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Shelby Rucker
Stormwater Impact Analysis and Final Design of Stormwater Management Facility
a
MCADAMS

Shelby Rucker
The City of Shelby, North Carolina
Stormwater Impact Analysis &
Design of Stormwater Control Measures
Project Number: TRU-23006
Designed By: Liam McNally, El
Checked By: Stuart Woodard, PE
Date: June 2024
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2100 South Tryon Street, Suite 400
Charlotte, North Carolina 28203
NC Lic. #C-0293

�la MCADAMS STORMWATER IMPACT ANALYSIS
GENERAL DESCRIPTION
Located in the City of Shelby, North Carolina, is the proposed development known as Shelby Rucker. The
existing site is wooded and has some farmed land. Proposed development on this site will consist of the
construction of single-family homes, along with the associated roads, sidewalks, utilities, and three
stormwater control measures.
The proposed development is located within the Broad River basin with stormwater runoff from the
proposed development draining into a unnamed tributary of Buffalo Creek and ultimately into the Broad
River. The proposed stormwater management on this site shall meet the stormwater management
performance standards for development set forth in the City of Shelby Code of Ordinances. These are as
follows:
City of Shelby Code of Ordinances
xx-302 DEVELOPMENT STANDARDS FOR LOW-DENSITY PROJECTS
(A) Low-density projects shall comply with each of the following standards: Stormwater runoff
from the development shall be designed to maximize dispersed flow through vegetated areas
and minimize channelization of flow;
(B) Stormwater that cannot be released as dispersed flow shall be transported from the
development by vegetated conveyances as outlined in 15A NCAC 02H.1003(2)(c);
(C) The project may use curb and gutter with outlets to convey stormwater to grassed swales or
vegetated areas. Requirements for curb outlet systems are outlined in 15A NCAC
02H.1003(2)(d);
(D) All built-upon area shall be at a minimum of 30 feet landward of all perennial and
intermittent surface waters. A perennial or intermittent surface water shall be deemed
present if the feature is approximately shown on either the most recent version of the soil
survey map prepared by the Natural Resources Conservation Service of the United States
Department of Agriculture (USDA) or the most recent version of the 1:24,000 scale (7.5
minute) quadrangle topographic maps prepared by the United States Geologic Survey (USGS).
An exception to this requirement may be allowed when surface waters are not present in
accordance with the provisions of 15A NCAC 2B .0233 (3)(a) or similar site-specific
determination made using Division-approved methodology;
(E) The approval of the stormwater permit shall require an enforceable restriction on property
usage that runs with the land, such as a recorded deed restriction or protective covenants, to
ensure that future development and redevelopment maintains the site consistent with the
approved project plans.
City of Shelby Code of Ordinances
xx-303 DEVELOPMENT STANDARDS FOR HIGH-DENSITY PROJECTS
High-density projects shall implement stormwater control measures that comply with each of the
following standards:
creating experiences through experience 2100 South Tryon Street,Suite 400,Charlotte,NC 28203/704.527.0800

MCADAMS STORMWATER IMPACT ANALYSIS
(A) The measures shall control and treat runoff from the first inch of rain. Runoff volume drawdown
time shall be pursuant to standards specific to each practice as provided in the Design Manual;
(B) The measures shall discharge the storage volume at a rate equal to or less than the pre-
development discharge rate for the one-year, 24-hour storm;
(C) Stormwater Control Measures (SCMs) shall be designed, constructed, and maintained so that the
project achieves either "runoff treatment" or "runoff volume match" as defined in the Design
Manual; 19
(D) General engineering design criteria for all projects shall be in accordance with 15A NCAC 02H
.1003(3), as explained in the Design Manual;
(E) All built-upon area shall be at a minimum of 30 feet landward of all perennial and intermittent
surface waters. A surface water shall be deemed present if the feature is approximately shown on
either the most recent version of the soil survey map prepared by the Natural Resources
Conservation Service of the United States Department of Agriculture (USDA) or the most recent
version of the 1:24,000 scale (7.5 minute) quadrangle topographic maps prepared by the United
States Geologic Survey (USGS). An exception to this requirement may be allowed when surface
waters are not present in accordance with the provisions of 15A NCAC 2B .0233 (3)(a) or similar
site-specific determination made using Division-approved methodology;
(F) The approval of the stormwater permit shall require an enforceable restriction on property usage
that runs with the land, such as recorded deed restrictions or protective covenants, to ensure
that future development and redevelopment maintains the site consistent with the approved
project plans.
To meet the above City of Shelby requirements, Three wet ponds are proposed to treat the first inch of
rainfall and control the 1 year, 24-hour storm peak runoff rates to their pre-development condition.
Please refer to the appropriate section of this report for additional information.
CALCULATION METHODOLOGY
> Rainfall data for the analysis was taken from the most current data available from the National
Oceanic and Atmospheric(NOAA) Precipitation Frequency Data Server website.
> Using maps contained within the USDA Web Soil Survey, the on-site soils were determined to be
hydrologic soil groups (HSG) 'B', 'C' and 'D' soils. Since the method chosen to compute post-
development peak flow rates and runoff volumes is dependent upon the soil type, care was taken
when selecting the appropriate Soil Conservation Service Curve Number (SCS CN). A composite
SCS CN was computed for each pre-and post-development sub-basin.
> A composite SCS Curve Number was calculated for both the pre- and post-development condition
for each sub-basin using SCS curve numbers and land cover conditions. Land cover conditions for
creating experiences through experience 2 of 3

la MCADAMS STORMWATER IMPACT ANALYSIS
the pre-development condition were taken from available survey and GIS information. Land cover
conditions for the post-development condition were taken from the proposed development plan.
> The time of concentration was calculated using SCS TR-55 (Segmental Approach, 1986). The Tc
flow path was divided into three segments: overland flow, concentrated flow, and channel flow.
The travel time was then computed for each segment, from which the overall time of
concentration was determine by taking the sum of each segmental time.
> PondPack Version V8i was used in determined the pre- & post-development peak flow rates for
the 1-, and 100-year storm events, as well as routing calculations for the proposed stormwater
control measure.
> The proposed stormwater control measure was designed in accordance with the Minimum
Design Criteria (MDC) standards set forth in the NCDEQStormwater Design Manual.
DISCUSSION OF RESULTS
Peak Runoff Control Requirements:
The proposed project will result in a significant increase in peak flow rates to downstream properties. To
mitigate these impacts, the proposed stormwater control measures have been sized such that post-
development peak flow rates are no greater than pre-development levels in the 1-year 24 hr storm event
on site.
Water Quality Requirements:
The proposed facility has been designed in accordance with the Minimum Design Criteria (MDC)
standards set forth in the NCDEQ Stormwater Design Manual. The proposed facility will provide the
required 85%TSS removal.
CONCLUSION
If the development on this tract is built as proposed within this report, then the requirements set forth in
the City of Shelby's Code of Ordinances will be met. However, modifications to the proposed
development may require that this analysis be revised. Some modifications that would require this
analysis to be revised include:
> The proposed site impervious surface exceeds the amount accounted for in this report.
> The post-development watershed breaks change significantly from those used to prepare this
report.
The above modifications may result in the assumptions within this report becoming invalid. The
computations within this report will need to be revisited if any of the above conditions become apparent
as development of the proposed site moves forward.
creating experiences through experience 3 of 3

1
1 SUMMARY OF RESULTS
2 MISCELLANEOUS SITE INFORMATION
3 WATERSHED SOILS INFORMATION
4 SITE PRECIPITATION DATA
5 PRE-DEVELOPMENT HYDROLOGIC CALCULATIONS
6 POST-DEVELOPMENT HYDROLOGIC
CALCULATIONS
7 STORMWATER CONTROL MEASURE A DESIGN
CALCULATIONS
8 STORMWATER CONTROL MEASURE B DESIGN
CALCULATIONS
9 STORMWATER CONTROL MEASURE C DESIGN
CALCULATIONS

SUMMARY OF RESULTS
Shelby Rucker
TRU-23006

'la MCADAMS
SUMMARY OF RESULTS
Project Name: Shelby Rucker Date: 6/5/2024
Project Number: TRU-23006 Calculated By: L.McNally,El
RELEASE RATE MANAGEMENT RESULTS
POINT OF ANALYSIS#1
Pre-Dev Post-Dev
Return Period [cfs] [cfs] %Increase
1-Year 24 hr 2.78 2.69 -3%
POINT OF ANALYSIS#2
Pre-Dev Post-Dev
Return Period [cfs] [cfs] %Increase
1-Year 24 hr 4.10 3.94 -4%
POINT OF ANALYSIS#3 I
Pre-Dev Post-Dev
Return Period [cfs] [cfs] %Increase
1-Year 24 hr 1.59 0.41 -74%
POINT OF ANALYSIS#4 I
Pre-Dev Post-Dev
Return Period [cfs] [cfs] %Increase
1-Year 24 hr 0.23 0.08 -65%

�� MCADAMS
SUMMARY OF RESULTS
Project Name: Shelby Rucker Date: 6/5/2024
Project Number: TRU-23006 Calculated By: L.McNally,El
STORMWATER CONTROL MEASURE'A'DETENTION SUMMARY
Design Drainage Area= 15.06 acres
Design Impervious Area= 6.35 acres
%Impervious= 42.2%
Water Quality Volume= 31,099 cf
Top of Dam= 760.00 ft
Riser= 4x4 ft(inside dimension)
Riser Elevation= 831.30 ft
WQv Orifice Diameter= 2.00 in
WQv Orifice Invert Elevation= 827.00 ft
Barrel Diameter= 24 in
Invert In= 826.90 ft
Invert Out= 826.00 ft
Length= 50.0 ft
%Slope= 1.80%
STORMWATER CONTROL MEASURE'A'ROUTING RESULTS
Inflow Outflow Max WSE Freeboard
Return Period [cfs] [cfs] [ft] [ft]
WQV - - 827.91 -67.91
1-Year 28.23 0.15 829.08 -69.08
10-Year 67.84 1.63 831.37 -71.37
25-Year 83.56 4.06 831.48 -71.48
100-Year 107.13 26.85 831.97 -71.97

�� MCADAMS
SUMMARY OF RESULTS
Project Name: Shelby Rucker Date: 6/5/2024
Project Number: TRU-23006 Calculated By: L.McNally,El
STORMWATER CONTROL MEASURE'B'DETENTION SUMMARY
Design Drainage Area= 18.87 acres
Design Impervious Area= 8.57 acres
%Impervious= 45.4%
Water Quality Volume= 30,431 cf
Top of Dam= 720.00 ft
Riser= 4x4 ft(inside dimension)
Riser Elevation= 876.40 ft
WQv Orifice Diameter= 2.00 in
WQv Orifice Invert Elevation= 714.00 ft
Barrel Diameter= 30 in
Invert In= 872.90 ft
Invert Out= 871.90 ft
Length= 100.0 ft
%Slope= 1.00%
STORMWATER CONTROL MEASURE'B'ROUTING RESULTS
Inflow Outflow Max WSE Freeboard
Return Period [cfs] [cfs] [ft] [ft]
WQV - - 874.43 -154.43
1-Year 37.46 0.19 876.34 -156.34
10-Year 87.68 21.85 876.99 -156.99
25-Year 107.36 45.79 877.48 -157.48
100-Year 136.78 54.41 878.50 -158.50

.
MISCELLANEOUS SITE INFORMATION
Shelby Rucker
TRU-23006

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SHELBY RUCKER liii
N SITE AERIAL MAP
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SHELBY, NORTH CAROLINA MCADAMS

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Bureau TIGER/Line data;USFS Road data;Natural Earth Data;U.S.
Department of State HIU;NOAA National Centers for Environmental
sy4n o Information
SHEBLY RUCKER[ -
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SITE TOPO MAP
0 345 690 1,380 PROJECT #: TRU-23006
Feet
SHELBY, NORTH CAROLINA MCADAMS

National Flood Hazard Layer FIRMette $ FEMA Legend_
81°28'31"W 35°16'34"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
• •
c, • - ' Without Base Flood Elevation(BFE)
Zone 4,V.A99
�; 692•FEET With BFE or Depth Zone AE,AO,AH,VE,AR
SPECIAL FLOOD
.0 •� 691 3 FEET HAZARD AREAS Regulatory Floodway
• •
• r . _ 691 FEET 0.2%Annual Chance Flood Hazard,Areas
of 1%annual chance flood with average
• 690 FEET, depth less than one foot or with drainage
.- r • areas of less than one square mile zone x
• .1 , Future Conditions 1%Annual
' L ' ,ANA � ` 689 FEET' Chance Flood Hazard zonex
�� 6�Q FFET �" Area with
See educedoFlood Risk due to
OTHER AREAS OF
jii I � 1C2:42157 1 © FLOOD HAZARD �� Area with Flood Risk due to Leveezone D
4110
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• FE� NO SCREEN Area of Minimal Flood Hazard zonex
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y Effective LOMRs
• I ` lone�� OTHER AREAS Area of Undetermined Flood Hazard Zone
5(686.5 fE�fFJ/.� - Channel,Culvert,or Storm Sewer
CITY OF SHELBY ..),—
cost STRUCTURES III 1 1 1 1 Levee,Dike,or Floodwall
370064 I 684 F
I
O 20.2 Cross Sections with 1%Annual Chance
,' 683E�r ® 1Z•s Water Surface Elevation
• .p t rY CLEVELAND COUNTY 682r7 FEET 8- - - Coastal Transect
• 370302 •^ 513•---- Base Flood Elevation Line(BFE)
• AREA OF MINIMAL FLOOD H .' . kb Limit of Study
'a Zone 682 FEET
Jurisdiction Boundary
�' • �' - - -
— Coastal Transect Baseline
,)I ,' I I I \Al��� OTHER - Profile Baseline
r' •► FEATURES
��[/ \ ID Hydrographic Feature
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' «66 0 � � No Digital Data Available
6��1 ��� MAP PANELS Unmapped
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V ! 6 Fss� 9 The pin displayed on the map is an approximate
611 point selected by the user and does not represent
616����� an authoritative property location.
* �O� This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
r N.
The basemap shown complies with FEMA's basemap
accuracy standards
^a' The flood hazard information is derived directly from the
�^ ! rtp authoritative NFHL web services provided by FEMA.This map
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was exported on 6/5/2024 at 12:43 PM and does not
:o— reflect changes or amendments subsequent to this date and
time.The NFHL and effective information may change or
become superseded by new data over time.
.` This map image is void if the one or more of the following map
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elements do not appear:basemap imagery,flood zone labels,
10 i legend,scale bar,map creation date,community identifiers,
81°27'53"W 35°16'4"N FIRM panel number,and FIRM effective date.Map images for
Feet 1.6 00ounmapped and unmodernized areas cannot be used for
0 250 500 1,000 1,500 2,000 regulatory purposes.
Basemap Imagery Source:USGS National Map 2023

NC DENR-DIVISON OF WATER RESOURCES 2B .0300
. 0306 BROAD RIVER BASIN
Name of Stream Description Class Class Date Index No.
Little Creek From source to Brushy Creek C 09/01/74 9-50-29-4
Hickory Creek From source to First Broad River C 07/01/73 9-50-30
Beams Lake Entire lake and connecting stream to C 07/01/73 9-50-30-1
Hickory Creek
Little Hickory Creek From source to Hickory Creek C 07/01/73 9-50-30-2
Sulphur Springs Branch (Little From source to Hickory Creek C 09/01/74 9-50-30-3
Hickory Creek)
Logan Branch From source to Sulphur Springs C 09/01/74 9-50-30-3-1
Branch
Shoal Creek From source to First Broad River C 09/01/74 9-50-31
Bear Creek From source to Shoal Creek C 09/01/74 9-50-31-1
Beaverdam Creek From source to First Broad River C 09/01/74 9-50-32
Overflow Branch From source to Beaverdam Creek C 09/01/74 9-50-32-1
Swainsville Creek From source to Beaverdam Creek C 09/01/74 9-50-32-2
Sugar Branch From source to Beaverdam Creek C 09/01/74 9-50-32-3
Poplar Branch From source to Beaverdam Creek C 09/01/74 9-50-32-4
Hawkins Branch From source to Beaverdam Creek C 09/01/74 9-50-32-5
Yancey Branch From source to Broad River C 02/01/86 9-50-33
Diller Branch From source to Broad River C 08/03/92 9-51
Boween River From source to North Carolina-South C 03/01/63 9-52
Carolina State Line
Wylies Creek From source to North Carolina-South C 08/03/92 9-52-1
Carolina State Line
Little Creek From source to Buffalo Creek WS-III 08/03/92 9-53-1.3
Glenn Creek From source to Little Creek WS-III 08/03/92 9-53-1.3-1
Little Buffalo Creek From source to Buffalo Creek WS-III 08/03/92 9-53-2
Long Branch From source to Buffalo Creek WS-III 08/03/92 9-53-2.3
Suck Creek From source to Buffalo Creek WS-III 08/03/92 9-53-2.7
Buffalo Creek(Kings Mountain From a point 0.3 mile upstream of WS-III;CA 08/03/92 9-53-(2.9)
Reservoir) Long Creek to dam at Kings
Mountain Reservoir, Buffalo Creek
Long Creek From source to a point 0.3 mile WS-III 08/03/92 9-53-3-(1)
upstream of mouth
Long Creek From a point 0.3 mile upstream of WS-III;CA 08/03/92 9-53-3-(2)
mouth to Buffalo Creek
Whiteoak Creek From source to a point 0.7 mile WS-III 08/03/92 9-53-4-(1)
upstream of mouth
Whiteoak Creek From a point 0.7 mile upstream of WS-III;CA 08/03/92 9-53-4-(2)
mouth to Kings Mountain Reservoir,
Buffalo Creek
Buffalo Creek From dam at Kings Mountain C 08/03/92 9-53-(5)
Reservoir to North Carolina-South
Carolina State Line
Muddy Fork From source to Buffalo Creek C 09/01/74 9-53-6
13

WATERSHED SOILS INFORMATION
Shelby Rucker
TRU-23006

3 Hydrologic Soil Group—Cleveland County, North Carolina
(SUB1) W
.
456690 456740 456790 456840 456890 456940 456990 457040 46/090 457140
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456690 456740 456790 456840 456890 456940 456990 457040 464590 457140
3 3
NMap Scale:1:2,240 if printed on A landscape(11"x 8.5")sheet.
Meters
a N 0 30 60 120 180 a
Feet
0 100 200 m 400 600
Map projection:Web Mercator Coer coordinates:WG584 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 5/30/2024
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Cleveland County, North Carolina
(SUB1)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
0 CID
Soils • D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
l A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
n A/D Water Features line placement.The maps do not show the small areas of
Streams and Canals contrasting soils that could have been shown at a more detailed
n B scale.
Transportation
Q B/D
r4-1. Rails Please rely on the bar scale on each map sheet for map
n C measurements.
ti Interstate Highways
n CID US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
n Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines Background projection,which preserves direction and shape but distorts
• • A distance and area.A projection that preserves area,such as the
1111 Aerial Photography Albers equal-area conic projection,should be used if more
• • A/D accurate calculations of distance or area are required.
^r B This product is generated from the USDA-NRCS certified data as
.v B/D of the version date(s)listed below.
• r C Soil Survey Area: Cleveland County, North Carolina
Survey Area Data: Version 27,Sep 13,2023
• • CID
Soil map units are labeled(as space allows)for map scales
• • D 1:50,000 or larger.
• w Not rated or not available Date(s)aerial images were photographed: Apr 22,2022—May
Soil Rating Points 10,2022
p A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
O A/D imagery displayed on these maps.As a result,some minor
• B shifting of map unit boundaries may be evident.
• B/D
USDA Natural Resources Web Soil Survey 5/30/2024
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Cleveland County,North Carolina SUB1
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
CaB2 Cecil sandy clay loam,2 B 7.8 57.0%
to 8 percent slopes,
moderately eroded
PsC2 Pacolet-Saw complex,8 B 4.6 33.3%
to 15 percent slopes,
moderately eroded
PtD Pacolet-Saw complex, B 1.3 9.6%
15 to 25 percent
slopes,stony
Totals for Area of Interest 13.7 100.0%
USDA Natural Resources Web Soil Survey 5/30/2024
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Cleveland County, North Carolina SUB1
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 5/30/2024
Conservation Service National Cooperative Soil Survey Page 4 of 4

