20080350 Ver 3_Stormwater_Master_Plan_Report-RTAP_20170202

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EMH&T
301 McCullough Dr. Suite 109
Charlotte, NC 28262
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Toll Free: 1-888-775-EMHT
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Stormwater Master Plan
Windsor Run
Matthews, North Carolina
May 2015
Revised October 2015

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TABLE OF CONTENTS
1.0 INTRODUCTION................................................................................................................2
2.0 EXISTING HYDROLOGY....................................................................................................2
3.0 PROPOSED CONDITIONS..................................................................................................2
4.0 STORMWATER MANAGEMENT DESIGN............................................................................3
TABLES
TABLE 2.0: Rainfall Depths...............................................................................................2
TABLE 4.0: Combined Hydrograph Summary Tables.......................................................4
TABLE 4.1: Water Quality Summary Tables......................................................................7
TABLE 4.2: Stormwater Management Basin Summary Tables..........................................8
APPENDICES
APPENDIX A:
Project Maps
APPENDIX B:
Water Quality Orifice Calculations
Channel Protection Volume Orifice Calculations
City of Charlotte Post Construction Controls/Detention Worksheet
APPENDIX C:
HydroCAD Output
APPENDIX D:
Storm Sewer Calculations
Rip Rap Apron Calculations
Spread Computations
APPENDIX E:
Skimmer Basin Calculations
EXHIBITS
Exhibit I: Pre -Development Tributary Map
Exhibit 2: Post -Development Tributary Map
Exhibit 3: Phase 1 A Tributary Map
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1.0 INTRODUCTION
This project is a proposed commercial development on the north side of McKee Road in the City of
Matthews, Mecklenburg County, North Carolina. The overall project consists of 81.5+ acres on the
northwest corner of McKee Road and Pleasant Plains Road. An existing marketing center is located
in the southwest corner of the site. The remaining portion of the site is undeveloped open space with
high brush grass. Portions of the site are wooded as shown on the aerial in Appendix A. This portion
of the site generally slopes from southeast to northwest and is tributary to an unnamed tributary to
Fourmile Creek.
This report will detail the stormwater strategy for the entire site, however, the project will be phased.
Phase 1 A will be constructed first, which consists of a community building, two residential buildings,
and associated parking and infrastructure, as well as Pond 2 on the north side of the project site.
Pond 1 will not be constructed until later phases.
2.0 EXISTING HYDROLOGY
The existing conditions hydrology is exhibited on the Pre -Development Tributary Plan within
Appendix A of this report. The site contains three outfalls, Outfall 01, Outfall 02, and Outfall 03.
Outfall 01 is located in the northwest corner of the site. Outfall 02 is located on the west edge of
the site. Outfall 03 is located on the northern edge of the site. The proposed development ultimately
flows into Fourmile Creek. The time of concentration for each tributary area has been determined
using TR -55 and the calculations are included in Appendix B. Where the TR -55 calculations resulted
in a time of concentration less than 5 minutes, 5 minutes was used as a minimum for that tributary
area in the HydroCAD model. The rainfall depths used are shown in Table 2.0
Table 2.0: Rainfall Depths
Storm Event
Rainfall Depth
Rainfall Distribution
WQ
1.00
6 -hr Type II
1 -year
2.58
24 -hr Type II
2 -year
3.12
24 -hr Type II
2 -year
2.28
6 -hr Type II
10 -year
3.72
6 -hr Type II
25 -year
4.38
6 -hr Type II
50 -year
4.92
6 -hr Type II
100 -year
5.34
6 -hr Type II
3.0 PROPOSED CONDITIONS
Stormwater management for this project will be provided by three permanent wet basins. Pond 1
is located in the northwest corner of the site within Subarea 001 . Pond 2 is located in the southwest
corner of the site within the existing Marketing Center development area within Subarea 003. Pond
3 is located in the northeast corner of the site within Subarea 004. The wet pond BMPs are designed
to the Town of Matthews UDO (Unified Development Ordinance) and the Mecklenburg County
Stormwater Control criteria. The basins will have a forebay and permanent pool which will provide
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the required water quality volume and will attenuate the peak rate of runoff from the proposed
basin. The on-site stormwater runoff is routed through the wet ponds such that the 1 -inch depth
runoff is detained 99 hours providing the required 85% Total Suspended Solid (TSS) removal. The
Post -Developed Tributary Plan is included in Appendix A. Stormwater release rates for the 1, 2,
10, 50 and 100 year storm occurrence are controlled by a multi -stage outlet structure device. See
sheet 21.410 of the Site Construction Plan for details of the outlet structures from the proposed
stormwater management basins, as well as the narrative in section 4.0 of this report. The surface
basin serves as both a stormwater quality and quantity control device. Output from the HydroCAD
model is included in Appendix C. The City of Charlotte Post Construction Controls/Detention
Worksheet is attached in Appendix B of this report.
4.0 STORMWATER MANAGEMENT DESIGN
The overall watershed contributing to the Outfall 01 analysis point is 14.35 acres. The overall
watershed contributing to the Outfall 02 analysis point is 8.12 acres. The overall watershed
contributing to the Outfall 03 analysis point is 62.81 acres. Of the 62.81 acres tributary to Outfall
03, 26.77 acres is onsite development acreage, while 36.04 acres is offsite pass-through area.
The entire contributing area to the stormwater management basin has been modeled using SCS
methods utilizing the HydroCAD 10.00 software to develop the pre and post development
hydrographs, peak runoff rates and routing calculations through the wet pond BMP structure. Water
quality is provided by the WQ volume reserved in the wet pond with quantity runoff control
provided by the pond volume above the WQv elevation. Refer to Table 4.1 of this report and the
City of Charlotte Post Construction Controls/Detention Worksheet in Appendix B of this report.
The collective proposed site has been modeled to restrict the post development runoff peak flow
rate to less than those of the pre -development rates as described above at the discharge points
described in the previous section.
The outlet structures have been modeled to convey the 100 year event through the outlet structure
and discharge pipe, and the 100 HWL is not anticipated to rise to the elevation of the emergency
spillway. Each post development peak flow rate is less than the same year event pre -development
peak flow rate for the total watershed of the improvement area.
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Table 4.0: Combined Hydrograph Summary Tables
Combined
Summary Table - Pond 1
Event
Pre-Dev Peak
Flow (cfs)
Post-Dev Peak
Flow (cfs)
1
0.53
0.30
2
0.58
0.20
10
6.90
4.60
25
12.60
10.30
50
17.59
12.69
100
21.81
13.54
Combined
Summary Table - Pond 2
Event
Pre-Dev Peak
Flow (cfs)
Post-Dev Peak
Flow (cfs)
1
0.18
0.02
2
0.24
0.02
10
3.19
0.09
25
5.91
0.14
50
8.36
0.17
100
10.44
0.19
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Combined Summary Table - Pond 3
Event
Pre-Dev
Peak
Flow (cfs)
Offsite
001 Peak
Flow (cfs)
Offsite
002 Peak
Flow (cfs)
Offsite
003 Peak
Flow (cfs)
Offsite
004 Peak
Flow (cfs)
Total
Peak
Flow (cfs)
Post-Dev
Peak Flow
(cfs)
1
1.40
1.19
0.09
0.91
4.82
8.41
1.09
2
1.73
1.06
0.08
0.85
4.43
8.15
1.04
10
18.85
6.58
0.56
3.11
24.72
53.82
15.89
25
33.54
10.80
0.94
4.62
39.41
89.31
46.72
50
46.75
14.30
1.26
5.82
52.05
120.18
79.68
100
57.91
17.18
1.52
6.78
62.29
145.68
107.35
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Outlet Controls
The outlet controls from the basins are multi -stage structures:
Pond 1
1. Outlet — 18" Culvert,
a. Invert elevation out of structure = 725.00'
b. Downstream Slope = 0.50%
c. Downstream Length = 100'
2. Water Quality Outlet — 2.00" orifice
a. Invert elevation = 725.00' (Permanent Pool elevation)
3. Orifice — 4" orifice,
a. Invert elevation = 726.60'
4. Open Grate —Grate (Neenah R-1879-A6G) on top of structure
a. Rim Elevation/Top of Structure = 728.00'
5. Emergency Spillway — 20' long x 0.5' deep
a. Spillway invert elevation = 729.50'
Pond 2
1. Outlet — 18" Culvert,
a. Invert elevation out of structure = 745.50'
b. Downstream Slope = 0.50%
c. Downstream Length = 129.6'
2. Water Quality Outlet — 0.75" orifice
a. Invert elevation = 745.50' (Permanent Pool elevation)
3. Orifice — 2" orifice,
a. Invert elevation = 748.50'
4. Open Grate — Grate (Neenah R-1879-A6G) on top of structure
a. Rim Elevation/Top of Structure = 751.40'
5. Emergency Spillway — 20' long x 0.5' deep
a. Spillway invert elevation = 751.60'
Pond 3
1. Outlet — 18" Culvert,
a. Invert elevation out of structure = 715.00'
b. Downstream Slope = 0.50%
c. Downstream Length = 100'
2. Water Quality Outlet — 4.00" orifice
a. Invert elevation = 715.00' (Permanent Pool elevation)
3. Orifice — 6" orifice,
a. Invert elevation = 716.50'
4. Open Grate — Grate (Neenah R-1879-A6G) on top of structure
a. Rim Elevation/Top of Structure = 717.50'
5. Spillway — 35' long x 0.5' deep
a. Spillway invert elevation = 718.50'
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Forebay Volume Computation:
Size wet forebay to treat 0.2 inch/impervious area
Impervious Area to Basin = 18.99 Ac (827,204 Sf)
Req'd Forebay Vol = (18.99 acres of imp)(0.2 inch)(1 foot/1 2 inches) =0.3165 ac -ft (13,787 cf)
Forebay Vol Provided = 0.762 ac -ft (33,174)
Water quality orifice and channel protection volume orifice calculations can be found in Appendix
B.
Pond 1
The water quality control orifice is set at 725.00 feet, which is the permanent pool elevation. The
water quality volume and channel protection volume are provided below the second orifice
elevation (726.60') and will be controlled by a 2.00" orifice. The peak rate of runoff for 10, 25,
50 & 100 year events will be controlled by a 4" orifice and the grate on top of the structure. The
top of the outlet structure is at elevation 728.00 and will convey runoff to the discharge pipe should
either of the low flow orifices becomes clogged. A 20 feet long emergency spillway/weir is included
along the top of the detention basin; the crest of the emergency weir is set at 729.50. The top of
berm around the wet pond is 730.00.
Pond 2
The water quality control orifice is set at 745.50 feet, which is the permanent pool elevation. The
water quality volume and channel protection volume are provided below the second orifice
elevation (748.50') and will be controlled by a 0.75" orifice. The peak rate of runoff for 10, 25,
50 & 100 year events will be controlled by a 2" orifice and the grate on top of the structure. The
top of the outlet structure is at elevation 751.40 and will convey runoff to the discharge pipe should
either of the low flow orifices becomes clogged. A 20 feet long emergency spillway/weir is included
along the top of the detention basin; the crest of the emergency weir is set at 751.60. The top of
berm around the wet pond is 752.00.
Pond 3
The water quality control orifice is set at 715.00 feet, which is the permanent pool elevation. The
water quality volume and channel protection volume are provided below the second orifice
elevation (716.50') and will be controlled by a 4.00" orifice. The peak rate of runoff for 10, 25,
50 & 100 year events will be controlled by a 6" orifice, the grate on top of the structure, as well
as a spillway/weir. The top of the outlet structure is at elevation 717.50 and will convey runoff to
the discharge pipe should either of the low flow orifices becomes clogged. A 35 feet long
spillway/weir is included along the top of the detention basin; the crest of the weir is set at 718.50.
The top of berm around the wet pond is 720.00.
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Table 4.1: Water Quality Summary Tables
Pond 1
Peak Discharge
Event Peak Inflow (cfs) (cfs)
Peak HWL (ft)
Peak Storage
(ac -ft)
WQ (HydroCAD) 19.79 0.11
726.20
0.727
CPv 30.34 0.30
726.90
1.188
Pond 2
Peak Discharge
Event Peak Inflow (cfs) (cfs) Peak HWL (ft)
Peak Storage
(ac -ft)
WQ (HydroCAD) 10.45 0.01 746.68
0.378
CPv 15.89 0.02 747.53
0.697
Pond 3
Peak Discharge
Event Peak Inflow (cfs) (cfs) Peak HWL (ft)
Peak Storage
(ac -ft)
WQ (HydroCAD) 35.20 0.45 716.33
1.637
CPv 54.55 1.09 717.05
2.608
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Table 4.2: Stormwater Management Basin Summary Tables
Pond 1
Post-Dev
Event Inflow (cfs)
Post Dev
Routed Peak
(cfs)
Basin Peak
HWL (ft)
Basin Peak
Storage (ac -ft)
1 30.34
0.30
726.90
1.188
2 30.07
0.20
726.77
1.099
10 60.14
4.60
728.08
2.027
25 1 85.22
10.30
1 728.30
1 2.186
50 100.01
12.69
728.67
2.470
100 111.56
13.54
729.03
2.762
Pond 2
Event
Post-Dev
Inflow (cfs)
Post Dev
Routed Peak Basin Peak
(cfs) HWL (ft)
Basin Peak
Storage (ac -ft)
1
15.89
0.02 747.53
0.697
2
15.49
0.02 747.19
0.563
10
32.42
0.09 748.99
1.314
25
46.74
0.14 749.77
1.682
50
55.26
0.17 750.39
1.996
100
61.95
0.19 750.86
2.246
Pond 3
Event
Post-Dev
Inflow (cfs)
Post Dev
Routed Peak
(cfs)
Basin Peak
HWL (ft)
Basin Peak
Storage (ac -ft)
1
54.55
1.09
717.05
2.608
2
52.92
1.04
716.99
2.532
10
117.14
15.89
718.62
4.897
25
169.45
46.72
719.01
5.505
50
204.83
79.68
719.29
5.945
100
233.16
107.35
719.49
6.274
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APPENDIX A:
Project Maps

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LOCATION MAP
Not to Scale
GRAPHIC SCALE
0 50 100 200
1 inch = 100 feet
Land Usage
Meadow and Wooded Areas
Soil Classification
Cecil sandy clay loam Type 'B' Soils
Enon sandy loam Type 'C' Soils
Helena sandy loam Type 'C' Soils
Pre—Developed 001 Offsite 001
Area= 10.46 acres Area= 7.02 acres
RCN= 58 RCN= 64
TC= 14.0 mins TC= 18.1 mins
Pre—Developed 002 Offsite 002
Area= 5.69 acres Area= 0.59 acres
RCN= 57 RCN= 62
TC= 16.0 mins TC= 14.6 mins
Pre—Developed 003 Offsite 003
Area= 33.10 acres Area= 2.30 acres
RCN= 58 RCN= 70
TC= 20.0 mins TC= 23.1 mins
Offsite 004
Area= 26.13 acres
RCN= 65
TC= 21.0 mins
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RCN= 81
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TC= 23.1 mins
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RCN= 65
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Soil Classification
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Enon sandy loam Type 'C' Soils
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Subarea 002 Offsite 001
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RCN= 84 RCN= 62
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TC= 21.0 mins
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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
Mecklenburg
County, North
Carolina
Erickson Living Retirement
Center
July 22, 2014

Contents
Preface....................................................................................................................2
How Soil Surveys Are Made..................................................................................5
SoilMap..................................................................................................................7
SoilMap................................................................................................................8
Legend..................................................................................................................9
MapUnit Legend................................................................................................10
MapUnit Descriptions........................................................................................10
Mecklenburg County, North Carolina..............................................................12
CeB2—Cecil sandy clay loam, 2 to 8 percent slopes, moderately
eroded...................................................................................................12
CeD2—Cecil sandy clay loam, 8 to 15 percent slopes, moderately
eroded...................................................................................................13
EnD—Enon sandy loam, 8 to 15 percent slopes.........................................14
HeB—Helena sandy loam, 2 to 8 percent slopes........................................15
W—Water....................................................................................................16
References............................................................................................................17
4

3
M
M
V
W
525000
35° S 20" N
N
C
O
R
N
Custom Soil Resource Report
Soil Map
$V
W
525100 525200 525300 525400 525500 525600 525700 525800 525900 526000 526100 526200 526300
QQ 35° S 20" N
$i
S
35° 4' WN
525100 525200 525300 525400 525500 525600 525700 525800 525900 526000 526100 526200 526300
3 3
N n
Map Scale: 1:6,360 if printed on A landscape (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
8
O
N
35° 4' 50" N

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
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: Mecklenburg County, North Carolina
Survey Area Data: Version 13, Dec 16, 2013
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—Mar 2,
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: Mecklenburg County, North Carolina
Survey Area Data: Version 13, Dec 16, 2013
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—Mar 2,
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
Mecklenburg County, North Carolina (NC119)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
CeB2
Cecil sandy clay loam, 2 to 8
71.2
69.6%
percent slopes, moderately
eroded
CeD2
Cecil sandy clay loam, 8 to 15
14.9
14.6%
percent slopes, moderately
eroded
EnD
Enon sandy loam, 8 to 15
2.9
2.9%
percent slopes
HeB
Helena sandy loam, 2 to 8
10.7
10.5%
percent slopes
2.6
W
Water
2.5%
Totals for Area of Interest
102.3
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
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
10

Custom Soil Resource Report
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.
Some surveys include miscellaneous areas. Such areas have little or no soil material
and support little or no vegetation. Rock outcrop is an example.
11

Custom Soil Resource Report
Mecklenburg County, North Carolina
CeB2—Cecil sandy clay loam, 2 to 8 percent slopes, moderately eroded
Map Unit Setting
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
Map Unit Composition
Cecil, moderately eroded, and similar soils: 88 percent
Minor components: 12 percent
Description of Cecil, Moderately Eroded
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 granite and gneiss and/or schist
Typical profile
Ap - 0 to 6 inches: sandy clay loam
Bt - 6 to 40 inches: clay
BC - 40 to 48 inches: clay loam
C - 48 to 80 inches: loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
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: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 7.4 inches)
Interpretive groups
Farmland classification: All areas are prime farmland
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Minor Components
Madison, moderately eroded
Percent of map unit: 8 percent
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
12

Custom Soil Resource Report
Vance, moderately eroded
Percent of map unit: 4 percent
Landform: I nterfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
CeD2—Cecil sandy clay loam, 8 to 15 percent slopes, moderately eroded
Map Unit Setting
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
Map Unit Composition
Cecil, moderately eroded, and similar soils: 92 percent
Minor components: 8 percent
Description of Cecil, Moderately Eroded
Setting
Landform: I nterfluves
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap - 0 to 6 inches: sandy clay loam
Bt - 6 to 40 inches: clay
BC - 40 to 55 inches: clay loam
C - 55 to 80 inches: sandy loam
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
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: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.3 inches)
Interpretive groups
Farmland classification: Farmland of statewide importance
Land capability classification (irrigated): None specified
13

Custom Soil Resource Report
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Minor Components
Madison, moderately eroded
Percent of map unit: 5 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Wedowee
Percent of map unit: 3 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
EnD—Enon sandy loam, 8 to 15 percent slopes
Map Unit Setting
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
Map Unit Composition
Enon and similar soils: 85 percent
Description of Enon
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: Saprolite derived from diorite and/or gabbro and/or diabase and/or
gneiss
Typical profile
Ap - 0 to 7 inches: fine sandy loam
BA - 7 to 10 inches: sandy clay loam
Bt - 10 to 27 inches: clay
BC - 27 to 33 inches: clay loam
C - 33 to 80 inches: loam
14

Custom Soil Resource Report
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to
moderately high (0.06 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: Moderate (about 8.3 inches)
Interpretive groups
Farmland classification: Farmland of statewide importance
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
HeB—Helena sandy loam, 2 to 8 percent slopes
Map Unit Setting
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
Map Unit Composition
Helena and similar soils: 90 percent
Minor components: 8 percent
Description of Helena
Setting
Landform: Ridges
Landform position (two-dimensional): Summit, footslope
Down-slope shape: Concave
Across -slope shape: Concave
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap - 0 to 8 inches: sandy loam
E - 8 to 12 inches: sandy loam
Bt - 12 to 39 inches: clay
BC - 39 to 46 inches: clay loam
C - 46 to 80 inches: coarse sandy loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Moderately well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table: About 18 to 30 inches
15

Custom Soil Resource Report
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 7.6 inches)
Interpretive groups
Farmland classification: All areas are prime farmland
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: D
Minor Components
Vance
Percent of map unit: 5 percent
Landform: I nterfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
Wedowee
Percent of map unit: 3 percent
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
Worsham, undrained
Percent of map unit: 0 percent
Landform: Depressions
Landform position (two-dimensional): Footslope
Down-slope shape: Concave
Across -slope shape: Concave
W—Water
Map Unit Composition
Water: 100 percent
Description of Water
Interpretive groups
Farmland classification: Not prime farmland
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8w
16

