SW4231201_Stormwater Report_20231207

STORMWATER & EROSION CONTROL
NARRATIVE & SUPPORTING CALCULATIONS
Fiddlers Creek
Winston Salem, Forsyth County
Original: 09/22/2023
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NOT FOR
CONSTRUCTION
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Prepared for:
CSC Group, LLC
10030 Green Level Church Road
Cary, NC
Prepared By:
Morris & Ritchie Associates of NC, PC
530 Hinton Pond Road, Suite 104
Knightdale, North Carolina 27545
Phone: [phone]
Project No. 21869

PROJECT DESCRIPTION
This project involves the construction of a residential subdivision named Fiddlers Creek
located in Winston Salem, Forsyth County. Project activities involve clearing, grubbing,
grading, and utility installation to service the proposed subdivision. The subdivision will
be in the RS9 zoning district and will be proposed as RS9. This project will consist of 82
single-family units. It will be served by public roads, public water, and public sewer. In
addition to the Single-Family units, the project proposes an additional right-turn lane
into the subdivision.
Future public roadways are set with a right-of-way width of 50' (local) roadways. They
are to be mass-graded with curb and gutter. Upon completion of the project's
construction, the proposed public roads will be turned over to and maintained by the
local township. The proposed subdivision will connect to Friedland Church Road.
The proposed built-upon area is approximately 10.61 acres (24.49%). The total existing
site area is approximately 43.30 acres. The total open space to be dedicated for the
entire subdivision is 17.48 acres, which is approximately 40.62% of the total site area.
SITE DESCRIPTION
The existing site is approximately 43.30 acres of mainly woods and scattered trails
throughout the site.
The site lies within the Yadkin Pee Dee River Basin and is subject to the Yadkin Pee Dee
stream regulations.
The site consists of jurisdictional streams and stream buffers. There are two jurisdictional
streams located on site. One is within the southeast portion of the site and a second
stream is located on the boundary of the western side of the site.
The site is in flood Zone X and Zone AE. Zone AE are areas within the floodplain and
pose a 1% annual chance of flooding. Zone X areas are outside the 500-year flood area
(see FEMA FIRM Panel 3710685400J located in the Appendix of this document.)
The existing topography consists of moderate to steep slopes throughout the site with
multiple ridgelines on the interior of the property. The entire site drains outwards towards
the existing streams primarily draining to the western and southeastern portions of the
site. The property does not receive any significant runoff onto the site.

SOILS
According to the Natural Resource Conservation Service Web Soil Survey, the soils
within the site are classified as. (CoA) Codorus loam, 0-2% slopes, frequently flooded.
(FaB) Fairview fine sandy loam, 2-6% slopes. (FaC) Fairview fine sandy loam, 6-10%
slopes. (FaD) Fairview fine sandy loam, 10-15% slopes. (FaF) Fairview fine sandy loam,
15-45% slopes. (FcB2) Fairview clay loam, 2-6% slopes, moderately eroded. (FeC3)
Fairview clay loam 6-10% slopes, severely eroded. (Gu) Gullied land. (HaA) Hathboro
loam, 0-2% slopes, frequently flooded. (PcF2) Pacolet clay loam, 15-45% slopes,
moderately eroded. (PpD2) Poplar Forest clay loam, 10-15% slopes, moderately eroded.
(TdB) Toast-Devotion complex 2-6% slopes. (TdC) Toast-Devotion complex, 6-10% Slopes.
Hydrologic Soil Group (HSG) B and undrained areas with HSG D are the main soil ratings
that exist within this site along with a small portion of HSG C. HSG C consists of a slow
infiltration rate. This group consists of soils with a layer that impedes the downward
movement of water or fine textures soils with a slow rate of water transmission. HSG D
consists of soils with a very slow infiltration rate and high runoff potential. This group is
composed of clays that have a high shrink-swell potential, high-water table, claypan or
clay layer at or near the surface, and are shallow over nearly impervious material. These
soils have a very slow rate of water transmission. HSG B soils have a moderate infiltration
rate when thoroughly wet. These consist chiefly of moderately deep well well-drained
soils that have moderately fine texture to moderately coarse texture. These soils have a
moderate rate of water transmission.
PLANNED EROSION AND SEDIMENTATION CONTROL PRACTICES
All temporary erosion and sediment control practices have been designed to be in
accordance with the North Carolina Department of Environmental Quality- Erosion and
Sediment Control Planning and Design Manual, last modified May 2013.
1. TEMPORARY CONSTRUCTION ENTRANCE
Temporary gravel construction entrances will be installed at the entrances along
Friedland Church Road at the entrance connection to the development.
2. SILT FENCE
Silt fence will be used in natural outfall areas to provide a barrier to any sediment
leaving the site.
3. SILT FENCE OUTLET
Silt fence outlets are to be used in low areas to allow a drainage point to relieve
pressure from water held behind silt fences.

4. TEMPORARY DIVERSION DITCH
Temporary diversion ditches will be installed to direct water into skimmer basins,
and Sediment traps. Diversion ditches shall be fitted with liners as needed,
per the calculations included to provide shear resistance until vegetation
becomes established. Ditches shall be maintained by the contractor until
approval for removal.
5. TEMPORARY SLOPE DRAINS
Temporary slope drains will be installed where diversion ditches enter the
sediment basin to convey runoff and prevent erosion of the basin's slopes. These
slope drains have been sized accordingly and will be fitted with outlet protection
aprons.
6. SKIMMER SEDIMENT BASIN
Three temporary skimmer sediment basins will be installed to provide a sediment
storage and settling mechanism that retains sediment and prevents
sedimentation in the surrounding area. The sediment basins will be converted to
the permanent Wet Pond Stormwater Control Measures (SCMs).
7. SEDIMENT BASIN BAFFLES
Baffles will be installed in the sediment/skimmer basins to lengthen flow from the
inlet point to the outlet point to allow for additional setting time and improve
water quality at the outlet point.
8. TEMPORARY SEDIMENT TRAP
Temporary sediment traps will be installed at low points to protect receiving
lakes, streams, and adjacent properties. These will capture the initial sediment
runoff prior to SCM and stormwater infrastructure installation.
9. RIPRAP OUTLET PROTECTION
Riprap outlet protection will be used at the outlet of all discharges into natural
ground and drainage ways to dissipate the energy from concentrated runoff
and reduce the scour potential in vegetated areas.
10. TEMPORARY AND PERMANENT SEEDING
Temporary and permanent seeding will be used to form a dense ground cover
and to reduce soil loss from exposed slopes.

MAINTENANCE CONSIDERATIONS
The property owner shall be responsible for periodically inspecting and maintaining all
temporary erosion control measures devices. Any measure that fails to function as
intended shall be repaired immediately. The HOA shall be responsible for periodic
inspection and maintenance of the SCMs. If the measure fails to function as intended, it
shall be repaired immediately.

STORMWATER DESIGN
STORM WATER CONVEYANCE
The stormwater runoff will be managed through a collection system consisting of curb &
gutter, drainage pipes, and swales. Runoff generated along Fiddlers Creek Road and
the northeastern portion of the site will drain to SCM A. The runoff generated in the
Western portion of the site will be routed to SCM B. The southeastern section of the site
will drain to SCM C. The collection system and series of SCMs have been designed to
meet the applicable Winston Salem and Forsyth County design guidelines, as well as
the minimum design criteria outlined in the State of North Carolina Stormwater Design
Manual. Refer to Appendix F and G for relevant stormwater calculations.
PEAK RUNOFF REDUCTION
The Winston Salem design storm events that are covered include the quantity of
stormwater runoff from a development or redevelopment shall be based on the two-
year, ten-year, and 25-year storm events, of minimum six-hour duration. Depending
upon site conditions, storm duration may be lengthened. The peak discharge controls
the two, ten, and 25-year storm events not to exceed pre-development peak
discharge rates of the same storm events.
STORM WATER CONTROL STRUCTURE
Two wet ponds and one stormwater wetland have been selected as the SCMs for the
proposed development. The three SCMs have been sized to receive runoff from the
built-upon area of the project site. The SCMs have been designed per the NC
stormwater design manual.
Summaries of pre-development and post-development peak runoff flows are shown in
the tables below:

Pre-Development Flow Rates
Time Pre-Dev. Pre-Dev. Pre-Dev. Pre-Dev.
of 1-Yr/24- 2-Yr/24-Hr 10-Yr/24- 100-
DA Draing Conc Hr Peak Peak Hr Peak Yr/24-Hr
Area (ac) Peak
Runoff Runoff Runoff Runoff
(min.) (cfs) (cfs) (cfs) (cfs)
PRE DA 1 29.69 15.6 17.94 30.51 70.02 141.62
PRE DA 2 6.08 18.3 0.90 2.33 7.94 19.51
TOTAL PRE-
-
_ 18.67 32.60 77.44 160.44
DEVELOPMENT
Post-Development Flow Rates (with Storage and Treatment)
Time Post-Dev. Post-Dev. Post-Dev.
Drainage of 1-Yr/24- 2-Yr/24-Hr 10-Yr/24- Post-Dev.
DA Area (ac) Conc. Hr Peak Peak Hr Peak 100-Yr/24-Hr Peak
Runoff Runoff Runoff Runoff(cfs)
(min.) (cfs) (cfs) (cfs)
DA 1 (SCM A) 8.73 13.7 14.39 19.90 35.11 59.67
DA 1 (SCM B) 9.66 9.2 17.81 24.77 44.07 75.31
DA 1 (SCM C) 1.29 11.2 1.64 2.43 4.71 8.55
DA 2 (SCM C) 3.77 5.4 7.62 10.65 19.11 32.85

Post-Development Flow Rates: Uncaptured
Time Post-Dev. Post-Dev. Post-Dev. Post-Dev.
of 1-Yr/24- 2-Yr/24-Hr 10-Yr/24- 100-
POI Drainge Conc Hr Peak Peak Hr Peak Yr/24-Hr
Area (ac) Peak
Runoff Runoff Runoff Runoff
(min.) (cfs) (cfs) (cfs) (cfs)
DA 1 10.01 14.3 10.47 15.78 31.43 58.15
UNCAPTURED
DA 2 2.31 5 4.76 6.65 11.92 20.47
UNCAPTURED
Pre-Post Development Flow Rates Totals
Post-Dev Post-Dev. Post-Dev. Post-Dev. post-Dev.
1-Yr/24- 2-Yr/24-Hr 5-Yr/24- 10-Yr/24-
AREA Hr Peak Peak Hr Peak Hr Peak 100-Yr/24-Hr
Runoff Runoff Runoff Runoff Peak Runoff
(cfs) (cfs) (cfs) (cfs) (cfs)
PRE 18.67 32.60 56.61 77.44 160.44
POST 12.75 19.64 39.56 52.47 117.42
As seen in the results table above, the proposed stormwater management design will
attenuate the 1,2,5,10, and 100-year post-development runoff flows to below pre-
development levels for the entirety of the site.
CALCULATIONS
All stormwater calculations were based on the NCDENR Stormwater BMP Manual.
Runoff calculations were conducted using HydroCAD version 10.10-6a, utilizing the SCS
method.
All calculations are included in the appendix.

REFERENCES
North Carolina Department of Environmental Quality- Erosion and Sediment Control
Planning and Design Manual, last modified May, 2013
United States Department of Agriculture- Natural Resources Conservation 7Service-
Web Soil Survey, last modified July, 2019
North Carolina Department of Environmental Quality- Stormwater Design Manual, last
modified November 20, 2020
Code of Ordinances City of Winston Salem, North Carolina, last updated January 21,
1997.

APPENDICES
A. Soil Survey Map
B. USGS Topo Map
C. Flood Insurance Rate Map (FIRM)
D. Precipitation Frequency Tables
E. Erosion Control Calculations
1. Diversion Ditch Calculations
2. Outlet Protection Calculations
3. Skimmer Basin Calculations
4. Sediment Trap Calculations
5. Slope Drain Sizing
F. Stormwater Calculations
1. Composite Runoff Coefficient Calculations
2. Stormwater Pipe Calculations
A. Storm A Reports
B. Storm B Reports
C. Storm C Reports
G. Pre & Post Stormwater Analysis
1. Pre & Post Drainage Area Maps
2. HydroCAD Reports
A. Pre-Development HydroCAD Report
B. Post-Development HydroCAD Report
3. SCM Sizing Calculations
4. SCM Plan and Section Views
5. SCM Riser Anti-Flotation Calculations

APPENDIX A - Soil Survey Map

Hydrologic Soil Group—Forsyth County,North Carolina
0 (Fiddlers Creek Soil Boundary)
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574700 574800 574900 575000 575100 5752W 575300
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o Map Scale:1:4,950 if printed on A portrait(8.5"x 11")sheet. o,
Meters C
8 N 0 50 100 200 300
Feet
0 Z00 400 800 1200
Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 8/14/2023
midi Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Forsyth County,North Carolina
(Fiddlers Creek Soil Boundary)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:15,800.
0 C/D
Soils • D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
0 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: Forsyth County, North Carolina
Survey Area Data: Version 24,Sep 8,2022
• • 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: Oct 17,2020—Nov 3,
Soil Rating Points 2020
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 8/14/2023
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Forsyth County, North Carolina Fiddlers Creek Soil Boundary
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
CoA Codorus loam,0 to 2 BID 4.4 10.1%
percent slopes,
frequently flooded
FaB Fairview fine sandy B 5.6 13.0%
loam,2 to 6 percent
slopes
FaC Fairview fine sandy B 6.2 14.3%
loam,6 to 10 percent
slopes
FaD Fairview fine sandy B 2.3 5.4%
loam, 10 to 15 percent
slopes
FaF Fairview fine sandy B 3.9 9.1%
loam, 15 to 45 percent
slopes
FcB2 Fairview clay loam,2 to C 2.7 6.2%
6 percent slopes,
moderately eroded
FeC3 Fairview clay loam,6 to B 2.6 5.9%
10 percent slopes,
severely eroded
Gu Gullied land 3.6 8.4%
HaA Hatboro loam,0 to 2 B/D 3.0 7.0%
percent slopes,
frequently flooded
PcF2 Pacolet clay loam, 15 to B 8.1 18.6%
45 percent slopes,
moderately eroded
PpD2 Poplar Forest clay loam, B 0.0 0.1%
10 to 15 percent
slopes,moderately
eroded
TdB Toast-Devotion complex, B 0.3 0.6%
2 to 6 percent slopes
TdC Toast-Devotion complex, B 0.6 1.3%
6 to 10 percent slopes
Totals for Area of Interest 43.3 100.0%
usm Natural Resources Web Soil Survey 8/14/2023
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Forsyth County, North Carolina Fiddlers Creek Soil Boundary
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 8/14/2023
Conservation Service National Cooperative Soil Survey Page 4 of 4

APPENDIX B - USGS Topo Map

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1.

APPENDIX C - Flood Insurance Rate Maps (FIRM)

1650000 FEET 1660000 FEET
850000 FEET 80111.0"W 80110'301W 80,10.01W 8019.30"W 850000 FEET
(
s. -1, - .
~� • F .,., 'Q j
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a n •a� •tCfl Tmmrda EC,L -
■r - Evans k, `
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mown SA _ -� ` nanain or - vsoig. 4 r°`x',a r ©© a f
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ti
F r Greeley St p,a9. `.�#,�. 'J. �,. - r '' . - WP N= L 1 ' - "' � 3614.30"N
ii
•
Frank t •� _�rilig- .,�. t F - -•Ar. 6+wY'gsE -.__
•
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r "11= _• A„II1WilP►QN._S.LEt+ - `.`� O 6 M _ _ _
•
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(•i.1_•si 1.0... % ..;,/-•-----/ `. /164 *. • i• .
•
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/
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e �� • r YOF- I J 3613'301N
aas
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WLNS I OA S;ALE`,[ A 1. $ tea ,' t� .am"� �515360 ZONE AE
AGO - , )�j. :�
PLC °� �i"tX9 �.. ",„ 1 / �� k� c _ —
a
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•
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i rd ,+' t. i+ ( - -it rx r .II .ZONE AE
! i
\� rr t I , rv. L�-,)L3��
' 4.
1 A, alai-0 04A C AREAS h,.
• ZONE.— �Al' +=. r ' till" 375349 1.,•.•.,,,,,at
48
840000 FEET ! 1IItItttlIIIIr____ x ' fir{ f -a - 840000 FEET
80111'0"W 80110'30"W 80 10'(1"4, 801030"W
1650000 FEET 1660000 FEET
31: Nt,R7H C.-MI.1vI
' - crating Technical Sralc
This digital Flood Insurance Rate Map(FIRM)was produced through a unique
cooperative partnership between the State of North Carolina and the Federal
Emergency Management Agency(FEMA). The State of North Carolina has
implemented a long term approach to floodplain management to decrease the
costs associated with flooding.This is demonstrated by the States commitment
to map flood hazard areas at the local level.Asa part of this effort,the State of
North Carolina has joined in a Cooperating Technical State agreement with
FEMAto produce and maintain this digital FIRM.
FLOOD HAZARD INFORMATION NOTES TO USERS SCALE
NORTH CAROLINA FLOODPLAIN MAPPING PROGRAM
SEE FIS REPORT FOR ZONE DESCRIPTIONS AND INDEX MAP For information and questions about this map,available products associated with this FIRM including Map Projection(
= •NATIONAL FLOOD INSURANCE PROGRAM
historic versions of this FIRM,how to order products or the National Flood Insurance Program in general, 1 ( 3200) -'OOD INSURANCE RATE MAP
THE INFORMATION DEPICTED ON THIS MAP AND SUPPORTING e NOM Carolina State Plane Pro'ec ion Feet Zone .�
please call the FEMA Map Information eXchange at 1-8]]-FEMA-MAP(1-877-336-2627)or visit the FEMA Map Datum:NAD 1983(Horizontal),NAVD 1988 Vertical
CU
DOCUMENTATION ARE ALSO AVAILABLE IN DIGITAL FORMAT AT Service Center websiteathttllinsafema.gov.An accompanying Flood Insurance Study report,Letter of Map )
Revision(LOMR)or Letter of Map Amendment(LOMA)revising portions of this panel,and digital versions of this
HTTP://FRIS.NC.GOV/FRIS FIRM may be available.Visit the North Carolina Floodplain Mapping Program websileat hip://www.ncfloodmaps.com 1b,A NORTH CAROLINA to,"]
or contact me FEMA Map Service Center. 1 inch=500feet 1:6,000 O .Without Base Flood Elevation/BFE�1ya
`) Communities annexing land on adjacent FIRM panels must obtain a curent copy of the adjacent panel as well as 0 250 500 1,000 CD PANEL 6854 = pZone A,V,A99 the current FIRM Index.These may be ordered directly from the Map Service Center at the number listed above. ;{ CWith BFE Of Depth Zone AE,AO,AH,VE,AR Feet 1 Fr
For community and countywide map dates refer to the Flood Insurance Study report for this jurisdiction. Meters
SPECIAL FLOOD .,., Regulatory Floodway To determine if flood insurance is available in the community,contact your Insurance agent or call the National 0 75 150 300 r f FE M AHAZARD AREAS Flood Insuance Program at veo0-638-6620. IL-I�__J1
0.2%Annual Chance Flood Hazard,Areas Base map information shown on this FIRM was prodded in digital format by the North Carolina Floodplain
Mapping Program(NCFMP).The source of this information can be determined from the metadata available in the PANEL LOCATOR Panel Contains:
of 1%Annual Chance Flood with Average digital FLOOD database and in the Technical Support Data Notebook(TSDN).
Depth Less Than One Foot or With Drainage ACCREDITED LEVEE NOTES TO USERS,Han accredited levee note appears on this panel check with your local L COMMUNITY CID PANEL SUFFIX
Areas of Less Than One Square Mile Lone X community to obtain more information,such as the estimated level of protection provided(which may exceed the i N FORSYTH COUNTY 375349 6854 J
1-Percent-annual-chance levee and Emergency Action Plan,on the levee system(s)shown as Providing protection. WINSTON-SALEM,CITY OF 375360 6854 J
Future Conditions 1%Annual To mitigate flood nsk in residual nsk areas,property owners and residents are encouraged to consider flood I STOKES COUNTY
insurance and floodproofing or other protective measures.For more information on flood insurance,interested SURRY COUNTY
Chance Flood Hazard zone X parties should visit the FEMA Website at trite:/Iwww.fema.gov/businesslnflpfindex.shim.
OTHER AREAS OF
Area with Reduced Flood Risk due to Levee PROVISIONALLY ACCREDITED LEVEE NOTES TO USERS:If a Provisionally Accredited Levee(PAL)note 1 �13
FLOOD HAZARD appears on this panel,check with your local community to obtain more information,such as the estimated level of 0
See Notes zone x 9]I 598 5 3]
protection provided(which may exceed the 1-percent-annual-chance level)and Emergency Action Plan,on the 1, 6940 6960 6980
OTHER Areas Determined to be Outside the levee system(s)shown as providing protection.To maintain accreditation,the levee owner or community is 0
required to submit the data and documentation necessary to comply with Section 65.10 of the NFIP regulations. 591t0 5980 5990 6900 6910 6920 6930
AREAS 0.2%Annual Chance Floodplain zone x
If the community or owner does not provide the necessary data and documentation or if the data and documentation
provided Indicates the levee system aces not comply with Section 65.10 requirements,FEMA will revise the flood 79 5889 5899 6809 6819 6829 6839 6849 6859 6869 6879 6889 6999 Imi
hazard and risk Information for this area to reflect de-accreditation of the levee system.To mitigate flood risk in
Channel,Culvert,or Storm Sewer
residual risk areas,property owners and residents are encouraged to consider flood insurance and floodprooflng -( I—
Accredited or Provisionally Accredited or other protective measures.For more information on flood insurance,interested pelves should visit the FEMA YADKIN COUNTY 58 8 5888 5898 6808 6818 8928 6838 6848 6858 6868 6878 6888 6898
Website al Nip://www.tome.goy/businesslnfipindex.shim. CC
GENERAL Levee,Dike,or Floodwall 5,I77 5887 5897 6807 6817 6827 6837 6847 6857 6867 6877 6887 6897 a
LIMIT OF MODERATE WAVE ACTION NOTES TO USERS:For some coastal flooding zones the AE Zone
STRUCTURES I,I,I..I,I,I I Non-accredited Levee,Dike,or Floodwall category has been divided by a Limit of Moderate Wave Action e ).The LiMWA represents the approximate 7 I O
landward limit of the 1.5-foot breaking wave.The effects of wave hazards between the VE Zone and the LIMWA 5 .58661'5876 5886 5896 6806 6816 6826 6836 6846 6856 6866 6876 6886 5896
BM5510x North Carolina Geodetic Survey bench mark (Br between the shoreline and the LlMWAfor areas where VE Zones are not Identified)will be similar to,butless // -I— •
ere than those In the VE Zone. 5855 5865 5875 5885 5895 6805 6815 6825 6835 6845 6855 6865 6875 6885 6895
BM5510® National Geodetic Survey bench mark s Limit of Moderate Wave Action(LiMWA) a - CC
BM55101131
Contractor Est.NCFMP Survey bench mark — 5854 5564, 5874 5884 5894 6804 6814 6824 6834 6844 11 6864 6874 6884 0894 z
21 snu—Cross Sections with 1%Annual Chance COASTAL BARRIER RESOURCES SYSTEM(CBRS)NOTE ��5863Y'73 5683 5893 6803 6813 6823 6833 6843 6853 6863 6873 6883 8893
Water Surface Elevation BF�n This map may include approximate boundaries of the CBRS for informational purposes only.Flood insurance is not 5842 -
( E) available within CBRS areas for structures that are newly built or substantially improved on or after the date(s) ( �— j
indicated on the map.For more information see htlp://www.fws.g0000btalconservaoon/coastal bar Br.him,ttre 5872 5882 5892 6802 6812 6822 6832 16842 6852 6862 6872 6882--6892
as Coastal Transect FIS Report,or call the U.S.Fish and Wildlife Ser'nce Customer Service Center at 1-800-344-WILD. .�
�yy 5871 588t5841 6801 6831 I
—--—---Coastal Transect Baseline \���\I CBRS Area ',,,J Otherwise Protected Area 6840
DAVIE COUNTY I
—- Profile Baseline DAVIDSON COUNTY
Hydrographic Feature I — / MAP NUMBER
OTHER Limit of Studyc. - 3710685400J
FEATURES Jurisdiction Boundarym,a_,.m>• MAP REVISED
01/02/09

Appendix D - Precipitation Frequency Tables

3/20/23,3:55 PM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
.,0*.F Location name:Winston Salem,North Carolina, r•V""•2„
ac 4 USA* i none
Latitude:36.0629°,Longitude:-80.165°
Elevation:mitt**
'"'Eg3 'source:ESRI Maps k -.r.*;¢�'a
**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 0.378 0.449 0.524 0.575 0.631 0.666 0.698 0.723 0.749 1 0.764
(0.348-0.410) (0.414-0.488) (0.483-0.569) (0.528-0.623) (0.577-0.682) (0.607-0.722) (0.632-0.756) (0.652-0.785) (0.669-0.814) (0.677-0.832)
10-min 0.603 0.717 0.839 0.919 1.00 1.06 1.11 1.15 1.18 1.20
(0.556-0.654) (0.663-0.780) (0.773-0.912) (0.845-0.996), (0.920-1.09) (0.966-1.15) (1.00-1.20) (1.03-1.24) (1.06-1.29) (1.07-1.31)
15-min 0.754 0.902 1.06 1.16 1.27 1.34 1.40 1.45 1.49 1.51
(0.695-0.818) (0.833-0.980) (0.978-1.15) (1.07-1.26) i (1.17-1.38) (1.22-1.46) (1.27-1.52) (1.30-1.57) (1.33-1.62) I (1.34-1.65)
30-min 1.03 1.25 1.51 1.68 1.89 2.02 2.15 2.25 2.37 2.45
(0.953-1.12) (1.15-1.35) (1.39-1.64) (1.55-1.83)_ (1.73-2.04) (1.84-2.19)_ (1.94-2.33) (2.03-2.44) (2.12-2.58) (2.17-2.66)
60-min 1.29 1.56 1.93 2.19 2.51 2.74 2.96 3.16 3.40 3.57
(1.19-1.40) (1.44-1.70) (1.78-2.10) (2.02-2.38)_ (2.30-2.72) (2.50-2.97) (2.68-3.20) (2.85-3.43) (3.04-3.70) (3.16-3.89)
2-hr 1.51 1.84 2.29 2.62 3.05 3.37 3.68 3.97 4.36 4.64
(1.40-1.64) (1.69-2.00) (2.11-2.49) (2.41-2.84) (2.78-3.30) (3.06-3.64)_ (3.31-3.98) (3.56-4.31) (3.85-4.73) (4.06-5.04)
3-hr 1.62 1.96 2.45 2.81 3.28 3.63 3.98 4.31 4.75 5.06
(1.49-1.76) (1.82-2.13) (2.26-2.66) (2.59-3.05) (2.99-3.55) (3.30-3.92) (3.59-4.29) (3.86-4.66) (4.19-5.14) (4.43-5.49)
6-hr 1.97 2.38 2.98 3.43 4.04 4.51 4.98 5.45 6.10 6.58
(1.82-2.15) (2.21-2.60) (2.74-3.24) (3.15-3.73)_ (3.68-4.37) (4.08-4.88) (4.47-5.38) (4.84-5.89) (5.33-6.59) (5.68-7.13)
12-hr 2.34 2.82 3.54 4.11 4.89 5.51 6.15 6.81 7.73 8.45
(2.16-2.55) (2.61-3.09) (3.26-3.87) (3.77-4.47) (4.44-5.30) (4.96-5.95) (5.49-6.63)_ (6.00-7.34) (6.69-8.33) I (7.20-9.11)
24-hr 2.80 3.38 4.23 4.90 5.81 6.54 7.28 8.05 9.11 9.96
(2.61-3.03) (3.14-3.66) (3.92-4.57) (4.53-5.29) (5.35-6.27) (6.00-7.06) (6.66-7.87) (7.33-8.72) (8.24-9.88) (8.95-10.8)
2-day 3.26 3.92 4.86 5.58 6.55 7.31 8.09 I 8.88 9.96 10.8
(3.04-3.50) (3.65-4.21) (4.52-5.21) (5.19-5.99) (6.07-7.03) (6.76-7.86) (7.44-8.71) (8.14-9.58) (9.07-10.8) (9.80-11.7)
3-day 3.45 4.15 5.13 5.88 6.91 7.72 8.54 9.39 10.5 11.4
(3.23-3.70) (3.88-4.45) (4.78-5.49) (5.49-6.30) (6.42-7.40) (7.14-8.29) (7.88-9.19) (8.62-10.1) (9.61-11.4) (10.4-12.4)
4-day 3.65 4.38 5.39 6.19 7.27 8.13 9.00 9.90 11.1 12.1
(3.42-3.91) (4.10-4.69) (5.05-5.77) (5.78-6.62) (6.76-7.78) (7.53-8.71) (8.31-9.67) (9.09-10.7) (10.2-12.0) (11.0-13.1)
7-day 4.18 4.99 6.06 6.91 8.07 8.99 9.92 10.9 I 12.2 13.2
(3.92-4.46) (4.67-5.32) (5.67-6.46) (6.46-7.37) (7.51-8.61) (8.33-9.60) (9.16-10.6) (10.0-11.7) I (11.1-13.1) (12.0-14.3)
10-day 4.74 5.64 6.78 7.68 8.90 9.86 10.8 11.8 13.2 14.2
(4.47-5.03) (5.31-5.99) (6.38-7.20) (7.21-8.15) (8.32-9.45) (9.19-10.5) (10.1-11.5) (10.9-12.6) (12.1-14.1) (13.0-15.3)
20-day 6.38 7.54 8.93 10.0 11.5 12.7 13.9 15.1 16.8 18.1
(6.04-6.75) (7.14-7.97) (8.45-9.43) (9.48-10.6) (10.9-12.2) (11.9-13.5) (13.0-14.8) (14.1-16.1) (15.5-17.9) (16.6-19.4)
30-day 7.91 9.31 10.8 12.0 13.5 14.7 15.8 17.0 18.5 19.7
(7.54-8.29) (8.86-9.74) (10.3-11.3) (11.4-12.5) (12.8-14.1) (13.9-15.4) (15.0-16.6) (16.0-17.9) (17.3-19.6) (18.4-20.9)
45-day 9.94 11.6 13.4 14.7 16.4 17.7 19.0 20.3 21.9 23.2
(9.52-10.4) (11.1-12.2) (12.8-14.0) (14.0-15.3) (15.6-17.1) (16.8-18.5) (18.0-19.9) (19.1-21.3) (20.6-23.1) (21.7-24.5)
60-day 11.9 13.9 15.7 17.1 18.8 20.2 21.4 22.7 24.2 25.4
(11.4-12.4) (13.4-14.5) (15.1-16.4) (16.4-17.8) (18.0-19.7) (19.3-21.1) (20.4-22.4) (21.5-23.7) (22.9-25.4) (23.9-26.7)
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 NOAAAtlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.0629&Ion=-80.1650&data=depth&units=english&series=pds 1/4

3/20/23,3:55 PM Precipitation Frequency Data Server
PDS-based depth-duration-frequency (DDF) curves
Latitude: 36.0629°, Longitude: -80.1650°
30 1
Average recurrence
25 interval
(years)
c — 1
_c 20 2
a
a) — 5
V
c 15 .. . — 10
• — 25
a — 50
•v 10 .. ;.. — 100
o_ — 200
5 - . ... .. • - — 500
-— — 1000
.0 —
C C C C C 6- 6- 6- 6- >, >,>. >. >, >, >, >,>,
'F •- ' E •- r0 l0 f0.0 .0 . .r r0 L /0 N 40 l0 �0
N f11 lb
IA O -I rn lD r-1 fV N f�1 I� O N In I CI ID
Duration
30 1 1
25 -
c
r 20 Duration
rz
a) — 5-min — 2-day
c15 _ — 10-rMn — 3-day
y, 15-min — 4-day
a • — 30-min — 7-day
10 - — 60-min — 10-day
o_ — 2fir — 20-day
•
— 3-hr — 30-day
6fir — 45-0ay
12-hr — 60-day
0 1 — 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): Mon Mar 20 19:51:01 2023
Back to Top
Maps & aerials
Small scale terrain
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.0629&Ion=-80.1650&data=depth&units=english&series=pds 2/4

3/20/23,3:55 PM Precipitation Frequency Data Server
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Noll• • Durham
t. Gr jensboro •
• Raleigh
Nit Mitchell
g
Neville NORTH CAROLINA +
pli100km �rl otte Fayetteville•
I
4,
60mi
l
Large scale map
- Blacksburg .Roanoke
Bristol
Johnson City
3 /
inston-6 I jm Greensboro
o Durham
I Raleigh
rill IMAM, North
Carolina E
arlotte
100km a Yet
ii /
3reer+ rl
/( 60mi
Large scale aerial
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3/20/23,3:55 PM Precipitation Frequency Data Server
• Blacksburg :oano e
•
-..Bristol
Johnson Ci4
Winston-Salem
•
Greensboro Durham
Raleigh
evi l le
North
Carolina
Charlotte •
• Fayett_....r
100km
fl
60mi
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National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
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3/20/23,3:55 PM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
a °' Location name:Winston Salem,North Carolina, r•V""•st„
ac p USA* i none
Latitude:36.0629°,Longitude:-80.165°
Elevation:mitt**
'"'Eg3 'source:ESRI Maps k 'w,,ro-c. 'y
**source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval(years)
Duration -
1 2 5 10 25 50 100 200 500 1000
5-min 4.54 5.39 6.29 6.90 7.57 7.99 8.38 8.68 8.99 9.17
(4.18-4.92) (4.97-5.86) (5.80-6.83) (6.34-7.48) (6.92-8.18) (7.28-8.66) (7.58-9.07) (7.82-9.42) (8.03-9.77) 1 (8.12-9.98)
10-min 3.62 4.30 5.03 5.51 6.03 6.37 6.65 6.88 7.10 7.22
(3.34-3.92) (3.98-4.68) (4.64-5.47) (5.07-5.98) (5.52-6.53) (5.80-6.89)_ (6.02-7.21) (6.20-7.46) (6.35-7.72) (6.40-7.86)
15-min 3.02 3.61 4.25 4.65 5.10 5.38 5.60 5.78 5.96 6.04
(2.78-3.27) (3.33-3.92) (3.91-4.61) (4.27-5.04), (4.66-5.52) (4.90-5.82) (5.08-6.07) (5.21-6.28) (5.32-6.48) (5.35-6.58)
30-min 2.07 2.49 3.02 3.37 3.77 4.05 4.29 4.50 4.74 4.89
(1.91-2.24) (2.30-2.71) (2.78-3.28) (3.10-3.65) (3.45-4.08) (3.69-4.38) (3.89-4.65) (4.06-4.89) (4.24-5.16) (4.33-5.33)
-
60-min 1.29 1.56 1.93 2.19 2.51 2.74 2.96 3.16 3.40 3.57
(1.19-1.40) (1.44-1.70) (1.78-2.10) (2.02-2.38) (2.30-2.72) (2.50-2.97) (2.68-3.20) (2.85-3.43) (3.04-3.70) (3.16-3.89)
2-hr 0.756 0.918 1.15 1.31 1.52 1.68 1.84 1.99 2.18 2.32
(0.698-0.822) (0.847-0.999) (1.06-1.24) (1.20-1.42) (1.39-1.65) (1.53-1.82) (1.66-1.99) (1.78-2.15) (1.93-2.37) (2.03-2.52)
3-hr 0.538 0.654 0.817 0.937 1.09 1.21 1.32 1.44 1.58 1.69
(0.497-0.585) (0.604-0.711) (0.753-0.886) (0.861-1.01) (0.997-1.18) (1.10-1.31) (1.20-1.43) (1.28-1.55) (1.40-1.71) (1.47-1.83)
6-hr 0.329 0.398 0.497 0.573 0.674 0.752 0.831 0.911 1.02 1.10
(0.304-0.359) (0.368-0.434) (0.458-0.542) (0.526-0.622) (0.614-0.730) (0.681-0.814) (0.746-0.899) (0.808-0.984) (0.889-1.10) (0.948-1.19)
12-hr 0.194 0.234 0.294 0.341 0.406 0.457 0.511 0.566 0.642 0.702
(0.179-0.212) (0.216-0.256) (0.271-0.321) (0.313-0.371) (0.368-0.440) (0.412-0.494) (0.455-0.550) (0.498-0.609) (0.555-0.691) (0.597-0.756)
24-hr 0.117 0.141 0.176 0.204 0.242 0.272 0.303 0.336 0.380 0.415
(0.109-0.126) (0.131-0.152) (0.163-0.190) (0.189-0.220) (0.223-0.261) (0.250-0.294) (0.277-0.328) (0.305-0.363) (0.343-0.412) (0.373-0.451)
2-day 0.068 0.082 0.101 0.116 0.136 0.152 0.169 0.185 0.207 0.225
(0.063-0.073) (0.076-0.088) (0.094-0.109) (0.108-0.125) (0.126-0.146) (0.141-0.164) (0.155-0.181) (0.170-0.200) (0.189-0.224) (0.204-0.244)
3-day 0.048 0.058 0.071 0.082 0.096 0.107 0.119 0.130 0.146 0.159
(0.045-0.051) (0.054-0.062) (0.066-0.076) (0.076-0.088) (0.089-0.103) (0.099-0.115) (0.109-0.128) (0.120-0.140) (0.134-0.158) (0.144-0.172)
4-day 0.038 0.046 0.056 0.064 0.076 0.085 0.094 0.103 0.116 0.126
(0.036-0.041) (0.043-0.049) (0.053-0.060) (0.060-0.069) (0.070-0.081) (0.078-0.091) (0.087-0.101) (0.095-0.111) (0.106-0.125) (0.114-0.136)
7-day 0.025 0.030 0.036 0.041 0.048 0.053 I 0.059 1 0.065 0.073 0.079
(0.023-0.027) (0.028-0.032) (0.034-0.038) (0.038-0.044) (0.045-0.051) (0.050-0.057) (0.055-0.063)1(0.060-0.069) (0.066-0.078) (0.071-0.085)
10-day 0.020 0.023 0.028 0.032 0.037 0.041 0.045 0.049 0.055 0.059
(0.019-0.021) (0.022-0.025) (0.027-0.030) (0.030-0.034) (0.035-0.039)1(0.038-0.044) (0.042-0.048) (0.046-0.053) (0.050-0.059) (0.054-0.064)
20-day 0.013 0.016 0.019 0.021 0.024 0.027 0.029 0.032 0.035 0.038
(0.013-0.014) (0.015-0.017) (0.018-0.020) (0.020-0.022) (0.023-0.025) (0.025-0.028) (0.027-0.031) (0.029-0.034) (0.032-0.037) (0.035-0.040)
30-day 0.011 0.013 0.015 0.017 I 0.019 0.020 0.022 0.024 1 0.026 0.027
(0.010-0.012) (0.012-0.014) (0.014-0.016) (0.016-0.017) (0.018-0.020) (0.019-0.021) (0.021-0.023) (0.022-0.025) (0.024-0.027) (0.025-0.029)
45-day 0.009 0.011 0.012 0.014 0.015 0.016 0.018 0.019 0.020 0.021
(0.009-0.010) (0.010-0.011) (0.012-0.013) (0.013-0.014) (0.014-0.016) (0.016-0.017) (0.017-0.018) (0.018-0.020) (0.019-0.021) (0.020-0.023)
60-day 0.008 0.010 0.011 0.012 0.013 0.014 0.015 0.016 0.017 0.018
(0.008-0.009) (0.009-0.010) (0.010-0.011) (0.011-0.012) (0.013-0.014) (0.013-0.015) (0.014-0.016) (0.015-0.016) (0.016-0.018) (0.017-0.019)
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 NOAAAtlas 14 document for more information.
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3/20/23,3:55 PM Precipitation Frequency Data Server
PDS-based intensity-duration-frequency (IDF) curves
Latitude: 36.0629°, Longitude: -80.1650°
10.000 , , , , ,
Average recurrence
interval
\' _ (years)
- ::::
_`112 ---•-- -
c
o — 25
m — 50
a `-- — 100
i-
0.010 r - — 200
a_ 500
— 1000
0.001 —
c c c c c i- 6- i- i- k- >, >,>. >, >, >, >, >,>.
'F •- •- .l= •- -c -c -c -c -c r0 r0 ro N r0 l0 ra r0 r0
N A lb N V N A4. -D -0-D -0 -D -D -D -0-0
IA OI -I rn lD r-1 f r- o o fo cr o
ID
Duration
10.000 , I I I -, I I
L 1.000
c
Duration
c ___ --- — 5-min — 2-day
•
°J - _ — 10-min — 3-day
0.100
15-min — 4-day
0
,-, • — 30-min — 7-day
a — 60-min — 10 day
aai 0.010 a-- — 2-hr — 20-day
i — 3-hr — 30-day
— 6-hr — 45-day
— 12-hr — 60-day
0.001 — 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): Mon Mar 20 19:51:22 2023
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Maps & aerials
Small scale terrain
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3/20/23,3:55 PM Precipitation Frequency Data Server
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FA Mitchell h* Raleigh
•
hE:illE NORTH C .AROLINA +
`3rlotte Fayetteville
100km •
60mi 4 Large scale map
-- - Blacksburg Roanoke
Bristd
Johnson City
3 /
inston-6 I jm Greensboro
o Durham
I Raleigh
till North
Carolina
arlotte —
100km ,F Yet
3ree
A 60mi
Large scale aerial
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.0629&Ion=-80.1650&data=intensity&units=english&series=pds 3/4

3/20/23,3:55 PM Precipitation Frequency Data Server
• Blacksburg :oano e
•
-..Bristol
Johnson Ci4
Winston-Salem
•
Greensboro Durham
Raleigh
evi l le
North
Carolina
Charlotte •
• Fayett_....r
100km
fl
60mi
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:[e-mail]
Disclaimer
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Appendix E- Erosion Control Calculations

Appendix E
Section 1 - Diversion Ditch Calculations

1 - , . M MORRIS & RITCHIE ASSOCIATES OF NC, PC V-SHAPED DIVERSION DITCH (3:1 SIDE SLOPE) LINER SUMMARY -Stage 1 DATE
i V I b -
17 T Engineers, Architects, Planners, September 21, 2023
�� Surveyors and Landscape Architects PROJECT NAME PROJECT NO
j � T : FIDDLER'S CREEK 21689
LOCATION BY
530 Hinton Pond Road, Suite 104 WINSTON SALEM, NC EL
Knihgtdale, NC 27545 CHECKED BY
[phone]
V-SHAPED DIVERSION DITCH (3:1 SIDE SLOPE) LINER SUMMARY -Stage 1
Calculated
Temporary Total Area Total Begin Elevation End Depth Velocity NEEDS 0 Tc Slope C Intensity Quo Shear Liner
Diversion # (ac) Length Elevation (MANNINGS (Q=VA) LINER (Y/N) Elevation
EQUATION)
Al 3.05 1670.0 I 878.0 813.5 0.6 I 9.98 Y 64.5 8.28 0.039 0.5 6.9 10.52 1.43 Straw w/ Net
A2 3.10 11674.9 832.0 811.3 1.1 I 3.16 N 20.7 121.27 0.002 0.5 6.9 10.70 0.12 Straw w/ Net
B1 2.92 6891.3 815.0 807.3 1.1 2.62 N 7.8 96.30 0.001 0.5 6.9 10.07 0.08 Straw w/ Net
B2 0.26 _ 1447.7 816.0 807.3 0.3 2.69 N 8.8 15.16 0.006 0.5 6.9 0.90 0.13 Straw w/ Net
B3 0.26 2149.7 818.0 809.0 0.4 I 2.34 N 9.0 23.68 0.004 0.5 6.9 0.90 0.09 Straw w/ Net
-
B4 4.25 175.3 817.0 805.0 0.6 I 13.43 Y 12.0 1.17 0.068 0.5 6.9 14.66 2.58 SC250
Cl 1.55 247.7 864.9 835.3 0.4 12.86 Y 29.6 1.23 0.119 0.5 6.9 5.35 2.77 SC250
C2 0.51 124.8 846.3 836.0 0.3 8.49 Y 10.3 0.84 0.083 0.5 6.9 1.76 1.36 Straw w/ Net
C3 0.62 150.5 843.5 836.0 0.3 7.39 Y 7.5 1.17 0.050 0.5 6.9 2.14 0.97 Straw w/ Net
C4 0.93 413.2 858.5 835.0 0.4 8.58 Y 23.5 2.43 0.057 0.5 6.9 3.21 1.25 Straw w/ Net
D1 0.66 128.9 805.0 799.4 0.3 7.13 Y 5.6 1.10 0.044 0.5 6.9 2.28 0.89 Straw w/ Net
D2 0.18 97.1 815.0 799.4 0.2 8.40 Y 15.6 0.53 0.161 0.5 6.9 0.62 1.58 Synthetic Mat
El 0.26 167.3 802.6 800.5 ' 0.3 3.54 N 2.1 2.17 0.013 0.5 6.9 0.90 0.23 Straw w/ Net
E2 0.44 177.9 801.9 801.2 0.4 2.52 N 0.6 3.69 0.004 0.5 6.9 1.52 0.10 Straw w/ Net
E3 0.16 60.1 802.2 801.7 0.3 2.62 N 0.5 1.19 0.008 0.5 6.9 0.55 0.13 Straw w/ Net
Fl 0.27 200.5 801.0 798.6 0.3 3.50 N 2.4 2.55 0.012 0.5 6.9 0.93 0.22 Straw w/ Net
G1 0.59 209.9 806.0 798.7 0.3 6.36 Y 7.3 1.75 0.035 0.5 6.9 2.04 0.71 Straw w/ Net
G2 0.17 121.6 810.7 798.8 0.2 6.87 Y 11.9 0.77 0.098 0.5 6.9 0.59 1.03 Straw w/ Net
H 1 0.13 99.6 801.2 799.8 I 0.2 3.14 N 1.4 1.38 0.014 0.5 6.9 0.45 0.20 Straw w/ Net
H2 0.09 75.7 801.0 799.6 0.2 3.12 N 1.4 1.02 0.018 0.5 6.9 0.31 0.21 I Straw w/ Net
11 0.20 _ 112.8 801.0 799.4 0.3 3.51 N 1.6 1.51 0.015 0.5 6.9 0.69 0.23 Straw w/ Net
12 0.15 54.0 802.0 799.4 0.2 5.14 Y 2.6 0.54 0.049 0.5 6.9 0.52 0.56 Straw w/ Net
CW 1 14.39 1868.4 877.4 808.3 1.1 14.47 Y 69.1 9.19 0.037 0.5 6.9 49.65 2.47 SC250
CW2 0.73 759.7 882.5 822.0 0.3 9.15 Y 60.5 3.42 0.080 0.5 6.9 2.52 1.50 Synthetic Mat