3 Hydrologic Soil Group—Cleveland County, North Carolina
N (SUB 2) to
N
W
457000 457040 457080 457120 457160 457200 457240 45725) 457320 457360
35°16'27'N 35°16'27'N
;11f• \ r t
.1 "x' \
• • • Iiila ikift ""' • ' ' ..' ;ilic 4"...9 1 .. A ..4". '
r �1. r
4 .
MID
CaB2
PsC�2
•
.� ss .} Ali
�. •71•f j:
' ' }r. pio •
, t A '•
.41
X0n1 GIRT,nia�r3ot1 I5:. ea0oc7 aR�IGo3 oiga1Q° •. .. . ,
35°16'19"N 1 35°16'19"N
457000 457040 457080 457120 457160 45iu0 457240 457280 457320 457360
3 3
N to
Map Scale:1:1,810 if printed on A landscape(11"x 8.5")sheet. N
Meters
o, N 0 25 50 100 150 °
Feet
0 50 100 200 300
Map projedion:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 5/30/2024
-041-0 Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Cleveland County, North Carolina
(SUB 2)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
0 C/D
Soils • D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
l A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
n A/D Water Features line placement.The maps do not show the small areas of
Streams and Canals contrasting soils that could have been shown at a more detailed
n B scale.
Transportation
Q B/D
r4-1. Rails Please rely on the bar scale on each map sheet for map
n C measurements.
ti Interstate Highways
C/D US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
n Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines Background projection,which preserves direction and shape but distorts
• • A distance and area.A projection that preserves area,such as the
1111 Aerial Photography Albers equal-area conic projection,should be used if more
• A/D accurate calculations of distance or area are required.
^r B This product is generated from the USDA-NRCS certified data as
.v B/D of the version date(s)listed below.
• r C Soil Survey Area: Cleveland County, North Carolina
Survey Area Data: Version 27,Sep 13,2023
• • C/D
Soil map units are labeled(as space allows)for map scales
• • D 1:50,000 or larger.
• w Not rated or not available Date(s)aerial images were photographed: Apr 22,2022—May
Soil Rating Points 10,2022
p A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
O A/D imagery displayed on these maps.As a result,some minor
• B shifting of map unit boundaries may be evident.
• B/D
USDA Natural Resources Web Soil Survey 5/30/2024
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Cleveland County,North Carolina SUB 2
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
CaB2 Cecil sandy clay loam,2 B 0.1 1.3%
to 8 percent slopes,
moderately eroded
PsC2 Pacolet-Saw complex,8 B 3.6 48.4%
to 15 percent slopes,
moderately eroded
PtD Pacolet-Saw complex, B 3.8 50.3%
15 to 25 percent
slopes,stony
Totals for Area of Interest 7.5 100.0%
USDA Natural Resources Web Soil Survey 5/30/2024
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Cleveland County, North Carolina SUB 2
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 5/30/2024
Conservation Service National Cooperative Soil Survey Page 4 of 4

a Hydrologic Soil Group—Cleveland County, North Carolina a
N (SUB 3)
456740 456820 456900 456980 457060 457140 45 z4b 4b/au0 457380 457460
35°16'27'N 1 1 35°16'27'N
' Y•
. .M.".
f
r _ 4 ,','': ' i T 1 Al V..'
,+ a if}'.S;... ,,,
.14 �,
1
, .. , .... ..<\._,' (i);-/
_, . ,
Lr'l7 ul trChXS
,,,,,, ..., .-
1 ly
'r M <t�.,. .44,�.tp�
8
kit
�>>00 Galap`nilaf DIotP Vic. _III-1-' 11},telB5 ,1',�a0.N° 'r> h .. .. ,., __
35°16'11"N 1 35°16'11"N
456740 456820 456900 456980 457060 457140 457220 45/3W 457380 457460
3 3
in in
Map Scale:1:3,420 if printed on A landscape(11"x 8.5")sheet. N
Meters
o, N1 0 50 100 200 300
Feet
0 150 300 oo 600 900
Map projection:Web Mercator Comerordinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 5/30/2024
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Cleveland County, North Carolina
(SUB 3)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
0 CID
Soils • D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
l A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
n A/D Water Features line placement.The maps do not show the small areas of
Streams and Canals contrasting soils that could have been shown at a more detailed
n B scale.
Transportation
Q B/D
r4-1. Rails Please rely on the bar scale on each map sheet for map
n C measurements.
ti Interstate Highways
C/D US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
n Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines Background projection,which preserves direction and shape but distorts
• • A distance and area.A projection that preserves area,such as the
1111 Aerial Photography Albers equal-area conic projection,should be used if more
• • A/D accurate calculations of distance or area are required.
^r B This product is generated from the USDA-NRCS certified data as
.v B/D of the version date(s)listed below.
• r C Soil Survey Area: Cleveland County, North Carolina
Survey Area Data: Version 27,Sep 13,2023
• • CID
Soil map units are labeled(as space allows)for map scales
• • D 1:50,000 or larger.
• w Not rated or not available Date(s)aerial images were photographed: Apr 22,2022—May
Soil Rating Points 10,2022
p A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
O A/D imagery displayed on these maps.As a result,some minor
• B shifting of map unit boundaries may be evident.
• B/D
USDA Natural Resources Web Soil Survey 5/30/2024
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Cleveland County,North Carolina SUB 3
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
CaB2 Cecil sandy clay loam,2 B 7.4 36.1%
to 8 percent slopes,
moderately eroded
PsC2 Pacolet-Saw complex,8 B 6.8 33.0%
to 15 percent slopes,
moderately eroded
PtD Pacolet-Saw complex, B 6.4 31.0%
15 to 25 percent
slopes,stony
Totals for Area of Interest 20.6 100.0%
USDA Natural Resources Web Soil Survey 5/30/2024
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Cleveland County, North Carolina SUB 3
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 5/30/2024
Conservation Service National Cooperative Soil Survey Page 4 of 4

3 Hydrologic Soil Group—Cleveland County, North Carolina a
(SUB 4) 7
0,
457090 457120 457150 457180 457210 457240 45r2N 457300 457330 457360 457380 457420
35°16'16"N 35°16'16"N
1
Ille
CaB2
g q
i Ps0-2 I
.
0
i ? i
M .'
r I
. . .
. .
4,if . •
,,,,x,..„. •,.. .,, • ... .. . . .
a `; ,, _ PsB2
•Sh
'ono G ap uu-a-,,n _ -ilkl 0V') c�auc�°
35°16'8"N I P' 35°16'8"N
457090 457120 457150 457180 457210 457240 4512I0 457300 457330 457360 457390 457420
3 3
ro v
Map Scale:1:1,620 if printed on A landscape(11"x 8.5")sheet. N
Meters
a N 0 20 40 80 120 °
Feet
0 50 100 Z00 300
Map projection:Web Men m abOr Coer 000rdinatPs:WG584 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 5/30/2024
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Cleveland County, North Carolina
(SUB 4)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
0 CID
Soils • D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
l A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
n A/D Water Features line placement.The maps do not show the small areas of
Streams and Canals contrasting soils that could have been shown at a more detailed
n B scale.
Transportation
Q B/D
r4-1. Rails Please rely on the bar scale on each map sheet for map
n C measurements.
ti Interstate Highways
C/D US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
n Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines Background projection,which preserves direction and shape but distorts
• • A distance and area.A projection that preserves area,such as the
1111 Aerial Photography Albers equal-area conic projection,should be used if more
• • A/D accurate calculations of distance or area are required.
^r B This product is generated from the USDA-NRCS certified data as
.v B/D of the version date(s)listed below.
• r C Soil Survey Area: Cleveland County, North Carolina
Survey Area Data: Version 27,Sep 13,2023
• • CID
Soil map units are labeled(as space allows)for map scales
• • D 1:50,000 or larger.
• w Not rated or not available Date(s)aerial images were photographed: Apr 22,2022—May
Soil Rating Points 10,2022
p A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
O A/D imagery displayed on these maps.As a result,some minor
• B shifting of map unit boundaries may be evident.
• B/D
USDA Natural Resources Web Soil Survey 5/30/2024
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Cleveland County,North Carolina SUB 4
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
CaB2 Cecil sandy clay loam,2 B 0.2 2.8%
to 8 percent slopes,
moderately eroded
PsB2 Pacolet-Saw complex,2 B 1.0 12.0%
to 8 percent slopes,
moderately eroded
PsC2 Pacolet-Saw complex,8 B 4.9 61.8%
to 15 percent slopes,
moderately eroded
PtD Pacolet-Saw complex, B 1.9 23.5%
15 to 25 percent
slopes,stony
Totals for Area of Interest 8.0 100.0%
USDA Natural Resources Web Soil Survey 5/30/2024
1111-1. Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Cleveland County, North Carolina SUB 4
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 5/30/2024
Conservation Service National Cooperative Soil Survey Page 4 of 4

Hydrologic Soil Group—Cleveland County, North Carolina
(SUB 5) N
N N
W W
456500 456600 456700 456800 45E800 457000 457100 45rau0 4bia3 457400 457500
35°16'21"N 35°16'21"N
r 1 ,d 1 .•A . 4
2
I fit , i
PitD'
At_47.A
av* - Ps B2
•
AO PsC2
Thr' ApB - fChA
a
�
4.R j CaB2
NQ 1. ! • s �_ r <. �. a' `• ,��.Q .
t't
!' PaC2 f
Soil 'a0� r. bTA i0oc7al2thif�ink— I { 4
J` Y.
35°15'56"N •"' I•'"' — • I •* ��� -- 35°15'56"N
456500 456600 456700 456800 45E800 45/000 457100 45r.eu0 40iaA 457403 457500
En
3 3
.i Map Scale:1:5,340 if printed on A landscape(11"x 8.5")sheet. N
Meters
o, N 0 50 100 200 300
Feet
0 250 500 1000 1500
Map projection:Web Mercator Corner coordinates:WG584 Edge tics:UTM Zone 17N WGSS84
USDA Natural Resources Web Soil Survey 5/30/2024
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Cleveland County, North Carolina
(SUB 5)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
0 CID
Soils • D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
l A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
n A/D Water Features line placement.The maps do not show the small areas of
Streams and Canals contrasting soils that could have been shown at a more detailed
n B scale.
Transportation
Q B/D
r4-1. Rails Please rely on the bar scale on each map sheet for map
n C measurements.
ti Interstate Highways
C/D US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
n Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines Background projection,which preserves direction and shape but distorts
• • A distance and area.A projection that preserves area,such as the
1111 Aerial Photography Albers equal-area conic projection,should be used if more
• • A/D accurate calculations of distance or area are required.
^r B This product is generated from the USDA-NRCS certified data as
.v B/D of the version date(s)listed below.
• r C Soil Survey Area: Cleveland County, North Carolina
Survey Area Data: Version 27,Sep 13,2023
• • CID
Soil map units are labeled(as space allows)for map scales
• • D 1:50,000 or larger.
• w Not rated or not available Date(s)aerial images were photographed: Apr 22,2022—May
Soil Rating Points 10,2022
p A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
O A/D imagery displayed on these maps.As a result,some minor
• B shifting of map unit boundaries may be evident.
• B/D
USDA Natural Resources Web Soil Survey 5/30/2024
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Cleveland County,North Carolina SUB 5
Hydrologic Soil Group
•
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
ApB Appling sandy loam, 1 to B 6.0 12.9%
6 percent slopes
CaB2 Cecil sandy clay loam,2 B 3.5 7.6%
to 8 percent slopes,
moderately eroded
ChA Chewacla loam,0 to 2 B/D 4.4 9.4%
percent slopes,
frequently flooded
PaC2 Pacolet sandy clay B 3.1 6.6%
loam,8 to 15 percent
slopes,moderately
eroded
PaD2 Pacolet sandy clay C 6.0 12.9%
loam, 15 to 25 percent
slopes,moderately
eroded
PsB2 Pacolet-Saw complex,2 B 0.7 1.5%
to 8 percent slopes,
moderately eroded
PsC2 Pacolet-Saw complex,8 B 12.3 26.4%
to 15 percent slopes,
moderately eroded
PtD Pacolet-Saw complex, B 10.6 22.8%
15 to 25 percent
slopes,stony
Totals for Area of Interest 46.6 100.0%
USDA Natural Resources Web Soil Survey 5/30/2024
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Cleveland County, North Carolina SUB 5
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 5/30/2024
Conservation Service National Cooperative Soil Survey Page 4 of 4

PRECIPITATION DATA
Shelby Rucker
TRU-23006

2/22/24, 10:11 AM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
�'°`°�,,, Location name:Shelby,North Carolina, USA*
� ''*
Latitude:35.2788°, Longitude:-81.5012° E nonn N.
Elevation: 895 ft** I
°A.fi"" *source:ESRI Maps " #
� `g O"" **source:USGS `'
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval(years)
Duration - -
1 2 5 10 25 50 100 200 500 1000
5-min 0.400 I 0.474 0.557 0.622 0.702 0.761 0.820 0.879 0.954 1.01
(0.365-0.438) (0.433-0.519) (0.508-0.610) (0.565-0.680) (0.635-0.767) (0.684-0.832) (0.735-0.898) (0.781-0.963) (0.840-1.05) (0.884-1.12)
10-min 0.639 0.757 0.893 0.995 1.12 I 1.21 1.30 1.39 1.51 1.60
(0.584-0.700)](0.693-0.829) (0.814-0.977) (0.904-1.09) (1.01-1.22) I (1.09-1.32) (1.17-1.43) (1.24-1.53) (1.33-1.66) (1.39-1.76)
15-min 0.799 0.952 1.13 1.26 1.42 1.53 1.65 1.76 I 1.90 2.00
(0.729-0.875) (0.871-1.04) (1.03-1.24) (1.14-1.38) (1.28-1.55) (1.38-1.68) (1.48-1.80) (1.56-1.92) (1.67-2.09) (1.75-2.21)
30-min 1.10 1.32 1.60 1.82 2.10 2.31 2.52 2.74 3.02 3.25
(1.00-1.20) (1.20-1.44) (1.46-1.76) (1.66-1.99) (1.90-2.30) (2.08-2.52) (2.26-2.76) (2.43-3.00) (2.66-3.32) (2.83-3.58)
60-min 1.37 1.65 2.06 2.37 2.80 3.13 3.48 3.84 4.34 4.74
(1.25-1.50) (1.51-1.81) (1.88-2.25) (2.16-2.59) (2.53-3.06) (2.82-3.42) (3.11-3.80) I (3.41-4.20) i (3.82-4.76) (4.13-5.23)
2-hr 1.59 1.93 2.42 I 2.81 3.36 3.80 I 4.26 1 4.76 I 5.48 6.07
(1.47-1.74) (1.78-2.12) (2.23-2.65) (2.57-3.07) (3.06-3.66) (3.44-4.14) (3.84-4.66) (4.26-5.21) (4.84-6.02) (5.30-6.69)
3-hr 1.70 2.06 2.59 3.02 3.64 4.16 4.71 5.32 6.21 6.97
(1.56-1.88) (1.88-2.27) (2.37-2.85) (2.75-3.32) (3.29-4.00) (3.74-4.57) (4.20-5.18) (4.70-5.87) (5.40-6.87) (6.00-7.72)
-
6-hr 2.08 2.51 3.15 3.67 4.43 5.07 5.76 6.52 7.64 8.59
(1.92-2.28) (2.31-2.75) (2.89-3.45)_ (3.36-4.01) (4.02-4.84) (4.57-5.53) (5.15-6.30) (5.77-7.14) I (6.64-8.38) (7.39-9.45)
12-hr 2.52 3.05 3.83 4.47 5.40 6.18 7.03 7.95 9.32 10.5
(2.32-2.76) (2.80-3.34) (3.51-4.18) (4.08-4.87) 1 (4.90-5.88) (5.58-6.72) (6.28-7.63) (7.02-8.64) (8.12-10.1) (9.01-11.4)
24-hr I 3.05 3.69 4.64 5.40 6.45 7.31 8.20 9.14 I 10.5 11.5
(2.84-3.29) (3.43-3.97) (4.31-4.99) I (5.00-5.80) (5.96-6.92) (6.73-7.84) , (7.51-8.79) (8.32-9.80) (9.46-11.2) (10.4-12.4)
2-day 3.62 4.36 5.46 6.33 7.54 8.51 9.53 10.6 12.1 13.3
(3.36-3.89) (4.04-4.69) (5.06-5.87) (5.86-6.80) I (6.95-8.09) (7.82-9.14) (8.72-10.2) (9.65-11.4) (10.9-13.0) (11.9-14.3)
3-day 3.84 4.62 5.75 6.64 7.86 8.84 9.85 10.9 12.4 13.5
(3.58-4.13) (4.31-4.96) (5.35-6.17) (6.16-7.12) (7.27-8.42) (8.15-9.47) (9.06-10.6) (9.99-11.7) (11.3-13.3) (12.3-14.5)
4-day 4.07 4.89 6.04 6.94 8.18 9.17 10.2 11.2 12.6 13.8
(3.81-4.36) (4.57-5.24) (5.63-6.46) (6.46-7.43) (7.59-8.75) (8.48-9.80) (9.40-10.9) (10.3-12.0) (11.6-13.6) (12.6-14.8)
7-day 4.73 5.65 6.88 7.86 9.21 10.3 11.4 12.5 14.1 15.3
(4.44-5.04) (5.30-6.01) (6.45-7.32) (7.36-8.36) (8.59-9.79) (9.57-10.9) (10.6-12.1) (11.6-13.3) (12.9-15.0) (14.0-16.3)
10-day 5.37 6.39 7.69 8.70 10.1 11.1 12.2 13.3 14.8 16.0
(5.08-5.71) (6.04-6.79) (7.25-8.16) (8.20-9.24) (9.46-10.7) (10.4-11.8) (11.4-13.0) (12.4-14.2) (13.8-15.8) (14.8-17.0)
20-day 7.17 8.46 9.99 11.2 12.8 14.1 15.4 16.7 18.4 19.8
(6.80-7.55) (8.02-8.91) (9.47-10.5) I (10.6-11.8) (12.1-13.5) (13.3-14.8) (14.4-16.2) , (15.6-17.6) (17.2-19.5) (18.4-21.0)
30-day 8.76 10.3 12.0 13.3 15.0 16.3 17.6 I 18.9 20.6 22.0
(8.35-9.18) (9.83-10.8) (11.4-12.6) (12.6-13.9) (14.2-15.7) (15.5-17.1) (16.7-18.5) (17.9-19.9) (19.4-21.7) (20.6-23.2)
45-day 11.1 12.9 14.8 16.2 18.0 19.4 20.8 22.1 23.9 25.2
(10.6-11.6) (12.4-13.5) (14.1-15.4) (15.5-16.9) (17.2-18.8) (18.5-20.3) (19.8-21.7) (21.0-23.1) (22.6-25.0) (23.8-26.4)
60-day 13.2 15.4 17.3 18.9 20.9 22.4 23.8 25.2 27.0 28.4
(12.6-13.7) (14.7-16.0) (16.6-18.0) (18.1-19.6) (20.0-21.7) (21.4-23.3) (22.7-24.8) I (24.1-26.3) I (25.7-28.3) (27.0-29.7)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates
(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds
are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=35.2788&Ion=-81.5012&data=depth&units=english&series=pds 1/4

2/22/24, 10:11 AM Precipitation Frequency Data Server
PDS-based depth-duration-frequency (DDF) curves
Latitude: 35.2788°, Longitude: -81.5012°
Average recurrence
interval
25 - (years)
c — 1
=- 20 - — — 2
a — 5
a)
v — 10
c 15 - — 25
.y
Co - 50
•a▪ 10 - A — 100
•V
tL 011 500
5 �! — 1000
0-
c c c c c - - - - >, >,>, >, >, >, >, >,>,
•E •E •E •� •E L L L L L ro r0 r0 ro ex; r0 r0 r0 r0
i N re) 40 ry ,I 7'1" 7 7 7 77
0, $ Duration N N N ,-, N M •v taa
25 - -
c
L 20 - Duration
y 5-min — 2-day
-o
c 15 - — 10-min — 3-day
•��., 15-min — 4-day
r0
a 10 -
_ — 30-mm — 7-day
_
a � r- �� — 60-mm — 10-day y
JiJ� __ - � — 2-hr — 20-day
5 —� — 3-hr — 30-day
miwo
— 6fir — 45-day
J
0 — 12-hr — 60-day
r I . I I ' 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT) Thu Feb 22 15:10 54 2024
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Maps & aerials
Small scale terrain
https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=35.2788&Ion=-81.5012&data=depth&units=english&series=pds 2/4