References
American Association of State Highway and Transportation Officials (AASHTO). 2004.
Standard specifications for transportation materials and methods of sampling and
testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service
FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils
in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S.
Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/nres/
detail/national/soils/?cid=nres142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making
and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service,
U.S. Department of Agriculture Handbook 436. http://www.nres.usda.gov/wps/portal/
nres/detail/national/soils/?cid=nres142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://www.nres.usda.gov/wps/
portal/nres/detail/national/soils/?cid=nres142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/
home/?cid=nres142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
17

Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430 -VI. http://www.nres.usda.gov/wps/portal/
nres/detail/soils/scientists/?cid=nres142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States, the
Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296.
http://www.nres. usda.gov/wps/portal/nres/detail/national/soils/?
cid=nres142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl42p2_052290.pdf
18

F-1129421 DOM
Water Quality Orifice Calculations
Channel Protection Volume Orifice Calculations
City of Charlotte Post Construction Controls/Detention Worksheet

Pond 1
Water Quality Volume Computation Subarea 001:
I = 8.798ac/1 4.35 ac = 61.3% (Subarea 001 Impervious area to SWM Basin)
Rv = 0.05 + 0.009(1) = 0.05 + 0.009(61.3) = 0.602
WQv = 1.0*Rv*A/1 2 = 1.0 * 0.602 * 14.35/12 =0.720 ac -ft (31,343 cf)
WQv = 1.0*Rv = 1.0 * 0.602 = 0.60 inches
Modified CN (Subarea 001) = 1000/(10 + 5P +1 OWQv — 10(WQv^2 + 1.25WQvP)^0.5)
= 1000/(10 + 5(1) + 10(0.60) — 10 (0.60"2 + 1.25* 0.60 * 1)"0.5) = 96
Static WQv elevation = 726.19 feet
Modified CN Routed WQv elevation = 726.20 feet

Pond 1
Channel Protection Volume Computation:
Maximum Soil Retention (S) = 1000/CN-10 = 1000/84-10 = 1.90 inches
Total runoff for 1 yr, 24 hour (Qd) _ (P -0.25)^2/(P+0.85) _ (2.58-0.2*1.90)112/(2.58 +0.8*1.90)
= 1.18 inches
Compute watershed runoff (CPv) = Qd *A*(1 /12) = 1.18*14.35*(1 /12) = 1.411 acre-feet
Stage -Storage CPv elevation = 727.23 feet
CPv 1 -year elevation routed = 726.90 feet
Release Rates for WQv and CPv:
WQv Release Rate = (0.720 ac -ft * 43,560 sf/acre)/(99 hrs*3,600 sec/hr) = 0.088 cfs
CPv Release Rate = (1.411 ac -ft *43,560 sf/acre)/(36 hrs * 3,600 sec/hr) = 0.474 cfs
WQv Orifice Computation:
Average extended detention release rate = (0.720 ac -ft * 43,560 sf/ac)/(99 hr * 3,600 sec/hr)
= 0.088 cfs
Average Head = (726.19 — 725.00)/2 = 0.595 ft
Orifice equation (Q) = CA(2gh)^0.5
Solve for A = 0.088/0.6(2*32.2*0.595)^0.5) = 0.024 sf
A = 3.14*d^2/4, d = 0.173 ft = 2.08 inches
CPv Orifice Computation:
Average extended detention release rate = (1.411 ac -ft * 43,560 sf/ac)/(36 hr * 3,600 sec/hr)
= 0.474 cfs
Average Head = (727.23 — 725.00)/2 = 1.115 ft
Orifice equation (Q) = CA(2gh)^0.5
Solve for A = 0.474/(0.6(2*32.2*1.1 15)^0.5) = 0.093 sf
CPv Orifice (A) = 3.14*d^2/4, d = 0.341 ft = 4.14 inches

Pond 2
Water Quality Volume Computation:
I = 4.627ac/8.12 ac = 57.0% (Impervious area to SWM Basin)
Rv = 0.05 + 0.009(1) = 0.05 + 0.009(57.0) = 0.563
WQv = 1.0*Rv*A/12 = 1.0 * 0.563* 8.12/12 =0.381 ac -ft (16,595 cf)
WQv = 1.0*Rv = 1.0 * 0.563 = 0.56 inches
Modified CN = 1000/(10 + 5P +1OWQv - 10(WQv"2 + 1.25WQvP)"0.5)
= 1000/(10 + 5(1) + 10(0.56) - 10 (0.56"2 + 1.25* 0.56 *1)"0.5) = 95
Static WQv elevation = 746.70 feet
Modified CN Routed WQv elevation = 746.68 feet
Water Quality Volume Computation Subarea 002:
I = 3.05ac/5.61 ac = 54.4% (Subarea 002 Impervious area to SWM Basin)
Rv = 0.05 + 0.009(1) = 0.05 + 0.009(54.4) = 0.540
WQv = 1.0*Rv*A/12 = 1.0 * 0.540 * 5.61/12 =0.252 ac -ft (10,997 cf)
WQv = 1.0*Rv = 1.0 * 0.540 = 0.54 inches
Modified CN (Subarea 002) = 1000/(10 + 5P +1 OWQv - 1 O(WQv"2 + 1.25WQvP)"0.5)
= 1000/(10 + 5(1) + 10(0.54) - 10 (0.54"2 + 1.25* 0.54 *1)"0.5) = 95
= 1000/(20.4) - 10 (0.54"2 + 1.25* 0.54 *1)"0.5) = 95
Water Quality Volume Computation Subarea 003:
I = 1.577ac/2.51 ac = 62.8% (Subarea 003 Impervious area to SWM Basin)
Rv = 0.05 + 0.009(1) = 0.05 + 0.009(62.8) = 0.615
WQv = 1.0*Rv*A/12 = 1.0 * 0.615 * 2.51/12 =0.129 ac -ft (5,603 cf)
WQv = 1.0*Rv = 1.0 * 0.615 = 0.62 inches
Modified CN (Subarea 003) = 1000/(10 + 5P +1 OWQv - 10(WQv"2 + 1.25WQvP)"0.5)
= 1000/(10 + 5(1) + 10(0.62) - 10 (0.62"2 + 1.25* 0.62 *1)"0.5) = 95

Pond 2
Channel Protection Volume Computation:
Maximum Soil Retention (S) = 1000/CN-10 = 1000/83-10 = 2.05 inches
Total runoff for 1 yr, 24 hour (Qd) _ (P -0.25)^2/(P+0.85) _ (2.58-0.2*2.05)112/(2.58 +0.8*2.05)
= 1.12 inches
Compute watershed runoff (CPv) = Qd *A*(1 /12) = 1.12*8.12*(1 /12) = 0.758 acre-feet
Stage -Storage CPv elevation = 747.70 feet
CPv 1 -year elevation routed = 747.53 feet
Release Rates for WQv and CPv:
WQv Release Rate = (0.381 ac -ft * 43,560 sf/acre)/(99 hrs*3,600 sec/hr) = 0.047 cfs
CPv Release Rate = (0.758 ac -ft *43,560 sf/acre)/(36 hrs * 3,600 sec/hr) = 0.255 cfs
WQv Orifice Computation:
Average extended detention release rate = (0.381 ac -ft * 43,560 sf/ac)/(99 hr * 3,600 sec/hr)
= 0.047 cfs
Average Head = (746.70 — 745.50)/2 = 0.600 ft
Orifice equation (Q) = CA(2gh)^0.5
Solve for A = 0.047/0.6(2*32.2*0.600)"0.5) = 0.013 sf
A = 3.14*d^2/4, d = 0.127 ft = 1.52 inches
CPv Orifice Computation:
Average extended detention release rate = (0.758 ac -ft * 43,560 sf/ac)/(36 hr * 3,600 sec/hr)
= 0.255 cfs
Average Head = (747.70 — 745.50)/2 = 1.100 ft
Orifice equation (Q) = CA(2gh)^0.5
Solve for A = 0.255/(0.6(2*32.2*1.100)^0.5) = 0.050 sf
CPv Orifice (A) = 3.14*d^2/4, d = 0.252 ft = 3.02 inches

Pond 3
Water Quality Volume Computation:
I = 18.985ac/62.81 ac = 30.2% (Impervious area to SWM Basin)
Rv = 0.05 + 0.009(1) = 0.05 + 0.009(30.2) = 0.322
WQv = 1.0*Rv*A/12 = 1.0 * 0.322* 62.81/12 =1.685 ac -ft (73,416 cf)
WQv = 1.0*Rv = 1.0 * 0.322 = 0.32 inches
Modified CN = 1000/(10 + 5P +11 OWQv - 10(WQv^2 + 1.25WQvP)^0.5)
= 1000/(10 + 5(1) + 10(0.32) - 10 (0.32^2 + 1.25* 0.32*1)^0.5) = 90
Static WQv elevation = 716.37 feet
Modified CN Routed WQv elevation = 716.33 feet
Water Quality Volume Computation Subarea 004:
I = 16.49ac/26.77 ac = 61.6% (Subarea 004 Impervious area to SWM Basin)
Rv = 0.05 + 0.009(1) = 0.05 + 0.009(61.6) = 0.604
WQv = 1.0*Rv*A/12 = 1.0 * 0.604 * 26.77/12 =1.348 ac -ft (58,733 cf)
WQv = 1.0*Rv = 1.0 * 0.604 = 0.60 inches
Modified CN (Subarea 003) = 1000/(10 + 5P +1 OWQv - 10(WQv^2 + 1.25WQvP)^0.5)
= 1000/(10 + 5(1) + 10(0.60) - 10 (0.60^2 + 1.25* 0.60 *1)^0.5) = 96
Water Quality Volume Computation Offsite 001:
I = 0.57ac/7.02 ac = 8.1 % (Offsite 001 Impervious area to SWM Basin)
Rv=0.05+0.009(1)=0.05+0.009(8.1)=0.123
WQv = 1.0*Rv*A/12 = 1.0 * 0.123 * 7.02/12 =0.072 ac -ft (3,134 cf)
WQv = 1.0*Rv = 1.0 * 0.123 = 0.12 inches
Modified CN (Offsite 001) = 1000/(10 + 5P +1 OWQv - 10(WQv^2 + 1.25WQvP)^0.5)
= 1000/(10 + 5(1) + 10(0.12) - 10 (0.12^2 + 1.25* 0.12 *1)^0.5) = 82

Water Quality Volume Computation Offsite 002:
I = 0.02ac/0.59 ac = 3.3% (Offsite 002 Impervious area to SWM Basin)
Rv = 0.05 + 0.009(1) = 0.05 + 0.009(3.3) = 0.080
WQv = 1.0*Rv*A/12 = 1.0 * 0.080 * 0.59/12 =0.004 ac -ft (171 cf)
WQv = 1.0*Rv = 1.0 * 0.080 = 0.08 inches
Modified CN (Offsite 002) = 1000/(10 + 5P +1 OWQv - 10(WQv^2 + 1.25WQvP)^0.5)
= 1000/(10 + 5(1) + 10(0.08) - 10 (0.08^2 + 1.25* 0.08 *1)^0.5) = 80
Water Quality Volume Computation Offsite 003:
I = 0.575ac/2.30 ac = 25.0% (Offsite 003 Impervious area to SWM Basin)
Rv = 0.05 + 0.009(1) = 0.05 + 0.009(25.0) = 0.275
WQv = 1.0*Rv*A/12 = 1.0 * 0.275 * 2.30/12 =0.053 ac -ft (2,296 cf)
WQv = 1.0*Rv = 1.0 * 0.275 = 0.28 inches
Modified CN (Offsite 003) = 1000/(10 + 5P +1 OWQv - 10(WQv^2 + 1.25WQvP)^0.5)
= 1000/(10 + 5(1) + 10(0.28) - 10 (0.28"2 + 1.25* 0.28 *1)"0.5) = 89
Water Quality Volume Computation Offsite 004:
1 = 1.33ac/26.13 ac = 5.1 % (Offsite 004 Impervious area to SWM Basin)
Rv = 0.05 + 0.009(1) = 0.05 + 0.009(5.1) = 0.096
WQv = 1.0*Rv*A/12 = 1.0 * 0.096 * 26.13/12 =0.209 ac -ft (9,106 cf)
WQv = 1.0*Rv = 1.0 * 0.096 = 0.10 inches
Modified CN (Offsite 004) = 1000/(10 + 5P +1 OWQv - 10(WQv"2 + 1.25WQvP)AO .5)
= 1000/(10 + 5(1) + 10(0.10) - 10 (0.10"2 + 1.25* 0.10 *1)"0.5) = 81

Pond 3
Channel Protection Volume Computation:
Maximum Soil Retention (S) = 1000/CN-10 = 1000/73-10 = 3.70 inches
Total runoff for 1 yr, 24 hour (Qd) _ (P -0.25)^2/(P+0.85) _ (2.58-0.2*3.70)112/(2.58 +0.8*3.70)
= 0.61 inches
Compute watershed runoff (CPv) = Qd *A*(1 /12) = 0.61 *62.81 *(1 /12) = 3.193 acre-feet
Stage -Storage CPv elevation = 717.47 feet
CPv 1 -year elevation routed = 717.05 feet
Release Rates for WQv and CPv:
WQv Release Rate = (1.685 ac -ft * 43,560 sf/acre)/(99 hrs*3,600 sec/hr) = 0.206 cfs
CPv Release Rate = (3.193 ac -ft *43,560 sf/acre)/(36 hrs * 3,600 sec/hr) = 1.073 cfs
WQv Orifice Computation:
Average extended detention release rate = (1.685 ac -ft * 43,560 sf/ac)/(99 hr * 3,600 sec/hr)
= 0.206 cfs
Average Head = (716.37 — 715.00)/2 = 0.685 ft
Orifice equation (Q) = CA(2gh)^0.5
Solve for A = 0.206/0.6(2*32.2*0.685)"0.5) = 0.052 sf
A = 3.14*d^2/4, d = 0.257 ft = 3.08 inches
CPv Orifice Computation:
Average extended detention release rate = (3.193 ac -ft * 43,560 sf/ac)/(36 hr * 3,600 sec/hr)
= 1.073 cfs
Average Head = (717.47 — 715.00)/2 = 1.235 ft
Orifice equation (Q) = CA(2gh)^0.5
Solve for A= 1.073/(0.6(2*32.2*1.235)"0.5) = 0.200 sf
CPv Orifice (A) = 3.14*d^2/4, d = 0.505 ft = 6.07 inches

City of Charlotte
Land Development Division
Post Construction Controls / Detention Worksheet
The following sections help to provide information on volume and peak controls for the site. Attach BMP Inset
tables and Design Procedure Forms for each BMP to show that each is sized appropriately per the design
requirements.
Project Description: Attach brief explanation of detention plans and any assumptions if necessary.
Stormwater Management and Water Quality will be provided through three wet detention basins as part of the existing
Marketing Center and the Erickson Living Retirement Community campus. The basins will be sized to receive runoff
from the Marketing Center, the retirement community campus, as well as offsite areas surrounding the development. See
plan sheets 21.201 and 21.300 for the layout of the storm sewer conveyance system and stormwater management basin
and sheet 21.410 for details for the outlet structure for the Phase I basin (Pond 3).
PRE -DEVELOPED 001: PRE -DEVELOPED SUMMARY
Basin area: 10.46 ac. (Delineated on attached drainage area map)
Time of Concentration, Tcpre: 14 min. (Based on the SCS Method) (Tc path shown on
attached map) Reference 3.9.6 of the Charlotte -Mecklenburg Storm Water Design Manual — SCS Travel Time.
Curve Number, Cnpre: 58
PRE -DEVELOPED 002: PRE -DEVELOPED SUMMARY
Basin area: 5.69 ac. (Delineated on attached drainage area map)
Time of Concentration, Tcpre: 16 min. (Based on the SCS Method) (Tc path shown on
attached map) Reference 3.9.6 of the Charlotte -Mecklenburg Storm Water Design Manual — SCS Travel Time.
Curve Number, Cnpre: 57
PRE -DEVELOPED 003: PRE -DEVELOPED SUMMARY
Basin area: 33.10 ac. (Delineated on attached drainage area map)
Time of Concentration, Tcpre: 20 min. (Based on the SCS Method) (Tc path shown on
attached map) Reference 3.9.6 of the Charlotte -Mecklenburg Storm Water Design Manual — SCS Travel Time.
Curve Number, Cnpre: 58
SUBAREA 001: POST -DEVELOPED SUMMARY
Basin area: 14.35 ac. (Delineated on attached drainage area map)
Time of Concentration, Tcpost: 5.9 min. (Based on the SCS Method)
Reference 3.9.6 of the Charlotte -Mecklenburg Storm Water Design Manual — SCS Travel Time.
Runoff Coefficient, Rv- 0.57 Water Quality Volume, WQv (ac -ft)- 0.720
Curve Number, Cnpost: 84 Curve Number, CNpost(modified)- 96
Channel Protection Volume, CPv (ac -ft) - _1.411_ CPv Release Rate (cfs) _0.30 (Pond 11
SUBAREA 002: POST -DEVELOPED SUMMARY
Basin area: 5.61 ac. (Delineated on attached drainage area map)
Time of Concentration, Tcpost: 5.0 min. (Based on the SCS Method)
Reference 3.9.6 of the Charlotte -Mecklenburg Storm Water Design Manual — SCS Travel Time.
Runoff Coefficient, Rv-
0.52
Curve Number, Cnpost: 81
Channel Protection Volume, CPv (ac -ft) - _0.467_
Revised: October 2010
Water Quality Volume, WQv (ac -ft)- 0.252
Curve Number, CNpost(modified)- 95
CPv Release Rate (cfs) 0.02 Pond 2
Page 1 of 10

SUBAREA 003: POST -DEVELOPED SUMMARY
Basin area: 2.51 ac. (Delineated on attached drainage area map)
Time of Concentration, Tcpost: 5.0 min. (Based on the SCS Method)
Reference 3.9.6 of the Charlotte -Mecklenburg Storm Water Design Manual — SCS Travel Time.
Runoff Coefficient, Rv- 0.57 Water Quality Volume, WQv (ac -ft)- 0.129
Curve Number, Cnpost: 84 Curve Number, CNpost(modified)-95
Channel Protection Volume, CPv (ac -ft) - _0.246_ CPv Release Rate (cfs) .. 9.02 (Pond 2)
SUBAREA 004: POST -DEVELOPED SUMMARY
Basin area: 26.77 ac. (Delineated on attached drainage area map)
Time of Concentration, Tcpost: 7.6 min. (Based on the SCS Method)
Reference 3.9.6 of the Charlotte -Mecklenburg Storm Water Design Manual — SCS Travel Time.
Runoff Coefficient, Rv- 0.57 Water Quality Volume, WQv (ac -ft)- 1.350
Curve Number, Cnpost: 84 Curve Number, CNpost(modified)- 96
Channel Protection Volume, CPv (ac -ft) - _2.629_ CPv Release Rate (cfs) 0.78 Pond 3
OFFSITE 001: POST -DEVELOPED SUMMARY
Basin area: 7.02 ac. (Delineated on attached drainage area map)
Time of Concentration, Tcpost: 18.1 min. (Based on the SCS Method) (Tc path shown on
attached map) Reference 3.9.6 of the Charlotte -Mecklenburg Storm Water Design Manual — SCS Travel Time.
Runoff Coefficient, Rv- 0.20 Water Quality Volume, WQv (ac -ft)- 0.072
Curve Number, Cnpost: 64 Curve Number, CNpost(modified)- 82
Channel Protection Volume, CPv (ac -ft) - _0.215_ CPv Release Rate (cfs) 0.78 Pond 3
OFFSITE 002: POST -DEVELOPED SUMMARY
Basin area: 0.59 ac. (Delineated on attached drainage area map)
Time of Concentration, Tcpost: 14.6 min. (Based on the SCS Method) (Tc path shown on
attached map) Reference 3.9.6 of the Charlotte -Mecklenburg Storm Water Design Manual — SCS Travel Time.
Runoff Coefficient, Rv- 0.17 Water Quality Volume, WQv (ac -ft)- 0.004
Curve Number, Cnpost: 62 Curve Number, CNpost(modified)- 80
Channel Protection Volume, CPv (ac -ft) - _0.012_ CPv Release Rate (cfs) 0.78 Pond 3
OFFSITE 003: POST -DEVELOPED SUMMARY
Basin area: 2.30 ac. (Delineated on attached drainage area map)
Time of Concentration, Tcpost: 23.1 min. (Based on the SCS Method) (Tc path shown on
attached map) Reference 3.9.6 of the Charlotte -Mecklenburg Storm Water Design Manual — SCS Travel Time.
Runoff Coefficient, Rv- 0.29 Water Quality Volume, WQv (ac -ft)- 0.053
Curve Number, Cnpost: 70 Curve Number, CNpost(modified)- 89
Channel Protection Volume, CPv (ac -ft) - _0.095_ CPv Release Rate (cfs) 0.78 Pond 3
OFFSITE 004: POST -DEVELOPED SUMMARY
Basin area: 26.13 ac. (Delineated on attached drainage area map)
Time of Concentration, Tcpost: 24.0 min. (Based on the SCS Method) (Tc path shown on
attached map) Reference 3.9.6 of the Charlotte -Mecklenburg Storm Water Design Manual — SCS Travel Time.
Runoff Coefficient, Rv- 0.22 Water Quality Volume, WQv (ac -ft)- 0.209
Curve Number, Cnpost: 65 Curve Number, CNpost(modified)- 81
Channel Protection Volume, CPv (ac -ft) - _0.651_ CPv Release Rate (cfs) 0.78 Pond 3
Revised: October 2010
Page 2 of 10