MORRIS & RITCHIE ASSOCIATES OF NC, PC V-SHAPED DIVERSION DITCH (3:1 SIDE SLOPE) LINER SUMMARY -Stage 2 DATE
w i sir li
1 F T T Engineers, Architects, Planners, September 21, 2023
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
FIDDLER'S CREEK 21689
LOCATION BY
530 Hinton Pond Road, Suite 104 WINSTON SALEM, NC EL
Kningtdale, NC 27545 CHECKED BY
[phone] JRM
V-SHAPED DIVERSION DITCH (3:1 SIDE SLOPE) LINER SUMMARY -Stage 2
Calculated
Temporary Total Area Total Begin Elevation End Depth Velocity NEEDS Tc Slope C Intensity Quo Shear Liner
Diversion # (ac) Length Elevation (MANNINGS (Q=VA) LINER (Y/N) Elevation
EQUATION)
Al 0.26 922.8 846.1 I 809.2 0.2 5.46 Y 37.0 5.17 0.040 0.5 6.9 I 0.90 0.58 Straw w/ Net
B1 0.20 368.5 809.3 800.9 I 0.2 I 4.14 N 8.4 3.17 0.023 0.5 6.9 0.69 0.33 Straw w/ Net
Cl 0.25 204.9 810.0 799.7 0.2 5.90 I Y 10.3 1.49 0.050 0.5 6.9 0.86 0.70 Straw w/ Net
D1 0.25 267.4 808.0 800.9 0.2 4.64 N 7.1 2.34 0.027 0.5 6.9 0.86 0.41 _ Straw w/ Net
El 0.16 295.1 799.3 795.5 0.2 3.16 N 3.8 3.33 0.013 0.5 6.9 0.55 0.19 Straw w/ Net
Fl 0.16 213.8 807.0 793.1 0.2 I 5.80 Y 13.9 1.39 0.065 0.5 6.9 0.55 0.72 Straw w/ Net
G1 0.13 332.2 830.0 795.8 0.2 6.55 Y 34.2 1.64 0.103 0.5 6.9 0.45 0.97 Straw w/ Net
H1 0.40 726.0 858.8 827.0 0.3 6.29 Y 31.8 4.16 0.044 0.5 6.9 1.38 0.74 Straw w/ Net
11 0.15 200.2 833.0 824.3 0.2 4.91 N 8.7 1.54 0.044 0.5 6.9 0.52 0.51 Straw w/ Net
J 1 0.43 593.6 882.5 843.0 0.3 7.50 Y 39.5 3.03 0.067 0.5 6.9 1.48 1.07 Straw w/ Net
I
I I 1
I I

Appendix E
Section 2 - Outlet Protection Calculations

MORRIS & RITCHIE ASSOCIATES OF NC, PC ESC TEMPORARY OUTLET PROTECTION DATE
+ IN
iiii : 1 1 Engineers, Architects, Planners, September 21, 2023
11 ,? - Surveyors and Landscape Architects PROJECT NAME PROJECT NO
FIDDLER'S CREEK 21689
;rP. - --r LOCATION BY
530 Hinton Pond Road, Suite 104 WINSTON SALEM EL
Knihgtdale, NC 27545 CHECKED BY
[phone] JRM
Storm Outlet Structure
Structure= 31ope Drain C3 Qio/Qfull = 0.17
Size= 12 in V/Vfull = 0.72
Qio= 3.89 cfs V= 21.21 fps
Qfull = 23.17 cfs
Vfull = 29.50 fps
Slope = 0.3039
Pe Outlet to Flat Area-
Zone = 3 No We l-defined Channel
•%i
f 4:54112.0
From Fig. 8.06a D5o = 10 in3de aa
DMAX = 15 in a ..;.:��„;:�•
lllllllll�`��.�.� .i•:i•
Riprap Class = 1 1•:.l•-v.- ::
Apron Thickness = 24 in Plan
Apron Length = 8.0 ft
Entrance Apron Widt = 3.0 ft
End Apron Width = E= 9
FES Outfall Pipe Size Flow Rate Velocity Zone D5o DMAX Riprap Class "'Apron Thickness Apron Length Entrance Apron Wic End Apron Width
[in] [cfs] [fps] [in] [in] [in] [ft] [ft] [ft]
SLOPE DRAIN Al 12 0.90 10.05 2 8 12 B 22 6 3 7.00
SLOPE DRAIN A2 12 10.90 14.88 2 8 12 B 22 6 3 7.00
SLOPE DRAIN B1 12 11.13 19.00 3 10 15 1 24 8 3 9.00
SLOPE DRAIN B2 12 0.90 10.05 2 8 12 B 22 6 3 7.00
SLOPE DRAIN B3 15 14.85 15.81 2 8 12 B 22 7.5 4 8.75
SLOPE DRAIN Cl 12 5.40 23.74 6 14 21 2 36 10 3 11.00
SLOPE DRAIN C2 12 3.89 20.38 3 10 15 1 24 8 3 9.00
SLOPE DRAIN C3 12 3.89 21.21 3 10 15 1 24 8 3 9.00
OUTFALL A 18 21.45 17.89 3 10 15 1 24 12 5 13.50
OUTFALL B 15 26.76 25.99 6 14 21 2 36 13 4 13.75
OUTFALL C 18 12.46 8.18 2 8 12 B 22 9 5 10.50

MORRIS & RITCHIE ASSOCIATES OF NC, PC STORM DRAINAGE OUTLET PROTECTION DATE
+ IN
: �, 1 Engineers, Architects, Planners, September 21, 2023
11111 ` ,. - Surveyors and Landscape Architects PROJECT NAME PROJECT NO
FIDDLER'S CREEK 21689
;rP. - --r LOCATION BY
530 Hinton Pond Road, Suite 104 WINSTON SALEM EL
Knihgtdale, NC 27545 CHECKED BY
[phone] JRM
Storm Outlet Structure
Structure= C1-17 Qio/Qfull = 0.73
Size= 15 in V/Vfull = 1.09
Ole= 3.91 cfs V= 4.79 fps
Qfull = 5.39 cfs
Vfull = 4.39 fps
Slope = 0.005
Pe Outlet to Flat Area-
Zone - 1 No We l-defined Channel
�%i
f 4:54112.0
From Fig. 8.06a D5o = 4 in3de aa
DMAX = 6 in a ,.;•;�:„;s;•
Riprap Class = A 1•.l•--v. -.
Apron Thickness = 12 in Plan
Apron Length = 5.0 ft
Entrance Apron Widt = 4.0 ft
End Apron Width = E= 6.25
0.156
FES Outfall Pipe Size Flow Rate Velocity Zone D5o DMAX Riprap Class • • • •'ckness Apron Length Entrance Apron Wic End Apron Width
[in] [cfs] [fps] [in] [in] [in] [ft] [ft] [ft]
PIPE A2-1 24 10.36 6.15 2 8 12 B 22 12 6 14.00
PIPE Al-1 24 9.30 6.14 2 8 12 B 22 12 6 14.00
PIPE B2-1 15 3.91 7.32 1 4 6 A 12 5 4 6.25
PIPE B1-1 30 15.99 6.79 2 8 12 B 22 15 8 17.50
PIPE C1-1 24 12.94 6.45 2 8 12 B 22 12 6 14.00
PIPE C1-17 15 3.91 4.79 1 4 6 A 12 5 4 6.25
OUTFALL A 18 5.85 10.18 2 8 12 B 22 9 5 10.50
OUTFALL B 24 7.04 14.76 2 8 12 B 22 12 6 14.00
OUTFALL C 15 6.83 10.25 2 8 12 B 22 8 4 8.75

Appendix E
Section 3 - Sediment Skimmer Basin Calculations

MORRIS&RITCHIE ASSOCIATES OF NC,PC DATE
r,I+.1,M TEMPORARY SKIMMER BASIN PHASE 1
r rl1 71'1- Engineers,Architects,Planners, September
ember 21,2023
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
FIDDLER'S CREEK 21689
LOCATION BY
530 Hinton Pond Road,Suite 104 FORSYTH COUNTY EL
Kningtdale,NC 27545 CHECKED BY
[phone] JRM
*Skimmer
Orifice
Dist. Drain. Intensity Q10 Required Required Provided Provided *Skimmer Skimmer Diameter Spillway Weir Sufficient Sufficient
Basin Area Area Cc 10yr.(in/hr) (cfs) Storage SA(sf) Storage(cf) SA(sf) Size(in) Factor (in) Flow Depth Width SA? Volume?
A 7.55 ac 7.55 ac 0.50 6.90 26.05 13,590 cf 8,470 68,592 cf 25,816 3.0 4146 0.50' V 22.0' YES YES
B 9.22 ac 9.22 ac 0.50 6.90 31.81 16,600 cf 10,340 65,093 cf 24,577 3.0 4146 1.50' 10.0' YES YES
C 4.96 ac 4.96 ac 0.50 6.90 17.11 8,930 cf 5,560 35,451 cf 14,682 2.5 3810 2.2' 2.50' 10.0' I YES YES
Note:
*Skimmer and skimmer orifices sizes assume a drawdown time of 3 days using Faircloth Skimmer method for determining skimmer and orifice size.
'If basin is irregular,find provided storage and SA from next tab
s:\0159\0102\20-techlaedtrap.us Latest Ression:9/21/2023 12:52 PM Page 1 of 4

i in{=41S&RITCHIE ASSOCIATES OF NC,PC TEMPORARY SKIMMER BASIN A PHASE 1 DATE
■ui I I Engineers,Architects,Planners, September 21,2023
✓1trk•t^
urveyors and Landscape Architects PROJECT NAME PROJECT NO
FIDDLER'S CREEK 21689
LOCATION BY
530 Hinton Pond Road,Suite 104 FORSYTH COUNTY EL
Knihgtdale,NC 27545 CHECKED BY
[phone] JRM
Stage-Storage Data for Sediment Basin A
Incremental Incremental Incremental Incremental Cumulative Cumulative
Contour ID Stage Area Area Area Area volume volume volume volume
[sq.ft.] [acres] [sq.ft.] [acres] [cu.ft] [acre-ft] [cu.ft] [acre-ft]
809 0 19,987.5 0.459 19,987.5 0.5 0.0 0.0 0.0 0.0
810 1 21,873.3 0.502 21,873.3 0.0 20,930.4 0.5 20,930.4 0.5
811 2 23,816.3 0.547 23,816.3 0.0 22,844.8 0.5 43,775.2 1.0
812 3 25,816.4 0.593 25,816.4 0.0 24,816.4 0.6 68,591.5 1.1
25,816.4 68,591.5
21689- Skimmer Basin Sizing-Stage 1.xls
BASIN A Page 2 of 4 Printed 9/21/2023 12:52 PM

r-w —.-ImA/S8RITCHIEASSOCIATESOFNC,PC DATE
✓ ■ i.l M TEMPORARY SKIMMER BASIN B PHASE 1
■k yi i-a.■Engineers,Architects,Planners, September 21,2023
!1lT1•.^
rveyors and Landscape Architects PROJECT NAME PROJECT NO
V FIDDLER'S CREEK 21689
LOCATION BY
530 Hinton Pond Road,Suite 104 FORSYTH COUNTY EL
Knihgtdale,NC 27545 CHECKED BY
[phone] JRM
Stage-Storage Data for Sediment Basin B
Incremental Incremental Incremental Incremental Cumulative Cumulative
Contour ID Stage Area Area Area Area volume volume volume volume
[sq.ft.] [acres] [sq.ft.] [acres] [cu.ft] [acre-ft] [cu.ft] [acre-ft]
802 0 18,896.3 0.434 18,896.3 0.4 0.0 0.0 0.0 0.0
803 1 20,731.2 0.476 20,731.2 0.0 19,813.7 0.5 19,813.7 0.5
804 2 22,625.6 0.519 22,625.6 0.0 21,678.4 0.5 41,492.1 1.0
805 3 24,576.6 0.564 24,576.6 0.0 23,601.1 0.5 65,093.2 1.0
24,576.6 65,093.2
21689- Skimmer Basin Sizing-Stage 1.xls
BASIN B Page 3 of 4 Printed 9/21/2023 12:52 PM

r-w —.-ImA/S8RITCHIEASSOCIATESOFNC,PC DATE
r ■ i.l TEMPORARY SKIMMER BASIN C PHASE 1
■I Ii I'/'■Engineers,Architects,Planners, September 21,2023
!1lT1•.^
rveyors and Landscape Architects PROJECT NAME PROJECT NO
V FIDDLER'S CREEK 21689
LOCATION BY
530 Hinton Pond Road,Suite 104 FORSYTH COUNTY EL
Knihgtdale,NC 27545 CHECKED BY
[phone] JRM
Stage-Storage Data for Sediment Basin C
Incremental Incremental Incremental Incremental Cumulative Cumulative
Contour ID Stage Area Area Area Area volume volume volume volume
[sq.ft.] [acres] [sq.ft.] [acres] [cu.ft] [acre-ft] [cu.ft] [acre-ft]
811 0 9,027.7 0.207 9,027.7 0.2 0.0 0.0 0.0 0.0
812 1 10,855.9 0.249 10,855.9 0.0 9,941.8 0.2 9,941.8 0.2
813 2 12,740.6 0.292 12,740.6 0.0 11,798.2 0.3 21,740.0 0.5
814 3 14,681.8 0.337 14,681.8 0.0 13,711.2 0.3 35,451.3 0.6
14,681.8 35,451.3
21689- Skimmer Basin Sizing-Stage 1.xls
BASIN C Page 4 of 4 Printed 9/21/2023 12:52 PM

MORRIS 8 RITCHIE ASSOCIATES OF NC,PC DATE
+•� TEMPORARY SKIMMER BASIN A PHASE 1
�'"r r'• Engineers,Architects,Planners, September 21,2023
rt g P
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
� FIDDLER'S CREEK 21689
LOCATION BY
5605 Chapel Hill Road,Suite 112 FORSYTH COUNTY EL
Raleigh,NC 27607 CHECKED BY
[phone] JRM
*Skimmer
Orifice
Dist. Drain. Intensity Q10 Required Required Provided Provided *Skimmer Skimmer Diameter Spillway Weir Sufficient Sufficient
Basin Area Area Cc 10yr.(in/hr) (cfs) Storage SA(sf) Storage(cf) SA(sf) Size(in) Factor (in) Flow Depth Width SA? Volume?
A 8.69 ac 8.69 ac 0. 6.90 29.98 15,640 cf 9,740 ,592 cf 25,616 3.0 4146 2.8' 0.50' 26.0' YES YES
B 9.78 ac 9.78 ac O. 6.90 33.74 17,600 cf 10,970 5,093 cf 24,577 3.0 4146 2.7' 1.50' 10.0' YES YES
C 5.16 ac 5.16 ac 0.50 6.90 17.80 9,290 cf 5,790 ,451 cf 14,682 2.5 3810 2.2' 2.50' 10.0' YES YES
4
5
6
7
8
9
10

r-w —.-ImA/S8RITCHIEASSOCIATESOFNC,PC DATE
✓ ■ i.l TEMPORARY SKIMMER BASIN A PHASE 1
■i vi i-a.■Engineers,Architects,Planners, September 21,2023
!1lT1•.^
rveyors and Landscape Architects PROJECT NAME PROJECT NO
V FIDDLER'S CREEK 21689
LOCATION BY
5605 Chapel Hill Road,Suite 112 FORSYTH COUNTY EL
Raleigh,NC 27607 CHECKED BY
[phone] JRM
Stage-Storage Data for Sediment Basin A
Incremental Incremental Incremental Incremental Cumulative Cumulative
Contour ID Stage Area Area Area Area volume volume volume volume
[sq.ft.] [acres] [sq.ft.] [acres] [cu.ft] [acre-ft] [cu.ft] [acre-ft]
809 0 19,987.5 0.459 19,987.5 0.5 0.0 0.0 0.0 0.0
810 1 21,873.3 0.502 21,873.3 0.0 20,930.4 0.5 20,930.4 0.5
811 2 23,816.3 0.547 23,816.3 0.0 22,844.8 0.5 43,775.2 1.0
812 3 25,816.4 0.593 25,816.4 0.0 24,816.4 0.6 68,591.5 1.1
25,816.4 68,591.5
21689- Skimmer Basin Sizing-Stage 2.xls
BASIN A Page 2 of 4 Printed 9/21/2023 1:14 PM

r-w —.-ImA/S8RITCHIEASSOCIATESOFNC,PC DATE
✓ ■ i.l TEMPORARY SKIMMER BASIN B PHASE 1
■k yi i-a.■Engineers,Architects,Planners, September 21,2023
!1lT1•.^
rveyors and Landscape Architects PROJECT NAME PROJECT NO
V FIDDLER'S CREEK 21689
LOCATION BY
5605 Chapel Hill Road,Suite 112 FORSYTH COUNTY EL
Raleigh,NC 27607 CHECKED BY
[phone] JRM
Stage-Storage Data for Sediment Basin B
Incremental Incremental Incremental Incremental Cumulative Cumulative
Contour ID Stage Area Area Area Area volume volume volume volume
[sq.ft.] [acres] [sq.ft.] [acres] [cu.ft] [acre-ft] [cu.ft] [acre-ft]
802 0 18,896.3 0.434 18,896.3 0.4 0.0 0.0 0.0 0.0
803 1 20,731.2 0.476 20,731.2 0.0 19,813.7 0.5 19,813.7 0.5
804 2 22,625.6 0.519 22,625.6 0.0 21,678.4 0.5 41,492.1 1.0
805 3 24,576.6 0.564 24,576.6 0.0 23,601.1 0.5 65,093.2 1.0
24,576.6 65,093.2
21689- Skimmer Basin Sizing-Stage 2.xls
BASIN B Page 3 of 4 Printed 9/21/2023 1:14 PM

r-w —.-ImA/S8RITCHIEASSOCIATESOFNC,PC DATE
r ■ i.l TEMPORARY SKIMMER BASIN C PHASE 1
■I Ii I'/'■Engineers,Architects,Planners, September 21,2023
!1lT1•.^
rveyors and Landscape Architects PROJECT NAME PROJECT NO
V FIDDLER'S CREEK 21689
LOCATION BY
5605 Chapel Hill Road,Suite 112 FORSYTH COUNTY EL
Raleigh,NC 27607 CHECKED BY
[phone] JRM
Stage-Storage Data for Sediment Basin C
Incremental Incremental Incremental Incremental Cumulative Cumulative
Contour ID Stage Area Area Area Area volume volume volume volume
[sq.ft.] [acres] [sq.ft.] [acres] [cu.ft] [acre-ft] [cu.ft] [acre-ft]
811 0 9,027.7 0.207 9,027.7 0.2 0.0 0.0 0.0 0.0
812 1 10,855.9 0.249 10,855.9 0.0 9,941.8 0.2 9,941.8 0.2
813 2 12,740.6 0.292 12,740.6 0.0 11,798.2 0.3 21,740.0 0.5
814 3 14,681.8 0.337 14,681.8 0.0 13,711.2 0.3 35,451.3 0.6
14,681.8 35,451.3
21689- Skimmer Basin Sizing-Stage 2.xls
BASIN C Page 4 of 4 Printed 9/21/2023 1:14 PM

Appendix E
Section 4 - Sediment Trap Calculations

IMMEMOMI
` ; MORRIS & RITCHIE ASSOCIATES OF NC, PC TEMPORARY SEDIMENT TRAP - STAGE 1wiszmie DATE
�'` Engineers,Architects, Planners, Se
ptember i s , T Se tem ber 21, 2023
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
FIDDLER'S CREEK 21689
LOCATION BY
530 Hinton Pond Road, Suite 104 WINSTON SALEM, NC EL
Knightdale, NC 27545 CHECKED BY
[phone] JRM
Side Dimensions
Dist. Drain. Intensity Q10 Required Required Slopes @ Weir Bottom Dims. Top Dims. Provided Provided Spillway Weir Sufficient Sufficient
Trap Area Area Cc 10yr. (in/hr) (cfs) Storage SA(sf) (H:V) Depth Width Length Width Length Width Length (cf) SA(sf) Flow Depth Length SA? Volume?
D 0.89 ac 0.89 ac 0.50 6.90 3.07 3200 cf 1340 2 3.5' 28' 56' 14' 28' 34' 68' 3,201 cf 1,568 0.50' 4.00' YES YES
E 0.98 ac 0.98 ac 0.50 6.90 3.38 3530 cf 1470 2 3.5' 30' 60' 16' 32' 36' 72' 3,817 cf 1,800 0.50' 4.00' YES YES
F 0.29 ac 0.29 ac 0.50 6.90 1.00 1040 cf 440 2 3.5' 20' 40' 6' 12' 26' 52' 1,297 cf 800 0.50' 4.00' YES YES
G 0.79 ac 0.79 ac 0.50 6.90 2.73 2840 cf 1190 2 3.5' 28' 56' 14' 28' 34' 68' 3,201 cf 1,568 2.50' 4.00' YES YES
H 0.22 ac 0.22 ac 0.50 6.90 0.76 790 cf 330 2 3.5' 18' 36' 4' 08' 24' 48' 961 cf 648 0.50' 4.00' YES YES
I 0.36 ac 0.36 ac 0.50 6.90 1.24 1300 cf 540 2 3.5' 22' 44' 8' 16' 28' 56' 1,689 cf 968 1.50' 4.00' YES YES
x
s:\0159\0102\20-tech\sedtrap.xls Latest Revision:9/21/2023 1:21 PM Page 1 of 2

` MORRIS & RITCHIE ASSOCIATES OF NC, PC TEMPORARY SEDIMENT TRAP - STAGE 2 DATE
*Vii. 9971:1 Engineers,Architects, Planners, September 21, 2023
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
FIDDLER'S CREEK 21689
LOCATION BY
530 Hinton Pond Road, Suite 104 WINSTON SALEM, NC EL
Knightdale, NC 27545 CHECKED BY
[phone] JRM
Side Dimensions
Dist. Drain. Intensity Q10 Required Required Slopes @ Weir Bottom Dims. Top Dims. Provided Provided Spillway Weir Sufficient Sufficient
Trap Area Area Cc 10yr. (in/hr) (cfs) Storage SA(sf) (H:V) Depth Width Length Width Length Width Length (cf) SA(sf) Flow Depth Length SA? Volume?
A 0.28 ac 0.28 ac 0.50 6.90 0.97 1010 cf 420 2 3.5' 20' 40' 6' 12' 26' 52' 1,297 cf 800 0.50' 4.00' YES YES
B 0.22 ac 0.22 ac 0.50 6.90 0.76 790 cf 330 2 3.5' 18' 36' 4' 08' 24' 48' 961 cf 648 0.50' 4.00' YES YES
C 0.27 ac 0.27 ac 0.50 6.90 0.93 970 cf 410 2 3.5' 20' 40' 6' 12' 26' 52' 1,297 cf 800 0.50' 4.00' YES YES
D 0.26 ac 0.26 ac 0.50 6.90 0.90 940 cf 390 2 3.5' 18' 36' 4' 08' 24' 48' 961 cf 648 0.50' 4.00' YES YES
E 0.17 ac 0.17 ac 0.50 6.90 0.59 610 cf 260 2 3.5' 16' 32' 2' 04' 22' 44' 681 cf 512 0.50' 4.00' YES YES
F 0.17 ac 0.17 ac 0.50 6.90 0.59 610 cf 260 2 3.5' 16' 32' 2' 04' 22' 44' 681 cf 512 0.50' 4.00' YES YES
G 0.15 ac 0.15 ac 0.50 6.90 0.52 540 cf 230 2 3.5' 16' 32' 2' 04' 22' 44' 681 cf 512 0.50' 4.00' YES YES
H 0.42 ac 0.42 ac 0.50 6.90 1.45 1510 cf 630 2 3.5' 22' 44' 8' 16' 28' 56' 1,689 cf 968 0.50' 4.00' YES YES
I 0.17 ac 0.17 ac 0.50 6.90 0.59 610 cf 260 2 3.5' 16' 32' 2' 04' 22' 44' 681 cf 512 0.50' 4.00' YES YES
J 0.45 ac 0.45 ac 0.50 6.90 1.55 1620 cf 680 2 3.5' 22' 44' 8' 16' 28' 56' 1,689 cf 968 0.50' 4.00' YES YES
x i
s:\0159\0102\20-tech\sedtrap.xls Latest Revision:9/21/2023 1:21 PM Page 2 of 2

Appendix E
Section 5 - Slope Drain Sizing

(7)
4S� K 6S 8S) (10S \15S
( I (12S) `14S) ( I
SLOPE RAIN Al SLOPE RAIN A2 SLOPE RAIN B1 SLOPE RAIN B2 SLOPE RAIN B3 SLOPE RAIN Cl SLOPE RAIN C2 SLOPE RAIN C3
3R
5R 7R 9R 11R 13R 17R 18R
SLOPE DRAIN Al
SLOPE DRAIN A2 SLOPE DRAIN B1 SLOPE DRAIN B2 SLOPE DRAIN B3 SLOPE DRAIN Cl SLOPE DRAIN C2 SLOPE DRAIN C3
(Subca) Reach 'on• MI Routing Diagram for 21689-SLOPE DRAINS STAGE 1
Prepared by Morris&Ritchie Assoc Of NC, PC, Printed 9/21/2023
HydroCAD®10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC

21689-SLOPE DRAINS STAGE 1
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/21/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area C Description
(acres) (subcatchment-numbers)
17.640 0.50 (2S, 4S, 6S, 8S, 10S, 12S, 14S, 15S)
17.640 0.50 TOTAL AREA

21689-SLOPE DRAINS STAGE 1
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/21/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 3
Pipe Listing (all nodes)
Line# Node In-Invert Out-Invert Length Slope n Width Diam/Height Inside-Fill
Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches)
1 3R 813.48 809.00 60.1 0.0745 0.010 0.0 12.0 0.0
2 5R 811.27 809.00 37.7 0.0602 0.010 0.0 12.0 0.0
3 7R 807.11 803.00 40.7 0.1010 0.010 0.0 12.0 0.0
4 9R 809.10 803.00 47.1 0.1295 0.010 0.0 12.0 0.0
5 11 R 805.00 803.00 38.9 0.0514 0.010 0.0 15.0 0.0
6 13R 835.34 811.00 80.6 0.3020 0.010 0.0 12.0 0.0
7 17R 836.00 811.00 89.1 0.2806 0.010 0.0 12.0 0.0
8 18R 822.00 811.00 36.2 0.3039 0.010 0.0 12.0 0.0

21689-SLOPE DRAINS STAGE 1 Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/21/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 4
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment2S: SLOPE DRAIN Al Runoff Area=3.050 ac 0.00% Impervious Runoff Depth=0.30"
Tc=5.0 min C=0.50 Runoff=10.74 cfs 0.077 af
Subcatchment4S: SLOPE DRAIN A2 Runoff Area=3.120 ac 0.00% Impervious Runoff Depth=0.30"
Tc=5.0 min C=0.50 Runoff=10.98 cfs 0.078 af
Subcatchment6S: SLOPE DRAIN B1 Runoff Area=3.180 ac 0.00% Impervious Runoff Depth=0.30"
Tc=5.0 min C=0.50 Runoff=11.20 cfs 0.080 af
Subcatchment8S: SLOPE DRAIN B2 Runoff Area=0.260 ac 0.00% Impervious Runoff Depth=0.30"
Tc=5.0 min C=0.50 Runoff=0.92 cfs 0.007 af
Subcatchment l OS: SLOPE DRAIN B3 Runoff Area=4.250 ac 0.00% Impervious Runoff Depth=0.30"
Tc=5.0 min C=0.50 Runoff=14.96 cfs 0.107 of
Subcatchmentl2S: SLOPE DRAIN Cl Runoff Area=1.550 ac 0.00% Impervious Runoff Depth=0.30"
Tc=5.0 min C=0.50 Runoff=5.46 cfs 0.039 af
Subcatchmentl4S: SLOPE DRAIN C2 Runoff Area=1.120 ac 0.00% Impervious Runoff Depth=0.30"
Tc=5.0 min C=0.50 Runoff=3.94 cfs 0.028 af
Subcatchmentl5S: SLOPE DRAIN C3 Runoff Area=1.110 ac 0.00% Impervious Runoff Depth=0.30"
Tc=5.0 min C=0.50 Runoff=3.91 cfs 0.028 af
Reach 3R: SLOPE DRAIN Al Avg. Flow Depth=0.71' Max Vet=18.03 fps Inflow=10.74 cfs 0.077 af
12.0" Round Pipe n=0.010 L=60.1' S=0.0745'/' Capacity=12.65 cfs Outflow=10.61 cfs 0.077 af
Reach 5R: SLOPE DRAIN A2 Avg. Flow Depth=0.79' Max Vet=16.48 fps Inflow=10.98 cfs 0.078 af
12.0" Round Pipe n=0.010 L=37.7' S=0.0602 '/' Capacity=11.37 cfs Outflow=10.90 cfs 0.078 af
Reach 7R: SLOPE DRAIN B1 Avg. Flow Depth=0.65' Max Vet=20.59 fps Inflow=11.20 cfs 0.080 af
12.0" Round Pipe n=0.010 L=40.7' S=0.1010 '/' Capacity=14.72 cfs Outflow=11.13 cfs 0.080 af
Reach 9R: SLOPE DRAIN B2 Avg. Flow Depth=0.16' Max Vel=11.33 fps Inflow=0.92 cfs 0.007 af
12.0" Round Pipe n=0.010 L=47.1' S=0.1295 '/' Capacity=16.67 cfs Outflow=0.90 cfs 0.007 af
Reach 11 R: SLOPE DRAIN B3 Avg. Flow Depth=0.83' Max Vet=17.15 fps Inflow=14.96 cfs 0.107 af
15.0" Round Pipe n=0.010 L=38.9' S=0.0514 '/' Capacity=19.04 cfs Outflow=14.85 cfs 0.107 af
Reach 13R: SLOPE DRAIN C1 Avg. Flow Depth=0.31' Max Vel=25.72 fps Inflow=5.46 cfs 0.039 af
12.0" Round Pipe n=0.010 L=80.6' S=0.3020 '/' Capacity=25.45 cfs Outflow=5.40 cfs 0.039 af
Reach 17R: SLOPE DRAIN C2 Avg. Flow Depth=0.27' Max Vet=22.83 fps Inflow=3.94 cfs 0.028 af
12.0" Round Pipe n=0.010 L=89.1 S=0.2806 '/' Capacity=24.53 cfs Outflow=3.89 cfs 0.028 af
Reach 18R: SLOPE DRAIN C3 Avg. Flow Depth=0.26' Max Vel=23.48 fps Inflow=3.91 cfs 0.028 af
12.0" Round Pipe n=0.010 L=36.2' S=0.3039 '/' Capacity=25.53 cfs Outflow=3.89 cfs 0.028 af

21689-SLOPE DRAINS STAGE 1 Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/21/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 5
Total Runoff Area = 17.640 ac Runoff Volume = 0.442 of Average Runoff Depth = 0.30"
100.00% Pervious = 17.640 ac 0.00% Impervious = 0.000 ac

21689-SLOPE DRAINS STAGE 1 Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/21/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 2S: SLOPE DRAIN Al
Runoff = 10.74 cfs @ 0.08 hrs, Volume= 0.077 af, Depth= 0.30"
Routed to Reach 3R : SLOPE DRAIN Al
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Area (ac) C Description
3.050 0.50
3.050 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: SLOPE DRAIN Al
Hydrograph
12 1 7 T 1 l ■Runoff
10.74cfs
Z - +owe
10 L L J J_ L1 ciaratiori= ri +ri,
9
4 I— 1 Iiiten=7+24--irllhr -
7- / rt - - r —I rt 1 4iiP Area= •5Q -
,kre
'43-7Tif
LL Ranoff Bep =9.3$
5 IA IA t J L1 1 1 Tc15
4 4 I— I - d=O.-5b
3-
2- fi rt I I �
0= /l�//l�//��// l��l/ill/��1�/�l���l��/ll�/ll��/���//���//�l//l��/ll//�1�����l�ll��lll�/ll(
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689-SLOPE DRAINS STAGE 1 Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/21/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 4S: SLOPE DRAIN A2
Runoff = 10.98 cfs @ 0.08 hrs, Volume= 0.078 af, Depth= 0.30"
Routed to Reach 5R : SLOPE DRAIN A2
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Area (ac) C Description
3.120 0.50
3.120 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: SLOPE DRAIN A2
Hydrograph
■Runoff
10.98 cfs - II'
- TII +7 17 IV4 -
11-/
_ _ _own o dell 1 - r
10= U I I I I _ duratioi=iii, —
9✓ -H — 1nte-nOT2 -irh/ ilr -
3 6 J T 1 1Rt V I e- .Q78 of -
LL 5� I I I I I I unoff IBe 1 59
�0-
41 — 1 4 I- I - 1 1 4 d-0.5-b —
3-
2" 1 -
0 // l(////�/ll//�1�����l�ll��lll�/l
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689-SLOPE DRAINS STAGE 1 Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/21/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 6S: SLOPE DRAIN B1
Runoff = 11.20 cfs @ 0.08 hrs, Volume= 0.080 af, Depth= 0.30"
Routed to Reach 7R : SLOPE DRAIN B1
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Area (ac) C Description
3.180 0.50
3.180 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 6S: SLOPE DRAIN B1
Hydrograph
❑Runoff
11.20 cfs
11 fown o+f We;dell 1 6r
10_ but+atIori riir�7
9- t I J 1_ I thten#i24irlThr _
0 6_ 1 1- 1 filiiiri?-11111e1989-9,f
= off De =0.30
1Lc 5 J 4:_„/
A -H I I_ I _HI I d=O. O
3-
I- 1
2-
1-/ i
0 // , l(// ////�/ll//�1�����l�ll��lll�/l
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689-SLOPE DRAINS STAGE 1 Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/21/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 8S: SLOPE DRAIN B2
Runoff = 0.92 cfs @ 0.08 hrs, Volume= 0.007 af, Depth= 0.30"
Routed to Reach 9R : SLOPE DRAIN B2
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Area (ac) C Description
0.260 0.50
0.260 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 8S: SLOPE DRAIN B2
Hydrograph
0
0.92 cfs Runoff
j +own of Wendell 10-1;r
/
duration=
Inten=7L24 irh/hlr
/ RLncff Area=Q.?6Q ap
/ Runoff Volume-0.007 af
Runoff Deph0.301"
Tc15.0mil
/ d=0.50
/
o %//��///�ll//l�//ll�/���/l�/��1�/�ll��lll�/l��///������//���//�l//l��/�l//ll/�ll�/�l���ll��/l10 1214 16 18 20 22 2426 2830323436 38 �(
0 2 4 6 8 40 42 44 46 48
Time (hours)

21689-SLOPE DRAINS STAGE 1 Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/21/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 10S: SLOPE DRAIN B3
Runoff = 14.96 cfs @ 0.08 hrs, Volume= 0.107 af, Depth= 0.30"
Routed to Reach 11 R : SLOPE DRAIN B3
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Area (ac) C Description
4.250 0.50
4.250 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 10S: SLOPE DRAIN B3
Hydrograph
■Runoff
14.96 cfs � � � � � �
15 �awwn oiVile i c 11-�6 r -
14- I I I —[
13
12= 1 —k 1 — — —I 4 I— 1 - Ifaten#724--irlIhr -
,o= L I 7 -14��ftAFelF-J• Q !
T 8 0 = - T I 1- 1 -r T 1 Prtv-?-irr?.1-O7 f -
2 n off De =0.3$
5 - CI=Ci,t
47
37 7 IT 177 1 7 1- 1 T 1 � T
- t I — —F t I H t - H
1-
o= / l(// ////l��/ll//�1�����l�ll��lll�/l
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689-SLOPE DRAINS STAGE 1 Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/21/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 12S: SLOPE DRAIN C1
Runoff = 5.46 cfs @ 0.08 hrs, Volume= 0.039 af, Depth= 0.30"
Routed to Reach 13R : SLOPE DRAIN C1
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Area (ac) C Description
1.550 0.50
1.550 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 12S: SLOPE DRAIN C1
Hydrograph
0 Runoff
5.46 cfsI
+�W o _endeii_16 r
5 duratior = nhir{,
Iiten=7- 24-irh/fir -
4 / Runoff Area=1. 59 ap
/ Run ffVolume-0.Q319-af -
3 / Runoff Depth=0.30"
- c15.0-ini i
2 /
d=0.50
/
o %//��///�ll//l�//ll�/���/l�/��1�/�ll��lll�/l��///������//���//�l//l��/�l//ll/�ll�/�l���ll��/l10 1214 16 18 20 22 2426 2830323436 38 �(
0 2 4 6 8 40 42 44 46 48
Time (hours)

21689-SLOPE DRAINS STAGE 1 Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/21/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 14S: SLOPE DRAIN C2
Runoff = 3.94 cfs @ 0.08 hrs, Volume= 0.028 af, Depth= 0.30"
Routed to Reach 17R : SLOPE DRAIN C2
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Area (ac) C Description
1.120 0.50
1.120 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 14S: SLOPE DRAIN C2
Hydrograph
1/1 0 Runoff
3.94 cfs
4 i Town' of Wendell 10-1;r
duration=
3 I fi Iitern=7l-24lrhh r
/ IRLncff Area=1.12Q ap
3 / Runpff Volume-0.028 af
o 2 / Runoff Deph=0.30"
LL
Tc15.0mil
d=0.50
1 /
/
o %//��///�ll//l�//ll�/���/l�/��1�/�ll��lll�/l��///������//���//�l//l��/�l//ll/�ll�/�l���ll��/l10 12 14 16 18 20 22 2426 2830323436 38 �(
0 2 4 6 8 40 42 44 46 48
Time (hours)

21689-SLOPE DRAINS STAGE 1 Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/21/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 15S: SLOPE DRAIN C3
Runoff = 3.91 cfs @ 0.08 hrs, Volume= 0.028 af, Depth= 0.30"
Routed to Reach 18R : SLOPE DRAIN C3
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Area (ac) C Description
1.110 0.50
1.110 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 15S: SLOPE DRAIN C3
Hydrograph
1/1 0 Runoff
3.91 cfs
• i I ' Town' of Wendell 10-1;r
duratior = nhir{,
3 F Inten=7t24i11/lir
IRL ncff Area=1.11 Q ap
3 / RUnpff Volume-0.028 af
2 Runoff Depth=0.30"
LL /
Tc15.0 mil
1 /
/
o %//��///�ll//l�//ll�/���/l�/��1�/�ll��lll�/l��///������//���//�l//l��/�l//ll/�ll�/�l���ll��/l10 1214 16 18 20 22 2426 2830323436 38 �(
0 2 4 6 8 40 42 44 46 48
Time (hours)