2/22/24, 10:11 AM Precipitation Frequency Data Server
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https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=35.2788&Ion=-81.5012&data=depth&units=english&series=pds 3/4

2/22/24, 10:11 AM Precipitation Frequency Data Server
4
Johnson Ci
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:HDSC.Questions(c�noaa.gov
Disclaimer
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PRECIPITATION DATA
Shelby Rucker
TRU-23006

1 1
SITE
.11
s
'POt o
MCADAMS
The John R.McAdams Company,Inc.
2100 South Tryon Street
ti Suite 400
Charlotte,NC 28203 02
r ,
P -
g phone [phone]
I " k fax [phone]
VICINITY MAP W license number C-0293,C-187
NTS I POA 3 POA 4 POA 5 www.mcadamsco.com
CLIENT
SHAUN GASPARINI
2649 BREKON RIDGE CENTRE DRIVE
- _- MONROE,NC 28110
',is c PHONE:[phone]
is'cs_..o ° s ,-
EMAIL:[e-mail]
SUB4 \\ \ L
-/ AREA=7.97AC ( �lllllll�ll,Il TrUE! Homes
0 5%�/� , TcASSUMED 12.24MIN. 1ll/l'i V ��� *,-
/. -- Y\ / -1. �1
Q �
v _,_ f�/ fa %,I1 A/ i/ � - - „ \ I i, r
__ LLII lwS/7%/ //'/ 6 q �I • m
,.,// IYll'i�l/ / _,-- � A : LL/ ?I lli ,vp, /i � , / _ 1 1 // � > AIIII/ ���
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/ � � i i � _ s rCL
POA 2 4 //_//' / -' � Q %
l SUB l r� lr-
_� , ..��� i /� \ x
AREA 7.47AC SU63 �^ o W
Tc ASSUMED=21.23MIN. , ,V_: �,
AREA=20.59AC �& s W
'/tip r�'%i//l�/e A Tc ASSUMED=28.83 MIN. )w�Q ), .3 =
�'� J�� o a ��\AIA�ll/ %�//C///////1 52� 760 l� SUBS "�AI� 'E Ce Q Z Z
d -x‹a5 �r ili�. '� VA A\VA�A�AVIVAVAAI�A - ' ''.ro ite'i%/%2': AREA-46.58AC ;o"\VA ° - Q j
,"" , 'Ally ,A�\V \\�: j5 � `", \� w //,4 Tc ASSUMED 18.53 MIN \A\� v .-a
i ,. /15� VAI V ..� 5 ��A". 1 i4t _;/�/t 1�/!t /I s�150S, 'V c. -\A / , co - Z m
11� // l 1 11 II
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AREA=13.69 AC `r ' i �-
Tc ASSUMED=19.94 MIN. / N
1
4*
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REVISIONS
3
NO. DATE
ua
F,
6
3
PLAN INFORMATION
i
ii
O PROJECT NO. TRU-23006
8 8/I
��°-2. FILENAME TRU23006-PRE
in 1111110/c/00 CHECKED BY SAW
DRAWN BY KLP
I Know what's below. SCALE 1"=200'
Call before you dig. DATE 06.04.2024
E.
SHEET
8 CONTRACTOR SHALL NOTIFY"NC811"(811)OR(1-800-632-4949) AT GRAPHIC SCALE PRE DEVELOPMENT
8 LEAST 3 FULL BUSINESS DAYS PRIOR TO BEGINNING CONSTRUCTION o ioo zoo aoo
OR EXCAVATION TO HAVE EXISTING UTILITIES LOCATED. I 11 IAder-
CONTRACTOR SHALL CONTACT ANY LOCAL UTILITIES THAT PROVIDE 1 inch=200ft. PRE
g, THEIR OWN LOCATOR SERVICES INDEPENDENT OF"NC811".
t. REPORT ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELY.
PRELIMINARY DRAWING-NOT RELEASED FOR CONSTRUCTION

�la MCADAMS
PRE DEVELOPMENT HYDROLOGIC SUMMARY
Project Name: Shelby Rucker Date: 6/5/2024
Project Numbe TRU23006 Calculated By: S.Woodard,PE
INPUT SUMMARY
Onsite Area[acres] Offsite Area[acres] Total Area
Subbasin ID Impervious Open Wooded Pond Total Impervious Open Wooded Pond Total [acres] SCS CN Tc[min]
Sub-basin 1 0.00 0.35 2.38 0.00 2.73 2.89 6.95 1.12 0.00 10.97 13.69 67 19.94
Sub-basin 2 0.00 4.01 3.46 0.00 7.47 0.00 0.00 0.00 0.00 0.00 7.47 58 21.23
Sub-basin 3 0.28 11.49 3.49 0.00 15.26 1.09 3.20 1.04 0.00 5.33 20.59 62 28.83
Sub-basin 4 0.00 7.64 0.33 0.00 7.97 0.00 0.00 0.00 0.00 0.00 7.97 61 12.24
Sub-basin 5 0.38 21.97 22.88 0.00 45.22 0.40 0.86 0.09 0.00 1.36 46.58 62 18.53
Totals 0.66 45.45 32.54 0.00 78.65 4.38 11.02 2.26 0.00 17.66 96.30 i

McADAMs
PRE DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Shelby Rucker Date: 6/5/2024
Project Numbei TRU23006 Calculated By: S.Woodard,PE
Subbasin ID: Sub-basin 1
SCS CURVE NUMBER
(REF: TR-55 and NRCS Web Soil Survey).
HSG Impervious Open Wooded Pond
A 98 39 30 100
B 98 61 55 100
C 98 74 70 100
D 98 80 77 100
HSG'A'= 0%
HSG'B'= 100%
HSG'C'= 0%
HSG'D'= 0%
Cover Composite
Condition SCS CN Comments
Impervious 98 -
Open 61 Assume good condition
Wooded 55 Assume good condition
Pond 100 -
WATERSHED BREAKDOWN
Composite Area Area
Contributing Area SCS CN [sf] [acres] Comments _
Onsite Impervious 98 0 0.00 -
Onsite Open 61 15,235 0.35 Assume good condition
Onsite Wooded 55 103,476 _ 2.38 Assume good condition
Onsite Pond 100 0 0.00 -
Offsite Impervious 98 125,946 2.89 -
Offsite Open 61 302,853 6.95 Assume good condition
Offsite Wooded 55 48,963 1.12 Assume good condition
Offsite Pond 100 0 0.00 -
Total Area= 596,473 sf
= 13.69 acres
Composite SCS CN= 67
%Impervious= 21.12%
TIME OF CONCENTRATION
(REF: SCS Segmental Approach,TR-55).
Segment 1:Overland Flow Segment 2:Concentrated Flow
Length= 300 ft Length= 325 ft
Upstream Elevation= 853.00 ft Upstream Elevation= 828.00 ft
Downstream Elevation= 828.00 ft Downstream Elevation= 806.00 ft
Height= 25.00 ft Height= 22.00 ft
Slope= 0.0833 ft/ft Slope= 0.0677 ft/ft
Manning's n= 0.24 Grass Paved? No
P(2-year/24-hour)= 3.69 inches(Shelby,NC) Velocity= 4.20 ft/sec
Segment Time= 18.08 minutes Segment Time= 1.29 minutes
Segment 3:Channel Flow
Length= 555 ft
Upstream Elevation= 806.00 ft
Downstream Elevation= 765.00 ft
Height=_ 41.00 ft
Slope= 0.0739 ft/ft
Manning's n= 0.013 natural channel
Flow Area= 2 sf(assume 30"CPP)
Wetted Perimeter= 6 If(assume 30"CPP)
Channel Velocity= 16.38 ft/sec
Segment Time= 0.56 minutes
Time of Concentration= 19.94 minutes
SCS Lag Time= 11.96 minutes

MCADAMS
PRE DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Shelby Rucker Date: 6/5/2024
Project Numbe TRU23006 Calculated By: S.Woodard,PE
Subbasin ID: Sub-basin 2
SCS CURVE NUMBER
(REF: TR-55 and NRCS Web Soil Survey).
HSG Impervious Open Wooded Pond
A 98 39 30 100
B 98 61 55 100
C 98 74 70 100
D 98 80 77 100
HSG'A'= 0%
HSG'B'= 100%
HSG'C'= 0%
HSG'D'= 0%
Cover Composite
Condition SCS CN Comments
Impervious 98 -
Open 61 Assume good condition
Wooded 55 Assume good condition
Pond 100 -
WATERSHED BREAKDOWN
Composite Area Area
Contributing Area SCS CN [sf] [acres] Comments
Onsite Impervious 98 0 0.00 -
Onsite Open 61 174,518 4.01 Assume good condition
Onsite Wooded 55 150,854 3.46 Assume good condition
Onsite Pond 100 0 0.00 -
Offsite Impervious 98 0 0.00 -
Offsite Open 61 0 0.00 -
Offsite Wooded 55 0 0.00 -
Offsite Pond 100 0 0.00 -
Total Area= 325,372 sf
= 7.47 acres
Composite SCS CN= 58
%Impervious= 0.00%
TIME OF CONCENTRATION
(REF: SCS Segmental Approach,TR-55).
Segment 1:Overland Flow Segment 2:Concentrated Flow
Length= 300 ft Length= 277 ft
Upstream Elevation= 823.00 ft Upstream Elevation= 773.00 ft
Downstream Elevation= 773.00 ft Downstream Elevation= 712.00 ft
Height= 50.00 ft Height= 61.00 ft
Slope= 0.1667 ft/ft Slope= 0.2202 ft/ft
Manning's n= 0.40 Wooded light underbursh Paved? No
P(2-year/24-hour)= 3.69 inches(Shelby,NC) Velocity= 7.57 ft/sec
Segment Time= 20.62 minutes Segment Time= 0.61 minutes
Time of Concentration= 21.23 minutes
SCS Lag Time= 12.74 minutes

MCADAMS
PRE DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Shelby Rucker Date: 6/5/2024
Project Numbei TRU23006 Calculated By: S.Woodard,PE
Subbasin ID: Sub-basin 3
SCS CURVE NUMBER
(REF: TR-55 and NRCS Web Soil Survey).
HSG Impervious Open Wooded Pond
A 98 39 30 100
B 98 61 55 100
C 98 74 70 100
D 98 80 77 100
HSG'A'= 0%
HSG'B'= 100%
HSG'C'= 0%
HSG'D'= 0%
Cover Composite
Condition SCS CN Comments
Impervious 98 -
Open 61 Assume good condition
Wooded 55 Assume good condition
Pond 100 -
WATERSHED BREAKDOWN
Composite Area Area
Contributing Area SCS CN [sf] [acres] Comments _
Onsite Impervious 98 12,337 0.28 -
Onsite Open 61 500,506 _ 11.49 Assume good condition _
Onsite Wooded 55 151,827 3.49 -
Onsite Pond 100 0 0.00
Offsite Impervious 98 47,345 1.09 -
Offsite Open 61 139,459 3.20 -
Offsite Wooded 55 45,350 1.04 -
Offsite Pond 100 0 0.00 -
Total Area= 896,824 I sf
= 20.59 acres
Composite SCS CN= 62
%Impervious= 6.65%
TIME OF CONCENTRATION
(REF: SCS Segmental Approach,TR-55).
Segment 1:Overland Flow Segment 2:Concentrated Flow
Length= 300 ft Length= 1782 ft
Upstream Elevation= 843.00 ft Upstream Elevation= 827.00 ft
Downstream Elevation= 827.00 ft Downstream Elevation= 711.00 ft
Height= 16.00 ft Height= 116.00 ft
Slope= 0.0533 ft/ft Slope= 0.0651 ft/ft
Manning's n= 0.24 Grass Paved? No
P(2-year/24-hour)= 3.69 inches(Shelby,NC) Velocity= 4.12 ft/sec
Segment Time= 21.62 minutes Segment Time= 7.21 minutes
Time of Concentration= 28.83 minutes
SCS Lag Time= 17.30 minutes

MCADAMS
PRE DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Shelby Rucker Date: 6/5/2024
Project Numbei TRU23006 Calculated By: S.Woodard,PE
Subbasin ID: Sub-basin 4
SCS CURVE NUMBER
(REF: TR-55 and NRCS Web Soil Survey).
HSG Impervious Open Wooded Pond
A 98 39 30 100
B 98 61 55 100
C 98 74 70 100
D 98 80 77 100
HSG'A'= 0%
HSG'B'= 100.0%
HSG'C'= 0.0%
HSG'D'= 0.0%
Cover Composite
Condition SCS CN Comments
Impervious 98 -
Open 61 Assume good condition
Wooded 55 Assume good condition
Pond 100 -
WATERSHED BREAKDOWN
Composite Area Area
Contributing Area SCS CN [sf] [acres] Comments _
Onsite Impervious 98 0 0.00 -
Onsite Open 61 332,652 7.64 Assume good condition _
Onsite Wooded 55 14,540 0.33 -
Onsite Pond 100 0 0.00
Offsite Impervious 98 0 0.00 -
Offsite Open 61 _ 0 0.00 -
Offsite Wooded 55 _ 0 0.00 -
Offsite Pond 100 0 0.00 -
Total Area= 347,192 sf
= 7.97 acres
Composite SCS CN= 61
%Impervious= 0.00%
TIME OF CONCENTRATION
(REF: SCS Segmental Approach,TR-55).
Segment 1:Overland Flow Segment 2:Concentrated Flow
Length= 300 ft Length= 125 ft
Upstream Elevation= 788.00 ft Upstream Elevation= 753.00 ft
Downstream Elevation= 753.00 ft Downstream Elevation= 718.00 ft
Height= 35.00 ft Height= 35.00 ft
Slope= 0.1167 ft/ft Slope= 0.2800 ft/ft
Manning's n= 0.17 Cultivated soil Paved? No
P(2-year/24-hour)= 3.69 inches(Shelby,NC) Velocity= 8.54 ft/sec
Segment Time= 12.00 minutes Segment Time= 0.24 minutes
Time of Concentration= 12.24 minutes
SCS Lag Time= 7.34 minutes

'J MCADAMS
PRE DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Shelby Rucker Date: 6/5/2024
Project Numbei TRU23006 Calculated By: S.Woodard,PE
Subbasin ID: Sub-basin 5
SCS CURVE NUMBER
(REF: TR-55 and NRCS Web Soil Survey).
HSG Impervious Open Wooded Pond
A 98 39 30 100
B 98 61 55 100
C 98 74 70 100
D 98 80 77 100
HSG'A'= 0%
HSG'B'= 78%
HSG'C'= 13%
HSG'D'= 9%
Cover Composite
Condition SCS CN Comments
Impervious 98 -
Open 64 Assume good condition
Wooded 59 Assume good condition
Pond 100 -
WATERSHED BREAKDOWN
Composite Area Area
Contributing Area SCS CN [sf] [acres] Comments _
Onsite Impervious 98 16,356 0.38 -
Onsite Open 64 956,888 21.97 Assume good condition _
Onsite Wooded 59 _ 996,612 _ 22.88 -
Onsite Pond 100 _ 0 0.00
Offsite Impervious 98 17,495 0.40 -
Offsite Open 64 _ 37,628 _ 0.86 -
Offsite Wooded 59 _ 4,137 0.09 -
Offsite Pond 100 0 0.00 -
Total Area= 2,029,116 sf
= 46.58 acres
Composite SCS CN= 62
%Impervious= 1.67%
TIME OF CONCENTRATION
(REF: SCS Segmental Approach,TR-55).
Segment 1:Overland Flow Segment 2:Concentrated Flow
Length= 300 ft Length= 500 ft
Upstream Elevation= 825.00 ft Upstream Elevation= 790.00 ft
Downstream Elevation= 790.00 ft Downstream Elevation= 737.00 ft
Height= 35.00 ft Height= 53.00 ft
Slope= 0.1167 ft/ft Slope= 0.1060 ft/ft
Manning's n= 0.17 Cultivated Soils Paved? No
P(2-year/24-hour)= 3.69 inches(Shelby,NC) Velocity= 5.25 ft/sec
Segment Time= 12.00 minutes Segment Time= 1.59 minutes
Segment 3:Channel Flow
Length= 1373 ft
Upstream Elevation= 737.00 ft
Downstream Elevation= 691.00 ft
Height= 46.00 ft
Slope= 0.0335 ft/ft
Manning's n= 0.045 natural channel
Flow Area= 4 sf(assume 2'x2'channel)
Wetted Perimeter= 6 If(assume 2'x2'channel)
Channel Velocity= 4.63 _ft/sec
Segment Time= 4.95 minutes
Time of Concentration= 18.53 minutes
SCS Lag Time= 11.12 minutes

�I MCADAM
Scenario: Pre 1 year 24 hr
SUB* 1 . .
0 UsarosCMa
.lb SUB 5 TO SCM
POA-1 A Ai
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

�� MCADAMS
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ft3)
Pre 50 year 50 239,893.000 214.00 52.535
Pre 100 year 100 177,182.000 739.00 30.975
Pre 100 year 100 101,512.000 731.00 21.628
Pre 100 year 100 367,713.000 757.00 51.184
Pre 100 year 100 23,397.000 731.00 5.045
Pre 100 year 100 27,455.000 735.00 5.281
SUB-1 Pre 1 year 24 hr 1 30,030.000 734.00 6.150
SUB-1 Pre 10 year 10 102,999.000 731.00 24.136
SUB-1 Pre 25 year 25 142,362.000 731.00 32.486
SUB-2 Pre 1 year 24 hr 1 7,756.000 753.00 0.846
SUB-2 Pre 10 year 10 37,487.000 733.00 7.606
SUB-2 Pre 25 year 25 55,144.000 733.00 11.388
SUB-3 Pre 1 year 24 hr 1 30,763.000 745.00 3.988
SUB-3 Pre 10 year 10 124,966.000 738.00 22.895
SUB-3 Pre 25 year 25 178,407.000 738.00 32.682
SUB-4 Pre 1 year 24 hr 1 11,039.000 729.00 2.057
SUB-4 Pre 10 year 10 46,512.000 727.00 12.887
SUB-4 Pre 25 year 25 66,819.000 727.00 18.240
SUB-5 Pre 1 year 24 hr 1 70,011.000 734.00 11.381
SUB-5 Pre 10 year 10 283,891.000 731.00 65.634
SUB-5 Pre 25 year 25 405,089.000 731.00 92.598
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ft3)
Pre 50 year 50 239,893.000 214.00 52.535
Pre 100 year 100 367,713.000 757.00 51.184
Pre 100 year 100 305,824.000 739.00 57.782
Pre 100 year 100 23,397.000 731.00 5.045
Pre 100 year 100 128,967.000 732.00 26.807
POA-1 Pre 1 year 24 hr 1 30,030.000 734.00 6.150
POA-1 Pre 10 year 10 102,999.000 731.00 24.136
POA-1 Pre 25 year 25 142,362.000 731.00 32.486
POA-2 Pre 1 year 24 hr 1 7,756.000 753.00 0.846
POA-2 Pre 10 year 10 37,487.000 733.00 7.606
POA-2 Pre 25 year 25 55,144.000 733.00 11.388
POA-3 Pre 1 year 24 hr 1 30,763.000 745.00 3.988
POA-3 Pre 10 year 10 124,966.000 738.00 22.895
POA-3 Pre 25 year 25 178,407.000 738.00 32.682
POA-4 Pre 1 year 24 hr 1 11,039.000 729.00 2.057
POA-4 Pre 10 year 10 46,512.000 727.00 12.887
POA-4 Pre 25 year 25 66,819.000 727.00 18.240
POA-5 Pre 1 year 24 hr 1 70,011.000 734.00 11.381
POA-5 Pre 10 year 10 283,891.000 731.00 65.634
POA-5 Pre 25 year 25 405,089.000 731.00 92.598
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