DETENTION SUMMARY
Computer Method Used*: HydroCAD 10.00
*Land Development Plan Review Staff will verify all detention submittals using HEC -1 for compliance with the City of Charlotte Zoning Ordinance,
Section 12.6. This summary is to accompany all detention analysis and is not intended to replace that requirement.
POND 1
POND 2
Pre (cfs)
Post (cfs)
Routed (cfs)
Elevation (Comments)
1"
N/A
3.91
0.05
725.30
1 yr.
0.53
30.34
0.30
726.90
2 yr.
0.58
30.07
0.20
726.77
10 yr.
6.90
60.17
4.60
728.08
25 yr.
12.60
85.22
10.30
728.30
50 yr.
17.59
100.01
12.69
728.67
100 yr.
21.81
111.56
13.54
729.03
POND 2
POND 3
Pre (cfs)
Post (cfs)
Routed (cfs)
Elevation (Comments)
1"
N/A
1.51
0.01
745.78
1 yr.
0.18
15.89
0.02
747.53
2 yr.
0.24
15.49
0.02
747.19
10 yr.
3.19
32.42
0.09
748.99
25 yr.
5.91
46.74
0.14
749.77
50 yr.
8.36
55.26
0.17
750.39
100 yr.
10.44
61.95
0.19
750.86
POND 3
Note- 2 -year storm is required only for sites required detention per Chapter 12 of the zoning ordinance. If a downstream
analysis has been performed, submit complete justification for the results
Revised: October 2010
Page 3 of 10
Pre (cfs)
Post (cfs)
Routed (cfs)
Elevation (Comments)
1"
N/A
6.75
0.14
715.27
1 yr.
8.41
54.55
1.09
717.05
2 yr.
8.15
52.92
1.04
717.99
10 yr.
53.82
117.14
15.89
718.62
25 yr.
89.31
169.45
46.72
719.01
50 yr.
120.18
204.83
79.68
719.29
100 yr.
145.68
233.16
107.35
719.49
Note- 2 -year storm is required only for sites required detention per Chapter 12 of the zoning ordinance. If a downstream
analysis has been performed, submit complete justification for the results
Revised: October 2010
Page 3 of 10

PRE -DEVELOPED SUB -BASIN CALCULATIONS:
Sub -basin Name/Level: Pre -Developed 001 (Coordinate with attached drainage area map)
Type of Flow
Travel Length (ft.)
Slope (%)
Mannings (n)
Time (min.)
Sheet Paved
100
3.00%
0.011
1.0
Shallow Cone. Grass
552
4.30%
Woods
6.3
Shallow Cone. Wooded
354
3.09%
4.32
6.7
TOTAL
N/A
N/A
N/A
Te Pre =14.0
Acreage
Land Use
Soil Type
Hydrologic Group
CN
Weighted CN
(Acreage/Total Area) x (CN)
4.65
Meadow
Cecil sandy clay loam
B
58
25.78
1.49
Woods
I Enon sandy loam
C
70
9.97
4.32
Woods
Cecil sandy clay loam
B
55
22.72
10.46
CNPre = 58.47
Sub -basin Name/Level: Pre -Developed 002 (Coordinate with attached drainage area map)
Type of Flow
Travel Length (ft.)
Slope (%)
Mannings (n)
Time (min.)
Sheet Unpaved
100
4.00%
0.24
11.0
Shallow Conc. Grass
484
5.23%
Woods
5.0
TOTAL
N/A
N/A
N/A
Te pre= 16.0
Acreage
Land Use
Soil Type
Hydrologic Group
CN
Weighted CN
(Acreage/Total Area) x (CN)
2.845
Meadow
Cecil sandy clay loam
B
58
29.00
2.845
Woods
Cecil sandy clay loam
B
55
27.50
5.69
CNPre = 56.50
Sub -basin Name/Level: Pre -Developed 003 (Coordinate with attached drainage area map)
Type of Flow
Travel Length (ft.)
Slope (%)
Mannings (n)
Time (min.)
Sheet Unpaved
100
5.00%
0.24
10.0
Shallow Conc. Grass
585
3.75%
Meadow
5.1
Shallow Cone. Grassed waterway)
585
1.79%
11.87
4.9
TOTAL
N/A
N/A
N/A
Te pre = 20.0
Acreage
Land Use
Soil Type
Hydrologic Group
CN
Weighted CN
(Acreage/Total Area) x (CN)
17.89
Woods
Cecil sandy clay loam
B
55
29.73
3.34
Meadow
Helena sandy loam
C
71
7.16
11.87
Meadow
Cecil sandy clay loam
B
58
20.80
33.10
CNPre = 57.69
Revised: October 2010
Page 4 of 10

POST -DEVELOPED SUB -BASIN CALCULATIONS:
Sub -basin Name/Level: Subarea 001 (Coordinate with attached drainage area map)
Type of Flow
Travel Length (ft.)
Slope (%)
Mannings (n)
Time (min.)
Pipe
1,247
Water Surface
Cecil sandy clay loam
5.9
TOTAL
N/A
N/A
N/A
Tc post =5.9
Acreage
Land Use
Soil Type
Hydrologic Group
CN
Weighted CN
(Acreage/Total Area) x (CN)
0.482
Water Surface
Cecil sandy clay loam
B
98
3.29
8.316
Impervious
Enon sandy loam
C
98
57.79
5.552
Open Space
Cecil sandy clay loam
B
61
23.60
14.35
CNPost= 84.68
Sub -basin Name/Level: Subarea 002 (Coordinate with attached drainage area map)
Type of Flow
Travel Length (ft.)
Slope (%)
Mannings (n)
Time (min.)
Minimum Tc
3.05
Impervious
Cecil sandy clay loam
5.0
TOTAL
N/A
N/A
N/A
Tc post =5.0
Acreage
Land Use
Soil Type
Hydrologic Group
CN
Weighted CN
(Acreage/Total Area) x (CN)
3.05
Impervious
Cecil sandy clay loam
B
98
53.28
2.56
Open Space
I Cecil sandy clay loam
I B
1 61
1 27.84
5.61
CNPost= 81.12
Sub -basin Name/Level: _Subarea 003 (Coordinate with attached drainage area map)
Type of Flow
Travel Length (ft.)
Slope (%)
Mannings (n)
Time (min.)
Minimum Tc
1.32
Impervious
Helena sandy loam
5.0
TOTAL
N/A
N/A
N/A
Te post =5.0
Acreage
Land Use
Soil Type
Hydrologic Group
CN
Weighted CN
(Acreage/Total Area) x (CN)
1.32
Impervious
Helena sandy loam
C
98
51.54
0.933
Open Space
I Cecil sandy clay loam
I B
61
22.67
0.257
Water Surface
Cecil sandy clay loam
B
98
10.03
2.51
CNPost= 84.24
Revised: October 2010
Page 5 of 10

Sub -basin Name/Level: _Subarea 004 (Coordinate with attached drainage area map)
Type of Flow
Travel Length (ft.)
Slope (%)
Mannings (n)
Time (min.)
Pipe
1,597
Impervious
Cecil sandy clay loam
7.6
TOTAL
N/A
N/A
N/A
Tc post= 7.6
Acreage
Land Use
Soil Type
Hydrologic Group
CN
Weighted CN
(Acreage/Total Area) x (CN)
15.36
Impervious
Cecil sandy clay loam
B
98
56.23
1.13
Water Surface
Helena sandy loam
C
98
4.14
10.28
Open Space
Cecil sandy clay loam
B
61
23.42
26.77
CNrest= 83.79
Sub -basin Name/Level: _Offsite 001 (Coordinate with attached drainage area map)
Type of Flow
Travel Length (ft.)
Slope (%)
Mannings (n)
Time (min.)
Sheet Unpaved
100
2.50%
0.24
13.2
Shallow Cone. (Unpaved)
462
4.98%
Open Space
4.9
TOTAL
N/A
N/A
N/A
Tc post =18.1
Acreage
Land Use
Soil Type
Hydrologic Group
CN
Weighted CN
(Acreage/Total Area) x (CN)
0.57
Impervious
Cecil sandy clay loam
B
98
7.96
6.45
Open Space
I Cecil sandy clay loam
I B
61
1 56.05
7.02
CNrost= 64.01
Sub -basin Name/Level: _Offsite 002 (Coordinate with attached drainage area map)
Type of Flow
Travel Length (ft.)
Slope (%)
Mannings (n)
Time (min.)
Sheet Unpaved
100
2.50%
0.24
13.2
Shallow Cone. Grass
123
4.47%
Impervious
1.4
TOTAL
N/A
N/A
N/A
Te post =14.6
Acreage
Land Use
Soil Type
Hydrologic Group
CN
Weighted CN
(Acreage/Total Area) x (CN)
0.57
Open Space
Cecil sandy clay loam
B
61
58.93
0.02
Impervious
Cecil sandy clay loam
B
98
3.32
0.59
CNpost = 62.25
Revised: October 2010
Page 6 of 10

Sub -basin Name/Level: _Offsite 003 (Coordinate with attached drainage area map)
Type of Flow
Travel Length (ft.)
Slope (%)
Mannings (n)
Time (min.)
Sheet Unpaved
100
1.00%
0.24
19.1
Shallow Cone. Grass
315
3.43%
CNpost= 70.00
4.0
TOTAL
N/A
N/A
N/A
Tc post =23.1
Acreage
Land Use
Soil Type
Hydrologic Group
CN
Weighted CN
(Acreage/Total Area) x (CN)
2.30
1/2 -acre Residential
Cecil sandy clay loam
B
70
70.00
2.30
CNpost= 70.00
Sub -basin Name/Level: Offsite 004 (Coordinate with attached drainage area map)
Type of Flow
Travel Length (ft.)
Slope (%)
Mannings (n)
4
Time (min.)
Sheet Unpaved
100
4.00%
0.24
11.0
Shallow Cone. Grass
730
3.04%
Impervious
10.0
TOTAL
N/A
N/A
N/A
Tc post =21.0
Acreage
Land Use
Soil Type
Hydrologic Group
CN
Weighted CN
(Acreage/Total Area) x (CN)
0.88
Water Surface
Helena sandy loam
C
98
3.30
0.45
Impervious
Cecil sandy clay loam
B
98
1.69
3.76
Open Space
Helena sandy loam
C
74
10.65
21.04
Open Space
Cecil sandy clay loam
B
61
49.12
26.13
CNpost= 64.76
POND 1 STORAGE / DISCHARGE CALCULATIONS
Elevation
Under round *
Above Ground
Total Acc. Volume
Acc. Volume for all
Structures c
Area
acres
Inc. Volume (ac-
ft
Acc. Volume
ac -ft
(ac -ft)
725.0
0.570
0
0
0
726.0
0.630
0.600
0.600
0.600
727.0
0.680
0.655
1.255
1.255
728.0
0.740
0.710
1.965
1.965
729.0
0.800
0.770
2.735
2.735
730.0
0.860
0.830
3.565
3.565
Revised: October 2010
Page 7 of 10

POND 2 STORAGE / DISCHARGE CALCULATIONS
Elevation
Underground *
Above Ground
Total Acc. Volume
Acc. Volume for all
Structures c
Area
acres
Inc. Volume (ac-
ft
Acc. Volume
ac -ft
(ac -ft)
745.5
0.257
0
0
0
746.0
0.326
0.146
0.146
0.146
747.0
0.370
0.348
0.494
0.494
748.0
0.411
0.390
0.884
0.884
749.0
0.455
0.433
1.317
1.317
750.0
0.500
0.478
1.795
1.795
751.0
0.557
0.528
2.323
2.323
752.0
0.600
0.579
2.902
2.902
POND 3 STORAGE / DISCHARGE CALCULATIONS
Elevation
Underground *
Above Ground
Total Acc. Volume
Acc. Volume for all
Structures c
Area
acres
Inc. Volume (ac-
ft
Acc. Volume
ac -ft
(ac -ft)
715.0
1.130
0
0
0
716.0
1.330
1.21
1.210
1.210
717.0
1.425
1.33
2.540
2.540
718.0
1.525
1.43
3.965
3.965
719.0
1.610
1.53
5.490
5.490
720.0
1.690
1.61
7.100
7.100
*(If applicable) Complete Underground Storage Volume Table
Revised: October 2010
Page 8 of 10

POND 1
Elevation /
Orifice 1
Orifice 2
Grate 1
Outlet
Emergency
Total Q
Stage
2.0 In.
4.0 In.
Ft.
Control Pipe
Spillway
(cfs)
(ft)
725.001nv.
726.60Inv.
728.00 Inv.
Dia.
(Free flow out of
Area
Area
CW--
_18
100 Length
Pond)
Co= 0.6
Cc= 0.60
745.50 Inv.
20 Ft.
_725.00_Inv.
Co=0.013
729.50 Inv.
Cw= 2.68
725.0
0
0
0
0
0
0
726.0
0.10
0
0
3.37
0
0.10
727.0
0.15
0.20
0
7.77
0
0.3.5
728.0
0.18
0.47
0
10.99
0
0.65
729.0
0.21
0.63
17.65
13.46
0
13.46
730.0
0.23
0.76
24.97
15.55
18.38
33.93
POND 2
Elevation /
Orifice 1
Orifice 2
Grate 1
Outlet
Emergency
Total Q
Stage
0.75 In.
2.0 In.
Ft.
Control Pipe
Spillway
(cfs)
(ft)
745.50Inv.
748.50Inv.
751.40 Inv.
18 Dia.
(Free flow out of
Area
Area
Cw=
129.6Length
Pond)
Co= 0.6
Co= 0.60
745.50 Inv.
20 Ft.
Co=0.013
751.6 Inv.
Cw=
745.5
0
0
0
0
0
0
746.0
0.01
0
0
0.97
0
0.01
747.0
0.02
0
0
6.32
0
0.02
748.0
0.02
0
0
9.26
0
0.02
749.0
0.02
0.07
0
11.73
0
0.09
750.0
0.03
0.13
0
13.77
0
0.16
751.0
0.03
0.16
0
15.54
0
0.19
752.0
0.03
0.19
13.68
17.13
12.65
29.78
Revised: October 2010
Page 9 of 10

POND 3
Elevation /
Orifice 1
Orifice 2
Grate 1
Outlet
Emergency
Total Q
Stage
4.0 In.
6.0 In.
Ft.
Control Pipe
Spillway
(cfs)
(ft)
715.001nv.
716.50Inv.
717.50 Inv.
Dia.
(Free flow out of
Area
Area
Cw=
_18
100- Length
pond)
Co= 0.6
Co= 0.60
F t.
_715.00 _Inv.
Co=0.013
71 Inv.
718.500
Cw= 2.68
715.0
0
0
0
0
0
0
716.0
0.38
0
0
3.37
0
0.38
717.0
0.57
0.47
0
7.771
0
1.04
718.0
0.71
1.06
12.48
10.99
0
10.99
719.0
0.82
1.42
21.62
13.46
32.17
45.63
720.0
0.92
1.70
27.91
15.55
170.39
185.94
Stage Discharge
Co= orifice coefficient: Cw = weir coefficient. Orifice Area unit shall be square feet (sf).
cmi
d�ARL01'1'E.
ENGINEERING & PROPERTY
MANAGEMENT
Land Development Division
600 East Fourth Street, Charlotte, North Carolina 28202-2844
Telephone: [phone] Fax: [phone] landpermits.charmeck.org
Revised: October 2010
Page 10 of 10

APPENDIX C:
HydroCAD Output

APPENDIX D:
Storm Sewer Calculations
Rip Rap Apron Calculations
Spread Computations

J:\20141110\Calculations\Storm\2015-10-06, Erickson Retirement Community -Phase 1A.xlsx 1 of 1 10/7/20159:11 AM
EnWineeis. SjrveyUn, ='Iurwieib, Stierilisls
10 Yr Design Storm n= 0.012
STORM SEWER COMPUTATION SHEET
Project: Erickson Retirement Community -Phase 1A Date: 10/7/15
Job No.: 2014-1110 By: JMW
Intensity Reference: Mecklenburg County NC Checked:
Revised:
Revised:
SHT
I
Strut.
Shut.
Index
Sta.
Trib
Drainage Area
Cumul. C
Cumul
CA
Time
Delta t Sum t
Min. Min.
Intensity
in/hr
Des Q
CFS
Length
ft
Dia.
In
Slope%
Vel
Cap.
Flowing
Full
Status
In
Out
TC
Remarks
I
25 YEAR HYDRAULIC GRADE LINE
25 Yr Rainfall
Intensity
Discharge
Q
Slope
%
Minor
Losses
25 Yr HGL
w/o minor losses
8
7+81.15
0.08
0.08
0.59
5.00
5.00
7.03
0.31
749.94
755.35
0.00
0.59
0.04
23.97
15
0.50%
4.1
5.0
OK
3.97 ft. cover
5.41 ft. depth
8.21
0.36
0.0027
751.70
ok
7
7+57.18
0.00
0.08
0.59
0.10
5.10
7.00
0.31
749.72
749.82
754.74
0.10 DROP
0.00
0.59
0.04
73.22
15
0.50%
4.0
4.9
OK
3.49 ft. cover
5.02 ft. depth
8.18
0.36
0.0027
751.70
ok
6
6+83.96
0.19
0.31 1
0.59
0.30
5.40
6.92
1.26
1
1
1
749.26
749.36
753.15
0.10 DROP
0.05
0.59
0.18
69.64
15
0.50%
4.0
5.0
OK
2.35 ft. cover
3.89 ft. depth
8.08
1.48
0.0443
751.70
ok
5
6+14.32
0.00
0.51
0.59
0.29
5.69
6.84
2.06
748.81
748.91
1 754.05
0.10 DROP
3.70 ft. cover
5.24 ft. depth
0.20 0.59 0.30 51.05 15 0.50% 4.0 5.0 OK
7.98 2.40 0.1172 751.67
ok
4
5+63.27
0.73
1.36
0.59
0.21
5.90
6.78
5.44
748.46
748.56
752.60
0.10 DROP
0.12
1
0.59
0.80
111.03
1 18
0.50% 1
4.6
1 8.1
OK
2.43 ft. cover
4.14 ft. depth
7.92
6.35
0.3099
751.61
ok
3
4+52.24
0.22
3.03
0.59
0.41
6.30
6.67
11.91
747.90
747.90
752.60
0.00 DROP
1.45
0.59
1.78
70.01
24
0.50%
5.5
17.4
OK
2.45 ft. cover
4.70 ft, depth
7.79
13.91
0.3202
751.26
ok
2
3+82.23
0.52
3.95
0.59
0.21
6.52
6.62
15.43
747.55
747.55
753.60
0.00 DROP
0.41
0.59
2.33
169.37
30
0.50%
6.4
31.5
OK
3.26 ft. cover
6-05 ft. depth
7.73
18.01
0.1634
751.04
ok
1
2+12.86
0.00
5.71
0.59
0.44
6.96
6.51
21.93
746.70
746.70
759.74
0.00 DROP
1.76
0.59
3.37
62.58
30
0.50%
6.4
31.5
OK
10.25 ft. cover
13.04 ft. depth
7.60
25.60
0.3302
750.76
ok
6
1+50.28
0.24
5.95
0.59 1
0.17
7.13
6.47
22.71
746.29
746.39
1 758.94
0.10 DROP
Ex. Marketing Center
0.00
0.59
3.51
116.98
30
0.50%
6.4
31.5
OK
9.76 ft. cover
12.65 ft. depth
7.55
26.51
0.3540
750.55
ok
2
0+33.30
0.60
6.55
0.59
0.30
7.43
6.40
24.71
745.60
745.71
760.00
0.11 DROP
11.50 ft. cover
14.40 ft. depth
Ex. Marketing Center 0.00 0.59 3.86 33.30 30 0.30% 5.0 24.4
7.47 28.86 0.4194 750.14
ok
1
0+00.00
0.00
6.55
0.59
745.50
Ex. Marketing Center
0.00
0.59
750.00
9
0.20
0.20 1
0.59
1 5.00
5.00
7.03
0.83
749.55
1
754.80
0.00
0.59
0.12
1
1 128.49
15
0.50%
4.0
5.0
OK
3.81 ft. cover
5.25 ft. depth
5
0.00
0.20
0.59
748.81
748.91
754.05
0.10 DROP
0.00
0.59
3.71 ft. cover
5.24 ft, depth
J:\20141110\Calculations\Storm\2015-10-06, Erickson Retirement Community -Phase 1A.xlsx 1 of 1 10/7/20159:11 AM

