633.93
16F
92
End
61.095
0.23
2.49
0.65
0.15
1.62
5.0
6.0
7.2
12.98
16.89
9.14
18
2.59
615.00
616.58
615.99
617.93
615.00
622.45
25C
93
92
30.353
0.21
2.26
0.65
0.14
1.47
5.0
5.9
7.3
11.94
16.73
7.75
18
2.54
616.78
617.55
617.93
618.86
622.45
622.45
25B
94
93
109.550
0.08
1.00
0.65
0.05
0.65
5.0
5.2
7.5
4.86
7.44
3.52
18
0.50
617.55
618.10
618.86
619.06
622.45
624.56
26A
95
94
48.288
0.92
0.92
0.65
0.60
0.60
5.0
5.0
7.5
4.51
4.55
4.23
15
0.50
618.35
618.59
619.37
619.61
624.56
622.00
26B
96
93
63.989
1.05
1.05
0.65
0.68
0.68
5.0
5.0
7.5
6.43
26.06
4.92
18
6.16
617.75
621.69
618.86
622.67
622.45
626.69
25A
Project File: 5750 PHASE 1 STORM.stm
Number of lines: 96
Run Date: 7/7/2017
NOTES: Intensity = 75.61 / (Inlet time + 12.50) ^ 0.81; Return period =Yrs. 10 ; c = cir e = ellip b = box
Storm Sewers v11.00

Inlet Report
Page 1
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
SW
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
1
24C -CB
0.03
0.00
0.03
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.050
2.00
0.060
0.020
0.013
0.04
0.65
0.09
0.17
1.0
Off
2
24B -CB
0.10
0.00
0.10
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0,050
2.00
0.060
0.020
0.013
0.06
1.07
0.09
0.17
1.0
13
3
24A -FES
0.68
0.00
0.68
0.00
Hdwl
0.0
0.00
0.00
0.00
0.00
Sag
0.00
0.000
0.000
0.000
0.00
0.00
0.00
0.00
0.0
Off
4
19B -JB
0.00
0.00
0.00
0.00
MH
0.0
0.00
0.00
0.00
0.00
Sag
0.00
0.000
0.000
0.013
0.00
0.00
0.00
0.00
0.0
Off
5
19B1 -JB
0.00
0.00
0.00
0.00
MH
0.0
0.00
0.00
0.00
0.00
Sag
0.00
0.000
0.000
0.013
0.00
0.00
0.00
0.00
0.0
Off
6
19C -DCB
0.00
0.03
0.03
0.00
Comb
6.0
6.00
0.00
6.00
2.00
0.029
2.00
0.060
0.020
0.013
0.04
0.72
0.09
0.17
1.0
24
7
19D -CB
0.81
0.04
0.82
0.03
Comb
6.0
3.00
0.00
3.00
2.00
0.029
2.00
0.060
0.020
0.013
0.15
3.70
0.13
0.83
1.0
8
19E -CB
1.04
0.00
1.00
0.04
Comb
6.0
3.00
0.00
3.00
2.00
0.050
2.00
0.060
0.020
0.013
0.15
3.50
0.13
0.83
1.0
9
21A1 -CB
0.47
0.09
0.56
0.00
Comb
5.0
3.00
0.00
3.00
2.00
0.050
2.00
0.060
0.020
0.013
0.12
2.00
0.09
0.17
1.0
26
10
21A2 -CB
0.86
0.00
0.78
0.07
Comb
6.0
3.00
0.00
3.00
2.00
0.015
2.00
0.060
0.020
0.013
0.17
4.60
0.16
1.33
1.0
11
21 B -CB
0.57
0.00
0.56
0.01
Comb
6.0
3.00
0.00
3.00
2.00
0,015
2.00
0.060
0.020
0.013
0.15
3.55
0.12
0.67
1.0
12
21 C -CB
0.86
0.00
0.85
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.050
2.00
0.060
0.020
0.013
0.14
3.05
0.10
0.33
1.0
13
21 D -CB
1.12
0.00
1.07
0.05
Comb
4.0
3.00
0.00
3.00
2.00
0.050
2.00
0.060
0.020
0.013
0.15
3.70
0.13
0.83
1.0
Off
14
23A -CB
0.05
0.00
0.05
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.020
2.00
0.060
0.020
0.013
0.06
0.98
0.09
0.17
1.0
13
15
23B -DI
0.68
0.00
0.68
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.000
0.08
9.97
0.08
9.97
0.0
Off
16
21 E -CB
0.47
0.00
0.47
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0,050
2.00
0.060
0.020
0.013
0.11
1.88
0.09
0.17
1.0
17
19F -CB
0.44
0.00
0.44
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.019
2.00
0.060
0.020
0.013
0.13
2.60
0.09
0.17
1.0
18
19G -DI
1.56
0.00
1.56
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.000
0.14
15.92
0.14
15.92
0.0
Off
19
22A -JB
0.00
0.00
0.00
0.00
MH
0.0
0.00
0.00
0.00
0.00
Sag
0.00
0.000
0.000
0.013
0.00
0.00
0.00
0.00
0.0
Off
20
22B -CB
1.33
0.00
1.33
0.00
Comb
6.0
3.00
6.00
3.00
2.00
Sag
2.00
0.060
0.020
0.013
0.22
6.95
0.30
6.95
1.0
Off
21
22C -CB
0.81
0.00
0.81
0.00
Comb
6.0
3.00
6.00
3.00
2.00
Sag
2.00
0.060
0.020
0.000
0.17
4.70
0.26
4.70
1.0
Off
22
22D - DI
1.82
0.00
1.82
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.000
0.15
17.43
0.15
17.43
0.0
Off
23
27A -DI
2.29
0.00
2.29
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
rag
2.00
0.020
0.020
0.013
0.18
19.97
0.18
19.97
0.0
Off
Project File: 5750 PHASE 1 STORM.stm
Number of lines: 96
Run Date: 7/7/2017
NOTES: Inlet N -Values = 0.016; Intensity = 4.00 / (Inlet time + 0.00) A 0.00; Return period = 3 Yrs. ; * Indicates Known Q added. All curb inlets are throat.
Storm Sewers v11.00

Inlet Report
Page 2
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
SW
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
24
20A -CB
0.10
0.00
0.10
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0,029
2.00
0.060
0.020
0.013
0.07
1.18
0.09
0.17
1.0
25
25
20B -DCB
0.83
0.00
0.83
0.00
Comb
6.0
6.00
12.00
6.00
2.00
Sag
2.00
0.060
0.020
0.013
0.15
3.60
0.24
3.60
1.0
Off
26
20C -DCB
1.30
0.00
1.30
0.00
Comb
6.0
6.00
12.00
6.00
2.00
Sag
2.00
0.060
0.020
0.013
0.18
5.20
0.27
5.20
1.0
Off
27
1 B -DI
0.73
0.00
0.73
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.013
0.08
10.37
0.08
10.37
0.0
Off
28
1C -JB
0.00
0.00
0.00
0.00
MH
0.0
0.00
0.00
0.00
0.00
Sag
0.00
0.000
0.000
0.013
0.00
0.00
0.00
0.00
0.0
Off
29
1 D -DCB
0.81
0.00
0.81
0.00
Comb
6.0
6.00
12.00
6.00
2.00
Sag
2.00
0.060
0.020
0.013
0.15
3.50
0.23
3.50
1.0
Off
30
2A -CB
0.36
0.00
0.36
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.025
2.00
0.060
0.020
0.013
0.12
1.95
0.09
0.17
1.0
29
31
2B -CB
0.23
0.02
0.25
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.025
2.00
0.060
0.020
0.013
0.10
1.70
0.09
0.17
1.0
30
32
2C -CB
0.70
0.00
0.69
0.02
Comb
6.0
3.00
0.00
3.00
2.00
0.025
2.00
0.060
0.020
0.013
0.15
3.40
0.12
0.67
1.0
31
33
2D -CB
0.52
0.00
0.52
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0,025
2.00
0.060
0.020
0.013
0.13
2.65
0.10
0.33
1.0
32
34
2E -CB
0.49
0.01
0.50
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0,025
2.00
0.060
0.020
0.013
0.13
2.60
0.09
0.17
1.0
33
35
2F -CB
0.65
0.00
0.64
0.01
Comb
6.0
3.00
0.00
3.00
2.00
0.025
2.00
0.060
0.020
0.013
0.14
3.20
0.12
0.67
1.0
34
36
2G -CB
0.16
0.00
0.16
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.025
2.00
0.060
0.020
0.013
0.08
1.42
0.09
0.17
1.0
Off
37
2H -CB
0.73
0.00
0.71
0.02
Comb
6.0
3.00
0.00
3.00
2.00
0.024
2.00
0.060
0.020
0.013
0.15
3.55
0.12
0.67
1.0
38
38
21 -CB
0.52
0.02
0.54
0.00
Comb
6.0
3.00
6.00
3.00
2.00
Sag
2.00
0.060
0.020
0.013
0.15
3.40
0.23
3.40
1.0
Off
39
2J -CB
0.18
0.00
0.18
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0,015
2.00
0.060
0.020
0.013
0.10
1.65
0.09
0.17
1.0
38
40
2K -CB
0.21
0.11
0.31
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.015
2.00
0.060
0.020
0.013
0.12
2.10
0.09
0.17
1.0
39
41
2L -CB
0.96
0.00
0.86
0.11
Comb
6.0
3.00
0.00
3.00
2.00
0.015
2.00
0.060
0.020
0.013
0.18
4.90
0.17
1.50
1.0
40
42
2M -DI
2.05
0.00
2.05
0.00
DrGrt
0.0
0.00
6.00
3.00
2,00
Sag
2.00
0.020
0.020
0.013
0.17
18.72
0.17
18.72
0.0
Off
43
49A -CB
0.78
0.00
0.73
0.05
Comb
6.0
3.00
0.00
3.00
2.00
0.015
2.00
0.060
0.020
0.013
0.17
4.35
0.15
1.17
1.0
44
44
9A -DCB
1.95
0.05
2.00
0.00
Comb
6.0
6.00
12.00
6.00
2.00
Sag
2.00
0.060
0.020
0.013
0.23
7.25
0.31
7.25
1.0
Off
45
9B -DI
1.17
0.25
1.42
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.013
0.13
15.06
0.13
15.06
0.0
Off
46
50A -CB
0.31
0.34
0.40
0.25
DrGrt
0.0
0.00
0.00
3.00
2.00
0.020
2.00
0.020
0.020
0.013
0.07
9.10
0.07
9.10
0.0
45
Project File: 5750 PHASE 1 STORM.stm
Number of lines: 96
Run Date: 7/7/2017
NOTES: Inlet N -Values = 0.016; Intensity = 4.00 / (Inlet time + 0.00) A 0.00; Return period = 3 Yrs. ; * Indicates Known Q added. All curb inlets are throat.
Storm Sewers v11.00

Inlet Report
Page 3
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
SW
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
47
50A1 -CB
0.83
0.00
0.49
0.34
DrGrt
0.0
0.00
0.00
3.00
2.00
0,020
2.00
0.020
0.020
0.013
0.08
10.10
0.08
10.10
0.0
46
48
9C -DI
0.47
0.00
0.47
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.013
0.06
8.23
0.06
8.23
0.0
Off
49
11A -CB
0.18
0.00
0.18
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.018
2.00
0.060
0.020
0.013
0.10
1.60
0.09
0.17
1.0
29
50
11 B -CB
0.29
0.00
0.29
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0,018
2.00
0.060
0.020
0.013
0.11
1.90
0.09
0.17
1.0
9
51
11 C -CB
0.18
0.03
0.21
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.018
2.00
0.060
0.020
0.013
0.10
1.70
0.09
0.17
1.0
50
52
11 D -CB
0.73
0.00
0.70
0.03
Comb
6.0
3.00
0.00
3.00
2.00
0.018
2.00
0.060
0.020
0.013
0.16
3.95
0.13
0.83
1.0
51
53
11 E -CB
0.13
0.00
0.13
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.018
2.00
0.060
0.020
0.013
0.08
1.42
0.09
0.17
1.0
74
54
11 F -CB
0.31
0.00
0.31
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.018
2.00
0.060
0.020
0.013
0.12
1.95
0.09
0.17
1.0
53
55
11G -CB
0.44
0.03
0.47
0.00
Comb
6.0
3.00
0.00
3.00
2.00
.018
2.00
0.060
0.020
0.013
0.14
2.80
0.10
0.33
1.0
Off
56
11 H -DCB
0,68
0.09
0.74
0.03
Comb
6.0
6.00
0.00
6.00
2.00
.018
2.00
0.060
0.020
0.013
0.16
4.05
0.13
0.83
1.0
55
57
111 -CB
0.96
0.00
0.87
0.09
Comb
6.0
3.00
0.00
3.00
2.00
.018
2.00
0.060
0.020
0.013
0.17
4.65
0.16
1.33
1.0
56
58
11J -DI
0.94
0.00
0.52
0.41
DrGrt
0.0
0.00
0.00
3.00
2.00
.020
2.00
0.020
0.020
0.013
0.08
10.10
0.08
10.10
0.0
77
59
11 K -DI
0.60
0.00
0.38
0.21
DrGrt
0.0
0.00
0.00
3.00
2.00
.020
2.00
0.020
0.020
0.013
0.07
9.10
0.07
9.10
0.0
76
60
8A -DI
0.81
0.00
0.81
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.013
0.09
10.96
0.09
10.96
0.0
Off
61
6A -DI
0.78
0.00
0.78
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.013
0.09
10.77
0.09
10.77
0.0
Off
62
5A -CB
0.86
0.00
0.81
0.05
Comb
6.0
3.00
0.00
3.00
2.00
0,025
2.00
0.060
0.020
0.013
0.16
3.90
0.14
1.00
1.0
74
63
5B -DI
0.52
0.00
0.33
0.19
DrGrt
0.0
0.00
0.00
3.00
2.00
0.020
2.00
0.020
0.020
0.013
0.06
8.10
0.06
8.10
0.0
75
64
5E -DI
1.14
0.00
1.14
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.013
0.11
13.32
0.11
13.32
0.0
Off
65
5D -DI
1.53
0.00
1.53
0,00
DrGrt
0.0
0.00
6.00
3.00
2,00
Sag
2.00
0.020
0.020
0.013
0.14
15.76
0.14
1576
0.0
Off
66
15A -CB
1.17
0.00
1.02
0.15
Comb
6.0
3.00
0.00
3.00
2.00
0.018
2.00
0.060
0.020
0.013
0.18
5.20
0.17
1.50
1.0
68
67
7A -DCB
0.70
0.00
0.70
0.00
Comb
6.0
6.00
0.00
3.00
2.00
0.025
2.00
0.060
0.020
0.013
0.15
3.40
0.19
1.83
1.0
62
68
14A -DCB
0.57
0.15
0.71
0.02
Comb
6.0
6.00
0.00
6.00
2.00
0.018
2.00
0.060
0.020
0.013
0.16
3.90
0.13
0.83
1.0
72
69
14B -DI
0.75
0.30
0.60
0.46
DrGrt
0.0
0.00
0.00
3.00
2.00
0.020
2.00
0.020
0.020
0.013
0.09
11.10
0.09
11.10
0.0
73
Project File: 5750 PHASE 1 STORM.stm
Number of lines: 96 7[Ru7nDate:
7/7/2017
NOTES: Inlet N -Values = 0.016; Intensity = 4.00 / (Inlet time + 0.00) A 0.00; Return period = 3 Yrs. ; * Indicates Known Q added. All curb inlets are throat.
Storm Sewers v11.00

Inlet Report
Page 4
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
SW
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
70
14C -DI
0.78
0.00
0.48
0.30
DrGrt
0.0
0.00
0.00
3.00
2.00
0,020
2.00
0.020
0.020
0.013
0.08
10.10
0.08
10.10
0.0
69
71
4A -DI
0.81
0.00
0.81
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.013
0.09
10.96
0.09
10.96
0.0
Off
72
13A -CB
0.47
0.02
0.49
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.018
2.00
0.060
0.020
0.013
0.14
2.90
0.11
0.50
1.0
52
73
13B -DI
0.39
0.46
0.85
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.013
0.09
11.29
0.09
11.29
0.0
Off
74
1 E -DCB
1.33
0.13
1.45
0.00
Comb
6.0
6.00
12.00
6.00
2.00
Sag
2.00
0.060
0.020
0.013
0.19
5.65
0.28
5.65
1.0
Off
75
1 F -DI
2.52
1.07
3.59
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.013
0.24
26.26
0.24
26.26
0.0
Off
76
1G -DI
0.78
0.89
0.79
0.88
DrGrt
0.0
0.00
0.00
3.00
2.00
0.020
2.00
0.020
0.020
0.013
0.10
12.10
0.10
12.10
0.0
75
77
1 H -DI
0.99
0.41
0.73
0.67
DrGrt
0.0
0.00
0.00
3.00
2.00
0.020
2.00
0.020
0.020
0.013
0.10
12.10
0.10
12.10
0.0
76
78
3A -DI
0.86
0.00
0.50
0.36
DrGrt
0.0
0.00
0.00
3.00
2.00
0.020
2.00
0.020
0.020
0.013
0.08
10.10
0.08
10.10
0.0
Off
79
12A -CB
0.70
0.00
0.42
0.28
DrGrt
0.0
0.00
0.00
3.00
2.00
0,020
2.00
0.020
0.020
0.013
0.07
9.10
0.07
9.10
0.0
Off
80
1.01
0.00
0.93
0.08
Comb
6.0
3.00
0.00
3.00
2.00
0,025
2.00
0.060
0.020
0.013
0.17
4.35
0.15
1.17
1.0
74
81
16B -JB
0.00
0.00
0.00
0.00
MH
0.0
0.00
0.00
0.00
0.00
Sag
0.00
0.000
0.000
0.013
0.00
0.00
0.00
0.00
0.0
Off
82
17A -CB
0.47
0.03
0.50
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.029
2.00
0.060
0.020
0.013
0.13
2.40
0.09
0.17
1.0
Off
83
17B -CB
0.83
0.00
0.80
0.03
Comb
6.0
3.00
0.00
3.00
2.00
0.029
2.00
0.060
0.020
0.013
0.15
3.65
0.13
0.83
1.0
82
84
17C -CB
0.83
0.00
0.80
0.03
Comb
6.0
3.00
0.00
3.00
2.00
0.029
2.00
0.060
0.020
0.013
0.15
3.65
0.13
0.83
1.0
89
85
17D -DI
0.96
0.00
0.53
0.43
DrGrt
0.0
0.00
0.00
3.00
2.00
0,020
2.00
0.020
0.020
0.013
0.08
10.10
0.08
10.10
0.0
90
86
17E -DI
0.16
0.00
0.13
0.03
DrGrt
0.0
0.00
0.00
3.00
2.00
0.020
2.00
0.020
0.020
0.013
0.04
6.10
0.04
6.10
0.0
91
87
18A -DI
0.73
0.00
0.73
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.013
0.08
10.37
0.08
10.37
0.0
Off
88
16C -DCB
1.64
0.00
1.64
0.00
Comb
6.0
6.00
12.00
6.00
2,00
Sag
2.00
0.060
0.020
0.013
0.20
6.20
0.29
6.20
1.0
Off
89
16D -DCB
1.64
0.03
1.67
0.00
Comb
6.0
6.00
12.00
6.00
2.00
Sag
2.00
0.060
0.020
0.013
0.21
6.30
0.29
6.30
1.0
Off
90
16E -DI
1.01
0.43
1.44
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.013
0.13
15.22
0.13
15.22
0.0
Off
91
16F -DI
0.81
0.03
0.83
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.013
0.09
11.16
0.09
11.16
0.0
Off
92
25C -CB
0.60
0.00
0.59
0.01
Comb
6.0
3.00
0.00
3.00
2.00
0.019
2.00
0.060
0.020
0.013
0.15
3.35
0.12
0.67
1.0
Off
Project File: 5750 PHASE 1 STORM.stm
Number of lines: 96
Run Date: 7/7/2017
NOTES: Inlet N -Values = 0.016; Intensity = 4.00 / (Inlet time + 0.00) A 0.00; Return period = 3 Yrs. ; * Indicates Known Q added. All curb inlets are throat.
Storm Sewers v11.00

Inlet Report
Page 5
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
SW
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
93
25B -CB
0.55
0.01
0.55
0.01
Comb
6.0
3.00
0.00
3.00
2.00
0,019
2.00
0.060
0.020
0.013
0.14
3.15
0.12
0.67
1.0
Off
94
26A -CB
0.21
0.00
0.20
0.01
Comb
6.0
3.00
0.00
3.00
2.00
0,019
2.00
0.020
0.020
0.013
0.07
3.30
0.11
1.50
1.0
93
95
26B -DI
2.39
0.00
2.39
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.013
0.19
20.51
0.19
20.51
0.0
Off
96
25A -FES
4.01*
0.00
4.01
0.00
Hdwl
0.0
0.00
0.00
0.00
0.00
Sag
0.00
0.000
0.000
0.013
0.00
0.00
0.00
0.00
0.0
Off
Project File: 5750 PHASE 1 STORM.stm
Number of lines: 96
Run Date: 7/7/2017
NOTES: Inlet N -Values = 0.016; Intensity = 4.00 / (Inlet time + 0.00) A 0.00; Return period = 3 Yrs. ; * Indicates Known Q added. All curb inlets are throat.
Storm Sewers v11.00

Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan
29E -DI
UuttalI
-MB-JB B
732C -DI
32E -CB
782F -CB
76 77
2D -CB 79
80
81 33A -DCB
32G -DI
33B -C@2
33C -DCB
31C3 -DI
31 C2 -C B
35D -DI
47B
35E -DI
36F -DI
Outfall
45A -DI 21 utfall
16 38B -DI
46D -CB 33
40B -JB
17 38E -DCB 22 34
24
25 40C -JB
34A -DCB 1$ 19 38F -DCB 38D -DCB 38 - 3 35 40D -DCB
E -CB 32 60
26 51A -CB 52A -DI 36
89 40E -C
38G -DI
1416E1 -CB 27 44A -CB 40F -Ce 58
38H -DI 44B-CB1 50 38 41)
44E -DI 44C -DI 52 40G-CB9
28 55 54 53 40HI-CB
38J -DCB 40
38K-DCE30 29 44F -DI 44D -DI 401 -CB
5(42A-CB381-DI
31 41 57
40J -CB
40N -CB 42
400-056 42B -DI
45 40K -CB
38L -HW 44 43 483A -CB
47 40M -CB
40L -CB
49
40P -DI
43B -DI
37C -DI
37B -DCB
37A -DCB
416E2 -DI
33D -DI
Project File: 5750 PHASE 2 STORM.stm Number of lines: 90 Date: 7/7/2017
41 B -DI
Storm Sewers v11.00

Storm Sewer Tabulation
Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
M
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
82.382
0.83
6.26
0.65
0.54
4.07
5.0
9.9
6.2
25.16
28.93
6.64
30
0.50
609.00
609.41
610.80
611.21
609.00
617.17
29B
2
1
150.055
0.89
5.43
0.65
0.58
3.53
5.0
9.4
6.3
22.26
28.99
4.72
30
0.50
609.61
610.36
612.17
612.54
617.17
620.41
29C
3
2
30.417
0.48
4.54
0.65
0.31
2.95
5.0
9.3
6.3
18.70
28.80
4.24
30
0.49
610.56
610.71
612.73
612.76
620.41
620.41
29D
4
3
132.839
0.21
2.78
0.65
0.14
1.81
5.0
8.7
6.5
11.70
27.96
7.14
24
1.53
616.01
618.04
616.91
619.27
620.41
622.87
30B
5
4
101.116
0.24
2.57
0.65
0.16
1.67
5.0
8.2
6.6
11.01
47.02
6.22
24
4.32
618.24
622.61
619.27
623.80
622.87
627.27
30D
6
5
138.365
0.17
1.41
0.65
0.11
0.92
5.0
7.6
6.8
6.20
22.28
6.50
18
4.50
623.11
629.34
623.80
630.30
627.27
633.50
31A
7
6
53.674
0.31
1.24
0.65
0.20
0.81
5.0
7.4
6.8
5.49
15.06
6.56
15
5.44
629.59
632.51
630.30
633.46
633.50
636.65
31 B
8
7
26.339
0.44
0.93
0.65
0.29
0.60
5.0
7.3
6.8
4.14
6.78
5.11
15
1.10
632.71
633.00
633.46
633.82
636.65
636.65
31 C
9
5
124.319
0.45
0.67
0.65
0.29
0.44
5.0
6.6
7.0
3.07
14.38
3.96
18
1.87
623.11
625.44
623.80
626.11
627.27
629.15
30E
10
9
16.429
0.00
0.22
0.00
0.00
0.14
0.0
6.3
7.1
1.02
8.73
2.95
15
1.83
625.69
625.99
626.11
626.39
629.15
636.63
30F
11
5
30.323
0.25
0.25
0.65
0.16
0.16
5.0
5.0
7.5
1.23
4.54
3.15
15
0.49
623.36
623.51
623.80
623.95
627.27
627.27
30C
12
3
74.901
1.28
1.28
0.65
0.83
0.83
5.0
5.0
7.5
6.28
7.48
3.55
18
0.51
611.71
612.09
613.34
613.59
620.41
622.14
29E
13
10
66.770
0.22
0.22
0.65
0.14
0.14
5.0
5.0
7.5
1.08
14.42
5.00
15
4.99
631.05
634.38
631.28
634.79
636.63
642.83
14
End
131.199
0.12
1.91
0.65
0.08
1.24
5.0
8.4
6.5
8.13
16.60
7.59
18
2.50
624.00
627.28
624.74
628.38
624.00
632.49
Pipe - (480)
15
14
26.327
0.13
1.79
0.65
0.08
1.16
5.0
8.3
6.6
7.64
10.22
7.62
15
2.51
627.53
628.19
628.38
629.29
632.49
632.49
46C
16
15
89.665
0.07
1.28
0.65
0.05
0.83
5.0
8.0
6.6
5.53
12.94
5.69
15
4.01
628.39
631.99
629.29
632.94
632.49
636.38
46D
17
16
52.864
0.41
0.78
0.65
0.27
0.51
5.0
5.3
7.4
3.78
4.53
4.13
15
0.49
632.19
632.45
633.06
633.32
636.38
639.19
34A
18
17
26.325
0.37
0.37
0.65
0.24
0.24
5.0
5.0
7.5
1.82
4.71
1.95
15
0.53
632.65
632.79
633.61
633.62
639.19
639.19
34B
19
16
107.024
0.05
0.43
0.65
0.03
0.28
5.0
6.9
6.9
1.94
9.79
3.10
15
2.30
632.19
634.65
632.94
635.20
636.38
639.03
46E
20
15
50.511
0.38
0.38
0.65
0.25
0.25
5.0
5.0
7.5
1.86
15.63
6.11
15
5.86
629.39
632.35
629.68
632.89
632.49
640.50
45A
21
End
64.796
0.28
4.68
0.65
0.18
3.04
5.0
8.1
6.6
20.11
50.58
11.30
24
5.00
608.00
611.24
608.88
612.85
608.00
622.96
38B
22
21
120.932
0.10
4.40
0.65
0.07
2.86
5.0
7.8
6.7
19.17
26.90
8.26
24
1.41
616.69
618.40
617.94
619.97
622.96
624.07
38C
23
22
60.209
0.21
3.98
0.65
0.14
2.59
5.0
7.6
6.8
17.47
27.65
7.24
24
1.49
618.60
619.50
619.97
621.00
624.07
624.81
38D (1)
Project File: 5750 PHASE 2 STORM.stm
Number of lines: 90
Run Date: 7/7/2017
NOTES: Intensity = 75.61 / (Inlet time + 12.50) ^ 0.81; Return period =Yrs. 10 c = cir e = ellip b = box
Storm Sewers v11.00