21689-SLOPE DRAINS STAGE 1 Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/21/2023
HydroCAD® 10.20-2d sin 09230 ©2021 HydroCAD Software Solutions LLC Page 14
Summary for Reach 3R: SLOPE DRAIN Al
Inflow Area = 3.050 ac, 0.00% Impervious, Inflow Depth = 0.30" for 10-yr event
Inflow = 10.74 cfs @ 0.08 hrs, Volume= 0.077 af
Outflow = 10.61 cfs @ 0.08 hrs, Volume= 0.077 af, Atten= 1%, Lag= 0.1 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Max. Velocity= 18.03 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 14.43 fps, Avg. Travel Time= 0.1 min
Peak Storage= 36 cf @ 0.08 hrs
Average Depth at Peak Storage= 0.71' , Surface Width= 0.91'
Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 12.65 cfs
12.0" Round Pipe
n= 0.010 PVC, smooth interior
Length= 60.1' Slope= 0.0745 '/'
Inlet Invert= 813.48', Outlet Invert= 809.00'
Reach 3R: SLOPE DRAIN Al
Hydrograph
/ ❑Inflow
10.74 cfs ❑outflow
10.61 cfs _ Inflow Area=3.050 ac
Avg. Flow Depth=0.71'
9- Max Vet=18.03 fps
8:_z/ 12.0"
7 // Round Pipe
6-/ n=0.010
5- L=60.1'
4 S=0.0745 'I'
:1*"
Capacity=12.65/
0 /,17,17/—777J
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689-SLOPE DRAINS STAGE 1 Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/21/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 15
Summary for Reach 5R: SLOPE DRAIN A2
Inflow Area = 3.120 ac, 0.00% Impervious, Inflow Depth = 0.30" for 10-yr event
Inflow = 10.98 cfs @ 0.08 hrs, Volume= 0.078 af
Outflow = 10.90 cfs @ 0.08 hrs, Volume= 0.078 af, Atten= 1%, Lag= 0.1 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Max. Velocity= 16.48 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 13.34 fps, Avg. Travel Time= 0.0 min
Peak Storage= 25 cf @ 0.08 hrs
Average Depth at Peak Storage= 0.79' , Surface Width= 0.82'
Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 11.37 cfs
12.0" Round Pipe
n= 0.010 PVC, smooth interior
Length= 37.7' Slope= 0.0602 '/'
Inlet Invert= 811.27', Outlet Invert= 809.00'
Reach 5R: SLOPE DRAIN A2
Hydrograph
A H H H T -1 + 1- H H 1 H H 0 Inflow
10 98 (- ❑Outflow
10.90 cfs �—r� T TIT T l T ITT 1 iI fl
l L-J4�cgI .�Elb�i Dieplth ol79'
10-
9- ki-ae1- 116-484PF.-
8_ - 111 .01—
Roun-d p e-
6 - f0b1 b—
LL 5-
3 ✓
2- /
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689-SLOPE DRAINS STAGE 1 Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/21/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 16
Summary for Reach 7R: SLOPE DRAIN B1
Inflow Area = 3.180 ac, 0.00% Impervious, Inflow Depth = 0.30" for 10-yr event
Inflow = 11.20 cfs @ 0.08 hrs, Volume= 0.080 af
Outflow = 11.13 cfs @ 0.08 hrs, Volume= 0.080 af, Atten= 1%, Lag= 0.1 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Max. Velocity= 20.59 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 16.31 fps, Avg. Travel Time= 0.0 min
Peak Storage= 22 cf @ 0.08 hrs
Average Depth at Peak Storage= 0.65' , Surface Width= 0.95'
Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 14.72 cfs
12.0" Round Pipe
n= 0.010 PVC, smooth interior
Length= 40.7' Slope= 0.1010 '/'
Inlet Invert= 807.11', Outlet Invert= 803.00'
0
Reach 7R: SLOPE DRAIN B1
Hydrograph
i_ + - 1 ❑Inflow
11 20 cfS
11.13 cfs -h fi t 11fIW� Arre=i.'IJ 0 Outflow
$6-aC
11� Avlg. Flbwi Dleplth OL65'
10-
9= 4 ] _ _ 4 1 4 111a?Cye1720. 9_fp
1 0"
8_ fi I rt 1 1 1
w ,_// Round Pipe
o
0 6 n0 1
5- I I I 4 4 A -L 4O.7r'
4 I fi I rt 1 1 P PAP1P
3 I Cty=172 cfs
2-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689-SLOPE DRAINS STAGE 1 Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/21/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 17
Summary for Reach 9R: SLOPE DRAIN B2
Inflow Area = 0.260 ac, 0.00% Impervious, Inflow Depth = 0.30" for 10-yr event
Inflow = 0.92 cfs @ 0.08 hrs, Volume= 0.007 af
Outflow = 0.90 cfs @ 0.08 hrs, Volume= 0.007 af, Atten= 1%, Lag= 0.1 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Max. Velocity= 11.33 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 8.73 fps, Avg. Travel Time= 0.1 min
Peak Storage= 4 cf @ 0.08 hrs
Average Depth at Peak Storage= 0.16' , Surface Width= 0.73'
Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 16.67 cfs
12.0" Round Pipe
n= 0.010 PVC, smooth interior
Length= 47.1' Slope= 0.1295 '/'
Inlet Invert= 809.10', Outlet Invert= 803.00'
Reach 9R: SLOPE DRAIN B2
Hydrograph
❑Inflow
0.92 cfs ❑Outflow
0.90 cfs Ir�flbv� Area=0. 6o a�C
// Avg. Flow Depth=0116'
Max VeI=11. 3 Ifp�
//
// Round Pipe
e p
/ n=0.616
o /
L417.1'
// S=0.1R915 ' '
// Capacity=16.67 cf
//
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689-SLOPE DRAINS STAGE 1 Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/21/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 18
Summary for Reach 11 R: SLOPE DRAIN B3
Inflow Area = 4.250 ac, 0.00% Impervious, Inflow Depth = 0.30" for 10-yr event
Inflow = 14.96 cfs @ 0.08 hrs, Volume= 0.107 af
Outflow = 14.85 cfs @ 0.08 hrs, Volume= 0.107 af, Atten= 1%, Lag= 0.1 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Max. Velocity= 17.15 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 13.63 fps, Avg. Travel Time= 0.0 min
Peak Storage= 34 cf @ 0.08 hrs
Average Depth at Peak Storage= 0.83' , Surface Width= 1.18'
Bank-Full Depth= 1.25' Flow Area= 1.2 sf, Capacity= 19.04 cfs
15.0" Round Pipe
n= 0.010 PVC, smooth interior
Length= 38.9' Slope= 0.0514 '/'
Inlet Invert= 805.00', Outlet Invert= 803.00'
Reach 11 R: SLOPE DRAIN B3
Hydrograph
/ - —1 H H H H H + — ❑Inflow
185 cfs 4 96 f� ❑Outflow
14
.f, . 144rec=I 5�a�C
14= H 1 - t 1 I l -r HAVr42.1F1bW D�epltTi Ot8 T
13
12
11 s. 1 1 _1 I I I I lI 1 .0
rt-
10= Ro u n P� e-
° 8-
7�" I I I I I
5 HIH fit I l rt HIH fit - (PA)15I4 '�
H 1 H -H I I + I 1 H- 1 C-rpla ity�119.Q4 cf
0--V 1,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689-SLOPE DRAINS STAGE 1 Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/21/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 19
Summary for Reach 13R: SLOPE DRAIN C1
Inflow Area = 1.550 ac, 0.00% Impervious, Inflow Depth = 0.30" for 10-yr event
Inflow = 5.46 cfs @ 0.08 hrs, Volume= 0.039 af
Outflow = 5.40 cfs @ 0.08 hrs, Volume= 0.039 af, Atten= 1%, Lag= 0.1 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Max. Velocity= 25.72 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 19.91 fps, Avg. Travel Time= 0.1 min
Peak Storage= 17 cf @ 0.08 hrs
Average Depth at Peak Storage= 0.31' , Surface Width= 0.93'
Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 25.45 cfs
12.0" Round Pipe
n= 0.010 PVC, smooth interior
Length= 80.6' Slope= 0.3020 '/'
Inlet Invert= 835.34', Outlet Invert= 811.00'
Reach 13R: SLOPE DRAIN C1
Hydrograph
❑Inflow
5.46 cfs ❑Outflow
5.40 cfs Inflow Area=1.550 ac
5=_z/ Avg. Flow Depth=0.31'
Max Vet=25.72 fps
4 // 12.0"
N =// Round Pipe
3-/,/ n=0.010
L=80.6'
2 // S=0.3020 'I'
// Capacity=25.45 cfs
/
/
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689-SLOPE DRAINS STAGE 1 Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/21/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 20
Summary for Reach 17R: SLOPE DRAIN C2
Inflow Area = 1.120 ac, 0.00% Impervious, Inflow Depth = 0.30" for 10-yr event
Inflow = 3.94 cfs @ 0.08 hrs, Volume= 0.028 af
Outflow = 3.89 cfs @ 0.08 hrs, Volume= 0.028 af, Atten= 1%, Lag= 0.1 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Max. Velocity= 22.83 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 17.66 fps, Avg. Travel Time= 0.1 min
Peak Storage= 15 cf @ 0.08 hrs
Average Depth at Peak Storage= 0.27' , Surface Width= 0.89'
Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 24.53 cfs
12.0" Round Pipe
n= 0.010 PVC, smooth interior
Length= 89.1' Slope= 0.2806 '/'
Inlet Invert= 836.00', Outlet Invert= 811.00'
Reach 17R: SLOPE DRAIN C2
Hydrograph
❑Inflow
3.94 cfs ❑Outflow
3.89 cfs Inflow Area=1.120 ac
// Avg. Flow Depth=0.27'
Max Vel=22.83 fps
3 // 12.0"
// Round Pipe
0 2 // n=0.010
L=89.1'
S=0.2806 'I'
1 // Capacity=24.53 cfs
//
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689-SLOPE DRAINS STAGE 1 Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/21/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 21
Summary for Reach 18R: SLOPE DRAIN C3
Inflow Area = 1.110 ac, 0.00% Impervious, Inflow Depth = 0.30" for 10-yr event
Inflow = 3.91 cfs @ 0.08 hrs, Volume= 0.028 af
Outflow = 3.89 cfs @ 0.08 hrs, Volume= 0.028 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Max. Velocity= 23.48 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 18.05 fps, Avg. Travel Time= 0.0 min
Peak Storage= 6 cf @ 0.08 hrs
Average Depth at Peak Storage= 0.26' , Surface Width= 0.88'
Bank-Full Depth= 1.00' Flow Area= 0.8 sf, Capacity= 25.53 cfs
12.0" Round Pipe
n= 0.010 PVC, smooth interior
Length= 36.2' Slope= 0.3039 '/'
Inlet Invert= 822.00', Outlet Invert= 811.00'
Reach 18R: SLOPE DRAIN C3
Hydrograph
❑Inflow
3 91 cfs ❑Outflow
3.89 cfs Inflow Area=1.110 ac
Avg. Flow Depth=0.26'
Max Vet=23.48 fps
3 // 12.0"
Round Pipe
2 n=0.010
L=36.2'
/f S=0.3039 'I'
1 Capacity=25.53 cfs
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

Al -1 <2S <4S>
OUTF LL A OUTF LL B OUTF LL C
U v U
1R 3R 5R
OUTFALL A OUTFACE B OUTFALL C
SubCat Reach 'on• 1111 Routing Diagram for 21689-SLOPE DRAINS STAGE 1 PT 2
Prepared by Morris&Ritchie Assoc Of NC, PC, Printed 9/21/2023
HydroCAD®10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC

21689-SLOPE DRAINS STAGE 1 PT 2
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/21/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 2
Area Listing (all nodes)
Area C Description
(acres) (subcatchment-numbers)
17.450 0.50 (2S, 4S, Al-1)
17.450 0.50 TOTAL AREA

21689-SLOPE DRAINS STAGE 1 PT 2
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/21/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 3
Pipe Listing (all nodes)
Line# Node In-Invert Out-Invert Length Slope n Width Diam/Height Inside-Fill
Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches)
1 1R 809.00 805.29 67.7 0.0548 0.010 0.0 18.0 0.0
2 3R 803.00 791.91 82.1 0.1351 0.010 0.0 15.0 0.0
3 5R 811.00 810.54 43.9 0.0105 0.010 0.0 18.0 0.0

21689-SLOPE DRAINS STAGE 1 PT Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/21/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 2S: OUTFALL B
Runoff = 27.04 cfs @ 0.08 hrs, Volume= 0.193 af, Depth= 0.30"
Routed to Reach 3R : OUTFALL B
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Area (ac) C Description
7.680 0.50
7.680 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2S: OUTFALL B
Hydrograph t
30 Runoff
27.04 cfs
26l ow el r
24 / I T T I T T I T TIT �ur}a#io =iii, -2
Inten24-irh/hr
16/ _ HR nOff V�I�me-0. 9�3f
LL 1_ 1Runoff Qepit 0.3II " -
IA T I H- LI ic15
18 T t ( ol.�b
6 - l T T I -
4- _
2:_,/ T
0- , l(
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689-SLOPE DRAINS STAGE 1 PT Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/21/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 4S: OUTFALL C
Runoff = 12.67 cfs @ 0.08 hrs, Volume= 0.090 af, Depth= 0.30"
Routed to Reach 5R : OUTFALL C
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Area (ac) C Description
3.600 0.50
3.600 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: OUTFALL C
Hydrograph
14 1 I ■Runoff
12.67 cfs
12-/ I I fo lvn
11-
10- IMlten#7L24 irh/hr
w 8-
o 8 V�I�me=O.990 f
LL :1-
4 I— 1 noT#f IDep#h=6.3$c-5
4 ITT TIT T T TIT T 1 T (:_O. b
37 A T H
2-
I
1
0 // l(
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689-SLOPE DRAINS STAGE 1 PT Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/21/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment Al-1: OUTFALL A
Runoff = 21.72 cfs @ 0.08 hrs, Volume= 0.155 af, Depth= 0.30"
Routed to Reach 1 R : OUTFALL A
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Area (ac) C Description
6.170 0.50
6.170 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment Al-1: OUTFALL A
+ Hydrograph
24/ H H H I ■Runoff
21.72 72 cfs - H I 1 H I H H e�dell �-
21 Y W1 0r
20= HH1 1HHHH 1HHi
19 ro = , -
18_ H H I 17 H I H H 14 I— I —I Iflte- 24--
24irlIhr -
=
16V — _
15
;� I 1 przvirie=0.1]! -9! =
LL Hoff Bepfh=0.30
- I H H 1 1 H II H H I rt 1— Ii t +c 5
8 1iH1 7 14HIHH I4I— I - I 101=0.
6
5 I � I Irt1— I 1— I �
4
2
l(
0 2 4 6 8 10 12 14// //
16 18 20 22 24 26 28 30 32// 34// 3'6 38 40 42 44 46 48
Time (hours)

21689-SLOPE DRAINS STAGE 1 PT Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/21/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 7
Summary for Reach 1 R: OUTFALL A
Inflow Area = 6.170 ac, 0.00% Impervious, Inflow Depth = 0.30" for 10-yr event
Inflow = 21.72 cfs @ 0.08 hrs, Volume= 0.155 af
Outflow = 21.45 cfs @ 0.08 hrs, Volume= 0.155 af, Atten= 1%, Lag= 0.1 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Max. Velocity= 19.39 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 15.34 fps, Avg. Travel Time= 0.1 min
Peak Storage= 75 cf @ 0.08 hrs
Average Depth at Peak Storage= 0.90' , Surface Width= 1.47'
Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 31.97 cfs
18.0" Round Pipe
n= 0.010 PVC, smooth interior
Length= 67.7' Slope= 0.0548 '/'
Inlet Invert= 809.00', Outlet Invert= 805.29'
Reach 1 R: OUTFALL A
Hydrograph
/ I 1
w
21.72 cfs o ou�tfow
21.45 cfs Iiflwul.e 7a
20 1 1 A g. lb�ai D rit OO 9O
17
15 4 4 4 4 4 1— 14 I -------1 � I—I 01—
14= eufl-d R pe-
46 13_ I I II II I I 1 1
12= f 0.1�
0 11
LL10_ # 4 4I I + 4 1 I4 4IH 4 It 6 .D'
6 5 t It I -CP1 tr1?7Lcfs
4
3
ir
0 G ���[ �%%� �lf�<!( ///(/ ,//f/l r` rr (SS rr�ss(rSs�
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689-SLOPE DRAINS STAGE 1 PT Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/21/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 8
Summary for Reach 3R: OUTFALL B
Inflow Area = 7.680 ac, 0.00% Impervious, Inflow Depth = 0.30" for 10-yr event
Inflow = 27.04 cfs @ 0.08 hrs, Volume= 0.193 af
Outflow = 26.76 cfs @ 0.08 hrs, Volume= 0.193 af, Atten= 1%, Lag= 0.1 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Max. Velocity= 28.31 fps, Min. Travel Time= 0.0 min
Avg. Velocity = 22.70 fps, Avg. Travel Time= 0.1 min
Peak Storage= 78 cf @ 0.08 hrs
Average Depth at Peak Storage= 0.90' , Surface Width= 1.12'
Bank-Full Depth= 1.25' Flow Area= 1.2 sf, Capacity= 30.86 cfs
15.0" Round Pipe
n= 0.010 PVC, smooth interior
Length= 82.1' Slope= 0.1351 '/'
Inlet Invert= 803.00', Outlet Invert= 791.91'
Reach 3R: OUTFALL B
Hydrograph
A r t I I I 1 I I fi 11 1 l 0 Inflow
27.04 cfs I ❑Outflow
26.76 cfs ]— I —F -k I—I I I—I I I— I1�ir fl�v� A�rea�-- 8 a�C
26-7 Avvl . IFIbv4 Dteplth40L9O'
24=
22 -t fi — —Ye1f21� 1Jp-
20 - 1 -HI 1 HIJ1- 1 —F -H1 I1P.'01
w '$= Round ipe
3 16- T T 7I T1T n10�1 b
0 14
12
8=
4=
0ll/� �(/ ((
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32/ 34 36 38 40 42 44 46�SS(rSs 48
Time (hours)

21689-SLOPE DRAINS STAGE 1 PT Town of Wendell 10-yr Duration=5 min, Inten=7.24 in/hr
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/21/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 9
Summary for Reach 5R: OUTFALL C
Inflow Area = 3.600 ac, 0.00% Impervious, Inflow Depth = 0.30" for 10-yr event
Inflow = 12.67 cfs @ 0.08 hrs, Volume= 0.090 af
Outflow = 12.46 cfs @ 0.09 hrs, Volume= 0.090 af, Atten= 2%, Lag= 0.2 min
Routing by Stor-Ind+Trans method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Max. Velocity= 8.94 fps, Min. Travel Time= 0.1 min
Avg. Velocity = 7.21 fps, Avg. Travel Time= 0.1 min
Peak Storage= 62 cf @ 0.08 hrs
Average Depth at Peak Storage= 1.11' , Surface Width= 1.31'
Bank-Full Depth= 1.50' Flow Area= 1.8 sf, Capacity= 13.98 cfs
18.0" Round Pipe
n= 0.010 PVC, smooth interior
Length= 43.9' Slope= 0.0105 '/'
Inlet Invert= 811.00', Outlet Invert= 810.54'
0
Reach 5R: OUTFALL C
Hydrograph
/ I
oto112.67 cfs — Inflow
12.46 cfs
Inflow Area=3.600 ac
12y i , 1 1 , 1 1 , Avg. Flow Depth=1.11'
11_ Max VeI=8.94 fps
10//
18.0"
9-
N 8 / Round Pipe
U
o 7 /
n0
6 L=43.9'
:r1
3/ Capacity=13.98 cfs
2//
oil,'##,7, , .,,,,/,„,,,,,r,77,,,,,/7/ 7.7#,A,7,77,7.,,,,"/.7,,J
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

Appendix F - Stormwater Calculations

Appendix F
Section 1 - Composite Runoff Coefficient Calculations

MORRIS &RITCHIE ASSOCIATES OF NC, PC COMPOSITE RUNOFF COEFFICIENTS DATE
Engineers, Architects, Planners, September 18, 2023
Surveyors and Landscape Architects PROJECT NAME I PROJECT NO
Fiddler's Creek 21689
LOCATION BY
530 Hinton Pond Road, Suite 104 Winston Salem EL
Knightdale, NC 27545 CHECKED BY
[phone] JRM
Post-Developed Drainage Basin Characteristics and Discharges
Coefficients
Type C Constants Used in this Sheet
1.00 1 Acre= 43560 SF
0.95
Impervious 0.95
Bare Soil 0.45
Wooded, Spa rce 0.15
Dense Lawn 2-7% 0.22
Dense Lawn >7.0% 0.35
Area in Impervious Impervious Bare Soil Wooded, Dense Lawn Dense Lawn Total Drainage Slope
Stucture Square Feet Area in Acres Area SF Area (ac) (ac) Sparce 2.0%-7% >7.0%Slope Area (ac)Check (%) Composite C
A1-1 7479.5091 0.17 6626.81 0.15 0.00 0.00 0.02 0.00 0.17 0.07 0.87
Al-2 3089.1747 0.07 1791.69 0.04 0.00 0.00 0.03 0.00 0.07 0.06 0.64
A1-3 6401.6245 0.15 4262.48 0.10 0.00 0.00 0.05 0.00 0.15 0.06 0.71
A1-4 2872.2462 0.07 1712.60 0.04 0.00 0.00 0.03 0.00 0.07 0.06 0.66
Al-5 3934.4715 0.09 2677.43 0.06 0.00 0.00 0.03 0.00 0.09 0.06 0.72
A1-6 4623.4404 0.11 2953.44 0.07 0.00 0.00 0.04 0.00 0.11 0.06 0.69
A1-7 4250.1974 0.10 2764.12 0.06 0.00 0.00 0.03 0.00 0.10 0.06 0.69
Al-8 782.8751 0.02 492.80 0.01 0.00 0.00 0.01 0.00 0.02 0.06 0.68
A1-9 2074.2779 0.05 1626.75 0.04 0.00 0.00 0.01 0.00 0.05 0.06 0.79
A1-10 3029.8901 0.07 1631.87 0.04 0.00 0.00 0.03 0.00 0.07 0.06 0.61
A1-11 4614.0335 0.11 2468.00 0.06 0.00 0.00 0.05 0.00 0.11 0.06 0.61

A1-12 19606.7702 0.45 8550.00 0.20 0.00 0.00 0.25 0.00 0.45 0.06 0.54
A1-13 23869.7628 0.55 9975.00 0.23 0.00 0.00 0.32 0.00 0.55 0.06 0.53
A1-14 14127.8319 0.32 5700.00 0.13 0.00 0.00 0.19 0.00 0.32 0.06 0.51
A1-15 2254.9774 0.05 1683.40 0.04 0.00 0.00 0.01 0.00 0.05 0.06 0.76
A1-16 3199.6413 0.07 1959.53 0.04 0.00 0.00 0.03 0.00 0.07 0.06 0.67
A1-17 4400.7095 0.10 2414.34 0.06 0.00 0.00 0.05 0.00 0.10 0.06 0.62
A1-18 3177.6106 0.07 1564.14 0.04 0.00 0.00 0.04 0.00 0.07 0.06 0.58
A1-19 525.427 0.01 400.61 0.01 0.00 0.00 0.00 0.00 0.01 0.06 0.78
A1-20 4619.2452 0.11 2470.35 0.06 0.00 0.00 0.05 0.00 0.11 0.06 0.61
A1-21 12411.8977 0.28 5657.31 0.13 0.00 0.00 0.16 0.00 0.28 0.06 0.55
A2-1 33213.2107 0.76 11400.00 0.26 0.00 0.00 0.50 0.00 0.76 0.06 0.47
A2-2 23191.6908 0.53 8550.00 0.20 0.00 0.00 0.34 0.00 0.53 0.06 0.49
A2-3 20984.2698 0.48 7600.95 0.17 0.00 0.00 0.31 0.00 0.48 0.06 0.48
A2-4 17213.1921 0.40 3799.05 0.09 0.00 0.00 0.31 0.00 0.40 0.06 0.38
A2-5 3718.4364 0.09 2734.36 0.06 0.00 0.00 0.02 0.00 0.09 0.06 0.76
A2-6 6769.5479 0.16 4364.75 0.10 0.00 0.00 0.06 0.00 0.16 0.06 0.69
A2-7 5797.2768 0.13 3444.63 0.08 0.00 0.00 0.05 0.00 0.13 0.06 0.65
A2-8 7679.158 0.18 4567.56 0.10 0.00 0.00 0.07 0.00 0.18 0.06 0.65
A2-9 8017.3501 0.18 5414.14 0.12 0.00 0.00 0.06 0.00 0.18 0.06 0.71
A2-10 1556.8106 0.04 929.99 0.02 0.00 0.00 0.01 0.00 0.04 0.06 0.66
A2-11 5060.045 0.12 3078.46 0.07 0.00 0.00 0.05 0.00 0.12 0.06 0.66
A2-12 2490.9627 0.06 1925.11 0.04 0.00 0.00 0.01 0.00 0.06 0.06 0.78
A2-13 1275.7858 0.03 939.84 0.02 0.00 0.00 0.01 0.00 0.03 0.06 0.76
A2-14 3766.3926 0.09 2776.01 0.06 0.00 0.00 0.02 0.00 0.09 0.06 0.76
A2-15 3600.7737 0.08 2677.45 0.06 0.00 0.00 0.02 0.00 0.08 0.06 0.76

A2-16 2933.1678 0.07 2180.34 0.05 0.00 0.00 0.02 0.00 0.07 0.06 0.76
A2-17 2537.0103 0.06 1885.85 0.04 0.00 0.00 0.01 0.00 0.06 0.06 0.76
A2-18 2344.1769 0.05 1770.54 0.04 0.00 0.00 0.01 0.00 0.05 0.06 0.77
A2-19 4455.4282 0.10 3296.60 0.08 0.00 0.00 0.03 0.00 0.10 0.06 0.76
A2-20 4302.5746 0.10 3176.44 0.07 0.00 0.00 0.03 0.00 0.10 0.06 0.76
A2-21 3224.1279 0.07 2386.24 0.05 0.00 0.00 0.02 0.00 0.07 0.06 0.76

WORRIS &RITCHIE ASSOCIATES OF NC, PC COMPOSITE RUNOFF COEFFICIENTS DATE
Engineers, Architects, Planners, September 18, 2023
Surveyors and Landscape Architects PROJECT NAME [PROJECT NO
Fiddler's Creek 21689
LOCATION BY
530 Hinton Pond Road, Suite 104 Winston Salem EL
Knightdale, NC 27545 CHECKED BY
[phone] Storm B JRM
Post-Developed Drainage Basin Characteristics and Discharges
Coefficients
Type C Constants Used in this Sheet
1.00 1 Acre= 43560 SF
0.95
Impervious 0.95
Bare Soil 0.45
Wooded,Spa rce 0.15
Dense Lawn 2-7% 0.22
Dense Lawn >7.0% 0.35
Impervious Impervious Bare Soil Wooded, Dense Lawn Dense Lawn Total Drainage
Stucture Area in Square Feet Area in Acres Area SF Area (ac) (ac) Sparce 2.0%-7% >7.0%Slope Area (ac)Check Composite C
B1-1 8720.0989 0.20 7495.33 0.17 0.00 0.00 0.03 0.00 0.20 0.85
B1-2 8945.7435 0.21 4847.82 0.11 0.00 0.00 0.09 0.00 0.21 0.62
B1-3 2081.9187 0.05 1807.83 0.04 0.00 0.00 0.01 0.00 0.05 0.85
B1-4 3570.0141 0.08 2460.00 0.06 0.00 0.00 0.03 0.00 0.08 0.72
B1-5 3763.1344 0.09 2486.85 0.06 0.00 0.00 0.03 0.00 0.09 0.70
B1-6 2095.3077 0.05 1573.91 0.04 0.00 0.00 0.01 0.00 0.05 0.77
B1-7 2829.4307 0.06 1692.84 0.04 0.00 0.00 0.03 0.00 0.06 0.66
B1-8 7663.6029 0.18 4472.27 0.10 0.00 0.00 0.07 0.00 0.18 0.65
B1-9 2645.5587 0.06 1185.39 0.03 0.00 0.00 0.03 0.00 0.06 0.55
B1-10 3070.1269 0.07 1860.62 0.04 0.00 0.00 0.03 0.00 0.07 0.66
B1-11 6277.0132 0.14 4236.27 0.10 0.00 0.00 0.05 0.00 0.14 0.71

B1-12 1382.9861 0.03 959.16 0.02 0.00 0.00 0.01 0.00 0.03 0.73
B1-13 676.0429 0.02 485.23 0.01 0.00 0.00 0.00 0.00 0.02 0.74
B1-14 5951.1373 0.14 4066.35 0.09 0.00 0.00 0.04 0.00 0.14 0.72
B1-15 2676.9421 0.06 1920.91 0.04 0.00 0.00 0.02 0.00 0.06 0.74
B1-16 4069.6794 0.09 3264.57 0.07 0.00 0.00 0.02 0.00 0.09 0.81
B1-17 4388.4042 0.10 2135.41 0.05 0.00 0.00 0.05 0.00 0.10 0.58
B1-18 1259.7584 0.03 1171.55 0.03 0.00 0.00 0.00 0.00 0.03 0.90
B1-19 23721.0147 0.54 9262.50 0.21 0.00 0.00 0.33 0.00 0.54 0.51
B1-20 30277.8049 0.70 7837.50 0.18 0.00 0.00 0.52 0.00 0.70 0.41
B1-21 11304.1948 0.26 4056.08 0.09 0.00 0.00 0.17 0.00 0.26 0.48
B1-22 8310.9509 0.19 5057.18 0.12 0.00 0.00 0.07 0.00 0.19 0.66
B1-23 1548.3232 0.04 1120.04 0.03 0.00 0.00 0.01 0.00 0.04 0.75
B1-24 2724.174 0.06 1695.93 0.04 0.00 0.00 0.02 0.00 0.06 0.67
B1-25 2238.1301 0.05 2238.13 0.05 0.00 0.00 0.00 0.00 0.05 0.95
B1-26 2563.66 0.06 2454.9197 0.06 0.00 0.00 0.00 0.00 0.06 0.92
B1-27 7088.4172 0.16 4615.76 0.11 0.00 0.00 0.06 0.00 0.16 0.70
B1-28 2096.472 0.05 1555.20 0.04 0.00 0.00 0.01 0.00 0.05 0.76
B1-29 3289.5747 0.08 2103.10 0.05 0.00 0.00 0.03 0.00 0.08 0.69
B1-30 8850.546 0.20 5872.91 0.13 0.00 0.00 0.07 0.00 0.20 0.70
B1-31 3401.6366 0.08 2394.75 0.05 0.00 0.00 0.02 0.00 0.08 0.73
B1-32 3574.0842 0.08 2465.31 0.06 0.00 0.00 0.03 0.00 0.08 0.72
B1-33 6231.8898 0.14 4251.47 0.10 0.00 0.00 0.05 0.00 0.14 0.72
B1-34 18639.1026 0.43 7125.00 0.16 0.00 0.00 0.26 0.00 0.43 0.50
B1-35 9053.5673 0.21 5700.00 0.13 0.00 0.00 0.08 0.00 0.21 0.68
B1-36 22688.4436 0.52 8550.00 0.20 0.00 0.00 0.32 0.00 0.52 0.50

B1-37 33411.3365 0.77 14250.00 0.33 0.00 0.00 0.44 0.00 0.77 0.53
B1-38 9938.8951 0.23 6608.66 0.15 0.00 0.00 0.08 0.00 0.23 0.71
B1-39 19176.2992 0.44 7837.50 0.18 0.00 0.00 0.26 0.00 0.44 0.52
B1-40 26508.898 0.61 9262.50 0.21 0.00 0.00 0.40 0.00 0.61 0.48
B2-1 (JOINT, not a catch
0.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0!
basin)
B2-2 19441 0.45 7050.00 0.16 0.00 0.00 0.28 0.00 0.45 0.48
B2-3 15605 0.36 6580.00 0.15 0.00 0.00 0.21 0.00 0.36 0.53
B2-4 9939.5084 0.23 3525.00 0.08 0.00 0.00 0.15 0.00 0.23 0.48
B2-5 10432.8591 0.24 5875.00 0.13 0.00 0.00 0.10 0.00 0.24 0.63
B2-6 18290.7081 0.42 8302.55 0.19 0.00 0.00 0.23 0.00 0.42 0.55
B2-7 3229.1052 0.07 1567.45 0.04 0.00 0.00 0.04 0.00 0.07 0.57

MORRIS &RITCHIE ASSOCIATES OF NC, PC COMPOSITE RUNOFF COEFFICIENTS DATE
Engineers, Architects, Planners, September 18, 2023
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Fiddler's Creek 21689
LOCATION BY
530 Hinton Pond Road, Suite 104 Winston Salem EL
Knightdale, NC 27545 CHECKED BY
[phone] Storm C JRM
Post-Developed Drainage Basin Characteristics and Discharges
Coefficients
Type C Constants Used in this Sheet
1.00 1 Acre= 43560 SF
0.95
Impervious 0.95
Bare Soil 0.45
Wooded, Spa rce 0.15
Dense Lawn 2-7% 0.22
Dense Lawn >7.0% 0.35
Area in Impervious Impervious Bare Soil Wooded, Dense Lawn Dense Lawn Total
Stucture Square Feet Area in Acres NOT USED Area SF Area (ac) (ac) Spa rce 2.0%-7% >7.0%Slope Drainag Composite C
C1-1 4219.8103 0.10 0.00 2794.00 0.06 0.00 0.00 0.03 0.00 0.10 0.70
C1-2 4854.7218 0.11 0.00 3055.17 0.07 0.00 0.00 0.04 0.00 0.11 0.68
C1-3 2041.7938 0.05 0.00 1390.77 0.03 0.00 0.00 0.01 0.00 0.05 0.72
C1-4 8887.8855 0.20 0.00 7602.34 0.17 0.00 0.00 0.03 0.00 0.20 0.84
C1-5 2995.7468 0.07 0.00 2201.16 0.05 0.00 0.00 0.02 0.00 0.07 0.76
C1-6 3019.6641 0.07 0.00 2341.27 0.05 0.00 0.00 0.02 0.00 0.07 0.79
C1-7 2209.1162 0.05 0.00 1656.62 0.04 0.00 0.00 0.01 0.00 0.05 0.77
C1-8 5544.2384 0.13 0.00 3776.95 0.09 0.00 0.00 0.04 0.00 0.13 0.72
C1-9 2656.0237 0.06 0.00 1801.81 0.04 0.00 0.00 0.02 0.00 0.06 0.72
C1-10 6917.9186 0.16 0.00 4513.33 0.10 0.00 0.00 0.06 0.00 0.16 0.70
C1-11 2224.9574 0.05 0.00 1442.52 0.03 0.00 0.00 0.02 0.00 0.05 0.69

C1-12 3189.7038 0.07 0.00 2260.04 0.05 0.00 0.00 0.02 0.00 0.07 0.74
C1-13 5758.5663 0.13 0.00 3296.62 0.08 0.00 0.00 0.06 0.00 0.13 0.64
C1-14 5449.3807 0.13 0.00 2955.78 0.07 0.00 0.00 0.06 0.00 0.13 0.62
C1-15 36136.1157 0.83 0.00 7980.00 0.18 0.00 0.00 0.65 0.00 0.83 0.38
C1-16 23254.0782 0.53 0.00 9069.05 0.21 0.00 0.00 0.33 0.00 0.53 0.50
C1-17 20836.8478 0.48 0.00 9400.00 0.22 0.00 0.00 0.26 0.00 0.48 0.55
C1-18 9472.8443 0.22 0.00 4230.00 0.10 0.00 0.00 0.12 0.00 0.22 0.55
C1-19 22823.8818 0.52 0.00 9020.00 0.21 0.00 0.00 0.32 0.00 0.52 0.51
C1-20 1182 0.03 0.00 909.72 0.02 0.00 0.00 0.01 0.00 0.03 0.78
C1-21 16201.3025 0.37 0.00 12000.00 0.28 0.00 0.00 0.10 0.00 0.37 0.76

Appendix F
Section 2A - Storm A Reports

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
Outfall
22 Outfall
43
23 N
24
42
2
25
41
26
4,
3
27
3•
28
3; 4
29
30 15
31 5 14
32 13
37
1
• • • • • 12
33 7 21 8 20 9 19 10 18 11 17
34
35 36
Project File: 2023.8.28 Storm A.stm Number of lines:43 Date:9/18/2023
Storm Sewers v2022 00

Structure Report Page1
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
1 A2-1 DropGrate 812.91 Rect 4.00 4.00 24 Cir 808.47 18 Cir 808.97
2 A2-2 DropGrate 821.63 Rect 4.00 4.00 18 Cir 814.16 18 Cir 814.36
3 A2-3 DropGrate 832.49 Rect 4.00 4.00 18 Cir 823.50 15 Cir 823.70
4 A2-4 DropGrate 838.00 Rect 2.00 2.00 15 Cir 832.15 15 Cir 832.35
5 A2-5 Combination 848.15 Rect 4.00 4.00 15 Cir 838.78 15 Cir 838.98
6 A2-6 Combination 848.44 Rect 4.00 4.00 15 Cir 840.33 15 Cir 840.53
7 A2-7 Combination 850.53 Rect 4.00 4.00 15 Cir 845.40 15 Cir 845.60
15 Cir 845.60
8 A2-8 Combination 851.82 Rect 4.00 4.00 15 Cir 846.89 15 Cir 847.09
15 Cir 847.09
9 A2-9 Combination 854.45 Rect 4.00 4.00 15 Cir 849.65 15 Cir 849.85
15 Cir 849.85
10 A2-10 Combination 863.06 Rect 4.00 4.00 15 Cir 856.63 15 Cir 856.83
15 Cir 856.83
11 A2-11 Combination 868.38 Rect 4.00 4.00 15 Cir 862.43 15 Cir 862.63
15 Cir 862.63
12 A2-12 Combination 873.10 Rect 4.00 4.00 15 Cir 868.06 15 Cir 868.26
15 Cir 868.26
13 A2-13 Combination 875.10 Rect 4.00 4.00 15 Cir 870.14 15 Cir 870.34
14 A2-14 Combination 876.24 Rect 4.00 4.00 15 Cir 871.10 15 Cir 871.30
15 A2-15 Combination 876.08 Rect 4.00 4.00 15 Cir 871.51
16 A2-16 Combination 873.12 Rect 4.00 4.00 15 Cir 869.56
17 A2-17 Combination 868.25 Rect 4.00 4.00 15 Cir 863.93
18 A2-18 Combination 863.30 Rect 4.00 4.00 15 Cir 858.13
19 A2-19 Combination 854.45 Rect 4.00 4.00 15 Cir 850.63
20 A2-20 Combination 851.82 Rect 4.00 4.00 15 Cir 847.87
Project File: 2023.8.28 Storm A.stm Number of Structures:43 Run Date: 9/18/2023
Storm Sewers v2022.00

Structure Report Page2
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev -
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
21 A2-21 Combination 850.53 Rect 4.00 4.00 15 Cir 846.10
22 Al-1 Combination 816.46 Rect 4.00 4.00 24 Cir 809.25 24 Cir 809.45
15 Cir 810.20
23 A1-2 Combination 817.32 Rect 4.00 4.00 24 Cir 809.77 24 Cir 809.97
24 Al-3 Combination 818.45 Rect 4.00 4.00 24 Cir 813.27 18 Cir 813.77
15 Cir 814.02
25 Al-4 Combination 826.45 Rect 4.00 4.00 18 Cir 817.34 18 Cir 817.54
15 Cir 817.79
26 Al-5 Combination 831.30 Rect 4.00 4.00 18 Cir 822.52 18 Cir 822.72
15 Cir 822.97
27 A1-6 Combination 835.00 Rect 4.00 4.00 18 Cir 828.22 15 Cir 828.67
15 Cir 828.67
28 A1-7 Combination 838.01 Rect 4.00 4.00 15 Cir 830.20 18 Cir 830.15
15 Cir 830.38
29 A1-8 Combination 838.89 Rect 4.00 4.00 18 Cir 834.00 18 Cir 834.20
30 A1-9 Combination 839.39 Rect 4.00 4.00 18 Cir 835.18 18 Cir 835.38
31 Al-10 Combination 839.42 Rect 4.00 4.00 18 Cir 835.52 15 Cir 835.77
32 Al-11 Combination 843.45 Rect 4.00 4.00 15 Cir 836.54 15 Cir 836.74
15 Cir 836.74
33 M 237 Manhole 845.00 Rect 2.00 2.00 15 Cir 838.84 15 Cir 838.84
34 A1-12 DropGrate 844.04 Rect 4.00 4.00 15 Cir 840.31 15 Cir 840.51
35 A1-13 DropGrate 849.40 Rect 4.00 4.00 15 Cir 845.35 15 Cir 845.55
36 Al-14 DropGrate 851.00 Rect 4.00 4.00 15 Cir 847.56
37 A1-15 Combination 843.31 Rect 4.00 4.00 15 Cir 838.04
38 Al-16 Combination 838.00 Rect 4.00 4.00 15 Cir 831.70
39 A1-17 Combination 835.00 Rect 4.00 4.00 15 Cir 829.97
Project File: 2023.8.28 Storm A.stm Number of Structures:43 Run Date: 9/18/2023
Storm Sewers v2022.00

Structure Report Page3
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev -
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
40 A1-18 Combination 831.23 Rect 4.00 4.00 15 Cir 824.32
41 A1-19 Combination 826.28 Rect 4.00 4.00 15 Cir 819.29
42 A1-20 Combination 818.68 Rect 4.00 4.00 15 Cir 814.16
43 Al-21 Combination 817.56 Rect 4.00 4.00 15 Cir 811.38
Project File: 2023.8.28 Storm A.stm Number of Structures:43 Run Date: 9/18/2023
Storm Sewers v2022.00

Storm Sewer Summary Report Page 1
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 Pipe A2-1 10.36 24 Cir 103.860 807.95 808.47 0.501 809.10 809.66 0.54 810.20 End DropGrate
2 Pipe A2-2 8.90 18 Cir 208.518 808.97 814.16 2.489 810.20 815.31 n/a 815.31 j 1 DropGrate
3 Pipe A2-3 7.80 18 Cir 152.254 814.36 823.50 6.003 815.31 824.58 0.25 824.58 2 DropGrate
4 Pipe A2-4 6.79 15 Cir 155.792 823.70 832.15 5.424 824.58 833.20 n/a 833.20 3 DropGrate
5 Pipe A2-5 5.62 15 Cir 128.629 832.35 838.78 4.999 833.20 839.74 0.24 839.74 4 Combination
6 Pipe A2-6 5.30 15 Cir 26.000 838.98 840.33 5.192 839.74 841.26 0.68 841.26 5 Combination
7 Pipe A2-7 4.84 15 Cir 149.982 840.53 845.40 3.247 841.26 846.29 0.62 846.29 6 Combination
8 Pipe A2-8 4.23 15 Cir 128.999 845.60 846.89 1.000 846.34 847.72 n/a 847.72 7 Combination
9 Pipe A2-9 3.35 15 Cir 171.034 847.09 849.65 1.497 847.72 850.39 0.46 850.39 8 Combination
10 Pipe A2-10 2.39 15 Cir 178.152 849.85 856.63 3.806 850.39 857.25 n/a 857.25 9 Combination
11 Pipe A2-11 2.10 15 Cir 98.156 856.83 862.43 5.705 857.25 863.01 n/a 863.01 10 Combination
12 Pipe A2-12 1.48 15 Cir 108.525 862.63 868.06 5.003 863.01 868.54 0.27 868.54 11 Combination
13 Pipe A2-13 0.94 15 Cir 75.061 868.26 870.14 2.505 868.54 870.52 n/a 870.52 12 Combination
14 Pipe A2-14 0.84 15 Cir 51.054 870.34 871.10 1.489 870.62 871.46 0.19 871.46 13 Combination
15 Pipe A2-15 0.42 15 Cir 26.000 871.30 871.51 0.808 871.53 871.76 n/a 871.76 14 Combination
16 Pipe A2-16 0.37 15 Cir 25.970 868.26 869.56 5.006 868.54 869.79 n/a 869.79 j 12 Combination
17 Pipe A2-17 0.31 15 Cir 26.000 862.63 863.93 5.000 863.01 864.15 n/a 864.15 j 11 Combination
18 Pipe A2-18 0.27 15 Cir 26.009 856.83 858.13 4.998 857.25 858.33 n/a 858.33 j 10 Combination
19 Pipe A2-19 0.52 15 Cir 26.000 849.85 850.63 3.000 850.39 850.91 n/a 850.91 j 9 Combination
20 Pipe A2-20 0.52 15 Cir 26.000 847.09 847.87 3.000 847.72 848.15 n/a 848.15 j 8 Combination
21 Pipe A2-21 0.37 15 Cir 26.000 845.60 846.10 1.923 846.29 846.33 n/a 846.33 j 7 Combination
22 Pipe Al-1 9.30 24 Cir 45.119 809.00 809.25 0.554 810.06 810.34 0.62 810.34 End Combination
23 Pipe A1-2 7.99 24 Cir 58.016 809.45 809.77 0.552 810.42 810.78 0.42 810.78 22 Combination
24 Pipe Al-3 8.08 24 Cir 71.868 809.97 813.27 4.591 810.78 814.28 n/a 814.28 23 Combination
Project File: 2023.8.28 Storm A.stm Number of lines:43 Run Date:9/18/2023
NOTES: Return period= 10 Yrs. ;j-Line contains hyd.jump.
Storm Sewers v2022.00

Storm Sewer Summary Report Page2
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
25 Pipe A1-4 7.37 18 Cir 142.267 813.77 817.34 2.509 814.47 818.39 0.72 818.39 24 Combination
26 Pipe Al-5 7.83 18 Cir 63.803 817.54 822.52 7.805 818.39 823.60 n/a 823.60 25 Combination
27 Pipe Al-6 7.35 18 Cir 87.434 822.72 828.22 6.290 823.60 829.27 n/a 829.27 26 Combination
28 Pipe A1-7 6.69 15 Cir 102.435 828.67 830.20 1.494 829.55 831.24 0.88 831.24 27 Combination
29 Pipe Al-8 6.16 18 Cir 92.091 830.15 834.00 4.181 831.24 834.96 n/a 834.96 j 28 Combination
30 Pipe Al-9 6.11 18 Cir 29.255 834.20 835.18 3.350 834.96 836.13 n/a 836.13 29 Combination
31 Pipe A1-10 5.92 18 Cir 28.010 835.38 835.52 0.500 836.39 836.53 0.51 837.04 30 Combination
32 Pipe Al-11 5.73 15 Cir 67.693 835.77 836.54 1.137 837.04 837.51 n/a 837.51 j 31 Combination
33 Pipe A1-12(1) 5.19 15 Cir 54.010 836.74 838.84 3.888 837.51 839.76 0.28 839.76 32 Manhole
34 Pipe Al-12 3.93 15 Cir 119.594 838.84 840.31 1.229 839.76 841.11 n/a 841.11 j 33 DropGrate
35 Pipe A1-13 2.69 15 Cir 195.891 840.51 845.35 2.471 841.11 846.01 n/a 846.01 34 DropGrate
36 Pipe Al-14 1.13 15 Cir 201.010 845.55 847.56 1.000 846.01 847.98 n/a 847.98 j 35 DropGrate
37 Pipe Al-15 0.26 15 Cir 26.000 836.74 838.04 5.000 837.51 838.24 n/a 838.24 j 32 Combination
38 Pipe Al-16 0.32 15 Cir 26.000 830.38 831.70 5.077 831.24 831.92 n/a 831.92 j 28 Combination
39 Pipe Al-17 0.43 15 Cir 25.967 828.67 829.97 5.006 829.27 830.22 n/a 830.22 j 27 Combination
40 Pipe Al-18 0.28 15 Cir 27.068 822.97 824.32 4.988 823.60 824.52 n/a 824.52 j 26 Combination
41 Pipe Al-19 0.05 15 Cir 27.196 817.79 819.29 5.516 818.39 819.38 n/a 819.38 j 25 Combination
42 Pipe A1-20 0.46 15 Cir 28.920 814.02 814.16 0.484 814.29 814.43 0.09 814.52 24 Combination
43 Pipe Al-21 1.06 15 Cir 58.899 810.20 811.38 2.003 810.49 811.79 n/a 811.79 22 Combination
Project File: 2023.8.28 Storm A.stm Number of lines:43 Run Date:9/18/2023
NOTES: Return period= 10 Yrs. ;j-Line contains hyd.jump.
Storm Sewers v2022.00