J:\20141 1 10\Calculations\Storm\2015-10-06, Erickson Retirement Community -Phase 1A.xlsx 1 of 1 10/7/20159:11 AM
EnVineers, Surveyors, Plonners. Scienlis Is
10 Yr Design Storm n= 0.012
STORM SEWER COMPUTATION SHEET
Project: Erickson Retirement Community-Phase 1A Date: 10/7/15
Job No.: 2014-1110 By: JMW
Intensity Reference: Mecklenburg County NC Checked:
Revised:
Revised:
sl l
2
Struc.
Struc.
Index
Sta.
Trib
Drainage Area
Cumul. C
Cumul
CA
Time
Delta t Sum t
Min. Min.
Intensity
in/hr
Des Q
CFS
Length
ft
Dia.
In
Slope% Vel
Cap.
Flowing
Full
Status
In
Out
TC
Remarks
25 YEAR HYDRAULIC GRADE LINE
25 Yr Rainfall
Intensity
Discharge Slope Minor
Q % Losses
25 Yr HGL
w/o minor losses
10
0+51.25
0.05
0.05 0.60
5.00
5.00
7.03
0.21
749.61
754.20
0.00
0.60
0.03
51.25
15
0.50% 4.0
4.9
OK
3.15 ft. cover
4.59 ft. depth
8.21
0.25
0.0012
751.61
ok
0+00.00
749.26
749.36
752.60
0.10 DROP
15
0.50%
1.80 ft. cover
751.61
12
1+32.67
0.06
0.06 0.60
1 5.00
5.00
7.03
0.25
1
1
1
1
749.12
752.40
0.00
0.60
0.04
15.41
15
0.50% 4.0
5.0
OK
1.84 ft. cover
3.28 ft. depth
8.21
0.30
0.0018
751.27
ok
Il
1+17.26
0.06
0.12 0.60
0.06
5.06
7.01
0.50
749.04
749.04
752.40
0.00 DROP
0.00
0.60
0.07
117.26
15
0.50% 4.0
4.9
OK
1.92 ft. cover
3.36 ft. depth
8.19
0.59
0.0071
751.27
ok
4
0+00.00
1
748.46
748.46
752.60
0.00 DROP
18
0.50%
2.43 ft. cover
4.14 ft. depth
16
2+60.67
0.12
0.12 0.60
1 5.00
5.00
7.03
0.51
750.93
755.20
0.00
0.60
0.07
63.93
15
0.50% 4.0
4.9
OK
2.83 ft. cover
4.27 ft. depth
8.21
0.59
0.0071
751.93
o
15
1+96.74
0.10
0.44 0.60
0.26
5.26
6.95
1.34
1
750.50
750.61
755.65
0.11 DROP
0.22
0.60
0.19
66.01
15
1.25% 6.4
7.8
OK
3.60 ft, cover
5.15 ft. depth
8.12
1.56
0.0494
751.50
ok
14
1+30.73
0.22
0.66 0.60
0.17
5.44
6.91
2.24
749.58
749.68
753.70
0.10 DROP
0.00
0.60
0.32
1
75.00
15
0.50% 4.0
4.9
OK
2.58 ft. cover
4.12 ft. depth
8.06
2.61
0.1387
751.40
ok
13
0+55.73
0.14
1.13 0.60
0.31
5.75
6.82
4.13
1
1
749.11
749.21
753.70
0.10 DROP
0.33
0.60
0.61
55.73
15
2.00% 8.1
9.9
OK
3.05 ft. cover
4.59 ft. depth
7.96
4.83
0.4731
751.30
ok
3
0+00.00
748.00
752.60
10.10 DROP
24
0.50%
2.45 ft. cover
4.70 ft. depth
751.04
17
0+63.03
0.22
0.22 0.60
5.00
5.00
7.03
0.93
750.92
754.80
0.00
0.60
0.13
63.03
15
0.50% 4.0
4.9
OK
2.44 ft. cover
3.88 ft, depth
8.21
1.08
0.0239
751.92
ok
15
0+00.00
750.50
750.61
755.65
0.11 DROP
15
1.25% 1
1
3.60 ft. cover
5.15 ft. depth
751.50
Iok
J:\20141 1 10\Calculations\Storm\2015-10-06, Erickson Retirement Community -Phase 1A.xlsx 1 of 1 10/7/20159:11 AM

J:\20141110\Calculations\Storm\2015-10-06, Erickson Retirement Community -Phase 1A.xlsx 1 of 1 10/7/20159:12 AM
Engineers, Surveyars, Planners, Scienlis Is
10 Yr DesignStorm n= 0.012
STORM SEWER COMPUTATION SHEET
Project: Erickson Retirement Community -Phase 1A
Job No.: 2014-1110
Intensity Reference: Mecklenburg County NC
Date: 10/7/15
By: JMW
Checked:
Revised:
Revised:
SHT
3
Struc.
StruC.
Index
Sta.
Trib
Drainage Area
Cumul. C
Cumul
CA
Time
Delta t Sum t
Min. Min.
Intensity
in/hr
Des Q
CFS
Length Dia.
ft In
Slope% Vel
Cap.
Flowing
Full
Status
In
Out
TC
Remarks
25 YEAR HYDRAULIC GRADE LINE
25 Yr Rainfall Discharge Slope Minor
Intensity Q % Losses
25 Yr HGL
w/o minor losses
20
1+64.56
0.10
0.10 0.60
5.00
5.00
7.03
0.42
750.99
755.00
0.00
0.60
0.06
52.71 15
0.50% 4.0
5.0
OK
2.57 ft. cover
4.01 ft. depth
8.21
0.49
0.0049
751.99
o
19
1+11.85
0.14
0.24 0.60
0.22
5.22
6.97
0.59
750.53
750.73
755.20
0.20
DROP
0.00
0.60
0.08
46.00 15
0.50% 4.0
5.0
OK
3.03 ft. cover
4.67 ft. depth
8.14
0.68
0.0095
751.53
o
18
0+65.85
0.09
0.33 1 0.60
0.19
5.41
6.91
0.95
750.10
750.30
755.79
0.20
DROP
0.00
0.60
0.14
65.85 15
1.35% 6.6
8.2
OK
4.05 ft. cover
5.69 ft. depth
8.07
1.11
0.0252
751.32
o
13
1 0+00.00
L 749.11
749.21
1 753.70
0.10
DROP
15
2.00%
3.05 ft. cover
4.59 ft. depth
21
0+75.00
0.32
0.32 0.60
5.00
5.00
7.03
1.35
1
748.38
752.60
0.00
0.60
0.19
1 75.00 15
1 0.50% 4.0
5.0
OK
2.78 ft. cover
4.22 ft. depth
8.21
1.58
0.0505
751.08
ok
0+00.00
747.90
748.00
1 752.60
0.10
DROP
24
0.50%
2.45 ft. cover
4.70 ft. depth
751.04
22
0+75.00
0.41
0.41 0.60
5.00
5.00
7.03
1.73
749.17
753.59
0.00
0.60
0.25
75.00 15
0.50% 4.0
5.0
OK
2.98 ft. cover
4.42 ft. depth
8.21
2.02
0.0828
750.82
ok
2
0+00.00
747.55
748.79
1.24
DROP
30
0.50%
3.26 ft. cover
6.05 ft. depth
24A
1+14.27
0.21
0.21 0.60
5.00
5.00
7.03
0.89
1
760.69
768.79
0.00
0.60
0.13
114.27 15
1.98% 8.0
9.9
OK
6.66 ft. cover
8.10 ft. depth
8.21
1.03
0.0217
761.69
o
24
0+00.00
758.23
758.43
764.86
0.20
DROP
15
0.75%
4.99 ft. cover
6.63 ft. depth
I
0.27
0.27 0.59
5.00
5.00
7.03
1.12
754.37
759.03
0.00
0.59
0.16
58.77 15
0.50% 4.0
5.0
OK
3.22 ft. cover
4.65 ft. depth
8.21
1.31
0.0347
755.37
ok
J:\20141110\Calculations\Storm\2015-10-06, Erickson Retirement Community -Phase 1A.xlsx 1 of 1 10/7/20159:12 AM

J:\20141110\Calculations\Storm\2015-10-06, Erickson Retirement Community -Phase 1A.xlsx 1 of 1 10/7/20159:12 AM
Engineers, Surveyors, Planners, Scierihsls
10 Yr Design Stoma n= 0.012
STORM SEWER COMPUTATION SHEET
Project: Erickson Retirement Community -Phase 1A Date: 10/7/15
Job No.: 2014-1110 By: JMW
Intensity Reference: Mecklenburg County NC Checked:
Revised:
Revised:
SHT
4
Struc.
Struc.
Index
Sta.
Trib
Drainage Area
Cumul. C
Cumul
CA
Time
Delta t Sum t
Min. Min.
Intensity
in/hr
Des Q
CFS
Length Dia.
ft. in
Slope% Vel
Cap.
Flowing
Full
Status
In
Out
TC
Remarks
25 YEAR HYDRAULIC GRADE LINE
25 Yr Rainfall
Intensity
Discharge Slope
O
Minor
LOSSES
25 Yr HGL
w/o minor losses
26
5+00.96
0.52
0.52 0.60
5.00
5.00
7.03
2.19
759.99
765.15
0.00
0.60
0.31
69.88 15
0.50% 4.0
5.0
OK
3.72 ft. cover
5.16 ft. depth
8.21
0.1333
760.99
ok
25
4+31.08
0.15
0.67 0.60
0.29
5.29
6.95
2.79
759.54
759.64
765.15
0.10 DROP
0.00
0.60
0.40
221.58 15
0.50% 4.0
5.0
OK
4.07 ft. cover
5.61 ft. depth
8.11
3.26
0.2161
760.54
ok
24
2+09.50
0.00
0.88 1 0.60
0.91
6.20
6.70
3.54
758.23
758.43
764.86
0.20 DROP
0.21
0.60
0.53
40.89 15
0.75% 5.0
6.1
OK
4.99 ft. cover
6.63 ft. depth
7.82
4.13
0.3465
759.23
ok
23
1+68.61
0.41
1.49 0.60
1 0.14
6.34
6.66
1 5.96
1
1
1
756.74
757.92
763.99
11.18 DROP
0.20
0.60
0.89
168.61 15
1.00% 5.7
7.0
OK
4.63 ft. cover
7.25 ft. depth
7.78
6.96
0.9828
757.74
ok
1
0+00.00
755.05
759.74
8.35 DROP
30
0.50%
3.26 ft. cover
13.04 ft, depth
750.55
ok
27
0+24.96
0.20
0.20 0.60
5.00
5.00
7.03
0.84
757.37
763.99
0.00
0.60
0.12
24.96 15
0.50% 4.1
5.0
OK
5.18 ft. cover
6.62 ft. depth
8.21
0.99
0.0197
758.37
ok
23
0+00.00
756.74
757.24
763.99
0.50 DROP
5.31 ft, cover
7.25 ft. depth
15 1.00%
757.74
ok
55
0+24.86
0.08
0.08 0.60
5.00
5.00
7.03
0.34
735.44
742.83
0.00
0.60
0.05
24.86 15
2.00% 8.1
9.9
OK
5.95 ft, cover
7.39 ft. depth
8.21
0.39
0.0032
758.53
problem
30
0+00.00
0.00
0.08 0.60
733.44
734.94
1
1.50 DROP
0.00
0.60
36
0.70%
5.70 ft. cover
9.03 ft. depth
50
0+24.80
0.38
0.38 0.60
5.00
5.00
7.03
1 1.59
757.75
762.81
1.25 DROP
0.00
0.60
0.23
24.80 1 15
0.50% 4.0
5.0
OK
3.62 ft. cover
5.06 ft. depth
8.21
1.86
0.0704
758.75
o
47
0+00.00
0.00
0.61 0.60
757.53
757.63
762.85
10.10 DROP
0.23
0.60
15
1.96%
3.78 ft. cover
5.32 ft. depth
J:\20141110\Calculations\Storm\2015-10-06, Erickson Retirement Community -Phase 1A.xlsx 1 of 1 10/7/20159:12 AM

J:\20141110\Calculations\Storm\2015-10-06, Erickson Retirement Community -Phase 1A.xlsx 1 of 1 10/7/20159:14 AM
Engineers, Surveyors, Planners. Scientists
10 Yr Design Storm n= 0.012
STORM SEWER COMPUTATION SHEET
Project: Erickson Retirement Community -Phase 1A Date: 10/7/15
Job No.: 2014-1110 By: JMW
Intensity Reference: Mecklenburg County NC Checked:
Revised:
Revised:
s111
5
Struc.
Struc.
Index
Sta.
Trib
Drainage Area
Cumul. C
Cumul
CA
Time
Delta t Sum t
Min. Min.
Intensity
in/hr
Des Q
CFS
Length
ft
Dia.
In
Slope%
Vel
Cap.
Flowing
Full
Status
In
Out
TC
Remarks
25 YEAR HYDRAULIC GRADE LINE
25 Yr Rainfall
Intensity
Discharge Slope Minor
Q % Losses
25 Yr HGL
w/o minor losses
40
8+49.90
0.74
0.74 0.60
5.00
5.00
7.03
3.10
749.36
754.50
0.00
0.60
0.44
40.11
15
0.50%
4.0
5.0
OK
3.70 ft. cover
5.14 ft. depth
8.21
3.62
0.2662
750.36
ok
39
8+09.79
0.00
0.74 0.60
0.17
5.17
6.98
3.08
749.16
749.16
754.75
0.00 DROP
0.00
0.60
0.44
50.19
15
0.50%
4.0
5.0
OK
4.15 ft. cover
5.59 ft. depth
8.15
3.60
0.2626
750.16
ok
38
7+59.60
0.23
1.19 1 0.60
0.21
5.37
6.92
4.92
748.91
748.91
754.10
0.00 DROP
0.22
1 0.60
0.71
101.61
15
0.50%
4.0
5.0
OK
3.75 ft. cover
5.19 ft. depth
8.09
5.75
0.6712
749.98
ok
37
6+57.99
0.00
1.19 0.60
1 0.42
5.79
6.81
1 4.84
1
1
1
748.30
748.40
755.60
10.10 DROP
0.00
0.60
0.71
98.49
15
0.60%
4.4
5.4
OK
5.76 ft. cover
7.30 ft, depth
7.95
5.65
0.6490
749.30
ok
36
5+59.50
0.20
1.39 0.60
0.37
6.16
6.71
5.58
747.61
747.71
753.80
0.10 DROP
4.65 ft. cover
6.19 ft. depth
0.00 0.60 0.83 45.06 15 1.30% 6.5 8.0 OK
7.84 6.51 0.8610 748.61
ok
35
5+14.44
0.09
1.94 0.60
0.12
6.28
6.68
7.76
746.92
747.02
753.80
0.10 DROP
0.46
0.60
1.16
61.03
15
1 1.30%
6.5
1 8.0
OK
5.34 ft. cover
6.88 ft, depth
7.80
9.07
1.6690
748.02
ok
34
4+53.41
0.53
2.47 0.60
0.16
6.43
6.64
9.83
746.00
746.13
752.45
0.13 DROP
0.00
0.60
1.48
35.21
15
2.00%
8.1
9.9
OK
4.88 ft. cover
6.45 ft, depth
7.75
11.48
2.6747
747.00
ok
33
4+18.20
0.00
1 4.14 0.60
0.07
6.51
6.62
16.44
744.59
745.30
752.41
0.71 DROP
1.67
0.60
2.48
1
139.78
18
2.50%
10.2
18.0
OK
5.67 ft. cover
7.82 ft. depth
7.73
19.20
2.8307
745.79
ok
32
2+78.42
0.22
12.88 0.60
0.23
18.19
4.62
35.67
734.91
741.10
748.52
16.19 DROP
8.52
0.60
7.73
69.20
36
0.70%
8.6
60.6
OK
5.71 ft, cover
13.61 ft. depth
5.40
41.72
0.3316
737.31
ok
31
2+09.22
0.00
13.09 0.60
0.13
18.33
4.60
36.13
734.33
734.43
745.64
0.10 DROP
0.21
0.60
7.85
112.18
36
0.70%
8.6
60.6
OK
7.88 ft. cover
11.31 ft. depth
5.38
42.26
0.3402
736.73
ok
30
0+97.04
0.11
13.27 0.60
0.22
18.55
4.58
36.43
1
1
733.44
733.54
742.47
0.10 DROP
0.07
0.60
7.96
35.49
36
0.70%
8.6
60.6
OK
5.60 ft. cover
9.03 ft. depth
5.35
42.61
0.3458
735.84
ok
29
0+61.55
0.00
16.49 0.60
1 0.07
18.61
4.57
45.20
732.99
733.19
741.78
10.20 DROP
3.23
0.60
9.90
61.55
36
0.70%
8.6
60.6
OK
5.26 ft. cover
8.79 ft. depth
5.34
52.87
0.5326
735.39
ok
28
0+00.00
732.56
734.20
ok
J:\20141110\Calculations\Storm\2015-10-06, Erickson Retirement Community -Phase 1A.xlsx 1 of 1 10/7/20159:14 AM

J:\20141110\Calculations\Storm\2015-10-06, Erickson Retirement Community -Phase 1A.xlsx 1 of 1 10/7/20159:14 AM
Ei iidir ieei s. Sur.eyurs, "la nners, Suier ilis ls
10 Yr Design Stone n= 0.012
STORM SEWER COMPUTATION SHEET
Project: Erickson Retirement Community -Phase 1A Date: 10/7/15
Job No.: 2014-1110 By: JMW
Intensity Reference: Mecklenburg County NC Checked:
Revised:
Revised:
SHT
6
Struc.
Struc.
Index
Sta.
Trib
Drainage Area
Cumul. C
Cumul
CA
Time
Delta t Sum t
Min. Min.
Intensity
in/hr
Des Q
CFS
Length
ft
Dia.
In
Slope%
Vel
Cap.
Flowing
Full
Status
In
Out
TC
Remarks
I
25 YEAR HYDRAULIC GRADE LINE
25 Yr Rainfall
Intensity
Discharge
Q
Slope
%
Minor
Losses
25 Yr HGL
w/o minor losses
41
0+52.88
0.22
0.22 0.60
5.00
5.00
7.03
0.93
752.36
757.30
3.50 ft. cover
4.94 ft. depth
0.00 0.60 0.13 52.88 15 5.00% 12.8 15.7 OK
8.21 1.08 0.0239 753.36
ok
38
0+00.00
748.91
749.72
754.10
0.81 DROP
2.94 ft. cover
5.19 ft. depth
15 0.50%
749.98
43
1+50.74
0.24
0.24 0.60
1 5.00
5.00
7.03
1.00
1
749.30
754.80
0.00
0.60
0.14
82.93
15
0.50%
4.0
5.0
OK
4.06 ft. cover
5-50 ft. depth
8.21
1.16
0.0274
750.30
ok
42
0+67.81
0.23
0.46 0.60
0.34
5.34
6.93
1.92
748.78
748.89
755.30
0.11 DROP
4.97 ft. cover
6-52 ft. depth
0.00 1 0.60 0.28 67.81 15 2.00% 1 8.1 1 9.9 OK
8.10 2.24 0.1023 749.78
ok
35
0+00.00
746.92
747.42
753.80
0.50 DROP
15
1.30%
4.94 ft. cover
6.88 ft. depth
748.02
49
6+19.51
0.14
0.14 0.60
5.00
5.00
7.03
0.58
760.85
766.20
0.00
0.60
0.08
80.58
15
3.00%
9.9
12.2
OK
3.91 ft. cover
5.35 ft. depth
8.21
0.68
0.0095
761.85
ok
48
5+38.93
0.00
0.14 0.60
0.14
5.14
6.99
0.58
1
758.33
758.43
763.89
0.10 DROP
0.00
0.60
0.08
69.86
15
1.00%
5.7
7.0
OK
4.02 ft. cover
5.56 ft. depth
8.16
0.68
0.0093
759.33
ok
47
4+69.07
0.41
1.15 0.60
0.20
5.34
6.93
4.79
757.53
757.63
762.85
0.10 DROP
0.61
0.60
0.69
145.25
15
1.96%
8.0
9.8
OK
3.78 ft. cover
5.32 ft. depth
8.10
5.59
0.6355
758.53
ok
46
3+23.82
0.18
1.33 0.60
0.30
5.64
6.85
5.47
754.58
754.68
759.74
0.10 DROP
0.00
0.60
0.80
163.42 1
15
2.00%
8.1
9.9
OK
3.62 ft. cover
5-16 ft. depth
8.00
6.39
0.8292
755.58
ok
45
1+60.40
0.21
1 1.63 0.60
0.34
5.98
6.76
6.62
1
1
751.21
751.31
756.25
0.10 DROP
0.09
0.60
0.98
160.40
15
4.00%
11.4
14.0
OK
3.50 ft. cover
5.04 ft. depth
7.89
7.73
1.2121
752.21
ok
33
0+00.00
744.59
744.79
752.41
10.20 DROP
18
2.50%
6.11 ft. cover
7.S2 ft. depth
745.79
51
0+00.00
0.09
0.09 0.60
5.00
5.00
7.03
0.38
751.46
756.21
1 3.31 ft. cover
4.75 ft. depth
0.00 0.60 0.05 24.83 15 0.60% 4.4 5.4 OK
8.21 0.44 0.0040 752.46
ok
45
0+00.00
0.00
751.21
751.31
756.25
0.10 DROP
15
1 4.00%
3.50 ft. cover
5.04 ft. depth
752.21
ok
J:\20141110\Calculations\Storm\2015-10-06, Erickson Retirement Community -Phase 1A.xlsx 1 of 1 10/7/20159:14 AM