Storm Sewer Tabulation
Page 2
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
24
23
107.311
0.52
3.77
0.65
0.34
2.45
5.0
7.3
6.8
16.78
27.44
7.24
24
1.47
619.70
621.28
621.00
622.76
624.81
626.16
38D
25
24
26.323
0.59
3.25
0.65
0.38
2.11
5.0
7.2
6.9
14.52
22.48
6.59
24
0.99
621.48
621.74
622.76
623.11
626.16
626.16
38E
26
25
127.535
0.57
2.66
0.65
0.37
1.73
5.0
6.6
7.0
12.17
17.57
5.96
24
0.60
621.94
622.71
623.16
623.96
626.16
626.68
38F
27
26
63.564
0.18
2.09
0.65
0.12
1.36
5.0
6.4
7.1
9.64
28.55
8.62
18
7.39
623.21
627.91
623.96
629.11
626.68
635.87
38G
28
27
122.935
0.12
1.91
0.65
0.08
1.24
5.0
6.0
7.2
8.97
10.42
6.38
18
0.98
628.11
629.32
629.18
630.48
635.87
635.73
38H
29
28
57.231
0.35
1.79
0.65
0.23
1.16
5.0
5.8
7.3
8.48
14.82
6.54
18
1.99
629.52
630.66
630.48
631.79
635.73
635.39
381
30
29
26.326
0.63
1.44
0.65
0.41
0.94
5.0
5.7
7.3
6.85
14.90
5.69
18
2.01
630.86
631.39
631.79
632.40
635.39
635.39
38J
31
30
130.839
0.81
0.81
0.65
0.53
0.53
5.0
5.0
7.5
3.97
6.49
4.91
15
1.01
631.64
632.96
632.40
633.77
635.39
0.00
38K
32
22
26.273
0.32
0.32
0.65
0.21
0.21
5.0
5.0
7.5
1.57
6.42
3.01
15
0.99
619.35
619.61
619.97
620.11
624.07
624.07
Pipe - (470)
33
End
63.373
0.00
8.93
0.00
0.00
5.80
0.0
10.9
6.0
34.71
47.39
7.31
36
0.50
608.00
608.32
609.91
610.23
608.00
621.87
40B
34
33
69.574
0.00
8.93
0.00
0.00
5.80
0.0
10.6
6.0
35.00
46.62
7.23
36
0.49
608.52
608.86
610.46
610.80
621.87
619.44
40C
35
34
103.151
1.31
8.93
0.65
0.85
5.80
5.0
10.3
6.1
35.41
47.35
7.21
36
0.50
609.06
609.58
611.05
611.52
619.44
614.78
40D
36
35
63.666
0.10
7.24
0.65
0.07
4.71
5.0
10.0
6.2
28.97
84.00
5.46
36
1.59
609.78
610.79
612.77
612.53
614.78
616.75
40E
37
36
62.490
0.24
7.14
0.65
0.16
4.64
5.0
9.8
6.2
28.83
54.68
7.32
36
0.67
610.99
611.41
612.54
613.15
616.75
617.73
40F
38
37
64.380
0.13
6.30
0.65
0.08
4.10
5.0
9.5
6.3
25.71
116.4
6.79
36
3.04
611.61
613.57
613.15
615.21
617.73
619.84
40G
39
38
27.072
0.16
3.39
0.65
0.10
2.20
5.0
9.4
6.3
13.88
15.67
5.63
24
0.48
614.57
614.70
616.03
616.16
619.84
619.84
40H
40
39
78.538
0.20
3.23
0.65
0.13
2.10
5.0
9.1
6.4
13.38
13.98
5.04
24
0.38
614.90
615.20
616.48
616.77
619.84
620.19
401
41
40
109.294
0.12
2.37
0.65
0.08
1.54
5.0
8.6
6.5
10.02
24.86
4.38
24
1.21
615.40
616.72
617.25
617.85
620.19
621.86
40J
42
41
77.908
0.13
2.25
0.65
0.08
1.46
5.0
8.1
6.6
9.66
26.51
6.32
24
1.37
616.97
618.04
617.85
619.15
621.86
623.08
40K
43
42
74.929
0.50
1.37
0.65
0.33
0.89
5.0
7.8
6.7
5.97
12.90
6.13
18
1.51
618.74
619.87
619.46
620.81
623.08
624.21
40L
44
43
66.514
0.11
0.87
0.65
0.07
0.57
5.0
7.4
6.8
3.84
14.08
5.10
15
4.75
620.12
623.28
620.81
624.07
624.21
628.18
40M
45
44
108.753
0.21
0.76
0.65
0.14
0.49
5.0
6.8
7.0
3.44
14.42
5.26
15
4.98
623.48
628.90
624.07
629.65
628.18
633.45
40N
Project File: 5750 PHASE 2 STORM.stm
Number of lines: 90
Run Date: 7/7/2017
NOTES: Intensity = 75.61 / (Inlet time + 12.50) ^ 0.81; Return period =Yrs. 10 c = cir e = ellip b = box
Storm Sewers v11.00

Storm Sewer Tabulation
Page 3
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
46
45
26.000
0.20
0.55
0.65
0.13
0.36
5.0
6.6
7.0
2.51
9.39
4.44
15
2.12
629.10
629.65
629.65
630.28
633.45
633.45
400
47
46
136.429
0.35
0.35
0.65
0.23
0.23
5.0
5.0
7.5
1.72
3.99
3.13
15
0.38
629.85
630.37
630.42
630.94
633.45
633.49
40P
48
42
26.174
0.46
0.75
0.65
0.30
0.49
5.0
6.7
7.0
3.42
4.55
4.07
15
0.50
619.41
619.54
620.22
620.35
623.08
623.08
43A
49
48
115.527
0.29
0.29
0.65
0.19
0.19
5.0
5.0
7.5
1.42
4.54
2.62
15
0.49
619.74
620.31
620.48
620.78
623.08
623.42
43B
50
38
86.150
0.47
2.78
0.65
0.31
1.81
5.0
7.2
6.9
12.40
22.47
6.62
24
0.99
614.57
615.42
615.63
616.68
619.84
620.83
44A
51
50
26.347
0.37
2.31
0.65
0.24
1.50
5.0
7.1
6.9
10.36
34.13
5.24
24
2.28
615.42
616.02
616.68
617.17
620.83
620.83
44B
52
51
64.320
0.21
1.94
0.65
0.14
1.26
5.0
6.7
7.0
8.83
32.40
4.03
24
2.05
615.22
616.54
617.17
617.60
620.83
620.57
44C (1)
53
52
72.951
0.72
1.73
0.65
0.47
1.12
5.0
6.4
7.1
7.97
13.64
6.90
18
1.69
617.04
618.27
617.86
619.36
620.57
622.21
44C
54
53
118.570
0.72
1.01
0.65
0.47
0.66
5.0
5.9
7.2
4.75
5.40
4.97
15
0.70
618.63
619.46
619.54
620.37
622.21
623.09
44D
55
54
65.363
0.29
0.29
0.65
0.19
0.19
5.0
5.0
7.5
1.42
17.91
2.26
15
7.70
619.66
624.69
620.94
625.16
623.09
635.16
44E
56
40
26.326
0.36
0.66
0.65
0.23
0.43
5.0
6.6
7.0
3.02
7.66
1.71
18
0.53
615.20
615.34
617.25
617.27
620.19
620.19
42A
57
56
115.574
0.30
0.30
0.65
0.20
0.20
5.0
5.0
7.5
1.47
4.53
1.21
15
0.49
615.59
616.16
617.29
617.35
620.19
619.28
42B
58
37
27.124
0.33
0.60
0.65
0.21
0.39
5.0
7.0
6.9
2.70
4.64
2.20
15
0.52
611.78
611.92
613.15
613.17
617.73
617.73
13131
59
58
127.408
0.27
0.27
0.65
0.18
0.18
5.0
5.0
7.5
1.32
4.54
1.82
15
0.49
612.12
612.75
613.21
613.31
617.73
615.86
41 B
60
35
33.745
0.38
0.38
0.65
0.25
0.25
5.0
5.0
7.5
1.86
13.52
2.58
15
4.39
611.53
613.01
612.77
613.55
614.78
620.50
Pipe - (471)
61
End
27.320
0.00
3.62
0.00
0.00
2.35
0.0
7.7
6.7
15.84
35.96
6.49
30
0.77
611.11
611.32
612.27
612.66
611.11
621.53
36B
62
61
118.993
0.23
3.62
0.65
0.15
2.35
5.0
7.3
6.8
16.09
27.74
7.89
24
1.50
615.13
616.92
616.22
618.36
621.53
629.62
36C
63
62
104.643
0.33
3.39
0.65
0.21
2.20
5.0
6.9
6.9
15.29
27.70
6.95
24
1.50
617.12
618.69
618.36
620.10
629.62
628.93
36D
64
63
26.333
0.32
1.16
0.65
0.21
0.75
5.0
5.5
7.4
5.56
10.43
5.48
18
0.99
623.66
623.92
624.44
624.83
628.93
628.93
36E
65
64
108.188
0.84
0.84
0.65
0.55
0.55
5.0
5.0
7.5
4.12
6.45
5.20
15
1.00
624.17
625.25
624.90
626.07
628.93
629.40
36F
66
63
216.290
0.39
1.90
0.65
0.25
1.24
5.0
5.7
7.3
9.04
15.98
4.55
24
0.50
618.69
619.77
620.10
620.84
628.93
624.61
37A
67
66
26.326
0.38
1.51
0.65
0.25
0.98
5.0
5.6
7.4
7.22
7.38
4.76
18
0.49
620.27
620.40
621.47
621.60
624.61
624.61
37B
Project File: 5750 PHASE 2 STORM.stm
Number of lines: 90
Run Date: 7/7/2017
NOTES: Intensity = 75.61 / (Inlet time + 12.50) ^ 0.81; Return period =Yrs. 10 c = cir e = ellip b = box
Storm Sewers v11.00

Storm Sewer Tabulation
Page 4
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(1)
flow
full
Line
To
Incr
Total
Incr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
68
67
107.145
1.13
1.13
0.65
0.73
0.73
5.0
5.0 7.5
5.55
7.46
4.20
18
0.50
620.60
621.14
621.78
622.09
624.61
625.19
37C
69
End
62.800
0.59
2.24
0.65
0.38
1.46
5.0
7.1 6.9
10.03
25.04
6.50
24
1.23
621.00
621.77
621.88
622.90
628.00
627.01
35B
70
69
26.309
0.73
1.65
0.65
0.47
1.07
5.0
7.0 6.9
7.42
11.76
6.31
18
1.25
622.27
622.60
623.13
623.65
627.01
627.01
35C
71
70
122.187
0.26
0.92
0.65
0.17
0.60
5.0
6.2 7.2
4.28
7.42
4.31
18
0.50
622.80
623.41
623.65
624.21
627.01
626.93
35D
72
71
186.244
0.66
0.66
0.65
0.43
0.43
5.0
5.0 7.5
3.24
4.56
3.68
15
0.50
623.66
624.59
624.68
625.32
626.93
629.70
35E
73
End
121.698
12.42
12.42
0.65
8.07
8.07
40.9
40.9 3.1
71.83
95.59
12.81
36
2.05
621.00
623.50
622.94
626.18
628.00
627.00
47B
74
End
37.558
0.00
3.65
0.00
0.00
2.37
0.0
7.4 6.8
16.15
76.59
9.15
30
3.49
609.00
610.31
609.78
611.67
609.00
621.00
32B
75
74
26.506
0.55
3.65
0.65
0.36
2.37
5.0
7.3 6.8
16.24
76.82
6.63
30
3.51
610.51
611.44
611.67
612.80
621.00
620.56
32C
76
75
141.834
0.23
3.10
0.65
0.15
2.02
5.0
6.5 7.1
14.26
34.44
6.04
30
0.71
611.64
612.64
612.80
613.91
620.56
620.21
32D
77
76
109.157
0.30
1.28
0.65
0.20
0.83
5.0
6.1 7.2
5.98
15.05
8.65
15
5.43
613.89
619.82
614.44
620.81
620.21
625.37
Pipe - (465)
78
77
26.326
0.44
0.98
0.65
0.29
0.64
5.0
6.0 7.2
4.60
6.54
5.35
15
1.03
620.02
620.29
620.81
621.16
625.37
625.37
32F
79
78
125.941
0.54
0.54
0.65
0.35
0.35
5.0
5.0 7.5
2.65
6.46
4.03
15
1.00
620.49
621.75
621.16
622.40
625.37
624.96
32G
80
76
26.434
0.24
1.59
0.65
0.16
1.03
5.0
6.0 7.2
7.45
21.10
5.53
24
0.87
613.14
613.37
613.96
614.34
620.21
620.21
33A
81
80
35.957
0.08
1.35
0.65
0.05
0.88
5.0
5.9 7.3
6.37
9.27
5.45
18
0.78
613.87
614.15
614.78
615.13
620.21
618.99
33B
82
81
28.424
0.61
1.27
0.65
0.40
0.83
5.0
5.7 7.3
6.03
7.37
4.65
18
0.49
614.35
614.49
615.38
615.52
618.99
617.87
33C
83
82
116.683
0.66
0.66
0.65
0.43
0.43
5.0
5.0 7.5
3.24
7.91
3.52
15
1.50
614.74
616.49
615.97
617.21
617.87
619.90
33D
84
End
215.289
0.00
5.31
0.00
0.00
3.45
0.0
5.3 7.4
25.67
59.56
9.39
30
2.11
608.00
612.54
609.15
614.26
608.00
621.33
28B
85
84
105.836
5.31
5.31
0.65
3.45
3.45
5.0
5.0 7.5
26.06
66.23
7.73
30
2.61
612.74
615.50
614.26
617.24
621.33
619.96
28C
86
8
54.650
0.09
0.49
0.65
0.06
0.32
5.0
6.8 7.0
2.22
4.54
3.68
15
0.49
633.20
633.47
633.82
634.08
636.65
637.27
87
86
89.480
0.02
0.40
0.65
0.01
0.26
5.0
5.8 7.3
1.89
4.58
3.25
15
0.50
633.67
634.12
634.33
634.67
637.27
639.09
88
87
74.920
0.38
0.38
0.65
0.25
0.25
5.0
5.0 7.5
1.86
4.60
3.23
15
0.51
634.32
634.70
634.98
635.25
639.09
637.97
89
19
101.134
0.04
0.38
0.65
0.03
0.25
5.0
5.8 7.3
1.80
4.59
3.50
15
0.50
634.85
635.36
635.39
635.91
639.03
638.70
90
89
65.780
0.34
0.34
0.65
0.22
0.22
5.0
5.0 7.5
1.67
4.50
3.09
15
0.49
635.56
635.88
636.19
636.40
638.70
640.12
Project File: 5750 PHASE 2 STORM.stm
Number of lines: 90
Run Date: 7/7/2017
NOTES: Intensity = 75.61 / (Inlet time + 12.50) ^ 0.81; Return period =Yrs. 10 c = cir e = ellip b = box
Storm Sewers v11.00

Inlet Report
Page 1
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
SW
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
1
29B -DI
2.16
0.00
2.16
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.000
0.17
19.28
0.17
19.28
0.0
Off
2
29C -DCB
2.31
0.00
2.31
0.00
Comb
6.0
6.00
12.00
6.00
2.00
Sag
2.00
0.060
0.020
0.000
0.24
8.10
0.33
8.10
1.0
Off
3
29D -DCB
1.25
0.00
1.25
0.00
Comb
6.0
6.00
12.00
6.00
2.00
Sag
2.00
0.060
0.020
0.000
0.18
5.05
0.26
5.05
1.0
Off
4
30ACB
0.55
0.00
0.55
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0,045
2.00
0.060
0.020
0.013
0.12
2.10
0.09
0.17
1.0
5
30B -CB
0.62
0.00
0.62
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.045
2.00
0.060
0.020
0.013
0.13
2.40
0.09
0.17
1.0
6
31A -CB
0.44
0.06
0.50
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.045
2.00
0.060
0.020
0.013
0.12
1.97
0.09
0.17
1.0
7
31 B -DCB
0.81
0.00
0.80
0.01
Comb
6.0
6.00
0.00
6.00
2.00
0.035
2.00
0.060
0.020
0.013
0.15
3.35
0.11
0.50
1.0
8
31 C -DCB
1.14
0.00
1.09
0.05
Comb
6.0
6.00
0.00
6.00
2.00.035
2.00
0.060
0.020
0.013
0.17
4.25
0.14
1.00
1.0
9
30C -DI
1.17
0.00
0.63
0.54
DrGrt
0.0
0.00
0.00
3.00
2.00
.020
2.00
0.020
0.020
0.013
0.09
11.10
0.09
11.10
0.0
Off
10
30C1 -JB
0.00
0.00
0.00
0.00
MH
0.0
0.00
0.00
0.00
0.00
Sag
0.00
0.000
0.000
0.000
0.00
0.00
0.00
0.00
0.0
ff
11
53A -CB
0.65
0.00
0.65
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.045
2.00
0.060
0.020
0.013
0.13
2.50
0.09
0.17
1.0
12
29E -DI
3.33
0.00
3.33
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.000
0.23
25.07
0.23
25.07
0.0
Off
13
0.57
0.00
0.57
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.000
0.07
9.13
0.07
9.13
0.0
Off
14
46B -CB
0.31
0.00
0.31
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.045
2.00
0.060
0.020
0.013
0.10
1.65
0.09
0.17
1.0
Off
15
46C -CB
0.34
0.00
0.34
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.045
2.00
0.060
0.020
0.013
0.10
1.70
0.09
0.17
1.0
Off
16
46D -CB
0.18
0.00
0.18
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0,045
2.00
0.060
0.020
0.013
0.08
1.35
0.09
0.17
1.0
Off
17
34A -DCB
1.07
0.00
1.00
0.07
Comb
6.0
6.00
0.00
6.00
2.00
0.020
2.00
0.060
0.020
0.013
0.18
4.80
0.15
1.17
1.0
Off
18
34B -DCB
0.96
0.00
0.91
0.05
Comb
6.0
6.00
0.00
6.00
2.00
0.020
2.00
0.060
0.020
0.013
0.17
4.50
0.14
1.00
1.0
Off
19
46E -CB
0.13
0.00
0.13
0.00
Comb
6.0
3.00
0.00
3.00
2,00
0.019
2.00
0.060
0.020
0.013
0.08
1.40
0.09
0.17
1.0
25
20
45A -DI
0.99
0.00
0.99
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.000
0.10
12.26
0.10
12.26
0.0
Off
21
38B -DI
0.73
0.00
0.73
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.000
0.08
10.37
0.08
10.37
0.0
Off
22
38C -CB
0.26
0.02
0.28
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.013
2.00
0.060
0.020
0.013
0.12
2.00
0.09
0.17
1.0
50
23
38D -DCB
0.55
0.14
0.66
0.02
Comb
6.0
6.00
0.00
6.00
2.00
0.013
2.00
0.060
0.020
0.013
0.16
4.20
0.13
0.83
1.0
22
Project File: 5750 PHASE 2 STORM.stm
Number of lines: 90
Run Date: 7/7/2017
NOTES: Inlet N -Values = 0.016; Intensity = 4.00 / (Inlet time + 0.00) A 0.00; Return period = 3 Yrs. ; * Indicates Known Q added. All curb inlets are throat.
Storm Sewers v11.00

Inlet Report
Page 2
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
SW
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
24
38E -DCB
1.35
0.00
1.21
0.14
Comb
6.0
6.00
0.00
6.00
2.00
0.013
2.00
0.060
0.020
0.013
0.20
6.15
0.18
1.67
1.0
23
25
38F -DCB
1.53
0.00
1.35
0.18
Comb
6.0
6.00
0.00
6.00
2.00
0,013
2.00
0.060
0.020
0.013
0.21
6.55
0.19
1.83
1.0
32
26
38G -DI
1.48
0.00
0.70
0.78
DrGrt
0.0
0.00
0.00
3.00
2.00
0.032
2.00
0.020
0.020
0.013
0.09
11.10
0.09
11.10
0.0
Off
27
38H -DI
0.47
0.00
0.47
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.000
0.06
8.23
0.06
8.23
0.0
Off
28
381 -DI
0,31
0.00
0.31
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.011
2.00
0.060
0.020
0.013
0.13
2.45
0.09
0.17
1.0
27
29
38J -DCB
0.91
0.00
0.91
0.00
Comb
6.0
6.00
12.00
6.00
2.00
Sag
2.00
0.060
0.020
0.000
0.16
3.90
0.24
3.90
1.0
Off
30
38K -DCB
1.64
0.00
1.64
0.00
Comb
6.0
6.00
12.00
6.00
2.00
Sag
2.00
0.060
0.020
0.013
0.20
6.20
0.29
6.20
1.0
Off
31
38L -HW
2.11
0.00
2.11
0.00
Hdwl
0.0
0.00
0.00
0.00
0.00
Sag
2.00
0.020
0.020
0.013
0.00
0.00
0.00
0.00
0.0
Off
32
51A -CB
0.83
0.18
0.88
0.13
Comb
6.0
3.00
0.00
3.00
2.00
0.013
2.00
0.060
0.020
0.013
0.19
5.25
0.17
1.50
1.0
51
33
40B -JB
0.00
0.00
0.00
0.00
MH
0.0
0.00
0.00
0.00
0.00
Sag
0.00
0.000
0.000
0.000
0.00
0.00
0.00
0.00
0.0
Off
34
40C -JB
0.00
0.00
0.00
0.00
MH
0.0
0.00
0.00
0.00
0.00
Sag
0.00
0.000
0.000
0.000
0.00
0.00
0.00
0.00
0.0
Off
35
40D -DCB
3.41
0.11
3.52
0.00
Comb
6.0
6.00
12.00
6.00
2.00
Sag
2.00
0.060
0.020
0.000
0.30
11.00
0.38
11.00
1.0
Off
36
40E -CB
0.26
0.03
0.29
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.015
2.00
0.060
0.020
0.013
0.12
1.98
0.09
0.17
1.0
35
37
40F -CB
0.62
0.04
0.63
0.03
Comb
6.0
3.00
0.00
3.00
2.00
0.015
2.00
0.060
0.020
0.013
0.16
3.90
0.14
1.00
1.0
36
38
40G -CB
0.34
0.20
0.52
0.02
Comb
6.0
3.00
0.00
3.00
2.00
0.013
2.00
0.060
0.020
0.013
0.15
3.55
0.13
0.83
1.0
37
39
40H -CB
0.42
0.15
0.55
0.02
Comb
6.0
3.00
0.00
3.00
2.00
0,013
2.00
0.060
0.020
0.013
0.15
3.70
0.13
0.83
1.0
37
40
401 -CB
0.52
0.00
0.51
0.01
Comb
6.0
3.00
0.00
3.00
2.00
0.015
2.00
0.060
0.020
0.013
0.15
3.30
0.11
0.50
1.0
37
41
40J -CB
0.31
0.00
0.31
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.015
2.00
0.060
0.020
0.013
0.12
2.05
0.09
0.17
1.0
40
42
40K -CB
0.34
0.21
0.54
0.01
Comb
6.0
3.00
0.00
3.00
2,00
0.015
2.00
0.060
0.020
0.013
0.15
3.45
0.12
0.67
1.0
Off
43
40L -CB
1.30
0.00
1.09
0.21
Comb
6.0
3.00
0.00
3.00
2.00
0.015
2.00
0.060
0.020
0.013
0.20
5.80
0.19
1.83
1.0
42
44
40M -CB
0.29
0.00
0.29
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.049
2.00
0.060
0.020
0.013
0.09
1.57
0.09
0.17
1.0
43
45
40N -CB
0.55
0.00
0.55
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.049
2.00
0.060
0.020
0.013
0.12
2.00
0.09
0.17
46
400 -CB
0.52
0.00
0.52
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.049
2.00
0.060
0.020
0.013
0.12
1.97
0.09
0.17
Project File: 5750 PHASE 2 STORM.stm
Number of lines: 90
Run Date: 7/7/2017
NOTES: Inlet N -Values = 0.016; Intensity = 4.00 / (Inlet time + 0.00) A 0.00; Return period = 3 Yrs. ; * Indicates Known Q added. All curb inlets are throat.
Storm Sewers v11.00

Inlet Report
Page 3
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
SW
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
47
40P -DI
0.91
0.00
0.91
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.000
0.10
11.71
0.10
11.71
0.0
Off
48
43A -CB
1.20
0.00
1.02
0.17
Comb
6.0
3.00
0.00
3.00
2.00
0,015
2.00
0.060
0.020
0.013
0.19
5.55
0.18
1.67
1.0
56
49
43B -DI
0.75
0.00
0.44
0.32
DrGrt
0.0
0.00
0.00
3.00
2.00
0.020
2.00
0.020
0.020
0.013
0.07
9.10
0.07
9.10
0.0
57
50
44A -CB
1.22
0.00
1.02
0.20
Comb
6.0
3.00
0.00
3.00
2.00
0,013
2.00
0.060
0.020
0.013
0.20
5.80
0.19
1.83
1.0
38
51
44B -CB
0.96
0.13
0.94
0.15
Comb
6.0
3.00
0.00
3.00
2.00
0.013
2.00
0.060
0.020
0.013
0.19
5.50
0.18
1.67
1.0
39
52
44C -DI
0.55
0.00
0.55
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.000
0.07
8.91
0.07
8.91
0.0
Off
53
44D -DI
1.87
0.00
1.87
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.000
0.16
17.72
0.16
17.72
0.0
Off
54
44E -DI
1.87
0.00
1.87
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.000
0.16
17.72
0.16
17.72
0.0
Off
55
44F -DI
0.75
0.00
0.75
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.000
0.09
10.57
0.09
10.57
0.0
Off
56
42A -CB
0.94
0.17
0.97
0.14
Comb
6.0
3.00
0.00
3.00
2.00
0.015
2.00
0.060
0.020
0.013
0.19
5.35
0.18
1.67
1.0
58
57
42B -DI
0.78
0.32
1.10
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.000
0.11
13.01
0.11
13.01
0.0
Off
58
41A -CB
0.86
0.14
0.89
0.11
Comb
6.0
3.00
0.00
3.00
2.00
0.015
2.00
0.060
0.020
0.013
0.18
5.05
0.17
1.50
1.0
35
59
41 B -D1
0.70
0.00
0.70
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.000
0.08
10.17
0.08
10.17
0.0
Off
60
52A -DI
0.99
0.00
0.99
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.000
0.10
12.26
0.10
12.26
0.0
Off
61
36B -JB
0.00
0.00
0.00
0.00
MH
0.0
0.00
0.00
0.00
0.00
Sag
0.00
0.000
0.000
0.000
0.00
0.00
0.00
0.00
0.0
Off
62
36C -D1
0.60
0.00
0.38
0.21
DrGrt
0.0
0.00
0.00
3.00
2.00
0,020
2.00
0.020
0.020
0.013
0.07
9.10
0.07
9.10
0.0
Off
63
36D -CB
0.86
0.00
0.80
0.06
Comb
6.0
3.00
0.00
3.00
2.00
0.020
2.00
0.060
0.020
0.013
0.16
4.20
0.15
1.17
1.0
66
64
36E -CB
0.83
0.00
0.79
0.05
Comb
6.0
3.00
0.00
3.00
2.00
0.020
2.00
0.060
0.020
0.013
0.16
4.15
0.14
1.00
1.0
67
65
36F -DI
2.18
0.00
0.88
1.31
DrGrt
0.0
0.00
0.00
3.00
2,00
0,080
2.00
0.020
0.020
0.013
0.09
11.10
0.09
11.10
0.0
68
66
37A -DCB
1.01
0.06
1.00
0.07
Comb
6.0
6.00
0.00
6.00
2.00
0.020
2.00
0.060
0.020
0.013
0.18
4.80
0.15
1.17
1.0
Off
67
37B -DCB
0.99
0.05
0.97
0.07
Comb
6.0
6.00
0.00
6.00
2.00
0.020
2.00
0.060
0.020
0.013
0.17
4.70
0.15
1.17
1.0
Off
68
37C -DI
2.94
1.31
2.94
1.31
Comb
6.0
3.00
0.00
3.00
2.00
0.055
2.00
0.060
0.020
0.013
0.23
7.50
0.24
4.00
1.0
Off
69
35B -DCB
1.53
0.00
1.53
0.00
Comb
6.0
6.00
12.00
6.00
2.00
rag
2.00
0.060
0.020
0.000
0.20
5.90
0.28
5.90
1.0
Off
Project File: 5750 PHASE 2 STORM.stm
-T
Number of lines: 90
Run Date: 7/7/2017
NOTES: Inlet N -Values = 0.016; Intensity = 4.00 / (Inlet time + 0.00) A 0.00; Return period = 3 Yrs. ; * Indicates Known Q added. All curb inlets are throat.
Storm Sewers v11.00