Inlet Report Page 1
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 A2-1 2.43 1.86 4.29 0.00 DrGrt 0.0 0.00 2.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.27 29.31 0.27 29.31 0.0 Off
2 A2-2 1.79 1.14 1.07 1.86 DrGrt 0.0 0.00 0.00 3.00 2.00 0.064 2.00 0.020 0.020 0.013 0.10 12.10 0.10 12.10 0.0 1
3 A2-3 1.59 0.37 0.82 1.14 DrGrt 0.0 0.00 0.00 3.00 2.00 0.049 2.00 0.020 0.020 0.013 0.09 11.10 0.09 11.10 0.0 2
4 A2-4 1.78 0.00 1.40 0.37 DrGrt 0.0 0.00 0.00 7.22 2.00 0.033 2.00 0.020 0.020 0.013 0.10 12.10 0.10 12.10 0.0 3
5 A2-5 0.47 0.01 0.48 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.037 2.00 0.050 0.020 0.013 0.11 2.61 0.18 0.32 2.0 37
6 A2-6 0.76 0.08 0.79 0.05 Comb 6.0 3.00 0.00 3.00 2.00 0.036 2.00 0.050 0.020 0.013 0.14 3.83 0.22 0.98 2.0 32
7 A2-7 0.58 0.13 0.64 0.08 Comb 6.0 3.00 0.00 3.00 2.00 0.011 2.00 0.050 0.020 0.013 0.16 4.87 0.24 1.44 2.0 6
8 A2-8 0.81 0.07 0.74 0.13 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.17 5.52 0.26 1.77 2.0 7
9 A2-9 0.88 0.00 0.81 0.07 Comb 6.0 3.00 0.00 3.00 2.00 0.032 2.00 0.050 0.020 0.013 0.14 4.07 0.22 1.11 2.0 8
10 A2-10 0.18 0.00 0.18 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.054 2.00 0.050 0.020 0.013 0.07 1.45 0.17 0.00 2.0 9
11 A2-11 0.55 0.00 0.54 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.053 2.00 0.050 0.020 0.013 0.11 2.48 0.18 0.22 2.0 10
12 A2-12 0.32 0.00 0.32 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.036 2.00 0.050 0.020 0.013 0.10 1.94 0.17 0.00 2.0 11
13 A2-13 0.16 0.01 0.17 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.020 2.00 0.050 0.020 0.013 0.08 1.69 0.17 0.00 2.0 12
14 A2-14 0.47 0.00 0.46 0.01 Comb 6.0 3.00 0.00 3.00 2.00 0.020 2.00 0.050 0.020 0.013 0.12 3.19 0.20 0.61 2.0 13
15 A2-15 0.42 0.00 0.41 0.01 Comb 6.0 3.00 0.00 3.00 2.00 0.020 2.00 0.050 0.020 0.013 0.12 2.94 0.19 0.47 2.0 16
16 A2-16 0.37 0.01 0.37 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.036 2.00 0.050 0.020 0.013 0.10 2.11 0.17 0.00 2.0 17
17 A2-17 0.31 0.00 0.31 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.053 2.00 0.050 0.020 0.013 0.09 1.78 0.17 0.00 2.0 18
18 A2-18 0.27 0.00 0.27 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.054 2.00 0.050 0.020 0.013 0.08 1.67 0.17 0.00 2.0 19
19 A2-19 0.52 0.00 0.52 0.01 Comb 6.0 3.00 0.00 3.00 2.00 0.032 2.00 0.050 0.020 0.013 0.12 2.92 0.19 0.47 2.0 20
20 A2-20 0.52 0.01 0.49 0.04 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.14 4.25 0.22 1.11 2.0 21
21 A2-21 0.37 0.04 0.39 0.01 Comb 6.0 3.00 0.00 3.00 2.00 0.011 2.00 0.050 0.020 0.013 0.13 3.51 0.20 0.75 2.0 5
22 A1-1 1.02 0.24 1.26 0.00 Comb 6.0 3.00 2.00 3.00 2.00 Sag 2.00 0.050 0.020 0.000 0.12 2.99 0.29 2.99 2.0 Off
23 Al-2 0.00 0.01 0.01 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.070 2.00 0.050 0.020 0.013 0.02 0.45 0.17 0.00 2.0 22
Project File: 2023.8.28 Storm A.stm Number of lines:43 Run Date: 9/18/2023
NOTES: Inlet N-Values=0.016; Intensity=69.46/(Inlet time+12.50)A 0.81; Return period=10 Yrs. ; *Indicates Known Q added.All curb inlets are Horiz throat.
Storm Sewers v2022.00

Inlet Report Page2
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
24 A1-3 0.73 0.00 0.73 0.01 Comb 6.0 3.00 0.00 3.00 2.00 0.070 2.00 0.050 0.020 0.013 0.12 2.80 0.19 0.43 2.0 23
25 A1-4 0.32 0.00 0.32 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.063 2.00 0.050 0.020 0.013 0.09 1.74 0.17 0.00 2.0 24
26 A1-5 0.45 0.00 0.45 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.063 2.00 0.050 0.020 0.013 0.10 1.98 0.17 0.00 2.0 25
27 A1-6 0.52 0.01 0.53 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.041 2.00 0.050 0.020 0.013 0.11 2.71 0.18 0.35 2.0 26
28 A1-7 0.48 0.00 0.46 0.01 Comb 6.0 3.00 0.00 3.00 2.00 0.018 2.00 0.050 0.020 0.013 0.13 3.32 0.20 0.68 2.0 27
29 A1-8 0.09 0.00 0.09 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.005 2.00 0.050 0.020 0.013 0.09 1.76 0.17 0.00 2.0 28
30 A1-9 0.27 0.00 0.27 0.00 Comb 6.0 3.00 2.00 3.00 2.00 Sag 2.00 0.050 0.020 0.000 -0.01 1.17 0.16 1.17 2.0 Off
31 A1-10 0.29 0.00 0.29 0.00 Comb 6.0 3.00 2.00 3.00 2.00 Sag 2.00 0.050 0.020 0.000 0.00 1.22 0.16 1.22 2.0 Off
32 A1-11 0.46 0.05 0.52 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.061 2.00 0.050 0.020 0.013 0.10 2.23 0.17 0.00 2.0 31
33 M 237 1.68 0.00 0.00 1.68 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
34 A1-12 1.68 1.28 2.96 0.00 DrGrt 0.0 0.00 2.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.21 23.32 0.21 23.32 0.0 Off
35 A1-13 2.01 0.47 1.20 1.28 DrGrt 0.0 0.00 0.00 3.00 2.00 0.010 2.00 0.020 0.020 0.013 0.14 16.10 0.14 16.10 0.0 34
36 A1-14 1.13 0.00 0.66 0.47 DrGrt 0.0 0.00 0.00 3.00 2.00 0.010 2.00 0.020 0.020 0.013 0.10 12.10 0.10 12.10 0.0 35
37 A1-15 0.26 0.00 0.26 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.061 2.00 0.050 0.020 0.013 0.08 1.63 0.17 0.00 2.0 30
38 A1-16 0.32 0.00 0.32 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.018 2.00 0.050 0.020 0.013 0.11 2.51 0.18 0.26 2.0 39
39 A1-17 0.43 0.00 0.43 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.041 2.00 0.050 0.020 0.013 0.11 2.26 0.17 0.00 2.0 40
40 A1-18 0.28 0.00 0.28 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.063 2.00 0.050 0.020 0.013 0.08 1.65 0.17 0.00 2.0 41
41 A1-19 0.05 0.00 0.05 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.063 2.00 0.050 0.020 0.013 0.04 0.89 0.17 0.00 2.0 42
42 A1-20 0.46 0.00 0.43 0.03 Comb 6.0 3.00 0.00 3.00 2.00 0.007 2.00 0.050 0.020 0.013 0.15 4.34 0.22 1.12 2.0 43
43 A1-21 1.06 0.03 0.86 0.24 Comb 6.0 3.00 0.00 3.00 2.00 0.005 2.00 0.050 0.020 0.013 0.20 7.20 0.29 3.21 2.0 22
Project File: 2023.8.28 Storm A.stm Number of lines:43 Run Date: 9/18/2023
NOTES: Inlet N-Values=0.016; Intensity=69.46/(Inlet time+12.50)A 0.81; Return period=10 Yrs. ; *Indicates Known Q added.All curb inlets are Horiz throat.
Storm Sewers v2022.00

Hydraulic Grade Line Computations Pagel
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 24 10.36 807.95 809.10 1.15 1.87 5.53 0.48 809.58 0.528 103.860808.47 809.66 1.19 1.95 5.31 0.44 810.10 0.475 0.502 0.521 1.23 0.54
2 18 8.90 808.97 810.20 1.23 1.46 5.74 0.58 810.78 0.000 208.518814.16 815.31 j 1.15** 1.46 6.10 0.58 815.89 0.000 0.000 n/a 0.50 0.29
3 18 7.80 814.36 815.31 0.95 1.18 6.58 0.51 815.82 0.000 152.254823.50 824.58 1.08"" 1.36 5.72 0.51 825.09 0.000 0.000 n/a 0.50 0.25
4 15 6.79 823.70 824.58 0.88 0.92 7.34 0.60 825.18 0.000 155.792832.15 833.20 1.05** 1.10 6.19 0.60 833.79 0.000 0.000 n/a 0.50 n/a
5 15 5.62 832.35 833.20 0.85 0.88 6.36 0.48 833.68 0.000 128.629838.78 839.74 0.96** 1.01 5.56 0.48 840.22 0.000 0.000 n/a 0.50 0.24
6 15 5.30 838.98 839.74 0.76 0.78 6.79 0.45 840.19 0.000 26.000 840.33 841.26 0.93** 0.98 5.40 0.45 841.72 0.000 0.000 n/a 1.50 0.68
7 15 4.84 840.53 841.26 0.73 0.75 6.48 0.42 841.68 0.000 149.982845.40 846.29 0.89** 0.94 5.17 0.42 846.71 0.000 0.000 n/a 1.50 0.62
8 15 4.23 845.60 846.34 0.74* 0.75 5.61 0.37 846.71 0.000 128.999846.89 847.72 0.83** 0.87 4.87 0.37 848.09 0.000 0.000 n/a 1.50 n/a
9 15 3.35 847.09 847.72 0.63 0.62 5.38 0.31 848.03 0.000 171.034849.65 850.39 0.74** 0.75 4.45 0.31 850.69 0.000 0.000 n/a 1.50 0.46
10 15 2.39 849.85 850.39 0.54 0.50 4.75 0.24 850.63 0.000 178.152856.63 857.25 0.62"" 0.61 3.96 0.24 857.49 0.000 0.000 n/a 1.50 n/a
11 15 2.10 856.83 857.25 0.42 0.36 5.84 0.22 857.47 0.000 98.156 862.43 863.01 0.58** 0.55 3.79 0.22 863.23 0.000 0.000 n/a 1.50 n/a
12 15 1.48 862.63 863.01 0.38 0.31 4.72 0.18 863.19 0.000 108.525868.06 868.54 0.48"" 0.43 3.40 0.18 868.72 0.000 0.000 n/a 1.50 0.27
13 15 0.94 868.26 868.54 0.28 0.21 4.59 0.14 868.68 0.000 75.061 870.14 870.52 0.38** 0.32 2.98 0.14 870.66 0.000 0.000 n/a 0.50 n/a
14 15 0.84 870.34 870.62 0.28* 0.20 4.18 0.13 870.75 0.000 51.054 871.10 871.46 0.36** 0.29 2.88 0.13 871.59 0.000 0.000 n/a 1.50 0.19
15 15 0.42 871.30 871.53 0.23* 0.15 2.75 0.09 871.62 0.000 26.000 871.51 871.76 0.25** 0.18 2.38 0.09 871.85 0.000 0.000 n/a 1.00 n/a
16 15 0.37 868.26 868.54 0.28 0.16 1.78 0.08 868.62 0.000 25.970 869.56 869.79 j 0.23** 0.16 2.30 0.08 869.88 0.000 0.000 n/a 1.00 0.08
17 15 0.31 862.63 863.01 0.38 0.14 1.01 0.08 863.08 0.000 26.000 863.93 864.15 j 0.22"" 0.14 2.21 0.08 864.22 0.000 0.000 n/a 1.00 n/a
18 15 0.27 856.83 857.25 0.42 0.13 0.74 0.07 857.32 0.000 26.009 858.13 858.33 j 0.20** 0.13 2.11 0.07 858.40 0.000 0.000 n/a 1.00 n/a
19 15 0.52 849.85 850.39 0.54 0.21 1.04 0.10 850.49 0.000 26.000 850.63 850.91 j 0.28"" 0.21 2.53 0.10 851.01 0.000 0.000 n/a 1.00 n/a
20 15 0.52 847.09 847.72 0.63 0.21 0.84 0.10 847.82 0.000 26.000 847.87 848.15 j 0.28** 0.21 2.53 0.10 848.25 0.000 0.000 n/a 1.00 n/a
21 15 0.37 845.60 846.29 0.69 0.16 0.53 0.08 846.37 0.000 26.000 846.10 846.33 j 0.23** 0.16 2.30 0.08 846.42 0.000 0.000 n/a 1.00 0.08
22 24 9.30 809.00 810.06 1.06* 1.69 5.49 0.44 810.50 0.000 45.119 809.25 810.34 1.09** 1.75 5.32 0.44 810.78 0.000 0.000 n/a 1.40 0.62
Project File: 2023.8.28 Storm A.stm Number of lines:43 Run Date 9/18/2023
Notes:*Normal depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=ciir e=ellip b=box
Storm Sewers v2022.00

Hydraulic Grade Line Computations Page2
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
23 24 7.99 809.45 810.42 0.97* 1.51 5.28 0.40 810.82 0.000 58.016 809.77 810.78 1.01** 1.58 5.05 0.40 811.17 0.000 0.000 n/a 1.06 0.42
24 24 8.08 809.97 810.78 0.80 1.18 6.83 0.40 811.18 0.000 71.868 813.27 814.28 1.01** 1.59 5.07 0.40 814.68 0.000 0.000 n/a 1.42 n/a
25 18 7.37 813.77 814.47 0.70* 0.81 9.12 0.48 814.95 0.000 142.267817.34 818.39 1.05"" 1.32 5.57 0.48 818.87 0.000 0.000 n/a 1.50 0.72
26 18 7.83 817.54 818.39 0.85 1.03 7.57 0.51 818.90 0.000 63.803 822.52 823.60 1.08** 1.37 5.73 0.51 824.11 0.000 0.000 n/a 1.50 n/a
27 18 7.35 822.72 823.60 0.88 1.08 6.80 0.48 824.09 0.000 87.434 828.22 829.27 1.05** 1.32 5.57 0.48 829.75 0.000 0.000 n/a 1.50 n/a
28 15 6.69 828.67 829.55 0.88* 0.93 7.22 0.59 830.14 0.000 102.435830.20 831.24 1.04** 1.09 6.14 0.59 831.82 0.000 0.000 n/a 1.50 0.88
29 18 6.16 830.15 831.24 1.09 1.19 4.48 0.42 831.65 0.000 92.091 834.00 834.96 j 0.96** 1.19 5.17 0.42 835.37 0.000 0.000 n/a 0.52 0.22
30 18 6.11 834.20 834.96 0.76 0.90 6.82 0.41 835.37 0.000 29.255 835.18 836.13 0.95** 1.19 5.15 0.41 836.55 0.000 0.000 n/a 1.04 n/a
31 18 5.92 835.38 836.39 1.01* 1.27 4.67 0.34 836.73 0.500 28.010 835.52 836.53 1.01 1.27 4.66 0.34 836.87 0.498 0.499 0.140 1.50 0.51
32 15 5.73 835.77 837.04 1.25 1.02 4.67 0.34 837.38 0.789 67.693 836.54 837.51 j 0.97"" 1.02 5.62 0.49 838.00 0.881 0.835 n/a 1.50 n/a
33 15 5.19 836.74 837.51 0.77 0.79 6.56 0.44 837.95 0.000 54.010 838.84 839.76 0.92** 0.97 5.35 0.44 840.21 0.000 0.000 n/a 0.64 0.28
34 15 3.93 838.84 839.76 0.92 0.83 4.04 0.35 840.11 0.000 119.594840.31 841.11 j 0.80"" 0.83 4.73 0.35 841.46 0.000 0.000 n/a 1.50 0.52
35 15 2.69 840.51 841.11 0.60 0.58 4.61 0.26 841.37 0.000 195.891845.35 846.01 0.66** 0.65 4.11 0.26 846.27 0.000 0.000 n/a 0.50 n/a
36 15 1.13 845.55 846.01 0.46 0.36 2.77 0.15 846.16 0.000 201.010847.56 847.98 j 0.42** 0.36 3.13 0.15 848.13 0.000 0.000 n/a 1.00 0.15
37 15 0.26 836.74 837.51 0.77 0.12 0.33 0.07 837.58 0.000 26.000 838.04 838.24 j 0.20** 0.12 2.10 0.07 838.31 0.000 0.000 n/a 1.00 0.07
38 15 0.32 830.38 831.24 0.86 0.15 0.36 0.08 831.32 0.000 26.000 831.70 831.92 j 0.22** 0.15 2.22 0.08 832.00 0.000 0.000 n/a 1.00 0.08
39 15 0.43 828.67 829.27 0.60 0.18 0.74 0.09 829.36 0.000 25.967 829.97 830.22 j 0.25"" 0.18 2.39 0.09 830.31 0.000 0.000 n/a 1.00 n/a
40 15 0.28 822.97 823.60 0.63 0.13 0.45 0.07 823.67 0.000 27.068 824.32 824.52 j 0.20** 0.13 2.14 0.07 824.60 0.000 0.000 n/a 1.00 n/a
41 15 0.05 817.79 818.39 0.60 0.04 0.09 0.03 818.42 0.000 27.196 819.29 819.38 j 0.09"" 0.04 1.39 0.03 819.41 0.000 0.000 n/a 1.00 n/a
42 15 0.46 814.02 814.29 0.27* 0.19 2.36 0.09 814.38 0.482 28.920 814.16 814.43 0.27** 0.20 2.35 0.09 814.52 0.477 0.480 0.139 1.00 0.09
43 15 1.06 810.20 810.49 0.29* 0.21 4.97 0.15 810.64 0.000 58.899 811.38 811.79 0.41** 0.34 3.08 0.15 811.93 0.000 0.000 n/a 1.00 n/a
Project File: 2023.8.28 Storm A.stm Number of lines:43 Run Date 9/18/2023
Notes:*Normal depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2022.00

Storm Sewer Profile Proj. file: 2023.8.28 Storm A.stm
Q N 0-, usCo N.
Q J
C 5 C 5 C 5 C 5 C 5 C 5
C+Mj C O.C J O.C J O.C J O.C J O.C J O C J O
—_ _ �co Co N �00 �CO O �C0O qc c7 �O
O a• Co vr CA co C7 ( IC)t` Nr N C7 Is-o) cn Co C7
C..CO O CO N CC/Co OO el NNN-4 CO CVN Cn CI V �CIN O ,tC7C7 0 �V0 00 Q PoV
Elev. (ft) o •w o0 0 °°�� N °°�� mom N mom °°�� °°�� N mm
ovw s- Www ce) Www v Www CO Www Www Www o) ww
m E ; m E> ; m E>; m _E>; m E>; m E>; asE>; asE
rnnO E (n Ecc coEc= co D EE to Ecc In Ecc co EcE in cc
881.00 881.00
864.00 864.00
I
847.00 847.00
830.00 —830.00
i — 149 Q821 f-15"@ 7r.25%
26.000Lf 15"@ .107E
1 1 — 128.629Lf 1-6"@ 5.00% •
813.00 1" 2.4V° 813.00
20 1• — 155.792Lf-15"@ 5.42%
— 1 U3.2SbULt-24"((U 0.bU% 1 bZ.Zb4Lt-18"(N 6.UU%
796.00 796.00
0 100 200 300 400 500 600 700 800 900 1000
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm A.stm
s- s- so
3 C 3 C 3 C 7 3 C 7 C j C 5 C '
0 c J 0 c J O c J O c J 0 E J O c J O c J O c J 0
n0O m00 N �00 • 00 c)c7 • m[R)(+) • OO(O • 0NrV NCO NOO• N 00a—
•
Nco 4D0 (Om CO CO V'O SON 7s—(7 M O
p O O L() O0] (OIL. 0 V'O)e rD cn(O(d m °DNCV m O°D aD rn 000 O-," W m—
•
Elev. (ft) 0 co m N mo�Do�D o Omm °mm mmatOD nmm mma('D o mmm CO• m
Ow WW ,- WLLIW cn WWW v w111W so WWW c+o wWW rt W111W a, wDLT, . wW
ea E > > m E » (o E» co E » as E>; co E >; m E» co E55 o) E >
co E c c co j72 c c co c c u) c c co c c co E c c co r c c co iE c c c i2 c
897.00 I —897.00
885.00 885.00
1
873.00 —873.00
— 26.000Lf-15"@ 0.81%
861.00 — 51.054Lf-15"@ 1.4Y%
:5::::±15@25
" . 0%
*
-15" 198.626Lf 1-5"
.__________
849.00 —849.00
f 171.0tt-15"@1.5
— 98.156Lf-15"@5.71%
128.999Lt-15"L'AM%
837.00 837.00
0 100 200 300 400 500 600 700 800 900
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm A.stm
co
O. 5 0
J
O co
O N . N
cs co m M j
Elev. (ft) g°E6 N mco
oWwwo Ww
as E 5 ; co E5.
cni c c to Fe
881.00 881.00
•
878.00 • 878.00
875.00 • 875.00
872.00 872.00
869.00
_15"@5p1 869.00
866.00 866.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm A.stm
0E 0
co f7 c7 in V?
c"Nr.ca. N pa
m N
Elev. (ft) g°D g 0. N co mm
oWww LT,LT;
asE > > CD E>
uikcc m '125
875.00 875.00
•
•
872.00 • 872.00
•
•
869.00 / • 869.00
•
866.00 866.00
•
2-6-.0 to-
863.00 15" 5' 863.00
•
860.00 860.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm A.stm
co
C 5
of -J o
088 rn m�
0 CD Co o Sao
Elev. (ft) 8 co. co co N COco
oW •
ww o Ww
m E > ; m E
cn i c c co E c
869.00 869.00
•
•
•
866.00 866.00
•
863.00 863.00
860.00 860.00
f-15"
857.00 .000 857.00
•
854.00 854.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm A.stm
co
0.Li3
0
7 co J COV
c't6)O O V
Elev. (ft) o 01 N CO
q W W W +p wW
m E > > B E
cn E c c co E c
858.00 - —858.00
856.00 856.00
/
854.00 854.00
852.00 852.00
.
850.00 2 uppLf 15. 3�% 850.00
848.00 848.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm A.stm
0E E 0
cst J
c al
o mCO
O SO f-
Elev. (ft) g_ N m�
O W W W p W
W E j j E
cnQ' cE mEc
860.00 860.00
•
857.00 • 857.00
854.00 • 854.00
851.00 851.00
848.00
_.___ 848.00
26 00al f-15"@ .°C1.4
845.00 845.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm A.stm
N
3
O E 5 00
Lo
p 0 Ui 0 CD OCCI
Elev. (ft) o°D ol z N °Dco
0Ww o Ww
m E > ; m E
u)iR c c co i2 c
858.00 858.00
•
855.00 • 855.00
852.00 • 852.00
•
849.00 849.00
•
•
846.00 846.00
26.000Lf-15"©
843.00 843.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm A.stm
c6 N N N N CO N N
C 3 C 7 C 7 j C C j C 7 C 7
Q2 C J O.C J OE J O C J p C J O C J Q C —IO
1 Ir)O ' COS LI, . NNr. ' I()r„�N. ' 111 ' MNN ' 0NN 0
O`-Ll O V NTt V CI r-W O SNP 0) �X3 N ()K)N- O cm co .- oN
O Op O �00 r00 O �r� •
N •NN-Nl-Il- O NNN 1O coo Ni- •
NN
Elev. (ft) g w mmm o °°�� °°�� r-- mcom 0 °°�� •
co CO• 0 °°co
p•pW O WWW WWW WWW M WWI•
) c+I WWW WWW rp WW
.9 E W Ecc m E�� w E�� ° E�� m E>> CO E�� w° E�
co O_ co r cn E—_ co E co � co E co a—_ co �_
861.00 861.00
849.00 849.00
837.00 837.00
L�
825.00 / 825.00
-/
�� — 102.435Lf- 15" c@t 1.49%
813.00 --f� ��i®1a2.267Lfi- ''
�� 813.00
I ..-..._....__...__...._....__...__.._�% — 87.434Lf-18"@ 6.29%
1.868Lf 21"@ 1.50%
58.018Lf 24" 0.55% L 63.803Lf.-18"Q 7.81%
— 4b.119Lt-24"@ U.bb%
801.00 801.00
0 50 100 150 200 250 300 350 400 450 500 550 600
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm A.stm
0) O N
N C�] N) Cr)
5 C 5 C 5 C 5 E 7
0 E J 0 E J 0 c J 0 C J 0
C) ' °OD OO CO CCD CO [O VNN- O) V�
N O N C7 rp f� l
O m 0 0 O �V� C��I O�r<) C07 Dui ui Ni- NCO
Elev. (ft) C)m m m mom N m°Np coN metro cC co
o W ww o Www ,- www Www c+., Ww
m E > > m E >; m E >; m E>> m E>
cn E c c E c c co r c c w E c c u) E c
856.00 856.00
850.00 — • 850.00
•
844.00 • 844.00
838.00 838.00
._...._..._...._..._...._..._...._....
��1 t
- - _ 67.693Lf-15"(�i.14'16
832.00 . °
f- 18 • 832.00
9�_
28.010Lf 18"@ 0.50%
— 29.2550-18"@ 3.35%
•
826.00 826.00
0 25 50 75 100 125 150 175 200 225
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm A.stm
10
CO CO
CO
5 c C
0 c J 0 J 0 c J 0 E J 0
v ,n� oa�om V or,,n 1n (Dun 11:CI w In O�
0� COM O V�� �OVO et ��� CI
V7 ��
Elev. (ft) o°D OD m �aom CO co m mmm oti CO co
q W W W p WWW WWW M WWW w W W
u E > > as E» wo E>> E>; E >
cnik C C E W iE C C C
862.00 862.00
•
856.00 — 856.00
850.00 —850.00
' 2
844.00 —844.00
�., �y9111 15 g2A'
195.
i 15"®1.23%
838.00 � 11 • 838.00
54.010Lf-1-EI'@ 3.09%
832.00 832.00
0 50 100 150 200 250 300 350 400 450 500 550 600
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm A.stm
co
0= J 0
in mQ
g co CD CD O co
Elev. (ft) g°D g m N cog
oWww o Ww
mE > ; a, E>
cnikcc m .125
849.00 849.00
•
846.00 • 846.00
843.00 • 843.00
•
840.00 840.00
837.00 p601_f- • 837.00
•
834.00 834.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm A.stm
co
o= E o
J
O N c ' gq
O m O
CI Cn Q
Elev. (ft) g°°g m N mm
0Www o Ww
asE > > co E>
u D c E in E C
847.00 847.00
843.00 843.00
839.00 / 839.00
835.00 835.00
831.00
A- Lf-15 _ I11 ; •-• —831.00
�
827.00 827.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm A.stm
cn
0 E J 0
O N CO h
p�co co Las
Elev. (ft) g° N mm
oWww o Ww
m E > ; m E
cniRcc Ec
841.00 841.00
•
•
•
838.00 • 838.00
•
835.00 • 835.00
832.00 832.00
5'
leto
829.00 25. bill 15
829.00
•
826.00 826.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm A.stm
c.
C 5
aE -J 0
io
ONLO0) Cm0 Nccn
O N N O V
Elev. (ft) o°D N CO co
0WwIII o Ww
co E 5 ; m E>
(nik c c m Fe
840.00 840.00
836.00 836.00
832.00 / 832.00
828.00 828.00
824.00 —,..
�_.._..._..._..._..____--1-- 15 g 4.08° 824.00
�
7.068�f
820.00 820.00
0 10 20 30 40 50 60 70 80 90 100
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Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm A.stm
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831.00 831.00
827.00 / 827.00
823.00 823.00
819.00
15 C�35.52% —819.00
815.00 815.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm A.stm
N
3 7
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827.00 827.00
•
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824.00 • 824.00
•
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•
815.00 815.00
_
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•
812.00 812.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm A.stm
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811.00
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2.00%
807.00 807.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
Outfall
22 Outfall
43
23 N
24
42
2
25
41
26
4,
3
27
3•
28
3; 4
29
30 15
31 5 14
32 13
37
1
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33 7 21 8 20 9 19 10 18 11 17
34
35 36
Project File: 2023.8.28 Storm A.stm Number of lines:43 Date:9/18/2023
Storm Sewers v2022 00

Structure Report Page1
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
1 A2-1 DropGrate 812.91 Rect 4.00 4.00 24 Cir 808.47 18 Cir 808.97
2 A2-2 DropGrate 821.63 Rect 4.00 4.00 18 Cir 814.16 18 Cir 814.36
3 A2-3 DropGrate 832.49 Rect 4.00 4.00 18 Cir 823.50 15 Cir 823.70
4 A2-4 DropGrate 838.00 Rect 2.00 2.00 15 Cir 832.15 15 Cir 832.35
5 A2-5 Combination 848.15 Rect 4.00 4.00 15 Cir 838.78 15 Cir 838.98
6 A2-6 Combination 848.44 Rect 4.00 4.00 15 Cir 840.33 15 Cir 840.53
7 A2-7 Combination 850.53 Rect 4.00 4.00 15 Cir 845.40 15 Cir 845.60
15 Cir 845.60
8 A2-8 Combination 851.82 Rect 4.00 4.00 15 Cir 846.89 15 Cir 847.09
15 Cir 847.09
9 A2-9 Combination 854.45 Rect 4.00 4.00 15 Cir 849.65 15 Cir 849.85
15 Cir 849.85
10 A2-10 Combination 863.06 Rect 4.00 4.00 15 Cir 856.63 15 Cir 856.83
15 Cir 856.83
11 A2-11 Combination 868.38 Rect 4.00 4.00 15 Cir 862.43 15 Cir 862.63
15 Cir 862.63
12 A2-12 Combination 873.10 Rect 4.00 4.00 15 Cir 868.06 15 Cir 868.26
15 Cir 868.26
13 A2-13 Combination 875.10 Rect 4.00 4.00 15 Cir 870.14 15 Cir 870.34
14 A2-14 Combination 876.24 Rect 4.00 4.00 15 Cir 871.10 15 Cir 871.30
15 A2-15 Combination 876.08 Rect 4.00 4.00 15 Cir 871.51
16 A2-16 Combination 873.12 Rect 4.00 4.00 15 Cir 869.56
17 A2-17 Combination 868.25 Rect 4.00 4.00 15 Cir 863.93
18 A2-18 Combination 863.30 Rect 4.00 4.00 15 Cir 858.13
19 A2-19 Combination 854.45 Rect 4.00 4.00 15 Cir 850.63
20 A2-20 Combination 851.82 Rect 4.00 4.00 15 Cir 847.87
Project File: 2023.8.28 Storm A.stm Number of Structures:43 Run Date: 9/18/2023
Storm Sewers v2022.00

Structure Report Page2
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev -
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
21 A2-21 Combination 850.53 Rect 4.00 4.00 15 Cir 846.10
22 Al-1 Combination 816.46 Rect 4.00 4.00 24 Cir 809.25 24 Cir 809.45
15 Cir 810.20
23 A1-2 Combination 817.32 Rect 4.00 4.00 24 Cir 809.77 24 Cir 809.97
24 Al-3 Combination 818.45 Rect 4.00 4.00 24 Cir 813.27 18 Cir 813.77
15 Cir 814.02
25 Al-4 Combination 826.45 Rect 4.00 4.00 18 Cir 817.34 18 Cir 817.54
15 Cir 817.79
26 Al-5 Combination 831.30 Rect 4.00 4.00 18 Cir 822.52 18 Cir 822.72
15 Cir 822.97
27 A1-6 Combination 835.00 Rect 4.00 4.00 18 Cir 828.22 15 Cir 828.67
15 Cir 828.67
28 A1-7 Combination 838.01 Rect 4.00 4.00 15 Cir 830.20 18 Cir 830.15
15 Cir 830.38
29 A1-8 Combination 838.89 Rect 4.00 4.00 18 Cir 834.00 18 Cir 834.20
30 A1-9 Combination 839.39 Rect 4.00 4.00 18 Cir 835.18 18 Cir 835.38
31 Al-10 Combination 839.42 Rect 4.00 4.00 18 Cir 835.52 15 Cir 835.77
32 Al-11 Combination 843.45 Rect 4.00 4.00 15 Cir 836.54 15 Cir 836.74
15 Cir 836.74
33 M 237 Manhole 845.00 Rect 2.00 2.00 15 Cir 838.84 15 Cir 838.84
34 A1-12 DropGrate 844.04 Rect 4.00 4.00 15 Cir 840.31 15 Cir 840.51
35 A1-13 DropGrate 849.40 Rect 4.00 4.00 15 Cir 845.35 15 Cir 845.55
36 Al-14 DropGrate 851.00 Rect 4.00 4.00 15 Cir 847.56
37 A1-15 Combination 843.31 Rect 4.00 4.00 15 Cir 838.04
38 Al-16 Combination 838.00 Rect 4.00 4.00 15 Cir 831.70
39 A1-17 Combination 835.00 Rect 4.00 4.00 15 Cir 829.97
Project File: 2023.8.28 Storm A.stm Number of Structures:43 Run Date: 9/18/2023
Storm Sewers v2022.00

Structure Report Page3
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev -
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
40 A1-18 Combination 831.23 Rect 4.00 4.00 15 Cir 824.32
41 A1-19 Combination 826.28 Rect 4.00 4.00 15 Cir 819.29
42 A1-20 Combination 818.68 Rect 4.00 4.00 15 Cir 814.16
43 Al-21 Combination 817.56 Rect 4.00 4.00 15 Cir 811.38
Project File: 2023.8.28 Storm A.stm Number of Structures:43 Run Date: 9/18/2023
Storm Sewers v2022.00

Inlet Report Page 1
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 A2-1 1.90 1.33 3.23 0.00 DrGrt 0.0 0.00 2.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.23 24.61 0.23 24.61 0.0 Off
2 A2-2 1.40 0.82 0.89 1.33 DrGrt 0.0 0.00 0.00 3.00 2.00 0.064 2.00 0.020 0.020 0.013 0.09 11.10 0.09 11.10 0.0 1
3 A2-3 1.24 0.26 0.68 0.82 DrGrt 0.0 0.00 0.00 3.00 2.00 0.049 2.00 0.020 0.020 0.013 0.08 10.10 0.08 10.10 0.0 2
4 A2-4 1.39 0.00 1.13 0.26 DrGrt 0.0 0.00 0.00 7.22 2.00 0.033 2.00 0.020 0.020 0.013 0.09 11.10 0.09 11.10 0.0 3
5 A2-5 0.37 0.00 0.37 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.037 2.00 0.050 0.020 0.013 0.10 2.08 0.17 0.00 2.0 37
6 A2-6 0.59 0.03 0.61 0.02 Comb 6.0 3.00 0.00 3.00 2.00 0.036 2.00 0.050 0.020 0.013 0.12 3.18 0.20 0.62 2.0 32
7 A2-7 0.45 0.07 0.49 0.03 Comb 6.0 3.00 0.00 3.00 2.00 0.011 2.00 0.050 0.020 0.013 0.14 4.10 0.22 1.05 2.0 6
8 A2-8 0.63 0.03 0.59 0.07 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.16 4.77 0.24 1.38 2.0 7
9 A2-9 0.69 0.00 0.66 0.03 Comb 6.0 3.00 0.00 3.00 2.00 0.032 2.00 0.050 0.020 0.013 0.13 3.50 0.21 0.80 2.0 8
10 A2-10 0.14 0.00 0.14 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.054 2.00 0.050 0.020 0.013 0.07 1.32 0.17 0.00 2.0 9
11 A2-11 0.43 0.00 0.43 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.053 2.00 0.050 0.020 0.013 0.10 2.00 0.17 0.00 2.0 10
12 A2-12 0.25 0.00 0.25 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.036 2.00 0.050 0.020 0.013 0.09 1.76 0.17 0.00 2.0 11
13 A2-13 0.12 0.00 0.12 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.020 2.00 0.050 0.020 0.013 0.08 1.51 0.17 0.00 2.0 12
14 A2-14 0.37 0.00 0.37 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.020 2.00 0.050 0.020 0.013 0.11 2.67 0.18 0.31 2.0 13
15 A2-15 0.33 0.00 0.33 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.020 2.00 0.050 0.020 0.013 0.11 2.43 0.18 0.18 2.0 16
16 A2-16 0.29 0.00 0.29 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.036 2.00 0.050 0.020 0.013 0.09 1.85 0.17 0.00 2.0 17
17 A2-17 0.25 0.00 0.25 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.053 2.00 0.050 0.020 0.013 0.08 1.63 0.17 0.00 2.0 18
18 A2-18 0.21 0.00 0.21 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.054 2.00 0.050 0.020 0.013 0.08 1.52 0.17 0.00 2.0 19
19 A2-19 0.41 0.00 0.41 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.032 2.00 0.050 0.020 0.013 0.11 2.41 0.18 0.19 2.0 20
20 A2-20 0.41 0.00 0.39 0.02 Comb 6.0 3.00 0.00 3.00 2.00 0.010 2.00 0.050 0.020 0.013 0.13 3.64 0.21 0.81 2.0 21
21 A2-21 0.29 0.02 0.30 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.011 2.00 0.050 0.020 0.013 0.12 2.89 0.19 0.42 2.0 5
22 A1-1 0.80 0.15 0.94 0.00 Comb 6.0 3.00 2.00 3.00 2.00 Sag 2.00 0.050 0.020 0.000 0.10 2.00 0.27 2.00 2.0 Off
23 Al-2 0.00 0.00 0.00 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.070 2.00 0.050 0.020 0.013 0.01 0.20 0.17 0.00 2.0 22
Project File: 2023.8.28 Storm A.stm Number of lines:43 Run Date: 9/18/2023
NOTES: Inlet N-Values=0.016; Intensity=68.53/(Inlet time+12.90)A 0.88; Return period=2 Yrs.; *Indicates Known Q added. All curb inlets are Horiz throat.
Storm Sewers v2022.00

Inlet Report Page2
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
24 A1-3 0.57 0.00 0.57 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.070 2.00 0.050 0.020 0.013 0.11 2.30 0.17 0.00 2.0 23
25 A1-4 0.25 0.00 0.25 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.063 2.00 0.050 0.020 0.013 0.08 1.58 0.17 0.00 2.0 24
26 A1-5 0.35 0.00 0.35 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.063 2.00 0.050 0.020 0.013 0.09 1.80 0.17 0.00 2.0 25
27 A1-6 0.41 0.00 0.41 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.041 2.00 0.050 0.020 0.013 0.10 2.18 0.17 0.00 2.0 26
28 A1-7 0.37 0.00 0.37 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.018 2.00 0.050 0.020 0.013 0.12 2.80 0.19 0.39 2.0 27
29 A1-8 0.07 0.00 0.07 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.005 2.00 0.050 0.020 0.013 0.08 1.61 0.17 0.00 2.0 28
30 A1-9 0.21 0.00 0.21 0.00 Comb 6.0 3.00 2.00 3.00 2.00 Sag 2.00 0.050 0.020 0.000 -0.03 1.02 0.14 1.02 2.0 Off
31 A1-10 0.23 0.00 0.23 0.00 Comb 6.0 3.00 2.00 3.00 2.00 Sag 2.00 0.050 0.020 0.000 -0.02 1.06 0.14 1.06 2.0 Off
32 A1-11 0.36 0.02 0.38 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.061 2.00 0.050 0.020 0.013 0.09 1.86 0.17 0.00 2.0 31
33 M 237 1.31 0.00 0.00 1.31 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
34 A1-12 1.31 0.89 2.19 0.00 DrGrt 0.0 0.00 2.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.17 19.48 0.17 19.48 0.0 Off
35 A1-13 1.57 0.33 1.02 0.89 DrGrt 0.0 0.00 0.00 3.00 2.00 0.010 2.00 0.020 0.020 0.013 0.13 15.10 0.13 15.10 0.0 34
36 A1-14 0.88 0.00 0.55 0.33 DrGrt 0.0 0.00 0.00 3.00 2.00 0.010 2.00 0.020 0.020 0.013 0.09 11.10 0.09 11.10 0.0 35
37 A1-15 0.20 0.00 0.20 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.061 2.00 0.050 0.020 0.013 0.07 1.48 0.17 0.00 2.0 30
38 A1-16 0.25 0.00 0.25 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.018 2.00 0.050 0.020 0.013 0.10 2.03 0.17 0.00 2.0 39
39 A1-17 0.33 0.00 0.33 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.041 2.00 0.050 0.020 0.013 0.10 1.91 0.17 0.00 2.0 40
40 A1-18 0.22 0.00 0.22 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.063 2.00 0.050 0.020 0.013 0.08 1.51 0.17 0.00 2.0 41
41 A1-19 0.04 0.00 0.04 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.063 2.00 0.050 0.020 0.013 0.04 0.81 0.17 0.00 2.0 42
42 A1-20 0.36 0.00 0.35 0.01 Comb 6.0 3.00 0.00 3.00 2.00 0.007 2.00 0.050 0.020 0.013 0.14 3.76 0.21 0.83 2.0 43
43 A1-21 0.83 0.01 0.70 0.15 Comb 6.0 3.00 0.00 3.00 2.00 0.005 2.00 0.050 0.020 0.013 0.19 6.40 0.27 2.21 2.0 22
Project File: 2023.8.28 Storm A.stm Number of lines:43 Run Date: 9/18/2023
NOTES: Inlet N-Values=0.016; Intensity=68.53/(Inlet time+12.90)A 0.88; Return period=2 Yrs.; *Indicates Known Q added. All curb inlets are Horiz throat.
Storm Sewers v2022.00

Appendix F
Section 2B - Storm B Reports

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
45
44
43
21 1720 18 19
28 16
41
46 15
33
Outfall
29 31
30
it, _ .__
14
32
35.
47
13
10
Outfall 3A
1 ��
12 9
2 • 5 8
38 3 fl
7
37 22
• 34 11
• zs 24 •
39
25
40 • 26 27
Project File: 2023.8.28 Storm B.stm Number of lines:47 Date:9/18/2023
Storm Sewers v2022 00

Structure Report Page1
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
1 B1-1 Combination 807.00 Rect 4.00 4.00 30 Cir 800.79 24 Cir 801.29
18 Cir 800.99
2 B1-2 Combination 809.51 Rect 4.00 4.00 24 Cir 804.27 i 24 Cir 804.47
15 Cir 805.22
3 B1-3 Combination 817.26 Rect 4.00 4.00 24 Cir 808.96 24 Cir 809.16
I 15 Cir 809.71
4 B1-4 Combination 820.04 Rect 4.00 4.00 24 Cir 811.49 24 Cir 811.69
5 B1-5 Combination 821.06 Rect 4.00 4.00 24 Cir 811.83 18 Cir 812.99
24 Cir 812.03
6 B1-21 Combination 822.41 Rect 4.00 4.00 18 Cir 813.73 I 15 Cir 813.98
15 Cir 813.98
7 B1-23 Combination 833.97 Rect 4.00 4.00 15 Cir 825.57 15 Cir 825.77
15 Cir 825.77
8 B1-24 Combination 836.70 Rect 4.00 4.00 15 Cir 828.43 15 Cir 828.62
9 B1-25 Combination 835.82 Rect 4.00 4.00 15 Cir 831.53 15 Cir 831.73
10 B1-26 Combination 836.68 Rect 4.00 4.00 15 Cir 833.24
11 B1-27 Combination 834.22 Rect 4.00 4.00 15 Cir 827.07
12 B1-6 Combination 821.89 Rect 4.00 4.00 24 Cir 812.43 24 Cir 812.63
15 Cir 813.74
13 B1-7 Combination 821.60 Rect 4.00 4.00 24 Cir 813.12 24 Cir 813.32
15 Cir 813.87
14 B1-8 Combination 820.02 Rect 2.00 2.00 24 Cir 813.88 15 Cir 814.63
24 Cir 814.08
15 Cir 814.83
15 B1-9 Combination 820.95 Rect 2.00 2.00 15 Cir 816.04 15 Cir 816.24
15 Cir 816.24
16 B1-10 Combination 822.59 Rect 4.00 4.00 15 Cir 818.50 15 Cir 818.70
15 Cir 818.70
17 B1-11 Combination 824.34 Rect 4.00 4.00 15 Cir 820.08 15 Cir 820.28
15 Cir 820.28
Project File: 2023.8.28 Storm B.stm Number of Structures:47 Run Date: 9/18/2023
Storm Sewers v2022.00