J:\20141110\Calculations\Storm\2015-10-06, Erickson Retirement Community -Phase 1A.xlsx 1 of 1 10/7/20159:14 AM
CnWir ieei s. S:arveyors, Plea rineis, Suieritisis
10 Yr Design Storm n= 0.012
STORM SEWER COMPUTATION SHEET
Project: Erickson Retirement Community -Phase 1A Date: 10/7/15
Job No.: 2014-1110 By: JMW
Intensity Reference: Mecklenburg County NC Checked:
Revised:
Revised:
SHT
s
Strue.
Struc.
Index
Sta.
Trib
Drainage Area
Cumul. C
Cumul
CA
Time
Delta t Sum t
Min. Min.
Intensity
in/hr
Des Q
CFS
Length
ft
Dia.
In
Slope%
Vel
Cap.
Flowing
Full
Status
In
Out
TC
Remarks
I
25 YEAR HYDRAULIC GRADE LINE
25 Yr Rainfall
Intensity
Discharge
Q
Slope
%
Minor
Losses
25 Yr HGL
w/o minor losses
61
6+51.90
0.49
0.49
0.60
5.00
5.00
7.03
2.07
738.02
744.70
1.25 DROP
0.00
0.60
0.29
76.17
15
0.70%
4.8
5.9
OK
5.24 ft. cover
6.68 ft. depth
8.21
2.41
0.1183
739.02
ok
60 1
1 5+75.73
0.22
0.71
0.60
0.27
5.27
6.95
2.96
737.39
737.49
742.80
0.10 DROP
0.00
0.60
0.43
70.00
15
0.70%
4.8
5.9
OK
3.87 ft. cover
5.41 ft, depth
8.12
3.46
0.2431
738.39
ok
59
5+05.73
0.21
1 1.28
0.60
0.24
5.51
6.89
5.29
1 1
736.80
736.90
742.70
0.10 DROP
0.36
0.60
0.77
100.22
15
0.50%
4.0
5.0
Problem
4.36 ft. cover
590 ft. depth
8.04
6.18
0.7745
738.06
ok
58
4+05.51
0.17
2.24
0.60
0.41
5.92
6.77
9.08
735.60
736.30
742.80
0.70 DROP
5.06 ft. cover
720 ft. depth
0.79 0.60 1.34 129.64 18 0.65% 5.2 9.2 OK
7.91 10.61 0.8640 737.28
ok
57
2+75.87
0.28
2.85 1
0.60
0.42
6.34
6.66
11.38
1
734.56
734.76
742.80
0.20 DROP
0.33
0.60
1.71
131.01
24
0.50% 1
5.5
1 17.4
OK
5.99 ft. cover
824 ft. depth
7.78
13.28
0.2922
736.16
ok
56
1+44.86
0.26
3.23
0.60
0.39
6.73
6.56
12.70
733.80
733.90
742.80
0.10 DROP
0.12
0.60
1.94
74.03
24
0.50%
5.5
17.4
OK
6.65 ft. cover
9.00 ft. depth
7.66
14.83
0.3642
735.66
ok
29 1
1 0+70.83
732.99
733.43
741.78
0.44 DROP
36
1 0.70%
5.46 ft. cover
879 ft. depth
735.39
62 1
1 0+70.83
0.36
0.36
0.60
5.00
5.00
7.03
1.52
738.10
744.00
0.00
0.60
0.22
70.83
15
0.50%
4.0
5.0
OK
4.46 ft. cover
5-90 ft. depth
8.21
1.77
0.0639
739.10
ok
59 1
1 0+00.00
736.80
1 737.75
742.70
0.95 DROP
15
0.50%
3.51 ft. cover
590 ft. depth
738.06
64
1+20.90
0.34
0.34
0.60
5.00
5.00
7.03
1.41
738.95
743.50
0.00
0.60
0.20
50.90
15
0.50% 1
4.0
5.0
OK
3.11 ft. cover
4.55 ft. depth
8.21
1.65
0.0553
739.95
ok
63
0+70.00
0.24
0.58
0.60
0.21
5.21
6.97
2.40
738.60
738.70
742.80
0.10 DROP
2.66 ft. cover
4.20 ft. depth
0.00 0.60 0.35 70.00 15 0.50% 4.0 5.0 OK
8.14 2.81 0.1601 739.60
ok
58
0+00.00
1
735.60
738.25742.80
2.65 DROP
18
0.65%
3.11 fr. cover
720 ft. depth
737.28
J:\20141110\Calculations\Storm\2015-10-06, Erickson Retirement Community -Phase 1A.xlsx 1 of 1 10/7/20159:14 AM

J:\20141110\Calculations\Storm\2015-10-06, Erickson Retirement Community -Phase 1A.xlsx 1 of 1 10/7/20159:14 AM
EnVineers, Surveyors, Plonners. Scienlis Is
10 Yr Design Storm n= 0.012
STORM SEWER COMPUTATION SHEET
Project: Erickson Retirement Community -Phase 1A Date: 10/7/15
Job No.: 2014-1110 By: JMW
Intensity Reference: Mecklenburg County NC Checked:
Revised:
Revised:
slI IT
7
Struc.
Struc.
Index
Sta.
Trib
Drainage Area
Cumul. C
Cumul
CA
Time
Delta t Sum t
Min. Min.
Intensity
in/hr
Des Q
CFS
Length Dia.
ft In
Slope% Vel
Cap.
Flowing
Full
Status
In
Out
TC
Remarks
25 YEAR HYDRAULIC GRADE LINE
25 Yr Rainfall
Intensity
Discharge Slope Minor
Q % Losses
25 Yr HGL
w/o minor losses
67
0+40.55
0.12
0.12 0.60
5.00
5.00
7.03
0.51
739.02
744.00
0.00
0.60
0.07
40.55 15
3.00% 9.9
12.2
OK
3.54 ft. cover
4.98 ft. depth
8.21
0.59
0.0071
740.02
ok
0+00.00
733.80
737.80
742.80
4.00 DROP
24
0.50%
3.56 ft. cover
9.00 ft. depth
735.66
ok
66
0+48.61
0.33
0.33 0.60
1 5.00
5.00
7.03
1.39
1
1
1
1
738.88
743.90
0.00
0.60
0.20
48.61 15
2.11% 8.3
10.2
OK
3.58 ft. cover
5.02 ft. depth
8.21
1.63
0.0537
739.88
ok
57
0+00.00
734.56
737.86
742.80
3.30 DROP
24
0.50%
3.50 ft. cover
8.24 ft. depth
38.06
ok
55
0+24.86
0.07
0.07 0.60
5.00
5.00
7.03
0.30
735.44
1 742.83
0.00
0.60
0.04
24.86 15
2.00% 8.1
9.9
OK
5.95 ft. cover
7.39 ft, depth
8.21
0.34
0.0024
736.44
ok
30
0+00.00
733.44
734.94
1.50 DROP
36
0.70%
5.70 ft. cover
9.03 ft. depth
735.84
ok
53
0+60.75
8.13
8.13 1 0.60
18.10
18.10
4.63
22.57
735.51
740.50
0.00
0.60
4.88
35.94 30
0.50% 6.4
31.5
OK
2.20 ft. cover
4.99 ft. depth
5.41
26.40
0.3510
737.53
ok
52
0+24.81
0.39
8.52 0.60
1 0.09
18.19
4.62
23.60
1
735.23
735.33
749.06
0.10 DROP
0.00
0.60
5.11
24.81 30
0.50% 6.4
31.5
OK
10.94 ft. over
13.83 ft. depth
5.40
27.60
0.3837
737.41
ok
32
0+00.00
1
734.91
735.11
748.52
0.20 DROP
36
0.70%
10.28 ft. cover
13.61 ft. depth
IF 737.31
ok
33A
1+86.89
0.04
0.04 0.60
5.00
5.00
7.03
0.17
751.20
759.13
0.00
0.60
0.02
186.89 15
3.00% 9.9
12.2
OK
6.49 ft. cover
7.93 ft, depth
8.21
0.20
0.0008
752.20
0+00.00
744.59
745.59
752.41
1.00 DROP
18
250%
5.38 ft. cover
7.82 ft. d th
745.79
d0k33
J:\20141110\Calculations\Storm\2015-10-06, Erickson Retirement Community -Phase 1A.xlsx 1 of 1 10/7/20159:14 AM

J:\20141110\Calculations\Storm\2015-10-06, Erickson Retirement Community -Phase 1A.xlsx 1 of 1 10/7/20159:16 AM
Ei iidir ieei s. Sur.eyurs, "la nners, Suier ilis lb
10 Yr Design Stone n= 0.012
STORM SEWER COMPUTATION SHEET
Project: Erickson Retirement Community-Phase 1A Date: 10/7/15
Job No.: 2014-1110 By: JMW
Intensity Reference: Mecklenburg County NC Checked:
Revised:
Revised:
SHT
9
Struc.
Struc.
Index
Sta.
Trib
Drainage Area
Cumul. C
Cumul
CA
Time
Delta t Sum t
Min. Min.
Intensity
in/hr
Des Q
CFS
Length
ft
Dia.
In
Slope% Vel
Cap.
Flowing
Full
Status
In
Out
TC
Remarks
I
25 YEAR HYDRAULIC GRADE LINE
25 Yr Rainfall
Intensity
Discharge
Q
Slope
%
Minor
Losses
25 Yr HGL
w/o minor losses
71
1+68.69
0.00
0.00 0.60
5.00
5.00
7.03
0.00
715.50
718.46
1.25 ft. cover
2.96 ft. depth
0.00 0.60 0.00 8.94 18 0.50% 4.6 8.1
8.21 0.00 0.0000
716.70
ok
70
1+59.75
0.00
0.00 0.60
0.03
5.03
7.02
0.00
715.46
715.46
720.47
0.00 DROP
0.00
0.60
0.00
124.74
18
0.50% 4.6
8.1
3.31 ft. cover
5.01 ft. depth
8.20
0.00
0.0000
716.66
ok
69
0+35.01
0.00
0.00 1 0.60
0.46
5.49
6.89
0.00
1
1
714.84
714.84
720.38
10.00 DROP
0.00
0.60
0.00
35.01
18
0.50% 4.6
8.1
3.83 ft. cover
5,54 ft. depth
8.05
0.00
0.0000
716.04
ok
68
0+00.00
714.66
715.86
problem
54
0+41.55
0.21
0.21 0.60
5.00
5.00
7.03
0.89
739.54
745.54
0.00
0.60
0.13
1
41.55 1
15
0.50% 4.0
5.0
OK
4.56 ft. cover
6.00 ft. depth
8.21
1.03
0.0217
740.54
ok
31
0+00.00
734.33
739.33
745.64
5.00 DROP
36
0.70% 8.6
60.6
OK
7.98 ft. cover
11.31 ft. depth
736.73
ok
65
0+47.20
0.21
0.21 0.60
5.00
5.00
7.03
0.89
736.34
744.00
0.00
0.60
0.13
47.20
15
0.50% 4.0
5.0
OK
6.22 ft. cover
7.66 ft. depth
8.21
1.03
0.0217
737.34
ok
58
0+00.00
1
1
735.60
736.10
742.80
0.50 DROP
18
0.65% 5.2
9.2
OK
5.49 ft. cover
7.20 ft. depth
737.28
ok
HWl
0+67.05
31.20
31.20 0.60
18.10
18.10
4.63
86.62
715.34
721.17
4.00 DROP
0.00
0.60
18.72
67.05
48
0.50% 1 8.8
1 110.3
OK
1.41 ft. cover
5.83 ft. depth
5.41
101.30
0.4215
718.54
ok
HW2
0+00.00
715.00
1 720.83
10.42
0.00
#DIV/01
718.20
ok
71
0+20.95
0.00
0.00 0.60
18.10
18.10
4.63
0.00
715.00
718.24
0.10 DROP
1.53 ft. cover
324 Ct. depth
0.00 0.60 0.00 20.95 18 0.50% 4.6 8.1 OK
5.41 0.00 0.0000
718.20
ok
70
0+00.00
714.90
717.40
10.42
0.00
#DIV/0!
718.20
problem
J:\20141110\Calculations\Storm\2015-10-06, Erickson Retirement Community -Phase 1A.xlsx 1 of 1 10/7/20159:16 AM

Storm10 Yr Design 0.0Revised:
STORM SEWER COMPUTATION SHEET
Project: Date:
.b 2014-1110Revised:
S11 ( I ) -I
mom
MEMOMMEMEM
25 YEAR HYDRAULIC GRADE LINE
431 ft. depth
DROP
0.10 DROP
4 13.04 ft. depth
J:\20141110\Calculations\Storm\2015-10-06, Erickson Retirement Community -Phase 1A.xlsx 1 of 1 3/16/20164:23 PM

User Input Data
Calculated Value
Reference Data
Designed By:
JMW Date: 5/19/2014
Checked By:
JM Date:
Company:
EMH&T
Project Name:
Windsor Run
Project No.:
2014-1110
Site Location (Cityrrown) Matthews
Culvert Id. 28
Total Drainage Area (acres) 13.57
Step 1. Determine the taihvater depth from chaimel characteristics below the
pipe outlet for the design capacity o£ the pipe. If the tailvater depth is less
rhan half die outlet pipe diameter, it is classified naminium taihsarer condition.
If it is greater than !half tine pipe diaiiieter, it is classified maxuilum condition.
pipes that outlet onto wide flat areas with no defined chattelare assumed
to have a mininutin taihvater condition unless reliable Hood stage elevations
show- otherwise.
Outlet pipe diameter, Do (in.) 42
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 52.99
Velocity (ft./s) 8
Step 2. Based on the taihvater conditions deterrnined ui step 1, enter Figure
&.06a or Figure 8.06b, and deteinime d,o riprap size and inimmuni apron length
(La). The ds size is the median stone size ui a well-@raded riprap apron.
Step 3, Determine apron width at the pipe outlet, the apron shape, and the
apron width it the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Figure i} t_6a Figure 8_.06. '.
Riprap d5o, (ft.) 0.8
Minimum apron length, La (ft.) 22
Apron width at pipe outlet (ft.) 10.5 10.5
Apron shape Trapezoid
Apron width at outlet end (ft.) 25.5 3.5
Step 4. Determine the miaxinmuu stone diameter-
d,.,, = 1.5 x duo
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 1.2 0
Step 5. Deteintine, the apron thickness:
Apron thickness = 1 5 x dr.,
Minimum TW Maximum TW
Apron Thickness(ft.) 1.8 0
Step 6. Fit the riprap apron to the site by making it level for the niinumimi
length, Ln, front Figure 8.06a or Figilre 8.06b. Extend the apron farther
doivi stream and along chalmel banks tuitil stability is asstted. Keep the
apron as straight as passible and align it with the How of die receiving stream.
ivlake any necessary alignment bends near the pipe outlet so that the entrance
into the receiving streakn is straight..
Some locations may recfim a limit! of the entlre chaluiel cross. section toassure
stability.
It Bialy be tiecessat-y to increase the size of riprap where protectioIl of the
char -diel side slopes is necessary (Appendiv 9,f)5). Where ovetfalls exist at
pipe outlets or flows are excessive, a phmge pool should be considered, see
page 8.06.8.

User Input Data
Calculated Vale_
Reference Data
Designed By:
JMW Date: 5/19/2014
Checked By:
JM Date:
Company:
EMH&T
Project Name:
Windsor Run
Project No.:
2014-1110
Site Location (City/Town) Matthews
Culvert Id. 68
Total Drainage Area (acres) 0
Step I. Determine the [ailwatei depdr from channel characteristics below the
pipe outlet for the design capacity of the pipe_ I£ the tailwmer depth is less
that half the outlet pipe diameter, it is classified minimum taihvater condition.
If it is greater than halfthe pipe ctiame[er, it is classified maxirmunf condition.
Pipes that outlet onto %vide fiat areas ividr no defined chatmel are assumed
to have a mfirtinmun tail%viter condition unless reliable flood stage elevations
show othetivise:
Outlet pipe diameter, Do (in.) 24
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 15.76
Velocity (ft./s) 5
Step 2. Based on the talwater conditions determined in step 1, enter Figure
8.06a or Figure 8,06b. and deteuuine d.,r riprap size and nunununf apron length
(La). The d,, size is the median stone size in a well -graded tiprap apron.
Step 3. Deterrnme apron width at the pipe outlet, the apron shape, and the
apron width at the outlet ead froaf the same figure used in Step ?.
Riprap dye, (ft.)
Minimum apron length, La (ft.)
Apron width at pipe outlet (ft.)
Apron shape
Apron width at outlet end (ft.)
Minimum TW Maximum TW
Figure i3 0(a Figure B 06b
0.5
10
6
Trapezoid
12
Step 4. Dererfirine the maximumf stone diameter:
d_=1.5xd,,
Minimum TW
Max Stone Diameter, dmax (ft.) 0.75
Step ?. Detern fine, the apron thickness:
Apron thickness = 1 5 x d,_
6
2
Maximum TW
0
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6. Fit the tiprap apron to the site by making it level for the minimuvn
length, L,, from Figure 8.06a or Figme 8.06ti_ Extend the apron farther
downsn-ean and along charnel bails imitil stability is assured. Keep the
apron as straight as possible and align it with the flow of the receivuig stream.
,Make air
y uecessary aligxmment bends near the pipe outlet so that the emrance
into rhe receiving streanf is straight.
Some locations may require linurg of the entire charnel cross section [o assure
stability.
It ufay be- necessary to nicrease the size of tiprap %where protection of tine
charutel side slopes is necessary (.dplfendrr 3,05). Where overfills exist it
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8.06.8..