Inlet Report
Page 4
Line
Inlet ID
Q =
Q
Q
Q
Junc
Curb Inlet
Grate Inlet
Gutter
Inlet
Byp
No
CIA
carry
capt
Byp
Type
Line
Ht
L
Area
L
W
So
W
SW
Sx
n
Depth
Spread
Depth
Spread
Depr
No
(cfs)
(cfs)
(cfs)
(cfs)
(in)
(ft)
(sgft)
(ft)
(ft)
(ft/ft)
(ft)
(ft/ft)
(ft/ft)
(ft)
(ft)
(ft)
(ft)
(in)
70
35C -DCB
1,90
0.00
1.90
0.00
Comb
6.0
6.00
12.00
6.00
2.00
Sag
2.00
0.060
0.020
0.000
0.22
6.95
0.30
6.95
1.0
Off
71
35D -D1
0.68
0.95
1.63
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.000
0.14
16.33
0.14
16.33
0.0
Off
72
35E -DI
1.72
0.00
0.76
0.95
DrGrt
0.0
0.00
0.00
3.00
2.00
0.050
2.00
0.020
0.020
0.013
0.09
11.10
0.09
11.10
0.0
71
73
4713 -FES
79.29*
0.00
79.29
0.00
Hdwl
0.0
0.00
0.00
0.00
0.00
Sag
0.00
0.000
0.000
0.013
0.00
0.00
0.00
0.00
0.0
Off
74
32B -JB
0.00
0.00
0.00
0.00
MH
0.0
0.00
0.00
0.00
0.00
Sag
0.00
0.000
0.000
0.000
0.00
0.00
0.00
0.00
0.0
Off
75
32C -DI
1.43
0.00
1.43
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.000
0.13
15.13
0.13
15.13
0.0
Off
76
32D -CB
0.60
0.00
0.60
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.040
2.00
0.060
0.020
0.013
0.13
2.45
0.09
0.17
1.0
82
77
32E -CB
0.78
0.00
0.78
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.040
2.00
0.060
0.020
0.013
0.14
3.10
0.10
0.33
1.0
Off
78
32F -CB
1.14
0.00
1.07
0.07
Comb
6.0
3.00
0.00
3.00
2.00
0.040
2.00
0.060
0.020
0.013
0.16
4.05
0.14
1.00
1.0
Off
79
32G -DI
1.40
0.00
0.64
0.77
DrGrt
0.0
0.00
0.00
3.00
2.00
0,069
2.00
0.020
0.020
0.013
0.07
9.10
0.07
9.10
0.0
B3
80
33A -DCB
0.62
0.00
0.62
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0,040
2.00
0.060
0.020
0.013
0.13
2.55
0.09
0.17
1.0
81
81
33B -CB
0.21
0.00
0.21
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0,040
2.00
0.060
0.020
0.013
0.09
1.45
0.09
0.17
1.0
82
82
33C -DCB
1.59
0.00
1.59
0.00
Comb
6.0
6.00
12.00
6.00
2.00
Sag
2.00
0.060
0.020
0.000
0.20
6.05
0.28
6.05
1.0
Off
83
33D -DI
1.72
0.77
2.48
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.000
0.19
20.98
0.19
20.98
0.0
Off
84
28B -JB
0.00
0.00
0.00
0.00
MH
0.0
0.00
0.00
0.00
0.00
Sag
0.00
0.000
0.000
0.000
0.00
0.00
0.00
0.00
0.0
Off
85
28C -HW
13.81
0.00
13.81
0.00
Hdwl
0.0
0.00
0.00
0.00
0.00
Sag
0.00
0.000
0.000
0.000
0.00
0.00
0.00
0.00
0.0
Off
86
31C1 -CB
0.23
0.00
0.23
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.030
2.00
0.060
0.020
0.013
0.10
1.60
0.09
0.17
1.0
87
31C2 -CB
0.05
0.00
0.05
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.015
2.00
0.060
0.020
0.013
0.06
1.03
0.09
0.17
1.0
86
88
31C3 -DI
0.99
0.00
0.99
0.00
DrGrt
0.0
0.00
6.00
3.00
2,00
Sag
2.00
0.020
0.020
0.013
0.10
12.26
0.10
12.26
0.0
B7
89
416E1 -CB
0.10
0.00
0.10
0.00
Comb
6.0
3.00
0.00
3.00
2.00
0.019
2.00
0.060
0.020
0.013
0.08
1.28
0.09
0.17
1.0
30
90
416E2 -DI
0.88
0.00
0.88
0.00
DrGrt
0.0
0.00
6.00
3.00
2.00
Sag
2.00
0.020
0.020
0.013
0.10
11.53
0.10
11.53
0.0
89
File: 5750 PHASE 2 STORM.stm
--7Project
Number of lines: 90
Run Date: 7/7/2017
NOTES: Inlet N -Values = 0.016; Intensity = 4.00 / (Inlet time + 0.00) A 0.00; Return period = 3 Yrs. ; * Indicates Known Q added. All curb inlets are throat.
Storm Sewers v11.00

Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
CULVERT - LINE -72
(47B) - 100yr
Hydrograph type
= Rational
Storm frequency (yrs)
= 100
Drainage area (ac)
= 12.420
Rainfall Inten (in/hr)
= 4.082
OF Curve
= 5750-NOAA.IDF
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0 00
0 10 20 30
Runoff Hyd - Qp = 32.95 (cfs)
Friday, Jul 7 2017
Peak discharge (cfs) = 32.95
Time interval (min) = 1
Runoff coeff. (C) = 0.65
Tc by User (min) = 41
Rec limb factor = 1.00
Hydrograph Volume = 81,068 (cuft); 1.861 (acft)
Runoff Hydrograph
100 -yr frequency
40 50 60 70 80 90 v vv
Time (min)

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Friday, Jul 7 2017
CULVERT - LINE -72 (47B)
Invert Elev Dn (ft)
= 621.00
Calculations
Pipe Length (ft)
= 121.70
Qmin (cfs)
= 32.95
Slope (%)
= 2.05
Qmax (cfs)
= 32.95
Invert Elev Up (ft)
= 623.50
Tailwater Elev (ft)
= Normal
Rise (in)
= 36.0
Shape
= Circular
Highlighted
Span (in)
= 36.0
Qtotal (cfs)
= 32.95
No. Barrels
= 1
Qpipe (cfs)
= 32.95
n -Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 11.79
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 7.15
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 622.25
HGL Up (ft)
= 625.36
Embankment
Hw Elev (ft)
= 626.34
Top Elevation (ft)
= 627.55
Hw/D (ft)
= 0.95
Top Width (ft)
= 85.79
Flow Regime
= Inlet Control
Crest Width (ft)
= 60.00
Eley (ft)
&28.00
527.00
625 OD
525.00
524.00
523.OD
522.OD
521.00
520.00
CULVERT - LINE -72 (576)
Hw Depth (ft)
4.50
3.50
2 50
1.50
0.50
-0.50
-1.50
-2.50
3.5D
Cl 1cu C -rt HGL Embank
Reach (ft)

3roject Name: Moore Farm Date: 7/6/201 i
-ocation: Union County, North Carolina By: K.E.W
)escription: 1A -FES - Riprap Discharge Apron
3o
Runoff Discharge Information
4uttet 1 - Dq + La
pipe I
Q10 57.62 cfs
diameter (Do)
= i R0
0. 5Dp
Pipe Dia. = 42 in. l
Apron Sizinge�gt �I f
rn
Length = 22 ft.Y 4
L.I s
r ,
Width = 25.5 ft. fl � I . -
L,
3Do @ Pipe = 10.5 ft. 20 -, y '-
I � n
IRiprapStone Sizing (d50)
2 �n
d50 Size (Avg) = 0.7 ft. - _.: r of a m
d50 Size (Max.)* 1.05 ft
Min. Depth** = 1.25 ft.
* equal to 1.5*d50 average stone size 5 10 20 s0 100 200 sot) ioao
** min. depth no less than 15" Discharge (Olsec)
NOTES:
1.0 Riprap aprons to be sized for 10 -year discharge rate from each storm pipe discharge location, including sediment basins.
2.0 Min. depth shall be equal to 1.5*d50 maximum riprap stone size, but in no case shall be less than 15" in depth.
3.0 Abbreviations: La = Length of riprap apron in feet (determined from chart)(10' min.)
Do = Size of outlet pipe (discharge pipe from storm drainage system in feet or inches)
W = Width of riprap apron in feet (at end furthest from outlet pipe discharge)
3Do = Width of rip rap apron in feet (at outlet pipe)
d50 = Size of stone in feet

Project Name: Moore Farm Date: 7/6/2017
Location: Union County, North Carolina By: K.E.W.
Description: 16A -FES - Riprap Discharge Apron
11.1
Runoff Discharge information . `f `
outlet I`W - Do + La
pipe
Q10 = 14.21 cfs diameter (Do)
Pipe Dia. = 24 in. water 47.5D,,
fio
Aron Sizing
Length = 13 ft. �� 1 l d rtf�fl` , 4
g � �_ I , � '
Width 15 f.
1 $
�a�jl3Do@Pipe 6 f.
tl,
20
ll � : t ,y•;.
z -
10 .. -- r
v
lRiprapStone Sizing (d50)
_� _ •. • w � in
d50 Size (Avg) = 0.7 ft. L
as
J V j
d50 Size (Max.)* 1.05 ft. v 1
Min. Depth** = 1.25 ft. v u + -
V = I
* equal to 1.5*d50 average stone size 3 5 10 20 S0 tuo - 200 ` 500 III 1000
Dao
** min. depth no less than 15" Discharge (ft /sec)
NOTES:
1.0 Riprap aprons to be sized for 10 -year discharge rate from each storm pipe discharge location, including sediment basins.
2.0 Min. depth shall be equal to 1.5*d50 maximum riprap stone size, but in no case shall be less than 15" in depth.
3.0 Abbreviations: La = Length of riprap apron in feet (determined from chart)(10' min.)
Do = Size of outlet pipe (discharge pipe from storm drainage system in feet or inches)
W = Width of riprap apron in feet (at end furthest from outlet pipe discharge)
3Do = Width of rip rap apron in feet (at outlet pipe)
d50 = Size of stone in feet

Project Name: Moore Farm Date: 7/6/2017
Location: Union County, North Carolina By: K.E.W.
Description: 19A -FES - Riprap Discharge Apron
Runoff Discharge information
3,
outlet f`W - Do + La
pipe i
Q10 = 26.26 efs diameter {Ch}
l�
water
Pipe Dia. = 36 in. - 0, So,
Aaron Sizin
Length =
Width =
3Do @ Pipe =
20 ft.
23 ft.
9 ft
_
Riprap Stone Sizing (d50)
.......
d50 Size (Avg) =
0.6 ft.
4::: :
d50 Size (Max.)*
0.9 ft.
Min. Depth** =
1.25 ft.
* equal to 1.5*d50 average stone size
** min. depth no less than 15"
NOTES:
1
50 100
Discharge (Olsec)
1.0 Riprap aprons to be sized for 10 -year discharge rate from each storm pipe discharge location, including sediment basins.
2.0 Min. depth shall be equal to 1.5*d50 maximum riprap stone size, but in no case shall be less than 15" in depth.
3.0 Abbreviations: La = Length of riprap apron in feet (determined from chart)(10' min.)
Do = Size of outlet pipe (discharge pipe from storm drainage system in feet or inches)
W = Width of riprap apron in feet (at end furthest from outlet pipe discharge)
3Do = Width of rip rap apron in feet (at outlet pipe)
d50 = Size of stone in feet
M

)roject Name: Moore Farm Date: 7/6/201'
-ocation: Union County, North Carolina By: K.E.W
)escription: 24D -FES - Riprap Discharge Apron
3,
Runoff Discharge information
Outlet W - Do + La
Pipe
diameter (Do) L. e
Q10 = 1.37 cfs t _ 80
a • ,.water � I �
Pipe Dia. = 18 in. 0, So,
IJ
,4 pII r
Aron Sizin e�gN f'
rn
Length = 9 ft. 4
{ y
Width = 10.5 ft. 3S - ,a ` a
i
L
3Do @Pipe = 4.5 ft. !, a
Riprap Stone Sizing (d50) y
12
' m
d50 Size (Avg) = 0.4 ft.
d50 Size (Max.)* 0.6 ft.
Min. Depth** = 1.25 ft..' f 71 1
a
* equal to 1.5*d50 average stone size 5 10 20 s0 100 �u 200 500 io0o
** min. depth no less than 15" Discharge (Olsec)
NOTES:
1.0 Riprap aprons to be sized for 10 -year discharge rate from each storm pipe discharge location, including sediment basins.
2.0 Min. depth shall be equal to 1.5*d50 maximum riprap stone size, but in no case shall be less than 15" in depth.
3.0 Abbreviations: La = Length of riprap apron in feet (determined from chart)(10' min.)
Do = Size of outlet pipe (discharge pipe from storm drainage system in feet or inches)
W = Width of riprap apron in feet (at end furthest from outlet pipe discharge)
3Do = Width of rip rap apron in feet (at outlet pipe)
d50 = Size of stone in feet

'roject Name: Moore Farm Date: 7/6/201
.ocation: Union County, North Carolina By: K.E.W
)escription: 25D -FES - Riprap Discharge Apron
Runoff Discharge Information
Q10 =
12.98 cfs
Pipe Dia. =
18 in.
IApron Sizin
Length =
8.5 ft.
Width =
10 ft.
3Do @ Pipe =
4.5 ft.
IRiprapStone Sizing (d50)
d50 Size (Avg) =
0.7 ft.
d50 Size (Max.)*
1.05 ft.
Min. Depth** =
1.25 ft.
* equal to 1.5*d50 average stone size
** min. depth no less than 15"
NOTES:
1--F—.LiL
3 5 10 20 50 100
Discharge (Olsec)
I 1 1 I i i J.II
200 500 1000
1.0 Riprap aprons to be sized for I0 -year discharge rate from each storm pipe discharge location, including sediment basins.
2.0 Min. depth shall be equal to 1.5*d50 maximum riprap stone size, but in no case shall be less than 15" in depth.
3.0 Abbreviations: La = Length of riprap apron in feet (determined from chart)(10' min.)
Do = Size of outlet pipe (discharge pipe from storm drainage system in feet or inches)
W = Width of riprap apron in feet (at end furthest from outlet pipe discharge)
3Do = Width of rip rap apron in feet (at outlet pipe)
d50 = Size of stone in feet

Project Name: Moore Farm Date: 7/6/2017
Location: Union County, North Carolina By: K.E.W.
Description: 28A -FES - Riprap Discharge Apron
** min. depth no less than 15"
NOTES:
i
80
I h I
I
.... ;. t- i - �'{• ' � i� ��•�" err ` ; :: l ,
r J F 4
50 100
Discharge (Olsec)
�I�ff.ANw"s`m
3,
Runoff Discharge information
outlet W - Do + La
PIPe
Q10 = 25.67 cfs
diameter (D7)
Pipe Dia. =
30 in.
_
O's
��lil�'��;
lApron
iili
Sizin
Vey"
nll!
�ti[i �_l� S n • .
I:
Length =
16 ft.
Width =
18.5 ft.
�� 111 ;I
f
3Do @ Pipe =
7.5 ft.
za -
III{II
N�
0AllifiNl
lRiprapStone Sizing (d50)
-
l I :
d50 Size (Avg) =
0.5 ft.
4 i
I.
d50 Size (Max.)*
0.75 ft.
-
f
Min. Depth** =
1.25 ft.r
J = to •a
I
1
* equal to 1.5*d50 average stone size
5 to 20
** min. depth no less than 15"
NOTES:
i
80
I h I
I
.... ;. t- i - �'{• ' � i� ��•�" err ` ; :: l ,
r J F 4
50 100
Discharge (Olsec)
�I�ff.ANw"s`m
200 500 1000
1.0 Riprap aprons to be sized for 10 -year discharge rate from each storm pipe discharge location, including sediment basins.
2.0 Min. depth shall be equal to 1.5*d50 maximum riprap stone size, but in no case shall be less than 15" in depth.
3.0 Abbreviations: La = Length of riprap apron in feet (determined from chart)(10' min.)
Do = Size of outlet pipe (discharge pipe from storm drainage system in feet or inches)
W = Width of riprap apron in feet (at end furthest from outlet pipe discharge)
3Do = Width of rip rap apron in feet (at outlet pipe)
d50 = Size of stone in feet
��lil�'��;
iili
nll!
I
Iplli
d
P.117'I
II
III{II
N�
0AllifiNl
I
200 500 1000
1.0 Riprap aprons to be sized for 10 -year discharge rate from each storm pipe discharge location, including sediment basins.
2.0 Min. depth shall be equal to 1.5*d50 maximum riprap stone size, but in no case shall be less than 15" in depth.
3.0 Abbreviations: La = Length of riprap apron in feet (determined from chart)(10' min.)
Do = Size of outlet pipe (discharge pipe from storm drainage system in feet or inches)
W = Width of riprap apron in feet (at end furthest from outlet pipe discharge)
3Do = Width of rip rap apron in feet (at outlet pipe)
d50 = Size of stone in feet

3roject Name: Moore Farm Date: 7/6/201 i
_ocation: Union County, North Carolina By: K.E.W
)escription: 29A -FES - Riprap Discharge Apron
3o
Runoff Discharge Information
4uttet 4t - Dq + La
pipe
Q10 = 25.16 cfs diameter {R7} ` � 80
a • ,.water � D.5Up � - � n '
Pipe Dia. = 30 in.
�n
II
Aron Sizin e��`
Length = 16 ft. fiY — `` �r s r�, r _ �.4
Ji
1 `I I r fr f
Width = 18.5 ft. I I...1
3Do @ Pipe = 7.5 ft. za__: _::_ - y5 tig — __ :.... �_ -
- �,
U
IRiprapStone Sizing (d50) �
d50 Size (Avg) = 0.5 ft. -
0=
d50 Size (Max.)* 0.75 ft.
Min. Depth** = 1.25 ft.
* equal to 1.5*d50 average stone size 5 10J 20 50 100 �u 200 500 loop
** min. depth no less than 15" Discharge (Olsec)
NOTES:
1.0 Riprap aprons to be sized for 10 -year discharge rate from each storm pipe discharge location, including sediment basins.
2.0 Min. depth shall be equal to 1.5*d50 maximum riprap stone size, but in no case shall be less than 15" in depth.
3.0 Abbreviations: La = Length of riprap apron in feet (determined from chart)(10' min.)
Do = Size of outlet pipe (discharge pipe from storm drainage system in feet or inches)
W = Width of riprap apron in feet (at end furthest from outlet pipe discharge)
3Do = Width of rip rap apron in feet (at outlet pipe)
d50 = Size of stone in feet

Project Name: Moore Farm Date: 7/6/2017
Location: Union County, North Carolina By: K.E.W.
Description: 32A -FES - Riprap Discharge Apron
Runoff Discharge information
3,
outlet f`W - Do + La
pipe i
d ter {Ch}
Q10 =
16.15 cfs
ame
Pipe Dia. =
30 in.
- water
< 0.5up
�o
IApron
Sizin
Length =
16 ft.
fin
Width =
18.5 ft.
34 til ll l
- s�.i
3Do @ Pipe =
7.5 ft.
2
l i
Riprap Stone Sizing (d50)
d50 Size (Avg) = 0.5 ft. I
d50 Size (Max.)* 0.75 ft. i--
Min. Depth** = 1.25 ft.—
* equal to 1.5*d50 average stone size S is
** min. depth no less than 15"
NOTES:
50 100
Discharge (Olsec)
1.0 Riprap aprons to be sized for 10 -year discharge rate from each storm pipe discharge location, including sediment basins.
2.0 Min. depth shall be equal to 1.5*d50 maximum riprap stone size, but in no case shall be less than 15" in depth.
3.0 Abbreviations: La = Length of riprap apron in feet (determined from chart)(10' min.)
Do = Size of outlet pipe (discharge pipe from storm drainage system in feet or inches)
W = Width of riprap apron in feet (at end furthest from outlet pipe discharge)
3Do = Width of rip rap apron in feet (at outlet pipe)
d50 = Size of stone in feet
M

)roject Name: Moore Farm Date: 7/6/201'
-ocation: Union County, North Carolina By: K.E.W
)escription: 35A -FES - Riprap Discharge Apron
** min. depth no less than 15"
NOTES:
I) 100
--
SDischarge (Olsec)
.AT'7 W1
HIM
I N� � ia1NIH.
200 500 loop
1.0 Riprap aprons to be sized for 10 -year discharge rate from each storm pipe discharge location, including sediment basins.
2.0 Min. depth shall be equal to 1.5*d50 maximum riprap stone size, but in no case shall be less than 15" in depth.
3.0 Abbreviations: La = Length of riprap apron in feet (determined from chart)(10' min.)
Do = Size of outlet pipe (discharge pipe from storm drainage system in feet or inches)
W = Width of riprap apron in feet (at end furthest from outlet pipe discharge)
3Do = Width of rip rap apron in feet (at outlet pipe)
d50 = Size of stone in feet
3,
Runoff Discharge information
outlet
- Do + La
pipe
f`W
Q10 =
10.03 cfs
diameter (D7) i
Pipe Dia. =
24 in.
water
- 0, So,
IApron
t�
Sizin
Length =
13 ft.
{4n+
Width =
15 ft.
3
3Do @ Pipe =
6 ft.
20
10
Riprap Stone Sizing (d50)
d50 Size (Avg) =
0.4 ft.
4 i
`
d50 Size (Max.)*
0.6 ft.
i-..:
G-- -
Min. Depth** =
1.25 ft.
v=
-
* equal to 1.5*d50 average stone size
5 10 20
** min. depth no less than 15"
NOTES:
I) 100
--
SDischarge (Olsec)
.AT'7 W1
HIM
I N� � ia1NIH.
200 500 loop
1.0 Riprap aprons to be sized for 10 -year discharge rate from each storm pipe discharge location, including sediment basins.
2.0 Min. depth shall be equal to 1.5*d50 maximum riprap stone size, but in no case shall be less than 15" in depth.
3.0 Abbreviations: La = Length of riprap apron in feet (determined from chart)(10' min.)
Do = Size of outlet pipe (discharge pipe from storm drainage system in feet or inches)
W = Width of riprap apron in feet (at end furthest from outlet pipe discharge)
3Do = Width of rip rap apron in feet (at outlet pipe)
d50 = Size of stone in feet

)roject Name: Moore Farm Date: 7/6/201'
_ovation: Union County, North Carolina By: K.E.W
)escription: 36A -FES - Riprap Discharge Apron
3,
Runoff Discharge information
Outlet W - Do + La
PIPe
diameter (Do) L. e
Q10 = 15.84 cfs t _ e:�
a
water 0, So, h
Pipe Dia. tit
= 30 in.
f f —
II Apron Sizing �L
���
Length = 16 ft. fiY � � Tr ^—''� 'r � 4
Ji
l 4
J �
Width = 18.5 ft. ��
I'
3Do @ Pipe — 7.5 ft.
3
IRiprapStone Sizing (d50) 2
i—n
d50 Size (Avg) = 0.5 ft. ;z
l�
a ,
d50 Size (Max.)* 0.75 ft. f ---I ,�v = — i o
Min. Depth** = 1.25 ft.
* equal to 1.5*d50 average stone size S 10 20 50 �100 200 500 ioao
** min. depth no less than 15" Discharge (Olsec)
NOTES:
1.0 Riprap aprons to be sized for 10 -year discharge rate from each storm pipe discharge location, including sediment basins.
2.0 Min. depth shall be equal to 1.5*d50 maximum riprap stone size, but in no case shall be less than 15" in depth.
3.0 Abbreviations: La = Length of riprap apron in feet (determined from chart)(10' min.)
Do = Size of outlet pipe (discharge pipe from storm drainage system in feet or inches)
W = Width of riprap apron in feet (at end furthest from outlet pipe discharge)
3Do = Width of rip rap apron in feet (at outlet pipe)
d50 = Size of stone in feet

Project Name: Moore Farm Date: 7/6/2017
Location: Union County, North Carolina By: K.E.W.
Description: 38A -FES - Riprap Discharge Apron
3,
Runoff Discharge information
Outlet W - Do + La
PIPe
diameter (Do) L. e
Q10 = 20.11 cfs t _ 60
h
...water 4 >7..SDp ,
Pipe Dia. = 24 in. `` I � � I
W$
fio
IApron Sizin pec f ,I
r -
Length = 13 ft.fiY `-•� Tr - c
4
11.E I L r fr f
Width = 15 ft. 34 1`-
a
3Doe = 6 ft. �q �y =•
@ Pipe zo =._ 3
IRiprapStone Sizing (d50)
'• a 1. 12
d50 Size (Avg) = 0.45 ft. 4 i
d50 Size .675 ft.
(Max.)** }
I I
Min. Depth** = 1.25 ft. 4
_ to a aol–
* equal to 1.5*d50 average stone size 5 10 2L 50 1010 �u 200 500 1000
** min. depth no less than 15" Discharge (Olsec)
NOTES:
1.0 Riprap aprons to be sized for 10 -year discharge rate from each storm pipe discharge location, including sediment basins.
2.0 Min. depth shall be equal to 1.5*d50 maximum riprap stone size, but in no case shall be less than 15" in depth.
3.0 Abbreviations: La = Length of riprap apron in feet (determined from chart)(10' min.)
Do = Size of outlet pipe (discharge pipe from storm drainage system in feet or inches)
W = Width of riprap apron in feet (at end furthest from outlet pipe discharge)
3Do = Width of rip rap apron in feet (at outlet pipe)
d50 = Size of stone in feet

Project Name: Moore Farm Date: 7/6/2017
Location: Union County, North Carolina By: K.E.W.
Description: 40A -FES - Riprap Discharge Apron
Runoff Discharge information
r__ I
OutletW - Do + La
pipe I
Q10 = 34.71 cfs " "
_
Pipe Dia. = 36 in. 0. 5Up
Aaron Sizin
Length =
20 ft.
Width =
23 ft.
3Do @ Pipe =
9 ft.
Riprap Stone Sizing (d50)
10
d50 Size (Avg) =
0.6 ft.
d50 Size (Max.)*
0.9 ft.
Min. Depth** =
1.25 ft.
* equal to 1.5*d50 average stone size
** min. depth no less than 15"
NOTES:
3 S
tV
4 rte.
50 100
Discharge (Olsec)
i
80 _
hr, �
i
r
4
3
1.0 Riprap aprons to be sized for 10 -year discharge rate from each storm pipe discharge location, including sediment basins.
2.0 Min. depth shall be equal to 1.5*d50 maximum riprap stone size, but in no case shall be less than 15" in depth.
3.0 Abbreviations: La = Length of riprap apron in feet (determined from chart)(10' min.)
Do = Size of outlet pipe (discharge pipe from storm drainage system in feet or inches)
W = Width of riprap apron in feet (at end furthest from outlet pipe discharge)
3Do = Width of rip rap apron in feet (at outlet pipe)
d50 = Size of stone in feet
M

)roject Name: Moore Farm Date: 7/6/201'
_ovation: Union County, North Carolina By: K.E.W
)escription: 46A -FES - Riprap Discharge Apron
Runoff Discharge information
Q10 =
5.31 cfs
Pipe Dia. =
18 in.
IApron Sizin
Length =
9 ft.
Width =
10.5 ft.
3Do @ Pipe =
4.5 ft.
IRiprapStone Sizing (d50)
d50 Size (Avg) =
0.35 ft.
d50 Size (Max.)*
0.525 ft.
Min. Depth** =
1.25 ft.
* equal to 1.5*d50 average stone size
** min. depth no less than 15"
NOTES:
3,
Outlet W - Do + La
PIPe
diameter {Ch} �
80 ..... ... mai
waterD.5Up n
i
o
3 S 10 20 0 100 200 500 1000
Discharge (Olsec)
1.0 Riprap aprons to be sized for 10 -year discharge rate from each storm pipe discharge location, including sediment basins.
2.0 Min. depth shall be equal to 1.5*d50 maximum riprap stone size, but in no case shall be less than 15" in depth.
3.0 Abbreviations: La = Length of riprap apron in feet (determined from chart)(10' min.)
Do = Size of outlet pipe (discharge pipe from storm drainage system in feet or inches)
W = Width of riprap apron in feet (at end furthest from outlet pipe discharge)
3Do = Width of rip rap apron in feet (at outlet pipe)
d50 = Size of stone in feet