PRECIPITATION DATA
Shelby Rucker
TRU-23006

_S- 11
SITE
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MCADAMS
The John R.McAdams Company,Inc.
2100 South Tryon Street
, Suite 400
02 Charlotte,NC 28203
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VICINITY MAP W license number:C-0293,C-187
NT$ SUB 4 to BYPASS POA 4 I POA 5 www.mcadamsco.com
AREA=0.80 AC CLIENT
Tc ASSUMED=10.50 MIN.
SHAUN GASPARINI
POA 3 2649 BREKONRIDGE CENTRE DRIVE
-. MONROE,NC 28110
PHONE:[phone]
o s s EMAIL:SGASPARINIt4TRUEHOMESUSA.COM
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SUB 0 �i/ ,tsAREA=18.17 AC tt C True Homes
AREA 1.53AC ,� �1 �� ,� TcASSUMED=S.00MIN ��� `tea WEV,wEW„,..o"VALUE
Tc ASSUMED=9.77 MIN.
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"t" s '� Tc ASSUMED=13.38 MI.._
Tc ASSUMED=8.62 MIN. ° �a , e /� . gay {��
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REVISIONS
3
NO. DATE
i
0
3
PLAN INFORMATION
i.
O PROJECT NO. TRU-23006
��°- _� FILENAME TRU23006-POST
8 81x . CHECKED BY SAW
DRAWN BY KLP
Know what's below. SCALE 1"=200'
Call before you dig. DATE 06.04.2024
E.
SHEET
8 CONTRACTOR SHALL NOTIFY"NC811"(811)OR(1-800-632-4949) AT GRAPHIC SCALE POST DEVELOPMENT
8 LEAST 3 FULL BUSINESS DAYS PRIOR TO BEGINNING CONSTRUCTION 0 000 zoo 000
OR EXCAVATION TO HAVE EXISTING UTILITIES LOCATED. I �� I
CONTRACTOR SHTSERVICES
CONTACT ANY LOCAL
PEND UTILITIES THAT PROVIDE t�D�h=z�h. POST
� THEIR OWN LOCATOR SERVICES INDEPENDENT OF"NC811".
REPORT ANY DISCREPANCIES TO THE ENGINEER IMMEDIATELY.
PRELIMINARY DRAWING-NOT RELEASED FOR CONSTRUCTION

�la MCADAMS
POST DEVELOPMENT HYDROLOGIC SUMMARY
Project Name: Shebly Rucker Date: 6/5/2024
Project Number: TRU23006 Calculated By: S.WOODARD,PE
INPUT SUMMARY
Onsite Area[acres] Offsite Area[acres] Total Area
Subbasin ID Impervious Open Wooded Pond Total Impervious _ Open Wooded Pond Total _ [acres] SCS CN Tc[min]
SUB 1 0.00 0.43 0.49 0.00 0.92 2.66 6.21 1.12 0.00 9.99 10.91 69 19.94
SUB 2 TO BYPASS 0.09 0.97 0.47 0.00 1.52 0.00 0.00 0.00 0.00 0.00 1.52 61 8.62
SUB 2 TO SCM C 8.33 8.21 0.62 0.00 17.16 1.32 3.97 1.00 0.00 6.28 23.45 76 5.00
SUB 3 0.00 1.31 0.22 0.00 1.53 0.00 0.00 0.00 0.00 0.00 1.53 60 9.77
SUB 4 TO BYPASS 0.00 0.50 0.30 0.00 0.80 0.00 0.00 0.00 0.00 0.00 0.80 59 10.50
SUB 4 TO SCM B 9.86 8.31 0.00 0.00 18.17 0.00 0.00 0.00 0.00 0.00 18.17 81 5.00
SUB 5 TO BYPASS 0.69 8.24 13.11 0.00 22.04 0.00 0.00 0.00 0.00 0.00 22.04 66 13.38
SUB 5 TO SCM A 8.11 3.10 5.30 0.00 16.52 0.41 0.85 0.09 0.00 1.36 17.88 77 5.00
Totals 27.09 31.06 20.51 0.00 78.66 4.39 11.03 2.21 0.00 17.63 96.29

McADAMs
POST DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Shebly Rucker Date: 6/5/2024
Project Numbe TRU23006 Calculated By: S.WOODARD,PE
Subbasin ID: SUB 1
SCS CURVE NUMBER
(REF: TR-55 and NRCS Web Soil Survey).
HSG Impervious Open Wooded Pond
A 98 39 30 100
B 98 61 55 100
C 98 74 70 100
D 98 80 77 100
HSG'A'= 0%
HSG'B'= 100.0%
HSG'C'= 0%
HSG'D'= 0.0%
Cover Composite
Condition SCS CN Comments
Impervious 98 -
Open 61 Assume good condition
Wooded 55 Assume good condition
Pond 100 -
WATERSHED BREAKDOWN
Composite Area Area
Contributing Area SCS CN [sf] [acres] Comments
Onsite Impervious 98 0 0.00 -
Onsite Open 61 18,673 0.43 Assume good condition
Onsite Wooded 55 21,452 0.49 Assume good condition
Onsite Pond 100 0 0.00 -
Offsite Impervious 98 115,863 2.66 -
Offsite Open 61 270,421 6.21 -
Offsite Wooded 55 48,684 1.12 -
Offsite Pond 100 0 - 0.00 -
Total Area= 475,093.00 sf
= 10.91 acres
Composite SCS CN= 69
Impervious= 24.39%
TIME OF CONCENTRATION
(REF: SCS Segmental Approach,TR-55).
Segment 1:Overland Flow Segment 2:Concentrated Flow
Length=1 300 ft Length= 325 ft
Upstream Elevation= 853.00 ft Upstream Elevation= 828.00 ft
Downstream Elevation=_ 828.00 ft Downstream Elevation= 806.00 ft
Height= 25.00 ft Height=_ 22.00 ft
Slope= 0.0833 ft/ft Slope=_ 0.0677 ft/ft
Manning's n= 0.24 Grass Paved? No
P(2-year/24-hour)= 3.69 inches(Shelby,NC) Velocity= 4.20 ft/sec
Segment Time= 18.08 minutes Segment Time= 1.29 minutes
Segment 3:Channel Flow
Length= 555 ft
Upstream Elevation= 806.00 ft
Downstream Elevation= 765.00 ft
Height= 41.00 ft
Slope= 0.0739 ft/ft
Manning's n= 0.013 natural channel
Flow Area= 2 sf(assume 30"CPP)
Wetted Perimeter= 6 If(assume 30"CPP)
Channel Velocity= 16.38 ft/sec
Segment Time= 0.56 minutes
Time of Concentration= 19.94 minutes
SCS Lag Time= 11.96 minutes
IMPERVIOUS AREA DELINEATION
On-Site Buildings/Lots(st) 0.00 total on-site BUA allocated to the individual lots that is located within the drainage area(not con
On-Site Streets(sf) 0.00 total on-site BUA associated with roadways that is located within the drainage area
On-Site Parking(st) 0.00 total on-site BUA assoicated with the portions of the driveways that are not located on individua
On-Site Sidewalks(st) 0.00 total on-site BUA associated with sidewalks that are not located on the individual lots that is lock
Other On-Site(ft) 0.00 total on-site BUA that does not fall into the categories above(amenity area)
Future(sf) 0.00 total on-site future BUA that is located within the drainage area
Off-Site(st) 115,863.00 total off-site BUA that is located within the drainage area
Existing BUA(st) 0.00 total existing on-site BUA that will remain in post-construction conditions that is located within th
Total 115,863.00

'I MCADAMS
POST DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Shebly Rucker Date: 6/5/2024
Project Numbe TRU23006 Calculated By: S.WOODARD,PE
Subbasin ID: SUB 2 TO BYPASS
SCS CURVE NUMBER
(REF: TR-55 and NRCS Web Soil Survey).
HSG Impervious Open Wooded Pond
A 98 39 30 100
B 98 61 55 100
C 98 74 70 100
D 98 80 77 100
HSG'A'= 0%
HSG'B'= 100%
HSG'C'= 0%
HSG'D'= 0%
Cover Composite
Condition SCS CN Comments
Impervious 98 -
Open 61 Assume good condition
Wooded 55 Assume good condition
Pond 100 -
WATERSHED BREAKDOWN
Composite Area Area
Contributing Area _ SCS CN [sf] [acres] _ Comments
Onsite Impervious 98 4,000 0.09 -
_ Onsite Open _ 61 42,059 0.97 Assume good condition
Onsite Wooded 55 20,282 0.47 Assume good condition
Onsite Pond 100 0 0.00 -
Offsite Impervious 98 0 0.00 -
Offsite Open _ 61 _ 0 0.00 -
Offsite Wooded 55 0 0.00 -
Offsite Pond 100 0 0.00 -
Total Area= 66,341.00 sf
= 1.52 acres
Composite SCS CN= 61
Impervious= 6.03%
TIME OF CONCENTRATION
(REF: SCS Segmental Approach,TR-55).
Segment 1:Overland Flow Segment 2:Concentrated Flow
Length=1 100 ft Length= 185 ft
Upstream Elevation= 788.00 ft Upstream Elevation= 768.00 ft
Downstream Elevation= 768.00 ft Downstream Elevation= 714.00 ft
Height= 20.00 ft Height= 54.00 ft
Slope= 0.2000 ft/ft Slope= 0.2919 ft/ft
Manning's n= 0.40 bermudagrass Paved? No
P(2-year/24-hour)= 3.69 inches(Shelby,NC) Velocity= 8.72 ft/sec
Segment Time=_ 7.96 minutes Segment Time= 0.35 minutes
Segment 3:Channel Flow
Length= 55 ft
Upstream Elevation= 714.00 ft
Downstream Elevation= 712.00 ft
Height= 2.00 ft
Slope= 0.0364 ft/ft
Manning's n= 0.045 natural channel
Flow Area= 1 sf(assume 1'X1')
Wetted Perimeter= 3 If(assume 1'X1')
Channel Velocity= 3.04 ft/sec
Segment Time= 0.30 minutes
Time of Concentration= 8.62 minutes
SCS Lag Time= 5.17 minutes
IMPERVIOUS AREA DELINEATION
On-Site Buildings/Lots(st) 4,000.00 total on-site BUA allocated to the individual lots that is located within the drainage area(not cc
On-Site Streets(sf) 0.00 total on-site BUA associated with roadways that is located within the drainage area
On-Site Parking(st) 0.00 total on-site BUA assoicated with the portions of the driveways that are not located on individu
On-Site Sidewalks(st) 0.00 total on-site BUA associated with sidewalks that are not located on the individual lots that is to
Other On-Site(ft) 0.00 total on-site BUA that does not fall into the categories above(amenity area)
Future(st) 0.00 total on-site future BUA that is located within the drainage area
Off-Site(st) 0.00 total off-site BUA that is located within the drainage area
Existing BUA(st) 0.00 total existing on-site BUA that will remain in post-construction conditions that is located within
Total 4,000.00

'I MCADAMS
POST DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Shebly Rucker Date: 6/5/2024
Project Numbe TRU23006 Calculated By: S.WOODARD,PE
Subbasin ID: SUB 2 TO SCM C
SCS CURVE NUMBER
(REF: TR-55 and NRCS Web Soil Survey).
HSG Impervious Open Wooded Pond
A 98 39 30 100
B 98 61 55 100
C 98 74 70 100
D 98 80 77 100
HSG'A'= 0%
HSG'B'= 100%
HSG'C'= 0%
HSG'D'= 0%
Cover Composite
Condition SCS CN Comments
Impervious 98 -
Open 61 Assume good condition
Wooded 55 Assume good condition
Pond 100 -
WATERSHED BREAKDOWN
Composite Area Area
Contributing Area _ SCS CN [sf] [acres] Comments
Onsite Impervious 98 362,979 I 8.33 -
_ Onsite Open _ 61 357,595 8.21 Assume good condition
Onsite Wooded 55 26,978 0.62 Assume good condition
Onsite Pond _ 100 0 0.00 -
Offsite Impervious 98 57,427 1.32 -
Offsite Open _ 61 _ 172,960 3.97 -
Offsite Wooded I 55 43,350 1.00 -
Offsite Pond 100 0 0.00 -
Total Area= 1,021,289.00 sf
= 23.45 acres
Composite SCS CN= 76
Impervious= 41.16%
TIME OF CONCENTRATION
(REF: SCS Segmental Approach,TR-55).
Time of Concentration= 5.00 minutes
SCS Lag Time= 3.00 minutes
IMPERVIOUS AREA DELINEATION
On-Site Buildings/Lots(sf) 252,000.00 total on-site BUA allocated to the individual lots that is located within the drainage area(not cc
On-Site Streets(sf) 77,058.00 total on-site BUA associated with roadways that is located within the drainage area
On-Site Parking(st) 8,357.00 total on-site BUA assoicated with the portions of the driveways that are not located on individu
On-Site Sidewalks(sf) 25,564.00 total on-site BUA associated with sidewalks that are not located on the individual lots that is to
Other On-Site(ft) 0.00 total on-site BUA that does not fall into the categories above(amenity area)
Future(st) 0.00 total on-site future BUA that is located within the drainage area
Off-Site(st) 57,427.00 total off-site BUA that is located within the drainage area
Existing BUA(sf) 0.00 total existing on-site BUA that will remain in post-construction conditions that is located within
Total 420,406.00

�la MCADAMS
POST DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Shebly Rucker Date: 6/5/2024
Project Numbe TRU23006 Calculated By: S.WOODARD,PE
Subbasin ID: SUB 3
SCS CURVE NUMBER
(REF: TR-55 and NRCS Web Soil Survey).
HSG Impervious Open Wooded Pond
A 98 39 30 100
B 98 61 55 100
C 98 74 70 100
D 98 80 77 100
HSG'A'= 0%
HSG'B'= 100%
HSG'C'= 0%
HSG'D'= 0%
Cover Composite
Condition SCS CN Comments
Impervious 98 -
Open 61 Assume good condition
Wooded 55 Assume good condition
Pond 100 -
WATERSHED BREAKDOWN
Composite Area Area
Contributing Area SCS CN [sf] _Lacres] Comments
Onsite Impervious 98 0 0.00 -
Onsite Open 61 56,910 1.31 Assume good condition
Onsite Wooded 55 9,647 0.22 Assume good condition
Onsite Pond 100 0 0.00 -
Offsite Impervious 98 0 0.00 -
Offsite Open 61 0 0.00 -
Offsite Wooded 55 0 0.00 -
Offsite Pond 100 0 0.00 -
Total Area= 66,557.00 sf
= 1.53 acres
Composite SCS CN= 60
Impervious=, 0.00%
TIME OF CONCENTRATION
(REF: SCS Segmental Approach,TR-55).
Segment 1:Overland Flow
Length= 100 ft
Upstream Elevation= 723.00 ft
Downstream Elevation= 711.00 ft
Height= 12.00 _ft
Slope= 0.1200 _ft/ft
Manning's n= 0.40 Woods,light underbrush
P(2-year/24-hour)= 3.69 _inches(Shelby,NC)
Segment Time= 9.77 _minutes
Time of Concentration= 9.77 minutes
SCS Lag Time= 5.86 minutes
IMPERVIOUS AREA DELINEATION
On-Site Buildings/Lots(sf) 0.00 total on-site BUA allocated to the individual lots that is located within the drainage area(not co
On-Site Streets(st) 0.00 total on-site BUA associated with roadways that is located within the drainage area
On-Site Parking(sf) 0.00 total on-site BUA assoicated with the portions of the driveways that are not located on individu
On-Site Sidewalks(st) 0.00 total on-site BUA associated with sidewalks that are not located on the individual lots that is log
Other On-Site(ft) 0.00 total on-site BUA that does not fall into the categories above(amenity area)
Future(sf) 0.00 total on-site future BUA that is located within the drainage area
Off-Site(st) 0.00 total off-site BUA that is located within the drainage area
Existing BUA(at) 0.00 total existing on-site BUA that will remain in post-construction conditions that is located within
Total 0.00

�la MCADAMS
POST DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Shebly Rucker Date: 6/5/2024
Protect Numbe TRU23006 Calculated By: S.WOODARD,PE
Subbasin ID: SUB 4 TO BYPASS
SCS CURVE NUMBER
(REF: TR-55 and NRCS Web Soil Survey).
HSG Impervious Open Wooded Pond
A 98 39 30 100
B 98 61 55 100
C 98 74 70 100
D 98 80 77 100
HSG'A'= 0%
HSG'B'= 100%
HSG'C'= 0%
HSG'D'= 0%
Cover Composite
Condition SCS CN Comments
Impervious 98 -
Open 61 Assume good condition
Wooded 55 Assume good condition
Pond 100 -
WATERSHED BREAKDOWN
Composite Area Area
Contributing Area SCS CN 1sf] (acres] Comments
Onsite Impervious 98 0 0.00 -
Onsite Open 61 21,699 0.50 Assume good condition
Onsite Wooded 55 13,181 0.30 Assume good condition
Onsite Pond 100 0 0.00 -
Offsite Impervious 98 0 0.00 -
Offsite Open 61 0 0.00 -
Offsite Wooded 55 0 0.00 -
Offsite Pond 100 0 0.00 -
Total Area= 34,880.00 sf
= 0.80 acres
Composite SCS CN= 59
Impervious=, 0.00%
TIME OF CONCENTRATION
(REF: SCS Segmental Approach,TR-55).
Segment 1:Overland Flow
Length= 100 ft
Upstream Elevation= 728.00 ft
Downstream Elevation= 718.00 _ft
Height= 10.00 _ft
Slope= 0.1000 _ft/ft
Manning's n= 0.40 Woods,light underbrush
P(2-year/24-hour)= 3.69 _inches(Shelby,NC)
Segment Time= 10.50 _minutes
Time of Concentration= 10.50 minutes
SCS Lag Time= 6.30 minutes
IMPERVIOUS AREA DELINEATION
On-Site Buildings/Lots(st) 0.00 total on-site BUA allocated to the individual lots that is located within the drainage area(not co
On-Site Streets(st) 0.00 total on-site BUA associated with roadways that is located within the drainage area
On-Site Parking(sf 0.00 total on-site BUA assoicated with the portions of the driveways that are not located on individu
On-Site Sidewalks(st) 0.00 total on-site BUA associated with sidewalks that are not located on the individual lots that is log
Other On-Site(ft) 0.00 total on-site BUA that does not fall into the categories above(amenity area)
Future(st) 0.00 total on-site future BUA that is located within the drainage area
Off-Site(st) 0.00 total off-site BUA that is located within the drainage area
Existing BUA(at) 0.00 total existing on-site BUA that will remain in post-construction conditions that is located within
Total 0.00

'I MCADAMS
POST DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Shebly Rucker Date: 6/5/2024
Project Numbe TRU23006 Calculated By: S.WOODARD,PE
Subbasin ID: SUB 4 TO SCM B
SCS CURVE NUMBER
(REF: TR-55 and NRCS Web Soil Survey).
HSG Impervious Open Wooded Pond
A 98 39 30 100
B 98 61 55 100
C 98 74 70 100
D 98 80 77 100
HSG'A'= 0%
HSG'B'= 100%
HSG'C'= 0%
HSG'D'= 0%
Cover Composite
Condition SCS CN Comments
Impervious 98 -
Open 61 Assume good condition
Wooded 55 Assume good condition
Pond 100 -
WATERSHED BREAKDOWN
Composite Area Area
Contributing Area _ SCS CN_ [sf] [acres] Comments
Onsite Impervious 98 429,646 I 9.86 -
_ Onsite Open _ 61 361,779 8.31 Assume good condition
Onsite Wooded 55 0 0.00 Assume good condition
Onsite Pond _ 100 0 0.00 -
Offsite Impervious 98 0 0.00 -
Offsite Open _ 61 _ 0 0.00 -
Offsite Wooded 55 0 0.00 -
Offsite Pond 100 0 0.00 -
Total Area= 791,425.00 sf
= 18.17 acres
Composite SCS CN= 81
Impervious= 54.29%
TIME OF CONCENTRATION
(REF: SCS Segmental Approach,TR-55).
Time of Concentration= 5.00 minutes
SCS Lag Time= 3.00 minutes
IMPERVIOUS AREA DELINEATION
On-Site Buildings/Lots(st) 306,000.00 total on-site BUA allocated to the individual lots that is located within the drainage area(not cc
On-Site Streets(st) 86,529.00 total on-site BUA associated with roadways that is located within the drainage area
On-Site Parking(st) 8,926.00 total on-site BUA assoicated with the portions of the driveways that are not located on individu
On-Site Sidewalks(st) 28,191.00 total on-site BUA associated with sidewalks that are not located on the individual lots that is to
Other On-Site(ft) 0.00 total on-site BUA that does not fall into the categories above(amenity area)
Future(st) 0.00 total on-site future BUA that is located within the drainage area
Off-Site(st) 0.00 total off-site BUA that is located within the drainage area
Existing BUA(st) 0.00 total existing on-site BUA that will remain in post-construction conditions that is located within
Total 429,646.00