Engineers, Surveyors, Planners, Scientists
Project: vvisadso Kama-fh4se
Job No.: 2014-1110
1,-k
SPREAD COMPUTATION SHEET
Date: 6/3/15
By: JN/1\V
Checked:
Struc.
Struc.
Index
Tributary Intensity
Flow Type
Area (Ac) (in/hr)
Weighted
C
Surface
Q (cfs)
Bypass
Q (cfs)
Total Q
(cfs)
Slope
Lona. Trans.
(ft/ft) (ft/ft)
K
(Figure 5-I)
N
T -Spread
(ft)
D -Depth
(ft)
Inlet
Capacity
(cfs) y
Bypass
Q (cfs)
Comments
To
Inlet
23
CI
Gutter Flow 0.15 4.00
0.60
0.36
0.36
0.0350
0.0156
21
0.016
4.54
0.07
0.25
0.11
]A
Curb Inlet
27 1 CI Gutter Flow 0.44 4.00
0.60
1.06
1.06
0.0350
0.0156
21
0.016
6.79
0.11
0.50
0.56
IA
Curb Inlet
IA CI Sag 0.27 4.00
0.60
0.65
0.66
1.31
-
0.0156
---
0.016
9.43
0.15
1.31
No By assSum
..........
. ..
55 CI Sag 0.08 4.00
0.60
0.19
0.80
0.99
-
0.0156
0.016
7.82
0.12
0.99
No Bypass
Sump
Curb Inlet
52 1 Cl Gutter Flow 0.28 4.00
0.60
0.67
0.68
1.35
0.0355
0.0156
20
0.016
7.43
0.12
0.55
0.80
55
Curb Inlet
50 1 CI Gutter Flow 0.38 4.00
0.60
0.91
0.91
0.0221
0.0156
23
0.016
7.01
0.11
0.58
0.34
51
Curb halet
47 1 CI Gutter Flow 0.43 4.00
0.60
1.03
1.03
0.0221
0.01561
23
0.016
7.34
0.11
0.62
0.41
46
Curb Inlet
46 1 CI I Gutter Flow 0.34 4.00
0.60
0.82
0.41
1.23
0.0221
0.0156
23
0.016
7.83
0.12
0.69
0.53
45
Curb Inlet
45 1 CI Gutter Flow 0.38 4.00
0.60
0.91
0.53
1.45
0.0221
0.0156
23
0.016
8.33
0.13
0.77
0.68
52
Curb Inlet
51 1 CI I Gutter Flow 0.21 4.00
0.60
0.50
0.34
0.84
0.0221
0.0156
23
0.016
6.80
0.11
0.55
0.29
32
Curb Inlet
32 1 CI Gutter Flow 0.32 4.00
0.60
0.77
0.29
1.06
0.0355
0.0156
20
0.016
6.79
0.11
0.47
0.59
30
Curb Inlet
30 1 CI Sag 0.12 4.00
0.60
0.29
0.59
0.88
-
0.0156
0.016
7.20
0.11
0.88
No Bypass
Sump
Curb Inlet
J:\20141 1 10\Calculations\Storm\2015-05-29, Erickson Retirement Community -Spread Calcs.Rloff 1 6/3/20158:11 AM

APPENDIX E:
Skimmer Basin Calculations

Skimmer Basin 1 - Phase 1
5.07 Drainage Area (Acres)
5.07 Disturbed Area (Acres)
5.89 Peak Flow from 10 -year Storm (cfs)
9126 Required Volume ft3
1914 Required Surface Area ft2
30.9 Suggested Width ft
61.9 Suggested Length ft
VARIES Trial Top Width at Spillway Invert ft
VARIES Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio Z:1
2.5 Trial Depth ft (2 to 3.5 feet above gr
VARIES Bottom Width ft
VARIES Bottom Length ft
VARIES Top Width ft
VARIES Top Length ft
4539 Bottom Area ft2
18760 Actual Volume ft3 Okay
6055 Actual Surface Area ft2 Okay
5 Trial Weir Length ft
1.5 Trial Depth of Flow ft
27.6 Spillway Capacity cfs Okay
2.5 Skimmer Size (inches)
0.208 Head on Skimmer (feet)
2.1 Orifice Size (1/4 inch increments)
1.96 Dewatering Time (days)
Suggest about 3 days
Elevation
Surface Area
Storage
741.00
6055.00
740.50
5535.00
2897.50
740.00
5030.00
2641.25
739.50
4539.00
2392.25
739.00
4062.00
2150.25
738.50
3599.00
1915.25
738.00
3150.00
3606.00
737.50
2716.00
3157.50
Total:
18760.00
Skimmer Size
Inches
1.5
2
- 2.5
3
4
5
6
8

Windsor Run
Phase 1 Basin 1
Date: 05/29/15
Calculate Skimmer Size
Basin Volume in Cubic Feet 9,126 Cu.Ft Skimmer Size 2.5 Inch
Days to Drain* 2 Days Orifice Radius 1.1 Inch[es]
Orifice Diameter 2.1 Inches]
11"In NC assume 3 days to drain
Estimate Volume of Basin Length width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

Windsor Run
Phase 1 Basin 1
Date: 5/29/15
Calculate Skimmer Size
Basin Volume in Cubic Feet 18,750 Cu.Ft Skimmer Size 2.5 Inch
Days to Drain* a'Days Orifice Radius 1.0 Inch[es]
Orifice Diameter 1.9 Inch[es]
In NC assume -3 days to drain
Estimate Volume of Basin Length Width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

User Input Data
Calculated Value
Reference Data
Designed By:
JMW Date: 5/26/2015
Checked By:
JM Date:
Company:
EMH8T
Project Name:
Windsor Run
Project No.:
2014-1110
Site Location (Cityrrown) Matthews
Culvert Id. Basin 1 Temp Pipe #1
Total Drainage Area (acres) N/A
Step 1. Deten.tine the taihvater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe If the tadwater depth .s less
than half the outlet pipe diameter, it is classified mininnrn tadwater condition
If it is greater than half the pipe diameter. it is classified narnmun condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a mummim taihvater condition unless reliable flood stage elevations
show othemgw
Outlet pipe diameter, Do (in.) 3
Tailwater depth (in.) 0
Minimum/Maximum tailwatef? Min TW (Fig. 8.06a)
Discharge (cfs) 0.053
Velocity (ft./s) 1.49
Step 2. Based on the railwater conditions determined in step 1, enter Figure
8 06a or Figure 8 06b, and determine d,oriprap size and nunimumt apron length
(L) The d,, size is the median stone size in a well -graded nprap apron
Step 3. Determine apron width at the pipe outlet, the apron shape, and the
apron width at the outlet end from die same figure used in Step 1
Step a. Deterniime the maximum stone diameter-
d_=
iameterdm„= 15xd,
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0
Step 5. Detennine the apron thickness:
Apron thickness = 1 5 x d_u
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6. Fit the riprap apron to the site by making it level for the nunutumt
length, L,, from Figure 8 06a or Figure 8 06b. Extend the apron farther
downstream and along charnel banks until stability is assured, keep the
apron as straight as possible and align it with the flow of the receiving stream
_take arty necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight
Some locations may require luting of the entire channel cross section to assure
stability.
It may be necessary to mcrease the sue of riprap where protection. of the
channel side slopes is necessary (Ippendiv 8.05) Where ov-erfalls emst at
pipe outlets or flow's are excessive, a plunge pool should be considered, see
page 8 06 8
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d5o, (ft.)
0.5
Minimum apron length, La (ft,)
10
Apron width at pipe outlet (ft)
0.75 0.75
Apron shape
Trapezoid
Apron width at outlet end (ft.)
10.25 0.25
Step a. Deterniime the maximum stone diameter-
d_=
iameterdm„= 15xd,
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0
Step 5. Detennine the apron thickness:
Apron thickness = 1 5 x d_u
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6. Fit the riprap apron to the site by making it level for the nunutumt
length, L,, from Figure 8 06a or Figure 8 06b. Extend the apron farther
downstream and along charnel banks until stability is assured, keep the
apron as straight as possible and align it with the flow of the receiving stream
_take arty necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight
Some locations may require luting of the entire channel cross section to assure
stability.
It may be necessary to mcrease the sue of riprap where protection. of the
channel side slopes is necessary (Ippendiv 8.05) Where ov-erfalls emst at
pipe outlets or flow's are excessive, a plunge pool should be considered, see
page 8 06 8

Windsor Run -Phase 1A
Ditch:
Diversion Ditch 1
Sta.:
0+00 TO 2+35
Date:
3 -Jun -15
Calculated Values
Input Data
Wetted Area (A) 2.88 sf
(Bottom (Bw)
R=A/P
2
ft
1:1
Side Slopes (Z)
5.50
2
Shear Stress (T)
Dining Type
psf
Vegetative
Synthetic Mat
".foil Type
Liner Allowable Shear Stress
Erosion Resistant (Clays)
Channel Slope (s)
Placement Thickness
0.038
ft/ft
Flow Depth (d)
0.80
ft
Required Flow
4.78
cfs
Calculated Values
Manning's "n" 0.035
Wetted Area (A) 2.88 sf
Wetted Perimeter (P) 5.58 ft
R=A/P
Hydraulic Radius (R)
1 0.52
ft
Design Values (Manning's Formula)
Capacity (Q)
15.38
cfs
Calculated Velocity (Vj
5.34
fps
Allowable Velocity (Va)
5.50
fps
Shear Stress (T)
1.9
psf
Temp Liner (Based on T)
Synthetic Mat
Liner Allowable Shear Stress
2
psf
Placement Thickness
N/A
in.
Geometric Values
tal Depth (Dt) (w/ Freeboard)
ITo
1.5
ft
pp Width (TW) (w/ Freeboard)
8
ft
2'
FlowTw
3 F. y s
ed Clay/Topsoil
I sideslope
(Max.)
,' ' ',' ' ' , Stabilize Whin 7 Days
ow
TEMPORARY DIVERSION DETAIL
Not to Scale

Windsor Run -Phase 1A
Ditch: Diversion Ditch 2
Sta.: 0+00 TO 5+05
Date: 6 -Jun -15
Calculated Values
Input Data
'Netted Area (A) 2.88 sf
Bottom (Bw)
R=A/ P
2
1Ft
Side Slopes (Z)
5.50
2
:1
Lining Type
psf
Vegetative
Curled Wood Mat
`.foil Type
Liner Allowable Shear Stress
Erosion Resistant (Clays)
Channel Slope (s)
Placement Thickness
0.030
ft/ft
Flow Depth (d)
0.80
ft
Required Flow
7.03
cfs
Calculated Values
Manning's "n" 0.035
'Netted Area (A) 2.88 sf
Wetted Perimeter (P) 5.58 ft
R=A/ P
(Hydraulic Radius (R)
0.52 Ift
Design Values (Manning's Formula)
Capacity (Q)
13.67
cfs
Calculated Velocity (V j
4.75
fps
Allowable Velocity NO
5.50
fps
Shear Stress (T)
1.5
psf
Temp Liner (Based on T)
Curled Wood Mat
Liner Allowable Shear Stress
1.55
psf
Placement Thickness
N/A
in.
Geometric Values
"total Depth (Dt) (w/ Freeboard)
1.5
ft
-fop Width (TW) (w/ Freeboard)
8
ft
2- (Min.)
Flow TW
Compacted Cloy/Tapp
otl
:1 side slaps
(Max.)
Dt
'�' ' -I I ,�i I I Stabilize Within 7 g�W
Bw
TEMPORARY DIVERSION DETAIL
Not to Scale

Temporary Sediment Basin 2 Phase 1
13.63 Drainage Area (Acres)
9.25 Disturbed Area (Acres)
20.65 Peak Flow from 10 -year Storm (cfs)
12.64 Peak Flow from 2 -year Storm (cfs)
16650 Required Volume ft3
8995 Required Surface Area ft2
67.1 Suggested Width ft
134.1 Suggested Length ft
VARIES Trial Top Width at Spillway Invert ft
VARIES Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
Elevation
Surface Area
Storage
719.00
9056.00
718.00
7587.00
8321.50
717.00
6714.00
7150.50
716.00
5627.00
6170.50
715.50
5105
2683.00
Total:
24325.50
5 Trial Depth ft (2 to 13 feet above grade)
VARIES Bottom Width ft
VARIES Bottom Length ft
0 Bottom Area ft2
24326 Actual Volume ft3 Okay
9056 Actual Surface Area ft2 Okay
Use Spillway Capacity Sheet to Size Primary anc
3 Skimmer Size (inches)
0.25 Head on Skimmer (feet)
2.8 Orifice Size (1/4 inch increments)
1.84 Dewatering Time (days)
Suggest about 3 days

!'i.,
T-it.,F,110-T-71MR-TV
PIPE FRICTION COEFFICIENTS
Spillway Capacity Spreadsheet
-f7
PIM
CutFMPENT
--0013
Date 05m2/75
mmv� -
Ri MOEMY
C1:SRAX164rW)AETAj.
o 01
0024
Checked
By
0013
Pipe Flow
RIVETED STEEL
Ci RION
Pipe Flow
(O."et Camuoi
(Inlet Contmol
I
I
Weir Flow
Orifice Flow
Primary
Full
Orifice
Riser
R-
Spillway
Flow
idli
71'j%
I C
. ---- --
-- -- -6 61
licesi
7191
1 Crest Ele-�
i irvi;o =
714Q7
M.kv'.I
CPP
I Pipe Diameter(ins)
1.$ =
15
Ou-i hn41
18'
K. =
Bn..
. to,
010
1
L I i
I. Fill
Lmgtn (ftl
8339
W I It,
W itt,
Isp
0018242
C.
31
Co
Oil
NO. 411
17U7144
0c. t'i
H 0
1
H
a
H
a
Q max
-FS
v
cps
Cps
zh-
Ci
71900
3,28 1361
770
275
1410
000
000
006
000
000
71430
358 1420
6125
305
1465
030
240
010
445
240
111150
379 }4.61
aV
325
1533
050
$16
060
001
516
00
428 t5$4
6110
375
1647
10
14 at
100
1
850
-211
628 V 2?
o TT
475
1853
20
4132
200
1203
1203
Z22M
828- 1883
104
575
2039
200
7611
9.60
1413
1473
ts 72 *NIJMI
111
-71625
04UPA,
Jl000
MUM.
11&00
NNUM,
#NUMI
4N573 zi
mNUMI
-71625
XWJPW
li
flo 00
MUM,
#Ni
-716-J2 vi
OJIVNI.
-71625
#NUM'
.715100
Ri
-71600
Vi
#NUMI
415.72 SULPM -
mum,
-71625
#NUM'
.71400
Ni
-710i 00
41
#NM
-75372 spli
9NUMI
-71625
#NUM'
.71400
-ri
'71900
4M1.1W
91
.71572 Mi
wum.
-71625
#1
.71000
ffi
.71900
11
#NUM'
.71572 *NLM'
91
-71625
#NUMI
.71900
r4i.All
71000
aNkim,
#NUM'
71 572 *NVIAI
-Wi
- 1625
#NUM1
410 1
0,11M
.31400
01
*NUM'
572UNUM!
wuht
1625
#NUMI
-71900
Avim,
.71000
SNUM,
#NUM1
.71572 SNUM!
On
1625
#NUMI
.71000
ingur'k,
.7$000
MUM,
#NM
-71572 111
OMAJ
-71625
#NUMI
.71900
0i
-Moo
NNUM.
#NUM -
415 72 Ri
OWMI
-71625
#NM
.71900
11,140M,
,711100
111
#NUM1
NLOA-
di
-71625
#NUMI
.7 to Go
.7t$00
vi
#NUMI
1. i -571 li
11
-71625
#NUM'
.71900
•11:'00
Wi
#NUM -
Emergency Spillway Flow
Bottom Elevation 720
Bottom Width 10
Wei-, 0- C L W1 5
C- 2 8
719 30 000 coo
719 50 000 000
72000 000 000
721 00 1 00 2800
72200 200 7920
000 000 000
000 000 000
000 000 000
000 000 000
000 000 000
000 coo 0 00
000 0 00 0 00
000 0 00 0 00
0 00 0 00 000
0 00 000 000
Goo 000 000
000 000 000
000 000 000
000 000 000
Total Spillway Capacity
C? CIS E�ayauor
0,00 719013
2.40 719.30
5.16 71950
8.50 720.00
40.03 721.00
93.92 72200
#NUMI 0.00
#NUMI 0,00
#NUMI 0,00
#NUMI 040
#NUMI 0.00
#NUMI 000
Ili 0.00
#NUMI 0.00
#NUMI i
#NUMI i
#NUMI 0.00
#NUMI 0.00
#NUMI 0.00
#NUMI 0.00
PIPE FRICTION COEFFICIENTS
-f7
PIM
CutFMPENT
--0013
SMOOTHCEW-017
Ri MOEMY
C1:SRAX164rW)AETAj.
o 01
0024
SVWTI1 STEa
0013
1 - ---------
RIVETED STEEL
Ci RION
0 018
TG"PYJW

Windsor Run
Phase 1 Basin 2
Date: 5/29/15
Calculate Skimmer Size
Basin Volume in Cubic Feet ifi,550 Cu.Ft Skimmer Size 3.0 Inch
Days to Drain* 2 Days Orifice Radius 1.4 Inch[es]
Orifice Diameter 2.8 Inch[es]
,'In NC assume 3 days to drain
Estimate Volume of Basin Length width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

Windsor Run
Phase 1 Basin 2
Date: 5/29/15
Calculate Skimmer Size
Basin Volume in Cubic Feet 24,326 Cu.Ft Skimmer Size 2.5 Inch
Days to Drain* 5 Days Orifice Radius 1.1 Inch[es]
Orifice Diameter 2.2 Inch[es]
'in NC assume 3 days to drain
Estimate Volume of Basin Length width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

User -Input Data
Calculated Value
Reference Data
Designed By:
JMW Date: 5/26/2015
Checked By:
JM Date:
Company:
EMH&T
Project Name:
Windsor Run
Project No,:
2014-1110
Site Location (Cityrrown) Matthews
Culvert Id. Basin 2 Temp Pipe #2
Total Drainage Area (acres) N/A
Step 1. Determine the tailwater depth fain channel characteristics below the
pipe outlet for the design capacity of the pipe If the tailwater depth is less
than half the outlet pipe diameter, it is classified mininiu n taihvater condition
If it is greater than half the pipe diainerer, it is chissrfied maximuun condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a runumuiin tailwater condition unless reliable flood stage elevations
show otherwise
Outlet pipe diameter, Do (in.) 18
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 0.096
Velocity (ft.ls) 1.44
Step '_. Based on the tailwater conditions determined in step 1, enter Figure
S. 06a or Figure 8 06band determine d,, riprap size and muiun irn apron length
(LJ The d,i size is the median stone size in a well -graded nprap apron -
Step 3. Detemrrne apron width at the pipe outlet. the apron shape, and the
apron width at the outlet end from the same figutre used in Step 2
Step 4. Determine the inaximrun stone dliaineter
dm„= 15xd,
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0
Step 5. Determine the apron thickness:
Apron thickness = 1 5 x dm„
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6. Fit the nprap apron to the site by making it level for the niinummni
length. L,, froin Figure 8.06a or Figure 8 066. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight
Sonne locations uuav require lining of the ndre channel cross section to assure
stability.
It tuav be necessary to increase the size of nprap where protection of the
channel side slopes is necessary (Appendiy S 05) %Uncre overfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8 06 8
Minimum TW Maximum TW
Figure 8.06a Figure S.06b
Riprap d5o, (ft.)
0.5
Minimum apron length, La (ft.)
10
Apron width at pipe outlet (ft.)
4.5 4.5
Apron shape
Trapezoid
Apron width at outlet end (ft.)
115 1.5
Step 4. Determine the inaximrun stone dliaineter
dm„= 15xd,
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0
Step 5. Determine the apron thickness:
Apron thickness = 1 5 x dm„
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6. Fit the nprap apron to the site by making it level for the niinummni
length. L,, froin Figure 8.06a or Figure 8 066. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight
Sonne locations uuav require lining of the ndre channel cross section to assure
stability.
It tuav be necessary to increase the size of nprap where protection of the
channel side slopes is necessary (Appendiy S 05) %Uncre overfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8 06 8

Windsor Run -Phase 1A
Ditch: Diversion Ditch 3
Sta.: 0+00 TO 5+47
Date: 3 -Jun -15
Calculated Values
Input Data
Wetted Area (A) 3.42 sf
Bottom (Bw)
R=A/P
2
ft
`fide Slopes (Z)
5.50
2
:1
Lining Type
psf
Vegetative
Single Fiberglass Roving
Soil Type
Liner Allowable Shear Stress
Erosion Resistant (Clays)
annel Slope (s)
Placement Thickness
0.010
ft/ft
w Depth (d)
Le
0.90
ft
quired Flow
7.52
cfs
Calculated Values
Manning's "n" 0.035
Wetted Area (A) 3.42 sf
Wetted Perimeter (P) 6.02 ft
R=A/P
Hydraulic Radius (R)
0.57
Ift
Design Values (Manning's Formula)
Capacity (Q)
9.98
cfs
Calculated Velocity (Vj
2.92
fps
Allowable Velocity (Vj
5.50
fps
"Shear Stress (T)
0.56
psf
Temp Liner (Based on T)
Single Fiberglass Roving
Liner Allowable Shear Stress
0.6
psf
Placement Thickness
N/A
in.
Geometric Values
"Total Depth (Dt) (w/ Freeboard)
1.5
ft
Top Width (TW) (w/ Freeboard)
8
ift
2' (Min.)
Flow T*
Carnpactsd Clay/Topsoil
—�„�-2:1 side elope
_ of h (max.)
—I�—l�iifllsii—lil-1��-��������
Stabfllze Within 7 Days
TEMPORARY DIVERSION DETAIL
Not to Seale