'roject Name: Moore Farm Date: 7/6/201
.ocation: Union County, North Carolina By: K.E.W
)escription: 47A -HW - Riprap Discharge Apron
3o
Runoff Discharge Information
4uttet 4t - Dq + La
pipe
Q10 = 71.83 cfs diameter {[hp ` � 80
water 0, 5Dp
Pipe Dia. = 36 in. i
IApron Sizin
Length = 20 ft. fiY T� L1 - d ° -- �, 4
r r
Width = 23 ft. 3�
3Do (k Pipe = 9 ft.I a ` 3
Riprap Stone Sizing (d50)
1 y
d50 Size (Avg) = 0.6 ft.
- a a
r�
d50 Size (Max.)* 0.9 ft .-- G-- jv _ -7#1
Min. Depth** = 1.25 ft.
* equal to 1.5*d50 average stone size 3 5 10 20 50 1010 � 200 I 500 1OGO
** min. depth no less than 15" Discharge (Olsec)
NOTES:
1.0 Riprap aprons to be sized for I0 -year discharge rate from each storm pipe discharge location, including sediment basins.
2.0 Min. depth shall be equal to 1.5*d50 maximum riprap stone size, but in no case shall be less than 15" in depth.
3.0 Abbreviations: La = Length of riprap apron in feet (determined from chart)(10' min.)
Do = Size of outlet pipe (discharge pipe from storm drainage system in feet or inches)
W = Width of riprap apron in feet (at end furthest from outlet pipe discharge)
3Do = Width of rip rap apron in feet (at outlet pipe)
d50 = Size of stone in feet

Moore Farms Subdivision — Union County, NC
Stormwater Management Report
Stormwater Design Calculations
Dual 72 in. Culvert Crossing
5750
May 9, 2017

DUAL 72 IN. CUI
i
724. 00
707.55
VERT
I _
663.83
0
651.18
A*'
164.31 AC.
MAI, r r
� a r
TC: 60 MINS.
j
PROP. DUAL
72" CULVERT
i
PRE -DEV.
DRAINAGE
AREA

TR55 Tc Worksheet
Hydraflow Express by Intelisolve
SCS
CULVERT CROSSING 100 -YR FREQUENCY
Description
A
B
C Totals
Sheet Flow
= 4.71
11.00
0.00
Manning's n -value
= 0.400
0.011
0.011
Flow length (ft)
= 300.0
0.0
0.0
Two-year 24 -hr precip. ((in))
= 3.54
0.00
0.00
Land slope (%)
= 5.48
0.00
0.00
Travel Time (min)
= 32.85 +
0.00 +
0.00 = 32.85
Shallow Concentrated Flow
Flow length (ft)
= 1037.00
0.00
0.00
Watercourse slope (%)
= 4.21
0.00
0.00
Surface description
= Unpaved
Unpaved
Paved
Average velocity (ft/s)
= 3.31
0.00
0.00
Travel Time (min)
= 5.22 +
0.00 +
0.00 = 5.22
Channel Flow
X sectional flow area ((sqft))
= 1.77
15.32
0.00
Wetted perimeter ((ft))
= 4.71
11.00
0.00
Channel slope (%)
= 2.22
1.32
0.00
Manning's n -value
= 0.030
0.070
0.015
Velocity (ft/s)
= 3.84
3.05
0.00
Flow length (ft)
= 570.0
3543.0
0.0
Travel Time (min)
= 2.4732276.00 19.3399101-00 0 = 21.81
Total Travel Time, Tc..............................................................................
60.00 min

Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
CULVERT CROSSING 100 -YR FREQUENCY
Hydrograph type
= SCS
Storm frequency (yrs)
= 100
Drainage area (ac)
= 164.310
Basin Slope (%)
= See Worksheet
Tc method
= TR55
Total precip. (in)
= 7.79
Storm duration (hrs)
= 24
Q (cfs)
480.00
420.00
0-111111A
300.00
240.00
180.00
120.00
Tuesday, Jun 27 2017
Peak discharge (cfs) = 449.46
Time interval (min)
= 1
Curve number (CN)
= 75
Hydraulic length (ft)
= See Worksheet
Time of conc. (min)
= 60
Storm Distribution
= Type II
Shape factor
= 484
Runoff Hydrograph
100 -yr frequency
Hydrograph Volume = 2,894,306 (cuft); 66.444 (acft)
Q (cfs)
480.00
420.00
360.00
300.00
240.00
180.00
120.00
0.00 ' ' ' ' ' ' ' ' ' ' ' ' ' 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 22.0 24.0 26.0
Time (hrs)
Runoff Hyd - Qp = 449.46 (cfs)

� 4 .. .
.. ✓N h -- mow/_/_
�',►,ih�MA�h%vivo;%a�di��;N��.AM
MAI
vrc���yv puiII
/
/
03
E
STREAM
CROSS-
SECTION
PLAN VIEW
N. T. S.

1
Profile: 100 YR - 24 HR
Flow Discharge =
449.46
cfs
Computed Water
Surface
= 608.12
ft
(PRE)
Profile: 100 YR - 24 HR
Flow Discharge = 449.46 cfs
Computed Water Surface = 608.12 ft (POST)
STREAM
CROSS-
SECTION 1

2
Profile: 100 YR - 24 HR
Flow Discharge = 449.46 cfs
Computed Water Surface = 608.84 ft (PRE)
Profile: 100 YR - 24 HR
Flow Discharge = 449.46 cfs
Computed Water Surface = 612.52 ft (POST)
STREAM
CROSS-
SECTION 2

3
Profile: 100 YR - 24 HR
Flow Discharge = 449.46 cfs
Computed Water Surface = 612.62 ft (PRE)
Profile: 100 YR - 24 HR
Flow Discharge = 449.46 cfs
Computed Water Surface = 612.49 ft (POST)
STREAM
CROSS-
SECTION 3

PROJECT DATA
Project Title
Project File 5750 DRAINAGE MAPS.PRJ
Run Date and Time 07/08/17 08:56:31 PM
Project in English units
PLAN DATA
Plan Summary Information:
Number of: Cross Sections = 3 Multiple Openings =
Culverts = 1
Bridges = 0
Computational information
water surface calculation tolerance = 0.01
Critical depth calculation tolerance = 0.01
Maximum number of iterations = 20
Maximum difference tolerance = 0.3
Flow tolerance factor = 0.001
Computational Flow Regime: Subcritical Flow
Encroachment Data: None
FLOW DATA
0
Flow Data (cfs)
River Reach Riv Sta 100 YR - 24 HR
*River #1 *Reach #1 3 449.46
Boundary Conditions
River Reach Profile Upstream
Downstream
Page 1
5750 DRAINAGE MAPS.RPT
HEC -RAS Version 4.1.0 Jan 2010
U.S. Army Corps of Engineers
Hydrologic Engineering Center
609 Second Street
Davis, California
X x
xxxxxx xxxx xxxx xx xxxx
X x
x x x x x x x x
X x
x x x x x x x
xxxxxxx
xxxx x xxxx xxxx xxxxxx xxxx
X x
x x x x x x x
X x
x x x x x x x x
X x
xxxxxx xxxx x x x x xxxxx
PROJECT DATA
Project Title
Project File 5750 DRAINAGE MAPS.PRJ
Run Date and Time 07/08/17 08:56:31 PM
Project in English units
PLAN DATA
Plan Summary Information:
Number of: Cross Sections = 3 Multiple Openings =
Culverts = 1
Bridges = 0
Computational information
water surface calculation tolerance = 0.01
Critical depth calculation tolerance = 0.01
Maximum number of iterations = 20
Maximum difference tolerance = 0.3
Flow tolerance factor = 0.001
Computational Flow Regime: Subcritical Flow
Encroachment Data: None
FLOW DATA
0
Flow Data (cfs)
River Reach Riv Sta 100 YR - 24 HR
*River #1 *Reach #1 3 449.46
Boundary Conditions
River Reach Profile Upstream
Downstream
Page 1

5750 DRAINAGE MAPS.RPT
*River #1 *Reach #1 100 YR - 24 HR
Normal S = 0.00432
CROSS SECTION
RIVER: River #1
REACH: Reach #1 River Station: 3
INPUT
Description:
Station Elevation Data, num = 54
Sta. Elev. Sta. Elev. Sta. Elev. Sta. Elev. Sta. Elev.
0 626.43 .1 626.43 .2 626.42 .78 626.4 7.94 626.32
17.8 626.13 25.36 625.6 38.59 624.68 41.64 624.45 46.61 622.11
50.33 620.44 69.79 616.39 80.1 613.65 84.7 613.65 84.7 612.58
91.51 612.49 102.21 612.09 114.18 611.94 119.58 611.76 131.03 611.6
136.68 611.45 138.89 611.2 147.31 609.88 147.31 609.87 148.26 610.18
150.88 608.14 150.88 608.15 151.5 608.39 151.53 608.43 154.94 610.53
155.22 610.95 159.12 610.63 163.28 610.48 171.5 610.97 177.19 611.36
182.82 611.54 191.58 612.05 198.39 612.28 205.55 612.59 208.32 612.88
217.13 613.56 222.49 613.73 235.18 614.45 236.72 614.56 247.11 615.34
252.34 615.58 256.12 615.67 262.86 615.84 267.77 616.28 273.84 617.01
282 617.59 289.03 618.09 295.81 618.59 300.2 618.83
Manning's n values, num = 3
Sta. value Sta. value Sta. value
0 .05 84.7 .035 217.13 .05
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
84.7 217.13 350.13 375.85 338.3 0.1 0.3
CROSS SECTION OUTPUT Profile # 100 YR - 24 HR
•• E.G. Elev (ft)
612.71
*
Element
Left OB
Channel *
Right OB ;;
•• Vel Head (ft)
0.21
••
wt. n -Val
0.035 *
•• W.S. Elev (ft)
612.49
*
Reach Len. (ft)
350.13
375.85 *
338.30 :;
• Crit W.S. (ft)
••
Flow Area (sq ft)
121.29 ••
• E.G. Slope (ft/ft)
0.007005
*
Area (sq ft)
121.29 *
•• Q Total (cfs)
449.46
*
Flow (cfs)
449.46 *
• Top width (ft)
112.02
••
Top width (ft)
112.02 ••
•• Vel Total (ft/s)
3.71
*
Avg. Vel. (ft/s)
3.71 *
•• Max Ch1 Dpth (ft)
4.35
*
Hydr. Depth (ft)
1.08 *
•• Conv. Total (cfs)
5370.2
*
Conv. (cfs)
5370.2 ••
•• Length wtd. (ft)
375.42
*
wetted Per. (ft)
113.88 *
Page 2

5750 DRAINAGE MAPS.RPT
•• Min Ch E1 (ft) 608.14 •• Shear (1b/sq ft) 0.47
•• Alpha 1.00 •• Stream Power (lb/ft s) 300.20 * 0.00 ••
0.00 ••
• Frctn Lo55 (ft) 0.11 •• Cum volume (acre -ft) 0.05 * 2.48 ••
0.08 ••
•• C & E Loss (ft) 0.06 •• Cum SA (acres) 0.05 * 1.19 ••
0.08
warning: The conveyance ratio (upstream
conveyance) is less than 0.7 or greater
additional cross sections.
CROSS SECTION
RIVER: River #1
REACH: Reach #1 River Station: 2
conveyance divided by downstream
than 1.4. This may indicate the need for
INPUT
Description:
Station Elevation Data, num = 52
Sta. Elev. Sta. Elev. Sta. Elev. Sta. Elev. Sta. Elev.
0 625.09 .1 625.09 8.07 624.91 14.04 624.89 33.1 623.85
35.5 623.72 36.54 623.36 44.39 620.26 52.82 617.63 63.17 615.1
73.31 612.38 74.66 611.91 77.98 611.15 81.46 610.22 82.45 610.05
99.33 609.12 111.85 608.69 122.69 608.46 139.36 607.37 143.15 607.24
144.53 606.98 144.6 607.12 145.28 606.92 145.62 606.63 149.84 604.58
150.09 604.58 150.23 604.58 150.94 604.64 151.3 604.67 151.4 605.26
153.87 606.72 154.91 606.95 154.94 607.02 154.97 606.98 155.84 607.15
160.43 607.68 180.68 609.3 186.56 610.82 188.54 611.38 199.18 613.07
202.5 613.72 210.23 614.69 224.31 616.29 231.64 616.91 239.27 617.84
252.29 619.11 263.46 619.96 275.74 620.77 286.47 620.95 293.38 620.93
300.1 620.8 300.2 620.8
Manning's n values, num = 3
Sta. value Sta. value Sta. value
0 .05 82.45 .035 180.68 .05
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
82.45 180.68 127.19 127 127.13 0.1 0.3
CROSS SECTION OUTPUT Profile # 100 YR - 24 HR
•• E.G.
Elev (ft)
612.54
••
Element
Left
OB
•• Channel ••
Right
OB :;
•• Vel
Head (ft)
0.02
*
wt. n -Val
0.050
•• 0.035 ••
0.050
;,
•• W.S.
Elev (ft)
612.52
••
Reach Len.
(ft)
127.19
* 127.00 ••
127.13
*
•• Crit
W.S. (ft)
608.84
*
Flow Area
(sq ft)
12.61
•• 421.66 *
21.43
;,
:; E.G.
Slope (ft/ft)
0.000088
*
Area (sq ft)
12.61
* 421.66 *
21.43
:;
•• Q Total
(cfs)
449.46
*
Flow (cfs)
4.11
•• 437.92 *
7.44
••
•• Top
width (ft)
122.97
••
Top width
(ft)
9.68
•• 98.23 ••
15.06
Page 3

5750 DRAINAGE MAPS.RPT
•• vel Total (ft/s)
0.99
*
Avg. Vel. (ft/s)
0.33
* 1.04 *
0.35 ••
•• Max Ch1 Dpth (ft)
7.94
*
Hydr. Depth (ft)
1.30
* 4.29 *
1.42 ••
• Conv. Total (cfs)
47913.9
*
Conv. (cfs)
437.7
* 46683.5 *
792.8 :,
•• Length wtd. (ft)
127.00
*
wetted Per. (ft)
10.00
* 100.13 *
15.42 *
•• Min Ch E1 (ft)
604.58
••
Shear (1b/sq ft)
0.01
* 0.02 *
0.01 ••
• Alpha
1.08
*
Stream Power (lb/ft s)
300.20
* 0.00 *
0.00
•• Frctn LOSS (ft)
••
Cum volume (acre -ft)
0.14 ••
•• C & E Loss (ft)
*
Cum SA (acres)
0.02
0.28 ••
0.02
CULVERT
RIVER: River #1
REACH: Reach #1 River Station: 1.5
INPUT
Description:
Distance from upstream XS = 50
Deck/Roadway width = 28
weir Coefficient = 1
Bridge Deck/Roadway skew =
upstream Deck/Roadway Coordinates, num = 2
Sta. Hi Cord Lo Cord Sta. Hi Cord Lo Cord
44.76 620.02 265.2 620.02
Downstream Deck/Roadway Coordinates, num = 2
Sta. Hi Cord Lo Cord Sta. Hi Cord Lo Cord
42.02 620.02 246.7 620.02
Elevation at which weir flow begins = 620.02
Maximum allowable submergence for weir flow = 0.95
submergence criteria : Broad Crested
CROSS SECTION
RIVER: River #1
REACH: Reach #1 River Station: 1
INPUT
Description:
Station Elevation Data, num = 52
Sta. Elev. Sta. Elev. Sta. Elev. Sta. Elev. Sta. Elev.
0 624.77 .1 624.77 11.6 624.76 22.47 624.41 25.91 624.18
31.37 623.34 41.05 620.52 42.63 619.97 43.99 619.55 58.39 614.61
59.8 614.14 65.52 612.63 69.82 611.1 77.56 609.41 79.85 608.97
80.8 608.92 84.54 607.99 84.89 607.92 85.16 607.91 96.58 607.42
108.67 607.18 113.71 607.1 121.53 606.91 132.07 606.58 134.1 605.3
135.28 604.51 136.49 604.31 139.12 604.04 140.23 604.25 142.52 604.45
143.84 605.31 146.59 606.89 157.57 606.91 168.91 606.45 170.04 606.43
171.63 606.52 181.87 607.94 187.08 609.23 198.48 611.64 206.8 613.29
Page 4

5750 DRAINAGE MAPS.RPT
225.36 616.63 230.53 617.59 244.04 619.69 246.65 620.1 247.11 620.19
247.66 620.24 265.83 622.06 278.45 623.43 283.37 623.8 297.74 624.61
300.2 624.71 300.3 624.71
manning's n values, num = 3
Sta. value Sta. value Sta. value
0 .05 85.16 .035 181.87 .05
Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan.
85.16 181.87 0 0 0 0.1 0.3
CROSS SECTION OUTPUT Profile # 100 YR - 24 HR
•• E.G. Elev (ft)
Reach
608.29
nl
••
Element
*Reach
Left OB
* Channel
Right OB
0.035°
0.05*
*Reach
#1
2
0.05*
0.035*
0.05*
•• Vel Head (ft)
#1
0.18
Culvert*
••
wt. n -Val
*Reach
0.050
* 0.035
0.050 :,
0.035*
0.05`
Page
5
• W.S. E1ev (ft)
608.12
••
Reach Len. (ft)
•• Crit W.S. (ft)
607.57
••
Flow Area (sq ft)
0.14
•• 132.11 ••
0.06
•• E.G. Slope (ft/ft)
0.004322
••
Area (sq ft)
0.14
* 132.11 ••
0.06 ••
• Q Total (cfs)
449.46
••
Flow (cfs)
0.07
* 449.37 ••
0.02
•• Top width (ft)
98.54
••
Top width (ft)
1.12
* 96.71 ••
0.71
•• Vel Total (ft/s)
3.40
••
Avg. vel. (ft/s)
0.48
* 3.40 ••
0.38 ••
•• Max Ch1 Dpth (ft)
4.08
••
Hydr. Depth (ft)
0.13
* 1.37 ••
0.09 ••
•• Conv. Total (cfs)
6837.0
••
Conv. (cfs)
1.0
* 6835.6 ••
0.4 ••
• Length wtd . (ft)
••
wetted Per. (ft)
1.15
* 98.19 ••
0.73 ••
•• Min Ch E1 (ft)
604.04
••
Shear (1b/sq ft)
0.03
* 0.36 ••
0.02
•• Alpha
1.00
••
Stream Power (lb/ft s)
300.30
•• 0.00 ••
0.00 ••
• Frctn Loss (ft)
••
Cum volume (acre -ft)
•• C & E Loss (ft)
••
Cum SA (acres)
SUMMARY OF MANNING'S N VALUES
River: River #1
Reach
River Sta.
nl
n2
n3
*Reach
#1
3
0.05*
0.035°
0.05*
*Reach
#1
2
0.05*
0.035*
0.05*
*Reach
#1
1.5
Culvert*
*Reach
#1
1
0.05*
0.035*
0.05`
Page
5

5750 DRAINAGE MAPS.RPT
SUMMARY OF REACH LENGTHS
River: River #1
Reach * River Sta. * Left * channel* Right
*Reach #1 3 * 350.13* 375.85* 338.3*
*Reach #1 2 * 127.19* 127* 127.13*
*Reach #1 1.5 * Culvert*
*Reach #1 1
SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS
River: River #1
Profile output - standard Table 1
Reach *River Sta. * Profile * Q Total *Min ch El *W.S. Elev *Crit
W.S. *E.G. Elev *E.G. slope * Vel Chnl *Flow Area *Top width *Froude # Ch1 *
(cfs) (ft) (ft)
(ft) (ft) (ft/ft) * (ft/s) (sq ft) (ft)
Reach #1 *3 *100 YR 449.46 608.14 612.49
612.71 0.007005 3.71 121.29 112.02 0.63
Reach #1 *2 *100 YR 449.46 604.58 612.52
608.84 612.54 0.000088 1.04 455.70 122.97 0.09
Reach #1 *1.5 *100 YR - Culvert
Reach #1 *1 *100 YR - 449.46 604.04 608.12
607.57 608.29 0.004322 3.40 132.31 98.54 0.51
Profile output - standard Table 2
Reach * River Sta. * Profile * E.G. Elev * W.S. Elev * Vel Head
Frctn Loss C & E Loss Q Left Q channel Q Right Top width
(ft) * (ft) (ft)
(ft) (ft) (cfs) (cfs) (cfs) (ft)
Page 6
Reach
River Sta.
Contra*
EXpan.
*Reach
#1
3
0.1*
0.3*
*Reach
#1
2
0.1*
0.3*
*Reach
#1
1.5
Culvert*
*Reach
#1
1
0.1*
0.3*
Profile output - standard Table 1
Reach *River Sta. * Profile * Q Total *Min ch El *W.S. Elev *Crit
W.S. *E.G. Elev *E.G. slope * Vel Chnl *Flow Area *Top width *Froude # Ch1 *
(cfs) (ft) (ft)
(ft) (ft) (ft/ft) * (ft/s) (sq ft) (ft)
Reach #1 *3 *100 YR 449.46 608.14 612.49
612.71 0.007005 3.71 121.29 112.02 0.63
Reach #1 *2 *100 YR 449.46 604.58 612.52
608.84 612.54 0.000088 1.04 455.70 122.97 0.09
Reach #1 *1.5 *100 YR - Culvert
Reach #1 *1 *100 YR - 449.46 604.04 608.12
607.57 608.29 0.004322 3.40 132.31 98.54 0.51
Profile output - standard Table 2
Reach * River Sta. * Profile * E.G. Elev * W.S. Elev * Vel Head
Frctn Loss C & E Loss Q Left Q channel Q Right Top width
(ft) * (ft) (ft)
(ft) (ft) (cfs) (cfs) (cfs) (ft)
Page 6

5750 DRAINAGE MAPS.RPT
Reach
#1
* 3
100
YR - ••
612.71
612.49 0.21
0.11
0.06
449.46
112.02
Reach
#1
2
100
YR -
612.54
612.52 0.02
4.11
437.92
7.44
122.97
Reach
#1
1.5
100
YR -
culvert
Reach
#1
1
100
YR -
608.29
608.12 0.18
0.07
449.37
0.02
98.54
Report completed - 07/08/17 08:57:20 PM
Page 7

Moore Farm Subdivision — Union County, NC
Stormwater Management Report
Stormwater Design Calculations
30 in. Culvert Crossing #2
5750
July 10, 2017

2013A Van Buren Ave.
Indian Trail, NC 28079
[phone]
www.eagleonline.net
■
w E
400'
400"
40P
400'
DA= 5.27
ACRES L
1
GRAPHIC SCALE
0 100, 200'
IN FEET
1 inch = loo ft.
BYPASS
DRAINAGE
AREA
MAP 5A

EA
SHEET FLOW
300 LF@ 1.41
I
I
I
I
I
I
I
633
631
7
2013A Van Buren Ave.
Indian Trail, NC 28079
[phone]
www.eagleonline.net
PRE -DEV.
TIME OF
SHALLOW
N CONCENTRATED
684 L F@ 2.79
63' --
CONCENTRATION
6
1
FLOW TO
HW -28C
GRAPHIC SCALE
0 60' 120'
( IN FEET )
1 inch = 60' ft.

Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
CULVERT #2 - Moore Farm Parkway
Hydrograph type
= Rational
Storm frequency (yrs)
= 100
Drainage area (ac)
= 5.270
Rainfall Inten (in/hr)
= 4.035
OF Curve
= NOAA IDF.IDF
Q (cfs)
8.00
K
2.00
0.00 11
0 10 20 30
Runoff Hyd - Qp = 7.44 (cfs)
Peak discharge (cfs)
Time interval (min)
Runoff coeff. (C)
Tc by TR55 (min)
Rec limb factor
Runoff Hydrograph
100 -yr frequency
40
50
Monday, Jul 10 2017
= 7.443
= 1
= 0.35
= 42
= 1.00
Hydrograph Volume = 18,756 (cuft); 0.431 (acft)
70
N
Q (cfs)
8.00
4.00
2.00
1 0.00
90
Time (min)

TR55 Tc Worksheet
Rational
CULVERT #2 - Moore Farm Parkway
Description
A
B
C
Sheet Flow
= 0.00
0.00
0.00
Manning's n -value
= 0.240
0.011
0.011
Flow length (ft)
= 300.0
0.0
0.0
Two-year 24 -hr precip. ((in))
= 3.54
0.00
0.00
Land slope (%)
= 1.41
0.00
0.00
Travel Time (min)
= 37.58 +
0.00 +
0.00
Shallow Concentrated Flow
Flow length (ft)
= 684.00
0.00
0.00
Watercourse slope (%)
= 2.79
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
= 2.69
0.00
0.00
Travel Time (min)
= 4.23 +
0.00 +
0.00
Channel Flow
X sectional flow area ((sqft))
= 0.00
0.00
0.00
Wetted perimeter ((ft))
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n -value
= 0.015
0.015
0.015
Velocity (ft/s)
= 0.00
0.00
0.00
Flow length (ft)
= 0.0
0.0
0.0
Travel Time (min) = 0 + 0 + 0
TotalTravel Time, Tc..............................................................................
Hydraflow Express by Intelisolve
Totals
37.58
�, wicl
0.00
42.00 min

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
CULVERT # 2 - Moore Farm Parkway
Invert Elev Dn (ft)
Pipe Length (ft)
Slope (%)
Invert Elev Up (ft)
Rise (in)
Shape
Span (in)
No. Barrels
n -Value
Culvert Type
Culvert Entrance
Coeff. K,M,c,Y,k
Embankment
Top Elevation (ft)
Top Width (ft)
Crest Width (ft)
Eley (ft)
621.00
620.OD
61900
613.00
617.00
616.00
615.00
61400
613.00
612.DD
611.00
= 612.74
= 105.84
= 2.61
= 615.50
= 30.0
= Circular
= 30.0
= 1
= 0.012
= Circular Concrete
= Square edge w/headwall (C)
= 0.0098, 2, 0.0398, 0.67, 0.5
= 620.92
= 60.00
= 0.00
CULVERT # 2 - Moore Farm Parkway
Calculations
Qmin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
Monday, Jul 10 2017
= 7.44
= 7.44
= (dc+D)/2
= 7.44
= 7.44
= 0.00
= 2.09
= 4.64
= 614.44
= 616.41
= 616.73
= 0.49
= Inlet Control
Hw Depth (ft)
5.50
4.50
3 5D
2.50
1.50
0.50
-0.50
-154
-2.54
-3.54
-43D
150
Reach (ft)
0 10 20 30 40 50 60 70 30 so 700 110 120 130 140
Cl 1cu C I -t HGL Embank

Moore Farms Subdivision — Union County, NC
Stormwater Management Report
5750
May 9, 2017
Erosion Control Calculations
Skimmer Basin Design, Temporary Sediment Basin
Design, Faircloth Skimmer Sizing
(Including: Orifice Drawdown Calculations)

1.0 Introduction
1.1 Project Scope of Work
The project is located in an unincorporated area of Union County, North Carolina on the west
side of Waxhaw Indian Trail Road and approximately 2.25 miles south of the intersection with
Old Monroe Road. The proposed development will include construction of 269 residential lots, a
clubhouse, amenity areas, associated parking, landscaping, stormwater management facilities
and associated infrastructure. Site development will include site grading, storm drainage
system, sanitary sewer extension and water extension throughout the proposed site.
Tax Parcel/s: M7-120-012, N7-120-012, M7-120-013, N7-120-013
M7-120-014, N7-120-014, 07-138-003A
Total Site Acreage:
116.11 Acres
Total Disturbed area
approximately: 75 Acres
Project Address:
3401 WAXHAW INDIAN TRAIL ROAD
Project Location:
35° 0'36."N, -80°67'98"W
Jurisdiction:
UNION COUNTY
Total Lots:
269
Existing Conditions:
Vacant
1.2 Project Contacts
Project Owner Name: Graham Enterprises of the Carolinas, LLC.
Address: Post Office Box 78926
Charlotte, NC 28271
Owner Representative: Mel Graham
Email: [e-mail]
Phone: [phone]
Developer: Graham Enterprises of the Carolinas, LLC
Address: Post Office Box 78926
Charlotte, NC 28271
ESC Plan Preparer:
Contact:
Email:
Eagle Engineering, Inc.
John H. Ross, P.E.
[e-mail]

Phone: [phone]
License No: NC -14959
2.0 Site Assessment/Description
2.1 Topography/ Discharge Points
The site is accessed along Waxhaw Indian Trail Road. In general the site drains south, away from
Waxhaw Indian Trail Road towards an un -named tributary of Davis Mill Creek that splits the
front portion of the property. creek that runs along the properties south east corner. This being
the primary outfall. A large null in the southwest corner splits the grade near the upper part of
the property creating a small outfall to the west. The slope ranges from 5 — 8% on average.
2.2 Site Soils
Within the project lines the major soils include the following:
• BaB -
Badin channery silt loam, 2 to 8percent slopes
• BaC -
Badin channery silt loam, 8 to 15percent slopes
• BdB2 -
Badin channery silty clay loam, 2to 8 percent slopes,moderately eroded
• BdC2
- Badin channery silty clay loam, 8to 15 percent slopes,moderately eroded
• ChA -
Chewacla silt loam, 0 to 2percent slopes, frequentlyflooded
• GoC -
Goldston very channery siltloam, 4 to 15 percent slopes
• GsB -
Goldston-Badin complex, 2 to 8percent slopes
• ScA -
Secrest-Cid complex, 0 to 3percent slopes
• WyB -
Wynott gravelly loam, 2 to 8percent slopes
2.3 Surface Waters and Receiving Water
Receiving waters from this project include Davis Mill Creek, an un -named tributary of Davis Mill
Creek and Price Mill Creek. These drainage patterns being classified as class 3, tributaries to
Twelve Mile Creek and outfalls to the Catawba River. (FIRM Panel 4496, Map Number
3710449700J effective date 10/16/2008).
Surface Water Classifications:
• Stream Index: 11-138-2-2-1
• Stream Name: Davis Mine Creek
• Classification: C
• River Basin: Catawba
2.4 Critical Areas
Reference 707 General Permit SAW -2016-01541 (Moore Farms Development) for the following
permitted activities.
- Riparian Buffer: Land Development activities onsite include three buffer impacts
1. Prop. 8" S.S crossing (temporary)
2. Dual 72" CMP culvert with Headwalls (permanent)

3. Removal of existing 18" CMP culvert (temporary)
- Wetlands: Land Development activities onsite include disturbance of delineated
wetlands.
1. Total proposed wetlands impact: 0.041 acres (1,805 s.f.)
2.5 Adjacent/Off-Site Areas
Land disturbing active associated with this development will be limited to onsite.
3.0 Sediment & Erosion Control
3.1 Design Objective
The objective of the erosion control plan is to establish specific guidelines by design for
controlling soil erosion and sedimentation during and after site clearing. Moreover, this plan
specifies the control measures and sequencing that will be employed to provide a practical and
workable means of minimizing detrimental impacts to soils and water resource as a result of the
construction actives. All measures are designed in accordance with North Carolina DEQ Erosion
Control Manual revised January 2017.
3.2 Characteristics of Earth Disturbance Activity:
The project is roughly 116 acres with 49% being left as open space. The overall topo is rolling
with three receiving waters (Price Creek, Davids Mill Creek, and an unnamed tributary of Davids
Mill Creek). Installation of the erosion control measures will be Phased. The front portion of the
property being +/- 39.5 acres (west side of un -named tributary) will be considered Phase 1. After
the precon, this area's erosion control measures will be installed, stabilized and inspected.
As clearing & grading begins in Phase 1, installation of erosion control measure for phase two
will begin denoted by the installation of a temporary creek crossing.
A grade break in Phase 2 (east side of tributary) splits the rear portion of the property between
two outfalls. Depending on weather conditions at the time of construction, and if an effort to
ensure containment of erosion control measures, the Contractor may op to split Phase 2 into
two phases. Should there be three phases, the second portion of the erosion control measure
would be installed, stabilized and inspected prior to installation of the remaining erosion control
measure.
Total Project Area: 116.11 acres
Total Impervious Area: 31.97 acres
Proposed Disturbance: 75 acres
3.3 Best Management Practices:
Temporary and permanent BMP's will be mitigated to control erosion and sediment throughout
the project area. Post construction storm water runoff will be control as well with the proper
BMP implementations. The temporary BMP are discuss further more within this report.