'I MCADAMS
POST DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Shebly Rucker Date: 6/5/2024
Project Numbe TRU23006 Calculated By: S.WOODARD,PE
Subbasin ID: SUB 5 TO BYPASS
SCS CURVE NUMBER
(REF: TR-55 and NRCS Web Soil Survey).
HSG Impervious Open Wooded Pond
A 98 39 30 100
B 98 61 55 100
C 98 74 70 100
D 98 80 77 100
HSG'A'= 0%
HSG'B'= 55.2%
HSG'C'= 25.0%
HSG'D'= 19.8%
Cover Composite
Condition SCS CN Comments
Impervious 98 -
Open 68 Assume good condition
Wooded 63 Assume good condition
Pond 100 -
WATERSHED BREAKDOWN
Composite Area Area
Contributing Area _ SCS CN [sf] [acres] _ Comments
Onsite Impervious 98 30,000 I 0.69 -
_ Onsite Open _ 68 _ 359,096 8.24 Assume good condition
Onsite Wooded 63 570,985 13.11 Assume good condition
Onsite Pond _ 100 _ 0 0.00 -
Offsite Impervious 98 0 0.00 -
Offsite Open _ 68 _ 0 0.00 -
Offsite Wooded 63 0 0.00 -
Offsite Pond 100 0 0.00 -
Total Area= 960,081.00 sf
= 22.04 acres
Composite SCS CN= 66
Impervious= 3.12%
TIME OF CONCENTRATION
(REF: SCS Segmental Approach,TR-55).
Segment 1:Overland Flow Segment 2:Concentrated Flow
Length=I 100 ft Length= 127 ft
Upstream Elevation= 779.00 ft Upstream Elevation= 760.00 ft
Downstream Elevation= 760.00 ft Downstream Elevation= 737.00 ft
Height= 19.00 ft Height= 23.00 ft
Slope= 0.1900 ft/ft Slope= 0.1811 ft/ft
Manning's n= 0.40 Bermudagrass Paved? No
P(2-year/24-hour)= 3.69 inches(Shelby,NC) Velocity= 6.87 ft/sec
Segment Time=_ 8.13 minutes Segment Time= 0.31 minutes
Segment 3:Channel Flow
Length= 1373 ft
Upstream Elevation= 737.00 ft
Downstream Elevation= 691.00 ft
Height= 46.00 ft
Slope= 0.0335 ft/ft
Manning's n= 0.045 natural channel
Flow Area= 4 sf(assume 2'x2'channel)
Wetted Perimeter= 6 If(assume 2'x2'channel)
Channel Velocity= 4.63 ft/sec
Segment Time= 4.95 minutes
Time of Concentration= 13.38 minutes
SCS Lag Time= 8.03 minutes
IMPERVIOUS AREA DELINEATION
On-Site Buildings/Lots(st) 30,000.00 total on-site BUA allocated to the individual lots that is located within the drainage area(not cc
On-Site Streets(sf) 0.00 total on-site BUA associated with roadways that is located within the drainage area
On-Site Parking(st) 0.00 total on-site BUA assoicated with the portions of the driveways that are not located on individu
On-Site Sidewalks(st) 0.00 total on-site BUA associated with sidewalks that are not located on the individual lots that is to
Other On-Site(ft) 0.00 total on-site BUA that does not fall into the categories above(amenity area)
Future(st) 0.00 total on-site future BUA that is located within the drainage area
Off-Site(st) 0.00 total off-site BUA that is located within the drainage area
Existing BUA(st) 0.00 total existing on-site BUA that will remain in post-construction conditions that is located within
Total 30,000.00

'I MCADAMS
POST DEVELOPMENT HYDROLOGIC CALCULATIONS
Project Name: Shebly Rucker Date: 6/5/2024
Project Numbe TRU23006 Calculated By: S.WOODARD,PE
Subbasin ID: SUB 5 TO SCM A
SCS CURVE NUMBER
(REF: TR-55 and NRCS Web Soil Survey).
HSG Impervious Open Wooded Pond
A 98 39 30 100
B 98 61 55 100
C 98 74 70 100
D 98 80 77 100
HSG'A'= 0%
HSG'B'= 97%
HSG'C'= 0%
HSG'D'= 3%
Cover Composite
Condition SCS CN Comments
Impervious 98 -
Open 62 Assume good condition
Wooded 56 Assume good condition
Pond 100 -
WATERSHED BREAKDOWN
Composite Area Area
Contributing Area _ SCS CN [sf] [acres] _ Comments
Onsite Impervious 98 353,392 I 8.11 -
_ Onsite Open _ 62 _ 134,971 3.10 Assume good condition
Onsite Wooded 56 231,070 5.30 Assume good condition
Onsite Pond _ 100 _ 0 0.00 -
OffsiteImpervious 98 18,000 0.41 -
Offsite Open — 62 — 37,123 0.85 -
Offsite Wooded 56 4,137 0.09 -
Offsite Pond 100 0 0.00 -
Total Area= 778,693 sf
= 17.88 acres
Composite SCS CN= 77
Impervious= 47.69%
TIME OF CONCENTRATION
(REF: SCS Segmental Approach,TR-55).
Time of Concentration= 5.00 minutes
SCS Lag Time= 3.00 minutes
IMPERVIOUS AREA DELINEATION
On-Site Buildings/Lots(st) 252,000.00 total on-site BUA allocated to the individual lots that is located within the drainage area(not communal bi
On-Site Streets(sf) 63,444.00 total on-site BUA associated with roadways that is located within the drainage area
On-Site Parking(sf) 7,948.00 total on-site BUA assoicated with the portions of the driveways that are not located on individual lots and
On-Site Sidewalks(sf) 30,000.00 total on-site BUA associated with sidewalks that are not located on the individual lots that is located withii
Other On-Site(ft) 0.00 total on-site BUA that does not fall into the categories above(amenity area)
Future(st) 0.00 total on-site future BUA that is located within the drainage area
Off-Site(st) 18,000.00 total off-site BUA that is located within the drainage area
Existing BUA(sf) 0.00 total existing on-site BUA that will remain in post-construction conditions that is located within the drainag
Total 371,392.00

MCADAMS
Scenario: Post 1 year 24 hr
Pa . .
SUBaT+BANn
Sl1B5T+SCMA
•
SCM C
SCM B
L SCM A
POA-1
r r
Pons POA a
POA-3 POA
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

�J MCADAMS
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ft3)
Post 50 year 50 227,523.000 186.00 127.243
Post 50 year 50 16,131.000 190.00 7.190
Post 50 year 50 100,518.000 213.00 23.668
Post 50 year 50 24,568.000 199.00 7.803
SUB-1 Post 1 year 24 hr 1 27,581.000 733.00 5.975
SUB-1 Post 10 year 10 88,591.000 731.00 21.046
SUB-1 Post 25 year 25 121,057.000 731.00 27.848
SUB-1 Post 100 year 100 178,404.000 731.00 38.601
SUB-2 Post 1 year 24 hr 1 2,125.000 727.00 0.463
SUB-2 Post 10 year 10 8,901.000 724.00 2.804
SUB-2 Post 25 year 25 12,785.000 724.00 3.973
SUB-2 Post 100 year 100 19,886.000 724.00 5.861
SUB-3 Post 1 year 24 hr 1 1,950.000 728.00 0.368
SUB-3 Post 10 year 10 8,513.000 725.00 2.530
SUB-3 Post 25 year 25 12,318.000 725.00 3.629
SUB-3 Post 100 year 100 19,312.000 725.00 5.412
SUB-4 Post 1 year 24 hr 1 931.000 729.00 0.152
SUB-4 Post 10 year 10 4,247.000 726.00 1.213
SUB-4 Post 25 year 25 6,193.000 725.00 1.758
SUB-4 Post 100 year 100 9,789.000 725.00 2.670
SUB-5 Post 1 year 24 hr 1 45,509.000 729.00 11.049
SUB-5 Post 10 year 10 159,680.000 728.00 44.860
SUB-5 Post 25 year 25 221,962.000 728.00 60.203
SUB-5 Post 100 year 100 333,279.000 727.00 84.728
SUB 2 TO SCM C Post 1 year 24 hr 1 89,267.000 722.00 38.929
SUB 2 TO SCM C Post 10 year 10 243,799.000 721.00 98.949
SUB 2 TO SCM C Post 25 year 25 321,309.000 721.00 123.369
SUB 2 TO SCM C Post 100 year 100 454,774.000 721.00 160.274
SUB 4 TO SCM B Post 1 year 24 hr 1 89,171.000 721.00 40.295
SUB 4 TO SCM B Post 10 year 10 220,084.000 721.00 89.530
SUB 4 TO SCM B Post 25 year 25 283,597.000 721.00 108.407
SUB 4 TO SCM B Post 100 year 100 391,402.000 721.00 136.434
SUB 5 TO SCM A Post 1 year 24 hr 1 71,759.000 722.00 31.578
SUB 5 TO SCM A Post 10 year 10 191,875.000 721.00 77.989
SUB 5 TO SCM A Post 25 year 25 251,702.000 721.00 96.638
SUB 5 TO SCM A Post 100 year 100 354,400.000 721.00 124.710
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ft3)
Post 50 year 50 325,783.000 209.00 52.462
POA-1 Post 1 year 24 hr 1 27,581.000 733.00 5.975
POA-1 Post 10 year 10 88,591.000 731.00 21.046
POA-1 Post 25 year 25 121,057.000 731.00 27.848
POA-1 Post 100 year 100 178,404.000 731.00 38.601
POA-2 Post 1 year 24 hr 1 65,649.000 727.00 0.579
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

�J MCADAMS
Subsection: Master Network Summary
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ft3)
POA-2 Post 10 year 10 163,318.000 753.00 10.253
POA-2 Post 25 year 25 243,599.000 753.00 28.564
POA-2 Post 100 year 100 382,953.000 730.00 64.149
POA-3 Post 1 year 24 hr 1 1,950.000 728.00 0.368
POA-3 Post 10 year 10 8,513.000 725.00 2.530
POA-3 Post 25 year 25 12,318.000 725.00 3.629
POA-3 Post 100 year 100 19,312.000 725.00 5.412
POA-4 Post 1 year 24 hr 1 65,684.000 729.00 0.287
POA-4 Post 10 year 10 138,178.000 754.00 9.486
POA-4 Post 25 year 25 202,866.000 753.00 21.341
POA-4 Post 100 year 100 313,454.000 730.00 52.516
POA-5 Post 1 year 24 hr 1 99,006.000 729.00 11.155
POA-5 Post 10 year 10 278,336.000 728.00 46.844
POA-5 Post 25 year 25 399,230.000 728.00 66.309
POA-5 Post 100 year 100 611,806.000 727.00 94.370
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum
Event Volume (min) (ft3/s) Water Pond Storage
(years) (ft3) Surface (ft3)
Elevation
(ft)
Post 50 year 50 227,523.000 186.00 127.243 (N/A) (N/A)
Post 50 year 50 184,566.000 212.00 20.613 804.708 145,780.000
SCM C(IN) Post 1 year 24 1 89,267.000 722.00 38.929 (N/A) (N/A)
hr
SCM C Post 1 year 24 1 63,524.000 1,445.00 0.206 731.512 81,118.000
(OUT) hr
SCM C(IN) Post 10 year 10 243,799.000 721.00 98.949 (N/A) (N/A)
SCM C Post 10 year 10 154,417.000 757.00 9.386 732.761 128,033.000
(OUT)
SCM C(IN) Post 25 year 25 321,309.000 721.00 123.369 (N/A) (N/A)
SCM C Post 25 year 25 230,815.000 753.00 27.137 733.454 155,901.000
(OUT)
SCM C(IN) Post 100 year 100 454,774.000 721.00 160.274 (N/A) (N/A)
SCM C Post 100 year 100 363,067.000 730.00 60.145 733.957 176,986.000
(OUT)
SCM B(IN) Post 1 year 24 1 89,171.000 721.00 40.295 (N/A) (N/A)
hr
SCM B Post 1 year 24 1 64,754.000 1,445.00 0.212 716.645 80,576.000
(OUT) hr
SCM B(IN) Post 10 year 10 220,084.000 721.00 89.530 (N/A) (N/A)
SCM B Post 10 year 10 133,931.000 756.00 9.048 717.802 120,627.000
(OUT)
SCM B(IN) Post 25 year 25 283,597.000 721.00 108.407 (N/A) (N/A)
SCM B Post 25 year 25 196,673.000 753.00 20.618 718.515 146,712.000
(OUT)
SCM B(IN) Post 100 year 100 391,402.000 721.00 136.434 (N/A) (N/A)
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

�J MCADAMS
Subsection: Master Network Summary
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow Maximum Maximum
Event Volume (min) (ft3/s) Water Pond Storage
(years) (ft3) Surface (ft3)
Elevation
(ft)
SCM B Post 100 year 100 303,664.000 730.00 50.360 718.964 163,737.000
(OUT)
SCM A(IN) Post 1 year 24 1 71,759.000 722.00 31.578 (N/A) (N/A)
hr
SCM A Post 1 year 24 1 53,496.000 1,445.00 0.177 755.912 64,668.000
(OUT) hr
SCM A(IN) Post 10 year 10 191,875.000 721.00 77.989 (N/A) (N/A)
SCM A Post 10 year 10 118,656.000 781.00 6.178 756.955 104,072.000
(OUT)
SCM A(IN) Post 25 year 25 251,702.000 721.00 96.638 (N/A) (N/A)
SCM A Post 25 year 25 177,269.000 759.00 8.932 757.729 135,053.000
(OUT)
SCM A(IN) Post 100 year 100 354,400.000 721.00 124.710 (N/A) (N/A)
SCM A Post 100 year 100 278,527.000 755.00 19.140 758.899 184,774.000
(OUT)
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

PRECIPITATION DATA
Shelby Rucker
TRU-23006

Shelby Rucker STORMWATER CONTROL MEASURE LIAM MCNALLY,El
TRU-23006 SSFxn Above NP 6/5/2024
STAGE-STORAGE FUNCTION-ABOVE NORMAL POOL
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
754.00 0.00 29,238
754.50 0.50 33,094 31166 15583 15583 0.50
755.00 1.00 34,281 33688 16844 32427 1.00
756.00 2.00 36,699 35490 35490 67917 1.98
757.00 3.00 39,173 37936 37936 105853 2.99
758.00 4.00 41,703 40438 40438 146291 4.04
759.00 5.00 44,290 42997 42997 189287 5.14
760.00 6.00 46,933 45612 45612 234899 6.28
Storage vs.Stage
160000 -
140000 - 1 075
y=32589x
120000 - Rz=0.9998
6 100000 -
o
w 80000 -
m
. 60000 -
co
40000 -
20000 -
0 1 1 11
0.00 1.00 2.00 3.00 4.00 5.00
Stage(feet)
KS= 32589
b= 1.0750

Shelby Rucker STORMWATER CONTROL MEASURE LIAM MCNALLY,El
TRU-23006 SSFxn Main Pool 6/5/2024
STAGE-STORAGE FUNCTION-MAIN POOL
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/S-S Fxn
(feet) (feet) (SF) (SF) (CF) - (CF) (feet)
748.00 -1.00 13,135
749.00 0.00 14,217 Sediment Storage
750.00 1.00 15,329 I 14773 14773 14773 1.01
752.00 3.00 17,645 I 16487 32974 47747 2.95
753.00 4.00 18,848 18247 18247 65994 3.98
753.50 4.50 19,461 19155 9577 75571 4.51
754.00 5.00 I 21,870 20666 10333 I 85904 I 5.07
*surface area and volume used for avg.depth calculation
Storage vs.Stage
100000
90000 —
80000 — y=14685x1 0882
70000 R2=0.9994
ii
o 60000
& 50000
m
0 40000
N
30000
20000 —
10000 —
0 r I 1 1
0.00 1.00 2.00 3.00 4.00 5.00 6.00
Stage(feet)
KS= 14685
b= 1.0882

Shelby Rucker STORMWATER CONTROL MEASURE LIAM MCNALLY,El
TRU-23006 SSFxn Forebay 6/5/2024
STAGE-STORAGE FUNCTION-FOREBAY
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/S-S Fxn
(feet) (feet) (SF) (SF) (CF) - (CF) (feet)
747.00 -1.00 856
748.00 0.00 1,021 Sediment Storage
749.00 1.00 1,794 1408 1408 1408 1.01
750.00 2.00 2,366 2080 2080 3488 1.95
752.00 4.00 3,707 3037 6073 9561 4.05
753.00 5.00 4,474 4091 4091 13651 5.24
753.50 5.50 4,882 4678 2339 15990 5.87
754.00 6.00 6,369 5626 2813 18803 6.61
Storage vs.Stage
12000 -
10000 -
y=1384x1 382
8000 - R2=0.9994
I4000 -
2000 -
0 i i
0.00 1.00 2.00 3.00 4.00 5.00
Stage(feet)
KS= 1384.0
b= 1.3820

Shelby Rucker STORMWATER CONTROL MEASURE LIAM MCNALLY,El
TRU-23006 SSFxn Forebay 6/5/2024

Shelby Rucker STORMWATER CONTROL MEASURE LIAM MCNALLY,El
TRU-23006 Volume Calculation 6/5/2024
TOTAL VOLUME OF FACILITY
Volume of Main Pool below Normal Pool= 85,904 cf
Volume of Forebay below Normal Pool= 18,803 cf
Total Volume Below Normal Pool= 104,706 cf
Total Volume Above Normal Pool= 234,899 cf
Total Volume of Facility= 339,605 cf
1pREBAY PERCENTAGE OF PERMANENT POOL VOLUM
Per NCDEQ Minimum Design Criteria,the forebay volume should equal
approximately 15-20%of the main pool volume.
Total Main Pool Volume= 85,904 cf
Provided Forebay Volume= 18,803 cf
Provided Forebay Volume%= 22%
Main Pool Volume at Normal Pool= 85,904 cf
Main Pool Area at Normal Pool= 21,870 sf
Average Depth= 3.93 ft

Shelby Rucker STORMWATER CONTROL MEASURE LIAM MCNALLY,El
TRU 23006 Surface Area Calculation 6/5/2024
WET DETENTION BASIN SUMMARY
Enter the drainage area characteristics==>
Total drainage area to pond= 17.88 acres
Total impervious area to pond= 8.53 acres
Note The basin must be sized to treat all impervious surface runoff draining into the pond,not just the impervious
surface from on-site development.
Drainage area= 17.88 acres @ 47.7% impervious
Estimate the surface area required at pond normal pool elevation==>
Wet Detention Basins are based on an minimum average depth of = 3.93 feet(Calculated)
3.0 3.93 4.0
Lower Boundary=> 40.0 1.51 1.24
Site%impervious=> 47.7 1.73 1.47 1.45
Upper Boundary=> 50.0 1.79 1.51
Therefore,SA/DA required= 1.47
Surface area required for main pool at normal pool= 11,429 ft2
= 0.26 acres
Surface area provided for main pool at normal pool= 21,870 ft2