Windsor Run -Phase 1A
Ditch: Diversion Ditch 4
Sta.: 0+00 TO 2+77
Date: 3 -Jun -15
Calculated Values
Input Data
Wetted Area (A) 3.42 sf
ottom (Bw)
IS
R=A/ P
2
ft
idee Slopes (Z)
5.50
2
:1
Lining Type
psf
Vegetative
Single Fiberglass Roving
Soil Type
Liner Allowable Shear Stress
Erosion Resistant (Clays)
Channel Slope (s)
Placement Thickness
0.010
ft/ft
Flow Depth (d)
0.90
ft
Required Flow
0.47
cfs
Calculated Values
Manning's "n" 0.035
Wetted Area (A) 3.42 sf
'Wetted Perimeter (P) 6.02 ft
R=A/ P
Hy draulic Radius (R) )0.57
Ift
Design Values (Manning's Formula)
{Capacity (Q)
9.98
cfs
{Calculated Velocity (V j
2.92
fps
Allowable Velocity (Vj
5.50
fps
Shear Stress (T)
0.56 1
psf
Temp Liner (Based on T)
Single Fiberglass Roving
Liner Allowable Shear Stress
0.6
psf
Placement Thickness
N/A
in.
Geometric Values
Total Depth (Dt) (w/ Freeboard)
1.5
ft
'fop Width (TW) (w/ Freeboard)
8
ft
TW
sw
2' (M(n.)
#
I Clay,/Topsoil
aide slope
(Max.)
�I I I—I 11lTTf=
Stabilize Within 7 Days
TEMPORARY DIVERSION DETAIL
Not to Scale

Skimmer Basin 3 - Phase 1
5.02 Drainage Area (Acres)
5.02 Disturbed Area (Acres)
6.77 Peak Flow from 10 -year Storm (cfs)
9036 Required Volume ft3
2200 Required Surface Area ft2
33.2 Suggested Width ft
66.3 Suggested Length ft
VARIES Trial Top Width at Spillway Invert ft
VARIES Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio Z:1
2.5 Trial Depth ft (2 to 3.5 feet above grade)
VARIES Bottom Width ft
VARIES Bottom Length ft
VARIES Top Width ft
VARIES Top Length ft
4703 Bottom Area ft2
Elevation
Surface Area
Stora e
727.50
6513.00
727.00
6039.00
3138.00
726.50
5580.00
2904.75
726.00
5134.00
2678.50
725.50
4703.00
2459.25
Total:
11180.50
11181 Actual Volume ft3 Okay
6513 Actual Surface Area ft2 Okay
5 Trial Weir Length ft
1.5 Trial Depth of Flow ft
27.6 Spillway Capacity cfs Okay
2.5 Skimmer Size (inches)
0.208 Head on Skimmer (feet)
2.1 Orifice Size (1/4 inch increments)
1.94 Dewatering Time (days)
Suggest about 3 days

Windsor Run
Phase 1 Basin 3
Date: 5/29/15
Calculate Skimmer Size
Basin Volume in Cubic Feet 9, 36 Cu.Ft Skimmer Size 2.5 Inch
Days to Drain* 2 Days Orifice Radius 1.1 Inch[es]
Orifice Diameter 2.1 Inch[es]
in NC assume 3 days to drain
(Estimate Volume of Basin Length width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet f=eet
Depth in feet Feet

Windsor Run
Phase 1 Basin 3
Date: 5/29/15
Calculate Skimmer Size
Basin Volume in Cubic Feet 11,181 Cu, Ft Skimmer Size 2.0 Inch
Days to Drain* 5 Days Orifice Radius 0.8 Inch[es]
Orifice Diameter 1.6 Inch[es]
'in NC assume 3 days to drain
Estimate Volume of Basin Length Width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

DESIGN OF OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Designed By:
JMW Date: 5/2612015
Checked By:
JM Date:
Company:
EMH&T
Project Name:
Windsor Run
Project No.:
2014-1110
Site Location (Cityrrown) Matthews
Culvert Id. Basin 3 Temp Pipe #3
Total Drainage Area (acres) N/A
Step 1. Deiennme the tailuwater depth fioun channel characteristics below rhe
pipe outlet for the design capacny of the pipe If the tarlwater depth is less
than halfthe outlet pipe diameter, it is classified minimum taihvater condition
If it is greater than half the pipe charterer. it is classified maemnm condition.
Pipes that outlet onto Fide flat areas with no defined channel are assumed
to have a nummim tailwater condition uutless reliable flood stage elevations
show otherwise
Outlet pipe diameter, Do (in.) 2.5
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 0.052
Velocity (ft./s) 1.58
Step 2. Based on the railw•ater conditions detemuned in step 1, enter Figure
3 06a or Figure B O6b and determine d,o riprap size and minimum apron length
(La) The d,i size is cite median stone size in a swell -graded nprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape, and the
apron width at the outlet end from the same figure used in Step 2 -
Minimum TW Maximum TW
Figure 8.06a Figure 6.06b
Riprap d50, (ft) 0.5
Minimum apron length, La (ft.) 10
Apron width at pipe outlet (ft.) 0.625 0.625
Apron shape Trapezoid
Apron width at outlet end (ft.) 10.20833333 0.208333333
Step 4. Deteinime the utacimmu stone dmiieter
d_= 1 5xd.
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0
Step S. Determine the apron thickness
Apron thickness = 1 5 x dmy
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6. Fit the nprap apron to the site by milting it level for the miuunim
length. Li, from Figure 8 06a or Figure 8-066 Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream
Make any necessary alignment bends near die pipe outlet so that the cinua nce
into the receiving stream is straight
Sonic locations ula7 require lining of the cittnre channel cross section to assure
stability.
It nay be necessary to increase the size of nprap where protection of the
channel side slopes is necessary (Appmdry 5.05) Where overfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8 06 8.

Windsor Run- Phase 1A
Ditch: Diversion Ditch 5
Sta.: 0+00 TO 2+26
Date: 3 -Jun -15
Calculated Values
Input Data
Wetted Area (A) 2.88 sf
Bottom (Bw)
2
ft
Side Slopes (Z)
2
:1
Lining Type
Vegetative
0.9
:Soil Type
Erosion Resistant (Clays)
Channel Slope (s)
0.018
ft/ft
Flow Depth (d)
0.80
ft
(Required Flow
7.03
cfs
Calculated Values
Manning's "n" 0.035
Wetted Area (A) 2.88 sf
Wetted Perimeter (P) 5.58 ft
R=A/ P
Hydraulic Radius (R)
0.52
Ift
Design Values (Manning's Formula)
Capacity (Q)
10.59
cfs
Calculated Velocity (Vj
3.68
fps
Allowable Velocity (Va)
5.50
fps
�ihear Stress (T)
0.9
psf
Temp Liner (Based on T)
Straw with Net
(Liner Allowable Shear Stress
1.45
psf
Placement Thickness
N/A
in.
Values
IGeometric
'Total Depth (Dt) (w/ Freeboard)
1.5
ft
Top Width (TW) (w/ Freeboard)
8
ft
o -w TW
Dt
z'
ad Clay/Topsail
1 sideslops
(Max. )
1' ' 1- P ' Stabilize Within 7 Days
BW
TEMPORARY DIVERSION DETAIL
Not to Scale

Windsor Run- Phase 1A
Ditch: Diversion Ditch 6
Sta.: 0+00 TO 2+96
Date: 3 -Jun -15
Calculated Values
Input Data
'Wetted Area (A) 2.88 sf
Bottom (Bw)
2
ft
Side Slopes (Z)
2
:1
Lining Type
Vegetative
0.5
Soil Type
Erosion Resistant (Clays)
Channel Slope (s)
0.010
ft/ft
(Flow Depth (d)
0.80
ft
(Required Flow
6.77
cfs
Calculated Values
Manning's "n" 0.035
'Wetted Area (A) 2.88 sf
'Wetted Perimeter (P) 5.58 ft
R=A/ P
(Hydraulic Radius (R)
0.52 ft
Design Values (Manning's Formula)
Capacity (Q)
7.89
cfs
Calculated Velocity (Vj
2.74
fps
Allowable Velocity (Vj
5.50
fps
Shear Stress (T)
0.5
psf
'Temp Liner (Based on T)
Single Fiberglass Roving
Liner Allowable Shear Stress
0.6
psf
(Placement Thickness
N/A
in.
Geometric Values
-notal Depth (Dt) (w/ Freeboard)
1.5
ft
"Fop Width (TW) (w/ Freeboard)
8
ft
Flaw TW
q 1 of
I1—
Fiw
2'
ad Clay/Topsoll
I sideslope
(Max.)
I'{�I I f-_' l 1 i�)
Stabilize Within 7 Days
TEMPORARY DIVERSION DETAIL
Not to Scale

Skimmer Basin 4 - Phase 1 & 2
6.07 Drainage Area (Acres)
6.07 Disturbed Area (Acres)
7.40 Peak Flow from 10 -year Storm (cfs)
10926 Required Volume ft3
2405 Required Surface Area ft2
34.7 Suggested Width ft
69.4 Suggested Length ft
VARIES Trial Top Width at Spillway Invert ft
VARIES Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio Z:1
2.5 Trial Depth ft (2 to 3.5 feet above grade)
VARIES Bottom Width ft
VARIES Bottom Length ft
VARIES Top Width ft
VARIES Top Length ft
Elevation
Surface Area
Storage
744.50
6222.00
744.00
5608.00
2957.50
743.00
4456.00
5032.00
742.00
3404.00
3930.00
Total:
11919.50
3404 Bottom Area ft2
11920 Actual Volume ft3 Okay
6222 Actual Surface Area ft2 Okay
5 Trial Weir Length ft
1.5 Trial Depth of Flow ft
27.6 Spillway Capacity cfs Okay
2.5 Skimmer Size (inches)
0.208 Head on Skimmer (feet)
2.3 Orifice Size (1/4 inch increments)
1.96 Dewatering Time (days)
Suggest about 3 days
Skimmer Size
Inches
1.5
2
2.5
3
4
5
6
8

Windsor Run
Phase 1 and 2 Basin 4
Date: 5/29/15
Calculate Skimmer Size
Basin Volume in Cubic FeetLt912
2 Cu.Ft Skimmer Size 2.5 Inch
Days to Drain* Days Orifice Radius 1.2 Inch[es]
Orifice Diameter 2.3 Inch[es]
In NC assume 3 days to drain
Estimate Volume of Basin Length Width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

Windsor Run
Phase 1 and 2 Basin 4
Date: 5/29/15
Calculate Skimmer Size
Basin Volume in Cubic Feet 11,920 Cu.Ft Skimmer Size 2.0 Inch
Days to Drain* 5 Days Orifice Radius 0.8 Inch[es]
Orifice Diameter 1.6 Inch[es]
'In NC assume 3 days to drain
Estimate Volume of Basin Length Width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

DESIGN OF - OUTLET PROTECTION
User -Input Data
Calculated Value
Reference Data
Designed By:
JMW Date:
Checked By:
JM Date:
Company:
EMH&T
Project Name:
Windsor Run
peniar^t Nn -
2n14 -111n
Site Location (Cityfrown) Matthews
Culvert Id. Basin 4 Temp Pipe #4
Total Drainage Area (acres) NIA
Step 1. Determine the tailwafer depth from charnel characteristics lxlow dle
pipe outlet for the design capacity of the pipe If the tailwatet depth is less
that halfthe outlet pipe diameter: it is classified nuninnun raihcater condition
If it is greater than half the pipe diameter, it is classified timmitun condition
Apes that outlet onto wide flat areas wall no defined channel are assumed
to have a numm m tailwater condition unless reliable flood stage elevations
show- otherssise
Outlet pipe diameter, Da (in.) 2.5
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 0.063
Velocity (ft./s) 1.82
Step ?. Based on the tailwater conditions determined in step 1, enter Figure
8 06a or Figure 8 06b, and determine d,a riprap size and mnumuni apron length
(Le) The it, size is the median stone size in a well -graded nprap apron -
Step 3. Determine apron width at the pipe outlet, file apron shape, and the
apron width at the outlet end hom the same figure used in Step '_..
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.) 0.5
Minimum apron length, La (ft.) 10
Apron width at pipe outlet (ft.) 0.625 0.625
Apron shape Trapezoid
Apron width at outlet end (ft.) 10.20833333 0.208333333
Step a. Detertume the ntaxrnnini stone diameter
d_s= 1 5xd.
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0
Step S. Determine the apron duclmess:
Apron thickness = 1 5 x d,,
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6. Fit the nprap apron to the site by milking it level for the nuns num
length, L,, from Figure 8.06a or Figure 8.06b bit rid the apron farther
downstream and along channel banks until stability is assured Keep the
apron as straight as possible and align it with the flow, of the receiving stream
NIake any necessary alignment beads near the pipe outlet so tlyrt the entrance
roto the receiving streaui is straight
Sonic locations may require ling of the entre channel cross section to assure
stability.
It imy be necessary to increase the size of rnprap where protection of die
channel side slopes is necessary (Appentiir 8 05) \there overfills exist at
pipe outlets or flows are excessnr, a pltmge pool should be considered, see
page 8 06 8

Windsor Run- Phase 1A
Ditch: Diversion Ditch 7
Sta.: 0+00 TO 5+94
Date: 3 -Jun -15
Calculated Values
Input Data
Wetted Area (A) 2.88 sf
Bottom (Bw)
R=A/ P
2
ft
:fide Slopes (Z)
Allowable Velocity (Va)
2
:1
Lining Type
0.95
Vegetative
Temp Liner (Based on T)
'.soil Type
Erosion Resistant (Clays)
Channel Slope (s)
psf
0.019
ft/ft
Flow Depth (d)
0.80
ft
Required Flow
7.87
cfs
Calculated Values
Manning's "n" 0.035
Wetted Area (A) 2.88 sf
Wetted Perimeter (P) 5.58 ft
R=A/ P
Hydraulic Radius (R)
0.52
Ift
Design Values (Manning's Formula)
Total Depth (Dj (w/ Freeboard)
Capacity (Q)
10.88
cfs
Calculated Velocity (V,)
3.78
irps
Allowable Velocity (Va)
5.50
fps
Shear Stress (T)
0.95
psf
Temp Liner (Based on T)
Straw with Net
Liner Allowable Shear Stress
1.45
psf
Placement Thickness
N/A
in.
Geometric Values
Total Depth (Dj (w/ Freeboard)
1.5
ft
Top Width (TW) (w/ Freeboard)
8
ft
FlowTw
iF ss
BW
2'
Dt
eted Clay/Topsoil
2.1 side slope
(Max.)
Stabilize Within 7 Days
TEMPORARY DIVERSION DETAIL
Not to Scale

Windsor Run- Phase 1A
Ditch: Diversion Ditch 8
Sta.: 0+00 TO 3+67
Date: 3 -Jun -15
Calculated Values
Input Data
etted Area (A) 2.88 sf
IIly
Bottom (Bw)
2
ft
Side Slopes (Z)
2
:1
Lining Type
Vegetative
1.7
!foil Type
Erosion Resistant (Clays)
Channel Slope (s)
0.034
ft/ft
Flo w Depth (d)
0.80
ft
Required Flow
1.88
cfs
Calculated Values
anning's "n" 0.035
etted Area (A) 2.88 sf
IIly
etted Perimeter (P) 5.58 ft
R=A/ P
draulic Radius (R) )0.52
ft
Design Values (Manning's Formula)
Capacity (Q)
14.55
cfs
Calculated Velocity (V j
5.05
fps
Allowable Velocity (Vj
5.50
fps
Shear Stress (T)
1.7
psf
Temp Liner (Based on T)
Synthetic_ Mat
Liner Allowable Shear Stress
2
psf
Placement Thickness
N/A
in.
Geometric Values
"notal Depth (Dt) (w/ Freeboard)
1.5
ft
Top Width (Tw) (w/ Freeboard)
8
ft
Flow TW
1
2-
®d Clay/Topsoil
1 sideslope
(max.)
` —P ' I' Stabllize MOM 7 Days
aw
TEMPORARY DIVERSION DETAIL
Not to Scale

Temporary Sediment Basin 5 Phase 1
18.55 Drainage Area (Acres)
11.05 Disturbed Area (Acres)
23.9 Peak Flow from 10 -year Storm (cfs)
16.91 Peak Flow from 2 -year Storm (cfs)
19890 Required Volume ft3
10411 Required Surface Area ft2
72.1 Suggested Width ft
144.3 Suggested Length ft
VARIES Trial Top Width at Spillway Invert ft
VARIES Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
Elevation
Surface Area
Storage
72100
11460.00
722.00
10178.00
10819.00
721.00
8953.00
9565.50
720.00
7784
8368.50
Total:
28753.00
5 Trial Depth ft (2 to 13 feet above grade)
VARIES Bottom Width ft
VARIES Bottom Length ft
0 Bottom Area ft2
28753 Actual Volume ft3 Okay
11460 Actual Surface Area ft2 Okay
Use Spillway Capacity Sheet to Size Primary and
4 Skimmer Size (inches)
0.333 Head on Skimmer (feet)
2.8 Orifice Size (1/4 inch increments)
1.90 Dewatering Time (days)
Suggest about 3 days

Spillway Capacity Spreadsheet
Date 05/12/15 —Cy --;MW
Checked By
Pipe now Pipe Flow
10ae1e1 [-trawl linm tonliary Weir Flow Orifice Flow
Fun 1 0'16-. k arre. Riser
IflNN lrrm+t = 739.e9 ICo = 06I ICres[Elev _.= 7231 jCrestEle, = 723
rn1lualrri-n = "1055
MMxigl C Pipe Diameter (ins) = 151 pip. 0iainplm I'mt5
1
W*rrlel*r tan! = 15 •
16- 7 9 Box - --- - 11-n 7Go Fq- 0013 L(n) = L1Z
LV"M 00 6808 I W(ttl= _ WiR1=' I.
KP = 0e2326
'U kc<111f = 1227 t84 C= vC. 00
rt, = 1227161
Ei-r41t¢n ., a Cana, ri o a n e c
us v CF= CFS CFS
723 90 2.625 620 666 2 38 y 9 10 300 000 004 o 00
73325 3975 5% 667 263 957 015 152 025 2f5
.1360 3325 see 7 25 286 1001 050 4 39 a 5!0 4.18
.2400 3825 454 338 10 85 1 00 1217 100 501
74500 4625 1071 873 436 1.15S 200 3445 209 635
M 99 5825 11 77 9 50 538 1369 300 6325 3 C9 1023
-x20 179 AN1UM. -NUM' -72063 SWU i •7$3 00 aiNUM' -723 Cc -NUTAI
.21,' 576 ENUM' #NUA" -72063 atv317A' -72300 -NUh1• -72309 aNUMP
-729178 SNUM! 04um. -72053 9WA' -72300-1vWN.' -72300 a7iUM'
-,20$76 #NUN' IN4UM' -72063 •NUfA' -+`23 X *:4U'4" 4M 00 -NUM'
-729175 *NUM' *NWM' -72063 +:NiAA' .12300 11 -72300 #NUtA'
^72817$ SNUM' *NUM' -72063 slruiR• :72j 00 *NUM' -723.00 Kkum•
-.28 175 &HUM, a7:(I7A" -72063 #NUM' •72S W -+NUMI .72316) -h'UM^
-724175 *NUM' a%UmP -72063 #NUM' -MDo -NWA1' -M 00 OWE
-7$0175 AM ' "LfM' .72063 #NUMI .72300 #. WM ..723.00 at4UM'
-72017,5 04UN1 aliL'3A' -72063 #NUMI •i Z3'i07it= .7Z3 p0 irrAN:
720175 or"! SNUM' -72063 #NUM! .72300 sh1jI.1' •71300 "WrA
•729176 #NUM' Vi=.72063 #NUMI .13300 ittUM, -72307 APiUAi-
•7Yl775 mum. ANUM' -72063 #NUMI .7'2300 ONUM' •73300 -NUM'
.720175 RWM° sii4M' -72063 #NUM! -72300 *l.JM• -72300 ARU7A'
PIPE FM02N COEFFICIENTS
Pvt GO@v i 3EHT
9MDai7>n L ":: 491:1=7 .. ... .. .
RDUCa1 CEMENT 0,
9t5
C0RRUt3ATED METAL 0924 ti
SMt737i4 STEEL 441-1
FdVETEt3 STEEL 0 Oto
E6 -.T 1RG4 0414
L
TCII R""d 12L13/,2008_ -
Primary
Emergency Spillway Flow
Spillway
Flow
Bottom Elevation
724
Bottom Width
Weir Equation
C-28
10
Ct= C L H-1 5
C1 max
CFS
000
--- ----
Elevation
723 00
---------
Head
000
Q
1 52
4 18.
5 91
72325
- 723 50
0 00
000
000
000
000
835
1023
724 00
725 00
72600
000
1 00
000
2600
#NUMI
#NUMI
#NUMI
000
000
000
200
000
000
000
7920
000
000
000
#NUMI
#NUM'
#NUMI
000
000
000
000
000
000
000
000
000
#NUM'
000
000
000
#NUMI
#NUM'
000
000
000
000
000
000
#NUMB
000
000
000
#NUM'
#NUMI
000
000
000
000
000
000
#NUM'
#NUM'
000
000
000
000
000
000
1
O cfs
0.130
1.52
4.18
5.91
36.35
89.42
#NUMI
#NUMI
#NUMI
#NUMI
#NUMI
#NUMI
#NUMI
#NUMI
#NUMI
#NUMI
#NUMI
#NUMI
#NUMI
II'NUMI
Total Spillway Capacity
Wes