3.4 Temporary Best Management Practices:
Temporary control measures or BMP's that will be included are a stabilized construction
entrance, a temporary creek crossing temporary culvert with rip-rap along the stream channel
to minimize the increase of stream flow velocity, silt fences, a small sediment trap will be
constructed to control runoff of any sediment throughout the drainage area/ project area.
3.5 Plan Drawings:
The Erosion and Sediment control plan and supporting details for the project are provided in the
construction plans for The Moore Farm Subdivision.
3.6 Supporting Calculations:
Supporting calculations are provided with in the E&S plan which includes the Project Design
report.

EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079
E G
G
TEMPORARY
N NGE RLN
SEDI M ENT TRAP -1
Project
MOORE FARMS Client Graham Enterprises
Project #
5750 Date 5/25/2017 2013A Van Buren Ave.
Designation
TS -1 Designer JAB Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
1.96 Acres 85,378 Square Feet
Total Disturbed Area
1.83 Acres 79,715 Square Feet
C
0.35
Tc
5 Minutes
110
7.03 Inches per Hour
Q10
4.82 CFS
Required Volume
6,588 Cubic Feet Contour Area Volume
Net Volume
Required Surface Area
2,098 Square Feet 617.5 1,242 0
0
618 1,465 677
677
Provided Volume�-M
Cubic Feet OK 619 1,985 1,725
2,402
Provided Surface Area
Square Feet OK 620 2,578 2,282
4,683
6211 3,2441 2,9111
7,594
Length
50 Feet Minimum Spillway Design
Width
25 Feet Q10 4.82 CFS
L/W Ratio
2.00 OK H 1 Feet
C 3
Spillway Elevation620
Surface Area at Spillway
2,578 L 1.61 Feet
EC Phase 1 - Skimmer Basin 1 - Emergency Spillway
Spillway Length
5 Feet
Head over Spillway
1 Feet
Weir Coefficient
3
Max Flow
15 CFS OK
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079
EN GINGERING
TEMPORARY
SEDIMENT
TRAP -2
Project
MOORE FARMS
Client Graham Enterprises
Project#
5750
Date 5/25/2017 2013A Van Buren Ave.
Designation
TS -2
Designer JAB Indian Trail, NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
3.81 Acres
165,964 Square Feet
Total Disturbed Area
1.56 Acres
67,954 Square Feet
C
0.35
T,
5 Minutes
110
7.03 Inches per Hour
Q10
9.37 CFS
Required Volume
5,616 Cubic Feet
Contour Area Volume
Net Volume
Required Surface Area
L:::4,078 Square Feet
608 1,779 0
0
609 2,355 2,067
2,067
Provided Volume
12,228 Cubic Feet
OK 610 3,003 2,679
4,746
Provided Surface Area
4,515 Square Feet
OK 611 3,723 3,363
8,109
612 4,5151 4,1191
12,228
Length
70 Feet
Minimum Spillway Design
Width
35 Feet
Q10 9.37 CFS
L/W Ratio
2.00
OK H 1 Feet
C 3
Spillway Elevation611
Surface Area at Spillway
3,723
L 3.12 Feet
EC Phase 1- Skimmer Basin 1- Emergency Spillway
Spillway Length
5 Feet
Head over Spillway
1 Feet
Weir Coefficient
3
Max Flow
15 CFS
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

BASIN A
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079
ENGINGERLNG
SKIMMER BASIN
Project
MOORE FARMS Client
Graham Enterprises
Project #
5750 Date
5/26/2017 2013A Van
Buren Ave.
Designation
A Designer
JAB Indian Trail,
NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
10.03 Acres 436,907 Square Feet
Total Disturbed Area
9.06 Acres 394,654 Square Feet
C
0.35
Tc
5 Minutes
110
7.03 Inches per Hour
Contour Area Volume
Net Volume
Q10
24.68 CFS
0
0
613 4,160 0
0
Required Volume
32,616 Cubic Feet
614 5,101 4,631
4,631
Required Surface Area
I 10,735 Square Feet
615 6,134 5,618
10,248
616 7,244 6,689
16,937
Provided Volume
44,201 Cubic Feet OK
617 8,430 7,837
24,774
Provided Surface Area
11,035 Square Feet OK
618 9,694 9,062
33,836
619 11,035 10,365
44,201
Length
70 Feet
Minimum Spillway Design
Width
30 Feet
Q10 24.68 CFS
L/W Ratio
2.33 OK
H 2 Feet
C 3.367
Spillway Elevation
618 *Provides 1 Foot Freeboard
Surface Area at Spillway
9,694
L 2.59 Feet
Top of Berm Elevation
620
EC Phase 1 -
Skimmer Basin
1 - Emergency Spillway
Spillway Length
Feet OK
Days to Drain
Days
5
3
2
4
Head over Spillway
Feet Skimmer Size
Inches
Weir Coefficient
3.367
*Cipoletti Weir
Orifice Radius
1.7
Inches
Max Flow
CFS I OK
Orifice Diamter
Inches
47.6
3.4
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079
ENGINGERLNG
SKIMMER
BASIN
Project
MOORE FARMS
Client Graham Enterprises
Project #
5750
Date 5/26/2017 2013A Van
Buren Ave.
Designation
B
Designer JAB Indian Trail,
NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
6.28 Acres
273,557 Square Feet
Total Disturbed Area
4.38 Acres
190,793 Square Feet
C
0.35
Tc
5 Minutes
110
7.03 Inches per Hour
Q10
15.45 CFS
Required Volume
15,768 Cubic Feet
Contour Area Volume
Net Volume
Required Surface Area
I 6,722 Square Feet
615 4,210 0
0
616 5,069 4,640
4,640
Provided Volume
16,674 Cubic Feet
OK 617 5,999 5,534
10,174
Provided Surface Area
I 7,002 Square Feet
OK 618 7,002 6,501
16,674
619 8,076 7,539
24,213
Length
90 Feet
Minimum Spillway Design
Width
45 Feet
Q10 15.45 CFS
L/W Ratio
2.00
OK H 1 Feet
C 3
Spillway Elevation
618
Surface Area at Spillway
1 7,0021
L 5.15 Feet
EC Phase 1- Skimmer
Basin 1 - Emergency Spillway
Spillway Length
7 Feet
Days to Drain 3
Days
Head over Spillway
1 Feet
Skimmer Size 2.5
Inches
Weir Coefficient
3
Orifice Radius 1.1
Inches
Max Flow
21 CFS
OK Orifice Diamter 2.1
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

BASIN C
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079
ENGINGERLNG
SKIMMER
BASIN
Project
MOORE FARMS
Client Graham Enterprises
Project #
5750
Date 5/26/2017 2013A Van
Buren Ave.
Designation
C
Designer JAB Indian Trail,
NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
6.52 Acres
284,011 Square Feet
Total Disturbed Area
6.02 Acres
262,231 Square Feet
C
0.35
Tc
5 Minutes
Contour 7192 Volume
Net Volume
110
7.03 Inches per Hour 609 8,292 0
0
Q10
16.04 CFS
610 9,482 8,887
8,887
611 10,742 10,112
18,999
Required Volume
21,672 Cubic Feet
612 12,074 11,408
30,407
Required Surface Area
I 6,978 Square Feet
613 13,478 12,776
43,183
614 14,954 13,478
56,661
Provided Volume
71,615 Cubic Feet
OK 615 16,502 14,954
71,615
Provided Surface Area
I 16,502 Square Feet
OK
Length
120 Feet
Minimum Spillway Design
Width
60 Feet
Q10 16.04 CFS
L/W Ratio
2.00
OK H 1 Feet
C 3
Spillway Elevation
614
Surface Area at Spillway
1 14,9541
L 5.35 Feet
EC Phase 1- Skimmer
Basin 1 - Emergency Spillway
Spillway Length
10 Feet
Days to Drain 3
Days
Head over Spillway
1 Feet
Skimmer Size 5
Inches
Weir Coefficient
3
Orifice Radius 2.2
Inches
Max Flow
30 CFS
OK Orifice Diamter 4.4
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

BASIN D
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079
ENGINGERLNG
SKIMMER
BASIN
Project
MOORE FARMS
Client Graham Enterprises
Project #
5750
Date 5/26/2017 2013A Van
Buren Ave.
Designation
D
Designer JAB Indian Trail,
NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
9.40 Acres
409,464 Square Feet
Total Disturbed Area
8.08 Acres
351,965 Square Feet
C
0.35
Tc
5 Minutes
Contour Area Volume
Net Volume
110
7.03 Inches per Hour 595.5 7,659 0
0
Q10
23.13 CFS
600 16,523 54,410
54,410
600.5 23,712 10,059
64,468
Required Volume
29,088 Cubic Feet
601 24,987 12,175
76,643
Required Surface Area
I 10,061 Square Feet
601.25 21,591 5,822
82,465
603.5 28,034 55,828
138,293
Provided Volume
82,465 Cubic Feet
I OK 1 604.51 29,254
Provided Surface Area
I 21,591 Square Feet
OK
Length
240 Feet
Minimum Spillway Design
Width
60 Feet
Q10 23.13 CFS
L/W Ratio
4.00
OK H 1 Feet
C 3
Spillway Elevation
603.5
Surface Area at Spillway
1 28,0341
L 7.71 Feet
EC Phase 1- Skimmer
Basin 1 - Emergency Spillway
Spillway Length
15 Feet
Days to Drain 3
Days
Head over Spillway
1 Feet
Skimmer Size 5
Inches
Weir Coefficient
3
Orifice Radius 2.3
Inches
Max Flow
45 CFS
OK Orifice Diamter 4.7
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

BASIN E
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079
ENGINGERLNG
SKIMMER
BASIN
Project
MOORE FARMS
Client Graham Enterprises
Project #
5750
Date 5/26/2017 2013A Van
Buren Ave.
Designation
E
Designer JAB Indian Trail,
NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
5.60 Acres
243,936 Square Feet
Total Disturbed Area
5.60 Acres
243,936 Square Feet
C
0.50
Tc
5 Minutes
110
7.03 Inches per Hour
Q10
19.68 CFS
Required Volume
20,160 Cubic Feet
Contour Area Volume
Net Volume
Required Surface Area
I 8,563 Square Feet
607 5,712 0
0
608 6,729 6,221
6,221
Provided Volume
31,378 Cubic Feet
OK 609 7,802 7,266
13,486
Provided Surface Area
I 9,525 Square Feet
OK 610 8,931 8,367
21,853
611 10,119 9,525
31,378
Length
122 Feet
Minimum Spillway Design
Width
47 Feet
Q10 19.68 CFS
L/W Ratio
2.60
OK H 1 Feet
C 3
Spillway Elevation
611
Surface Area at Spillway
1 10,1191
L 6.56 Feet
EC Phase 1- Skimmer
Basin 1 - Emergency Spillway
Spillway Length
7 Feet
Days to Drain 3
Days
Head over Spillway
1 Feet
Skimmer Size 4
Inches
Weir Coefficient
3
Orifice Radius 1.4
Inches
Max Flow
21 CFS
OK Orifice Diamter 2.9
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

BASIN F
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079
ENGINGERLNG
SKIMMER
BASIN
Project
MOORE FARMS
Client Graham Enterprises
Project #
5750
Date 5/26/2017 2013A Van
Buren Ave.
Designation
F
Designer JAB Indian Trail,
NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
6.03 Acres
262,667 Square Feet
Total Disturbed Area
4.73 Acres
206,039 Square Feet
C
0.50
Tc
5 Minutes
110
7.03 Inches per Hour
Q10
21.20 CFS
Required Volume
17,028 Cubic Feet
Contour Area Volume
Net Volume
Required Surface Area
I 9,220 Square Feet
609 4,965 0
0
610 6,380 5,673
5,673
Provided Volume
21,492 Cubic Feet
OK 611 7,895 7,138
12,810
Provided Surface Area
9,468 Square Feet
OK 612 9,468 8,682
21,492
613 11,098 10,283
31,775
Length
160 Feet
Minimum Spillway Design
Width
50 Feet
Q10 21.20 CFS
L/W Ratio
3.20
OK H 1 Feet
C 3
Spillway Elevation
613
Surface Area at Spillway
1 11,0981
L 7.07 Feet
EC Phase 1- Skimmer
Basin 1 - Emergency Spillway
Spillway Length
8 Feet
Days to Drain 3
Days
Head over Spillway
1 Feet
Skimmer Size 3
Inches
Weir Coefficient
3
Orifice Radius 1.2
Inches
Max Flow
24 CFS
OK Orifice Diamter 2.4
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

BASIN G
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079
ENGINGERLNG
SKIMMER
BASIN
Project
MOORE FARMS
Client Graham Enterprises
Project #
5750
Date 5/26/2017 2013A Van
Buren Ave.
Designation
G
Designer JAB Indian Trail,
NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
3.87 Acres
168,577 Square Feet
Total Disturbed Area
3.87 Acres
168,577 Square Feet
C
0.50
Tc
5 Minutes
110
7.03 Inches per Hour
Q10
13.60 CFS
Required Volume
13,932 Cubic Feet
Contour Area Volume
Net Volume
Required Surface Area
I 5,917 Square Feet
604 3,580 0
0
605 4,355 3,968
3,968
Provided Volume
14,368 Cubic Feet
OK 606 5,186 4,771
8,738
Provided Surface Area
I 6,074 Square Feet
OK 607 6,074 5,630
14,368
608 7,018 6,546
20,914
Length
94 Feet
Minimum Spillway Design
Width
40 Feet
Q10 13.60 CFS
L/W Ratio
2.35
OK H 1 Feet
C 3
Spillway Elevation
607
Surface Area at Spillway
1 6,0741
L 4.53 Feet
EC Phase 1- Skimmer
Basin 1 - Emergency Spillway
Spillway Length
5 Feet
Days to Drain 3
Days
Head over Spillway
1 Feet
Skimmer Size 2.5
Inches
Weir Coefficient
3
Orifice Radius 1.0
Inches
Max Flow
15 CFS
OK Orifice Diamter 2.0
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

BASIN H
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079
ENGINGERLNG
SKIMMER
BASIN
Project
MOORE FARMS
Client Graham Enterprises
Project #
5750
Date 5/26/2017 2013A Van
Buren Ave.
Designation
H
Designer JAB Indian Trail,
NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
6.27 Acres
273,121 Square Feet
Total Disturbed Area
6.27 Acres
273,121 Square Feet
C
0.50
Tc
5 Minutes
110
7.03 Inches per Hour
Q10
22.04 CFS
Required Volume
22,572 Cubic Feet
Contour Area Volume
Net Volume
Required Surface Area
I 9,587 Square Feet
620 6,371 0
0
621 7,420 6,896
6,896
Provided Volume
23,976 Cubic Feet
OK 622 8,526 7,973
14,869
Provided Surface Area
9,688 Square Feet
OK 623 9,688 9,107
23,976
624 10,907 10,298
34,273
Length
126 Feet
Minimum Spillway Design
Width
51 Feet
Q10 22.04 CFS
L/W Ratio
2.47
OK H 1 Feet
C 3
Spillway Elevation
623
Surface Area at Spillway
1 9,6881
L 7.35 Feet
EC Phase 1- Skimmer
Basin 1 - Emergency Spillway
Spillway Length
8 Feet
Days to Drain 3
Days
Head over Spillway
1 Feet
Skimmer Size 3
Inches
Weir Coefficient
3
Orifice Radius 1.3
Inches
Max Flow
24 CFS
OK Orifice Diamter 2.5
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

BASIN A
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079
ENGINGERLNG
SKIMMER BASIN
Project
MOORE FARMS Client
Graham Enterprises
Project #
5750 Date
5/26/2017 2013A Van
Buren Ave.
Designation
A - Phase 2 Designer
JAB Indian Trail,
NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
10.87 Acres 473,497 Square Feet
Total Disturbed Area
10.87 Acres 473,497 Square Feet
C
0.35
Tc
5 Minutes
110
7.03 Inches per Hour
Contour Area Volume
Net Volume
Q10
26.75 CFS
0
0
613 4,160 0
0
Required Volume
39,132 Cubic Feet
614 5,101 4,631
4,631
Required Surface Area
I 11,634 Square Feet
615 6,134 5,618
10,248
616 7,244 6,689
16,937
Provided Volume
56,131 Cubic Feet OK
617 8,430 7,837
24,774
Provided Surface Area
I 12,601 Square Feet OK
618 9,694 9,062
33,836
620 12,601 22,295
56,131
Length
150 Feet
Minimum Spillway Design
Width
45 Feet
Q10 26.75 CFS
L/W Ratio
3.33 OK
H 5 Feet
C 3.367
Spillway Elevation620
Surface Area at Spillway
12,601
L 0.71 Feet
Top of Berm Elevation
625
EC Phase 2 -
Skimmer Basin
A - Emergency Spillway
Spillway Length
Feet OK
Days to Drain
Days
5
3
5
4
Head over Spillway
Feet Skimmer Size
Inches
Weir Coefficient
3.367
*Cipoletti Weir
Orifice Radius
1.9
Inches
Max Flow
CFS OK
Orifice Diamter
Inches
188.2
3.9
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

BASIN I
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079
'a'
SKIMMER
BASIN EIV IVEERLIVG
Project
MOORE FARMS
Client Graham Enterprises
Project #
5750
Date 5/26/2017 2013A Van
Buren Ave.
Designation
I -Phase 2
Designer JAB Indian Trail,
NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
38.65 Acres
1,683,594 Square Feet
Total Disturbed Area
26.29 Acres
1,145,192 Square Feet
C
0.35
Tc
5 Minutes
110
7.03 Inches per Hour
Q10
95.10 CFS
Contour Area Volume
Net Volume
608.5 4,280 0
0
Required Volume
94,644 Cubic Feet
609 6,447 2,682
2,682
Required Surface Area
I 41,368 Square Feet
613.5 14,070 46,163
48,845
614 42,041 14,028
62,873
Provided Volume
264,751 Cubic Feet
OK 618 58,898 201,878
264,751
Provided Surface Area
58,898 Square Feet
OK 619 63,113 61,006
325,756
Length
400 Feet
Minimum Spillway Design
Width
70 Feet
Q10 95.10 CFS
L/W Ratio
5.71
OK H 1
C 3
Spillway Elevation
618
i
Surface Area at Spillway
1 58,8981
L 31.70 Feet
EC Phase 2 - Skimmer Basin A - Emergency Spillway
Spillway Length
35 Feet
Days to Drain 3.5
Days
Head over Spillway
1 Feet
Skimmer Size 8
Inches
Weir Coefficient
3
Orifice Radius 3.9
Inches
Max Flow
105 CFS
OK Orifice Diamter 7.8
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

BASIN C
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079
ENGINGERLNG
SKIMMER
BASIN
Project
MOORE FARMS
Client Graham Enterprises
Project #
5750
Date 5/26/2017 2013A Van
Buren Ave.
Designation
C -Phase 2
Designer JAB Indian Trail,
NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
10.84 Acres
472,190 Square Feet
Total Disturbed Area
10.84 Acres
472,190 Square Feet
C
0.35
Tc
5 Minutes
Contour 7192 Volume
Net Volume
110
7.03 Inches per Hour 609 8,292 0
0
Q10
26.67 CFS
610 9,482 8,887
8,887
611 10,742 10,112
18,999
Required Volume
39,024 Cubic Feet
612 12,074 11,408
30,407
Required Surface Area
I 11,602 Square Feet
613 13,478 12,776
43,183
614 14,954 13,478
56,661
Provided Volume
71,615 Cubic Feet
OK 615 16,502 14,954
71,615
Provided Surface Area
I 16,502 Square Feet
OK
Length
150 Feet
Minimum Spillway Design
Width
75 Feet
Q10 26.67 CFS
L/W Ratio
2.00
OK H 5 Feet
C 3
Spillway Elevation
614
Surface Area at Spillway
1 14,9541
L 0.80 Feet
EC Phase 2 - Skimmer
Basin A - Emergency Spillway
Spillway Length
10 Feet
Days to Drain 3
Days
Head over Spillway
1 Feet
Skimmer Size 5
Inches
Weir Coefficient
3
Orifice Radius 2.2
Inches
Max Flow
30 CFS
OK Orifice Diamter 4.4
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

BASIN D
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079
ENGINGERLNG
SKIMMER
BASIN
Project
MOORE FARMS
Client Graham Enterprises
Project #
5750
Date 5/26/2017 2013A Van
Buren Ave.
Designation
D - Phase 2
Designer JAB Indian Trail,
NC 28079
NC Erosion and Sediment Control Planning and Design Manual
Total Drainage Area
17.05 Acres
742,698 Square Feet
Total Disturbed Area
17.05 Acres
742,698 Square Feet
C
0.35
Tc
5 Minutes
Contour Area Volume
Net Volume
110
7.03 Inches per Hour 595.5 7,659 0
0
Q10
41.95 CFS
600 16,523 54,410
54,410
600.5 23,712 10,059
64,468
Required Volume
61,380 Cubic Feet
601 24,987 12,175
76,643
Required Surface Area
I 18,249 Square Feet
601.25 21,591 5,822
82,465
603.5 28,034 55,828
138,293
Provided Volume
138,293 Cubic Feet
I OK 1 604.51 29,254
Provided Surface Area
I 28,034 Square Feet
OK
Length
240 Feet
Minimum Spillway Design
Width
60 Feet
Q10 41.95 CFS
L/W Ratio
4.00
OK H 1 Feet
C 3
Spillway Elevation
603.5
Surface Area at Spillway
1 28,0341
L 13.98 Feet
EC Phase 2 - Skimmer
Basin A - Emergency Spillway
Spillway Length
15 Feet
Days to Drain 3
Days
Head over Spillway
1 Feet
Skimmer Size 8
Inches
Weir Coefficient
3
Orifice Radius 3.0
Inches
Max Flow
45 CFS
OK Orifice Diamter 6.1
Inches
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079

USDA United States
Department of
Agriculture
N RCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Union County,
North Carolina
Moore Farms
June 23, 2016

Custom Soil Resource Report
Soil Map
3
528600 528700 528800 528900 529000 529100 529200 529300 529400
529500 529600 529700 529800 529900
35° Z 26" N
35° Z 26" N
m
d B2F
•
•
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IAI
M
O
W
•
•
Q
h
M
ScA BaB
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W
CN
M
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•
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F
M
•
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0
m
52
25
F
M
1
O
n
i 0
Q
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B •
S
O
35° V 55" N
35° V 55" N
528600 528700 528800 528900 529000 529100 529200 529300 529400
529500 529600 529700 529800 529900
3
3
v
Map Scale: 1:6,590 if printed on A lardscope (11" x 8.5") sheet.
Meters
$
N 0 50 100 200 300
Feet
0 300 600 1200 1800
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84

MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
0 Soil Map Unit Lines
0 Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
0o Sodic Spot
Custom Soil Resource Report
MAP INFORMATION
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 15, Sep 10, 2014
Soil map units are labeled (as space allows) for map scales 1:50,000
or larger.
Date(s) aerial images were photographed: Feb 11, 2011—Feb
13, 2011
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
Spoil Area
The soil surveys that comprise your AOI were mapped at 1:24,000.
(
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
Other
misunderstanding of the detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting
+�
Special Line Features
soils that could have been shown at a more detailed scale.
Water Features
Streams and Canals
Please rely on the bar scale on each map sheet for map
measurements.
Transportation
t++
Rails
Source of Map: Natural Resources Conservation Service
r ,.+
Interstate Highways
Web Soil Survey URL: http://websoilsurvey.nres.usda.gov
Coordinate System: Web Mercator (EPSG:3857)
US Routes
Major Roads
Maps from the Web Soil Survey are based on the Web Mercator
Local Roads
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Background
Albers equal-area conic projection, should be used if more accurate
W
Aerial Photography
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 15, Sep 10, 2014
Soil map units are labeled (as space allows) for map scales 1:50,000
or larger.
Date(s) aerial images were photographed: Feb 11, 2011—Feb
13, 2011
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