Structure Report Page2
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
18 B1-12 Combination 829.01 Rect 2.00 2.00 15 Cir 822.40 15 Cir 822.60
19 B1-13 Combination 827.44 Rect 4.00 4.00 15 Cir 823.84
20 B1-33 Combination 824.35 Rect 4.00 4.00 15 Cir 820.80
21 B1-32 Combination 822.82 Rect 4.00 4.00 15 Cir 819.17
22 B1-15 Combination 817.25 Rect 4.00 4.00 15 Cir 809.93 15 Cir 810.13
23 B1-16 Combination 820.37 Rect 4.00 4.00 15 Cir 811.55 15 Cir 811.75
24 B1-17 Combination 821.43 Rect 4.00 4.00 15 Cir 813.05 15 Cir 813.25
25 B1-18 Combination 825.52 Rect 4.00 4.00 15 Cir 816.82 15 Cir 817.02
26 B1-19 DropGrate 823.83 Rect 4.00 4.00 15 Cir 818.44 15 Cir 818.64
27 B1-20 DropGrate 830.03 Rect 4.00 4.00 15 Cir 823.95
28 B1-31 Combination 820.89 Rect 4.00 4.00 15 Cir 817.49
29 B1-34 DropGrate 819.06 Rect 4.00 4.00 24 Cir 815.36 15 Cir 815.61
15 Cir 815.56
30 B1-35 DropGrate 820.66 Rect 2.00 2.00 15 Cir 816.97 15 Cir 817.17
31 B1-36 DropGrate 822.96 Rect 2.00 2.00 15 Cir 819.42
32 B1-37 DropGrate 819.37 Rect 2.00 2.00 15 Cir 815.82
33 B1-30 Combination 820.03 Cir 4.00 4.00 15 Cir 816.39
34 B1-22 Combination 822.53 Rect 4.00 4.00 15 Cir 1 815.34
35 B1-29 Combination 821.60 Rect 4.00 4.00 15 Cir 815.17
36 B1-28 Combination 821.89 Rect 4.00 4.00 15 Cir 815.04
37 B1-14 Combination 809.53 Rect 2.00 2.00 15 Cir 805.85
38 B1-38 Combination 808.76 Rect 4.00 4.00 18 Cir 801.95 18 Cir 801.65
39 B1-39 DropGrate 806.43 Rect 4.00 4.00 18 Cir 802.77 15 Cir 802.97
Project File: 2023.8.28 Storm B.stm Number of Structures:47 Run Date: 9/18/2023
Storm Sewers v2022.00

Structure Report Page3
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev -
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
40 B1-40 DropGrate 807.86 Rect 4.00 4.00 15 Cir 804.24
41 B2-1 Manhole 813.71 Rect 4.00 4.00 15 Cir 803.92 15 Cir 804.12
42 B2-2 DropGrate 815.48 Rect 4.00 4.00 15 Cir 804.66 15 Cir 804.68
15 Cir 804.68
43 B2-3 DropGrate 816.96 Rect 4.00 4.00 15 Cir 808.75 15 Cir 808.95
44 B2-4 DropGrate 818.61 Rect 4.00 4.00 15 Cir 815.06 15 Cir 815.25
45 B2-5 DropGrate 820.58 Rect 4.00 4.00 15 Cir 816.39
46 B2-6 DropGrate 816.14 Rect 4.00 4.00 15 Cir 809.49 15 Cir 809.69
47 B2-7 DropGrate 817.98 Rect 4.00 4.00 15 Cir 814.25
Project File: 2023.8.28 Storm B.stm Number of Structures:47 Run Date: 9/18/2023
Storm Sewers v2022.00

Storm Sewer Summary Report Page 1
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 Pipe B1-1 15.99 30 Cir 51.835 800.53 800.79 0.501 801.85 802.14 0.93 802.14 End Combination
2 Pipe B1-2 12.90 24 Cir 83.686 801.29 804.27 3.561 802.14 805.56 0.68 805.56 1 Combination
3 Pipe B1-3 12.15 24 Cir 134.921 804.47 808.96 3.328 805.56 810.21 0.80 810.21 2 Combination
4 Pipe B1-4 9.35 24 Cir 30.609 809.16 811.49 7.612 810.21 812.58 0.43 812.58 3 Combination
5 Pipe B1-5 9.16 24 Cir 27.970 811.69 811.83 0.501 812.78 812.92 n/a 813.56j 4 Combination
6 Pipe B1-21 2.66 18 Cir 25.978 812.99 813.73 2.849 813.56 814.35 0.27 814.35 5 Combination
7 Pipe B1-23 1.51 15 Cir 182.444 813.98 825.57 6.353 814.35 826.06 n/a 826.06 6 Combination
8 Pipe B1-24 0.80 15 Cir 66.374 825.77 828.43 4.008 826.06 828.78 0.19 828.78 7 Combination
9 Pipe B1-25 0.63 15 Cir 83.047 828.62 831.53 3.504 828.81 831.84 0.14 831.84 8 Combination
10 Pipe B1-26 0.39 15 Cir 59.030 831.73 833.24 2.558 831.90 833.48 0.09 833.48 9 Combination
11 Pipe B1-27 0.77 15 Cir 26.000 825.77 827.07 5.000 826.06 827.41 0.12 827.41 7 Combination
12 Pipe B1-6 7.00 24 Cir 81.236 812.03 812.43 0.492 813.56 813.37 0.55 813.37 5 Combination
13 Pipe B1-7 6.78 24 Cir 96.551 812.63 813.12 0.507 813.54 814.04 0.53 814.04 12 Combination
14 Pipe B1-8 6.50 24 Cir 112.052 813.32 813.88 0.500 814.21 814.78 n/a 814.78 13 Combination
15 Pipe B1-9 1.66 15 Cir 70.569 814.63 816.04 1.998 814.99 816.55 n/a 816.55 14 Combination
16 Pipe B1-10 1.33 15 Cir 63.955 816.24 818.50 3.534 816.55 818.96 n/a 818.96 15 Combination
17 Pipe B1-11 0.94 15 Cir 69.081 818.70 820.08 1.997 818.97 820.46 0.21 820.46 16 Combination
18 Pipe B1-12 0.20 15 Cir 141.415 820.28 822.40 1.499 820.46 822.57 n/a 822.57j 17 Combination
19 Pipe B1-13 0.10 15 Cir 27.705 822.60 823.84 4.475 822.68 823.96 n/a 823.96 18 Combination
20 Pipe B1-33 0.70 15 Cir 26.004 820.28 820.80 2.000 820.51 821.13 n/a 821.13 17 Combination
21 Pipe B1-32 0.40 15 Cir 26.004 818.70 819.17 1.807 818.96 819.41 n/a 819.41 j 16 Combination
22 Pipe B1-15 4.40 15 Cir 26.000 809.71 809.93 0.846 810.51 810.78 n/a 810.78 3 Combination
23 Pipe B1-16 4.15 15 Cir 30.156 810.13 811.55 4.709 810.78 812.37 0.35 812.37 22 Combination
24 Pipe B1-17 3.73 15 Cir 28.363 811.75 813.05 4.583 812.37 813.83 n/a 813.83 23 Combination
Project File: 2023.8.28 Storm B.stm Number of lines:47 Run Date:9/18/2023
NOTES: Return period= 10 Yrs. ;j-Line contains hyd.jump.
Storm Sewers v2022.00

Storm Sewer Summary Report Page2
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
25 Pipe B1-18 3.71 15 Cir 114.802 813.25 816.82 3.110 813.83 817.60 n/a 817.60 24 Combination
26 Pipe B1-19 3.58 15 Cir 47.059 817.02 818.44 3.017 817.60 819.20 n/a 819.20 25 DropGrate
27 Pipe B1-20 1.98 15 Cir 177.287 818.64 823.95 2.995 819.20 824.51 n/a 824.51 j 26 DropGrate
28 Pipe B1-31 0.40 15 Cir 26.186 816.24 817.49 4.773 816.55 817.74 n/a 817.74j 15 Combination
29 Pipe B1-34 6.73 24 Cir 129.914 814.08 815.36 0.985 814.83 816.28 n/a 816.28 14 DropGrate
30 Pipe B1-35 2.70 15 Cir 45.194 815.61 816.97 3.009 816.28 817.63 n/a 817.63j 29 DropGrate
31 Pipe B1-36 1.79 15 Cir 57.375 817.17 819.42 3.922 817.63 819.95 0.20 819.95 30 DropGrate
32 Pipe B1-37 2.81 15 Cir 35.721 815.56 815.82 0.728 816.28 816.49 n/a 816.49j 29 DropGrate
33 Pipe B1-30 0.97 15 Cir 25.965 814.83 816.39 6.007 815.04 816.78 n/a 816.78 14 Combination
34 Pipe B1-22 0.86 15 Cir 27.199 813.98 815.34 5.000 814.35 815.70 n/a 815.70j 6 Combination
35 Pipe B1-29 0.38 15 Cir 26.000 813.87 815.17 5.000 814.04 815.41 n/a 815.41 13 Combination
36 Pipe B1-28 0.26 15 Cir 26.000 813.74 815.04 5.000 813.86 815.24 0.07 815.24 12 Combination
37 Pipe B1-14 0.70 15 Cir 26.006 805.22 805.85 2.422 805.56 806.18 n/a 806.18j 2 Combination
38 Pipe B1-38 3.94 18 Cir 92.467 800.99 801.95 1.038 802.14 802.71 n/a 802.71 j 1 Combination
39 Pipe B1-39 3.42 18 Cir 123.591 801.65 802.77 0.906 802.71 803.47 n/a 803.47j 38 DropGrate
40 Pipe B1-40 2.02 15 Cir 112.804 802.97 804.24 1.126 803.47 804.81 0.22 804.81 39 DropGrate
41 Pipe B2-1 3.91 15 Cir 122.732 802.00 803.92 1.564 802.61 804.72 0.34 804.72 End Manhole
42 Pipe B2-2 3.92 15 Cir 10.858 804.12 804.66 4.973 804.72 805.46 0.51 805.46 41 DropGrate
43 Pipe B2-3 2.76 15 Cir 81.330 804.68 808.75 5.004 805.46 809.42 n/a 809.42 j 42 DropGrate
44 Pipe B2-4 1.76 15 Cir 167.525 808.95 815.06 3.647 809.42 815.59 0.13 815.59 43 DropGrate
45 Pipe B2-5 1.13 15 Cir 93.571 815.25 816.39 1.218 815.59 816.81 n/a 816.81 44 DropGrate
46 Pipe B2-6 1.15 15 Cir 115.418 804.68 809.49 4.167 805.46 809.91 n/a 809.91 j 42 DropGrate
47 Pipe B2-7 0.28 15 Cir 192.991 809.69 814.25 2.363 809.91 814.45 n/a 814.45 j 46 DropGrate
Project File: 2023.8.28 Storm B.stm Number of lines:47 Run Date:9/18/2023
NOTES: Return period= 10 Yrs. ;j-Line contains hyd.jump.
Storm Sewers v2022.00

Inlet Report Page 1
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 B1-1 1.64 0.17 1.81 0.00 Comb 6.0 3.00 2.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 0.16 5.09 0.33 5.09 2.0 Off
2 B1-2 0.90 0.00 0.84 0.05 Comb 6.0 3.00 0.00 3.00 2.00 0.042 2.00 0.050 0.020 0.013 0.14 3.80 0.21 0.97 2.0 1
3 B1-3 0.29 0.02 0.31 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.070 2.00 0.050 0.020 0.013 0.08 1.69 0.17 0.00 2.0 2
4 B1-4 0.40 0.00 0.40 0.00 Comb 6.0 3.00 2.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 0.03 1.44 0.19 1.44 2.0 Off
5 B1-5 0.43 0.00 0.43 0.00 Comb 6.0 3.00 2.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 0.04 1.52 0.20 1.52 2.0 Off
6 B1-21 0.86 0.00 0.84 0.02 Comb 6.0 3.00 0.00 3.00 2.00 0.070 2.00 0.050 0.020 0.013 0.12 3.14 0.20 0.61 2.0 3
7 B1-23 0.21 0.00 0.21 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.049 2.00 0.050 0.020 0.013 0.08 1.55 0.17 0.00 2.0 6
8 B1-24 0.28 0.00 0.28 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.030 2.00 0.050 0.020 0.013 0.09 1.89 0.17 0.00 2.0 7
9 B1-25 0.33 0.00 0.33 0.00 Comb 6.0 3.00 2.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 0.01 1.30 0.17 1.30 2.0 Off
10 B1-26 0.39 0.00 0.39 0.00 Comb 6.0 3.00 2.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 0.02 1.43 0.19 1.43 2.0 Off
11 B1-27 0.77 0.00 0.75 0.02 Comb 6.0 3.00 0.00 3.00 2.00 0.049 2.00 0.050 0.020 0.013 0.13 3.29 0.20 0.70 2.0 34
12 B1-6 0.27 0.00 0.27 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.019 2.00 0.050 0.020 0.013 0.10 2.07 0.17 0.00 2.0 5
13 B1-7 0.27 0.00 0.27 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.011 2.00 0.050 0.020 0.013 0.11 2.67 0.18 0.30 2.0 14
14 B1-8 0.00 0.00 0.00 0.00 Comb 6.0 0.00 0.00 0.00 2.00 Sag 2.00 0.060 0.020 0.013 0.04 1.46 0.21 1.46 2.0 Off
15 B1-9 0.23 0.00 0.23 0.00 Comb 6.0 1.00 0.00 1.00 2.00 0.022 2.00 0.060 0.020 0.013 0.10 1.67 0.17 0.00 2.0 14
16 B1-10 0.32 0.04 0.36 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.023 2.00 0.050 0.020 0.013 0.11 2.48 0.18 0.21 2.0 15
17 B1-11 0.69 0.00 0.65 0.04 Comb 6.0 3.00 0.00 3.00 2.00 0.024 2.00 0.050 0.020 0.013 0.14 3.82 0.21 0.96 2.0 16
18 B1-12 0.15 0.00 0.15 0.00 Comb 6.0 1.00 0.00 1.00 2.00 0.018 2.00 0.060 0.020 0.013 0.09 1.48 0.17 0.00 2.0 17
19 B1-13 0.10 0.00 0.10 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.018 2.00 0.050 0.020 0.013 0.07 1.43 0.17 0.00 2.0 20
20 B1-33 0.70 0.00 0.65 0.04 Comb 6.0 3.00 0.00 3.00 2.00 0.024 2.00 0.050 0.020 0.013 0.14 3.85 0.22 0.97 2.0 21
21 B1-32 0.40 0.04 0.43 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.023 2.00 0.050 0.020 0.013 0.12 2.89 0.19 0.44 2.0 28
22 B1-15 0.31 0.03 0.33 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.070 2.00 0.050 0.020 0.013 0.09 1.73 0.17 0.00 2.0 37
23 B1-16 0.50 0.00 0.50 0.00 Comb 6.0 3.00 2.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 0.05 1.64 0.22 1.64 2.0 Off
Project File: 2023.8.28 Storm B.stm Number of lines:47 Run Date: 9/18/2023
NOTES: Inlet N-Values=0.016; Intensity=69.46/(Inlet time+12.50)A 0.81; Return period=10 Yrs. ; *Indicates Known Q added.All curb inlets are Horiz throat.
Storm Sewers v2022.00

Inlet Report Page2
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
24 B1-17 0.12 0.00 0.12 0.00 Comb 6.0 3.00 2.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 -0.07 0.73 0.10 0.73 2.0 Off
25 B1-18 0.19 0.00 0.19 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.050 2.00 0.050 0.020 0.013 0.07 1.48 0.17 0.00 2.0 24
26 B1-19 1.90 0.00 1.90 0.00 DrGrt 0.0 0.00 2.00 3.00 2.00 Sag 2.00 0.020 0.020 0.013 0.16 17.87 0.16 17.87 0.0 Off
27 B1-20 1.98 0.00 0.83 1.15 DrGrt 0.0 0.00 0.00 3.00 2.00 0.049 2.00 0.020 0.020 0.013 0.09 11.10 0.09 11.10 0.0 Off
28 B1-31 0.40 0.00 0.40 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.022 2.00 0.050 0.020 0.013 0.12 2.78 0.19 0.39 2.0 33
29 B1-34 1.45 0.90 2.35 0.00 DrGrt 0.0 0.00 2.00 3.00 2.00 Sag 2.00 0.020 0.020 0.013 0.18 20.31 0.18 20.31 0.0 Off
30 B1-35 0.98 0.42 1.04 0.36 DrGrt 0.0 0.00 0.00 5.28 2.00 0.020 2.00 0.020 0.020 0.013 0.10 12.10 0.10 12.10 0.0 29
31 B1-36 1.79 0.00 1.38 0.42 DrGrt 0.0 0.00 0.00 6.08 2.00 0.020 2.00 0.020 0.020 0.013 0.11 13.10 0.11 13.10 0.0 30
32 B1-37 2.81 0.00 2.27 0.55 DrGrt 0.0 0.00 0.00 7.89 2.00 0.020 2.00 0.020 0.020 0.013 0.13 15.10 0.13 15.10 0.0 29
33 B1-30 0.97 0.01 0.98 0.00 Comb 6.0 3.00 2.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 0.10 2.00 0.27 2.00 2.0 Off
34 B1-22 0.86 0.02 0.86 0.03 Comb 6.0 3.00 0.00 3.00 2.00 0.070 2.00 0.050 0.020 0.013 0.12 3.21 0.20 0.66 2.0 22
35 B1-29 0.38 0.00 0.37 0.01 Comb 6.0 3.00 0.00 3.00 2.00 0.011 2.00 0.050 0.020 0.013 0.13 3.38 0.20 0.67 2.0 33
36 B1-28 0.26 0.00 0.26 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.019 2.00 0.050 0.020 0.013 0.10 2.05 0.17 0.00 2.0 4
37 B1-14 0.70 0.00 0.69 0.00 Comb 6.0 1.00 0.00 1.00 2.00 0.042 2.00 0.060 0.020 0.013 0.13 2.70 0.19 0.35 2.0 38
38 B1-38 0.73 0.00 0.63 0.11 Comb 6.0 3.00 0.00 3.00 2.00 0.005 2.00 0.050 0.020 0.013 0.18 6.01 0.26 1.89 2.0 1
39 B1-39 1.58 1.15 2.73 0.00 DrGrt 0.0 0.00 2.00 3.00 2.00 Sag 2.00 0.020 0.020 0.013 0.20 22.21 0.20 22.21 0.0 Off
40 B1-40 2.02 0.00 0.87 1.15 DrGrt 0.0 0.00 0.00 3.00 2.00 0.035 2.00 0.020 0.020 0.013 0.10 12.10 0.10 12.10 0.0 39
41 B2-1 0.00 0.00 0.00 0.00 MH 0.0 1.50 0.00 1.50 0.00 Sag 0.00 0.000 0.000 0.013 0.00 0.00 0.00 0.00 0.0 Off
42 B2-2 1.49 0.88 2.37 0.00 DrGrt 0.0 0.00 2.00 3.00 2.00 Sag 2.00 0.020 0.020 0.013 0.18 20.38 0.18 20.38 0.0 Off
43 B2-3 1.32 0.49 0.93 0.88 DrGrt 0.0 0.00 0.00 3.00 2.00 0.010 2.00 0.020 0.020 0.013 0.12 14.10 0.12 14.10 0.0 42
44 B2-4 0.76 0.47 0.74 0.49 DrGrt 0.0 0.00 0.00 3.00 2.00 0.010 2.00 0.020 0.020 0.013 0.11 13.10 0.11 13.10 0.0 43
45 B2-5 1.13 0.00 0.66 0.47 DrGrt 0.0 0.00 0.00 3.00 2.00 0.010 2.00 0.020 0.020 0.013 0.10 12.10 0.10 12.10 0.0 44
46 B2-6 1.59 0.00 0.88 0.71 DrGrt 0.0 0.00 0.00 3.00 2.00 0.010 2.00 0.020 0.020 0.013 0.12 14.10 0.12 14.10 0.0 Off
Project File: 2023.8.28 Storm B.stm Number of lines:47 Run Date: 9/18/2023
NOTES: Inlet N-Values=0.016; Intensity=69.46/(Inlet time+12.50)A 0.81; Return period=10 Yrs. ; *Indicates Known Q added.All curb inlets are Horiz throat.
Storm Sewers v2022.00

Inlet Report Page3
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
47 B2-7 0.28 0.00 0.28 0.00 DrGrt 0.0 0.00 2.00 3.00 2.00 Sag 2.00 0.020 0.020 0.013 0.04 6.37 0.04 6.37 0.0 Off
Project File: 2023.8.28 Storm B.stm Number of lines:47 Run Date 9/18/2023
NOTES: Inlet N-Values=0.016; Intensity=69.46/(Inlet time+12.50)A 0.81; Return period=10 Yrs. ; *Indicates Known Q added.All curb inlets are Horiz throat.
Storm Sewers v2022.00

Hydraulic Grade Line Computations Pagel
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 30 15.99 800.53 801.85 1.32 2.64 6.05 0.54 802.40 0.000 51.835 800.79 802.14 1.35** 2.70 5.92 0.54 802.68 0.000 0.000 n/a 1.70 0.93
2 24 12.90 801.29 802.14 0.85 1.27 10.16 0.56 802.70 0.000 83.686 804.27 805.56 1.29** 2.14 6.02 0.56 806.12 0.000 0.000 n/a 1.20 0.68
3 24 12.15 804.47 805.56 1.09 1.75 6.93 0.54 806.10 0.000 134.921808.96 810.21 1.25"" 2.07 5.87 0.54 810.75 0.000 0.000 n/a 1.50 0.80
4 24 9.35 809.16 810.21 1.05 1.67 5.59 0.44 810.65 0.000 30.609 811.49 812.58 1.09** 1.75 5.33 0.44 813.02 0.000 0.000 n/a 0.98 0.43
5 24 9.16 811.69 812.78 1.09* 1.73 5.26 0.43 813.21 0.500 27.970 811.83 812.92 j 1.09** 1.74 5.26 0.43 813.35 0.500 0.500 0.140 1.50 0.65
6 18 2.66 812.99 813.56 0.57 0.62 4.31 0.23 813.79 0.000 25.978 813.73 814.35 0.62** 0.69 3.87 0.23 814.58 0.000 0.000 n/a 1.14 0.27
7 15 1.51 813.98 814.35 0.37 0.30 5.01 0.18 814.53 0.000 182.444825.57 826.06 0.49** 0.44 3.42 0.18 826.24 0.000 0.000 n/a 1.49 n/a
8 15 0.80 825.77 826.06 0.29 0.21 3.77 0.13 826.18 0.000 66.374 828.43 828.78 0.35** 0.28 2.84 0.13 828.91 0.000 0.000 n/a 1.50 0.19
9 15 0.63 828.62 828.81 0.19* 0.12 5.20 0.11 828.92 0.000 83.047 831.53 831.84 0.31** 0.24 2.66 0.11 831.95 0.000 0.000 n/a 1.23 0.14
10 15 0.39 831.73 831.90 0.17* 0.10 4.03 0.09 831.98 0.000 59.030 833.24 833.48 0.24"" 0.17 2.34 0.09 833.57 0.000 0.000 n/a 1.00 0.09
11 15 0.77 825.77 826.06 0.29 0.21 3.63 0.12 826.18 0.000 26.000 827.07 827.41 0.34** 0.27 2.82 0.12 827.54 0.000 0.000 n/a 1.00 0.12
12 24 7.00 812.03 813.56 1.53 1.45 2.71 0.36 813.93 0.000 81.236 812.43 813.37 0.94"" 1.45 4.84 0.36 813.73 0.000 0.000 n/a 1.50 0.55
13 24 6.78 812.63 813.54 0.91* 1.38 4.91 0.36 813.89 0.000 96.551 813.12 814.04 0.92** 1.42 4.79 0.36 814.40 0.000 0.000 n/a 1.50 0.53
14 24 6.50 813.32 814.21 0.89* 1.35 4.83 0.35 814.56 0.000 112.052813.88 814.78 0.90** 1.38 4.72 0.35 815.13 0.000 0.000 n/a 2.21 n/a
15 15 1.66 814.63 814.99 0.36* 0.29 5.65 0.19 815.18 0.000 70.569 816.04 816.55 0.51** 0.47 3.52 0.19 816.74 0.000 0.000 n/a 1.50 n/a
16 15 1.33 816.24 816.55 0.31 0.24 5.57 0.17 816.72 0.000 63.955 818.50 818.96 0.46** 0.40 3.29 0.17 819.12 0.000 0.000 n/a 1.48 n/a
17 15 0.94 818.70 818.97 0.27* 0.20 4.80 0.14 819.11 0.000 69.081 820.08 820.46 0.38"" 0.32 2.98 0.14 820.60 0.000 0.000 n/a 1.49 0.21
18 15 0.20 820.28 820.46 0.18 0.10 1.85 0.06 820.52 0.000 141.415822.40 822.57 j 0.17** 0.10 1.96 0.06 822.63 0.000 0.000 n/a 1.50 n/a
19 15 0.10 822.60 822.68 0.08* 0.03 3.27 0.04 822.72 0.000 27.705 823.84 823.96 0.12"" 0.06 1.64 0.04 824.00 0.000 0.000 n/a 1.00 n/a
20 15 0.70 820.28 820.51 0.23* 0.16 4.39 0.12 820.63 0.000 26.004 820.80 821.13 0.33** 0.25 2.73 0.12 821.24 0.000 0.000 n/a 1.00 n/a
21 15 0.40 818.70 818.96 0.26 0.17 2.21 0.09 819.04 0.000 26.004 819.17 819.41 j 0.24** 0.17 2.35 0.09 819.50 0.000 0.000 n/a 1.00 n/a
22 15 4.40 809.71 810.51 0.80* 0.83 5.30 0.38 810.89 0.000 26.000 809.93 810.78 0.85** 0.89 4.95 0.38 811.16 0.000 0.000 n/a 1.26 n/a
Project File: 2023.8.28 Storm B.stm Number of lines:47 Run Date: 9/18/2023
Notes:*Normal depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2022.00

Hydraulic Grade Line Computations Page2
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
23 15 4.15 810.13 810.78 0.65 0.64 6.45 0.36 811.14 0.000 30.156 811.55 812.37 0.82** 0.86 4.84 0.36 812.74 0.000 0.000 n/a 0.96 0.35
24 15 3.73 811.75 812.37 0.62 0.61 6.09 0.33 812.71 0.000 28.363 813.05 813.83 0.78** 0.80 4.63 0.33 814.16 0.000 0.000 n/a 1.50 n/a
25 15 3.71 813.25 813.83 0.58 0.56 6.67 0.33 814.16 0.000 114.802816.82 817.60 0.78"" 0.80 4.62 0.33 817.93 0.000 0.000 n/a 1.50 n/a
26 15 3.58 817.02 817.60 0.58 0.55 6.46 0.32 817.92 0.000 47.059 818.44 819.20 0.76** 0.78 4.56 0.32 819.53 0.000 0.000 n/a 0.50 n/a
27 15 1.98 818.64 819.20 0.56 0.53 3.69 0.21 819.42 0.000 177.287823.95 824.51 j 0.56** 0.53 3.72 0.21 824.72 0.000 0.000 n/a 1.00 0.21
28 15 0.40 816.24 816.55 0.31 0.17 1.69 0.09 816.64 0.000 26.186 817.49 817.74 j 0.25** 0.17 2.35 0.09 817.82 0.000 0.000 n/a 1.00 0.09
29 24 6.73 814.08 814.83 0.75* 1.08 6.24 0.35 815.19 0.000 129.914815.36 816.28 0.92** 1.41 4.78 0.35 816.63 0.000 0.000 n/a 1.49 n/a
30 15 2.70 815.61 816.28 0.67 0.66 4.03 0.26 816.54 0.000 45.194 816.97 817.63 j 0.66** 0.66 4.12 0.26 817.89 0.000 0.000 n/a 0.90 n/a
31 15 1.79 817.17 817.63 0.46 0.41 4.40 0.20 817.83 0.000 57.375 819.42 819.95 0.53** 0.50 3.60 0.20 820.15 0.000 0.000 n/a 1.00 0.20
32 15 2.81 815.56 816.28 0.72 0.67 3.85 0.27 816.55 0.000 35.721 815.82 816.49 j 0.67"" 0.67 4.18 0.27 816.76 0.000 0.000 n/a 1.00 n/a
33 15 0.97 814.83 815.04 0.21* 0.14 7.13 0.14 815.18 0.000 25.965 816.39 816.78 0.39** 0.32 3.00 0.14 816.92 0.000 0.000 n/a 1.00 n/a
34 15 0.86 813.98 814.35 0.37 0.30 2.87 0.13 814.48 0.000 27.199 815.34 815.70 j 0.36"" 0.30 2.91 0.13 815.84 0.000 0.000 n/a 1.00 0.13
35 15 0.38 813.87 814.04 0.17 0.10 3.71 0.08 814.13 0.000 26.000 815.17 815.41 0.24** 0.16 2.32 0.08 815.49 0.000 0.000 n/a 1.00 n/a
36 15 0.26 813.74 813.86 0.12* 0.06 4.52 0.07 813.93 0.000 26.000 815.04 815.24 0.20** 0.12 2.10 0.07 815.31 0.000 0.000 n/a 1.00 0.07
37 15 0.70 805.22 805.56 0.34 0.25 2.57 0.12 805.68 0.000 26.006 805.85 806.18 j 0.33** 0.25 2.73 0.12 806.29 0.000 0.000 n/a 1.00 n/a
38 18 3.94 800.99 802.14 1.15 0.90 2.71 0.30 802.44 0.000 92.467 801.95 802.71 j 0.76** 0.90 4.39 0.30 803.01 0.000 0.000 n/a 0.56 0.17
39 18 3.42 801.65 802.71 1.06 0.82 2.56 0.27 802.98 0.000 123.591802.77 803.47 j 0.70"" 0.82 4.19 0.27 803.75 0.000 0.000 n/a 1.50 n/a
40 15 2.02 802.97 803.47 0.50 0.46 4.35 0.22 803.69 0.000 112.804804.24 804.81 0.57** 0.54 3.74 0.22 805.02 0.000 0.000 n/a 1.00 0.22
41 15 3.91 802.00 802.61 0.61* 0.60 6.53 0.35 802.96 0.000 122.732803.92 804.72 0.80"" 0.83 4.72 0.35 805.07 0.000 0.000 n/a 0.98 0.34
42 15 3.92 804.12 804.72 0.60 0.58 6.73 0.35 805.07 0.000 10.858 804.66 805.46 0.80** 0.83 4.72 0.35 805.81 0.000 0.000 n/a 1.47 0.51
43 15 2.76 804.68 805.46 0.78 0.67 3.43 0.27 805.73 0.000 81.330 808.75 809.42 j 0.67** 0.67 4.15 0.27 809.68 0.000 0.000 n/a 0.50 n/a
44 15 1.76 808.95 809.42 0.47 0.42 4.20 0.20 809.62 0.000 167.525815.06 815.59 0.53** 0.49 3.58 0.20 815.79 0.000 0.000 n/a 0.66 0.13
Project File: 2023.8.28 Storm B.stm Number of lines:47 Run Date 9/18/2023
Notes:*Normal depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2022.00

Hydraulic Grade Line Computations Page3
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
45 15 1.13 815.25 815.59 0.34* 0.27 4.24 0.15 815.74 0.000 93.571 816.39 816.81 0.42** 0.36 3.14 0.15 816.96 0.000 0.000 n/a 1.00 n/a
46 15 1.15 804.68 805.46 0.78 0.37 1.43 0.15 805.61 0.000 115.418809.49 809.91 j 0.42** 0.37 3.16 0.15 810.07 0.000 0.000 n/a 0.50 0.08
47 15 0.28 809.69 809.91 0.22 0.13 1.86 0.07 809.98 0.000 192.991814.25 814.45 j 0.20"" 0.13 2.13 0.07 814.52 0.000 0.000 n/a 1.00 0.07
Project File: 2023.8.28 Storm B.stm Number of lines:47 Run Date: 9/18/2023
Notes:*Normal depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2022.00

Storm Sewer Profile Proj. file: 2023.8.28 Storm B.stm
C 5 C j j j C C C j
3 0 C J O C J O C J O C J O C J O
O 0 OI�N• N �N•� V NWs- Om0 N 003
O OD O 2 000 LO 000 r000 CV •
NCO
4 O
Elev. (ft) io woo ;n mmm °°�� o m�� o °°�co N mm
o-ow o www .- Www N Www r+i Www c+•) ww
m E > m E» m E» m E» m E >; m E>
CO CD E co rcc co ikcE w cCC co Ecc co ac
839.00 839.00
830.00 - 830.00
r
821.00 821.00
,______-- T
812.00 — ® 812.00
-
/ - ®IMIIIIIIIIIII . _ 39
803.00 { ---- �0®3��� 27.970Lf-24"&DEO c
a bet-2
3C.009Lf-24" u@ 7.01%
51R15.1f-Rn°©05n%
794.00 794.00
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm B.stm
0
00 N co
5 E 5 E 7 E 7 E 5 c 5
0 c J 0 c J 0E J 0E J 0E J 0
q m m co v.I-- N �ij N (O ��co M (0to N „..co fcpN
QO T.N m N(V)0�) V •u7 m m co co m C9
Elev. (ft) g°co ao N m oco - �CVm ^ �mm ,i m• ro or) CO �m
o W W W• p WWW N WWW N WWW c+7 WWW , WW
as E > > S E» m E > ; s _E» 03 E> ; s E>
c i_ c c W Ecc cn rEcc W ikcc & ncc cn a'c
856.00 - - - —856.00
846.00 846.00
•
836.00 - 836.00
rail i
826.00 826.00
.• e I - " 0 .56%
1 �5°I0
.
•
816.00 -/ 1g2 — 66.374Lf-15"C�401% 816.00
•
— 2b.9/8Lt-18"(N 2.ob%
806.00 I I 806.00
0 50 100 150 200 250 300 350 400 450
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm B.stm
aE 5 0
J
i j ' N Q
p M on o
Elev. (ft) g° N m0,
oWww o Ww
as E 5 5 m E>
cnik c c co D'c
843.00 843.00
839.00 839.00
835.00 / 835.00
831.00 831.00
827.00 1 827.00
2
823.00 I 823.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm B.stm
N (+) In co N. O)
s- ` c ,_ m
C 3 C C C 7 C j C j j C 5
0 C J O. J OC J OC J O. J OC J O. J OC J O
O m O a) m�0 a9N•C7• CD Om•co co S •ON• W '0'n•r-• V MO•N• CO ��O 'a �QcD
•
O N N N NNE N. Ns- CO N�� . Nmm c'. Nmm • NNN a? NNN 9 NN
Elev. (ft) o°_°m m m �mm co a) m mmm m cow -a- cocoa"; co mmm mco .mm m mm
p W W W O WWW + WWW N WWW o) WWW V WWW V WWW COo WWW co WW
m _E > > asE_ >> m E_> > al _E>> m E>> alE>> m E>> asE>> asE>
coE c c CO ACC co rYcc co E c c Co ECc Co Ecc CO IRCC CO ECE as EE
842.00 842.00
835.00 835.00
N
828.00 828.00
I II m. .� iIIl ii 1,_
�rM■M■_=_=:__: �''.1
821.00 �e�.®� {_ 15a @ 821.00
MIN .1. I■ il_I ' �--
-I■�_1� 27.705 f-15"@ 4.48%
��l .lS —��iMM-15"Coil 3.- __
814.00 1 =.= __1 • —= mE_Mi 814.00
.b.bbl Lt-"AA"(N U.b1
807.00 MiiiiiiiiiianAiliiiii 807.00
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm B.stm
O
N
S. C 7
05 J 0
. C)N 'I' ("1 aOD
O 0 0 00 O
Elev. (ft) o° N mo,
QWww o Ww
m E > > CO E>
cn ik c c co F
828.00 - —828.00
826.00 826.00
/
824.00 824.00
822.00 • 822.00
26.004Lf-15"Ca12.00%
820.00 820.00
818.00 818.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm B.stm
0= -J 0
O O ' CVr,
LLO LO m,_
0 RI 06 CC)
Elev. (ft) o°D u m co N co.
QWww o Ww
mE > > 2 E5.
cn E c c w iY c
827.00 - —827.00
825.00 825.00
823.00 / 823.00
821.00 821.00
819.00 1 8 % 819.00
26.0040-15"a
817.00 817.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm B.stm
C) to N.
N N N N N N
Q C O.
0 J j C 3 C 3 -- 7 C 7
J , 0 C J O.C J O.C J (�C J O
N co w N. ' - m R'?La R O SON �CCO0 Cow Co N 000)
OO_-z Co O p f--0j0 0 O -- 0 C")C7 CN7 0u - M MCD CD OC7
00 Or N�� N � N�� N�� ON
Elev. (ft) o°_°m m N m m ao m m Co CO co ao w CO co ao °�m m N S co
Oil W W O W W W O W W W O •
W W W W W W (NIW W W W W
co _E > ; esE> ; asE >; coE_> ; m E>; toE_ >; m E
844.00 —844.00
•
•
836.00 • 836.00
•
•
•
828.00 .I 828.00
•
Pm'""--
��� !'0
820.00 87l
_® —��III- 820.00
:—
�� 4j•'"
812.00 -12 —812.00
— 4I.Ub Lt-lb"(a)3.02%
— 28.303Lf-1;l'@ 4.58'Se
30.166Lf 15"@ 4.71%
— 26.000L`-15"@ 0 85%
804.00 804.00
0 50 100 150 200 250 300 350 400 450
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm B.stm
co
C
Q E -J O
O m m
O m O
0 CD CD Pa-
Elev. (ft) g°D 0 ca N co co
oWww o ww
m E > ; m E>
c c co c
829.00 829.00
•
•
•
826.00 • 826.00
•
823.00 • 823.00
820.00 820.00
•
•
817.00 5 a4.
817.00
2 ,186Lf- •
814.00 814.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm B.stm
N co
3 C 3 C 7 E 7
0 E J OE J O C J 0
0 m 0 V.
0000 m CmO CDs- N 0v.
p N M Mln In O— Nm� N_
Elev. (ft) o m 0 N °Dmao 0°mm c.c.
OW WW WWW WWW N WW
m E > > m E>; as E>; co E>
!n i c c In E c c (n c c cn tY c
831.00 831.00
827.00 - 827.00
823.00 823.00
819.00 — /� —819.00
6 g2
3.
-- -----•
815.00 =_ — —815.00
129.y14Lt-24"®O.�J� —
— 45.194L1- 15"@ 3.01%
811.00 811.00
0 25 50 75 100 125 150 175 200 225 250
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm B.stm
css
E
o5 -J 0
co M(Q , CIm
p_O U)10N- In
Elev. (ft) c co. .; 0Dc
g W W W p wLA
m E > > m E>
cn c c c
824.00 - —824.00
822.00 822.00
820.00 820.00
818.00 818.00
•
816.00 816.00
- 35.721Lf-16"@0.73%
814.00 814.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm B.stm
M
' C 7
Q C J Q
N m ' m
. m to 0
CS O
Elev. (ft) g ct CD CO
°0 N mm
oWww o ww
as E 5 ; m E>
cnicc coat
828.00 828.00
•
•
•
825.00 • 825.00
•
822.00 • 822.00
819.00 819.00
816.00 816.00
Lf-'15 2J-1
813.00 813.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm B.stm
NI-
3 C 7
0 C J 0
el
V r-as QJ M CO
p N M M N Lci
Elev. (ft) o°D 0 N
CO
°D
Qwww o L.T.
as E 5 ; m E>
cnikcc coat
831.00 831.00
827.00 827.00
823.00 / 823.00
819.00 819.00
815.00 815.00
1q f
811.00 811.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm B.stm
Lo
cn
aE E a
J
co
Elev. (ft) g°D 0 n, °D�
oWww o Ww
m E > j co E>
cnEcc mEc
831.00 831.00
827.00 827.00
823.00 823.00
819.00 819.00
815.00 �� 1111110Ell"'" . ' 815.00
= M--
SE II . —1•11111MITtliiiiil
811.00 811.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm B.stm
aE 5 0
J
m m�f� 0 O • c
ONNch ON�Elev. (ft) g°D 0 N mco
O 4. W W W p W W
W _E j j as E j
(nQ' cc co E c
831.00 831.00
827.00 827.00
823.00 / 823.00
819.00 819.00
815.00 — 815.00
26 44
811.00 811.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm B.stm
ti
c)
0= J 0
r �N ' Chu,
O N N c0 L0,0
00�10 O �LO
Elev. (ft) o°°c 09 N c0�
QWwwo LT;
mE > > m E >
in E c c u) cc
813.00 - I - - 813.00
811.00 811.00
/
809.00 809.00
807.00 807.00
.__.___......
Lf-� ®2.42°4
26.006
805.00 805.00
803.00 803.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm B.stm
co cis c,
co co
7 C 7 C 7 C 7
0 C J OE J OE J 0
O- N-rn N- N-rn0 aD I^CA N OoDN
© "0 0 V m • Q mNN a.D _ 4
Elev. (ft) o cam m moo N COco
q W W W p W W W N ElW W CO W W
m E > j m E j j B E j j m E j
inik°E cnn cr..E to iEcc co E5
818.00 818.00
814.00 814.00
810.00 810.00
806.00 —806.00
802.00 1 Lt- 18' 0.91� 802.00
�2.467Lf-18"
798.00 798.00
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm B.stm
d N c7 NI-
. Lo
C 7 .. 3 .. 7 C 7 C
Q C J Q.C V 7
J O J Q J O.C J 0
600 N ANON '• GI V(O CO O in Le
f�O SON c0 ulM
O ccm coo"• co
OcoV �a-V W OCOm ZI: m66 O Nm
Elev. (ft) o LT; o N mgg ei ao2$• Ti °°�co °°�� `�° �°°
O-p W — WW W — W WW N W WW c++) W W W W W
as E ; m E>; m E>; m E ;; co E;; co E>
mC9 c a) I.EE In Ecc Cl) E c c !n E c c co Fe
836.00 836.00
828.00 828.00
820.00 820.00
93.571 L1 15"®1
812.00 — ,..,. - -�5 6
"(�3 51O —812.00
525L1 —
804.00 — .7r
_.._.s 804.00
Q,732L��-���
1
81.330Lf-lb"Cud 5.00% •
796.00 — 10.858Lf-15"(8i 4.97% 796.00
0 50 100 150 200 250 300 350 400 450 500
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: 2023.8.28 Storm B.stm
co
O c J OE c 0
J
co
V co Co CO 'CD ' �N
to
Elev. (ft) o°D m m "' °°co oo o CO UD
owww LT, c+o Ww
cu E > > m E>; ccE>
cnR 0 E rn R 0 0 co Fe
830.00 830.00
824.00 824.00
818.00 • — 818.00
I
•
•
812.00 _
15" 4.30K 812.00
_1y gAi7%
1
806.00 806.00
800.00 800.00
0 25 50 75 100 125 150 175 200 225 250 275 300 325
HGL EGL Reach (ft)
Storm Sewers

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
45
44
43
21 1720 18 19
28 16
41
46 15
33
Outfall
29 31
30
it, _ .__
14
32
35.
47
13
10
Outfall 3A
1 ��
12 9
2 • 5 8
38 3 fl
7
37 22
• 34 11
• zs 24 •
39
25
40 • 26 27
Project File: 2023.8.28 Storm B.stm Number of lines:47 Date:9/18/2023
Storm Sewers v2022 00

Structure Report Page1
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
1 B1-1 Combination 807.00 Rect 4.00 4.00 30 Cir 800.79 24 Cir 801.29
18 Cir 800.99
2 B1-2 Combination 809.51 Rect 4.00 4.00 24 Cir 804.27 i 24 Cir 804.47
15 Cir 805.22
3 B1-3 Combination 817.26 Rect 4.00 4.00 24 Cir 808.96 24 Cir 809.16
I 15 Cir 809.71
4 B1-4 Combination 820.04 Rect 4.00 4.00 24 Cir 811.49 24 Cir 811.69
5 B1-5 Combination 821.06 Rect 4.00 4.00 24 Cir 811.83 18 Cir 812.99
24 Cir 812.03
6 B1-21 Combination 822.41 Rect 4.00 4.00 18 Cir 813.73 I 15 Cir 813.98
15 Cir 813.98
7 B1-23 Combination 833.97 Rect 4.00 4.00 15 Cir 825.57 15 Cir 825.77
15 Cir 825.77
8 B1-24 Combination 836.70 Rect 4.00 4.00 15 Cir 828.43 15 Cir 828.62
9 B1-25 Combination 835.82 Rect 4.00 4.00 15 Cir 831.53 15 Cir 831.73
10 B1-26 Combination 836.68 Rect 4.00 4.00 15 Cir 833.24
11 B1-27 Combination 834.22 Rect 4.00 4.00 15 Cir 827.07
12 B1-6 Combination 821.89 Rect 4.00 4.00 24 Cir 812.43 24 Cir 812.63
15 Cir 813.74
13 B1-7 Combination 821.60 Rect 4.00 4.00 24 Cir 813.12 24 Cir 813.32
15 Cir 813.87
14 B1-8 Combination 820.02 Rect 2.00 2.00 24 Cir 813.88 15 Cir 814.63
24 Cir 814.08
15 Cir 814.83
15 B1-9 Combination 820.95 Rect 2.00 2.00 15 Cir 816.04 15 Cir 816.24
15 Cir 816.24
16 B1-10 Combination 822.59 Rect 4.00 4.00 15 Cir 818.50 15 Cir 818.70
15 Cir 818.70
17 B1-11 Combination 824.34 Rect 4.00 4.00 15 Cir 820.08 15 Cir 820.28
15 Cir 820.28
Project File: 2023.8.28 Storm B.stm Number of Structures:47 Run Date: 9/18/2023
Storm Sewers v2022.00