Windsor Run
Phase 1 Basin 5
Date: 5/29/15
Calculate Skimmer Size
Basin Volume in Cubic Feet I 79,89(} Cu.Ft Skimmer Size 4.0 Inch
Days to Drain* 2 1 Days Orifice Radius 1.4 Inch[es]
Orifice Diameter 2.8 Inch[es]
'in NC assume 3 days to drain
Estimate Volume of Basin Length width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

Windsor Run
Phase 1 Basin 5
Date: 5/29/15
Calculate Skimmer Size
Basin Volume in Cubic Feet 28,753 Cu.Ft Skimmer Size 2.5 Inch
Days to Drain* 5 Days Orifice Radius 1.2 Inch[es]
Orifice Diameter 2.4 Inch[es]
'Ire NC assume 3 days to drain
Estimate Volume of Basin Length Width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

User Input Data
Calculated Value
Reference Data
Designed By:
JMW Date: 5!2612015
Checked By:
JM Date:
Company:
EMHBT
Project Name:
Windsor Run
Project No.:
2014-1110
Site Location (Cityrrown) Matthews
Culvert Id. Basin 5 Temp Pipe #5
Total Drainage Area (acres) N/A
Step 1. Detmiline the tailwater depth from channel cliaractCTL%ncs below the
pipe outlet for the design capacity of the pipe If the tailwater depth is less
dutri half the outlet pipe diameter, it is classified intramural tailwater condition
If it is greater than half the pipe diameter, It is classified inaxuntnt condition
pipes that outlet onto wide flat areas with no defined chauiiel we assumed
to have a nurinnlm tailwater condition unless reliable flood stage elevations
9hOw olhenvix
Outlet pipe diameter, Do (in.) 15
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 0.115
Velocity (ft./s) 1.51
Step '_. Based on the tailwater conditions determined to step 1, enter Figure
8 06a or Figure 8 06b, and detemuue d,, nprap size and nunnluin apron length
(L) The d, size is the median stone size m a well -graded nprap apron
Step 3. Deteraune apron width at the pipe outlet, the apron shape, mid the
apron width at the outlet end from the same figure used in Step 2.
Step 4. Determine the ntaxmnlnr stone diameter
dm„= 1 5xd.
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0
Step 5. Determine the apron thickness:
Apron thickness = 1 5 x dam„
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6. Fit the nprap apron to the site by slaking it level for the nuunntni
length. L,, from Figure 8.06a or Figure 8-06b. Extend the apron farther
domastream and along channel bwks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving strewn
VLike any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stremn is straight
Some locations nay require lining of the c the channel cross section to assure
stability.
It may be necessary to increase the size of nprap where protecnou of the
channel side slopes is necessary (fppmidn- S.05) 'Where overfalls emst at
pipe outlets or flows are excessive, a plunge pool should be considered see
page 9 06 8
Minimum TW Maximum TW
Figure 8.05 Figure 8.05
Riprap dsg, (ft.)
0.5
Minimum apron length, La (ft.)
10
Apron width at pipe outlet (ft.)
3.75 3.75
Apron shape
Trapezoid
Apron width at outlet end (ft.)
11.25 1.25
Step 4. Determine the ntaxmnlnr stone diameter
dm„= 1 5xd.
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0
Step 5. Determine the apron thickness:
Apron thickness = 1 5 x dam„
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6. Fit the nprap apron to the site by slaking it level for the nuunntni
length. L,, from Figure 8.06a or Figure 8-06b. Extend the apron farther
domastream and along channel bwks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving strewn
VLike any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stremn is straight
Some locations nay require lining of the c the channel cross section to assure
stability.
It may be necessary to increase the size of nprap where protecnou of the
channel side slopes is necessary (fppmidn- S.05) 'Where overfalls emst at
pipe outlets or flows are excessive, a plunge pool should be considered see
page 9 06 8

Skimmer Basin 1 - Phase 2
8.8 Drainage Area (Acres)
8.8 Disturbed Area (Acres)
10.34 Peak Flow from 10 -year Storm (cfs)
15840 Required Volume ft3
3361 Required Surface Area ft2
41.0 Suggested Width ft
82.0 Suggested Length ft
VARIES Trial Top Width at Spillway Invert ft
VARIES Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio Z:1
2.5 Trial Depth ft (2 to 3.5 feet above gi
VARIES Bottom Width ft
VARIES Bottom Length ft
VARIES Top Width ft
VARIES Top Length ft
3599 Bottom Area ft2
18760 Actual Volume ft3 Okay
6055 Actual Surface Area ft2 Okay
5 Trial Weir Length ft
1.5 Trial Depth of Flow ft
27.6 Spillway Capacity cfs Okay
3 Skimmer Size (inches)
0.25 Head on Skimmer (feet)
2.7 Orifice Size (1/4 inch increments)
1.88 Dewatering Time (days)
Suggest about 3 days
Elevation
Surface Area
Stora e
741.00
6055.00
740.50
5535.00
2897.50
740.00
5030.00
2641.25
739.50
4539.00
2392.25
739.00
4062.00
2150.25
738.50
3599.00
1915.25
738.00
3150.00
3606.00
737.50
2716.00
3157.50
ade
Total:
18760.00
Skimmer Size
(inches)
1.5
2
2.5
3
4
5

Windsor Run
Phase 2 Basin 1
Date: 5/29/15
Calculate Skimmer Size
Basin Volume in Cubic Feet 15,840 Cu.Ft Skimmer Size 3.0 Inch
Days to Drain* 2 Days Orifice Radius 1.4 Inch[es]
Orifice Diameter 2.7 Inch[es]
In NC assume 3 days to drain
Estimate Volume of Basin Length Width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

Windsor Run
Phase 2 Basin 1
Date: 5/29/15
Calculate Skimmer Size
Basin Volume in Cubic Feet 18,750 Cu.Ft Skimmer Size 2.5 Inch
Days to Drain* 5 Days Orifice Radius 1.0 Inches]
Orifice Diameter 1.9 Inch[es]
In NC assume 3 days to drain
Estimate Volume of Basin length width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

Temporary Sediment Basin 2 Phase 2
10.08 Drainage Area (Acres)
5.11 Disturbed Area (Acres)
15.05 Peak Flow from 10 -year Storm (cfs)
9.21 Peak Flow from 2 -year Storm (cfs)
9198 Required Volume ft3
6556 Required Surface Area ft2
57.3 Suggested Width ft
114.5 Suggested Length ft
VARIES Trial Top Width at Spillway Invert ft
VARIES Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
Elevation
Surface Area
Stora e
719.00
9056.00
718.00
7587.00
8321.50
717.00
6714.00
7150.50
716.00
5627.00
6170.50
715.50
5105
2683.00
Total:
24325.50
5 Trial Depth ft (2 to 13 feet above grade)
VARIES Bottom Width ft
VARIES Bottom Length ft
0 Bottom Area ft2
24326 Actual Volume ft3 Okay
9056 Actual Surface Area ft2 Okay
Use Spillway Capacity Sheet to Size Primary and Emergency S illways
Skimmer Size
2.5 Skimmer Size (inches) Inches
0.208 Head on Skimmer (feet) 1.5
2.1 Orifice Size (1/4 inch increments) 2
1.98 Dewatering Time (days) 2.5
Suggest about 3 days 3

SPHS
3a1-
cho9k'
ictal Spillway Capatrty
0 Cit Eleval
0.00 719.
2.50 719
5.16 719.
S.50 720.
40.03 721
93.92 722
#NUMI 0
#NUMI 0.
CNUMI 0.
#NUMI 0
#NUMI 0
#NUMI 0
#NUMI 0
#NUMI a
#NUMI U
#NUMI a
#NUMI 0
#NUMI 0
#NUMI 0
#NUMI 0
;rates
Pfpe Flow
pipe Flow
lay w1 r 1ra11
[in: CO."]) I
I
Weir RO
Orrfice Flaw
prlmmry
Emergency
5plllway Flow
-un
or.t:ca
I
a.;,a
Spillway
Flow
14W Imo0 =
71559
�Ca =
00�'
�CrP1: e'Ixx
= tt9�
.. c
�G.-,.; tIC!
719
OJ;krl Inver.
71497
Material =
CPP
P— Ummme,
k— t - 16
_
a,Pa piemm-, rrns Y v
16
3anam':'oMr.
10
Diameter I'M)
18
Ke =
'. 0
BPf.
}
h for P,o* s
0013L
;A7 =
MI °
Mims l;AWMI❑e
C L Iti'l
-r
Lu+�n 013 =
9539
V. tZ=
'AN 1F.j
I
Kp -
0418242
C-28
WA. (4p 6] =
i 767144
C.
- 3L
Co
OU
_..,
..
..._ ..
_
._.
A,O. l«d �� c
i TB714d
Elrra;wn
H O
00[wt
M
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C
-
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Hero
_
CPS
Y
CFS
CFS
C15
--
a
7t,00
328
1361
770
775
1410.
000 000
000
00+7
000
7P900
0.'k0
OW
7t9.30
358
1422
605
305
1455
030 240
030
466
240
71930
000
000
75950
378
14.61
627
325
1533
0.59 51x3
9 S
601
516
71950
000
000
72000
428
1554
aa0
3 F5
15-7
100°:: 1461
100
659
BSO
72000
000
000
72100
528
1727
977
475
1653
200 4132
200
1203
1203
72100
100
2000
7?2 W.
62B
1883
1088
57E
2039
3, 00 >' 75.91
3 c
t473
1473
72200
200
7920
-71572
*NUM!
#NUMI
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-719.00 #NUM!
.71000
arfurA'
#NUM!
000
000
000
-71572
#NUM!
#NUMI
-71625
-MIM,
-71900 7,1� #NUM!
-71900
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#NUM!
000
000
000
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#NUMI
#NUMI
-71025
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-719.001 #NUMI
11909
•NUM"
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000
000
000
-71572
#NUM!
#NUM!
71025
ANUM'
-71900 #NUM!
719W
W7UM'
#NUMI
094
900
000
-71572
#NUMI
#NUM!
•'%25
-NUM'
.71900 aNU7A'
-71900
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#NUMI
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000
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#NUM!
#NUMI
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::7900 #NUM'
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000
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#NUMI
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sNWM'
:1900 sNUM'
.77000
#NUM'
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000
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#NUM!
#NUMI
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011VIA'
-7 i9 O0 ANUM'
+7'18 Lr0
#1,11Am
#NUM!
000
000
000
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#NUMI
MUM!
•710:'6
+CYUM'
-71900 #NUMI
71000
#NUM.
#NUM!
000
000
000
-71572
#NUM!
#NUMI
-71625
OVUM'
-719 00 71 #NUMI
-71900
P940m,
#NUMI
000
000
000
-71572
#NUM!
*NUM!
71925
a"UM.
-719007 #NUMI
•71900
WWirs'
#NUM!
000
000
000
-71572
#NUMI
#NUM!
71925
4NUTA'
-71900 #NUMI
•71990
-NUM'
#NUMI
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000
000
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#NUM!
#NUMI
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.719.00"' #NUMI
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etJUM'
#NUM!
000
000
000
-71572
*NUM!
#NUM!
X71625
-NUTA'
719.00 #NUMI
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swum,
000
000
000
Poe Fi0C710M COEMCILlM
- -
PfQECOCFFiCIFNI`
�
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0.011
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0.015
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f 1,
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0.01)
,.h a-eti�',.•
-- --
---.3-.
RIHA;'IEB 5i£EL
0 016
i tft
001..4.
7GH Retried 12117/.'Ot,G.
ictal Spillway Capatrty
0 Cit Eleval
0.00 719.
2.50 719
5.16 719.
S.50 720.
40.03 721
93.92 722
#NUMI 0
#NUMI 0.
CNUMI 0.
#NUMI 0
#NUMI 0
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#NUMI 0
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;rates

Windsor Run
Phase 2 Basin 2
Date: 5/29/15
Calculate Skimmer Size
Basin Volume in Cubic Feet9,198 Cu.Ft Skimmer Size 2.5 Inch
Days to Drain* 2 Days Orifice Radius 1.1 Inch[es]
Orifice Diameter 2.1 Inch[es]
'In NC assume 3 days to drain
Estimate Volume of Basin Length width _
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

Windsor Run
Phase 2 Basin 2
Date: 5/29/15
Calculate Skimmer Size
Basin Volume in Cubic Feet 24,325 Cu.Ft Skimmer Size 2.5 Inch
Days to Drain* 5 Days Orifice Radius 1.1 Inch[es]
Orifice Diameter 2.2 Inch[es]
9n NC assume 3 days to drain
Estimate Volume of Basin Length Width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

Skimmer Basin 3 - Phase 2
5.76 Drainage Area (Acres)
5.76 Disturbed Area (Acres)
7.65 Peak Flow from 10 -year Storm (cfs)
10368 Required Volume ft3
2486 Required Surface Area ft2
35.3 Suggested Width ft
70.5 Suggested Length ft
VARIES Trial Top Width at Spillway Invert ft
VARIES Trial Top Length at Spillway Invert ft
2 Trial Side Slope Ratio Z:1
Elevation
Surface Area
Storage
727.50
6513.00
727.00
6039.00
3138.00
726.50
5580.00
2904.75
726.00
5134.00
2678.50
725.50
4703.00
2459.25
Total:
11180.50
2.5 Trial Depth ft (2 to 3.5 feet above grade)
VARIES Bottom Width ft
VARIES Bottom Length ft
VARIES Top Width ft
VARIES Top Length ft
5134 Bottom Area ft2
11181 Actual Volume ft3 Okay
6513 Actual Surface Area ft2 Okay
5 Trial Weir Length ft
1.5 Trial Depth of Flow ft
27.6 Spillway Capacity cfs Okay
2.5 Skimmer Size (inches) Skimmer Size
0.208 Head on Skimmer (feet) Inches
2.3 Orifice Size (1/4 inch increments) 1.5
1.86 Dewatering Time (days) 2
Suggest about 3 days 2.5
3
4
5
6
8

Windsor Run
Phase 2 Basin 3
Date: 5/29/15
Calculate Skimmer Size
Basin Volume in Cubic Feet 10,368 Cu.Ft Skimmer Size 2.5 Inch
Days to Drain* 2 Days Orifice Radius 1.1 Inch[es]
Orifice Diameter 2.3 Inch[es]
"In NC assume 3 days to drain
Estimate Volume of Basin Length width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

Windsor Run
Phase 2 Basin 3
Date: 5/29/15
Calculate Skimmer Size
Basin Volume in Cubic Feet 1 1,181 Cu.Ft Skimmer Size 2.0 Inch
Days to Drain* 5 Days Orifice Radius 0.8 Inch[es]
Orifice Diameter 1.6 Inches]
9n NC assume 3 days to drain
Estimate Volume of Basin Length Width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

Temporary Sediment Pond 3 Phase 2
19.48 Drainage Area (Acres)
19.48 Disturbed Area (Acres)
22.9 Peak Flow from 10 -year Storm (cfs)
15.85 Peak Flow from 2 -year Storm (cfs)
35064 Required Volume ft3
9975 Required Surface Area ft2
70.6 Suggested Width ft
141.2 Suggested Length ft
VARIES Trial Top Width at Spillway Invert ft
VARIES Trial Top Length at Spillway Invert ft
3 Trial Side Slope Ratio Z:1
Elevation
Surface Area
Storage
718.00
63218.00
717.00
58334.00
60776.00
716.00
54567
56450.50
Total:
117226.50
5 Trial Depth ft (2 to 13 feet above grade)
VARIES Bottom Width ft
VARIES Bottom Length ft
0 Bottom Area ft2
117227 Actual Volume ft3 Okay
63218 Actual Surface Area ft2 Okay
Use Spillway Capacity Sheet to Size Primary and Emergency S illways
Skimmer Size
5 Skimmer Size (inches) Inches
0.333 Head on Skimmer (feet) 1.5
4.5 Orifice Size (1/4 inch increments) 2
1.30 Dewatering Time (days) 2.5
Suggest about 3 days 3

Spillway
ra,.e
CY,e✓xed
Pipe FlowPipe
Row
-
{Outlet centro)
IIn1o1 control
I
Weir Flow
Orifice Flow
Primary
Emergency
Spillway
Flow
Total Spillway Capacity
Fm+
ens.
R�uc<
Riser
Spillway
Flow
ir4Mlnsert -
Outlet Inme =
`16.°.7
715 C0
[co
= 061Crest
Elev
}
778751
(Crest
Elev =
71875
Bottom Elevation
719
MaIVw
COP
Imp. iiii r. I,ns y -
#
P.pa o,ameew IML-) --
0
Bottom Width
35
Oilmlterpml =
1B
Ifp
• D
qa
U&
in for 111 '
0013
L!!)=
¢
Lit1I�
2[
Weir Eq ton
CI=C LHM5
Lln¢U'.fR] =
100
Wit?
2
V4InY'
Mp =
0 019?42
C- 2 B
Aral l.q Ip
5.7157144
31
Co
=
04
.Area
149 MI
4
cFCvar9n
H O
Ouuiri
h
Q
H
-4
M
4
Q max
Elevation
Head
C
a cfs
ElaYation Elejailion Notes
CES
V
CSS
fir&
Cf5
CFS
71875
3 1255
7t0
250
1345
000
000
000
000
000
71875
000
000
0.00
718.7557L5C CNtf1
71880
305 12 SB
7110
255
1358
0165
028
005
437
028
71880
000
000
0.28
718.80
75890
3 $5 1286
i 28
265
13 84
016
1 44
015
7 a;
1 44
71890
000
000
1.44
718.90
71000
345 13..07
7119
275
1410
029
110
92:
952
310
71900
000
000
3.10
710-00 Eng"vicy $ pavilly
71950
379 1403
794
325
1533'
075
7814
0'«
',657
1403
71950
050
3465
48-68
719501 Rh4c vo
:20 so
475 1 AAO
8 94
425
17 53
t 75
67 41
S 75 .
25 416
15 80
72050
1 50
180 04
195.83
72050 To IN TSsm lAssumel EI
•71575 ITNOW
llPyM'
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11N1751t
--16-76
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01
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111
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000
000
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-71525
#NUMI
= 1815
+MUNI.
-7187«
Ii
#NUMI
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000
000
#NUMI
0.00
•71515 (NUM'
WAM
-71625
#NUMI
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#NUMI
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000
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#NUMI
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000
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atili
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ai
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PIPE FRICTION COEFFICIENTS
T
---�
WE
CO$FFtClFNF
rer'er� I.sti..n
i.
8MOC7Tri CEu`cNt
0.0}3
IT
....,..
RWCiff CEMENT-
CURRW3.11E] METAL
C+OtS
0.024
\
\
`
f
SLW) ZTW STEEL
0013
t
ff��
s
'�'f
YSIC.-l'..•.-.,Yr------
_ .....
Iii, ED STEEL
00t11
CAST MON
TGHReyl4ad 1271
320 0 8

Windsor Run
Phase 2 Pond 3
Date: 5/29/15
Calculate Skimmer Size
Basin Volume in Cubic Feet35,064 Cu.Ft Skimmer Size 4.0 Inch
Days to Drain* L2 Days Orifice Radius 1.9 Inch[es]
Orifice Diameter 3.7 Inch[es]
In NC assume 3 days to drain
Estimate Volume of Basin Length Width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

Windsor Run
Phase 2 Pond 3
Date: 5/29/15
Calculate Skimmer Size
Basin Volume in Cubic Feet 117,227 Cu.Ft Skimmer Size 5.0 Inch
Days to Drain* 5 Days Orifice Radius 2.1 Inch[es]
Orifice Diameter 4.3 Inch[es]
In NC assume 3 days to drain
Estimate Volume of Basin Length Width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

Davidson Retirement
Phase 1, 2 and 3 Basin 1
Date: 10/17/13
SKIMMER
ORIFICE CALCULATOR
Size (in) A (SF) I C I HW (ft) 1 g 1 Q
i AO
0.00551 0.61 0.08331 32.21 0.0076
Basin Drawdown
'Time (daysl (days5
Time sec 432,000
Req Volume For Drawdown 3,273.37