Custom Soil Resource Report
Map Unit Legend
Union County, North Carolina (NC179)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
BaB
Badin channery silt loam, 2 to 8
24.6
21.6%
percent slopes
BaC
Badin channery silt loam, 8 to 15
5.3
4.6%
percent slopes
BdB2
Badin channery silty clay loam, 2
35.2
30.9%
to 8 percent slopes,
moderately eroded
BdC2
Badin channery silty clay loam, 8
26.4
23.1%
to 15 percent slopes,
moderately eroded
ChA
Chewacla silt loam, 0 to 2
12.8
11.2%
percent slopes, frequently
flooded
GoC
Goldston very channery silt
2.1
1.9%
loam, 4 to 15 percent slopes
GsB
Goldston-Badin complex, 2 to 8
0.1
0.1%
percent slopes
ScA
Secrest-Cid complex, 0 to 3
4.4
3.8%
percent slopes
W
Water
3.1
2.7%
WyB
Wynott gravelly loam, 2 to 8
0.0
0.0%
percent slopes
Totals for Area of Interest
114.2
100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils
or miscellaneous areas in the survey area. The map unit descriptions, along with the
maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the landscape,
however, the soils are natural phenomena, and they have the characteristic variability
of all natural phenomena. Thus, the range of some observed properties may extend
beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic
class rarely, if ever, can be mapped without including areas of other taxonomic
classes. Consequently, every map unit is made up of the soils or miscellaneous areas
for which it is named and some minor components that belong to taxonomic classes
other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
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Custom Soil Resource Report
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They generally
are in small areas and could not be mapped separately because of the scale used.
Some small areas of strongly contrasting soils or miscellaneous areas are identified
by a special symbol on the maps. If included in the database for a given area, the
contrasting minor components are identified in the map unit descriptions along with
some characteristics of each. A few areas of minor components may not have been
observed, and consequently they are not mentioned in the descriptions, especially
where the pattern was so complex that it was impractical to make enough observations
to identify all the soils and miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the usefulness
or accuracy of the data. The objective of mapping is not to delineate pure taxonomic
classes but rather to separate the landscape into landforms or landform segments that
have similar use and management requirements. The delineation of such segments
on the map provides sufficient information for the development of resource plans. If
intensive use of small areas is planned, however, onsite investigation is needed to
define and locate the soils and miscellaneous areas.
An identifying symbol precedes the map unit name in the map unit descriptions. Each
description includes general facts about the unit and gives important soil properties
and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major horizons
that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity,
degree of erosion, and other characteristics that affect their use. On the basis of such
differences, a soil series is divided into soil phases. Most of the areas shown on the
detailed soil maps are phases of soil series. The name of a soil phase commonly
indicates a feature that affects use or management. For example, Alpha silt loam, 0
to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps. The
pattern and proportion of the soils or miscellaneous areas are somewhat similar in all
areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present or
anticipated uses of the map units in the survey area, it was not considered practical
or necessary to map the soils or miscellaneous areas separately. The pattern and
relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -
Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas that
could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion of
the soils or miscellaneous areas in a mapped area are not uniform. An area can be
made up of only one of the major soils or miscellaneous areas, or it can be made up
of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
11

Custom Soil Resource Report
Some surveys include miscellaneous areas. Such areas have little or no soil material
and support little or no vegetation. Rock outcrop is an example.
12

Custom Soil Resource Report
Union County, North Carolina
BaB—Badin channery silt loam, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol: 2t80y
Elevation: 300 to 1,100 feet
Mean annual precipitation: 43 to 49 inches
Mean annual air temperature: 59 to 63 degrees F
Frost -free period: 215 to 245 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Badin and similar soils: 90 percent
Minor components: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Badin
Setting
Landform: I nterfluves
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Interfluve
Down-slope shape: Linear
Across -slope shape: Convex
Parent material: Residuum weathered from metasedimentary rock and/or
metavolcanics
Typical profile
A - 0 to 6 inches: channery silt loam
Bt - 6 to 35 inches: silty clay
Cr- 35 to 43 inches: bedrock
R - 43 to 53 inches: bedrock
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: 24 to 40 inches to paralithic bedrock; 40 to 59 inches to
Iithic bedrock
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 6.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Minor Components
Goldston
Percent of map unit: 5 percent
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Custom Soil Resource Report
Landform: I nterfluves
Landform position (two-dimensional): Shoulder, summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
Tatum
Percent of map unit: 5 percent
Landform: Interfluves
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Interfluve
Down-slope shape: Linear
Across -slope shape: Convex
BaC—Badin channery silt loam, 8 to 15 percent slopes
Map Unit Setting
National map unit symbol: 3wOg
Elevation: 200 to 650 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Badin and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Badin
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Parent material: Residuum weathered from metavolcanics and/or argillite
Typical profile
Ap - 0 to 6 inches: channery silt loam
Bt - 6 to 35 inches: silty clay
Cr - 35 to 43 inches: weathered bedrock
R - 43 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock; 40 to 80 inches to
lithic bedrock
Natural drainage class: Well drained
Runoff class: Medium
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Custom Soil Resource Report
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 6.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
BdB2—Badin channery silty clay loam, 2 to 8 percent slopes, moderately
eroded
Map Unit Setting
National map unit symbol: 2mx85
Elevation: 200 to 650 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Badin, moderately eroded, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Badin, Moderately Eroded
Setting
Landform: I nterfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
Parent material: Residuum weathered from metavolcanics and/or argillite
Typical profile
Ap - 0 to 6 inches: silty clay loam
Bt - 6 to 20 inches: silty clay
BC - 20 to 28 inches: channery silty clay loam
Cr - 28 to 42 inches: weathered bedrock
R - 42 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock; 40 to 80 inches to
lithic bedrock
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
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Custom Soil Resource Report
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 4.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C
BdC2—Badin channery silty clay loam, 8 to 15 percent slopes, moderately
eroded
Map Unit Setting
National map unit symbol: 2mx86
Elevation: 200 to 650 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Badin, moderately eroded, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Badin, Moderately Eroded
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope, shoulder
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Parent material: Residuum weathered from metavolcanics and/or argillite
Typical profile
Ap - 0 to 6 inches: silty clay loam
Bt - 6 to 20 inches: silty clay
BC - 20 to 28 inches: channery silty clay loam
Cr - 28 to 42 inches: weathered bedrock
R - 42 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock; 40 to 80 inches to
lithic bedrock
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
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Custom Soil Resource Report
Frequency of ponding: None
Available water storage in profile: Low (about 4.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
ChA—Chewacla silt loam, 0 to 2 percent slopes, frequently flooded
Map Unit Setting
National map unit symbol: 3wOp
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Prime farmland if drained and either protected from flooding
or not frequently flooded during the growing season
Map Unit Composition
Chewacla and similar soils: 87 percent
Minor components: 13 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Chewacla
Setting
Landform: Flood plains
Down-slope shape: Concave
Across -slope shape: Linear
Parent material: Loamy alluvium derived from igneous and metamorphic rock
Typical profile
A - 0 to 4 inches: silt loam
Bw1 - 4 to 26 inches: silty clay loam
Bw2 - 26 to 38 inches: loam
Bw3 - 38 to 60 inches: clay loam
C - 60 to 80 inches: loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Somewhat poorly drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: About 6 to 24 inches
Frequency of flooding: Frequent
Frequency of ponding: None
Available water storage in profile: High (about 11.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
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Custom Soil Resource Report
Land capability classification (nonirrigated): 4w
Hydrologic Soil Group: B/D
Minor Components
Congaree
Percent of map unit: 8 percent
Landform: Flood plains
Down-slope shape: Linear
Across -slope shape: Linear
Wehadkee, undrained
Percent of map unit: 5 percent
Landform: Depressions on flood plains
Down-slope shape: Concave
Across -slope shape: Linear
GoC—Goldston very channery silt loam, 4 to 15 percent slopes
Map Unit Setting
National map unit symbol: 3wOz
Elevation: 200 to 650 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Goldston and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Goldston
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Parent material: Residuum weathered from metavolcanics and/or argillite
Typical profile
A - 0 to 1 inches: very channery silt loam
E - 1 to 7 inches: very channery silt loam
Bw - 7 to 16 inches: very channery silt loam
Cr - 16 to 36 inches: weathered bedrock
R - 36 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 4 to 15 percent
in

Custom Soil Resource Report
Depth to restrictive feature: 10 to 20 inches to paralithic bedrock; 20 to 40 inches to
lithic bedrock
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Very low (about 1.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4s
Hydrologic Soil Group: D
GsB—Goldston-Badin complex, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol: 3wl 1
Elevation: 200 to 650 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Goldston and similar soils: 45 percent
Badin and similar soils: 40 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Goldston
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
Parent material: Residuum weathered from metavolcanics and/or argillite
Typical profile
A - 0 to 5 inches: very channery silt loam
Bw - 5 to 16 inches: very channery silt loam
Cr - 16 to 27 inches: weathered bedrock
R - 27 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: 10 to 20 inches to paralithic bedrock; 20 to 40 inches to
lithic bedrock
Natural drainage class: Well drained
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Custom Soil Resource Report
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Very low (about 1.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4s
Hydrologic Soil Group: D
Description of Badin
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Parent material: Residuum weathered from metavolcanics and/or argillite
Typical profile
A - 0 to 7 inches: channery silt loam
Bt - 7 to 28 inches: silty clay
Cr - 28 to 41 inches: weathered bedrock
R - 41 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 4 to 8 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock; 40 to 80 inches to
lithic bedrock
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat):
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 4.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C
ScA—Secrest-Cid complex, 0 to 3 percent slopes
Map Unit Setting
National map unit symbol: 3wl b
20
Very low to high (0.00

Custom Soil Resource Report
Elevation: 200 to 650 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Secrest and similar soils: 65 percent
Cid and similar soils: 20 percent
Minor components: 2 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Secrest
Setting
Landform: I nterfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Linear
Parent material: Residuum weathered from argillite and/or residuum weathered
from metavolcanics
Typical profile
Ap - 0 to 8 inches: silt loam
BA - 8 to 11 inches: silt loam
Bt - 11 to 43 inches: silty clay loam
BCt - 43 to 54 inches: silty clay
Cr - 54 to 62 inches: weathered bedrock
R - 62 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: 40 to 60 inches to paralithic bedrock; 60 to 80 inches to
Iithic bedrock
Natural drainage class: Moderately well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately
high (0.00 to 0.20 in/hr)
Depth to water table: About 12 to 30 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2w
Hydrologic Soil Group: C
Description of Cid
Setting
Landform: I nterfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Linear
21

Custom Soil Resource Report
Parent material: Residuum weathered from argillite and/or residuum weathered
from metavolcanics
Typical profile
Ap - 0 to 9 inches: channery silt loam
Bt - 9 to 22 inches: silty clay loam
BC - 22 to 27 inches: channery silty clay
Cr - 27 to 32 inches: weathered bedrock
R - 32 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: 20 to 40 inches to lithic bedrock; 20 to 40 inches to
paralithic bedrock
Natural drainage class: Moderately well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately
high (0.00 to 0.20 in/hr)
Depth to water table: About 12 to 30 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 4.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2w
Hydrologic Soil Group: D
Minor Components
Wehadkee, undrained
Percent of map unit: 2 percent
Landform: Depressions on flood plains
Down-slope shape: Concave
Across -slope shape: Linear
W—Water
Map Unit Composition
Water: 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Water
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8w
22

Custom Soil Resource Report
WyB—Wynott gravelly loam, 2 to 8 percent slopes
Map Unit Setting
National map unit symbol: 2mdlm
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Wynott and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Wynott
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
Parent material: Saprolite derived from diorite and/or gabbro and/or diabase and/or
gneiss
Typical profile
Ap - 0 to 8 inches: gravelly loam
Bt - 8 to 23 inches: clay
BC - 23 to 30 inches: gravelly clay
Cr - 30 to 80 inches: weathered bedrock
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock; 40 to 80 inches to
Iithic bedrock
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately
high (0.00 to 0.20 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 4.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: D
23

NCDENR Stormwater BMP Manual Chanter Revised 06-16-09
The type of ground cover at a given site greatly affects the volume of runoff.
Undisturbed natural areas, such as woods and brush, have high infiltration potentials
whereas impervious surfaces, such as parking lots and roofs, will not infiltrate runoff at
all. The ground surface can vary extensively, particularly in urban areas, and Table 3-5
lists appropriate curve numbers for most urban land use types according to hydrologic
soil group. Land use maps, site plans, and field reconnaissance are all effective methods
for determining the ground cover.
Table 3-5
Runoff curve numbers in urban areas for the SCS method (SCS, 1986)
77
Cover Description
91
Curve Numbers for
Pasture (< 50% ground cover or heavily grazed)
68
79
Hydrologic Soil Group
89
Fully developed urban areas
A
B C
D
Open Space (lawns, parks, golf courses, etc.)
Pasture (>75% ground cover or lightly grazed)
39
61
Poor condition (< 50% grass cover)
68
79 86
89
Fair condition (50% to 75% grass cover)
49
69 79
84
Good condition (> 75% grass cover)
39
61 74
80
Impervious areas:
48
67
77
Paved parking lots, roofs, driveways, etc.
98
98 98
98
Streets and roads:
77
Brush (>75% ground cover)
30
Paved; curbs and storm sewers
98
98 98
98
Paved; open ditches
83
89 98
98
Gravel
76
85 89
91
Dirt
72
82 85
88
Developing urban areas
Newly graded areas
77
86
91
94
Pasture (< 50% ground cover or heavily grazed)
68
79
86
89
Pasture (50% to 75% ground cover or not heavily grazed)
49
69
79
84
Pasture (>75% ground cover or lightly grazed)
39
61
74
80
Meadow - continuous grass, protected from grazing and
30
58
71
78
generally mowed for hay
Brush (< 50% ground cover)
48
67
77
83
Brush (50% to 75% ground cover)
35
56
70
77
Brush (>75% ground cover)
30
48
65
73
Woods (Forest litter, small trees, and brush destroyed by
45
66
77
83
heavy grazing or regular burning)
Woods (Woods are grazed but not burned, and some forest
36
60
73
79
litter covers the soil)
Woods (Woods are protected from grazing, and litter and
30
55
70
77
brush adequately cover the soil)
Most drainage areas include a combination of land uses. The SCS Curve Number Model
should be applied separately: once for areas where impervious cover is directly
connected to surface water via a swale or pipe and a second time for the remainder of
the site. The runoff volumes computed from each of these computations should be
added to determine the runoff volume for the entire site.
For the portion of the site that is NOT directly connected impervious surface, a
composite curve number can be determined to apply in the SCS Curve Number Model.
The composite curve number must be area -weighted based on the distribution of land
uses at the site. Runoff from impervious areas that is allowed to flow over pervious
Stormwater Management and Calculations 3-9 July 2007

Moore Farms Subdivision — Union County, NC
Stormwater Management Report
Wet Pond Model
5750
May 9, 2017

Moore Farm Subdivision — Union County, NC
5750
Stormwater Management Report JULY 7, 2017
DETENTION NARRATIVE
The proposed development is located on the east side of Waxhaw Indian Trail road in Union
County North Carolina. Per Union Counties Unified Development Operating Manual Article 5
(Residential Districts) Section 5.040/38b Other Relevant Regulations, subsection 6.
Stormwater Management; "Post -Development Stormwater discharges rates at the property
boundary may not exceed the pre -development rate of the 2 and 25 year storm evets. This
regulation does not apply id discharging directly into a FEMA Regulated Floodplain. "
The proposed development's stormwater runoff from basins 1 & 4 discharge to the FEMA Regulated
Floodplain in Davis & Price Mill Creek. Consequently, this project's stormwater management
facilities has been designed to address only water quality and to pass the 100 -yr storm event
without over -topping.

Moore Farms Subdivision — Union County, NC
Stormwater Management Report
Wet Pond 1
5750
May 9, 2017

DA
- AC
GRAPHIC SCALE
0 100' 200'
2013A Van Buren Ave.
Indian Trail, NC 28079 AREA
[phone] ( IN FEET )
www.eagleonline.net 1 inch = loo ft. MAP 1A
E
WET BASIN - 1
DRAINAGE

E
GRAPHIC SCALE
0 100' 200'
( IN FEET )
1 inch = loo ft.
WET BASIN - 1
DRAINAGE
AREA
MAP 18

BASIN #1
Wet Detention Pond E N GI N E E RL N G
PROJECT: MOORE FARM SUBDIVISION CLIENT: Graham Enterprises
PROJ. #: 5750 DATE: 2013 Van Buren Avenue
PHASE: Wet Basin #1 DESIGN BY: JWG Indian Trail, NC 28079
Wet Detention Pond - NC BMP Manual
Calculate Water Quality Volume
Water Quality Volume (WQV) based upon the
first inch of rainfall.
Drainage Area (A) = 742,567 Ft
Impervious Area = 296,607 Ft
Impervious Fraction (IA) = 0.40 40%
Rv = 0.05+0.9(IA) = 0.41 Runoff Coefficient
Water Quality Volume Required (WQV) = 25,340 ft3
Where: WQV = 3630 * RD * Rv * A
Rainfall Depth (RD) = 1.0 in.
Runoff Coefficient (Rv) = 0.41 unitless
Watershed Area (A) = 17.05 ac.
WQV Elev. = 601.25
WQV provided = ft3 OK
Permanent Pool Average Deptl
day = Vpp/App
Volume at Bottom of Shelf=
Area at Bottom of Shelf =
Area at bottom of pond =
Depth to bottom of shelf =
Volume of perm. Pool=
Percent Impervious Cover =
SA/DA Ratio =
Surface Area Req'd (SA) _
Surface Area Provided =
Average Length =
Average Width =
Length to Width Ratio =
17.05 ac
6.81 ac
Length, Width (Area), Depth, Geometry
I (da„) = 3.1
35,856 Vpp (ft3)
11,686 App (ft)
6,872 Abot_pond (ftz)
3.00 Depth (ft)
WQV Volume Calculation
Main Pool Volume Calculation
Contour
Area
Volume
Net Vol
600
16,909
0
0
600.5
23,712
10,155
10,155
601
24,987
12,175
22,330
601.25
21,591
5,822
28,152
604.5
29,254
82,623
110,775
Length, Width (Area), Depth, Geometry
I (da„) = 3.1
35,856 Vpp (ft3)
11,686 App (ft)
6,872 Abot_pond (ftz)
3.00 Depth (ft)
ft 3.0 ft. (rounded down)
Main Pool Volume Calculation
Contour
Area
Volume
Net Vol
595.5
6242
0
0
599.5
11686
35,856
35,856
600
13466
6,288
42,144
35,856
40 %
1.51
11,198 ft
ft2
200 ft
60 ft
3.3 :1
SA/DA Ration for Perm. Pool Sizing
% Imp.
Cover
Perm. Pool Avg Depth (ft)
3.0 3.5
4.0
30
1.17 1.06
0.94
40
1.51 1.38
1.24
50
1.79 1.65
1.51
Values from Table:
Region:
Efficiency:
1
Piedmont
85 %
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079 WetDetention - 1

Orifice diameter =
Orifice inv. Elev. =
Orifice Equation:
2 -day Avg Discharge (Q2av) =
5 -day Avg Discharge (Q5,J =
Average Discharge (Q) =
Discharge Coefficient (CD) _
X -sect area of orifice (A) _
Accel. due to gravity (g) _
Avg. driving head (Ho) =
Forebay Vol. Required:
Approx. Area Required
Vol. Provided:
Area Provided:
BASIN #1
WQV Outlet Device
2.5 in.
6UU.UU
Q = CD A (2g(HO/3))0.5
0.1466 cfs (max.)
0.0587 cfs (min.)
cfs (provided)
0.60
0.0341 ft
32.2 ft/sect
0.3819 ft
Ho = Driving Head (ft), measured from the
centroid of the orifice area to the water
surface
Note: Use Ho/3 to compute drawdown to
reflect the fact that head is decreasing as
drawdown occurs
Forebay Design
5,378 ft3 (15% main pool)
1,537 ft
10,067 ft OK
3,057 ft OK
Forebay Volume Calculation
Contour Area Volume Net Vol
595.5 1417 0 0
600 3057 10,067 10,067
Landscape Requirements
6' Littoral shelf shall be Planted with materials consistent with antcipated hydrology
(Ref. Sheet C-3.9 BMP 1 Plan & Profile)
On the tops of berms and on the exteior slopes of containment berms, maintain turf grass in
access areas; Centipede grass is recommended.
*Do not use love grass for slope stablization
(References)*
North Carolina DEQ BMP Manual Charter Revised 069-17-2009
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079 WetDetention - 1

Hydraflow Table of Contents
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
BASIN 1 - JWG .gpw
Friday, 07 / 7 / 2017
Watershed Model Schematic..................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
100 - Year
SummaryReport......................................................................................................................... 3
HydrographReports................................................................................................................... 4
Hydrograph No. 1, SCS Runoff, BASIN 1................................................................................ 4
OFReport.................................................................................................................... 5

Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D@ 2016 by Autodesk, Inc. v1 1
Legend
Hvd. Origin Description
1 SCS Runoff BASIN 1
2 Reservoir ROUTED
Project: BASIN 1 - JWG .gpw
Friday, 07 / 7 / 2017

Hydrograph Return Period Recap
Hyd flow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd.
No.
Hydrograph
type
(origin)
Inflow
hyd(s)
Peak Outflow (cfs)
Hydrograph
Description
1 -yr
2 -yr
3 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
1
2
SCS Runoff
Reservoir
------
1
----
---- ---
-------
-------
-------
-------
-------
---
-------
--- ----
-------
-------
-------
-------
160.59
98.77
BASIN 1
ROUTED
Proj. file: BASIN 1 - JWG .gpw
Friday, 07 / 7 / 2017

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
160.59
2
716
341,979
------
------
------
BASIN 1
2
Reservoir
98.77
2
722
340,468
1
603.80
87,475
ROUTED
BASIN 1 - JWG .gpw
Return Period: 100 Year
Friday, 07 / 7 / 2017

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 1
Time to peak
BASIN 1
Hyd. volume
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 17.050 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 7.79 in
Storm duration
= 24 hrs
" Composite (Area/CN) = [(6.810 x 98) + (10.240 x 74)] / 17.050
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
4
Friday, 07 / 7 / 2017
Peak discharge
= 160.59 cfs
Time to peak
= 716 min
Hyd. volume
= 341,979 cuft
Curve number
= 84*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
BASIN 1
Hyd. No. 1 -- 100 Year
60.00
40.00
20.00
0.00
0 120
Hyd No. 1
240 360 480 600 720 840
960 1080 120
TimE
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
(min)

Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
63.8568
12.6000
0.8882
--------
2
68.8345
12.3000
0.8618
--------
3
0.0000
0.0000
0.0000
-- - -
5
76.1199
12.8000
0.8363
--------
10
75.6056
12.5000
0.8054
-------
25
65.5456
11.1000
0.7420
--------
50
58.8220
10.1000
0.6963
3
100
53.6961
9.2000
0.6576
--------
File name: NOAA IDF.IDF
Intensity = B / (Tc + D)^E
G�
Friday, 07 / 7 / 2017
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
5.00
4.00
3.35
2.89
2.55
2.28
2.07
1.89
1.74
1.62
1.51
1.42
2
5.90
4.74
3.98
3.44
3.04
2.73
2.48
2.27
2.10
1.96
1.83
1.72
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
6.85
5.57
4.72
4.11
3.65
3.29
3.00
2.76
2.56
2.39
2.24
2.11
10
7.54
6.16
5.24
4.58
4.08
3.69
3.37
3.11
2.89
2.70
2.54
2.40
25
8.34
6.82
5.83
5.12
4.58
4.16
3.82
3.54
3.30
3.10
2.92
2.77
50
8.88
7.28
6.24
5.49
4.94
4.50
4.15
3.85
3.61
3.40
3.21
3.05
100
9.38
7.69
6.61
5.84
5.26
4.81
4.44
4.14
3.89
3.67
3.48
3.31
Tc = time in minutes. Values may exceed 60.
recip. file name: X:\Land Projects R2\5750 - Landtec - Moore Farms\Calculations\Stormwater\PONDS - JLR\NOAA. c
Storm
Rainfall Precipitation Table (in)
Distribution
1 -yr
2 -yr
3 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
SCS 24-hour
2.94
3.54
0.00
4.45
5.17
6.17
6.96
7.79
SCS 6 -Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

E A G L E
ENGINEERING
4f
2013-A liar Buren Avenue
Indian Trail. NC 28479
(7G4)882-4222
Riser Buoyancy Calculations - Wet Detention Pond #1
Project Name: MOORE FARMS SUBDIVISION
Project No.: 5750
Riser Width:
60 in
Riser Thickness:
6 in
Barrel Size:
36 in
Top of Basin:
604.5 ft.
Bottom of Basin
595 ft.
Riser Weir:
601.75 ft.
Spillway Height from top of Basin:
1 ft.
1 ft. Spillway Height
603.5 ft. Spillway Elev.
601.75 ft. Riser Weir
60 in. RISER
6.75 ft. i
595 ft. Bottom of Basin
Unit wt. of H201 62.4 ft3
Volume of Riserl 237.5 ft3
Wt. of H2O displaced in riser) 14,8201lbs
Unit Wt. of concrete (pcf) 150 lbs/ft3
Volume of concrete in riser 45.125 ft3
Wt. of concrete riser 6,769 lbs
Total Buoyancy Force to displace 21,589 lbs
Concrete Base Required to Stabilize Riser:
Concrete Pad Thinckness 24 in.
Concrete Pad Width/length 9 ft
Volume of concrete pad 162.00 ft3
Wt. of H2O displaced = 10,109 lbs
Wt. of concrete pad 24300 lbs
Factor of Safety: 11.1256 1OK
Factor of safety should be greater than 1.10
Ballast Pad
604.5 ft. Top of Basin
8.5f.
36 in. RCP
Wt. of H2O displaced in riser + Wt. of concrete riser
/ 60 in. RISER
Ballast Pad
—� 24 in.
9 ft.� —
9 ft.
Ballast Pad Dimensions: 9 ft. X 9 ft. X 24 in.
EEI Project No. 5750
Detention Structure Anchor

Moore Farm Subdivision — Union County, NC
Stormwater Management Report
Wet Pond 2
5750
JULY 7, 2017

N
E
U 1UU LUU
2013A Van Buren Ave.
Indian Trail, NC 28079
[phone] ( IN FEET )
www.eagleonline.net 1 inch = loo ft.
1y1\L�ri
■
■
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0
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106
■
107
108
10!
■
061
60
59
■ 58
57
55
54
2013A Van Buren Ave.
Indian Trail, NC 28079
[phone]
www.eagleonline.net
GRAPHIC SCALE
0 100, 200'
IN FEET
1 inch = loo ft.
22
WET BASIN -2
DRAINAGE
FMAIMMAI
E

I 63
N �o
rn Q) 6 1 rn
M M V
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648
650-
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612
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61
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rn
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cv, m
0
BASIN 2
2013A Van Buren Ave.
Indian Trail, NC 28079
[phone]
www.eagleonline.net
PRE -DEV.
TIME OF
CONCENTRATION
GRAPHIC SCALE
0 60' 120'
( IN FEET )
1 inch = 60' ft.

i
Ott
FUTURE
FUTURE
AMENITY ♦ '
I
1
®® znl
GRAPHIC SCALE
0 100' 200'
2013A Van Buren Ave.
Indian Trail, NC 28079
[phone] ( IN FEET )
www.eagleonline.net 1 inch = loo ft. MAP 3
E
L

5
mm"
SUB -1
0. 16 AC
SHEET FLOW S`13-
300 L F@ 1.41 % 0,
621
633
N)
632
631
1?
---6301
632
WI
628
6N
ry&,
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------1:23 3 ACb 641
623
o
621
`O
620
;7#
♦
SHALLOW
621 r,�g
----- - r2f 'A C 6
SUB I
7.85 AC CONCENTRATED
624 615 - --- ----
623co613 i rn 684 LF@ 2.79%
612
Op
,o 644
rn
Lo
"'BASIN 3 6Q N) Cl) CID
616 05 (b 13'23
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609610----
0&2 -254 LF@ 3.01%
61
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O
616
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to
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rn
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615
1b
3 9 N E E R PRE—DEV
BASIN 3
2013A Van Buren Ave.
Indian Trail, NC 28079
[phone]
www.eagleonline.net
GRAPHIC SCALE
0 0'
TIME OF 200' 40I
CONCENTRATION IN FEET
1 inch = 200 ft.