Shelby Rucker STORMWATER CONTROL MEASURE LIAM MCNALLY,El
TRU-23006 WQV Calculation 6/5/2024
DETERMINATION OF WATER QUALITY VOLUME
WQ v=(P)(R v)(A)/12
where,
WQv=water quality volume(in acre-ft)
Rv=0.05+0.009(1)where I is percent impervious cover
A=area in acres
P=rainfall(in inches)
Input data:
Total area,A= 17.88 acres
Impervious area= 8.53 acres
Percent impervious cover,I= 47.7 %
Rainfall,P= 1.00 inches
Calculated values:
Rv= 0.48
WQv= 0.71 acre-ft
= 31099 cf.
ASSOCIATED DEPTH IN POND JIM-
WQv= 31099 cf.
Stage/Storage Data:
Ks= 32589
b= 1.075
Zo= 754.00
Volume in 1"rainfall= 31099 cf.
Calculated values:
Depth of WQv in Basin= 0.96 ft
= 11.49 inches
Elevation= 754.96 ft

WILLOWBROOK STORMWATER CONTROL MEASURE LIAM MCNALLY,El
MNG-23004 WQV Drawdown Calculation 6/5/2024
DRAWDOWN ORIFICE DESIGN
D orifice= 2.25 inch
#orifices= 1
Ks= 32589
b= 1.0750
Cd orifice= 0.60
Normal Pool Elevation= 754.00 feet
Volume @ Normal Pool= 0 cf
Orifice Invert= 754.00 feet
WSEL @ 1"Runoff Volume= 754.96 feet
WSEL Vol.Stored Orifice Flow Avg.Flow Incr.Vol. Incr.Time
(feet) (cf) (cfs) (cfs) (cf) (sec)
754.96 31099 0.123
754.87 28158 0.117 0.120 2940 24451
754.79 25239 0.111 0.114 2919 25629
754.70 22343 0.104 0.107 2896 27023
754.62 19474 0.096 0.100 2870 28709
754.53 16633 0.088 0.092 2840 30807
754.45 13826 0.079 0.084 2807 33528
754.37 11059 0.069 0.074 2767 37267
754.28 8339 0.058 0.063 2720 42911
754.20 5681 0.043 0.050 2658 53088
754.11 3110 0.019 0.031 2571 83531
Drawdown Time= 4.48 days
By comparison,if calculated by the average head over the orifice
(assuming average head is one-third the total depth),the result would be:
Average driving head on orifice= 0.288 feet
Orifice composite loss coefficient= 0.600
Cross-sectional area of siphon= 0.028 sf
Q= 0.0713 cfs
Drawdown Time=Volume/Flowrate/86400(sec/day)
Drawdown Time= 5.05 days

'J MCADAMS
RISER ANTI-FLOTATION CALCULATION
Project Name: Shelby Rucker Date: 6/5/2024
Project Number: TRU-23006 Calculated By: S.Woodard,PE
Facility ID: SCM A
INPUT DATA
Inside Length= 4.00 ft
Inside Width= 4.00 ft
Wall Thickness= 6.00 in
Standard Base Length= 5.00 ft
Standard Base Width= 5.00 ft
Standard Base Thickness= 6.00 in
Inside Height of Riser= 4.30 ft
Concrete Unit Weight= 142.00 pcf I Unit weight of manhole concrete is 142 pcf per NC Products
Outside Diameter of Barrel= 18.00 in
Drain Pipe(if present)= 0.00 in
CONCRETE PRESENT IN RISER STRUCTURE
Riser Walls= 38.700 cf
Standard Base of Riser= 12.500 cf
Less Opening for Barrel= 0.884 cf
Less Opening for Drain Pipe= 0.000 cf
Total Concrete Less Openings= 50.316 cf
Weight of Concrete= 7,145 lbs
AMOUNT OF WATER DISPLACED BY RISER STRUCTURE
Displacement by Concrete= 50.316 cf
Displacement by Open Air= 68.800 cf
Total Water Displaced= 119.116 cf
Weight of Water Displaced= 7,433 lbs
AMOUNT OF CONCRETE TO ADD TO RISER STRUCTURE
Safety Factor= 1.15 I Recommend 1.15 or higher
Add'I Weight for Bouyancy= 1,403 lbs
Bouyant Weight of Concrete= 79.60 pcf
Bouyant Weight w/SF= 69.22 pcf
Add'I Concrete to Add= 20.267 cf
Less Standard Base= 12.500 cf
New Base Design Required= 32.767 cf
ANTI FLOTATION BLOCK DESIGN CALCULATIONS
AF Block Length= 7.00 ft
AF Block Width= 7.00 ft
AF Block Thickness= 9.00 in
AF Block Provided= 36.750 cf
Total Concrete Present= 74.566 cf
= 10,588 lbs

'J MCADAMS
DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
Project: Shelby Rucker Date: 5/31/2024
Project Number: TRU-23006 Calculated By: LPM
Outlet Number: SCM A
Outlet flowrate= 6.178 cfs
Pipe diameter= 18 inches
Number of pipes= 1
Pipe separation= 0 feet
Outlet Velocity= 7.33 ft/sec
Figure 8.06.b.1
25
zone 7
20 �i� �f•f•------
uu f•�f•
w 15 --� f• f•-
t" _--- Zone 5
u• 10
f•f•__ -Zeno-4
11b.. MIIIIINE
�f•f•f•---
5 MM = ;;
Zone-- --- -0
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter(ft)
Zone from graph above= 2
Outlet pipe diameter 18 in. Length= 9.0 ft.
Outlet flowrate 6.2 cfs Width= 5.1 ft.
Outlet velocity 7.3 ft/sec Stone diameter= 6 in.
Material= Class B Thickness= 18 in.
Zone Material Diameter Thickness Length Width
1 Class A 3 12 4xD(o) 3xD(o)
2 Class B 6 18 6 x D(o) 3 x D(o)
3 Class 13 24 8 x D(o) 3 x D(o)
4 Class 13 24 8xD(o) 3xD(o)
5 Class 11 23 36 10 x D(o) 3 x D(o)
6 Class 11 23 36 10 x D(o) 3 x D(o)
7 Special study required
1. Calculations based on NY DOT method-Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
2. Outlet velocity based on full flow velocity

�I MCADAM
Subsection: Elevation-Area Volume Curve Return Event: 1 years
Label: SCM A Storm Event: 1 year
Scenario: Post 1 year 24 hr
Elevation Planimeter Area Al+A2+sqr Volume Volume(Total)
(ft) (ft2) (ft2) (A1*A2) (ft3) (ft3)
(ft2)
754.000 0.000 29,238.00 0.00 0.000 0.000
754.500 0.000 33,094.00 93,438.31 15,573.000 15,573.000
755.000 0.000 34,281.00 101,057.27 16,843.000 32,416.000
756.000 0.000 36,699.00 106,449.40 35,483.000 67,899.000
757.000 0.000 39,173.00 113,787.83 37,929.000 105,828.000
758.000 0.000 41,703.00 121,294.21 40,431.000 146,260.000
759.000 0.000 44,290.00 128,970.04 42,990.000 189,250.000
760.000 0.000 46,933.00 136,815.35 45,605.000 234,855.000
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

�� MCADAMS
Subsection: Outlet Input Data Return Event: 1 years
Label: SCM A Storm Event: 1 year
Scenario: Post 1 year 24 hr
Requested Pond Water Surface Elevations
Minimum (Headwater) 754.000 ft
Increment(Headwater) 0.500 ft
Maximum (Headwater) 760.000 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
Orifice-Area SCM A- 10 Forward SCM A 756.000 760.000
YR Orifice Culvert
Inlet Box SCM A Forward SCM A 758.200 760.000
Riser Culvert
Orifice-Circular SCM A- Forward SCM A 754.000 760.000
WQV Culvert
Orifice
Culvert-Circular SCM A Forward TW 753.900 I 760.000
Culvert
Tailwater Settings Tailwater (N/A) (N/A)
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

�� MCADAMS
Subsection: Outlet Input Data Return Event: 1 years
Label: SCM A Storm Event: 1 year
Scenario: Post 1 year 24 hr
Structure ID: SCM A Culvert
Structure Type: Culvert-Circular
Number of Barrels 1
Diameter 18.000 in
Length 55.00 ft
Length (Computed Barrel) 55.01 ft
Slope(Computed) 0.016 ft/ft
Outlet Control Data
Manning's n 0.013
Ke 0.20
Kb 0.02
Kr 0.00
Convergence Tolerance 0.001 ft
Inlet Control Data
Equation Form Form 1
K 0.0045
M 2.0000
C 0.0317
Y 0.6900
T1 ratio(HW/D) 1.09
T2 ratio(HW/D) 1.19
Slope Correction Factor -0.50
Use unsubmerged inlet control 0 equation below T1
elevation.
Use submerged inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
inlet control,
interpolate between flows at T1 &T2...
T1 Elevation 755.531 ft T1 Flow 7.575 ft3/s
T2 Elevation 755.684 ft T2 Flow 8.657 ft3/s
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

�J MCADAMS
Subsection: Outlet Input Data Return Event: 1 years
Label: SCM A Storm Event: 1 year
Scenario: Post 1 year 24 hr
Structure ID: SCM A Riser
Structure Type: Inlet Box
Number of Openings 1
Elevation 758.200 ft
Orifice Area 16.000 ft2
Orifice Coefficient 0.60
Weir Length 16.00 ft
Weir Coefficient 3.00(ft^0.5)/s
K Reverse 1.00
Manning's n 0.00
Key, Charged Riser 0.00
Weir Submergence False
Orifice H to crest False
Structure ID: SCM A-WQV Orifice
Structure Type: Orifice-Circular
Number of Openings 1
Elevation 754.000 ft
Orifice Diameter 2.250 in
Orifice Coefficient 0.60
Structure ID: SCM A- 10 YR Orifice
Structure Type: Orifice-Area
Number of Openings 1
Elevation 756.000 ft
Orifice Area 1.500 ft2
Top Elevation 756.500 ft
Datum Elevation 756.250 ft
Orifice Coefficient 0.60
Structure ID: TW
Structure Type: TW Setup, DS Channel
Tailwater Type Free Outfall
Convergence Tolerances
Maximum Iterations 30
Tailwater Tolerance 0.010 ft
(Minimum)
Tailwater Tolerance 0.500 ft
(Maximum)
Headwater Tolerance 0.010 ft
(Minimum)
Headwater Tolerance 0.500 ft
(Maximum)
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

�J MCADAMS
Subsection: Outlet Input Data Return Event: 1 years
Label: SCM A Storm Event: 1 year
Scenario: Post 1 year 24 hr
Convergence Tolerances
Flow Tolerance(Minimum) 0.001 ft3/s
Flow Tolerance(Maximum) 10.000 ft3/s
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

�J MCADAMS
Subsection: Composite Rating Curve Return Event: 1 years
Label: SCM A Storm Event: 1 year
Scenario: Post 1 year 24 hr
Composite Outflow Summary
Water Surface Flow Tailwater Elevation Convergence Error Contributing Structures
Elevation (ft3/s) (ft) (ft)
(ft)
754.000 0.000 (N/A) 0.000 (no Q: SCM A- 10 YR
Orifice,SCM A Riser,SCM A
-WQV Orifice,SCM A
Culvert)
754.500 0.084 (N/A) 0.000 SCM A-WQV Orifice,SCM
A Culvert (no Q: SCM A-
10 YR Orifice,SCM A Riser)
755.000 0.126 (N/A) 0.000 SCM A-WQV Orifice,SCM
A Culvert (no Q: SCM A-
10 YR Orifice,SCM A Riser)
755.500 0.156 (N/A) 0.000 SCM A-WQV Orifice,SCM
A Culvert (no Q: SCM A-
10 YR Orifice,SCM A Riser)
756.000 0.182 (N/A) 0.000 SCM A-WQV Orifice,SCM
A Culvert (no Q: SCM A-
10 YR Orifice,SCM A Riser)
756.500 3.774 (N/A) 0.000 SCM A- 10 YR
Orifice,SCM A-WQV
Orifice,SCM A Culvert (no
Q: SCM A Riser)
757.000 6.415 (N/A) 0.000 SCM A- 10 YR
Orifice,SCM A-WQV
Orifice,SCM A Culvert (no
Q: SCM A Riser)
757.500 8.249 (N/A) 0.000 SCM A- 10 YR
Orifice,SCM A-WQV
Orifice,SCM A Culvert (no
Q: SCM A Riser)
758.000 I 9.739 (N/A) 0.000 SCM A- 10 YR
Orifice,SCM A-WQV
Orifice,SCM A Culvert (no
Q: SCM A Riser)
758.200 10.276 (N/A) 0.000 SCM A- 10 YR
Orifice,SCM A-WQV
Orifice,SCM A Culvert (no
Q: SCM A Riser)
758.500 15.604 (N/A) 0.000 SCM A- 10 YR
Orifice,SCM A Riser,SCM A
-WQV Orifice,SCM A
Culvert
759.000 20.039 (N/A) 0.000 SCM A Riser,SCM A
Culvert (no Q: SCM A-
10 YR Orifice,SCM A-
WQV Orifice)
759.500 21.234 (N/A) 0.000 SCM A Riser,SCM A
Culvert (no Q: SCM A-
10 YR Orifice,SCM A-
WQV Orifice)
760.000 22.364 (N/A) 0.000 SCM A Riser,SCM A
Culvert (no Q: SCM A-
10 YR Orifice,SCM A-
WQV Orifice)
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

�� MCADAMS
Subsection: Level Pool Pond Routing Summary Return Event: 1 years
Label: SCM A (IN) Storm Event: 1 year
Scenario: Post 1 year 24 hr
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface, 754.000 ft
Initial)
Volume(Initial) 0.000 ft3
Flow(Initial Outlet) 0.000 ft3/s
Flow(Initial Infiltration) 0.000 ft3/s
Flow(Initial,Total) 0.000 ft3/s
Time Increment 1.00 min
Inflow/Outflow Hydrograph Summary
Flow(Peak In) 31.578 ft3/s Time to Peak(Flow, In) 722.00 min
Flow(Peak Outlet) 0.177 ft3/s Time to Peak(Flow, Outlet) 1,445.00 min
Elevation (Water Surface, 755.912 ft
Peak)
Volume(Peak) 64,667.709 ft3
Mass Balance(ft3)
Volume(Initial) 0.000 ft3
Volume(Total Inflow) 71,759.000 ft3
Volume(Total Infiltration) 0.000 ft3
Volume(Total Outlet 53,496.000 ft3
Outflow)
Volume(Retained) 18,218.000 ft3
Volume(Unrouted) -45.000 ft3
Error(Mass Balance) 0.1
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

�I MCADAMS
Subsection: Level Pool Pond Routing Summary Return Event: 100 years
Label: SCM A (IN) Storm Event: 100 Year
Scenario: Post 100 year
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface, 754.000 ft
Initial)
Volume(Initial) 0.000 ft3
Flow(Initial Outlet) 0.000 ft3/s
Flow(Initial Infiltration) 0.000 ft3/s
Flow(Initial,Total) 0.000 ft3/s
Time Increment 1.00 min
Inflow/Outflow Hydrograph Summary
Flow(Peak In) 124.710 ft3/s Time to Peak(Flow, In) 721.00 min
Flow(Peak Outlet) 19.140 ft3/s Time to Peak(Flow, Outlet) 755.00 min
Elevation (Water Surface, 758.899 ft
Peak)
Volume(Peak) 184,774.428 ft3
Mass Balance(ft3)
Volume(Initial) 0.000 ft3
Volume(Total Inflow) 354,400.000 ft3
Volume(Total Infiltration) 0.000 ft3
Volume(Total Outlet 278,527.000 ft3
Outflow)
Volume(Retained) 75,696.000 ft3
Volume(Unrouted) -177.000 ft3
Error(Mass Balance) 0.1 %
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

PRECIPITATION DATA
Shelby Rucker
TRU-23006

Shelby Rucker STORMWATER CONTROL MEASURE LIAM MCNALLY,El
TRU-23006 SSFxn Above NP 6/5/2024
STAGE-STORAGE FUNCTION-ABOVE NORMAL POOL
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
714.00 0.00 25,801
714.50 0.50 29,016 27409 13704 13704 0.50
715.00 1.00 30,011 29514 14757 28461 1.00
716.00 2.00 32,043 31027 31027 59488 1.98
717.00 3.00 34,132 33088 33088 92576 2.99
718.00 4.00 36,277 35205 35205 127780 4.04
719.00 5.00 38,479 37378 37378 165158 5.13
720.00 6.00 40,738 39609 39609 204767 6.28
Storage vs.Stage
140000
120000 - y=28601 x1.m18
100000 - Rz=0.9998
I60000 -
iii
40000 -
20000 -
0 1 1 11
0.00 1.00 2.00 3.00 4.00 5.00
Stage(feet)
KS= 28601
b= 1.0718

Shelby Rucker STORMWATER CONTROL MEASURE LIAM MCNALLY,El
TRU-23006 SSFxn Main Pool 6/5/2024
STAGE-STORAGE FUNCTION-MAIN POOL
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/S-S Fxn
(feet) (feet) (SF) (SF) (CF) - (CF) (feet)
708.00 -1.00 12,918
709.00 0.00 13,799 Sediment Storage
711.00 2.00 15,643 I 14721 29442 29442 2.01
712.00 3.00 16,607 I 16125 16125 45567 2.98
713.00 4.00 17,598 17103 17103 62670 3.98
713.50 4.50 18,104 17851 8926 71595 4.49
714.00 5.00 I 20,037 19071 9535 I 81130 I 5.03
*surface area and volume used for avg.depth calculation
Storage vs.Stage
90000
80000 —
y=13642x1 to32
70000 — R2=0.9997
60000
LL
— 50000
ts
rn
co 40000
rn 30000
20000 —
10000 —
0 r i
0.00 1.00 2.00 3.00 4.00 5.00 6.00
Stage(feet)
KS= 13642
b= 1.1032

Shelby Rucker STORMWATER CONTROL MEASURE LIAM MCNALLY,El
TRU-23006 SSFxn Forebay 6/5/2024
STAGE-STORAGE FUNCTION-FOREBAY
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/S-S Fxn
(feet) (feet) (SF) (SF) (CF) - (CF) (feet)
707.00 -1.00 337
708.00 0.00 613 Sediment Storage
709.00 1.00 999 806 806 806 1.00
711.00 3.00 1,966 1483 2965 3771 2.94
712.00 4.00 2,550 2258 2258 6029 4.07
713.00 5.00 3,200 2875 2875 8904 5.34
713.50 5.50 3,552 3376 1688 10592 6.02
714.00 6.00 4,833 4193 2096 12688 6.83
Storage vs.Stage
7000 -
6000 -
y=800.855x1.4385
5000 - R2=0.9979
I
2000 -
1000 -
0 1 1 I 1 I
0.00 1.00 2.00 3.00 4.00 5.00
Stage(feet)
K5= 800.8
b= 1.4385

Shelby Rucker STORMWATER CONTROL MEASURE LIAM MCNALLY,El
TRU-23006 SSFxn Forebay 6/5/2024

Shelby Rucker STORMWATER CONTROL MEASURE LIAM MCNALLY,El
TRU-23006 Volume Calculation 6/5/2024
TOTAL VOLUME OF FACILITY
Volume of Main Pool below Normal Pool= 81,130 cf
Volume of Forebay below Normal Pool= 12,688 cf
Total Volume Below Normal Pool= 93,819 cf
Total Volume Above Normal Pool= 204,767 cf
Total Volume of Facility= 298,585 cf
1pREBAY PERCENTAGE OF PERMANENT POOL VOLUMrlil
Per NCDEQ Minimum Design Criteria,the forebay volume should equal
approximately 15-20%of the main pool volume.
Total Main Pool Volume= 81,130 cf
Provided Forebay Volume= 12,688 cf
Provided Forebay Volume%= 16%
Main Pool Volume at Normal Pool= 81,130 cf
Main Pool Area at Normal Pool= 20,037 sf
Average Depth= 4.05 ft

Shelby Rucker STORMWATER CONTROL MEASURE LIAM MCNALLY,El
TRU 23006 Surface Area Calculation 6/5/2024
WET DETENTION BASIN SUMMARY
Enter the drainage area characteristics==>
Total drainage area to pond= 18.17 acres
Total impervious area to pond= 8.31 acres
Note The basin must be sized to treat all impervious surface runoff draining into the pond,not just the impervious
surface from on-site development.
Drainage area= 18.17 acres @ 45.7% impervious
Estimate the surface area required at pond normal pool elevation==>
Wet Detention Basins are based on an minimum average depth of = 4.05 feet(Calculated)
4.0 4.05 5.0
Lower Boundary=> 40.0 1.24 1.09
Site%impervious=> 45.7 1.39 1.39 1.22
Upper Boundary=> 50.0 1.51 1.31
Therefore,SA/DA required= 1.39
Surface area required for main pool at normal pool= 10,965 ft2
= 0.25 acres
Surface area provided for main pool at normal pool= 20,037 ft2