Structure Report Page2
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
18 B1-12 Combination 829.01 Rect 2.00 2.00 15 Cir 822.40 15 Cir 822.60
19 B1-13 Combination 827.44 Rect 4.00 4.00 15 Cir 823.84
20 B1-33 Combination 824.35 Rect 4.00 4.00 15 Cir 820.80
21 B1-32 Combination 822.82 Rect 4.00 4.00 15 Cir 819.17
22 B1-15 Combination 817.25 Rect 4.00 4.00 15 Cir 809.93 15 Cir 810.13
23 B1-16 Combination 820.37 Rect 4.00 4.00 15 Cir 811.55 15 Cir 811.75
24 B1-17 Combination 821.43 Rect 4.00 4.00 15 Cir 813.05 15 Cir 813.25
25 B1-18 Combination 825.52 Rect 4.00 4.00 15 Cir 816.82 15 Cir 817.02
26 B1-19 DropGrate 823.83 Rect 4.00 4.00 15 Cir 818.44 15 Cir 818.64
27 B1-20 DropGrate 830.03 Rect 4.00 4.00 15 Cir 823.95
28 B1-31 Combination 820.89 Rect 4.00 4.00 15 Cir 817.49
29 B1-34 DropGrate 819.06 Rect 4.00 4.00 24 Cir 815.36 15 Cir 815.61
15 Cir 815.56
30 B1-35 DropGrate 820.66 Rect 2.00 2.00 15 Cir 816.97 15 Cir 817.17
31 B1-36 DropGrate 822.96 Rect 2.00 2.00 15 Cir 819.42
32 B1-37 DropGrate 819.37 Rect 2.00 2.00 15 Cir 815.82
33 B1-30 Combination 820.03 Cir 4.00 4.00 15 Cir 816.39
34 B1-22 Combination 822.53 Rect 4.00 4.00 15 Cir 1 815.34
35 B1-29 Combination 821.60 Rect 4.00 4.00 15 Cir 815.17
36 B1-28 Combination 821.89 Rect 4.00 4.00 15 Cir 815.04
37 B1-14 Combination 809.53 Rect 2.00 2.00 15 Cir 805.85
38 B1-38 Combination 808.76 Rect 4.00 4.00 18 Cir 801.95 18 Cir 801.65
39 B1-39 DropGrate 806.43 Rect 4.00 4.00 18 Cir 802.77 15 Cir 802.97
Project File: 2023.8.28 Storm B.stm Number of Structures:47 Run Date: 9/18/2023
Storm Sewers v2022.00

Structure Report Page3
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev -
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
40 B1-40 DropGrate 807.86 Rect 4.00 4.00 15 Cir 804.24
41 B2-1 Manhole 813.71 Rect 4.00 4.00 15 Cir 803.92 15 Cir 804.12
42 B2-2 DropGrate 815.48 Rect 4.00 4.00 15 Cir 804.66 15 Cir 804.68
15 Cir 804.68
43 B2-3 DropGrate 816.96 Rect 4.00 4.00 15 Cir 808.75 15 Cir 808.95
44 B2-4 DropGrate 818.61 Rect 4.00 4.00 15 Cir 815.06 15 Cir 815.25
45 B2-5 DropGrate 820.58 Rect 4.00 4.00 15 Cir 816.39
46 B2-6 DropGrate 816.14 Rect 4.00 4.00 15 Cir 809.49 15 Cir 809.69
47 B2-7 DropGrate 817.98 Rect 4.00 4.00 15 Cir 814.25
Project File: 2023.8.28 Storm B.stm Number of Structures:47 Run Date: 9/18/2023
Storm Sewers v2022.00

Inlet Report Page 1
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 B1-1 1.28 0.08 1.37 0.00 Comb 6.0 3.00 2.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 0.13 3.42 0.30 3.42 2.0 Off
2 B1-2 0.70 0.00 0.68 0.02 Comb 6.0 3.00 0.00 3.00 2.00 0.042 2.00 0.050 0.020 0.013 0.12 3.25 0.20 0.66 2.0 1
3 B1-3 0.23 0.00 0.23 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.070 2.00 0.050 0.020 0.013 0.08 1.51 0.17 0.00 2.0 2
4 B1-4 0.31 0.00 0.31 0.00 Comb 6.0 3.00 2.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 0.00 1.26 0.17 1.26 2.0 Off
5 B1-5 0.34 0.00 0.34 0.00 Comb 6.0 3.00 2.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 0.01 1.32 0.18 1.32 2.0 Off
6 B1-21 0.67 0.00 0.67 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.070 2.00 0.050 0.020 0.013 0.11 2.62 0.18 0.33 2.0 3
7 B1-23 0.16 0.00 0.16 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.049 2.00 0.050 0.020 0.013 0.07 1.41 0.17 0.00 2.0 6
8 B1-24 0.22 0.00 0.22 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.030 2.00 0.050 0.020 0.013 0.09 1.72 0.17 0.00 2.0 7
9 B1-25 0.26 0.00 0.26 0.00 Comb 6.0 3.00 2.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 -0.02 1.13 0.15 1.13 2.0 Off
10 B1-26 0.31 0.00 0.31 0.00 Comb 6.0 3.00 2.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 0.00 1.25 0.17 1.25 2.0 Off
11 B1-27 0.60 0.00 0.60 0.01 Comb 6.0 3.00 0.00 3.00 2.00 0.049 2.00 0.050 0.020 0.013 0.12 2.76 0.19 0.40 2.0 34
12 B1-6 0.21 0.00 0.21 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.019 2.00 0.050 0.020 0.013 0.09 1.85 0.17 0.00 2.0 5
13 B1-7 0.21 0.00 0.21 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.011 2.00 0.050 0.020 0.013 0.10 2.18 0.17 0.00 2.0 14
14 B1-8 0.00 0.00 0.00 0.00 Comb 6.0 0.00 0.00 0.00 2.00 Sag 2.00 0.060 0.020 0.013 -0.17 0.00 0.00 0.00 2.0 Off
15 B1-9 0.18 0.00 0.18 0.00 Comb 6.0 1.00 0.00 1.00 2.00 0.022 2.00 0.060 0.020 0.013 0.09 1.52 0.17 0.00 2.0 14
16 B1-10 0.25 0.01 0.26 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.023 2.00 0.050 0.020 0.013 0.10 1.95 0.17 0.00 2.0 15
17 B1-11 0.54 0.00 0.52 0.01 Comb 6.0 3.00 0.00 3.00 2.00 0.024 2.00 0.050 0.020 0.013 0.13 3.27 0.20 0.66 2.0 16
18 B1-12 0.12 0.00 0.12 0.00 Comb 6.0 1.00 0.00 1.00 2.00 0.018 2.00 0.060 0.020 0.013 0.08 1.35 0.17 0.00 2.0 17
19 B1-13 0.08 0.00 0.08 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.018 2.00 0.050 0.020 0.013 0.07 1.31 0.17 0.00 2.0 20
20 B1-33 0.54 0.00 0.53 0.02 Comb 6.0 3.00 0.00 3.00 2.00 0.024 2.00 0.050 0.020 0.013 0.13 3.30 0.20 0.67 2.0 21
21 B1-32 0.31 0.02 0.33 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.023 2.00 0.050 0.020 0.013 0.11 2.29 0.17 0.00 2.0 28
22 B1-15 0.24 0.00 0.24 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.070 2.00 0.050 0.020 0.013 0.08 1.54 0.17 0.00 2.0 37
23 B1-16 0.39 0.00 0.39 0.00 Comb 6.0 3.00 2.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 0.02 1.43 0.19 1.43 2.0 Off
Project File: 2023.8.28 Storm B.stm Number of lines:47 Run Date: 9/18/2023
NOTES: Inlet N-Values=0.016; Intensity=68.53/(Inlet time+12.90)A 0.88; Return period=2 Yrs.; *Indicates Known Q added. All curb inlets are Horiz throat.
Storm Sewers v2022.00

Inlet Report Page2
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
24 B1-17 0.09 0.00 0.09 0.00 Comb 6.0 3.00 2.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 -0.08 0.63 0.08 0.63 2.0 Off
25 B1-18 0.15 0.00 0.15 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.050 2.00 0.050 0.020 0.013 0.07 1.35 0.17 0.00 2.0 24
26 B1-19 1.48 0.00 1.48 0.00 DrGrt 0.0 0.00 2.00 3.00 2.00 Sag 2.00 0.020 0.020 0.013 0.13 15.45 0.13 15.45 0.0 Off
27 B1-20 1.54 0.00 0.69 0.85 DrGrt 0.0 0.00 0.00 3.00 2.00 0.049 2.00 0.020 0.020 0.013 0.08 10.10 0.08 10.10 0.0 Off
28 B1-31 0.31 0.00 0.31 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.022 2.00 0.050 0.020 0.013 0.11 2.26 0.17 0.08 2.0 33
29 B1-34 1.13 0.59 1.72 0.00 DrGrt 0.0 0.00 2.00 3.00 2.00 Sag 2.00 0.020 0.020 0.013 0.15 16.86 0.15 16.86 0.0 Off
30 B1-35 0.77 0.29 0.83 0.23 DrGrt 0.0 0.00 0.00 5.28 2.00 0.020 2.00 0.020 0.020 0.013 0.09 11.10 0.09 11.10 0.0 29
31 B1-36 1.40 0.00 1.11 0.29 DrGrt 0.0 0.00 0.00 6.08 2.00 0.020 2.00 0.020 0.020 0.013 0.10 12.10 0.10 12.10 0.0 30
32 B1-37 2.20 0.00 1.84 0.36 DrGrt 0.0 0.00 0.00 7.89 2.00 0.020 2.00 0.020 0.020 0.013 0.12 14.10 0.12 14.10 0.0 29
33 B1-30 0.75 0.00 0.76 0.00 Comb 6.0 3.00 2.00 3.00 2.00 Sag 2.00 0.050 0.020 0.013 0.10 2.00 0.27 2.00 2.0 Off
34 B1-22 0.67 0.01 0.68 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.070 2.00 0.050 0.020 0.013 0.11 2.65 0.18 0.32 2.0 22
35 B1-29 0.30 0.00 0.29 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.011 2.00 0.050 0.020 0.013 0.12 2.85 0.19 0.39 2.0 33
36 B1-28 0.20 0.00 0.20 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.019 2.00 0.050 0.020 0.013 0.09 1.84 0.17 0.00 2.0 4
37 B1-14 0.54 0.00 0.54 0.00 Comb 6.0 1.00 0.00 1.00 2.00 0.042 2.00 0.060 0.020 0.013 0.12 2.12 0.17 0.00 2.0 38
38 B1-38 0.57 0.00 0.51 0.07 Comb 6.0 3.00 0.00 3.00 2.00 0.005 2.00 0.050 0.020 0.013 0.17 5.31 0.24 1.54 2.0 1
39 B1-39 1.23 0.85 2.08 0.00 DrGrt 0.0 0.00 2.00 3.00 2.00 Sag 2.00 0.020 0.020 0.013 0.17 18.86 0.17 18.86 0.0 Off
40 B1-40 1.58 0.00 0.73 0.85 DrGrt 0.0 0.00 0.00 3.00 2.00 0.035 2.00 0.020 0.020 0.013 0.09 11.10 0.09 11.10 0.0 39
41 B2-1 0.00 0.00 0.00 0.00 MH 0.0 1.50 0.00 1.50 0.00 Sag 0.00 0.000 0.000 0.013 0.00 0.00 0.00 0.00 0.0 Off
42 B2-2 1.16 0.62 1.78 0.00 DrGrt 0.0 0.00 2.00 3.00 2.00 Sag 2.00 0.020 0.020 0.013 0.15 17.19 0.15 17.19 0.0 Off
43 B2-3 1.03 0.37 0.78 0.62 DrGrt 0.0 0.00 0.00 3.00 2.00 0.010 2.00 0.020 0.020 0.013 0.11 13.10 0.11 13.10 0.0 42
44 B2-4 0.59 0.34 0.56 0.37 DrGrt 0.0 0.00 0.00 3.00 2.00 0.010 2.00 0.020 0.020 0.013 0.09 11.10 0.09 11.10 0.0 43
45 B2-5 0.88 0.00 0.55 0.34 DrGrt 0.0 0.00 0.00 3.00 2.00 0.010 2.00 0.020 0.020 0.013 0.09 11.10 0.09 11.10 0.0 44
46 B2-6 1.24 0.00 0.74 0.50 DrGrt 0.0 0.00 0.00 3.00 2.00 0.010 2.00 0.020 0.020 0.013 0.11 13.10 0.11 13.10 0.0 Off
Project File: 2023.8.28 Storm B.stm Number of lines:47 Run Date: 9/18/2023
NOTES: Inlet N-Values=0.016; Intensity=68.53/(Inlet time+12.90)A 0.88; Return period=2 Yrs.; *Indicates Known Q added. All curb inlets are Horiz throat.
Storm Sewers v2022.00

Inlet Report Page3
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
47 B2-7 0.21 0.00 0.21 0.00 DrGrt 0.0 0.00 2.00 3.00 2.00 Sag 2.00 0.020 0.020 0.013 0.04 5.71 0.04 5.71 0.0 Off
Project File: 2023.8.28 Storm B.stm Number of lines:47 Run Date 9/18/2023
NOTES: Inlet N-Values=0.016; Intensity=68.53/(Inlet time+12.90)A 0.88; Return period=2 Yrs.; *Indicates Known Q added. All curb inlets are Horiz throat.
Storm Sewers v2022.00

Appendix F
Section 2C - Storm C Reports

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
8
7
15 14 • ■
13
22
6
•
•
17
\12 ■ 16
11
5 21
10
•
9
4
19
■ 18 3 20
2
1 Outfall
Outfall
Project File: New.stm Number of lines:22 Date:9/19/2023
Storm Sewers v2022 00

Structure Report Page1
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
1 M 238 Manhole 836.65 Rect 4.00 4.00 24 Cir 811.08 24 Cir 819.21
2 C1-4 Combination 837.10 Rect 4.00 4.00 24 Cir 820.76 I 24 Cir 827.03
15 Cir 825.76
3 C1-3 Combination 839.02 Rect 4.00 4.00 24 Cir 828.39 18 Cir 829.59
4 C1-2 Combination 840.77 Rect 4.00 4.00 18 Cir 833.25 15 Cir 834.65
15 Cir 834.65
5 C1-1 Combination 848.36 Rect 4.00 4.00 15 Cir 839.98 15 Cir 840.24
15 Cir 840.18
6 C1-14 Combination 855.98 Rect 4.00 4.00 15 Cir 840.71 15 Cir 840.91
15 Cir 840.91
7 C1-11 Combination 863.97 Rect 4.00 4.00 15 Cir 851.20 15 Cir 851.40
8 C1-20 Combination 863.96 Rect 4.00 4.00 15 Cir 853.48
9 C1-6 Combination 842.72 Rect 4.00 4.00 15 Cir 836.37 15 Cir 836.57
10 C1-8 Combination 845.71 Rect 4.00 4.00 15 Cir 840.09 15 Cir 840.39
15 Cir 840.39
11 C1-9 Combination 848.66 Rect 4.00 4.00 15 Cir 844.64 15 Cir 844.84
12 C1-12 Combination 848.45 Rect 4.00 4.00 15 Cir 845.01
13 C1-13 Combination 855.66 Rect 4.00 4.00 15 Cir 841.04 15 Cir 841.24
14 C1-15 DropGrate 844.77 Rect 4.00 4.00 15 Cir 841.42 15 Cir 841.62
15 C1-16 DropGrate 846.22 Rect 4.00 4.00 15 Cir 842.78
16 C1-10 Combination 846.65 Rect 4.00 4.00 15 Cir 841.76
17 C1-7 Combination 848.73 Rect 4.00 4.00 15 Cir 841.50
18 C1-5 Combination 839.23 Rect 4.00 4.00 15 Cir 832.96 15 Cir 833.96
19 C1-21 DropGrate 843.32 Rect 4.00 4.00 15 Cir 836.30
20 C1-17 DropGrate 837.81 Rect 4.00 4.00 15 Cir 811.24 15 Cir 821.24
Project File: New.stm Number of Structures:22 Run Date: 9/19/2023
Storm Sewers v2022.00

Structure Report Page2
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev -
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
21 C1-18 DropGrate 848.19 Rect 4.00 4.00 15 Cir 836.32 15 Cir 839.38
22 C1-19 DropGrate 855.09 Rect 4.00 4.00 15 Cir 845.62
Project File: New.stm Number of Structures:22 Run Date: 9/19/2023
Storm Sewers v2022.00

Storm Sewer Summary Report Page 1
Line Line ID Flow Line Line Line Invert Invert Line HGL HGL Minor HGL Dns Junction
No. rate Size shape length EL Dn EL Up Slope Down Up loss Junct Line Type
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) (ft) No.
1 Pipe C1-4(1) 9.25 24 Cir 16.015 811.00 811.08 0.500 812.09 812.18 0.06 812.24 End Manhole
2 Pipe C1-4 9.27 24 Cir 19.362 819.21 820.76 8.005 819.72 821.85 n/a 821.85 1 Combination
3 Pipe C1-3 6.96 24 Cir 29.560 827.03 828.39 4.601 827.46 829.16 0.18 829.16 2 Combination
4 Pipe C1-2 6.82 18 Cir 51.940 829.59 833.25 7.047 830.01 834.09 n/a 834.09 3 Combination
5 Pipe C1-1 4.40 15 Cir 107.737 834.65 839.98 4.947 835.04 840.68 0.43 840.68 4 Combination
6 Pipe C1-14 3.93 15 Cir 93.767 840.24 840.71 0.501 840.94 841.41 0.35 841.76 5 Combination
7 Pipe C1-11 0.35 15 Cir 131.186 840.91 851.20 7.844 841.76 851.40 n/a 851.40 j 6 Combination
8 Pipe-(347) 0.16 15 Cir 26.001 851.40 853.48 8.000 851.47 853.62 0.05 853.62 7 Combination
9 Pipe C1-6 2.60 15 Cir 34.498 834.65 836.37 4.986 834.96 836.92 0.19 836.92 4 Combination
10 Pipe C1-8 2.31 15 Cir 44.048 836.57 840.09 7.991 836.92 840.61 n/a 840.61 9 Combination
11 Pipe C1-9 1.39 15 Cir 211.768 840.39 844.64 2.007 840.68 845.05 n/a 845.05 10 Combination
12 Pipe C1-12 0.71 15 Cir 35.090 844.84 845.01 0.484 845.14 845.31 0.10 845.40 11 Combination
13 Pipe C1-13 4.15 15 Cir 26.018 840.91 841.04 0.500 841.76 841.83 0.11 841.95 6 Combination
14 Pipe C1-15 3.73 15 Cir 36.783 841.24 841.42 0.489 841.96 842.14 0.12 842.26 13 DropGrate
15 Pipe C1-16 1.83 15 Cir 144.376 841.62 842.78 0.803 842.26 843.25 n/a 843.25 j 14 DropGrate
16 Pipe C1-10 0.72 15 Cir 27.363 840.39 841.76 5.007 840.61 842.05 n/a 842.05 10 Combination
17 Pipe C1-7 0.27 15 Cir 26.417 840.18 841.50 4.997 840.68 841.68 n/a 841.68 j 5 Combination
18 Pipe C1-5 2.27 15 Cir 90.046 825.76 832.96 7.996 826.02 833.49 0.10 833.49 2 Combination
19 C1-24 1.94 15 Cir 29.209 833.96 836.30 8.011 834.20 836.79 n/a 836.79 18 DropGrate
20 Pipe C1-17 3.91 15 Cir 54.000 811.00 I 811.24 0.444 811.73 812.01 0.15 812.16 End DropGrate
21 Pipe C1-18 2.56 15 Cir 181.498 821.24 836.32 8.309 821.51 836.88 n/a 836.88 20 DropGrate
22 Pipe C1-19 1.83 15 Cir 78.001 839.38 845.62 8.000 839.62 846.09 n/a 846.09 21 DropGrate
Project File: New.stm Number of lines:22 Run Date:9/19/2023
NOTES: Return period= 10 Yrs. ;j-Line contains hyd.jump.
Storm Sewers v2022.00

Inlet Report Page 1
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 M 238 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
2 C1-4 1.17* 0.02 1.19 0.00 Comb 6.0 3.00 6.00 3.00 2.00 Sag 2.00 0.050 0.034 0.013 0.11 2.42 0.28 2.42 2.0 Off
3 C1-3 0.25 0.00 0.25 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.049 2.00 0.050 0.020 0.013 0.08 1.66 0.17 0.00 2.0 2
4 C1-2 0.52 0.00 0.52 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.049 2.00 0.050 0.020 0.013 0.11 2.45 0.18 0.18 2.0 3
5 C1-1 0.48 0.01 0.49 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.080 2.00 0.050 0.020 0.013 0.10 1.95 0.17 0.00 2.0 4
6 C1-14 0.77 0.00 0.76 0.01 Comb 6.0 3.00 0.00 3.00 2.00 0.073 2.00 0.050 0.020 0.013 0.12 2.86 0.19 0.45 2.0 5
7 C1-11 0.24 0.00 0.24 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.050 2.00 0.050 0.020 0.013 0.08 1.63 0.17 0.00 2.0 6
8 C1-20 0.16 0.00 0.16 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.050 2.00 0.050 0.020 0.013 0.07 1.40 0.17 0.00 2.0 13
9 C1-6 0.38 0.00 0.38 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.049 2.00 0.050 0.020 0.013 0.10 1.95 0.17 0.00 2.0 18
10 C1-8 0.55 0.00 0.55 0.00 Comb 6.0 3.00 6.00 3.00 2.00 Sag 2.00 0.050 0.020 0.000 0.06 1.71 0.23 1.71 2.0 Off
11 C1-9 0.74 0.00 0.65 0.10 Comb 6.0 3.00 0.00 3.00 2.00 0.009 2.00 0.050 0.020 0.013 0.16 5.23 0.25 1.60 2.0 Off
12 C1-12 0.71 0.00 0.63 0.09 Comb 6.0 3.00 0.00 3.00 2.00 0.009 2.00 0.050 0.020 0.013 0.16 5.12 0.24 1.55 2.0 Off
13 C1-13 0.49 0.00 0.49 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.073 2.00 0.050 0.020 0.013 0.10 1.98 0.17 0.00 2.0 17
14 C1-15 2.18 0.89 3.07 0.00 DrGrt 0.0 0.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.22 23.85 0.22 23.85 0.0 Off
15 C1-16 1.83 0.00 0.93 0.89 DrGrt 0.0 0.00 0.00 3.00 2.00 0.010 2.00 0.020 0.020 0.013 0.12 14.10 0.12 14.10 0.0 14
16 C1-10 0.72 0.00 0.72 0.00 Comb 6.0 3.00 6.00 3.00 2.00 Sag 2.00 0.050 0.020 0.000 0.10 1.99 0.27 1.99 2.0 Off
17 C1-7 0.27 0.00 0.27 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.080 2.00 0.050 0.020 0.013 0.08 1.55 0.17 0.00 2.0 9
18 C1-5 0.37 0.00 0.35 0.02 Comb 6.0 3.00 0.00 3.00 2.00 0.005 2.00 0.050 0.020 0.013 0.14 4.19 0.22 0.99 2.0 2
19 C1-21 1.94 0.00 1.94 0.00 DrGrt 0.0 0.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.16 18.09 0.16 18.09 0.0 Off
20 C1-17 1.66 1.11 2.76 0.00 DrGrt 0.0 0.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.20 22.37 0.20 22.37 0.0 Off
21 C1-18 0.83 1.06 0.79 1.11 DrGrt 0.0 0.00 0.00 3.00 2.00 0.070 2.00 0.020 0.020 0.013 0.08 10.10 0.08 10.10 0.0 20
22 C1-19 1.83 0.00 0.77 1.06 DrGrt 0.0 0.00 0.00 3.00 2.00 0.083 2.00 0.020 0.020 0.013 0.08 10.10 0.08 10.10 0.0 21
Project File: New.stm Number of lines:22 Run Date: 9/19/2023
NOTES: Inlet N-Values=0.016; Intensity=69.46/(Inlet time+12.50)A 0.81; Return period=10 Yrs. ; *Indicates Known Q added.All curb inlets are Horiz throat.
Storm Sewers v2022.00

Hydraulic Grade Line Computations Pagel
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 24 9.25 811.00 812.09 1.09 1.74 5.31 0.44 812.52 0.509 16.015 811.08 812.18 1.10** 1.76 5.25 0.43 812.60 0.494 0.502 0.080 0.15 0.06
2 24 9.27 819.21 819.72 0.51* 0.64 14.49 0.44 820.16 0.000 19.362 820.76 821.85 1.09** 1.74 5.32 0.44 822.29 0.000 0.000 n/a 1.51 n/a
3 24 6.96 827.03 827.46 0.43* 0.49 9.84 0.29 827.75 0.000 29.560 828.39 829.16 0.77"" 1.12 4.31 0.29 829.45 0.000 0.000 n/a 0.62 0.18
4 18 6.82 829.59 830.01 0.42* 0.40 11.75 0.34 830.35 0.000 51.940 833.25 834.09 0.84** 1.01 4.68 0.34 834.43 0.000 0.000 n/a 1.28 n/a
5 15 4.40 834.65 835.04 0.39* 0.33 9.30 0.29 835.33 0.000 107.737839.98 840.68 0.70** 0.71 4.31 0.29 840.97 0.000 0.000 n/a 1.48 0.43
6 15 3.93 840.24 840.94 0.70* 0.70 3.89 0.24 841.17 0.501 93.767 840.71 841.41 0.70 0.71 3.89 0.24 841.64 0.500 0.501 0.469 1.50 0.35
7 15 0.35 840.91 841.76 0.85 0.12 0.29 0.07 841.83 0.000 131.186851.20 851.40 j 0.20** 0.12 2.10 0.07 851.47 0.000 0.000 n/a 1.50 n/a
8 15 0.16 851.40 851.47 0.07* 0.03 4.26 0.05 851.52 0.000 26.001 853.48 853.62 0.14** 0.07 1.73 0.05 853.66 0.000 0.000 n/a 1.00 0.05
9 15 2.60 834.65 834.96 0.31* 0.23 8.15 0.21 835.17 0.000 34.498 836.37 836.92 0.55** 0.52 3.68 0.21 837.13 0.000 0.000 n/a 0.88 0.19
10 15 2.31 836.57 836.92 0.35 0.28 6.07 0.20 837.12 0.000 44.048 840.09 840.61 0.52"" 0.48 3.55 0.20 840.80 0.000 0.000 n/a 1.48 n/a
11 15 1.39 840.39 840.68 0.29* 0.21 4.99 0.15 840.83 0.000 211.768844.64 845.05 0.41** 0.35 3.09 0.15 845.20 0.000 0.000 n/a 1.14 n/a
12 15 0.71 844.84 845.14 0.30* 0.22 2.49 0.10 845.23 0.484 35.090 845.01 845.31 0.30"" 0.22 2.51 0.10 845.40 0.493 0.489 0.171 1.00 0.10
13 15 4.15 840.91 841.76 0.85 0.89 3.53 0.19 841.96 0.364 26.018 841.04 841.83 0.79 0.82 3.83 0.23 842.06 0.445 0.404 0.105 0.50 0.11
14 15 3.73 841.24 841.96 0.72* 0.73 3.89 0.23 842.19 0.489 36.783 841.42 842.14 0.72 0.73 3.88 0.23 842.37 0.486 0.488 0.179 0.50 0.12
15 15 1.83 841.62 842.26 0.64 0.42 2.27 0.18 842.43 0.000 144.376842.78 843.25 j 0.47** 0.42 3.36 0.18 843.43 0.000 0.000 n/a 1.00 n/a
16 15 0.72 840.39 840.61 0.22 0.14 3.93 0.10 840.71 0.000 27.363 841.76 842.05 0.29** 0.22 2.58 0.10 842.16 0.000 0.000 n/a 1.00 n/a
17 15 0.27 840.18 840.68 0.50 0.10 0.45 0.06 840.74 0.000 26.417 841.50 841.68 j 0.18"" 0.10 1.97 0.06 841.74 0.000 0.000 n/a 1.00 0.06
18 15 2.27 825.76 826.02 0.26* 0.19 9.41 0.20 826.22 0.000 90.046 832.96 833.49 0.53** 0.49 3.59 0.20 833.69 0.000 0.000 n/a 0.50 0.10
19 15 1.94 833.96 834.20 0.24* 0.17 9.00 0.18 834.39 0.000 29.209 836.30 836.79 0.49"" 0.44 3.42 0.18 836.97 0.000 0.000 n/a 1.00 n/a
20 15 3.91 811.00 811.73 0.73 0.74 3.96 0.24 811.97 0.502 54.000 811.24 812.01 0.77 0.79 3.72 0.21 812.22 0.427 0.464 0.251 0.69 0.15
21 15 2.56 821.24 821.51 0.27* 0.20 9.86 0.21 821.73 0.000 181.498836.32 836.88 0.56** 0.53 3.71 0.21 837.09 0.000 0.000 n/a 0.50 n/a
22 15 1.83 839.38 839.62 0.24* 0.16 8.85 0.18 839.79 0.000 78.001 845.62 846.09 0.47** 0.42 3.36 0.18 846.27 0.000 0.000 n/a 1.00 n/a
Project File: New.stm Number of lines:22 Run Date 9/19/2023
Notes:*Normal depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2022.00

Storm Sewer Profile Proj. file: New.stm
C j C 5 C 5 C 5 C 3 C 3 C j C 5
3 M J C J C J C J C J C J C J C J
O. O— O. O. O— Q. O 0
O c6i Q In Loco—
^ QN-o N. o�in N co N ��� 0) ��
O m.- Q ��6) C• ^7 CNN 0) CINN a TrMM CO fQ7V M coV•V co �ln l[� co cold(
Elev. (ft) o woo CO o°mm u' mmco m °°mCO m WOO OD N °°mco o° ma0o° v cocci m�
•
O-p W O WWW O WWW O WWW ,- WWW N WWW c+) WWW 4. WWW WW
m E c m E 5 5 m E>> co E>> m E>> m E>> co E 5 5 m E>> m E>
cnn O— CO a-- CO o✓-- CO a-- co D-- cnn Q!-- m c-- m n cn a-
902.00 —902.00
881.00 • 881.00
•
I
I860.00 / - 860.00
_ 5" cs
839.00 — —839.00
_ -'; ,, 4.95%
. .
— 26.001Lf-15"@ 8.00%
818.00 — —818.00
— R1a4rnf-18"@7ns%
- 28.660Lf 21"@ 1.60%
19.382Lf-24"@ 8 01%
— 16.015Lf-24"1 U.5U%
797.00 797.00
0 50 100 150 200 250 300 350 400 450 500
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
O N
0-3r r r
5 C 5 C 7 C 7 C 7
O C J O.C J OE J OE J 0
1` N CO CD 1-CO in CO 1-O•CO V CC!CO 00 V .O
O •
p O CO V NCO CO In �00 M CQ44 V m�
Elev. (ft) o°�_°m°° M• mmm m COcooco rn mro o N mm
q W W W p W W W O W W W N W W W CO LT,W
m _E > > .9 E> > coE> > ° E>> m E >
cn i c c to E C E co cr c E co Fe c c co 2 c
860.00 — — _ — J 860.00
854.00 854.00
848.00 — 848.00
r
842.00
.01%
—842.00
,:0901 f-19"@ 0.48%
836.00 - 836.00
440481f-15"Q.1.99%
— 34.498Lf- 1-"@ 4.99%
830.00 830.00
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
M
3 C 5 E 5 C
0 C J Q C J O.C —I 0
°°17• m (OOQN , cc?
co N�
CO
Elev. (ft) o CO,r N °°°�DO�° m °°°�°0�° o °°�
O W W W O W W W IDW W W N W W
W _E > C asE>> asE>> :o E5
(n Q ro Q' co Q' fA d'_
866.00 1 866.00
860.00 - 860.00
854.00 • 854.00
848.00 848.00
842.00 842.00
ME � 144. 78Lf-15"@0.80%
36783Lf-15"©0-49% •
— 28.018Lf-15"@ 0.50%
836.00 836.00
0 25 50 75 100 125 150 175 200 225
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
o= -J 0
o� C) CO1,
o'n o o CI CO
Elev. (ft) o° . nrm
oWww o Ww
E > ; m E
cn i c c c c
853.00 853.00
850.00 850.00
•
847.00 847.00
844.00 844.00
•
•
841.00 y•®5.0i%
7.3630 841.00
838.00 838.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
3 E 7
0 E J 0
in
O m a)0 ;
Elev. (ft) go N mm
C.W w w o ww
03 E 5 ; m E>
E c c co as
857.00 857.00
853.00 853.00
849.00 / 849.00
845.00 845.00
841.00 841.00
837.00 837.00
0 10 20 30 40 50 60 70 80 90 100
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
co co O
0.1
C j c j C j
Q N C J OE J Q C J 0
nj Q °CNN �M� co CINto
O CV ti . • CV ap CV
O 00 s— O Ch 1.0 CO CA CL) o w
Elev. (ft) o w 0 . °_°cam M CO mg
CI Id W O W W W N W W W M it
g E > as E» N E » W E>:
coo E to cecc to cccc co 'd.0
884.00 — - - — 884.00
867.00 • 867.00
850.00 Mill 850.00
•
w l
�
833.00 —"�� —833.00
.
I IN
816.00 /I 816.00
— 54.0271 t-15•'L U.44% •
799.00 I 799.00
0 25 50 75 100 125 150 175 200 225 250 275 300 325
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: New.stm
N
N N
7 C 7 C 7
0 c J 0 E J 0
O co co CO NCDCD •
��
O ti O p cnM� N v-ui
Elev. (ft) o co. �� w °D.0� r' mm
aWww a Www s it
as > > B E» j E
in D c E co a.E c co re 5
855.00 - —855.00
—
848.00 848.00
841.00 841.00
/
834.00 —834.00
61_ -
827.00 827.00
820.00 820.00
0 10 20 30 40 50 60 70 80 90 100 110 120
HGL EGL Reach (ft)
Storm Sewers

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
8
7
15 14 • ■
13
22
6
•
•
17
\12 ■ 16
11
5 21
10
•
9
4
19
■ 18 3 20
2
1 Outfall
Outfall
Project File: New.stm Number of lines:22 Date:9/19/2023
Storm Sewers v2022 00

Structure Report Page1
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
1 M 238 Manhole 836.65 Rect 4.00 4.00 24 Cir 811.08 24 Cir 819.21
2 C1-4 Combination 837.10 Rect 4.00 4.00 24 Cir 820.76 I 24 Cir 827.03
15 Cir 825.76
3 C1-3 Combination 839.02 Rect 4.00 4.00 24 Cir 828.39 18 Cir 829.59
4 C1-2 Combination 840.77 Rect 4.00 4.00 18 Cir 833.25 15 Cir 834.65
15 Cir 834.65
5 C1-1 Combination 848.36 Rect 4.00 4.00 15 Cir 839.98 15 Cir 840.24
15 Cir 840.18
6 C1-14 Combination 855.98 Rect 4.00 4.00 15 Cir 840.71 15 Cir 840.91
15 Cir 840.91
7 C1-11 Combination 863.97 Rect 4.00 4.00 15 Cir 851.20 15 Cir 851.40
8 C1-20 Combination 863.96 Rect 4.00 4.00 15 Cir 853.48
9 C1-6 Combination 842.72 Rect 4.00 4.00 15 Cir 836.37 15 Cir 836.57
10 C1-8 Combination 845.71 Rect 4.00 4.00 15 Cir 840.09 15 Cir 840.39
15 Cir 840.39
11 C1-9 Combination 848.66 Rect 4.00 4.00 15 Cir 844.64 15 Cir 844.84
12 C1-12 Combination 848.45 Rect 4.00 4.00 15 Cir 845.01
13 C1-13 Combination 855.66 Rect 4.00 4.00 15 Cir 841.04 15 Cir 841.24
14 C1-15 DropGrate 844.77 Rect 4.00 4.00 15 Cir 841.42 15 Cir 841.62
15 C1-16 DropGrate 846.22 Rect 4.00 4.00 15 Cir 842.78
16 C1-10 Combination 846.65 Rect 4.00 4.00 15 Cir 841.76
17 C1-7 Combination 848.73 Rect 4.00 4.00 15 Cir 841.50
18 C1-5 Combination 839.23 Rect 4.00 4.00 15 Cir 832.96 15 Cir 833.96
19 C1-21 DropGrate 843.32 Rect 4.00 4.00 15 Cir 836.30
20 C1-17 DropGrate 837.81 Rect 4.00 4.00 15 Cir 811.24 15 Cir 821.24
Project File: New.stm Number of Structures:22 Run Date: 9/19/2023
Storm Sewers v2022.00

Structure Report Page2
Struct Structure ID Junction Rim Structure Line Out Line In
No. Type Elev -
Shape Length Width Size Shape Invert Size Shape Invert
(ft) (ft) (ft) (in) (ft) (in) (ft)
21 C1-18 DropGrate 848.19 Rect 4.00 4.00 15 Cir 836.32 15 Cir 839.38
22 C1-19 DropGrate 855.09 Rect 4.00 4.00 15 Cir 845.62
Project File: New.stm Number of Structures:22 Run Date: 9/19/2023
Storm Sewers v2022.00

Inlet Report Page 1
Line Inlet ID Q= Q Q Q Junc Curb Inlet Grate Inlet Gutter Inlet Byp
No CIA carry capt Byp Type Line
Ht L Area L W So W Sw Sx n Depth Spread Depth Spread Depr No
(cfs) (cfs) (cfs) (cfs) (in) (ft) (sqft) (ft) (ft) (ft/ft) (ft) (ft/ft) (ft/ft) (ft) (ft) (ft) (ft) (in)
1 M 238 0.00 0.00 0.00 0.00 MH 0.0 0.00 0.00 0.00 0.00 Sag 0.00 0.000 0.000 0.000 0.00 0.00 0.00 0.00 0.0 Off
2 C1-4 0.91* 0.01 0.92 0.00 Comb 6.0 3.00 6.00 3.00 2.00 Sag 2.00 0.050 0.034 0.013 0.10 2.00 0.27 2.00 2.0 Off
3 C1-3 0.19 0.00 0.19 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.049 2.00 0.050 0.020 0.013 0.08 1.51 0.17 0.00 2.0 2
4 C1-2 0.40 0.00 0.40 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.049 2.00 0.050 0.020 0.013 0.10 1.99 0.17 0.00 2.0 3
5 C1-1 0.38 0.00 0.38 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.080 2.00 0.050 0.020 0.013 0.09 1.77 0.17 0.00 2.0 4
6 C1-14 0.60 0.00 0.60 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.073 2.00 0.050 0.020 0.013 0.11 2.35 0.17 0.14 2.0 5
7 C1-11 0.19 0.00 0.19 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.050 2.00 0.050 0.020 0.013 0.07 1.49 0.17 0.00 2.0 6
8 C1-20 0.13 0.00 0.13 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.050 2.00 0.050 0.020 0.013 0.06 1.28 0.17 0.00 2.0 13
9 C1-6 0.30 0.00 0.30 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.049 2.00 0.050 0.020 0.013 0.09 1.77 0.17 0.00 2.0 18
10 C1-8 0.43 0.00 0.43 0.00 Comb 6.0 3.00 6.00 3.00 2.00 Sag 2.00 0.050 0.020 0.000 0.03 1.50 0.20 1.50 2.0 Off
11 C1-9 0.58 0.00 0.53 0.05 Comb 6.0 3.00 0.00 3.00 2.00 0.009 2.00 0.050 0.020 0.013 0.15 4.59 0.23 1.28 2.0 Off
12 C1-12 0.56 0.00 0.51 0.05 Comb 6.0 3.00 0.00 3.00 2.00 0.009 2.00 0.050 0.020 0.013 0.15 4.49 0.23 1.22 2.0 Off
13 C1-13 0.38 0.00 0.38 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.073 2.00 0.050 0.020 0.013 0.09 1.80 0.17 0.00 2.0 17
14 C1-15 1.70 0.64 2.34 0.00 DrGrt 0.0 0.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.18 20.22 0.18 20.22 0.0 Off
15 C1-16 1.43 0.00 0.79 0.64 DrGrt 0.0 0.00 0.00 3.00 2.00 0.010 2.00 0.020 0.020 0.013 0.11 13.10 0.11 13.10 0.0 14
16 C1-10 0.57 0.00 0.57 0.00 Comb 6.0 3.00 6.00 3.00 2.00 Sag 2.00 0.050 0.020 0.000 0.07 1.75 0.23 1.75 2.0 Off
17 C1-7 0.21 0.00 0.21 0.00 Comb 6.0 3.00 0.00 3.00 2.00 0.080 2.00 0.050 0.020 0.013 0.07 1.41 0.17 0.00 2.0 9
18 C1-5 0.29 0.00 0.28 0.01 Comb 6.0 3.00 0.00 3.00 2.00 0.005 2.00 0.050 0.020 0.013 0.13 3.62 0.20 0.73 2.0 2
19 C1-21 1.51 0.00 1.51 0.00 DrGrt 0.0 0.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.14 15.64 0.14 15.64 0.0 Off
20 C1-17 1.29 0.79 2.08 0.00 DrGrt 0.0 0.00 6.00 3.00 2.00 Sag 2.00 0.020 0.020 0.000 0.17 18.87 0.17 18.87 0.0 Off
21 C1-18 0.65 0.78 0.65 0.79 DrGrt 0.0 0.00 0.00 3.00 2.00 0.070 2.00 0.020 0.020 0.013 0.07 9.10 0.07 9.10 0.0 20
22 C1-19 1.43 0.00 0.64 0.78 DrGrt 0.0 0.00 0.00 3.00 2.00 0.083 2.00 0.020 0.020 0.013 0.07 9.10 0.07 9.10 0.0 21
Project File: New.stm Number of lines:22 Run Date: 9/19/2023
NOTES: Inlet N-Values=0.016; Intensity=68.53/(Inlet time+12.90)A 0.88; Return period=2 Yrs.; *Indicates Known Q added. All curb inlets are Horiz throat.
Storm Sewers v2022.00