BASIN #2
Wet Detention Pond E N GI N E E RL N G
PROJECT: MOORE FARM SUBDIVISION CLIENT: Graham Enterprises
PROJ. #: 5750 DATE: 2013 Van Buren Avenue
PHASE: Wet Basin #2 DESIGN BY: JWG Indian Trail, NC 28079
Wet Detention Pond - NC BMP Manual
Calculate Water Quality Volume
Water Quality Volume (WQV) based upon the
first inch of rainfall.
Drainage Area (A) = 473,497 Ft
Impervious Area = 220,040 Ft
Impervious Fraction (IA) = 0.46 46 %
Rv = 0.05+0.9(IA) = 0.47 Runoff Coefficient
Water Quality Volume Required (WQV) = 18,476 ft3
Where: WQV = 3630 * RD * Rv * A
Rainfall Depth (RD) = 1.0 in.
Runoff Coefficient (Rv) = 0.47 unitless
Watershed Area (A) = 10.87 ac.
WQV Elev. = 621.50
WQV provided = ft3 OK
Permanent Pool Average Deptl
day = Vpp/App
Volume at Bottom of Shelf=
Area at Bottom of Shelf =
Area at bottom of pond =
Depth to bottom of shelf =
Volume of perm. Pool=
Percent Impervious Cover =
SA/DA Ratio =
Surface Area Req'd (SA) _
Surface Area Provided =
Average Length =
Average Width =
Length to Width Ratio =
10.87 ac
5.05 ac
Length, Width (Area), Depth, Geometry
I (da„) = 4.5
25,906 Vpp (ft3)
5,805 App (ft)
2,166 Abot_pond (ftz)
6.50 Depth (ft)
WQV Volume Calculation
Main Pool Volume Calculation
Contour
Area
Volume
Net Vol
620
12,601
0
0
620.5
14,012
6,653
6,653
621
14,739
7,188
13,841
621.5
15,487
7,557
21,398
622
16,235
7,931
29,328
623
17,789
17,012
46,340
Length, Width (Area), Depth, Geometry
I (da„) = 4.5
25,906 Vpp (ft3)
5,805 App (ft)
2,166 Abot_pond (ftz)
6.50 Depth (ft)
ft 4.0 ft. (rounded down)
Main Pool Volume Calculation
Contour
Area
Volume
Net Vol
613
2166
0
0
619.5
5805
25,906
25,906
620
6741
3,137
29,042
25,906
46 %
1.41
6,699 ft
ft2
200 ft
60 ft
3.3 :1
SA/DA Ration for Perm. Pool Sizing
% Imp.
Cover
Perm. Pool Avg Depth (ft)
3.0 3.5
4.0
30
1.17 1.06
0.94
40
1.51 1.38
1.24
50
1.79 1.65
1.51
Values from Table:
Region:
Efficiency:
1
Piedmont
85 %
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079 WetDetention - 2

Orifice diameter =
Orifice inv. Elev. =
Orifice Equation:
2 -day Avg Discharge (Q2av) =
5 -day Avg Discharge (Q5,J =
Average Discharge (Q) =
Discharge Coefficient (CD) _
X -sect area of orifice (A) _
Accel. due to gravity (g) _
Avg. driving head (Ho) =
Forebay Vol. Required:
Approx. Area Required
Vol. Provided:
Area Provided:
BASIN #2
WQV Outlet Device
2 in.
619.50
Q = CD A (2g(HO/3))0.5
0.1069 cfs (max.)
0.0428 cfs (min.)
cfs (provided)
0.60
0.0218 ft
32.2 ft/sect
0.6389 ft
Ho = Driving Head (ft), measured from the
centroid of the orifice area to the water
surface
Note: Use Ho/3 to compute drawdown to
reflect the fact that head is decreasing as
drawdown occurs
Forebay Design
3,886 ft3 (15% main pool)
1,110 ft
22,663 ft OK
5,545 ft2 OK
Forebay Volume Calculation
Contour Area Volume Net Vol
613 930 0 0
620 5545 22,663 22,663
Landscape Requirements
6' Littoral shelf shall be Planted with materials consistent with antcipated hydrology
(Ref. Sheet C-3.9 BMP 1 Plan & Profile)
On the tops of berms and on the exteior slopes of containment berms, maintain turf grass in
access areas; Centipede grass is recommended.
*Do not use love grass for slope stablization
(References)*
North Carolina DEQ BMP Manual Charter Revised 069-17-2009
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079 WetDetention - 2

Hydraflow Table of Contents BASIN 2&3 COMBINED - JWG.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Friday, 07 / 7 / 2017
Watershed Model Schematic..................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
2 - Year
SummaryReport.........................................................................................................................
3
HydrographReports...................................................................................................................
4
Hydrograph No. 1, SCS Runoff, PRE DEV DA........................................................................
4
Hydrograph No. 3, SCS Runoff, POST DA BASIN 2...............................................................
5
Hydrograph No. 4, SCS Runoff, POST BY PASS....................................................................
6
Hydrograph No. 5, SCS Runoff, POST DA BASIN 3...............................................................
7
Hydrograph No. 6, Reservoir, BASIN 2 ROUTING..................................................................
8
PondReport - BASIN 2........................................................................................................ 9
Hydrograph No. 7, Reservoir, BASIN 3 ROUTING................................................................
10
PondReport - BASIN 3......................................................................................................
11
Hydrograph No. 8, Combine, COMBINED BASINS...............................................................
12
Hydrograph No. 10, Combine, POST COMBINED................................................................
13
25 - Year
SummaryReport.......................................................................................................................
14
HydrographReports.................................................................................................................
15
Hydrograph No. 1, SCS Runoff, PRE DEV DA......................................................................
15
Hydrograph No. 3, SCS Runoff, POST DA BASIN 2.............................................................
16
Hydrograph No. 4, SCS Runoff, POST BY PASS..................................................................
17
Hydrograph No. 5, SCS Runoff, POST DA BASIN 3.............................................................
18
Hydrograph No. 6, Reservoir, BASIN 2 ROUTING................................................................
19
Hydrograph No. 7, Reservoir, BASIN 3 ROUTING................................................................
20
Hydrograph No. 8, Combine, COMBINED BASINS...............................................................
21
Hydrograph No. 10, Combine, POST COMBINED................................................................
22
100 - Year
SummaryReport.......................................................................................................................
23
HydrographReports.................................................................................................................
24
Hydrograph No. 1, SCS Runoff, PRE DEV DA......................................................................
24
Hydrograph No. 3, SCS Runoff, POST DA BASIN 2.............................................................
25
Hydrograph No. 4, SCS Runoff, POST BY PASS..................................................................
26
Hydrograph No. 5, SCS Runoff, POST DA BASIN 3.............................................................
27
Hydrograph No. 6, Reservoir, BASIN 2 ROUTING................................................................
28
Hydrograph No. 7, Reservoir, BASIN 3 ROUTING................................................................
29
Hydrograph No. 8, Combine, COMBINED BASINS...............................................................
30
Hydrograph No. 10, Combine, POST COMBINED................................................................
31
OFReport.................................................................................................................. 32

Watershed Model Schematic
1
Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D® 2016 by Autodesk, Inc. v11
8
Legend
10
Hvd• Origin
Description
1 SCS Runoff
PRE DEV DA
3 SCS Runoff
POST DA BASIN 2
4 SCS Runoff
POST BY PASS
5 SCS Runoff
POST DA BASIN 3
6 Reservoir
BASIN 2 ROUTING
7 Reservoir
BASIN 3 ROUTING
8 Combine
COMBINED BASINS
10 Combine
POST COMBINED
Project: BASIN
2 & 3 COMBINED - JWG.gpw
Friday, 07 / 7 / 2017

Hydrograph Return Period Recap
Hyd flow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1 -yr
2 -yr
3 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
1
SCS Runoff
------
------
124.71
-------
-------
-------
338.74
-------
481.24
PRE DEV DA
3
SCS Runoff
------
------
37.30
-------
-------
------
78.45
-------
103.79
POST DA BASIN 2
4
SCS Runoff
------
-------
110.96
-------
-------
-------
301.39
-------
428.19
POST BY PASS
5
SCS Runoff
------
-------
37.20
-------
-------
-------
78.24
-------
103.51
POST DA BASIN 3
6
Reservoir
3
--
12.13
-------
-------
-------
66.67
-------
89.68
BASIN 2 ROUTING
7
Reservoir
5
--- -
2.117
-----
-------
-------
39.62
-------
74.61
BASIN 3 ROUTING
8
Combine
6,7
-------
12.27
-------
-------
-------
103.67
-------
164.15
COMBINED BASINS
10
Combine
4, 8,
-------
116.34
--- --__
_______
_____
316.30
-------
446.47
POST COMBINED
Proj. file: BASIN 2 & 3 COMBINED - JWG.gpw
Friday, 07 / 7 / 2017

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
124.71
2
756
950,845
------
------
------
PRE DEV DA
3
SCS Runoff
37.30
2
716
75,880
------
------
------
POST DA BASIN 2
4
SCS Runoff
110.96
2
756
846,018
------
------
------
POST BY PASS
5
SCS Runoff
37.20
2
716
75,671
------
------
------
POST DA BASIN 3
6
Reservoir
12.13
2
724
72,030
3
622.37
35,493
BASIN 2 ROUTING
7
Reservoir
2.117
2
772
62,928
5
615.55
44,623
BASIN 3 ROUTING
8
Combine
12.27
2
724
134,958
6,7
------
------
COMBINED BASINS
10
Combine
116.34
2
756
980,975
4, 8,
------
------
POST COMBINED
BASIN 2 & 3 COMBINED - JWG.gpw
Return Period: 2 Year
Friday, 07 / 7 / 2017

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 1
PRE DEV DA
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 196.920 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 3.54 in
Storm duration
= 24 hrs
Q (cfs)
140.00
120.00
100.00
40.00
20.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE DEV DA
Hyd. No. 1 -- 2 Year
4
Friday, 07 / 7 / 2017
= 124.71 cfs
= 756 min
= 950,845 cuft
= 75
= 0 ft
= 71.00 min
= Type II
= 484
1 11 ���M
1 120 240
Q (cfs)
140.00
120.00
100.00
40.00
20.00
11111111fiva"A
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
5
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 3
POST DA BASIN 2
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 2 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 10.870 ac Curve number
Basin Slope = 0.0% Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 3.54 in Distribution
Storm duration = 24 hrs Shape factor
" Composite (Area/CN) _ [(5.050 x 98) + (5.820 x 74)] / 10.870
POST DA BASIN 2
Q (cfs) Hyd. No. 3 -- 2 Year
Friday, 07 / 7 / 2017
= 37.30 cfs
= 716 min
= 75,880 cuft
= 85*
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
40.00
40.00
30.00
30.00
20.00
20.00
10.00
10.00
0.00
0 120
Hyd No.
240 360 480
3
600 720 840 960 1080
0.00
1200 1320 1440
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 4
POST BY PASS
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Time interval
= 2 min
Drainage area
= 175.210 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 3.54 in
Storm duration
= 24 hrs
Q (cfs)
120.00
100.00
1 11
20.00
0.00 ' ---l-
0 120 240
Hyd No. 4
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST BY PASS
Hyd. No. 4 -- 2 Year
1
Friday, 07 / 7 / 2017
= 110.96 cfs
= 756 min
= 846,018 cuft
= 75
= 0 ft
= 71.00 min
= Type II
= 484
Q (cfs)
120.00
100.00
40.00
20.00
I i i J I I I I I I I \J 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
7
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 5
POST DA BASIN 3
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 2 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 10.840 ac Curve number
Basin Slope = 0.0% Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 3.54 in Distribution
Storm duration = 24 hrs Shape factor
" Composite (Area/CN) _ [(4.980 x 98) + (5.860 x 74)] / 10.840
POST DA BASIN 3
Q (cfs) Hyd. No. 5 -- 2 Year
Friday, 07 / 7 / 2017
= 37.20 cfs
= 716 min
= 75,671 cuft
= 85*
= 0 ft
= 5.00 min
= Type II
= 484
Q (cfs)
40.00
40.00
30.00
30.00
20.00
20.00
10.00
10.00
0.00
0 120
Hyd No.
240 360 480
5
600 720 840 960 1080
0.00
1200 1320 1440
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 6
BASIN 2 ROUTING
Hydrograph type
= Reservoir
Storm frequency
= 2 yrs
Time interval
= 2 min
Inflow hyd. No.
= 3 - POST DA BASIN 2
Reservoir name
= BASIN 2
Storage Indication method used.
Q (cfs)
40.00
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
BASIN 2 ROUTING
Hyd. No. 6 -- 2 Year
Friday, 07 / 7 / 2017
= 12.13 cfs
= 724 min
= 72,030 cuft
= 622.37 ft
= 35,493 cuft
0.00 ' '
0 240 480 720 960 1200 1440 1680 1920 2160 2400
Hyd No. 6 Hyd No. 3 ]17111] Total storage used = 35,493 cuft
Q (cfs)
40.00
30.00
20.00
10.00
0.00
2640
Time (min)

Pond Report s
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Friday, 07 / 7 / 2017
Pond No. 1 -
BASIN 2
Pond Data
Contours -User-defined contour areas.
Conic method used for volume calculation. Begining Elevation = 620.00 ft
Stage / Storage
Table
Stage (ft)
Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00
620.00
12,269
0
0
0.50
620.50
14,012
6,565
6,565
1.00
621.00
14,739
7,186
13,751
2.00
622.00
16,235
15,479
29,230
3.00
623.00
17,789
17,004
46,235
4.00
624.00
19,397
18,585
64,820
5.00
625.00
21,063
20,222
85,042
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A] [B]
[C] [D]
Rise (in)
= 36.00
2.00
0.00
0.00
Crest Len (ft)
= 16.00 15.00
Inactive 0.00
Span (in)
= 36.00
2.00
0.00
0.00
Crest EI. (ft)
= 622.00 624.00
622.00 0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33 3.33
3.33 3.33
Invert EI. (ft)
= 613.00
620.00
0.00
0.00
Weir Type
= 1 Ciplti
Rect ---
Length (ft)
= 30.00
0.00
0.00
0.00
Multi -Stage
= Yes No
Yes No
Slope (%)
= 0.50
0.00
0.00
n/a
N -Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
5.00
4.00
3.00
2.00
1.00
0.00 '
0.0 20.0
Total Q
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s)
40.0
60.0
Stage / Discharge
80.0
100.0
120.0
140.0
Elev (ft)
625.00
624.00
623.00
622.00
621.00
`- 620.00
160.0
Discharge (cfs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 7
BASIN 3 ROUTING
Hydrograph type
= Reservoir
Storm frequency
= 2 yrs
Time interval
= 2 min
Inflow hyd. No.
= 5 - POST DA BASIN 3
Reservoir name
= BASIN 3
Storage Indication method used.
Q (cfs)
40.00
30.00
20.00
10.00
0.00 '
0 600
Hyd No. 7
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
BASIN 3 ROUTING
Hyd. No. 7 -- 2 Year
10
Friday, 07 / 7 / 2017
= 2.117 cfs
= 772 min
= 62,928 cuft
= 615.55 ft
= 44,623 cuft
1200 1800 2400 3000 3600 4200 4800 5400
Hyd No. 5 ]11111] Total storage used = 44,623 cuft
Q (cfs)
40.00
30.00
20.00
10.00
1 0.00
6000
Time (min)

Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Pond No. 2 - BASIN 3
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 613.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 613.50 15,723 0 0
0.50 614.00 17,313 8,255 8,255
7.50 621.50 30,262 164,401 172,656
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 36.00
2.00
0.00
0.00
Span (in)
= 36.00
2.00
0.00
0.00
No. Barrels
= 1
1
0
0
Invert EI. (ft)
= 608.50
613.50
0.00
0.00
Length (ft)
= 62.00
0.00
0.00
0.00
Slope (%)
= 0.80
0.00
0.00
n/a
N -Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
No
No
Stage (ft)
8.00
6.00
4.00
2.00
0.00 1
0.0
11
Friday, 07 / 7 / 2017
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 16.00
20.00
6.00
0.00
Crest EI. (ft)
= 616.50
620.00
615.50
0.00
Weir Coeff.
= 3.33
3.33
3.33
3.33
Weir Type
= 1
Ciplti
Rect
---
Multi-Stage
= Yes
No
Yes
No
Exfil.(in/hr) = 0.000 (by Contour)
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).
20.0 40.0 60.0
Total Q
Stage / Discharge
Elev (ft)
621.50
619.50
617.50
615.50
' ' ' 613.50
80.0 100.0 120.0 140.0 160.0 180.0 200.0 220.0 240.0
Discharge (cfs)

12
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Friday, 07 / 7 / 2017
Hyd. No. 8
COMBINED BASINS
Hydrograph type
= Combine
Peak discharge
= 12.27 cfs
Storm frequency
= 2 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 134,958 cuft
Inflow hyds.
= 6, 7
Contrib. drain. area
= 0.000 ac
Q (cfs)
14.00
12.00
10.00
RIM
4.00
2.00
0.00 1 409C
0 600
Hyd No. 8
COMBINED BASINS
Hyd. No. 8 -- 2 Year
Q (cfs)
14.00
12.00
10.00
• 11
4.00
2.00
0.00
1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 6 Hyd No. 7

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 10
POST COMBINED
Hydrograph type
= Combine
Storm frequency
= 2 yrs
Time interval
= 2 min
Inflow hyds.
= 4, 8
Q (cfs)
120.00
100.00
1 11
20.00
raffliNTRIN
Peak discharge
Time to peak
Hyd. volume
Contrib. drain. area
POST COMBINED
Hyd. No. 10 -- 2 Year
13
Friday, 07 / 7 / 2017
= 116.34 cfs
= 756 min
= 980,975 cuft
= 175.210 ac
Q (cfs)
120.00
100.00
40.00
20.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 10 Hyd No. 4 Hyd No. 8

14
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
338.74
2
756
2,449,964
------
------
------
PRE DEV DA
3
SCS Runoff
78.45
2
716
165,099
------
------
------
POST DA BASIN 2
4
SCS Runoff
301.39
2
756
2,179,860
------
------
------
POST BY PASS
5
SCS Runoff
78.24
2
716
164,643
------
------
------
POST DA BASIN 3
6
Reservoir
66.67
2
720
161,218
3
623.18
49,181
BASIN 2 ROUTING
7
Reservoir
39.62
2
722
151,811
5
616.82
74,360
BASIN 3 ROUTING
8
Combine
103.67
2
720
313,029
6,7
------
------
COMBINED BASINS
10
Combine
316.30
2
756
2,492,888
4, 8,
------
------
POST COMBINED
BASIN 2 & 3 COMBINED - JWG.gpw
Return Period: 25 Year
Friday, 07 / 7 / 2017

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 1
PRE DEV DA
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 196.920 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 6.17 in
Storm duration
= 24 hrs
Q (cfs)
350.00
250.00
a1111111A
150.00
100.00
50.00
0.00 ' '
0 120 240
Hyd No. 1
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE DEV DA
Hyd. No. 1 -- 25 Year
15
Friday, 07 / 7 / 2017
= 338.74 cfs
= 756 min
= 2,449,964 cuft
= 75
= 0 ft
= 71.00 min
= Type II
= 484
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
I i I I I I I I 1 y 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 3
Time to peak
POST DA BASIN 2
Hyd. volume
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 10.870 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 6.17 in
Storm duration
= 24 hrs
" Composite (Area/CN) = [(5.050 x 98) + (5.820 x 74)] / 10.870
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
16
Friday, 07 / 7 / 2017
Peak discharge
= 78.45 cfs
Time to peak
= 716 min
Hyd. volume
= 165,099 cuft
Curve number
= 85*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
POST DA BASIN 2
Hyd. No. 3 -- 25 Year
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 ` ' ' . ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 4
Time to peak
POST BY PASS
Hyd. volume
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 175.210 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 6.17 in
Storm duration
= 24 hrs
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
80.00
40.00
17
Friday, 07 / 7 / 2017
Peak discharge
= 301.39 cfs
Time to peak
= 756 min
Hyd. volume
= 2,179,860 cuft
Curve number
= 75
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 71.00 min
Distribution
= Type II
Shape factor
= 484
POST BY PASS
Hyd. No. 4 -- 25 Year
Q (cfs)
320.00
280.00
240.00
200.00
160.00
120.00
40.00
0.00 ' ' ' ' ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 5
Time to peak
POST DA BASIN 3
Hyd. volume
Hydrograph type
= SCS Runoff
Storm frequency
= 25 yrs
Time interval
= 2 min
Drainage area
= 10.840 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 6.17 in
Storm duration
= 24 hrs
" Composite (Area/CN) = [(4.980 x 98) + (5.860 x 74)] / 10.840
Q (cfs)
80.00
70.00
.1 11
50.00
40.00
30.00
20.00
10.00
18
Friday, 07 / 7 / 2017
Peak discharge
= 78.24 cfs
Time to peak
= 716 min
Hyd. volume
= 164,643 cuft
Curve number
= 85*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
POST DA BASIN 3
Hyd. No. 5 -- 25 Year
Q (cfs)
80.00
70.00
•1 11
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 5 Time (min)

19
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Friday, 07 / 7 / 2017
Hyd. No. 6
BASIN 2 ROUTING
Hydrograph type
= Reservoir
Peak discharge
= 66.67 cfs
Storm frequency
= 25 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 161,218 cuft
Inflow hyd. No.
= 3 - POST DA BASIN 2
Max. Elevation
= 623.18 ft
Reservoir name
= BASIN 2
Max. Storage
= 49,181 cuft
Storage Indication method used
Q (cfs
80.00
70.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 1 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 6 Hyd No. 3 1111111 Total storage used = 49,181 Cuft

20
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Friday, 07 / 7 / 2017
Hyd. No. 7
BASIN 3 ROUTING
Hydrograph type
= Reservoir
Peak discharge
= 39.62 cfs
Storm frequency
= 25 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 151,811 cuft
Inflow hyd. No.
= 5 - POST DA BASIN 3
Max. Elevation
= 616.82 ft
Reservoir name
= BASIN 3
Max. Storage
= 74,360 cuft
Storage Indication method used
Q (cfs
80.00
70.00
50.00
40.00
30.00
20.00
10.00
Q (cfs)
80.00
70.00
50.00
40.00
30.00
20.00
10.00
0.00 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 7 Hyd No. 5 ]11111] Total storage used = 74,360 Cuft

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 8
COMBINED BASINS
Hydrograph type
= Combine
Storm frequency
= 25 yrs
Time interval
= 2 min
Inflow hyds.
= 6, 7
Q (cfs)
120.00
100.00
1 11
20.00
0.00 '
0 120 240
Hyd No. 8
Peak discharge
Time to peak
Hyd. volume
Contrib. drain. area
COMBINED BASINS
Hyd. No. 8 -- 25 Year
21
Friday, 07 / 7 / 2017
= 103.67 cfs
= 720 min
= 313,029 cuft
= 0.000 ac
Q (cfs)
120.00
100.00
40.00
20.00
I I I NJ 1----7-I- 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 6 Hyd No. 7

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 10
POST COMBINED
Hydrograph type
= Combine
Storm frequency
= 25 yrs
Time interval
= 2 min
Inflow hyds.
= 4, 8
Q (cfs
350.00
250.00
150.00
100.00
50.00
Peak discharge
Time to peak
Hyd. volume
Contrib. drain. area
Friday, 07 / 7 / 2017
= 316.30 cfs
= 756 min
= 2,492,888 cuft
= 175.210 ac
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
A
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 4 Hyd No. 8

23
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
481.24
2
756
3,468,723
------
------
------
PRE DEV DA
3
SCS Runoff
103.79
2
716
222,351
------
------
------
POST DA BASIN 2
4
SCS Runoff
428.19
2
756
3,086,306
------
------
------
POST BY PASS
5
SCS Runoff
103.51
2
716
221,737
------
------
------
POST DA BASIN 3
6
Reservoir
89.68
2
718
218,458
3
623.45
54,034
BASIN 2 ROUTING
7
Reservoir
74.61
2
720
208,869
5
617.31
85,717
BASIN 3 ROUTING
8
Combine
164.15
2
720
427,327
6,7
------
------
COMBINED BASINS
10
Combine
446.47
2
754
3,513,634
4, 8,
------
------
POST COMBINED
BASIN 2 & 3 COMBINED - JWG.gpw
Return Period: 100 Year
Friday, 07 / 7 / 2017

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 1
PRE DEV DA
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 196.920 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 7.79 in
Storm duration
= 24 hrs
Q (cfs)
490.00
420.00
350.00
08101111A
210.00
140.00
70.00
0.00 ' '
0 120 240
Hyd No. 1
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
PRE DEV DA
Hyd. No. 1 -- 100 Year
24
Friday, 07 / 7 / 2017
= 481.24 cfs
= 756 min
= 3,468,723 cuft
= 75
= 0 ft
= 71.00 min
= Type II
= 484
Q (cfs)
490.00
420.00
350.00
210.00
140.00
70.00
_ 1 1 1 1 1 1 1 1 \ 1 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 3
Time to peak
POST DA BASIN 2
Hyd. volume
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 10.870 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 7.79 in
Storm duration
= 24 hrs
" Composite (Area/CN) _ [(5.050 x 98) + (5.820 x 74)] / 10.870
Q (cfs)
120.00
100.00
:1 11
•1 11
1 11
20.00
25
Friday, 07 / 7 / 2017
Peak discharge
= 103.79 cfs
Time to peak
= 716 min
Hyd. volume
= 222,351 cuft
Curve number
= 85*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
POST DA BASIN 2
Hyd. No. 3 -- 100 Year
Q (cfs)
120.00
100.00
:1 11
.1 11
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 3 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 4
POST BY PASS
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 175.210 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 7.79 in
Storm duration
= 24 hrs
Q (cfs)
480.00
420.00
0-91111A
300.00
240.00
180.00
120.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST BY PASS
Hyd. No. 4 -- 100 Year
26
Friday, 07 / 7 / 2017
= 428.19 cfs
= 756 min
= 3,086,306 cuft
= 75
= 0 ft
= 71.00 min
= Type II
= 484
Q (cfs)
480.00
420.00
360.00
300.00
240.00
180.00
120.00
•1 11
0.00 ' — ' ' ' ' ' ' ' ' -"*— 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 5
Time to peak
POST DA BASIN 3
Hyd. volume
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 10.840 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 7.79 in
Storm duration
= 24 hrs
" Composite (Area/CN) _ [(4.980 x 98) + (5.860 x 74)] / 10.840
Q (cfs)
120.00
100.00
:1 11
•1 11
1 11
20.00
27
Friday, 07 / 7 / 2017
Peak discharge
= 103.51 cfs
Time to peak
= 716 min
Hyd. volume
= 221,737 cuft
Curve number
= 85*
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 5.00 min
Distribution
= Type II
Shape factor
= 484
POST DA BASIN 3
Hyd. No. 5 -- 100 Year
Q (cfs)
120.00
100.00
:1 11
.1 11
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 5 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 6
BASIN 2 ROUTING
Hydrograph type
= Reservoir
Storm frequency
= 100 yrs
Time interval
= 2 min
Inflow hyd. No.
= 3 - POST DA BASIN 2
Reservoir name
= BASIN 2
Storage Indication method used.
Q (cfs)
120.00
100.00
:1 11
•1 11
1 11
20.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
BASIN 2 ROUTING
Hyd. No. 6 -- 100 Year
0.00
0 120 240
Hyd No. 6
Friday, 07 / 7 / 2017
= 89.68 cfs
= 718 min
= 218,458 cuft
= 623.45 ft
= 54,034 cuft
Q (cfs)
120.00
100.00
:1 11
.1 11
40.00
20.00
WATITS11
360 480 600 720 840 960 1080 1200 1320 1440
Time (min)
Hyd No. 3 1111111 Total storage used = 54,034 Cuft

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 7
BASIN 3 ROUTING
Hydrograph type
= Reservoir
Storm frequency
= 100 yrs
Time interval
= 2 min
Inflow hyd. No.
= 5 - POST DA BASIN 3
Reservoir name
= BASIN 3
Storage Indication method used.
Q (cfs
120.00
100.00
:1 11
•1 11
1 11
20.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Friday, 07 / 7 / 2017
= 74.61 cfs
= 720 min
= 208,869 cuft
= 617.31 ft
= 85,717 cuft
0.00
24
100.00
:1 11
.1 11
40.00
20.00
r.T.T.7
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 ]11111] Total storage used = 85,717 Cuft