Shelby Rucker STORMWATER CONTROL MEASURE LIAM MCNALLY,El
TRU-23006 WQV Calculation 6/5/2024
DETERMINATION OF WATER QUALITY VOLUME
WQ v=(P)(R v)(A)/12
where,
WQv=water quality volume(in acre-ft)
Rv=0.05+0.009(1)where I is percent impervious cover
A=area in acres
P=rainfall(in inches)
Input data:
Total area,A= 18.17 acres
Impervious area= 8.31 acres
Percent impervious cover,I= 45.7 %
Rainfall,P= 1.00 inches
Calculated values:
Rv= 0.46
WQv= 0.70 acre-ft
= 30431 cf.
ASSOCIATED DEPTH IN POND
WQv= 30431 cf.
Stage/Storage Data:
Ks= 28601
b= 1.072
Zo= 714.00
Volume in 1"rainfall= 30431 cf.
Calculated values:
Depth of WQv in Basin= 1.06 ft
= 12.72 inches
Elevation= 715.06 ft

Shelby Rucker STORMWATER CONTROL MEASURE LIAM MCNALLY,El
TRU-23006 WQV Drawdown Calculation 6/5/2024
DRAWDOWN ORIFICE DESIGN
D orifice= 2.25 inch
#orifices= 1
Ks= 28601
b= 1.0718
Cd orifice= 0.60
Normal Pool Elevation= 714.00 feet
Volume @ Normal Pool= 0 cf
Orifice Invert= 714.00 feet
WSEL @ 1"Runoff Volume= 715.06 feet
WSEL Vol.Stored Orifice Flow Avg.Flow Incr.Vol. Incr.Time
(feet) (cf) (cfs) (cfs) (cf) (sec)
715.06 30431 0.130
714.97 27559 0.124 0.127 2872 22573
714.87 24708 0.117 0.121 2852 23655
714.78 21878 0.110 0.113 2830 24932
714.69 19073 0.102 0.106 2805 26472
714.59 16295 0.094 0.098 2778 28383
714.50 13548 0.084 0.089 2746 30849
714.40 10839 0.074 0.079 2709 34214
714.31 8174 0.062 0.068 2664 39232
714.22 5568 0.047 0.054 2607 48055
714.12 3043 0.022 0.034 2525 73747
Drawdown Time= 4.08 days
By comparison,if calculated by the average head over the orifice
(assuming average head is one-third the total depth),the result would be:
Average driving head on orifice= 0.322 feet
Orifice composite loss coefficient= 0.600
Cross-sectional area of siphon= 0.028 sf
Q= 0.0754 cfs
Drawdown Time=Volume/Flowrate/86400(sec/day)
Drawdown Time= 4.67 days

'J MCADAMS
RISER ANTI-FLOTATION CALCULATION
Project Name: Shelby Rucker Date: 6/5/2024
Project Number: TRU-23006 Calculated By: S.Woodard,PE
Facility ID: SCM B
INPUT DATA
Inside Length= 5.00 ft
Inside Width= 5.00 ft
Wall Thickness= 6.00 in
Standard Base Length= 6.00 ft
Standard Base Width= 6.00 ft
Standard Base Thickness= 6.00 in
Inside Height of Riser= 4.50 ft
Concrete Unit Weight= 142.00 pcf I Unit weight of manhole concrete is 142 pcf per NC Products
Outside Diameter of Barrel= 36.00 in
Drain Pipe(if present)= 0.00 in
CONCRETE PRESENT IN RISER STRUCTURE
Riser Walls= 49.500 cf
Standard Base of Riser= 18.000 cf
Less Opening for Barrel= 3.534 cf
Less Opening for Drain Pipe= 0.000 cf
Total Concrete Less Openings= 63.966 cf
Weight of Concrete= 9,083 lbs
AMOUNT OF WATER DISPLACED BY RISER STRUCTURE
Displacement by Concrete= 63.966 cf
Displacement by Open Air= 112.500 cf
Total Water Displaced= 176.466 cf
Weight of Water Displaced= 11,011 lbs
AMOUNT OF CONCRETE TO ADD TO RISER STRUCTURE
Safety Factor= 1.15 I Recommend 1.15 or higher
Add'I Weight for Bouyancy= 3,580 lbs
Bouyant Weight of Concrete= 79.60 pcf
Bouyant Weight w/SF= 69.22 pcf
Add'I Concrete to Add= 51.722 cf
Less Standard Base= 18.000 cf
New Base Design Required= 69.722 cf
ANTI FLOTATION BLOCK DESIGN CALCULATIONS
AF Block Length= 8.00 ft
AF Block Width= 8.00 ft
AF Block Thickness= 14.00 in
AF Block Provided= 74.667 cf
Total Concrete Present= 120.632 cf
= 17,130 lbs

'� MCADAMS
DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
Project: Shelby Rucker Date: 5/31/2024
Project Number: TRU-23006 Calculated By: LPM
Outlet Number: SCM B
Outlet flowrate= 9.048 cfs
Pipe diameter= 36 inches
Number of pipes= 1
Pipe separation= 0 feet
Outlet Velocity= 7.77 ft/sec
Figure 8.06.b.1
25
Znnt 7
20
'4,' 15
w N� Zone 5
10 Zone 4
:--....__...._...._____.
• 7.8 ft/sec
I
5
Zone l
Zone 2 --________
-
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter(ft)
Zone from graph above= 2
Outlet pipe diameter 36 in. Length= 18.0 ft.
Outlet flowrate 9.0 cfs Width= 10.2 ft.
Outlet velocity 7.8 ft/sec Stone diameter= 6 in.
Material= Class B Thickness= 18 in.
Zone Material Diameter Thickness Length Width
1 Class A 3 12 4xD(o) 3xD(o)
2 Class B 6 18 6 x D(o) 3 x D(o)
3 Class 13 24 8 x D(o) 3 x D(o)
4 Class 13 24 8xD(o) 3xD(o)
5 Class 11 23 36 10 x D(o) 3 x D(o)
6 Class 11 23 36 10 x D(o) 3 x D(o)
7 Special study required
1. Calculations based on NY DOT method-Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
2. Outlet velocity based on full flow velocity

�I MCADAM
Subsection: Elevation-Area Volume Curve Return Event: 1 years
Label: SCM B Storm Event: 1 year
Scenario: Post 1 year 24 hr
Elevation Planimeter Area Al+A2+sqr Volume Volume(Total)
(ft) (ft2) (ft2) (A1*A2) (ft3) (ft3)
(ft2)
714.000 0.000 25,801.00 0.00 0.000 0.000
714.500 0.000 29,016.00 82,178.32 13,696.000 13,696.000
715.000 0.000 30,011.00 88,536.31 14,756.000 28,452.000
716.000 0.000 32,043.00 93,064.36 31,021.000 59,474.000
717.000 0.000 34,132.00 99,246.01 33,082.000 92,556.000
718.000 0.000 36,277.00 105,597.16 35,199.000 127,755.000
719.000 0.000 38,479.00 112,117.78 37,373.000 165,128.000
720.000 0.000 40,738.00 118,809.39 39,603.000 204,731.000
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

�� MCADAMS
Subsection: Outlet Input Data Return Event: 1 years
Label: SCM B Storm Event: 1 year
Scenario: Post 1 year 24 hr
Requested Pond Water Surface Elevations
Minimum (Headwater) 714.000 ft
Increment(Headwater) 0.500 ft
Maximum (Headwater) 720.000 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
Orifice-Area SCM B- 10 Forward SCM B 716.700 720.000
YR Orifice Culvert
Rectangular Weir SCM B-25 Forward SCM B 717.900 720.000
Yr Weir Culvert
Inlet Box SCM B Forward SCM B 718.400 720.000
Riser Culvert
Orifice-Circular SCM B- Forward SCM B 714.000 720.000
WQV Culvert
Orifice
Culvert-Circular SCM B Forward TW 713.900 720.000
Culvert
Tailwater Settings Tailwater (N/A) (N/A)
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

�� MCADAMS
Subsection: Outlet Input Data Return Event: 1 years
Label: SCM B Storm Event: 1 year
Scenario: Post 1 year 24 hr
Structure ID: SCM B Culvert
Structure Type: Culvert-Circular
Number of Barrels 1
Diameter 36.000 in
Length 55.00 ft
Length (Computed Barrel) 55.01 ft
Slope(Computed) 0.016 ft/ft
Outlet Control Data
Manning's n 0.013
Ke 0.20
Kb 0.01
Kr 0.00
Convergence Tolerance 0.001 ft
Inlet Control Data
Equation Form Form 1
K 0.0045
M 2.0000
C 0.0317
Y 0.6900
T1 ratio(HW/D) 1.09
T2 ratio(HW/D) 1.19
Slope Correction Factor -0.50
Use unsubmerged inlet control 0 equation below T1
elevation.
Use submerged inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
inlet control,
interpolate between flows at T1 &T2...
T1 Elevation 717.161 ft T1 Flow 42.851 ft3/s
T2 Elevation 717.467 ft T2 Flow 48.973 ft3/s
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

�� MCADAMS
Subsection: Outlet Input Data Return Event: 1 years
Label: SCM B Storm Event: 1 year
Scenario: Post 1 year 24 hr
Structure ID: SCM B Riser
Structure Type: Inlet Box
Number of Openings 1
Elevation 718.400 ft
Orifice Area 25.000 ft2
Orifice Coefficient 0.60
Weir Length 20.00 ft
Weir Coefficient 3.00(ft^0.5)/s
K Reverse 1.00
Manning's n 0.00
Key, Charged Riser 0.00
Weir Submergence False
Orifice H to crest False
Structure ID: SCM B-WQV Orifice
Structure Type: Orifice-Circular
Number of Openings 1
Elevation 714.000 ft
Orifice Diameter 2.250 in
Orifice Coefficient 0.60
Structure ID: SCM B- 10 YR Orifice
Structure Type: Orifice-Area
Number of Openings 1
Elevation 716.700 ft
Orifice Area 2.000 ft2
Top Elevation 717.200 ft
Datum Elevation 716.950 ft
Orifice Coefficient 0.60
Structure ID: SCM B-25 Yr Weir
Structure Type: Rectangular Weir
Number of Openings 1
Elevation 717.900 ft
Weir Length 4.00 ft
Weir Coefficient 3.00(ft^0.5)/s
Structure ID: TW
Structure Type: TW Setup, DS Channel
Tailwater Type Free Outfall
Convergence Tolerances
Maximum Iterations 30
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

�� MCADAMS
Subsection: Outlet Input Data Return Event: 1 years
Label: SCM B Storm Event: 1 year
Scenario: Post 1 year 24 hr
Convergence Tolerances
Tailwater Tolerance 0.010 ft
(Minimum)
Tailwater Tolerance 0.500 ft
(Maximum)
Headwater Tolerance 0.010 ft
(Minimum)
Headwater Tolerance 0.500 ft
(Maximum)
Flow Tolerance(Minimum) 0.001 ft3/s
Flow Tolerance(Maximum) 10.000 ft3/s
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

�J MCADAMS
Subsection: Composite Rating Curve Return Event: 1 years
Label: SCM B Storm Event: 1 year
Scenario: Post 1 year 24 hr
Composite Outflow Summary
Water Surface Flow Tailwater Elevation Convergence Error Contributing Structures
Elevation (ft3/s) (ft) (ft)
(ft)
714.000 0.000 (N/A) 0.000 (no Q: SCM B- 10 YR
Orifice,SCM B-25 Yr
Weir,SCM B Riser,SCM B-
WQV Orifice,SCM B
Culvert)
714.500 0.084 (N/A) 0.000 SCM B-WQV Orifice,SCM
B Culvert (no Q: SCM B-
10 YR Orifice,SCM B-25
Yr Weir,SCM B Riser)
715.000 0.123 (N/A) 0.000 SCM B-WQV Orifice,SCM
B Culvert (no Q: SCM B-
10 YR Orifice,SCM B-25
Yr Weir,SCM B Riser)
715.500 0.156 (N/A) 0.000 SCM B-WQV Orifice,SCM
B Culvert (no Q: SCM B-
10 YR Orifice,SCM B-25
Yr Weir,SCM B Riser)
716.000 0.182 (N/A) 0.000 SCM B-WQV Orifice,SCM
B Culvert (no Q: SCM B-
10 YR Orifice,SCM B-25
Yr Weir,SCM B Riser)
716.500 0.206 (N/A) 0.000 SCM B-WQV Orifice,SCM
B Culvert (no Q: SCM B-
10 YR Orifice,SCM B-25
Yr Weir,SCM B Riser)
716.700 0.214 (N/A) 0.000 SCM B-WQV Orifice,SCM
B Culvert (no Q: SCM B-
10 YR Orifice,SCM B-25
Yr Weir,SCM B Riser)
717.000 3.090 (N/A) 0.000 SCM B- 10 YR
Orifice,SCM B-WQV
1 Orifice,SCM B Culvert (no
Q: SCM B-25 Yr
Weir,SCM B Riser)
717.500 7.346 (N/A) 0.000 SCM B- 10 YR
Orifice,SCM B-WQV
Orifice,SCM B Culvert (no
1 Q: SCM B-25 Yr
Weir,SCM B Riser)
717.900 9.598 (N/A) 0.000 SCM B- 10 YR
Orifice,SCM B-WQV
Orifice,SCM B Culvert (no
Q: SCM B-25 Yr
Weir,SCM B Riser)
718.000 10.450 (N/A) 0.000 SCM B- 10 YR
Orifice,SCM B-25 Yr
Weir,SCM B-WQV
Orifice,SCM B Culvert (no
Q: SCM B Riser)
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

�J MCADAMS
Subsection: Composite Rating Curve Return Event: 1 years
Label: SCM B Storm Event: 1 year
Scenario: Post 1 year 24 hr
Composite Outflow Summary
Water Surface Flow Tailwater Elevation Convergence Error Contributing Structures
Elevation (ft3/s) (ft) (ft)
(ft)
718.400 16.036 (N/A) 0.000 SCM B- 10 YR
Orifice,SCM B-25 Yr
Weir,SCM B-WQV
Orifice,SCM B Culvert (no
Q: SCM B Riser)
718.500 19.652 (N/A) 0.000 SCM B- 10 YR
Orifice,SCM B-25 Yr
Weir,SCM B Riser,SCM B-
WQV Orifice,SCM B
Culvert
719.000 52.754 (N/A) 0.000 SCM B- 10 YR
Orifice,SCM B-25 Yr
Weir,SCM B Riser,SCM B-
WQV Orifice,SCM B
Culvert
719.500 74.720 (N/A) 0.000 SCM B- 10 YR
Orifice,SCM B-25 Yr
Weir,SCM B Riser,SCM B-
WQV Orifice,SCM B
Culvert
720.000 79.942 (N/A) 0.000 SCM B Riser,SCM B
Culvert (no Q: SCM B-
10 YR Orifice,SCM B-25
Yr Weir,SCM B-WQV
Orifice)
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

�I MCADAMS
Subsection: Level Pool Pond Routing Summary Return Event: 1 years
Label: SCM B (IN) Storm Event: 1 year
Scenario: Post 1 year 24 hr
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface, 714.000 ft
Initial)
Volume(Initial) 0.000 ft3
Flow(Initial Outlet) 0.000 ft3/s
Flow(Initial Infiltration) 0.000 ft3/s
Flow(Initial,Total) 0.000 ft3/s
Time Increment 1.00 min
Inflow/Outflow Hydrograph Summary
Flow(Peak In) 40.295 ft3/s Time to Peak(Flow, In) 721.00 min
Flow(Peak Outlet) 0.212 ft3/s Time to Peak(Flow, Outlet) 1,445.00 min
Elevation (Water Surface, 716.645 ft
Peak)
Volume(Peak) 80,576.223 ft3
Mass Balance(ft3)
Volume(Initial) 0.000 ft3
Volume(Total Inflow) 89,171.000 ft3
Volume(Total Infiltration) 0.000 ft3
Volume(Total Outlet 64,754.000 ft3
Outflow)
Volume(Retained) 24,361.000 ft3
Volume(Unrouted) -56.000 ft3
Error(Mass Balance) 0.1
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

�I MCADAMS
Subsection: Level Pool Pond Routing Summary Return Event: 100 years
Label: SCM B (IN) Storm Event: 100 Year
Scenario: Post 100 year
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface, 714.000 ft
Initial)
Volume(Initial) 0.000 ft3
Flow(Initial Outlet) 0.000 ft3/s
Flow(Initial Infiltration) 0.000 ft3/s
Flow(Initial,Total) 0.000 ft3/s
Time Increment 1.00 min
Inflow/Outflow Hydrograph Summary
Flow(Peak In) 136.434 ft3/s Time to Peak(Flow, In) 721.00 min
Flow(Peak Outlet) 50.360 ft3/s Time to Peak(Flow, Outlet) 730.00 min
Elevation (Water Surface, 718.964 ft
Peak)
Volume(Peak) 163,737.495 ft3
Mass Balance(ft3)
Volume(Initial) 0.000 ft3
Volume(Total Inflow) 391,402.000 ft3
Volume(Total Infiltration) 0.000 ft3
Volume(Total Outlet 303,664.000 ft3
Outflow)
Volume(Retained) 87,612.000 ft3
Volume(Unrouted) -126.000 ft3
Error(Mass Balance) 0.0
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

PRECIPITATION DATA
Shelby Rucker
TRU-23006

Shelby Rucker STORMWATER CONTROL MEASURE LIAM MCNALLY,El
TRU-23006 SSFxn Above NP 6/5/2024
STAGE-STORAGE FUNCTION-ABOVE NORMAL POOL
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
729.00 0.00 26,435
729.50 0.50 30,622 28529 14264 14264 0.50
730.00 1.00 31,909 31266 15633 29897 0.99
731.00 2.00 34,525 33217 33217 63114 1.98
732.00 3.00 37,197 35861 35861 98975 2.99
733.00 4.00 39,926 38562 38562 137537 4.05
734.00 5.00 42,712 41319 41319 178856 5.15
735.00 6.00 45,554 44133 44133 222989 6.31
Storage vs.Stage
160000 -
140000 -
y=30064x1 0876
120000 - Rz=0.9998
6 100000 -
, 80000 -
m
. 60000 -
co
40000 -
20000 -
0 1 1 11
0.00 1.00 2.00 3.00 4.00 5.00
Stage(feet)
Ks= 30064
b= 1.0876

Shelby Rucker STORMWATER CONTROL MEASURE LIAM MCNALLY,El
TRU-23006 SSFxn Main Pool 6/5/2024
STAGE-STORAGE FUNCTION-MAIN POOL
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/S-S Fxn
(feet) (feet) (SF) (SF) (CF) - (CF) (feet)
723.00 -1.00 9,324
724.00 0.00 10,424 Sediment Storage
726.00 2.00 12,723 I 11574 23147 23147 2.01
727.00 3.00 13,921 I 13322 13322 36469 2.98
728.00 4.00 15,151 14536 14536 51005 3.98
728.50 4.50 15,779 15465 7733 58738 4.49
729.00 5.00 I 18,531 17155 8578 I 67315 I 5.05
*surface area and volume used for avg.depth calculation
Storage vs.Stage
80000
70000 —
60000 y=10287x1 16
R2=0.9994
50000
& 40000
2 30000
20000
10000 —
0 r
0.00 1.00 2.00 3.00 4.00 5.00 6.00
Stage(feet)
KS= 10287
b= 1.1600