Appendix G
Pre & Post Stormwater Analysis

Appendix G
Section 1 — Pre & Post Drainage Area Maps

—
/
�
- j� i PI 1x a � s" \ D �
RM,9,9< \�I e!
/ ,A zz a!' / / \ ,
� �PRE DRAINAGE AREA a% l .'� j ,
. % 5; .BOUND
'\
// /, - " \ L / _
r,, : •9,4, ,,/- , 4. ,t,•4.Al//,,-•,-,W,'/,' -'t,"''' 0 / \
*,'.=4to ,,,1 ' l'O'''3'Z)1',•,tr'•'''A%-"/,'"?/1 4, @ 4..,„. ,' --SleA4,.:11itr:';'''-f---,'/IC r i' / ri y
__
,.. ,\ . 4
/rig,),,r1!67/'''/-7 /'--47,2',)c,s1Y('',/7.-----",;')////,',-*;' 1-----r--1-1 I
• . �\ ,fit% /, '( ,
L- I
PROP.PROJECT .' _ � l'%/'/
__
BOUNDARY %,/�� `'�° 23 - �,� r° ",i//l;'
:----:
11
, ,
1:,, ,-ti--" ,
to:__,41frii.,/,4r„: ,r.„5,,,,,,,,..„5 ,_ ,.;,,,,,,,,,,,--„,„,,- 7,--=_,:,,,,,,,,„____„_,__:-,,, ,,,,_„m,,,,) ,,,) ,f,,,o,/ \
.,,,,,,,___,...,*ay-- .....rf',,,,',/,,,,, ,,-(r...--),,,,,,-c,-,„;70,/,--,00,-..--!.,,,,,'„,:;:„,„3,.1,- -,_;A-,,---c----,;,,,,,,\,Ass,.?:„.,
-•,.. ,_ 7, '''"4 ,, / 1.41rAINO!'-- '''''-'-'/,',---;=‘,.---L-2',i,v:-•
.,��'` , �' n� LEC�ENn
1,%;%;';l„%/i" i —- —
I' ' i,',2,0' - \ • • r PR.LOT LINE/PARCEL LINE
"
� I i„ ;, "" - � � Pw PUBLIC STORM DWIHACE EASEMENT
�t`:t1?- �/„ '�':(�„� .A.._c l"' 4A.``:f-�S, '�_.,,'i! A• _ �_ _ _ — ., Ra.alloR�
J FRIEDLAND PR urRB CUTTER
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. 3a, _ _ ��r - ' , -_ I BOIINUARY PR.ROAD canal LINE
3 r ;�, ‘' '< -' � � �...%�__ 1 = I ,,,,,'-',/
— —I I r--1 I �j e �PQa�sP
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P.PUBLIC UTILITY B453.1ENT
PR.SETBACK
I{0>,70]sry �//�� - __ )/:/It ;� �� - - 1 _ s:____ -�I .•ram FR scn MAINTENANCE:ACCESS EASEMENT
PRE DEV:DA- %;,--"i"� - �. -.< _� _ '„�` _ S _=- -- - - ti 1 l' I PR.HEAVY DUTY PAVEMENT
o AREA: 29.69 AG ,Y + '"' _;; ,=S,L,_u , „ ' .>-, g PR.urHrwrc PAVEVeNT
o x7 / j: `� k` '? ; ,;��' esa' 8s � /i' '; ',HANDICAP PARKINS
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I; (�, 1 1; „a9% _: .,2-'= ,;'.': bo/% TIME OF coNCExnzAnoN
PR.LOT 1.11MBER
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1
i —— —— -- ((l � � ev�,� _ �;d .' -- / = ;`..%?esa—: , _ 1 /.. �ooR P.PARKINS SPACE COUNT
� .l ,, ';, ;� :', `, ,,,'•'" V ' ;;l ; - =� ' ,' � '_ ��_ ' __- -- e Rls• EN.cure RADIUS
:
Q \ �8� `\,i%�'�;i°-s �^'-e55;/ � (� B wo LInIr.L evlsTuw3nNCE
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CONTOUR
V 8.99 _:.= .✓'' fir I I \ $M 2-D3 PR I'CONTOUR
o I 7,ft e dj r2,,/" ,i..�;_:;\ ' I—_.-I \6, LOL EX P CONTOUR
200 PR 5 CONTOUR
7.
EX RISHT-OP-WAY
' \
v
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0 / v INv a ' > U J /840✓, `IY. - s Ni �Y 68= ---__—EX ADJACENT PROPERTY LIME
v \ -_I6 le I m 831 J�/ g34 ` - •5;441241 I.lVy �S�6 B - EX EASEMENT
__ VS• / N.m
\ -- I I /; / 6 \ -NW EC.N-TIDAL KET-P/m
826 0 ,, `' _
�c " / 1 J 825 m 6 h� I SE EX STREAM BUFFER
\\ // '+r„ I v �. g19 `r Z5:�ST 8• I EX EC A�VH-8RT
Qj yG, F :S: - _- EC Y1ALK ?D6E OF SUTTER
\� -- "�) AI •a 0 e 1 _ - rTh-_ - —.. EC STREAM/POW
�W
a 1 I PRE DEV:DA 2—�, - cV __ W�". Irf
1r AREA b 09 AG - �¢s i _ (•-�
___ ( Nvs i GN:60 s .; `/ _ as - I I - I "_ `�(WITHIN LANDWARD RIMER)
"44JJ ',`� ZOIE I-UNDISTURBED BUFFER
TOR/.1 DRAIN
e as —ays TG IS3 MIN J %;" ���' I ' ZOIE2-LAmNARD BF'R
D� =- +3 e. a,� • _ B, e. ,S�_ � e I ''i 1::��:'%' `:`,,:', :,'� :;,%✓ PROJECT 1 I ` SAD EX SSANITARY LINE
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Q / _ P .� ~ - ____J.,"''```'1 /'I'(:''i�'i,: ' _ — _ ' ` G C EX 6A5 LIRE
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Ex VLATH2r
/ • - -!js'%yl;'u,=-",;/ I R :I E.`L LLII6�HT�PIXE
G /D I (" :) I '=mil ;!- :` /• I o Know what's below.
oI ! as /, i D/ !% ,�f,,, I Call before you dig. os ora+svACE
b v ) h'I
0
y
�� m -
,, I x I a a,e PRE DA MAPS
NOT:OR FOR
GONSTRUGTION FIDDLER'S CREEK FARM
m
O !
2 OVERALL SUMMARY go
M 0 I N 1� WINSTON SALEM FORSYTH GOUNTY,NORTH GAROLINA
m
a 1-YEAR STORM 2-YEAR STORM 5-YEAR STORM 10-YEAR STORM 100-YEAR STORM ENGINEER'S SEAL
POINT OF INTEREST (CFS) (CFS) (CFS) (CFS) (CFS)
No. DATE REVISIONS
o MORRIS B RITCHIE ASSOCIATES OF NC, PG
> DEVELOPMENT 16.61 32.60 56.51 11.44 160.44 0 o9/I5/2023 ORIGINAL SUBMITTAL ` — • -`MIMI ENGINEERS,ARGHITC-GTS,PLANNERS,5URVEYORS AND LANDr.�GAPE ARGHITEGE
9JOB No.: 21661 i ■ / 530 HINTON POND RD.,STE 104
DEVELOPMENTOS 12.T5 19.64 39.56 52.41 111.42 SCALE. SHOWN ! I+• j KNIJSHTDALE,NG 21545
DATE, oaioano22 f LICE 200-2103
ui
a
I50' O' -IS' I50' 300' 60a' ENGINEER: JMLK . WWW.MRA6TA.GOM
DRAWN BY: EL ©2023 MORRIS INTCHIE ASSOCIATES,INC.
IT I I I I DESIGN BY, JRM STATUS: REVISION 0150T:
Scale:I Inch = 150 ft. REVIEW BY, PKN PRELIMINARY NOT FOR GONSTRUGTION Rev D5.0

• �5� I� PA% / D'' I
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ve TG: 14.3 MIN a�' ; cJ�iT"I
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m ) " sso / it O.i 14 m4 IAREA:813 AG 1
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,04 erg QIO.35.11 GFS . \''',
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NAE,ct a a / �`
1S 1 eouNDARY(rm.)
—PR R16NT OF WAY
\R �J I=�l SC B I�,},,I 1 1 L -------PR.LOB IC STORM
DRAIN
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IS
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1 J I I F'� PR.ALme aT SCM ENANCEEN SPACE
m I H R ., .,�,-arF�� "• AREA: 1.29 AG a I M PR YDM'PNr, NT eAsaExr
. �. ]a 21 I I . I I AVISIENT
I PR LINK DM PAVEMENT
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6 I y
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'di
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•
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.f 9 rti e / 200 IXscoNraFt
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s 010:44 O7 GFS T �j` s y s :�:avb >s e - IX ADJACENT PROPERTY LINE
___� TG,.1.2 MIN I vs ill-g % m --- --EX EASEMENT
" 1 - POST DEV:DA-2 f � -
- I .� I IX I%ANNUAL.RANGE FLOODPLAIN
^ LDING
/.:� UNGAPTURED - m) a- y NW—IXNDN-TIDAL vtrLwNo
Q1 `, J 1 ;. v AREA: 231 AG G `%•I-5 s' g I {� 5B EIXc.STREAM BUFFER v) 1 ` SGM
WALK
m GN:80 s• __ -_-- _ IX CURB
-A - �� / Z 010: 11.'72 CFS �' --- IX PAVEI-ENT/EDbE OF SUTTER
a 14 -- M m 9 TO 4.9 MIN `� I ros..' R - 'mow-— --- EIXiL STREAMmaND
1� 1--\ � "'• I egg• �. I - -_ IX 1R�IIR
L 1 Nb5 I 5 5� ty8�i>d/ / I I I ZOIff' I.IIDIST.RBH)BlPF9L
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xs. a - N '_ a �" '�l` / i- ` I rorg z-wroruRD e
-_ v' e a. BNB+.S�� e. s - i'� i_' , /e f / ...SO IX STORM DRAIN
NV S. y - �� -5=C �� �� 5 6.;' // \ \ f ' h 4= SAN IXSAf11TMY
S:� Nt5 T � %- 5 I
Q \ I.. S :941 _ Fp . J �`,\ �:''�ii'i�':: - I L-J1 n... Al‘ W w IX SAS LI IIE
\ ""✓ _sell _ J�g� : -0 H- B _ s.-' N/• _ Q G G—IX SAS LIIE
, f li ' 811© UGE IX lIDH6ROdmH£GWL
J I SB - / '-;.. /�i , f 6 IX FIRE HYGRAN,
�° m m< ��;.. � oHE IXoa�AnE[we
Q L'' S --% ��%"=�� �'��;� /' J4 I I 1 • Ex.,,,,,,:-.
WATER VALVE
a EX LICTHT POLE
I o IX HATER METER
0 \ 1 �,,`;,Gl%1,;a+; l / Knout what's below. IX POKER POLE
w � ;', , ;i/ ,.,: : / �§ ,Jr� I Call before you dig. . OPEN SPACE
°' \ �'Pl � <- P05T MAPS
NOT POR FOR
CONSTRUCTION FIDDLER'S GREK FARM
m
O ! O
B
u OVERALL SUMMARY go
M 3 I N 3'' WINSTON SALEM FORSYTH COUNTY,NORTH CAROLINA
m
a 1-YEAR STORM 2-YEAR STORM 5-YEAR STORM 10-YEAR STORM 100-YEAR STORM ENGINEER'S SEAL
POINT OF INTEREST (CFS) (CFS) (CFS) (CFS) (CFS)
No. DATE REVISIONS
o MORRIS B R T -H E ASSOCIATES OF NG, PG
>nt PRE 18b1 32.6o SbSI TI.44 160.44 0 ov15no23 ORIGINAL SUBMITTAL ENGINEERS,ARCHITECTS,PLANN925,SURVEYORS AND LANDSCAPE ARCHITEGE
DEVELOPMENTW
`� - JOB No.: 21631 • L i ■ -/ 530 HINTON POND RD.,STE 104
DEVELOPMENT 12.75 IQ.64 0-2103
POST 3956 52.47 111.42 SCALE'
� SW"' ! �• j KNI&HTDALE,NG 21545
od, DATE, 01/0/2022 f LICENSE*1
20C-4152
ui
a
I50' O' TS' I50' 300' Cop' ENGINEER: JMK . WWW.MRA6TA.GOM
DRAWN BY: EL ©2023 MORRIS aRITCHIE ASSOCIATES,INC.
IT DESIGN BY, JRM STATUS: REVISION CUT,
:I Inch = ISO Ft. REVIEW BY: ., PRELIMINARY NOT FOR CONSTRUCTION I Rev I 01 IQ D5.1

Appendix G
Section 2 A -Pre Development HydroCAD Report

<23S 24S
PRED " -1 PaEDA-2
I �
25L
PRE TOTAL
SubCat Reach 'on• Routing Diagram for 21689 Fiddlers Creek Farm
Prepared by Morris&Ritchie Assoc Of NC, PC, Printed 9/20/2023
HydroCAD®10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC

21689 Fiddlers Creek Farm
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 2
Project Notes
Defined 10 rainfall events from Town of Winston Salem (Fiddlers) idf- IDF

21689 Fiddlers Creek Farm
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 3
Rainfall Events Listing
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1-yr Type II 24-hr Default 24.00 1 2.80 2
2 2-yr Type II 24-hr Default 24.00 1 3.38 2
3 5-yr Type II 24-hr Default 24.00 1 4.23 2
4 10-yr Type II 24-hr Default 24.00 1 4.90 2
5 25-yr Type II 24-hr Default 24.00 1 5.81 2
6 100-yr Type II 24-hr Default 24.00 1 7.28 2

21689 Fiddlers Creek Farm
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 4
Area Listing (selected nodes)
Area CN Description
(acres) (subcatchment-numbers)
0.644 79 <50% Grass cover, Poor, HSG B (23S)
1.071 89 <50% Grass cover, Poor, HSG D (23S)
21.927 60 Woods, Fair, HSG B (23S, 24S)
2.672 73 Woods, Fair, HSG C (23S)
9.469 79 Woods, Fair, HSG D (23S)
35.783 67 TOTAL AREA

21689 Fiddlers Creek Farm
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 5
Soil Listing (selected nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
22.571 HSG B 23S, 24S
2.672 HSG C 23S
10.540 HSG D 23S
0.000 Other
35.783 TOTAL AREA

21689 Fiddlers Creek Farm
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 6
Ground Covers (selected nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000 0.644 0.000 1.071 0.000 1.715 <50% Grass cover, Poor 23S
0.000 21.927 2.672 9.469 0.000 34.068 Woods, Fair 23S, 24S
0.000 22.571 2.672 10.540 0.000 35.783 TOTAL AREA

21689 Fiddlers Creek Farm Type 1124-hr 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 7
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment23S: PRE DA-1 Runoff Area=29.694 ac 0.00% Impervious Runoff Depth=0.57"
Flow Length=2,340' Tc=15.6 min CN=69 Runoff=17.94 cfs 1.399 af
Subcatchment24S: PRE DA-2 Runoff Area=6.089 ac 0.00% Impervious Runoff Depth=0.26"
Flow Length=1,295' Tc=18.3 min CN=60 Runoff=0.90 cfs 0.134 af
Link 25L: PRE TOTAL Inflow=18.67 cfs 1.533 af
Primary=18.67 cfs 1.533 af
Total Runoff Area = 35.783 ac Runoff Volume = 1.533 af Average Runoff Depth = 0.51"
100.00% Pervious = 35.783 ac 0.00% Impervious = 0.000 ac

21689 Fiddlers Creek Farm Type 1124-hr 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 23S: PRE DA-1
Runoff = 17.94 cfs @ 12.10 hrs, Volume= 1.399 af, Depth= 0.57"
Routed to Link 25L : PRE TOTAL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-yr Rainfall=2.80"
Area (ac) CN Description
15.838 60 Woods, Fair, HSG B
0.644 79 <50% Grass cover, Poor, HSG B
2.672 73 Woods, Fair, HSG C
9.469 79 Woods, Fair, HSG D
1.071 89 <50% Grass cover, Poor, HSG D
29.694 69 Weighted Average
29.694 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.6 100 0.1060 0.16 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.44"
0.7 154 0.0590 3.91 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.3 2,086 0.0028 8.11 1,148.86 Channel Flow,
Area= 141.6 sf Perim= 26.0' r= 5.45'
n= 0.030 Stream, clean & straight
15.6 2,340 Total

21689 Fiddlers Creek Farm Type 1124-hr 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 9
Subcatchment 23S: PRE DA-1
Hydrograph
19,XL 1 _ 1 ■Runoff
✓� 17.94cfs
18= l7 T-1)p- 11�2 r
17 /
16V 1 /- A A L I *14_14a+�fa�Ii .6SA1'
14 — 1 j- —I L A Flu fluff Area$29.6 94
N 12VH 1 / 7[ T IR n�ff v14 le •Pf -
l; A -k 4 I— ti;!iirli)!Ir117,ZI
o 9V— —10 a-ow--Len t-h=
LL
$ i1 A 1 A - 4 I— I IT 516MT, _
6V1- 1 - ' - - 14 I— I - I 14 ( N 9 -
5_ —
2-/I ' 1 1 1 I 1 ' 1 J
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 24S: PRE DA-2
Runoff = 0.90 cfs @ 12.18 hrs, Volume= 0.134 af, Depth= 0.26"
Routed to Link 25L : PRE TOTAL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-yr Rainfall=2.80"
Area (ac) CN Description
6.089 60 Woods, Fair, HSG B
6.089 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.5 100 0.0500 0.17 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.44"
0.7 217 0.0900 4.83 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
6.3 291 0.1150 0.77 79.79 Channel Flow,
Area= 103.8 sf Perim= 77.0' r= 1.35'
n= 0.800 Sheet flow: Woods+dense brush
0.4 126 0.1360 5.94 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.4 561 0.0152 6.85 406.70 Channel Flow,
Area= 59.4 sf Perim= 32.5' r= 1.83'
n= 0.040 Winding stream, pools & shoals
18.3 1,295 Total

21689 Fiddlers Creek Farm Type 1124-hr 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 11
Subcatchment 24S: PRE DA-2
Hydrograph
/ 0 Runoff
0.90 cfs
Typ II 24-hr
I 11 LyrE Rainf11=2.801'
IRUnoffl Area=6.089 ad
IRt4noff Volume=9.134 of
Plowuncloff Deph70.Lenth=1 6I'�
g 95
I Tc='`8 13 r�nii
I I dN66b
//////
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 12
Summary for Link 25L: PRE TOTAL
Inflow Area = 35.783 ac, 0.00% Impervious, Inflow Depth = 0.51" for 1-yr event
Inflow = 18.67 cfs @ 12.11 hrs, Volume= 1.533 af
Primary = 18.67 cfs @ 12.11 hrs, Volume= 1.533 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Link 25L: PRE TOTAL
/ Hydrograph
// I —L 1- I -[ J- I T 14 - I —[ -H —H ❑ Inflow
:/ —I 1 R R7 rf �,JJ I ❑Primary
20= 18.677 cfs F _I -k _1 ± i pal Qw/ I"ed= 5:783_a
19
1V
15 . 1 1 I —r 1 1
14_j
13 , 11 1 —[ -H1
N 12
10 Ny 1 1
8/
64/ A- 1 1 T Irt Irt 11 1 1
5_
LI
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 13
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment23S: PRE DA-1 Runoff Area=29.694 ac 0.00% Impervious Runoff Depth=0.88"
Flow Length=2,340' Tc=15.6 min CN=69 Runoff=30.51 cfs 2.185 af
Subcatchment24S: PRE DA-2 Runoff Area=6.089 ac 0.00% Impervious Runoff Depth=0.48"
Flow Length=1,295' Tc=18.3 min CN=60 Runoff=2.33 cfs 0.244 af
Link 25L: PRE TOTAL Inflow=32.60 cfs 2.429 af
Primary=32.60 cfs 2.429 af
Total Runoff Area = 35.783 ac Runoff Volume = 2.429 af Average Runoff Depth = 0.81"
100.00% Pervious = 35.783 ac 0.00% Impervious = 0.000 ac

21689 Fiddlers Creek Farm Type 1124-hr 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment 23S: PRE DA-1
Runoff = 30.51 cfs @ 12.09 hrs, Volume= 2.185 af, Depth= 0.88"
Routed to Link 25L : PRE TOTAL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-yr Rainfall=3.38"
Area (ac) CN Description
15.838 60 Woods, Fair, HSG B
0.644 79 <50% Grass cover, Poor, HSG B
2.672 73 Woods, Fair, HSG C
9.469 79 Woods, Fair, HSG D
1.071 89 <50% Grass cover, Poor, HSG D
29.694 69 Weighted Average
29.694 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.6 100 0.1060 0.16 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.44"
0.7 154 0.0590 3.91 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.3 2,086 0.0028 8.11 1,148.86 Channel Flow,
Area= 141.6 sf Perim= 26.0' r= 5.45'
n= 0.030 Stream, clean & straight
15.6 2,340 Total

21689 Fiddlers Creek Farm Type 1124-hr 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 15
Subcatchment 23S: PRE DA-1
Hydrograph
34 T — •Runoff
32 , 1 —I - 30.51 cfs
28Vi ✓ yr-R1a'rnfa�il3.�3$"
26V
24V 1 _L I j _L T 1 -L Ru fhoff Area 29.694 —
20V 1 —IT 1 ,/ —1 T 1 iltimPff 1 'n1e 2. W -
18V' 1 _[ T 1 _t i �unr ID!P4h-0. 8..
16� / w Lets"II
'
14 -
u.
12/
0
10V 1 I —I T 1 ' ' ' L 1 1 _H ctN669
8V
6V IT T I= % ITT - ' T TI - -
4 I 1 �iII
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment 24S: PRE DA-2
Runoff = 2.33 cfs @ 12.15 hrs, Volume= 0.244 af, Depth= 0.48"
Routed to Link 25L : PRE TOTAL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-yr Rainfall=3.38"
Area (ac) CN Description
6.089 60 Woods, Fair, HSG B
6.089 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.5 100 0.0500 0.17 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.44"
0.7 217 0.0900 4.83 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
6.3 291 0.1150 0.77 79.79 Channel Flow,
Area= 103.8 sf Perim= 77.0' r= 1.35'
n= 0.800 Sheet flow: Woods+dense brush
0.4 126 0.1360 5.94 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.4 561 0.0152 6.85 406.70 Channel Flow,
Area= 59.4 sf Perim= 32.5' r= 1.83'
n= 0.040 Winding stream, pools & shoals
18.3 1,295 Total

21689 Fiddlers Creek Farm Type 1124-hr 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 17
Subcatchment 24S: PRE DA-2
Hydrograph
0 Runoff
2.33 cfs
r p� II124-hr
2 ,V H 2Lyr Rlaiirfall6-3. e 1
I IRUnbffl Area=6.089 ad
IRt4noff VcIume=9.?44 of
Tri
3 / uncl•ff Deph70. 8I"
Plow Len th=1 '
T IT 1 Tc='`813Mil
jdN66b
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 18
Summary for Link 25L: PRE TOTAL
Inflow Area = 35.783 ac, 0.00% Impervious, Inflow Depth = 0.81" for 2-yr event
Inflow = 32.60 cfs @ 12.10 hrs, Volume= 2.429 af
Primary = 32.60 cfs @ 12.10 hrs, Volume= 2.429 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Link 25L: PRE TOTAL
Hydrograph
�7 An rf ❑Inflow I
367 ❑Primary
34V 32.60 cfs t t 1
327/ , - Inflow Area=35.783 ac
:/
26_/ I 1— ' I I ± I - I I I I I
24_/
22� � 1 � � 111 � I � I � I � I
�
28
18- + -14 — I4 I —[ -HI —I + I
=
,° 16-/ /- 1 + 14 14 1 - 1 1 + I
14=
/12= / A— -1 + —1 4 — 1 4 I - I —I + I
10='
8
6=
4=
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 5-yr Rainfall=4.23"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 19
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment23S: PRE DA-1 Runoff Area=29.694 ac 0.00% Impervious Runoff Depth=1.42"
Flow Length=2,340' Tc=15.6 min CN=69 Runoff=51.71 cfs 3.510 af
Subcatchment24S: PRE DA-2 Runoff Area=6.089 ac 0.00% Impervious Runoff Depth=0.88"
Flow Length=1,295' Tc=18.3 min CN=60 Runoff=5.23 cfs 0.445 af
Link 25L: PRE TOTAL Inflow=56.51 cfs 3.955 af
Primary=56.51 cfs 3.955 af
Total Runoff Area = 35.783 ac Runoff Volume = 3.955 af Average Runoff Depth = 1.33"
100.00% Pervious = 35.783 ac 0.00% Impervious = 0.000 ac

21689 Fiddlers Creek Farm Type 1124-hr 5-yr Rainfall=4.23"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment 23S: PRE DA-1
Runoff = 51.71 cfs @ 12.08 hrs, Volume= 3.510 af, Depth= 1.42"
Routed to Link 25L : PRE TOTAL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 5-yr Rainfall=4.23"
Area (ac) CN Description
15.838 60 Woods, Fair, HSG B
0.644 79 <50% Grass cover, Poor, HSG B
2.672 73 Woods, Fair, HSG C
9.469 79 Woods, Fair, HSG D
1.071 89 <50% Grass cover, Poor, HSG D
29.694 69 Weighted Average
29.694 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.6 100 0.1060 0.16 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.44"
0.7 154 0.0590 3.91 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.3 2,086 0.0028 8.11 1,148.86 Channel Flow,
Area= 141.6 sf Perim= 26.0' r= 5.45'
n= 0.030 Stream, clean & straight
15.6 2,340 Total

21689 Fiddlers Creek Farm Type 1124-hr 5-yr Rainfall=4.23"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 21
Subcatchment 23S: PRE DA-1
Hydrograph
/ 1 i_ L I A - ❑Runoff
55=/ 51.71 cfs
50/ 1 i- -I 4 I— I - 1-r-1pie 11-2 -1 Ir
45 /I - -[ fi -h 1- I31.0 aiiifa1I 4. 31'
401/P 1 ' I [ F U rho' f Area029.6i94 a1
35 jR4ncoff VQlume53.' 1 Q �f
330� 1 1 1 fingfDeprF1. " -
owLen th ' -
u. 25 7
20� I1- =-4516 �ni' � -
151/ H 1— 1 + 1 1 6'46-big -
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 5-yr Rainfall=4.23"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment 24S: PRE DA-2
Runoff = 5.23 cfs @ 12.14 hrs, Volume= 0.445 af, Depth= 0.88"
Routed to Link 25L : PRE TOTAL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 5-yr Rainfall=4.23"
Area (ac) CN Description
6.089 60 Woods, Fair, HSG B
6.089 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.5 100 0.0500 0.17 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.44"
0.7 217 0.0900 4.83 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
6.3 291 0.1150 0.77 79.79 Channel Flow,
Area= 103.8 sf Perim= 77.0' r= 1.35'
n= 0.800 Sheet flow: Woods+dense brush
0.4 126 0.1360 5.94 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.4 561 0.0152 6.85 406.70 Channel Flow,
Area= 59.4 sf Perim= 32.5' r= 1.83'
n= 0.040 Winding stream, pools & shoals
18.3 1,295 Total

21689 Fiddlers Creek Farm Type 1124-hr 5-yr Rainfall=4.23"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 23
Subcatchment 24S: PRE DA-2
Hydrograph
0 Runoff
5.23 cfs
�I 5 �Ype�ll - ir -
j151yrf Rlahhf114. 31'
4� fi �R
T OWf1 Ai-ea=6.089
IRinoff Volume=0.4415 �f
3 I uncf I De ph=r-Q. 8II"
Flow Len th=1 95'
I 1 dN660
%i,�
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 5-yr Rainfall=4.23"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 24
Summary for Link 25L: PRE TOTAL
Inflow Area = 35.783 ac, 0.00% Impervious, Inflow Depth = 1.33" for 5-yr event
Inflow = 56.51 cfs @ 12.09 hrs, Volume= 3.955 af
Primary = 56.51 cfs @ 12.09 hrs, Volume= 3.955 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Link 25L: PRE TOTAL
Hydrograph
cR c1 rf ❑Inflow
❑Primary
60_' % 56.51 cfs Inflow Area=35.783 ac
55-/ i—
50-
45
40-
w 35-
g 30� /
25-/
20-'
15- /
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 25
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment23S: PRE DA-1 Runoff Area=29.694 ac 0.00% Impervious Runoff Depth=1.89"
Flow Length=2,340' Tc=15.6 min CN=69 Runoff=70.02 cfs 4.664 af
Subcatchment24S: PRE DA-2 Runoff Area=6.089 ac 0.00% Impervious Runoff Depth=1.24"
Flow Length=1,295' Tc=18.3 min CN=60 Runoff=7.94 cfs 0.631 af
Link 25L: PRE TOTAL Inflow=77.44 cfs 5.295 af
Primary=77.44 cfs 5.295 af
Total Runoff Area = 35.783 ac Runoff Volume = 5.295 af Average Runoff Depth = 1.78"
100.00% Pervious = 35.783 ac 0.00% Impervious = 0.000 ac

21689 Fiddlers Creek Farm Type 1124-hr 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 26
Summary for Subcatchment 23S: PRE DA-1
Runoff = 70.02 cfs @ 12.08 hrs, Volume= 4.664 af, Depth= 1.89"
Routed to Link 25L : PRE TOTAL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-yr Rainfall=4.90"
Area (ac) CN Description
15.838 60 Woods, Fair, HSG B
0.644 79 <50% Grass cover, Poor, HSG B
2.672 73 Woods, Fair, HSG C
9.469 79 Woods, Fair, HSG D
1.071 89 <50% Grass cover, Poor, HSG D
29.694 69 Weighted Average
29.694 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.6 100 0.1060 0.16 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.44"
0.7 154 0.0590 3.91 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.3 2,086 0.0028 8.11 1,148.86 Channel Flow,
Area= 141.6 sf Perim= 26.0' r= 5.45'
n= 0.030 Stream, clean & straight
15.6 2,340 Total

21689 Fiddlers Creek Farm Type 1124-hr 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 27
Subcatchment 23S: PRE DA-1
Hydrograph
I — —I I— —I + I I— 1 -1 ■Runoff
75� I 70.02 cfs
704 / T T1T T 13IIT4-ahr -
65/60T� / - I —I T 1 4 I- h-o-Lylr-R1a iifI 14.1901'' -
55T T 1 Rufhoff Area29.694 at
a 45/ T T —1 1 V i 'e74• f -
40/ 1 _[ H T T 1 —L nr1cePh-'I. . -
35: FIow Length 4
30V Y% _ TT 1 T T 1 T 1 Tg 5 r -i-i
25 -/ 0 201— 1 — T 1 -F 1— 1 T T HI T (t1- -
15/L I 1 T
10t/ 1 1- 1 - -
WI
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 28
Summary for Subcatchment 24S: PRE DA-2
Runoff = 7.94 cfs @ 12.13 hrs, Volume= 0.631 af, Depth= 1.24"
Routed to Link 25L : PRE TOTAL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-yr Rainfall=4.90"
Area (ac) CN Description
6.089 60 Woods, Fair, HSG B
6.089 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.5 100 0.0500 0.17 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.44"
0.7 217 0.0900 4.83 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
6.3 291 0.1150 0.77 79.79 Channel Flow,
Area= 103.8 sf Perim= 77.0' r= 1.35'
n= 0.800 Sheet flow: Woods+dense brush
0.4 126 0.1360 5.94 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.4 561 0.0152 6.85 406.70 Channel Flow,
Area= 59.4 sf Perim= 32.5' r= 1.83'
n= 0.040 Winding stream, pools & shoals
18.3 1,295 Total

21689 Fiddlers Creek Farm Type 1124-hr 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 29
Subcatchment 24S: PRE DA-2
Hydrograph
II
0 Runoff
7.94 cfs I I 1
�Typ �e II 24-hr
7 ✓ �10 yr�Rai�f�ll 4.J0
6 /h / ff t t IRUfl -AI ea=6.0189 at
5✓h - 4R4n9fffv 4nie 1 -f -
un ff D p h-1 4
Iow�Le th�1 '
4_ , 9
LI H HI HIT =4813
3
11 1 CN66b
777
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 30
Summary for Link 25L: PRE TOTAL
Inflow Area = 35.783 ac, 0.00% Impervious, Inflow Depth = 1.78" for 10-yr event
Inflow = 77.44 cfs @ 12.09 hrs, Volume= 5.295 af
Primary = 77.44 cfs @ 12.09 hrs, Volume= 5.295 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Link 25L: PRE TOTAL
Hydrograph
❑Inflow
85i 177 dd rf ❑Primary
80_
77.44 cfs �— Iiflo�cv Area=35.783 ac
—%
poi/ I I I I
65V
60V
55� L — � J 1_ 1 L 1 -1 1
5013- V T — 17 1 71T H
T
17
0 40_ + t H 11 +
30/
20/
15/
10V
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 25-yr Rainfall=5.81"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 31
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment23S: PRE DA-1 Runoff Area=29.694 ac 0.00% Impervious Runoff Depth=2.57"
Flow Length=2,340' Tc=15.6 min CN=69 Runoff=96.44 cfs 6.347 af
Subcatchment24S: PRE DA-2 Runoff Area=6.089 ac 0.00% Impervious Runoff Depth=1.80"
Flow Length=1,295' Tc=18.3 min CN=60 Runoff=12.08 cfs 0.913 af
Link 25L: PRE TOTAL Inflow=107.98 cfs 7.260 af
Primary=107.98 cfs 7.260 af
Total Runoff Area = 35.783 ac Runoff Volume = 7.260 af Average Runoff Depth = 2.43"
100.00% Pervious = 35.783 ac 0.00% Impervious = 0.000 ac

21689 Fiddlers Creek Farm Type 1124-hr 25-yr Rainfall=5.81"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 32
Summary for Subcatchment 23S: PRE DA-1
Runoff = 96.44 cfs @ 12.08 hrs, Volume= 6.347 af, Depth= 2.57"
Routed to Link 25L : PRE TOTAL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-yr Rainfall=5.81"
Area (ac) CN Description
15.838 60 Woods, Fair, HSG B
0.644 79 <50% Grass cover, Poor, HSG B
2.672 73 Woods, Fair, HSG C
9.469 79 Woods, Fair, HSG D
1.071 89 <50% Grass cover, Poor, HSG D
29.694 69 Weighted Average
29.694 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.6 100 0.1060 0.16 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.44"
0.7 154 0.0590 3.91 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.3 2,086 0.0028 8.11 1,148.86 Channel Flow,
Area= 141.6 sf Perim= 26.0' r= 5.45'
n= 0.030 Stream, clean & straight
15.6 2,340 Total

21689 Fiddlers Creek Farm Type 1124-hr 25-yr Rainfall=5.81"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 33
Subcatchment 23S: PRE DA-1
Hydrographdr
105=' - + I—I 4 1— I H -H ❑Runoff
100-/ 96.44 cfs
95 i - - - � pe--i l z4-1r
90iy
85✓ j- - 11 1—�t5 yrfil l8 '
80_ V - 1 F�utu: f �►rea029.894 a�C
75 /-
70
65✓_ - 1 - - 1 I 4n9 �•
w 60=
2.0 50 - 1 - - 1 1 -H 1—IRIS p r 5�"
/ Fbw-Le th=2,3
LL 40 - - - I .
30 _ _I1 I 1 1 d- 4600
25_ — —
20' — 1 - 4 1I - 1 4 1
15
10 i 1 1
i
0 .�ll������lll 7...................(... ...,... ���/ �������//��/����//��//ll��� ����(
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 25-yr Rainfall=5.81"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 34
Summary for Subcatchment 24S: PRE DA-2
Runoff = 12.08 cfs @ 12.12 hrs, Volume= 0.913 af, Depth= 1.80"
Routed to Link 25L : PRE TOTAL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-yr Rainfall=5.81"
Area (ac) CN Description
6.089 60 Woods, Fair, HSG B
6.089 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.5 100 0.0500 0.17 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.44"
0.7 217 0.0900 4.83 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
6.3 291 0.1150 0.77 79.79 Channel Flow,
Area= 103.8 sf Perim= 77.0' r= 1.35'
n= 0.800 Sheet flow: Woods+dense brush
0.4 126 0.1360 5.94 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.4 561 0.0152 6.85 406.70 Channel Flow,
Area= 59.4 sf Perim= 32.5' r= 1.83'
n= 0.040 Winding stream, pools & shoals
18.3 1,295 Total

21689 Fiddlers Creek Farm Type 1124-hr 25-yr Rainfall=5.81"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 35
Subcatchment 24S: PRE DA-2
Hydrograph
A - I— 1 - —
137/ ■Runoff
12.08 cfs
12 1 1 % 1
- l'fp 1124�r _
11- - 1 I I isLyi-14aiiiifiII5. h.
10- , i
9� , ' - -H -I 4 tRiinbff-Area=6.089 at —
Si/ 1 - 1 1 jRL n ff V slume=0. 13�f -
, 1 1 Y _1 J_ _ I_ fl?—_ff11)_!qhri i
° 6� / Flow Len th=1 LL . 9
5i/ - - - t I T 181 linTii
4-
3- I - 1 -
2-;/
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 25-yr Rainfall=5.81"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 36
Summary for Link 25L: PRE TOTAL
Inflow Area = 35.783 ac, 0.00% Impervious, Inflow Depth = 2.43" for 25-yr event
Inflow = 107.98 cfs @ 12.08 hrs, Volume= 7.260 af
Primary = 107.98 cfs @ 12.08 hrs, Volume= 7.260 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Link 25L: PRE TOTAL
Hydrograph
I
1207 A 1(17 QR rf ❑Inflow `
107.98 �i ` l+ �4 v -e _ 5�.73 L Primary)
115V cfs c
Ey
110151/ ,
100=" 1 1
95= /
90- /- —h I— - —1 fi fi —h
885 z4t- 1 + + 4I4
N 70✓
65-
3 60 i
O 55_ A—
35" 1
30 /
20157z /
OE
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 37
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment23S: PRE DA-1 Runoff Area=29.694 ac 0.00% Impervious Runoff Depth=3.74"
Flow Length=2,340' Tc=15.6 min CN=69 Runoff=141.62 cfs 9.267 af
Subcatchment24S: PRE DA-2 Runoff Area=6.089 ac 0.00% Impervious Runoff Depth=2.80"
Flow Length=1,295' Tc=18.3 min CN=60 Runoff=19.51 cfs 1.423 of
Link 25L: PRE TOTAL Inflow=160.44 cfs 10.689 af
Primary=160.44 cfs 10.689 af
Total Runoff Area = 35.783 ac Runoff Volume = 10.689 af Average Runoff Depth = 3.58"
100.00% Pervious = 35.783 ac 0.00% Impervious = 0.000 ac

21689 Fiddlers Creek Farm Type 1124-hr 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 38
Summary for Subcatchment 23S: PRE DA-1
Runoff = 141.62 cfs @ 12.08 hrs, Volume= 9.267 af, Depth= 3.74"
Routed to Link 25L : PRE TOTAL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-yr Rainfall=7.28"
Area (ac) CN Description
15.838 60 Woods, Fair, HSG B
0.644 79 <50% Grass cover, Poor, HSG B
2.672 73 Woods, Fair, HSG C
9.469 79 Woods, Fair, HSG D
1.071 89 <50% Grass cover, Poor, HSG D
29.694 69 Weighted Average
29.694 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.6 100 0.1060 0.16 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.44"
0.7 154 0.0590 3.91 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.3 2,086 0.0028 8.11 1,148.86 Channel Flow,
Area= 141.6 sf Perim= 26.0' r= 5.45'
n= 0.030 Stream, clean & straight
15.6 2,340 Total

21689 Fiddlers Creek Farm Type 1124-hr 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 39
Subcatchment 23S: PRE DA-1
Hydrograph
1 1 1 1 1 1 ❑Runoff
150:/ 141.62 cfs
140/ - / �_ � pefiJ 112 -hr
130/ 4 1 1-lbeiyrr--R f6H 80
120/
110/ % F 1 Ru rhoff Are2.694 arc
100 ✓/ — 1 f- I I 4 iffV914 •?-6I7
9 0 •
0 80 IR CT I1p — 17I4"
LL , Flow Length ,341
60 jITI 171T1,_I- 5 6 mi
50 _ 4 1 4 4 11 4 I— I - -Ctt4669
40=
30 -/
20/
10:
,,, ;,.. „,,�., l///ll�/////(///�///�////l/�/ll//�l�/ll//�//�
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 40
Summary for Subcatchment 24S: PRE DA-2
Runoff = 19.51 cfs @ 12.12 hrs, Volume= 1.423 af, Depth= 2.80"
Routed to Link 25L : PRE TOTAL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-yr Rainfall=7.28"
Area (ac) CN Description
6.089 60 Woods, Fair, HSG B
6.089 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.5 100 0.0500 0.17 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.44"
0.7 217 0.0900 4.83 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
6.3 291 0.1150 0.77 79.79 Channel Flow,
Area= 103.8 sf Perim= 77.0' r= 1.35'
n= 0.800 Sheet flow: Woods+dense brush
0.4 126 0.1360 5.94 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.4 561 0.0152 6.85 406.70 Channel Flow,
Area= 59.4 sf Perim= 32.5' r= 1.83'
n= 0.040 Winding stream, pools & shoals
18.3 1,295 Total

21689 Fiddlers Creek Farm Type 1124-hr 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 41
Subcatchment 24S: PRE DA-2
Hydrograph
I I— -k I I —I —21_ ■Runoff
20i
19V
19.51cfs
18�� � �— % � � 1 4 � I � � �Yp�e Il���r
1 - t ,' h1H t I I�
16� - � 1 h�y�Ra��f�ll�7.�$
15 � 1 / I RU n ftAI-e�I6.O89 —
N 134/F 1 7[ 1 ' 7[ 1 IRIMP f vI Ie 1. f -
3 11 zi— 1 / - - — 4 n``--f, ,, 1� .
0 10= — �/ 11Y L =
u. g�I-
8 — fi � t fi T8
7i/— I I
I 17I I6
5-'_
4= 4 I— 1 1 —H ]— 1 -
3-
2i�1 1 ' 1 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 42
Summary for Link 25L: PRE TOTAL
Inflow Area = 35.783 ac, 0.00% Impervious, Inflow Depth = 3.58" for 100-yr event
Inflow = 160.44 cfs @ 12.08 hrs, Volume= 10.689 af
Primary = 160.44 cfs @ 12.08 hrs, Volume= 10.689 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Link 25L: PRE TOTAL
Hydrograph
� L I I I _ I I I L_ L_ I _L ❑ Inflow
11 An dd rf El Primary
170 / 160.44 cfs —aC
160_
1401204-/
1104/ /— J —
� 100 t I
3 90_ ���
804/
7o / IM H H I H
60
504/
404
30= 4 1 I I
20/
10-
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Multi-Event Tables
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 43
Events for Subcatchment 23S: PRE DA-1
Event Rainfall Runoff Volume Depth
(inches) (cfs) (acre-feet) (inches)
1-yr 2.80 17.94 1.399 0.57
2-yr 3.38 30.51 2.185 0.88
5-yr 4.23 51.71 3.510 1.42
10-yr 4.90 70.02 4.664 1.89
25-yr 5.81 96.44 6.347 2.57
100-yr 7.28 141.62 9.267 3.74

21689 Fiddlers Creek Farm Multi-Event Tables
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 44
Events for Subcatchment 24S: PRE DA-2
Event Rainfall Runoff Volume Depth
(inches) (cfs) (acre-feet) (inches)
1-yr 2.80 0.90 0.134 0.26
2-yr 3.38 2.33 0.244 0.48
5-yr 4.23 5.23 0.445 0.88
10-yr 4.90 7.94 0.631 1.24
25-yr 5.81 12.08 0.913 1.80
100-yr 7.28 19.51 1.423 2.80

21689 Fiddlers Creek Farm Multi-Event Tables
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 45
Events for Link 25L: PRE TOTAL
Event Inflow Primary Elevation
(cfs) (cfs) (feet)
1-yr 18.67 18.67 0.00
2-yr 32.60 32.60 0.00
5-yr 56.51 56.51 0.00
10-yr 77.44 77.44 0.00
25-yr 107.98 107.98 0.00
100-yr 160.44 160.44 0.00

Appendix G
Section 2B — Post-Development HydroCAD Report

<27S>
POST DA-1 SCM A)
(3OS 29P
POST DA-1 SC Il
(UNCAPTURED)
C33S)
<28S>
3OP POST DA-2
(UNCAPTURED)
26L
POST DA-1 (SCM B) �__
SCM B
POS OAL
31P
/ r
SCM C
<32S>
POST DA-1 (SCM C) POST DA-2(SCM C)
KSubcat Reach 'on. Link Routing Diagram for 21689 Fiddlers Creek Farm
�� Prepared by Morris&Ritchie Assoc Of NC, PC, Printed 9/20/2023
HydroCAD®10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC

21689 Fiddlers Creek Farm
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 2
Project Notes
Defined 10 rainfall events from Town of Winston Salem (Fiddlers) idf- IDF

21689 Fiddlers Creek Farm
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 3
Rainfall Events Listing
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1-yr Type II 24-hr Default 24.00 1 2.80 2
2 2-yr Type II 24-hr Default 24.00 1 3.38 2
3 5-yr Type II 24-hr Default 24.00 1 4.23 2
4 10-yr Type II 24-hr Default 24.00 1 4.90 2
5 25-yr Type II 24-hr Default 24.00 1 5.81 2
6 100-yr Type II 24-hr Default 24.00 1 7.28 2

21689 Fiddlers Creek Farm
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 4
Area Listing (selected nodes)
Area CN Description
(acres) (subcatchment-numbers)
1.033 95 3000 Max SF Lots (15 Lots) (31S)
1.791 95 3000 Max SF Lots (26 Lots) (28S)
0.069 95 3000 Max SF Lotss (1) (27S)
0.803 95 3500 Max SF Lots (10 Lots) (28S)
2.009 95 3500 Max SF Lots (25 Lots) (27S)
0.458 95 3500 SF Max Lots (7 Lots) No drives (32S)
0.277 79 <50% Grass cover, Poor, HSG B (30S)
0.985 89 <50% Grass cover, Poor, HSG D (30S)
9.374 61 >75% Grass cover, Good, HSG B (27S, 28S, 30S, 31S, 32S)
1.833 74 >75% Grass cover, Good, HSG C (27S, 28S, 30S)
4.935 80 >75% Grass cover, Good, HSG D (27S, 28S, 30S, 33S)
0.104 95 Driveways (27S)
3.185 95 Roads (27S, 28S, 31S, 32S)
1.041 95 SCM (27S, 31S)
0.642 95 SCM Area (28S)
0.435 95 Sidewalk (27S)
0.521 95 Sidewalks (28S, 31S, 32S)
1.289 60 Woods, Fair, HSG B (30S)
4.989 79 Woods, Fair, HSG D (30S, 33S)
35.774 79 TOTAL AREA

21689 Fiddlers Creek Farm
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 5
Soil Listing (selected nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
10.940 HSG B 27S, 28S, 30S, 31S, 32S
1.833 HSG C 27S, 28S, 30S
10.909 HSG D 27S, 28S, 30S, 33S
12.091 Other 27S, 28S, 31S, 32S
35.774 TOTAL AREA