30
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Friday, 07 / 7 / 2017
Hyd. No. 8
COMBINED BASINS
Hydrograph type
= Combine
Peak discharge
= 164.15 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 427,327 cuft
Inflow hyds.
= 6, 7
Contrib. drain. area
= 0.000 ac
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
COMBINED BASINS
Hyd. No. 8 -- 100 Year
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 8 Hyd No. 6 Hyd No. 7

31
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Friday, 07 / 7 / 2017
Hyd. No. 10
POST COMBINED
Hydrograph type
= Combine
Peak discharge
= 446.47 cfs
Storm frequency
= 100 yrs
Time to peak
= 754 min
Time interval
= 2 min
Hyd. volume
= 3,513,634 cuft
Inflow hyds.
= 4, 8
Contrib. drain. area
= 175.210 ac
Q (cfs)
480.00
420.00
U1,91111A
300.00
240.00
180.00
120.00
POST COMBINED
Hyd. No. 10 -- 100 Year
Q (cfs)
480.00
420.00
360.00
300.00
240.00
180.00
120.00
0.00 ' — I ff
' Tom' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 10 Hyd No. 4 Hyd No. 8

Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
63.8568
12.6000
0.8882
--------
2
68.8345
12.3000
0.8618
--------
3
0.0000
0.0000
0.0000
-- - -
5
76.1199
12.8000
0.8363
--------
10
75.6056
12.5000
0.8054
-------
25
65.5456
11.1000
0.7420
--------
50
58.8220
10.1000
0.6963
3
100
53.6961
9.2000
0.6576
--------
File name: NOAA IDF.IDF
Intensity = B / (Tc + D)^E
32
Friday, 07 / 7 / 2017
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
5.00
4.00
3.35
2.89
2.55
2.28
2.07
1.89
1.74
1.62
1.51
1.42
2
5.90
4.74
3.98
3.44
3.04
2.73
2.48
2.27
2.10
1.96
1.83
1.72
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
6.85
5.57
4.72
4.11
3.65
3.29
3.00
2.76
2.56
2.39
2.24
2.11
10
7.54
6.16
5.24
4.58
4.08
3.69
3.37
3.11
2.89
2.70
2.54
2.40
25
8.34
6.82
5.83
5.12
4.58
4.16
3.82
3.54
3.30
3.10
2.92
2.77
50
8.88
7.28
6.24
5.49
4.94
4.50
4.15
3.85
3.61
3.40
3.21
3.05
100
9.38
7.69
6.61
5.84
5.26
4.81
4.44
4.14
3.89
3.67
3.48
3.31
Tc = time in minutes. Values may exceed 60.
recip. file name: X:\Land Projects R2\5750 - Landtec - Moore Farms\Calculations\Stormwater\PONDS - JLR\NOAA. c
Storm
Rainfall Precipitation Table (in)
Distribution
1 -yr
2 -yr
3 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
SCS 24-hour
2.94
3.54
0.00
4.45
5.17
6.17
6.96
7.79
SCS 6 -Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

E A G L E
ENGINEERING
4f
2013-A liar Buren Avenue
Indian Trail. NC 28479
(7G4)882-4222
Riser Buoyancy Calculations - Wet Detention Pond #2
Project Name: MOORE FARMS SUBDIVISION
Project No.: 5750
Riser Width:
60 in
Riser Thickness:
6 in
Barrel Size:
36 in
Top of Basin:
625 ft.
Bottom of Basin
613 ft.
Riser Weir:
622 ft.
Spillway Height from top of Basin:
1 ft.
613 ft.
Unit wt. of H201 62.4 ft3
Volume of Riserl 300 ft3
Wt. of H2O displaced in riser) 18,7201lbs
1 ft. Spillway Height
624 ft. Spillway Elev.
622 ft. Riser Weir
60 in. RISER
9 ft. I
)m of Basin
Unit Wt. of concrete (pcf) 150 lbs/ft3
Volume of concrete in riser 57 ft3
Wt. of concrete riser 8,550 lbs
Total Buoyancy Force to displace 27,270 lbs
Concrete Base Required to Stabilize Riser:
Concrete Pad Thinckness
24
in.
Concrete Pad Width/length
10
ft
Volume of concrete pad
200.00
ft3
Wt. of H2O displaced =
12,480
lbs
Wt. of concrete pad
30,000
lbs
Factor of Safety: 11.1001 OK
Factor of safety should be greater than 1.10
Ballast Pad
625 ft. Top of Basin
36 in. RCP
Wt. of H2O displaced in riser + Wt. of concrete riser
/ 60 in. RISER
Ballast Pad
—� 24 in.
loft —
10 ft.
Ballast Pad Dimensions: 10 ft. X 10 ft. X 24 in.
EEI Project No. 5750
Detention Structure Anchor

Moore Farm Subdivision — Union County, NC
Stormwater Management Report
Wet Pond 3
5750
JULY 7, 2017

= n A
Wet Detention Pond E N GI N E E RL N G
PROJECT: MOORE FARM SUBDIVISION CLIENT: Graham Enterprises M�l
PROJ. #: 5750 DATE: 2013 Van Buren Avenue
PHASE: Wet Basin #3 DESIGN BY: JWG Indian Trail, NC 28079
Wet Detention Pond - NC BMP Manual
Calculate Water Quality Volume
Water Quality Volume (WQV) based upon the
first inch of rainfall.
Drainage Area (A) = 472,288 Ft
Impervious Area = 217,118 Ft
Impervious Fraction (IA) = 0.46 46 %
Rv = 0.05+0.9(IA) = 0.46 Runoff Coefficient
Water Quality Volume Required (WQV) = 18,252 ft3
Where: WQV = 3630 * RD * Rv * A
Rainfall Depth (RD) = 1.0 in.
Runoff Coefficient (Rv) = 0.46 unitless
Watershed Area (A) = 10.84 ac.
WQV Elev. = 614.75
WQV provided I ft3 OK
Permanent Pool Average Deptl
day = Vpp/App
Volume at Bottom of Shelf=
Area at Bottom of Shelf =
Area at bottom of pond =
Depth to bottom of shelf =
Volume of perm. Pool=
Percent Impervious Cover =
SA/DA Ratio =
Surface Area Req'd (SA) _
Surface Area Provided =
Average Length =
Average Width =
Length to Width Ratio =
10.84 ac
4.98 ac
Length, Width (Area), Depth, Geometry
I (da„) = 3.5
26,568 Vpp (ft3)
7,528 App (ft)
4,280 Abot_pond (ft 2)
5.00 Depth (ft)
WQV Volume Calculation
Main Pool Volume Calculation
Contour
Area
Volume
Net Vol
613.5
15,723
0
0
614
17,313
8,259
8,259
614.75
18,555
13,451
21,710
615
18,970
4,691
26,400
621
30,262
147,696
174,096
Length, Width (Area), Depth, Geometry
I (da„) = 3.5
26,568 Vpp (ft3)
7,528 App (ft)
4,280 Abot_pond (ft 2)
5.00 Depth (ft)
ft 3.5 ft. (rounded down)
Main Pool Volume Calculation
Contour
Area
Volume
Net Vol
608.5
4280
0
0
613
7528
26,568
26,568
613.5
8647
4,044
30,612
26,568
46 %
1.54
7,270 ft
ft2
200 ft
60 ft
3.3 :1
SA/DA Ration for Perm. Pool Sizing
% Imp.
Cover
Perm. Pool Avg Depth (ft)
3.0 3.5
4.0
30
1.17 1.06
0.94
40
1.51 1.38
1.24
50
1.79 1.65
1.51
Values from Table:
Region:
Efficiency:
1
Piedmont
85 %
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079 WetDetention - 3

Orifice diameter =
Orifice inv. Elev. =
Orifice Equation:
2 -day Avg Discharge (Q2av) =
5 -day Avg Discharge (Q5,J =
Average Discharge (Q) =
Discharge Coefficient (CD) _
X -sect area of orifice (A) _
Accel. due to gravity (g) _
Avg. driving head (Ho) =
Forebay Vol. Required:
Approx. Area Required
Vol. Provided:
Area Provided:
1551AX1I10E:�C?
WQV Outlet Device
2 in.
61:3.50
Q = CD A (2g(HO/3))0.5
0.1056 cfs (max.)
0.0422 cfs (min.)
cfs (provided)
0.60
0.0218 ft
32.2 ft/sect
0.3889 ft
Ho = Driving Head (ft), measured from the
centroid of the orifice area to the water
surface
Note: Use Ho/3 to compute drawdown to
reflect the fact that head is decreasing as
drawdown occurs
Forebay Design
3,985 ft3 (15% main pool)
1,139 ft
17,267 ft OK
5,423 ft OK
Landscape Requirements
6' Littoral shelf shall be Planted with materials consistent with antcipated hydrology
(Ref. Sheet C-3.9 BMP 1 Plan & Profile)
On the tops of berms and on the exteior slopes of containment berms, maintain turf grass in
access areas; Centipede grass is recommended.
*Do not use love grass for slope stablization
(References)*
North Carolina DEQ BMP Manual Charter Revised 069-17-2009
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079 WetDetention - 3
Forebay Volume Calculation
Contour Area
Volume
Net Vol
609
2167
0
0
610
2863
2,515
2,515
611
3638
3,251
5,766
612
4492
4,065
9,831
613.5
5423
7,436
17,267
Landscape Requirements
6' Littoral shelf shall be Planted with materials consistent with antcipated hydrology
(Ref. Sheet C-3.9 BMP 1 Plan & Profile)
On the tops of berms and on the exteior slopes of containment berms, maintain turf grass in
access areas; Centipede grass is recommended.
*Do not use love grass for slope stablization
(References)*
North Carolina DEQ BMP Manual Charter Revised 069-17-2009
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079 WetDetention - 3

E A G L E
ENGINEERING
4f
2013-A liar Buren Avenue
Indian Trail. NC 28479
(7G4)882-4222
Riser Buoyancy Calculations - Wet Detention Pond #3
Project Name: MOORE FARMS SUBDIVISION
Project No.: 5750
Riser Width:
60 in
Riser Thickness:
6 in
Barrel Size:
36 in
Top of Basin:
621 ft.
Bottom of Basin
608.5 ft.
Riser Weir:
616.5 ft.
Spillway Height from top of Basin:
1 ft.
608.5 ft.
Unit wt. of H201 62.4 ft3
Volume of Riserl 312.5 ft3
Wt. of H2O displaced in riser) 19,5001lbs
1 ft. Spillway Height
620 ft. Spillway Elev.
616.5 ft. Riser Weir
60 in. RISER
8 ft. I
ttom of Basin
Unit Wt. of concrete (pcf) 150 lbs/ft3
Volume of concrete in riser 59.375 ft3
Wt. of concrete riser 8,906 lbs
Total Buoyancy Force to displace 28,406 lbs
Concrete Base Required to Stabilize Riser:
Concrete Pad Thinckness
24
in.
Concrete Pad Width/length
10.5
ft
Volume of concrete pad
220.50
ft3
Wt. of H2O displaced =
13,759
lbs
Wt. of concrete pad
33075
lbs
Factor of Safety: 11.1644 1OK
Factor of safety should be greater than 1.10
Ballast Pad
621 ft. Top of Basin
36 in. RCP
Wt. of H2O displaced in riser + Wt. of concrete riser
/ 60 in. RISER
Ballast Pad
f— 24 in.
10.5 ft
10.5 ft.
Ballast Pad Dimensions: 10.5 ft. X 10.5 ft. X 24 in.
EEI Project No. 5750
Detention Structure Anchor

Moore Farms Subdivision — Union County, NC
Stormwater Management Report
Wet Pond 4
5750
May 9, 2017

I \��
I I I 1 \\ \\ \\ \5 T
\� T4
T
\ \ ' T1
T48
t
MATCHLINE
GRAPHIC SCALE
0 100' 200'
( IN FEET )
1 inch = loo ft.
T2
T26
T27
T2
T
\ \N
WET BASIN - 4
DRAINAGE
AREA
E
11rA''�

'
Jo -
TOTAL DA= 1 38.65
_
1 / ACRES
(12.36 OFFSITE+ �� �•.
26.29 ONSITE) /
\ T10
T7 T8 T9 � T12 T13 T14 T _
�
I I ( 1 \\ \ \\ \
TS-
/ T4 -
/1I T -
Tl
T4
T40 T39 T�
T47
✓ ' \ \
T48 �
IMMEMEMEMEMEMEMEME
MATCHLINE WET BASIN - 4
GRAPHIC SCALE DRAINAGE
100, 200'AREA
( IN FEET )
1 inch = l°° ft. MAP 4D

BASIN #4
Wet Detention Pond E N GI N E E RL N G
PROJECT: MOORE FARM SUBDIVISION CLIENT: Graham Enterprises
PROD. #: 5750 DATE: 7/7/2017 2013 Van Buren Avenue
PHASE: Wet Basin #4 DESIGN BY: JLR Indian Trail, NC 28079
Wet Detention Pond - NC BMP Manual
Calculate Water Quality Volume
Water Quality Volume (WQV) based upon the
first inch of rainfall.
Drainage Area (A) = 1,683,594 Ft
Impervious Area = 523,542 Ft
Impervious Fraction (IA) = 0.31
Rv = 0.05+0.9(IA) =
Water Quality Volume Required (WQV) _
Where: WQV = 3630 * RD * Rv * A
Rainfall Depth (RD) = 1.0
Runoff Coefficient (Rv) = 0.33
Watershed Area (A) = 38.65
31%
Runoff Coefficient
46,281 ft
in.
unitless
ac.
WQV Elev. = 615.02
WQV provided I ft3 OK
38.65 ac
12.02 ac
Length, Width (Area), Depth, Geometry
Permanent Pool Average Depth (da) = 4.6 ft C 4.5 ft. (rounded down)
day = Vpp/App
Volume at Perm Pool =
WQV Volume Calculation
135,450
Contour
Area
Volume
Net Vol
614
42,071
0
0
615.02
48,855
46,372
46,372
616
52,335
49,583
95,955
617
55,871
54,103
150,058
618
59,464
57,668
207,726
619
63,113
61,289
269,014
Length, Width (Area), Depth, Geometry
Permanent Pool Average Depth (da) = 4.6 ft C 4.5 ft. (rounded down)
day = Vpp/App
Volume at Perm Pool =
31 %
135,450
ft
Area at bottom shelf =
15,492 ft
29,602
Aperm_pool (ft)
Area at bottom of pond =
15,549
Abot_pond (ft 2)
Depth to bottom of shelf =
6.00
Depth (ft) -based on assumed bottom, add .5' to design pond
Volume of perm. Pool=
135,450
bottom to provide add'I sediment storage
Percent Impervious Cover =
31 %
SA/DA Ratio =
0.92
Surface Area Req'd (SA) =
15,492 ft
Surface Area Provided =
ft2
Average Length =
340 ft
Average Width =
90 ft
SA/DA Ration for Perm. Pool Sizing
% Imp.
Cover
Perm. Pool Avg Depth (ft)
4.0 4.5
5.0
30
0.94 0.89
0.84
40
1.24 1.17
1.09
50
1.51 1.41
1.31
Length to Width Ratio = 3.8 :1 Values from Table: 1
Region: Piedmont
Efficiency: 85 %
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079
WetDetention - 4

Orifice diameter =
Orifice inv. Elev. =
Orifice Equation:
2 -day Avg Discharge Aa„) =
5 -day Avg Discharge (Q5,J =
Average Discharge (Q) =
Discharge Coefficient (CD) _
X -sect area of orifice (A) _
Accel. due to gravity (g) _
Avg. driving head (Ho) =
Forebay Vol. Required:
Approx. Area Required
Vol. Provided:
Area Provided:
WQV Outlet Device
3 in.
614.UU
Q = CD A (2g(Ho/3))0.5
0.2678 cfs (max.)
0.1071 cfs (min.)
cfs (provided)
0.60
0.0491 ft
32.2 ft/sect
0.2983 ft
Ho = Driving Head (ft), measured from the
centroid of the orifice area to the water
surface
Note: Use Ho/3 to compute drawdown to
reflect the fact that head is decreasing as
drawdown occurs
Forebay Design
20,318 ft (15% main pool)
5,805 ft
41,073 ft OK
11,030 ft OK
Forebay Volume Calculation
Contour Area Volume Net Vol
608 2661 0 0
614 11030 41,073 41,073
Landscape Requirements
6' Littoral shelf shall be Planted with materials consistent with antcipated hydrology
(Ref. Sheet C-3.12 BMP 4 Plan & Profile)
On the tops of berms and on the exteior slopes of containment berms, maintain turf grass in
access areas; Centipede grass is recommended.
*Do not use love grass for slope stablization
(References)*
North Carolina DEQ BMP Manual Charter Revised 069-17-2009
EAGLE, ENGINEERING, INC.
2013 VAN BUREN AVENUE, STE A
INDIAN TRAIL, NORTH CAROLINA 28079 WetDetention - 4

H yd raf I ow T le -o l;onttentwore Farms\Calculations\Stormwater\PONDS - JLR\BASIN 4 - JLR - 2017-07-07.gpw
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Friday, 07 / 7 / 2017
Watershed Model Schematic..................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
100 - Year
SummaryReport......................................................................................................................... 3
HydrographReports................................................................................................................... 4
Hydrograph No. 1, SCS Runoff, OFFSITE DRAINAGE........................................................... 4
TR -55 Tc Worksheet............................................................................................................ 5
Hydrograph No. 2, SCS Runoff, POST DEVELOPED - ONSITE ............................................. 6
Hydrograph No. 3, Combine, COMBINED............................................................................... 7
Hydrograph No. 4, Reservoir, POST........................................................................................ 8
PondReport - BASIN 4........................................................................................................ 9
OFReport.................................................................................................................. 10

Watershed Model Schematic
1
Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D® 2016 by Autodesk, Inc. v11
7.gp,
1
2
CD
3
11
vs
Legend
Hvd. Origin
Description
1 SCS Runoff
OFFSITE DRAINAGE
2 SCS Runoff
POST DEVELOPED - ONSITE
3 Combine
COMBINED
4 Reservoir
POST
Project: X:\Land Projects R2\5750 - Landtec - Moore
Farms\Calculations\Stormwater\P
N1F8G1 ), F0TAP3R917JLR - 2017-07-
7.gp,

Hydrograph Return Period Recap
Hyd flow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1 -yr
2 -yr
3 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
1
SCS Runoff
------
------
------
-------
-------
------
-------
-------
37.55
OFFSITE DRAINAGE
2
SCS Runoff
------
______
_______
_______
--- ___
____
_____
______
251.03
POST DEVELOPED - ONSITE
3
Combine
1,2
------
-------
-------
-------
------
-------
-------
264.50
COMBINED
4
Reservoir
3
-------
-------
-------
-------
-------
-------
-------
103.40
POST
Proj. file: X:\Land Projects R2\5750 - Landtec - Moore Farms\Calculations\Stor
\kei�T074D-S/-2JLR\BASIN 4 - JLR - 2017-07-
D7

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
37.55
2
740
194,074
------
------
------
OFFSITE DRAINAGE
2
SCS Runoff
251.03
2
716
537,774
------
------
------
POST DEVELOPED - ONSITE
3
Combine
264.50
2
716
731,848
1,2
------
------
COMBINED
4
Reservoir
103.40
2
724
721,976
3
618.21
219,764
POST
XALand Projects R2\5750 - Landtec - Moore
FRe#tgtCRedbdiol-OO eanwater\P
IRB&y, DRWYA5gNl,7- JLR - 2017-07-07.gpw

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 1
OFFSITE DRAINAGE
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 2 min
Drainage area
= 12.360 ac
Basin Slope
= 0.0%
Tc method
= TR55
Total precip.
= 7.79 in
Storm duration
= 24 hrs
Q (cfs)
40.00
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
OFFSITE DRAINAGE
Hyd. No. 1 -- 100 Year
0.00
0 120 240 360 480 600 720 840
Hyd No. 1
4
Friday, 07 / 7 / 2017
= 37.55 cfs
= 740 min
= 194,074 cuft
= 70
= 0 ft
= 40.90 min
= Type II
= 484
Q (cfs)
40.00
30.00
20.00
10.00
' 0.00
960 1080 1200 1320 1440 1560
Time (min)

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 1
OFFSITE DRAINAGE
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.400
0.011
0.011
Flow length (ft)
= 300.0
0.0
0.0
Two-year 24 -hr precip. (in)
= 3.12
0.00
0.00
Land slope (%)
= 5.00
0.00
0.00
Travel Time (min)
= 36.30 +
0.00 +
0.00 =
36.30
Shallow Concentrated Flow
Flow length (ft)
= 628.00
0.00
0.00
Watercourse slope (%)
= 2.30
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=2.45
0.00
0.00
Travel Time (min)
= 4.28 +
0.00 +
0.00 =
4.28
Channel Flow
X sectional flow area (sqft)
= 7.07
0.00
0.00
Wetted perimeter (ft)
= 9.42
0.00
0.00
Channel slope (%)
= 0.52
0.00
0.00
Manning's n -value
= 0.013
0.015
0.015
Velocity (ft/s)
=6.82
0.00
0.00
Flow length (ft)
({0})118.0
0.0
0.0
Travel Time (min)
= 0.29 +
0.00 +
0.00 =
0.29
Total Travel Time, Tc..............................................................................
40.90 min

1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11 Friday, 07 / 7 / 2017
Hyd. No. 2
POST DEVELOPED - ONSITE
Hydrograph type
= SCS Runoff
Peak discharge
= 251.03 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 537,774 cuft
Drainage area
= 26.290 ac
Curve number
= 85*
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.79 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) _ [(12.020 x 98) + (14.270 x 74)] / 26.290
Q (cfs)
280.00
240.00
r11 Me
160.00
120.00
40.00
POST DEVELOPED - ONSITE
Hyd. No. 2 -- 100 Year
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
0.00 ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 3
COMBINED
Hydrograph type
= Combine
Storm frequency
= 100 yrs
Time interval
= 2 min
Inflow hyds.
= 1, 2
Q (cfs)
280.00
240.00
r11 ee
160.00
120.00
F-111101
40.00
Peak discharge
Time to peak
Hyd. volume
Contrib. drain. area
COMBINED
Hyd. No. 3 -- 100 Year
0.00
0 120 240
Hyd No. 3
7
Friday, 07 / 7 / 2017
= 264.50 cfs
= 716 min
= 731,848 cuft
= 38.650 ac
Q (cfs)
280.00
240.00
200.00
160.00
120.00
:1 10
40.00
WITiTil
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 1 Hyd No. 2

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Hyd. No. 4
POST
Hydrograph type
= Reservoir
Storm frequency
= 100 yrs
Time interval
= 2 min
Inflow hyd. No.
= 3 - COMBINED
Reservoir name
= BASIN 4
Storage Indication method used.
Q (CfS11
280.00
240.00
O 11 11
160.00
120.00
F-111101
40.00
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Friday, 07 / 7 / 2017
= 103.40 cfs
= 724 min
= 721,976 cuft
= 618.21 ft
= 219,764 cuft
Q (cfs)
280.00
240.00
200.00
160.00
120.00
9011 11
40.00
rn•�
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 1111111 Total storage used = 219,764 cuft

Pond Report s
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Friday, 07 / 7 / 2017
Pond No. 1 - BASIN 4
Weir Structures
Pond Data
[A]
Contours -User-defined contour areas.
Average end area method
used for volume calculation. Begining Elevation = 614.00 ft
Stage / Storage Table
[A]
[B]
[C]
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 614.00
42,071
0
0
1.00 615.00
48,855
45,463
45,463
2.00 616.00
52,335
50,595
96,058
3.00 617.00
55,871
54,103
150,161
4.00 618.00
59,464
57,668
207,829
5.00 619.00
63,113
61,289
269,117
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 36.00
3.00
0.00
0.00
Crest Len (ft)
= 16.00
20.00
9.00
0.00
Span (in)
= 36.00
3.00
0.00
0.00
Crest EI. (ft)
= 618.00
618.00
615.02
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert EI. (ft)
= 608.00
614.00
0.00
0.00
Weir Type
= 1
Ciplti
Rect
---
Length (ft)
= 93.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
Yes
No
Slope (%)
= 1.00
0.00
0.00
n/a
N -Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Wet area)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
5.00
4.00
3.00
2.00
1.00
0.00 ' '
0.020.0
Total Q
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
40.0 60.0 80.0
Elev (ft)
619.00
618.00
617.00
616.00
615.00
614.00
100.0 120.0 140.0 160.0 180.0
Discharge (cfs)

Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2016 by Autodesk, Inc. v11
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
63.8568
12.6000
0.8882
--------
2
68.8345
12.3000
0.8618
--------
3
0.0000
0.0000
0.0000
-- - -
5
76.1199
12.8000
0.8363
--------
10
75.6056
12.5000
0.8054
-------
25
65.5456
11.1000
0.7420
--------
50
58.8220
10.1000
0.6963
3
100
53.6961
9.2000
0.6576
--------
File name: NOAA IDF.IDF
Intensity = B / (Tc + D)^E
10
Friday, 07 / 7 / 2017
Return
Period
Intensity Values (in/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1
5.00
4.00
3.35
2.89
2.55
2.28
2.07
1.89
1.74
1.62
1.51
1.42
2
5.90
4.74
3.98
3.44
3.04
2.73
2.48
2.27
2.10
1.96
1.83
1.72
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
6.85
5.57
4.72
4.11
3.65
3.29
3.00
2.76
2.56
2.39
2.24
2.11
10
7.54
6.16
5.24
4.58
4.08
3.69
3.37
3.11
2.89
2.70
2.54
2.40
25
8.34
6.82
5.83
5.12
4.58
4.16
3.82
3.54
3.30
3.10
2.92
2.77
50
8.88
7.28
6.24
5.49
4.94
4.50
4.15
3.85
3.61
3.40
3.21
3.05
100
9.38
7.69
6.61
5.84
5.26
4.81
4.44
4.14
3.89
3.67
3.48
3.31
Tc = time in minutes. Values may exceed 60.
recip. file name: X:\Land Projects R2\5750 - Landtec - Moore Farms\Calculations\Stormwater\PONDS - JLR\NOAA. c
Storm
Rainfall Precipitation Table (in)
Distribution
1 -yr
2 -yr
3 -yr
5 -yr
10 -yr
25 -yr
50 -yr
100 -yr
SCS 24-hour
2.94
3.54
0.00
4.45
5.17
6.17
6.96
7.79
SCS 6 -Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -1st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff -Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

E A G L E
ENGINEERING
4f
2013-A liar Buren Avenue
Indian Trail. NC 28479
(7G4)882-4222
Riser Buoyancy Calculations - Wet Detention Pond #4
Project Name: MOORE FARMS SUBDIVISION
Project No.: 5750
Riser Width:
60 in
Riser Thickness:
6 in
Barrel Size:
36 in
Top of Basin:
619 ft.
Bottom of Basin
608 ft.
Riser Weir:
618 ft.
Spillway Height from top of Basin:
1 ft.
1 ft. Spillway Height
618 ft. Spillway Elev.
618 ft. Riser Weir
60 in. RISER
10 ft. I
608 ft. Bottom of Basin
Unit wt. of H201 62.4 ft3
Volume of Riserl 275 ft3
Wt. of H2O displaced in riser) 17,1601lbs
Unit Wt. of concrete (pcf) 150 lbs/ft3
Volume of concrete in riser 52.25 ft3
Wt. of concrete riser 7,838 lbs
Total Buoyancy Force to displace 24,998 lbs
Concrete Base Required to Stabilize Riser:
Concrete Pad Thinckness
24
in.
Concrete Pad Width/length
10
ft
Volume of concrete pad
200.00
ft3
Wt. of H2O displaced =
12,480
lbs
Wt. of concrete pad
30000
lbs
Factor of Safety: 11.20011OK
Factor of safety should be greater than 1.10
Ballast Pad
619 ft. Top of Basin
36 in. RCP
10f.
Wt. of H2O displaced in riser + Wt. of concrete riser
/ 60 in. RISER
Ballast Pad
—� 24 in.
10 ft� —
10 ft.
Ballast Pad Dimensions: 10 ft. X 10 ft. X 24 in.
EEI Project No. 5750
Detention Structure Anchor