Shelby Rucker STORMWATER CONTROL MEASURE LIAM MCNALLY,El
TRU-23006 SSFxn Forebay 6/5/2024
STAGE-STORAGE FUNCTION-FOREBAY
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/S-S Fxn
(feet) (feet) (SF) (SF) (CF) - (CF) (feet)
722.00 -1.00 363
723.00 0.00 611 Sediment Storage
724.00 1.00 928 770 770 770 1.00
726.00 3.00 1,743 1336 2671 3441 2.93
727.00 4.00 2,240 1992 1992 5432 4.07
728.00 5.00 2,796 2518 2518 7950 5.35
728.50 5.50 3,096 2946 1473 9423 6.04
729.00 6.00 4,267 3682 1841 11264 6.86
Storage vs.Stage
6000 -
5000 - y=764.63x1.3968
R2=0.9979
4000 -
ii
& 3000 -
E
`o
rn 2000 -
1000 -
01
1 11
0.00 1.00 2.00 3.00 4.00 5.00
Stage(feet)
KS= 764.6
b= 1.3968

Shelby Rucker STORMWATER CONTROL MEASURE LIAM MCNALLY,El
TRU-23006 SSFxn Forebay 6/5/2024

Shelby Rucker STORMWATER CONTROL MEASURE LIAM MCNALLY,El
TRU-23006 Volume Calculation 6/5/2024
TOTAL VOLUME OF FACILITY
Volume of Main Pool below Normal Pool= 67,315 cf
Volume of Forebay below Normal Pool= 11,264 cf
Total Volume Below Normal Pool= 78,579 cf
Total Volume Above Normal Pool= 222,989 cf
Total Volume of Facility= 301,567 cf
1pREBAY PERCENTAGE OF PERMANENT POOL VOLUMrlil
Per NCDEQ Minimum Design Criteria,the forebay volume should equal
approximately 15-20%of the main pool volume.
Total Main Pool Volume= 67,315 cf
Provided Forebay Volume= 11,264 cf
Provided Forebay Volume%= 17%
Main Pool Volume at Normal Pool= 67,315 cf
Main Pool Area at Normal Pool= 18,531 sf
Average Depth= 3.63 ft

Shelby Rucker STORMWATER CONTROL MEASURE LIAM MCNALLY,El
TRU 23006 Surface Area Calculation 6/5/2024
WET DETENTION BASIN SUMMARY
Enter the drainage area characteristics==>
Total drainage area to pond= 23.45 acres
Total impervious area to pond= 9.65 acres
Note The basin must be sized to treat all impervious surface runoff draining into the pond,not just the impervious
surface from on-site development.
Drainage area= 23.45 acres @ 41.2% impervious
Estimate the surface area required at pond normal pool elevation==>
Wet Detention Basins are based on an minimum average depth of = 3.63 feet(Calculated)
3.0 3.63 4.0
Lower Boundary=> 40.0 1.51 1.24
Site%impervious=> 41.2 1.54 1.37 1.27
Upper Boundary=> 50.0 1.79 1.51
Therefore,SA/DA required= 1.37
Surface area required for main pool at normal pool= 14,003 ft2
= 0.32 acres
Surface area provided for main pool at normal pool= 18,531 ft2

Shelby Rucker STORMWATER CONTROL MEASURE LIAM MCNALLY,El
TRU-23006 WQV Calculation 6/5/2024
DETERMINATION OF WATER QUALITY VOLUME
WQ v=(P)(R v)(A)/12
where,
WQv=water quality volume(in acre-ft)
Rv=0.05+0.009(1)where I is percent impervious cover
A=area in acres
P=rainfall(in inches)
Input data:
Total area,A= 23.45 acres
Impervious area= 9.65 acres
Percent impervious cover,I= 41.2 %
Rainfall,P= 1.00 inches
Calculated values:
Rv= 0.42
WQv 0.82 acre-ft
= 35786 cf.
ASSOCIATED DEPTH IN POND
WQv= 35786 cf.
Stage/Storage Data:
Ks= 30064
b= 1.088
Zo= 729.00
Volume in 1"rainfall= 35786 cf.
Calculated values:
Depth of WQv in Basin= 1.17 ft
= 14.08 inches
Elevation= 730.17 ft

Shelby Rucker STORMWATER CONTROL MEASURE LIAM MCNALLY,El
TRU 23006 WQV Drawdown Calculation 6/5/2024
DRAWDOWN ORIFICE DESIGN
D orifice= 2.25 inch
#orifices= 1
Ks= 30064
b= 1.0876
Cd orifice= 0.60
Normal Pool Elevation= 729.00 feet
Volume @ Normal Pool= 0 cf
Orifice Invert= 729.00 feet
WSEL @ 1"Runoff Volume= 730.17 feet
WSEL Vol.Stored Orifice Flow Avg.Flow Incr.Vol. Incr.Time
(feet) (cf) (cfs) (cfs) (cf) (sec)
730.17 35786 0.138
730.07 32376 0.131 0.135 3410 25340
729.97 28995 0.124 0.128 3381 26494
729.86 25645 0.116 0.120 3350 27850
729.76 22330 0.108 0.112 3315 29477
729.66 19055 0.100 0.104 3275 31484
729.55 15824 0.090 0.095 3231 34052
729.45 12646 0.079 0.085 3178 37517
729.35 9532 0.067 0.073 3114 42593
729.24 6499 0.052 0.059 3033 51220
729.14 3579 0.027 0.039 2920 74668
Drawdown Time= 4.41 days
By comparison,if calculated by the average head over the orifice
(assuming average head is one-third the total depth),the result would be:
Average driving head on orifice= 0.360 feet
Orifice composite loss coefficient= 0.600
Cross-sectional area of siphon= 0.028 sf
Q= 0.0798 cfs
Drawdown Time=Volume/Flowrate/86400(sec/day)
Drawdown Time= 5.19 days

'J MCADAMS
RISER ANTI-FLOTATION CALCULATION
Project Name: Shelby Rucker Date: 6/5/2024
Project Number: TRU-23006 Calculated By: S.Woodard,PE
Facility ID: SCM C
INPUT DATA
Inside Length= 5.00 ft
Inside Width= 5.00 ft
Wall Thickness= 6.00 in
Standard Base Length= 6.00 ft
Standard Base Width= 6.00 ft
Standard Base Thickness= 6.00 in
Inside Height of Riser= 4.30 ft
Concrete Unit Weight= 142.00 pcf I Unit weight of manhole concrete is 142 pcf per NC Products
Outside Diameter of Barrel= 36.00 in
Drain Pipe(if present)= 0.00 in
CONCRETE PRESENT IN RISER STRUCTURE
Riser Walls= 47.300 cf
Standard Base of Riser= 18.000 cf
Less Opening for Barrel= 3.534 cf
Less Opening for Drain Pipe= 0.000 cf
Total Concrete Less Openings= 61.766 cf
Weight of Concrete= 8,771 lbs
AMOUNT OF WATER DISPLACED BY RISER STRUCTURE
Displacement by Concrete= 61.766 cf
Displacement by Open Air= 107.500 cf
Total Water Displaced= 169.266 cf
Weight of Water Displaced= 10,562 lbs
AMOUNT OF CONCRETE TO ADD TO RISER STRUCTURE
Safety Factor= 1.15 I Recommend 1.15 or higher
Add'I Weight for Bouyancy= 3,376 lbs
Bouyant Weight of Concrete= 79.60 pcf
Bouyant Weight w/SF= 69.22 pcf
Add'I Concrete to Add= 48.771 cf
Less Standard Base= 18.000 cf
New Base Design Required= 66.771 cf
ANTI FLOTATION BLOCK DESIGN CALCULATIONS
AF Block Length= 8.00 ft
AF Block Width= 8.00 ft
AF Block Thickness= 13.00 in
AF Block Provided= 69.333 cf
Total Concrete Present= 113.099 cf
= 16,060 lbs

'� MCADAMS
DESIGN OF RIPRAP OUTLET PROTECTION WORKSHEET
Project: Shelby Rucker Date: 5/31/2024
Project Number: TRU-23006 Calculated By: LPM
Outlet Number: SCM C
Outlet flowrate= 9.386 cfs
Pipe diameter= 36 inches
Number of pipes= 1
Pipe separation= 0 feet
Outlet Velocity= 8.87 ft/sec
Figure 8.06.b.1
25 I I I I
7nne 7
20 '� �� ------
Zone
�
--_— —.
15 _
p \ Zone 5
10
0
GJ ^..odd
--\
5 ��
zoo
Zone 1
_ Zone 2 —�
0
— —�
0 1 2 3 4 5 6 7 8 9 10
Pipe diameter(ft)
Zone from graph above= 2
Outlet pipe diameter 36 in. Length= 18.0 ft.
Outlet flowrate 9.4 cfs Width= 10.2 ft.
Outlet velocity 8.9 ft/sec Stone diameter= 6 in.
Material= Class B Thickness= 18 in.
Zone Material Diameter Thickness Length Width
1 Class A 3 12 4xD(o) 3xD(o)
2 Class B 6 18 6 x D(o) 3 x D(o)
3 Class 13 24 8 x D(o) 3 x D(o)
4 Class 13 24 8xD(o) 3xD(o)
5 Class 11 23 36 10 x D(o) 3 x D(o)
6 Class 11 23 36 10 x D(o) 3 x D(o)
7 Special study required
1. Calculations based on NY DOT method-Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
2. Outlet velocity based on full flow velocity

�I MCADAM
Subsection: Elevation-Area Volume Curve Return Event: 1 years
Label: SCM C Storm Event: 1 year
Scenario: Post 1 year 24 hr
Elevation Planimeter Area Al+A2+sqr Volume Volume(Total)
(ft) (ft2) (ft2) (A1*A2) (ft3) (ft3)
(ft2)
729.000 0.000 26,435.00 0.00 0.000 0.000
729.500 0.000 30,622.00 85,508.58 14,251.000 14,251.000
730.000 0.000 31,909.00 93,789.88 15,632.000 29,883.000
731.000 0.000 34,525.00 99,625.24 33,208.000 63,091.000
732.000 0.000 37,197.00 107,558.11 35,853.000 98,944.000
733.000 0.000 39,926.00 115,660.35 38,553.000 137,498.000
734.000 0.000 42,712.00 123,933.51 41,311.000 178,809.000
735.000 0.000 45,554.00 132,376.12 44,125.000 222,934.000
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

�J MCADAMS
Subsection: Outlet Input Data Return Event: 1 years
Label: SCM C Storm Event: 1 year
Scenario: Post 1 year 24 hr
Requested Pond Water Surface Elevations
Minimum (Headwater) 729.000 ft
Increment(Headwater) 0.500 ft
Maximum (Headwater) 735.000 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
Orifice-Area SCM C- 10 Forward SCM C 731.600 735.000
Yr Orifice Culvert
Rectangular Weir SCM C-25 Forward SCM C 732.800 735.000
YR Weir Culvert
Inlet Box SCM C Forward SCM C 733.200 735.000
Riser Culvert
Orifice-Circular SCM C- Forward SCM C 729.000 735.000
WQV Culvert
Orifice
Culvert-Circular SCM C Forward TW 728.900 735.000
Culvert
Tailwater Settings Tailwater (N/A) (N/A)
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

�� MCADAMS
Subsection: Outlet Input Data Return Event: 1 years
Label: SCM C Storm Event: 1 year
Scenario: Post 1 year 24 hr
Structure ID: SCM C Culvert
Structure Type: Culvert-Circular
Number of Barrels 1
Diameter 36.000 in
Length 40.00 ft
Length (Computed Barrel) 40.01 ft
Slope(Computed) 0.022 ft/ft
Outlet Control Data
Manning's n 0.013
Ke 0.20
Kb 0.01
Kr 0.00
Convergence Tolerance 0.001 ft
Inlet Control Data
Equation Form Form 1
K 0.0045
M 2.0000
C 0.0317
Y 0.6900
T1 ratio(HW/D) 1.08
T2 ratio(HW/D) 1.19
Slope Correction Factor -0.50
Use unsubmerged inlet control 0 equation below T1
elevation.
Use submerged inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
inlet control,
interpolate between flows at T1 &T2...
T1 Elevation 732.152 ft T1 Flow 42.851 ft3/s
T2 Elevation 732.458 ft T2 Flow 48.973 ft3/s
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

�J MCADAMS
Subsection: Outlet Input Data Return Event: 1 years
Label: SCM C Storm Event: 1 year
Scenario: Post 1 year 24 hr
Structure ID: SCM C Riser
Structure Type: Inlet Box
Number of Openings 1
Elevation 733.200 ft
Orifice Area 25.000 ft2
Orifice Coefficient 0.60
Weir Length 20.00 ft
Weir Coefficient 3.00(ft^0.5)/s
K Reverse 1.00
Manning's n 0.00
Key, Charged Riser 0.00
Weir Submergence False
Orifice H to crest False
Structure ID: SCM C-WQV Orifice
Structure Type: Orifice-Circular
Number of Openings 1
Elevation 729.000 ft
Orifice Diameter 2.250 in
Orifice Coefficient 0.60
Structure ID: SCM C- 10 Yr Orifice
Structure Type: Orifice-Area
Number of Openings 1
Elevation 731.600 ft
Orifice Area 2.000 ft2
Top Elevation 732.100 ft
Datum Elevation 731.850 ft
Orifice Coefficient 0.60
Structure ID: SCM C-25 YR Weir
Structure Type: Rectangular Weir
Number of Openings 1
Elevation 732.800 ft
Weir Length 4.00 ft
Weir Coefficient 3.00(ft^0.5)/s
Structure ID: TW
Structure Type: TW Setup, DS Channel
Tailwater Type Free Outfall
Convergence Tolerances
Maximum Iterations 30
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

�J MCADAMS
Subsection: Outlet Input Data Return Event: 1 years
Label: SCM C Storm Event: 1 year
Scenario: Post 1 year 24 hr
Convergence Tolerances
Tailwater Tolerance 0.010 ft
(Minimum)
Tailwater Tolerance 0.500 ft
(Maximum)
Headwater Tolerance 0.010 ft
(Minimum)
Headwater Tolerance 0.500 ft
(Maximum)
Flow Tolerance(Minimum) 0.001 ft3/s
Flow Tolerance(Maximum) 10.000 ft3/s
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

�I MCADAMS
Subsection: Composite Rating Curve Return Event: 1 years
Label: SCM C Storm Event: 1 year
Scenario: Post 1 year 24 hr
Composite Outflow Summary
Water Surface Flow Tailwater Elevation Convergence Error Contributing Structures
Elevation (ft3/s) (ft) (ft)
(ft)
729.000 0.000 (N/A) 0.000 (no Q: SCM C- 10 Yr
Orifice,SCM C-25 YR
Weir,SCM C Riser,SCM C-
WQV Orifice,SCM C
Culvert)
729.500 0.084 (N/A) 0.000 SCM C-WQV Orifice,SCM
C Culvert (no Q: SCM C-
10 Yr Orifice,SCM C-25
YR Weir,SCM C Riser)
730.000 0.123 (N/A) 0.000 SCM C-WQV Orifice,SCM
C Culvert (no Q: SCM C-
10 Yr Orifice,SCM C-25
YR Weir,SCM C Riser)
730.500 0.157 (N/A) 0.000 SCM C-WQV Orifice,SCM
C Culvert (no Q: SCM C-
10 Yr Orifice,SCM C-25
YR Weir,SCM C Riser)
731.000 0.182 (N/A) 0.000 SCM C-WQV Orifice,SCM
C Culvert (no Q: SCM C-
10 Yr Orifice,SCM C-25
YR Weir,SCM C Riser)
731.500 0.206 (N/A) 0.000 SCM C-WQV Orifice,SCM
C Culvert (no Q: SCM C-
10 Yr Orifice,SCM C-25
YR Weir,SCM C Riser)
731.600 0.210 (N/A) 0.000 SCM C-WQV Orifice,SCM
C Culvert (no Q: SCM C-
10 Yr Orifice,SCM C-25
YR Weir,SCM C Riser)
732.000 4.045 (N/A) 0.000 SCM C- 10 Yr
Orifice,SCM C-WQV
Orifice,SCM C Culvert (no
Q: SCM C-25 YR
Weir,SCM C Riser)
732.500 7.969 (N/A) 0.000 SCM C- 10 Yr
Orifice,SCM C-WQV
Orifice,SCM C Culvert (no
Q: SCM C-25 YR
Weir,SCM C Riser)
732.800 9.598 (N/A) 0.000 SCM C- 10 Yr
Orifice,SCM C-WQV
Orifice,SCM C Culvert (no
Q: SCM C-25 YR
Weir,SCM C Riser)
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

�I MCADAMS
Subsection: Composite Rating Curve Return Event: 1 years
Label: SCM C Storm Event: 1 year
Scenario: Post 1 year 24 hr
Composite Outflow Summary
Water Surface Flow Tailwater Elevation Convergence Error Contributing Structures
Elevation (ft3/s) (ft) (ft)
(ft)
733.000 11.611 (N/A) 0.000 SCM C- 10 Yr
Orifice,SCM C-25 YR
Weir,SCM C-WQV
Orifice,SCM C Culvert (no
Q: SCM C Riser)
733.200 14.437 (N/A) 0.000 SCM C- 10 Yr
Orifice,SCM C-25 YR
Weir,SCM C-WQV
Orifice,SCM C Culvert (no
Q: SCM C Riser)
733.500 29.448 (N/A) 0.000 SCM C- 10 Yr
Orifice,SCM C-25 YR
Weir,SCM C Riser,SCM C-
WQV Orifice,SCM C
Culvert
734.000 63.014 (N/A) 0.000 SCM C- 10 Yr
Orifice,SCM C-25 YR
Weir,SCM C Riser,SCM C-
WQV Orifice,SCM C
Culvert
734.500 74.947 (N/A) 0.000 SCM C Riser,SCM C
Culvert (no Q: SCM C-
10 Yr Orifice,SCM C-25
YR Weir,SCM C-WQV
Orifice)
735.000 80.037 (N/A) 0.000 SCM C Riser,SCM C
Culvert (no Q: SCM C-
10 Yr Orifice,SCM C-25
YR Weir,SCM C-WQV
Orifice)
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

�I MCADAMS
Subsection: Level Pool Pond Routing Summary Return Event: 1 years
Label: SCM C (IN) Storm Event: 1 year
Scenario: Post 1 year 24 hr
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface, 729.000 ft
Initial)
Volume(Initial) 0.000 ft3
Flow(Initial Outlet) 0.000 ft3/s
Flow(Initial Infiltration) 0.000 ft3/s
Flow(Initial,Total) 0.000 ft3/s
Time Increment 1.00 min
Inflow/Outflow Hydrograph Summary
Flow(Peak In) 38.929 ft3/s Time to Peak(Flow, In) 722.00 min
Flow(Peak Outlet) 0.206 ft3/s Time to Peak(Flow, Outlet) 1,445.00 min
Elevation (Water Surface, 731.512 ft
Peak)
Volume(Peak) 81,118.044 ft3
Mass Balance(ft3)
Volume(Initial) 0.000 ft3
Volume(Total Inflow) 89,267.000 ft3
Volume(Total Infiltration) 0.000 ft3
Volume(Total Outlet 63,524.000 ft3
Outflow)
Volume(Retained) 25,673.000 ft3
Volume(Unrouted) -70.000 ft3
Error(Mass Balance) 0.1
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024

�I MCADAMS
Subsection: Level Pool Pond Routing Summary Return Event: 100 years
Label: SCM C (IN) Storm Event: 100 Year
Scenario: Post 100 year
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface, 729.000 ft
Initial)
Volume(Initial) 0.000 ft3
Flow(Initial Outlet) 0.000 ft3/s
Flow(Initial Infiltration) 0.000 ft3/s
Flow(Initial,Total) 0.000 ft3/s
Time Increment 1.00 min
Inflow/Outflow Hydrograph Summary
Flow(Peak In) 160.274 ft3/s Time to Peak(Flow, In) 721.00 min
Flow(Peak Outlet) 60.145 ft3/s Time to Peak(Flow, Outlet) 730.00 min
Elevation (Water Surface, 733.957 ft
Peak)
Volume(Peak) 176,986.289 ft3
Mass Balance(ft3)
Volume(Initial) 0.000 ft3
Volume(Total Inflow) 454,774.000 ft3
Volume(Total Infiltration) 0.000 ft3
Volume(Total Outlet 363,067.000 ft3
Outflow)
Volume(Retained) 91,525.000 ft3
Volume(Unrouted) -182.000 ft3
Error(Mass Balance) 0.0
2021210730 S.Woodard,PE
TRU-23006-Shelby Rucker.ppc 6/5/2024