21689 Fiddlers Creek Farm
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 6
Ground Covers (selected nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchm
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000 0.000 0.000 0.000 1.033 1.033 3000 Max SF Lots (15 Lots)
0.000 0.000 0.000 0.000 1.791 1.791 3000 Max SF Lots (26 Lots)
0.000 0.000 0.000 0.000 0.069 0.069 3000 Max SF Lotss (1)
0.000 0.000 0.000 0.000 0.803 0.803 3500 Max SF Lots (10 Lots)
0.000 0.000 0.000 0.000 2.009 2.009 3500 Max SF Lots (25 Lots)
0.000 0.000 0.000 0.000 0.458 0.458 3500 SF Max Lots (7 Lots) No drives
0.000 0.277 0.000 0.985 0.000 1.262 <50% Grass cover, Poor
0.000 9.374 1.833 4.935 0.000 16.143 >75% Grass cover, Good
0.000 0.000 0.000 0.000 0.104 0.104 Driveways
0.000 0.000 0.000 0.000 3.185 3.185 Roads
0.000 0.000 0.000 0.000 1.041 1.041 SCM
0.000 0.000 0.000 0.000 0.642 0.642 SCM Area
0.000 0.000 0.000 0.000 0.435 0.435 Sidewalk
0.000 0.000 0.000 0.000 0.521 0.521 Sidewalks
0.000 1.289 0.000 4.989 0.000 6.278 Woods, Fair
0.000 10.940 1.833 10.909 12.091 35.774 TOTAL AREA

21689 Fiddlers Creek Farm
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 7
Pipe Listing (selected nodes)
Line# Node In-Invert Out-Invert Length Slope n Width Diam/Height Inside-Fill
Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches)
1 27S 0.00 0.00 1,361.0 0.0050 0.011 0.0 24.0 0.0
2 28S 0.00 0.00 576.0 0.0050 0.011 0.0 24.0 0.0
3 31S 0.00 0.00 550.0 0.0050 0.011 0.0 24.0 0.0
4 29P 803.00 800.00 90.0 0.0333 0.011 0.0 18.0 0.0
5 30P 796.00 792.00 90.0 0.0444 0.011 0.0 24.0 0.0
6 31P 809.75 809.00 78.0 0.0096 0.011 0.0 15.0 0.0

21689 Fiddlers Creek Farm Type 1124-hr 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 8
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment27S: POST DA-1 (SCM A) Runoff Area=380,357 sf 0.00% Impervious Runoff Depth=1.22"
Flow Length=1,534' Tc=13.7 min CN=82 Runoff=14.39 cfs 0.890 af
Subcatchment28S: POST DA-1 (SCM B) Runoff Area=9.663 ac 0.00% Impervious Runoff Depth=1.16"
Flow Length=784' Tc=9.2 min CN=81 Runoff=17.81 cfs 0.935 af
Subcatchment30S: POST DA-1 Runoff Area=10.001 ac 0.00% Impervious Runoff Depth=0.83"
Flow Length=2,304' Tc=14.3 min CN=75 Runoff=10.47 cfs 0.694 af
Subcatchment31 S: POST DA-2(SCM C) Runoff Area=3.770 ac 0.00% Impervious Runoff Depth=1.10"
Flow Length=648' Tc=5.4 min CN=80 Runoff=7.62 cfs 0.346 af
Subcatchment32S: POST DA-1 (SCM C ) Runoff Area=56,541 sf 0.00% Impervious Runoff Depth=0.88"
Flow Length=86' Slope=0.0250 '/' Tc=11.2 min CN=76 Runoff=1.64 cfs 0.095 af
Subcatchment33S: POST DA-2 Runoff Area=2.310 ac 0.00% Impervious Runoff Depth=1.10"
Flow Length=749' Tc=4.9 min CN=80 Runoff=4.76 cfs 0.212 af
Pond 29P: SCM A Peak Elev=808.76' Storage=22,873 cf Inflow=14.39 cfs 0.890 af
Primary=0.79 cfs 0.609 af Secondary=0.00 cfs 0.000 af Outflow=0.79 cfs 0.609 af
Pond 30P: SCM B Peak Elev=802.75' Storage=23,697 cf Inflow=17.81 cfs 0.935 af
Primary=0.87 cfs 0.635 af Secondary=0.00 cfs 0.000 af Outflow=0.87 cfs 0.635 af
Pond 31 P: SCM C Peak EIev=811.06' Storage=10,480 cf Inflow=8.90 cfs 0.442 af
Primary=0.53 cfs 0.323 af Secondary=0.00 cfs 0.000 af Outflow=0.53 cfs 0.323 af
Link 26L: POST TOAL Inflow=12.75 cfs 2.473 af
Primary=12.75 cfs 2.473 af
Total Runoff Area = 35.774 ac Runoff Volume = 3.173 af Average Runoff Depth = 1.06"
100.00% Pervious = 35.774 ac 0.00% Impervious = 0.000 ac

21689 Fiddlers Creek Farm Type 1124-hr 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 27S: POST DA-1 (SCM A)
Runoff = 14.39 cfs @ 12.06 hrs, Volume= 0.890 af, Depth= 1.22"
Routed to Pond 29P : SCM A
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-yr Rainfall=2.80"
Area (sf) CN Description
* 60,331 95 Roads
* 18,949 95 Sidewalk
* 4,550 95 Driveways
* 87,500 95 3500 Max SF Lots (25 Lots)
* 3,000 95 3000 Max SF Lotss (1)
* 27,835 95 SCM
100,426 61 >75% Grass cover, Good, HSG B
61,740 74 >75% Grass cover, Good, HSG C
16,026 80 >75% Grass cover, Good, HSG D
380,357 82 Weighted Average
380,357 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.4 100 0.0200 0.18 Sheet Flow,
Grass: Short n= 0.150 P2= 3.44"
0.5 73 0.0200 2.28 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.8 1,361 0.0050 6.02 18.90 Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011 Concrete pipe, straight & clean
13.7 1,534 Total

21689 Fiddlers Creek Farm Type 1124-hr 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 10
Subcatchment 27S: POST DA-1 (SCM A)
Hydrograph
16/ 1 ■Runoff
151— 14.39 fs
—[ I 4 1— I 4 �p I12.iiir 14_
13V 1 _ 1 _1 t J L 1 aly lain611 .601" —
12=
11 !— 1 1rt ;j ' 1 T -rRWrilaff Arela03110,I35TSf -
104 - `L n VIl14mle -0• Q_f -
N 87
'2; 8i/L 1 _L ,'\// _1 E — a E !;rn11)!Prin5F32; _
6'- 11 fi — 1 1 fi 1 rt 1- 1 - t IT I3j
4_
31 1 / � 11 1 1
Y
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 28S: POST DA-1 (SCM B)
Runoff = 17.81 cfs @ 12.01 hrs, Volume= 0.935 af, Depth= 1.16"
Routed to Pond 30P : SCM B
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-yr Rainfall=2.80"
Area (ac) CN Description
* 1.185 95 Roads
* 0.346 95 Sidewalks
* 0.803 95 3500 Max SF Lots (10 Lots)
* 1.791 95 3000 Max SF Lots (26 Lots)
* 0.642 95 SCM Area
3.121 61 >75% Grass cover, Good, HSG B
0.153 74 >75% Grass cover, Good, HSG C
1.622 80 >75% Grass cover, Good, HSG D
9.663 81 Weighted Average
9.663 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.7 56 0.0380 0.14 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.44"
0.9 152 0.0320 2.88 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.6 576 0.0050 6.02 18.90 Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011 Concrete pipe, straight & clean
9.2 784 Total

21689 Fiddlers Creek Farm Type 1124-hr 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 12
Subcatchment 28S: POST DA-1 (SCM B)
Hydrograph
19 ■Runoff
17.81cfs —
18 / 1 I I_ 1 — 1 13 111-2 - Ir -
17
16 _ 1 / L- 1 - 4 1 H I_ I a -R1etirf 11 2.6@1'. -
15V
14V1— 1 — , 1 - L- 1 4 4 I - RUn-of-Akea-9.663 at —
13
12V1_
1 /7 IMPL V-I4 m1e9. f =
w 11 V
n _
310V1_ 1 jL1144 14I !Rtrrlq!Ir711';,� 8/ / Aw Lenr�g-�th= ' —
7 / — 1 —[ 4 -14I- 1 - 41 9 r1nii -
6''1 1 A I I A 1 4 I— 1 - 1 1 4 N6-8-1 -
iz
2VI ' i I I I I - I I I ' 1
o-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 30S: POST DA-1 (UNCAPTURED)
Runoff = 10.47 cfs @ 12.08 hrs, Volume= 0.694 af, Depth= 0.83"
Routed to Link 26L : POST TOAL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-yr Rainfall=2.80"
Area (ac) CN Description
1.563 61 >75% Grass cover, Good, HSG B
0.263 74 >75% Grass cover, Good, HSG C
1.481 80 >75% Grass cover, Good, HSG D
1.289 60 Woods, Fair, HSG B
0.277 79 <50% Grass cover, Poor, HSG B
4.143 79 Woods, Fair, HSG D
0.985 89 <50% Grass cover, Poor, HSG D
10.001 75 Weighted Average
10.001 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.7 100 0.1040 0.16 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.44"
0.5 118 0.0590 3.91 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.1 2,086 0.0028 11.06 1,566.62 Channel Flow,
Area= 141.6 sf Perim= 26.0' r= 5.45'
n= 0.022 Earth, clean & straight
14.3 2,304 Total

21689 Fiddlers Creek Farm Type 1124-hr 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 14
Subcatchment 30S: POST DA-1 (UNCAPTURED)
Hydrograph
0 Runoff
11/ 10.47 cfs -1 1_ I _I L
10- / ip�e IlL2 4hIr -
9� % H[ -H 14 IH 1 yr Rlaiirfa11-2.88 .
8/ I 1 rt % I rt Flufhoff Area#1-0.0011 a -
;I/ tin9fF V—
pIume70. 9 I f -
0-"
6� Dep h-0. 3" -
- 5- ;Z:Ivotnoff
e� th
u. �
i/I 1 — _I L 1 -L I_ 1 _I -L 1fi ='�4 J3 i� -
4
3 j' 1 HF -H HI4 1 I H H- 1H 1 H Ct1V 45
2- 1 r 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 31S: POST DA-2 (SCM C)
Runoff = 7.62 cfs @ 11.97 hrs, Volume= 0.346 af, Depth= 1.10"
Routed to Pond 31 P : SCM C
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-yr Rainfall=2.80"
Area (ac) CN Description
* 0.537 95 Roads
* 0.145 95 Sidewalks
* 1.033 95 3000 Max SF Lots (15 Lots)
1.653 61 >75% Grass cover, Good, HSG B
* 0.402 95 SCM
3.770 80 Weighted Average
3.770 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.9 98 0.1800 0.42 Sheet Flow,
Grass: Short n= 0.150 P2= 3.44"
1.5 550 0.0050 6.02 18.90 Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011 Concrete pipe, straight & clean
5.4 648 Total
Subcatchment 31S: POST DA-2 (SCM C)
Hydrograph
I I
■Runoff
8� 7.62 cfs
Typ� I I-24 hr
1 Ly4 Rainfall 2.i3C0
6- / IRUnbff Awed=3.770 at
51 T 1Ry-noffrVolume .-4 -4f
1_1'170f�Dept�h71.�10" -
4 low Len th=648'
3/ I
' I ( gip -
2- 's
1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 16
Summary for Subcatchment 32S: POST DA-1 (SCM C )
Runoff = 1.64 cfs @ 12.04 hrs, Volume= 0.095 af, Depth= 0.88"
Routed to Pond 31 P : SCM C
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-yr Rainfall=2.80"
Area (sf) CN Description
3,398 95 Roads
1,307 95 Sidewalks
19,950 95 3500 SF Max Lots (7 Lots) No drives
31,886 61 >75% Grass cover, Good, HSG B
56,541 76 Weighted Average
56,541 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.2 86 0.0250 0.13 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.44"
Subcatchment 32S: POST DA-1 (SCM C )
` Hydrograph
/ 0 Runoff
1.64 cfs
Typ II 24-hr
1 Lyre Rainfall=2.60"'
Ruhdff Area=56,541 tf
j _Ri4noffy04mel0.99 f
Ruinciff Deph70.88"
✓ Flow Length=86'
Mope=d.050 'I'
j Tc=11.2 rinin
QN=76
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 33S: POST DA-2 (UNCAPTURED)
Runoff = 4.76 cfs @ 11.96 hrs, Volume= 0.212 af, Depth= 1.10"
Routed to Link 26L : POST TOAL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-yr Rainfall=2.80"
Area (ac) CN Description
1.464 80 >75% Grass cover, Good, HSG D
0.846 79 Woods, Fair, HSG D
2.310 80 Weighted Average
2.310 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.2 100 0.1500 0.39 Sheet Flow,
Grass: Short n= 0.150 P2= 3.44"
0.3 88 0.1300 5.80 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.4 561 0.0152 22.82 1,355.65 Channel Flow,
Area= 59.4 sf Perim= 32.5' r= 1.83'
n= 0.012 Wood, Planed
4.9 749 Total
Subcatchment 33S: POST DA-2 (UNCAPTURED)
Hydrograph
■Runoff
6—/ 4.76 cfs
Typ II 24-hr
41 1-Lyr -Rainfall=2.88 ' -
0
ROnbff Area=2.310 ac
_p _ HR4noff}Volume=0.?_1?_af
3- Runoff Depth71.I10I"
LL - How Len th=749'
2- T H Tc-4.9
GN8b
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 18
Summary for Pond 29P: SCM A
Inflow Area = 8.732 ac, 0.00% Impervious, Inflow Depth = 1.22" for 1-yr event
Inflow = 14.39 cfs @ 12.06 hrs, Volume= 0.890 af
Outflow = 0.79 cfs @ 13.76 hrs, Volume= 0.609 af, Atten= 94%, Lag= 102.1 min
Primary = 0.79 cfs @ 13.76 hrs, Volume= 0.609 af
Routed to Link 26L : POST TOAL
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 26L : POST TOAL
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 808.76' @ 13.76 hrs Surf.Area= 19,488 sf Storage= 22,873 cf
Plug-Flow detention time= 632.5 min calculated for 0.609 af(68% of inflow)
Center-of-Mass det. time= 522.4 min ( 1,369.2 - 846.8 )
Volume Invert Avail.Storage Storage Description
#1 807.50' 123,030 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
807.50 16,373 0 0
808.00 18,088 8,615 8,615
809.00 19,933 19,011 27,626
810.00 21,857 20,895 48,521
811.00 23,811 22,834 71,355
812.00 25,815 24,813 96,168
813.00 27,909 26,862 123,030
Device Routing Invert Outlet Devices
#1 Primary 803.00' 18.0" Round Culvert
L= 90.0' RCP, groove end w/headwall, Ke= 0.200
Inlet/Outlet Invert= 803.00' / 800.00' S= 0.0333 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.77 sf
#2 Secondary 812.00' 15.0' long + 3.0 '/' SideZ x 15.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
#3 Device 1 807.50' 2.0" Vert. Orifice/Grate Low Flow C= 0.600
Limited to weir flow at low heads
#4 Device 1 808.60' 20.0" W x 4.0" H Vert. Orifice/Grate WQ X 2.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 811.00' 48.0" x 48.0" Horiz. Orifice/Grate Riser C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=0.79 cfs @ 13.76 hrs HW=808.76' (Free Discharge)
4-1=Culvert (Passes 0.79 cfs of 23.80 cfs potential flow)
3=Orifice/Grate Low Flow (Orifice Controls 0.11 cfs @ 5.22 fps)
4=Orifice/Grate WQ (Orifice Controls 0.68 cfs @ 1.28 fps)
5=Orifice/Grate Riser ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=807.50' (Free Discharge)
4-2=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

21689 Fiddlers Creek Farm Type 1124-hr 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 19
Pond 29P: SCM A
Hydrograph
/ / 14.39 cfs `�-, �j ■Inflow
/ Z— ' 1 K 4— f 1�L nflAi. -'/i2 Ian - ■Primary l
167 ow
/ / / •Secondary
14K / / I t I i fi Peak 8ttev=8O8.?6' -
-
13/ / / I + I I J — + sto a 'n�j�7T 31-cf -
12�11 / / / I�
10_
sue /
I - I4 I—I4I
/ /
27 / I POj - i T —ICI —LI—I —LI -
LL 51/ / / , , i _1 LIli 1_ _L I
41/ / %
31 / / n 7C1 rfs I I
e,J�J.l% 0.79 cfs L
2_ //%%%///%///%//%/////%/////////////////////////////////////////////
0.00 cfs /, . /�1��//��% ,�,///�%/�/�l/��,//
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 20
Summary for Pond 30P: SCM B
Inflow Area = 9.663 ac, 0.00% Impervious, Inflow Depth = 1.16" for 1-yr event
Inflow = 17.81 cfs @ 12.01 hrs, Volume= 0.935 af
Outflow = 0.87 cfs @ 13.65 hrs, Volume= 0.635 af, Atten= 95%, Lag= 98.4 min
Primary = 0.87 cfs @ 13.65 hrs, Volume= 0.635 af
Routed to Link 26L : POST TOAL
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 26L : POST TOAL
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 802.75' @ 13.65 hrs Surf.Area= 20,276 sf Storage= 23,697 cf
Plug-Flow detention time= 619.7 min calculated for 0.635 af(68% of inflow)
Center-of-Mass det. time= 507.7 min ( 1,353.8 - 846.1 )
Volume Invert Avail.Storage Storage Description
#1 801.50' 99,675 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
801.50 17,116 0 0
802.00 18,897 9,003 9,003
803.00 20,735 19,816 28,819
804.00 22,629 21,682 50,501
805.00 24,580 23,605 74,106
806.00 26,558 25,569 99,675
Device Routing Invert Outlet Devices
#1 Primary 796.00' 24.0" Round Culvert
L= 90.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 796.00' /792.00' S= 0.0444 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Secondary 805.00' 15.0' long + 3.0 '/' SideZ x 15.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
#3 Device 1 801.50' 2.0" Vert. Orifice/Grate LoW Flow C= 0.600
Limited to weir flow at low heads
#4 Device 1 802.60' 24.0" W x 4.0" H Vert. Orifice/Grate WQ X 2.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 804.30' 48.0" x 48.0" Horiz. Orifice/Grate Riser C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=0.86 cfs @ 13.65 hrs HW=802.75' (Free Discharge)
-1=Culvert (Passes 0.86 cfs of 36.27 cfs potential flow)
-3=Orifice/Grate LoW Flow (Orifice Controls 0.11 cfs @ 5.20 fps)
-4=Orifice/Grate WQ (Orifice Controls 0.75 cfs @ 1.24 fps)
-5=Orifice/Grate Riser ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=801.50' (Free Discharge)
2=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

21689 Fiddlers Creek Farm Type 1124-hr 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 21
Pond 30P: SCM B
Hydrograph
I— + —1 H 1 I—I H I - ■Inflow
17.81 cfs `�-, �+y�� ■outflow
// ]— 1 1�nfil iki. .I6f'3 I Secondary
18 � / , �a ev sQ�2.'�5'
17= /
16=/ / 0 � = �j�7�i
/
15=" /
13 / /, ICI H H I H
w12 / / I rt rt rt fill �I rt I
v 11� _ _
104- / / — 7
LL $1< / ; I —HI j H —H —IHI I—IH I -
/ i -
61< / ICI1 - �1H1 —
1 ;iiiEuui
s
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 22
Summary for Pond 31P: SCM C
Inflow Area = 5.068 ac, 0.00% Impervious, Inflow Depth = 1.05" for 1-yr event
Inflow = 8.90 cfs @ 11.98 hrs, Volume= 0.442 af
Outflow = 0.53 cfs @ 13.13 hrs, Volume= 0.323 af, Atten= 94%, Lag= 69.5 min
Primary = 0.53 cfs @ 13.13 hrs, Volume= 0.323 af
Routed to Link 26L : POST TOAL
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 26L : POST TOAL
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 811.06' @ 13.13 hrs Surf.Area= 9,144 sf Storage= 10,480 cf
Plug-Flow detention time= 641.2 min calculated for 0.323 af(73% of inflow)
Center-of-Mass det. time= 537.1 min ( 1,387.2 - 850.2 )
Volume Invert Avail.Storage Storage Description
#1 809.75' 61,034 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
809.75 6,822 0 0
810.00 7,256 1,760 1,760
811.00 9,027 8,142 9,901
812.00 10,859 9,943 19,844
813.00 12,740 11,800 31,644
814.00 14,681 13,711 45,354
815.00 16,679 15,680 61,034
Device Routing Invert Outlet Devices
#1 Primary 809.75' 15.0" Round Culvert
L= 78.0' CMP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 809.75' / 809.00' S= 0.0096 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf
#2 Secondary 814.00' 15.0' long + 3.0 '/' SideZ x 15.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
#3 Device 1 809.75' 1.5" Vert. Orifice/Grate Low Flow C= 0.600
Limited to weir flow at low heads
#4 Device 1 811.00' 36.0" W x 9.0" H Vert. Orifice/Grate WQ X 3.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 811.75' 48.0" x 48.0" Horiz. Orifice/Grate RISER C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=0.53 cfs @ 13.13 hrs HW=811.06' (Free Discharge)
4-1=Culvert (Passes 0.53 cfs of 4.90 cfs potential flow)
3=Orifice/Grate Low Flow (Orifice Controls 0.07 cfs @ 5.39 fps)
4=Orifice/Grate WQ (Orifice Controls 0.46 cfs @ 0.81 fps)
5=Orifice/Grate RISER ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=809.75' (Free Discharge)
4-2=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

21689 Fiddlers Creek Farm Type 1124-hr 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 23
Pond 31P: SCM C
Hydrograph
1
Zr- 8.90 cfs ❑Inflow
❑Outflow
/
Inflow Area=5.068 ac o Secondary
9 -/ / Peak Elev=811 .06'
8 / / Storage=10,480 cf
'Y / / 1 + 1— 0
, 61/ / / Ir
1/
LL a / 100
3_/ /
/ i�
2- / n c'l rf 1
- 0331), 0.53 cfs /////////////////////A..,„
/////////////////////////
0.00cfs /olewff/.<�l//. , , , , , , , , (, ,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 24
Summary for Link 26L: POST TOAL
Inflow Area = 35.774 ac, 0.00% Impervious, Inflow Depth > 0.83" for 1-yr event
Inflow = 12.75 cfs @ 12.03 hrs, Volume= 2.473 af
Primary = 12.75 cfs @ 12.03 hrs, Volume= 2.473 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Link 26L: POST TOAL
Hydrograph
—I 17 76 rf ❑Inflow
14-" F ❑Pnrnary
13= / 12.7�s I�flow J4rea=35.774 ac
12_
11_/
10_/
3 6
0
_/
3=/
2-/
0 (f� ,,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 25
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment27S: POST DA-1 (SCM A) Runoff Area=380,357 sf 0.00% Impervious Runoff Depth=1.68"
Flow Length=1,534' Tc=13.7 min CN=82 Runoff=19.90 cfs 1.225 of
Subcatchment28S: POST DA-1 (SCM B) Runoff Area=9.663 ac 0.00% Impervious Runoff Depth=1.61"
Flow Length=784' Tc=9.2 min CN=81 Runoff=24.77 cfs 1.298 af
Subcatchment 30S: POST DA-1 Runoff Area=10.001 ac 0.00% Impervious Runoff Depth=1.22"
Flow Length=2,304' Tc=14.3 min CN=75 Runoff=15.78 cfs 1.015 af
Subcatchment31 S: POST DA-2(SCM C) Runoff Area=3.770 ac 0.00% Impervious Runoff Depth=1.54"
Flow Length=648' Tc=5.4 min CN=80 Runoff=10.65 cfs 0.484 af
Subcatchment32S: POST DA-1 (SCM C ) Runoff Area=56,541 sf 0.00% Impervious Runoff Depth=1.28"
Flow Length=86' Slope=0.0250 '/' Tc=11.2 min CN=76 Runoff=2.43 cfs 0.138 af
Subcatchment33S: POST DA-2 Runoff Area=2.310 ac 0.00% Impervious Runoff Depth=1.54"
Flow Length=749' Tc=4.9 min CN=80 Runoff=6.65 cfs 0.297 af
Pond 29P: SCM A Peak Elev=808.97' Storage=27,059 cf Inflow=19.90 cfs 1.225 af
Primary=2.46 cfs 0.942 af Secondary=0.00 cfs 0.000 af Outflow=2.46 cfs 0.942 af
Pond 30P: SCM B Peak Elev=802.95' Storage=27,856 cf Inflow=24.77 cfs 1.298 af
Primary=2.77 cfs 0.995 af Secondary=0.00 cfs 0.000 af Outflow=2.77 cfs 0.995 af
Pond 31P: SCM C Peak Elev=811.20' Storage=11,700 cf Inflow=12.59 cfs 0.623 af
Primary=2.58 cfs 0.504 af Secondary=0.00 cfs 0.000 af Outflow=2.58 cfs 0.504 af
Link 26L: POST TOAL Inflow=19.64 cfs 3.752 af
Primary=19.64 cfs 3.752 af
Total Runoff Area = 35.774 ac Runoff Volume = 4.458 af Average Runoff Depth = 1.50"
100.00% Pervious = 35.774 ac 0.00% Impervious = 0.000 ac

21689 Fiddlers Creek Farm Type 1124-hr 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 26
Summary for Subcatchment 27S: POST DA-1 (SCM A)
Runoff = 19.90 cfs @ 12.06 hrs, Volume= 1.225 af, Depth= 1.68"
Routed to Pond 29P : SCM A
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-yr Rainfall=3.38"
Area (sf) CN Description
* 60,331 95 Roads
* 18,949 95 Sidewalk
* 4,550 95 Driveways
* 87,500 95 3500 Max SF Lots (25 Lots)
* 3,000 95 3000 Max SF Lotss (1)
* 27,835 95 SCM
100,426 61 >75% Grass cover, Good, HSG B
61,740 74 >75% Grass cover, Good, HSG C
16,026 80 >75% Grass cover, Good, HSG D
380,357 82 Weighted Average
380,357 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.4 100 0.0200 0.18 Sheet Flow,
Grass: Short n= 0.150 P2= 3.44"
0.5 73 0.0200 2.28 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.8 1,361 0.0050 6.02 18.90 Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011 Concrete pipe, straight & clean
13.7 1,534 Total

21689 Fiddlers Creek Farm Type 1124-hr 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 27
Subcatchment 27S: POST DA-1 (SCM A)
Hydrograph +
221 1— •Runoff
211/ — 19.90 cfs -
19 I_ I I -- 1 I I I piIIgi r _
18' - - - �Ly Rlarr�f 11 3. '�
165_ 1 I — —1 fi 1 —h R nioff Arela03 0,$57 f -
1
13/ I I ' j I I IlifnPfrl VIg1e 1. 2W -
11Vtil
10� low--Len t�-1= -
LL9�
s /- I A A - H 1— 1 + 13
6=
45/r1 A A - _L I_ I 1_ 1 _1
2 "I ' I I I 1 I - I 1 _r _
1 ff//l�(/< //.(,i fl//f(//lfl/fll/(lf/. (�(��
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 28
Summary for Subcatchment 28S: POST DA-1 (SCM B)
Runoff = 24.77 cfs @ 12.01 hrs, Volume= 1.298 af, Depth= 1.61"
Routed to Pond 30P : SCM B
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-yr Rainfall=3.38"
Area (ac) CN Description
* 1.185 95 Roads
* 0.346 95 Sidewalks
* 0.803 95 3500 Max SF Lots (10 Lots)
* 1.791 95 3000 Max SF Lots (26 Lots)
* 0.642 95 SCM Area
3.121 61 >75% Grass cover, Good, HSG B
0.153 74 >75% Grass cover, Good, HSG C
1.622 80 >75% Grass cover, Good, HSG D
9.663 81 Weighted Average
9.663 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.7 56 0.0380 0.14 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.44"
0.9 152 0.0320 2.88 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.6 576 0.0050 6.02 18.90 Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011 Concrete pipe, straight & clean
9.2 784 Total

21689 Fiddlers Creek Farm Type 1124-hr 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 29
Subcatchment 28S: POST DA-1 (SCM B)
Hydrograph
1 II
- El Runoff
26T� 24.77 cfs
24� IT�p�e II 2r
22/T ✓ ITT 7 T T12y RIaikaill-.�3-"
20- 1 - ' —I T 1 L RU n-off-Aire-a 9.663 a -
18 / 1 T V l n1e�1•r" f -
w 16-
3 147/ 1 L H- T I L L !Illirlr,i117_1 -
low Length-
_
u. 12 L
10 H1 -H T 1 H- 1- 1H T 1 fc 911rin -
6�1 / '- ' III I I I c�N6$h _
41/
0V/(e.(ll/�ll���l�� ,, ...,...,:... ..., ,,,.,. ��lll��l�, „ ./ll�/ll�//l�/%(
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 30
Summary for Subcatchment 30S: POST DA-1 (UNCAPTURED)
Runoff = 15.78 cfs @ 12.07 hrs, Volume= 1.015 af, Depth= 1.22"
Routed to Link 26L : POST TOAL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-yr Rainfall=3.38"
Area (ac) CN Description
1.563 61 >75% Grass cover, Good, HSG B
0.263 74 >75% Grass cover, Good, HSG C
1.481 80 >75% Grass cover, Good, HSG D
1.289 60 Woods, Fair, HSG B
0.277 79 <50% Grass cover, Poor, HSG B
4.143 79 Woods, Fair, HSG D
0.985 89 <50% Grass cover, Poor, HSG D
10.001 75 Weighted Average
10.001 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.7 100 0.1040 0.16 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.44"
0.5 118 0.0590 3.91 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.1 2,086 0.0028 11.06 1,566.62 Channel Flow,
Area= 141.6 sf Perim= 26.0' r= 5.45'
n= 0.022 Earth, clean & straight
14.3 2,304 Total

21689 Fiddlers Creek Farm Type 1124-hr 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 31
Subcatchment 30S: POST DA-1 (UNCAPTURED)
Hydrograph
1 —[ —[ 4 I— 1 T I I I— I -
1 4 ■Runoff
15.78 cfs
16 / _IT IJ _L _IL 111211r -
15_
14Vr / - T I T T I - _11, 14iiifili .*. -
13V
12V _I % - T 1 rt Ru floff Ar 1-0.0011 at
11 L - I —[ T I HR Pfil V�14m1e7-1.�1 f -
o 84 I 4 I— ;4!1.1r1D--!1h-VL2. -
_ - aow-Len #ka=
LL
7V F_ - T 1 -L L I - T Ifi ='44 J3 ilni>h -_
6_
54/1 1 1 1 1 1 1 1 1 1 dISI6t5
4 /
3V IT 1 T 1 T r1 1 TT
2= — � 1_ I I I - I 1 I J
0,, , , .`fr 1 ,,,,,,. ' SK//<�l//�f///fr//lf//l{/��
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 32
Summary for Subcatchment 31S: POST DA-2 (SCM C)
Runoff = 10.65 cfs @ 11.97 hrs, Volume= 0.484 af, Depth= 1.54"
Routed to Pond 31 P : SCM C
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-yr Rainfall=3.38"
Area (ac) CN Description
* 0.537 95 Roads
* 0.145 95 Sidewalks
* 1.033 95 3000 Max SF Lots (15 Lots)
1.653 61 >75% Grass cover, Good, HSG B
* 0.402 95 SCM
3.770 80 Weighted Average
3.770 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.9 98 0.1800 0.42 Sheet Flow,
Grass: Short n= 0.150 P2= 3.44"
1.5 550 0.0050 6.02 18.90 Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011 Concrete pipe, straight & clean
5.4 648 Total
Subcatchment 31S: POST DA-2 (SCM C)
Hydrograph
/ ■Runoff
11
= 10.65 cfs — —
10, Typ III -hr -
I- 2yi -14atnfl 13. " -
9-
tRhnbffi Area=S.7f-7Q a -
8=
1rc
N 71/ 1 PfrI VQlume .It814-f 6 -
3
1 nc�ff IDepth71.541
LL 5j/ / low tengtlr--648, -
A L 1 Tc15.4 eni -
4- /
3
7'
2 I 1
0 /////////////////// /l/��//////2//////////////////////////
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 33
Summary for Subcatchment 32S: POST DA-1 (SCM C )
Runoff = 2.43 cfs @ 12.04 hrs, Volume= 0.138 af, Depth= 1.28"
Routed to Pond 31 P : SCM C
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-yr Rainfall=3.38"
Area (sf) CN Description
3,398 95 Roads
1,307 95 Sidewalks
19,950 95 3500 SF Max Lots (7 Lots) No drives
31,886 61 >75% Grass cover, Good, HSG B
56,541 76 Weighted Average
56,541 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.2 86 0.0250 0.13 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.44"
Subcatchment 32S: POST DA-1 (SCM C )
` Hydrograph
/ 0 Runoff
2.43 cfs
Typ II 24-hr
2-1yr-Rainfall= ..3 ' -
2 Ruhdff Area=56,541 tf
w � I R4noff Volume=�0.138 af
!Rupciff Deph=1.28
LL Flow Length=86'
1 —L tIdpe=d.050 '%'
1 T6=1 1.2 in i i
QN=76
o //
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 34
Summary for Subcatchment 33S: POST DA-2 (UNCAPTURED)
Runoff = 6.65 cfs @ 11.96 hrs, Volume= 0.297 af, Depth= 1.54"
Routed to Link 26L : POST TOAL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 2-yr Rainfall=3.38"
Area (ac) CN Description
1.464 80 >75% Grass cover, Good, HSG D
0.846 79 Woods, Fair, HSG D
2.310 80 Weighted Average
2.310 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.2 100 0.1500 0.39 Sheet Flow,
Grass: Short n= 0.150 P2= 3.44"
0.3 88 0.1300 5.80 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.4 561 0.0152 22.82 1,355.65 Channel Flow,
Area= 59.4 sf Perim= 32.5' r= 1.83'
n= 0.012 Wood, Planed
4.9 749 Total
Subcatchment 33S: POST DA-2 (UNCAPTURED)
Hydrograph
❑Runoff
7/ 6.65 cfs
TypeII 24-hr
6� 21yr Rainfal13. 8 '
51 - RUnoWArea=2.310 ac
R4n9ff Vumie30.?97f
3 4� !Runoff Depth71. 4"
LL -Plow Len h= ' -
3- /_ � I
Tc-4.9i�
2- -r GNS0
_ I
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 35
Summary for Pond 29P: SCM A
Inflow Area = 8.732 ac, 0.00% Impervious, Inflow Depth = 1.68" for 2-yr event
Inflow = 19.90 cfs @ 12.06 hrs, Volume= 1.225 af
Outflow = 2.46 cfs @ 12.61 hrs, Volume= 0.942 af, Atten= 88%, Lag= 33.1 min
Primary = 2.46 cfs @ 12.61 hrs, Volume= 0.942 af
Routed to Link 26L : POST TOAL
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 26L : POST TOAL
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 808.97' @ 12.61 hrs Surf.Area= 19,880 sf Storage= 27,059 cf
Plug-Flow detention time= 448.9 min calculated for 0.941 af(77% of inflow)
Center-of-Mass det. time= 357.3 min ( 1,194.8 - 837.6 )
Volume Invert Avail.Storage Storage Description
#1 807.50' 123,030 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
807.50 16,373 0 0
808.00 18,088 8,615 8,615
809.00 19,933 19,011 27,626
810.00 21,857 20,895 48,521
811.00 23,811 22,834 71,355
812.00 25,815 24,813 96,168
813.00 27,909 26,862 123,030
Device Routing Invert Outlet Devices
#1 Primary 803.00' 18.0" Round Culvert
L= 90.0' RCP, groove end w/headwall, Ke= 0.200
Inlet/Outlet Invert= 803.00' / 800.00' S= 0.0333 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.77 sf
#2 Secondary 812.00' 15.0' long + 3.0 '/' SideZ x 15.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
#3 Device 1 807.50' 2.0" Vert. Orifice/Grate Low Flow C= 0.600
Limited to weir flow at low heads
#4 Device 1 808.60' 20.0" W x 4.0" H Vert. Orifice/Grate WQ X 2.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 811.00' 48.0" x 48.0" Horiz. Orifice/Grate Riser C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=2.47 cfs @ 12.61 hrs HW=808.97' (Free Discharge)
4-1=Culvert (Passes 2.47 cfs of 24.30 cfs potential flow)
3=Orifice/Grate Low Flow (Orifice Controls 0.12 cfs @ 5.67 fps)
4=Orifice/Grate WQ (Orifice Controls 2.34 cfs @ 2.11 fps)
5=Orifice/Grate Riser ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=807.50' (Free Discharge)
4-2=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

21689 Fiddlers Creek Farm Type 1124-hr 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 36
Pond 29P: SCM A
Hydrograph
1 1 1
/ j 19.90 cfs - i Inflow
El Primary
22/ / / / — — thf` 4 — ❑Secondary
21=� / / I i Neal �a�ev 80.97' -
204 / / I1
19V / -
18y / / 1 - 1 1 I— —L Stotage=2-7M91-cf _
17V / /
16V / /
15 / / ICI ]— 4 —1 14 I-141 -
14 / / —
612 / I I/ �
2 105' / /_ sj 1 —I � I � �1
/ -! — —H —I -HI )— —LI -
64 / / 9dRrf
4_/ / / 2.46 cfs , H 1
% ///li'Tl///////wiz,w,-.0 m z� .,,,��z,-, �,---,-,---„,--��wzrz
3� /
0.00 cfs , , /��%��/ , . , ' //��
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 37
Summary for Pond 30P: SCM B
Inflow Area = 9.663 ac, 0.00% Impervious, Inflow Depth = 1.61" for 2-yr event
Inflow = 24.77 cfs @ 12.01 hrs, Volume= 1.298 af
Outflow = 2.77 cfs @ 12.50 hrs, Volume= 0.995 af, Atten= 89%, Lag= 29.3 min
Primary = 2.77 cfs @ 12.50 hrs, Volume= 0.995 af
Routed to Link 26L : POST TOAL
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 26L : POST TOAL
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 802.95' @ 12.50 hrs Surf.Area= 20,649 sf Storage= 27,856 cf
Plug-Flow detention time= 434.4 min calculated for 0.995 af(77% of inflow)
Center-of-Mass det. time= 341.6 min ( 1,178.1 - 836.6 )
Volume Invert Avail.Storage Storage Description
#1 801.50' 99,675 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
801.50 17,116 0 0
802.00 18,897 9,003 9,003
803.00 20,735 19,816 28,819
804.00 22,629 21,682 50,501
805.00 24,580 23,605 74,106
806.00 26,558 25,569 99,675
Device Routing Invert Outlet Devices
#1 Primary 796.00' 24.0" Round Culvert
L= 90.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 796.00' /792.00' S= 0.0444 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Secondary 805.00' 15.0' long + 3.0 '/' SideZ x 15.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
#3 Device 1 801.50' 2.0" Vert. Orifice/Grate LoW Flow C= 0.600
Limited to weir flow at low heads
#4 Device 1 802.60' 24.0" W x 4.0" H Vert. Orifice/Grate WQ X 2.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 804.30' 48.0" x 48.0" Horiz. Orifice/Grate Riser C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=2.78 cfs @ 12.50 hrs HW=802.95' (Free Discharge)
-1=Culvert (Passes 2.78 cfs of 36.91 cfs potential flow)
-3=Orifice/Grate LoW Flow (Orifice Controls 0.12 cfs @ 5.64 fps)
-4=Orifice/Grate WQ (Orifice Controls 2.66 cfs @ 2.00 fps)
-5=Orifice/Grate Riser ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=801.50' (Free Discharge)
2=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

21689 Fiddlers Creek Farm Type 1124-hr 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 38
Pond 30P: SCM B
Hydrograph
1111
1 ■Inflow
24.77 cfs `�-, +
I I �7 tbfi An Ai.iii46V3 la •
• anora Secondary
Primary
26(: G4 -
24i/ / / 4 Peak =8O .95, -
22 / / � T T Stooag4=27A56I cf
V /
�/ /
18 H — T H -H1 H 1-11 1 -
1st I
F16/ / / 1 1 4 T _I _H1 _L LI _L I -
14 / / /
,� 12/ / / T 1 �Or T T T T T T TI T
18 „ / ITiId t- 4IIT -1 14I-I4I -
64/ 2.77 cfs f--,
44/ /,:,"")/////////// iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii
z.
0 irt(( off
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 39
Summary for Pond 31P: SCM C
Inflow Area = 5.068 ac, 0.00% Impervious, Inflow Depth = 1.47" for 2-yr event
Inflow = 12.59 cfs @ 11.97 hrs, Volume= 0.623 af
Outflow = 2.58 cfs @ 12.19 hrs, Volume= 0.504 af, Atten= 79%, Lag= 12.9 min
Primary = 2.58 cfs @ 12.19 hrs, Volume= 0.504 af
Routed to Link 26L : POST TOAL
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 26L : POST TOAL
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 811.20' @ 12.19 hrs Surf.Area= 9,385 sf Storage= 11,700 cf
Plug-Flow detention time= 434.3 min calculated for 0.504 af(81% of inflow)
Center-of-Mass det. time= 351.6 min ( 1,191.7 - 840.1 )
Volume Invert Avail.Storage Storage Description
#1 809.75' 61,034 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
809.75 6,822 0 0
810.00 7,256 1,760 1,760
811.00 9,027 8,142 9,901
812.00 10,859 9,943 19,844
813.00 12,740 11,800 31,644
814.00 14,681 13,711 45,354
815.00 16,679 15,680 61,034
Device Routing Invert Outlet Devices
#1 Primary 809.75' 15.0" Round Culvert
L= 78.0' CMP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 809.75' / 809.00' S= 0.0096 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf
#2 Secondary 814.00' 15.0' long + 3.0 '/' SideZ x 15.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
#3 Device 1 809.75' 1.5" Vert. Orifice/Grate Low Flow C= 0.600
Limited to weir flow at low heads
#4 Device 1 811.00' 36.0" W x 9.0" H Veil. Orifice/Grate WQ X 3.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 811.75' 48.0" x 48.0" Horiz. Orifice/Grate RISER C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=2.56 cfs @ 12.19 hrs HW=811.20' (Free Discharge)
4-1=Culvert (Passes 2.56 cfs of 5.35 cfs potential flow)
3=Orifice/Grate Low Flow (Orifice Controls 0.07 cfs @ 5.66 fps)
4=Orifice/Grate WQ (Orifice Controls 2.50 cfs @ 1.42 fps)
5=Orifice/Grate RISER ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=809.75' (Free Discharge)
4-2=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

21689 Fiddlers Creek Farm Type 1124-hr 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 40
Pond 31P: SCM C
Hydrograph
- ■Inflow
/ / 12.59 cfs - ■Outflow
14_/ / / .�� I4 IIIfIVW �e 5.� a� •Se ondary
13Y / / 1 7 A L L Pi. I it 8tl .LO'
121/ / / 4 7 S 40
10- / / I
91/ / /
E 8Y / / •
/ / i
7-
2 6I/ / 0� 1
Si/ / /— 7r,Rrf
1 T 1 1
4/ / / 2.58 cfs
3Y / _ I I I
2Y /
0.0oir
0 cfs , ', �/�% �/f�
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 41
Summary for Link 26L: POST TOAL
Inflow Area = 35.774 ac, 0.00% Impervious, Inflow Depth > 1.26" for 2-yr event
Inflow = 19.64 cfs @ 12.09 hrs, Volume= 3.752 af
Primary = 19.64 cfs @ 12.09 hrs, Volume= 3.752 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Link 26L: POST TOAL
Hydrograph
1 A Rd rf ❑Inflow
❑Primary
21 19.64 cfs
low rea=35.774 ac
19
18 — I I ,
17,
16
15=
131
12_/ L %
11
LL 10- 4 1 4
447 1 I %
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 5-yr Rainfall=4.23"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 42
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment27S: POST DA-1 (SCM A) Runoff Area=380,357 sf 0.00% Impervious Runoff Depth=2.40"
Flow Length=1,534' Tc=13.7 min CN=82 Runoff=28.31 cfs 1.747 of
Subcatchment28S: POST DA-1 (SCM B) Runoff Area=9.663 ac 0.00% Impervious Runoff Depth=2.32"
Flow Length=784' Tc=9.2 min CN=81 Runoff=35.43 cfs 1.865 af
Subcatchment 30S: POST DA-1 Runoff Area=10.001 ac 0.00% Impervious Runoff Depth=1.84"
Flow Length=2,304' Tc=14.3 min CN=75 Runoff=24.29 cfs 1.534 af
Subcatchment31 S: POST DA-2(SCM C) Runoff Area=3.770 ac 0.00% Impervious Runoff Depth=2.23"
Flow Length=648' Tc=5.4 min CN=80 Runoff=15.32 cfs 0.702 af
Subcatchment32S: POST DA-1 (SCM C ) Runoff Area=56,541 sf 0.00% Impervious Runoff Depth=1.92"
Flow Length=86' Slope=0.0250 '/' Tc=11.2 min CN=76 Runoff=3.67 cfs 0.207 af
Subcatchment33S: POST DA-2 Runoff Area=2.310 ac 0.00% Impervious Runoff Depth=2.23"
Flow Length=749' Tc=4.9 min CN=80 Runoff=9.56 cfs 0.430 af
Pond 29P: SCM A Peak Elev=809.46' Storage=37,046 cf Inflow=28.31 cfs 1.747 af
Primary=4.59 cfs 1.461 af Secondary=0.00 cfs 0.000 af Outflow=4.59 cfs 1.461 af
Pond 30P: SCM B Peak Elev=803.46' Storage=38,534 cf Inflow=35.43 cfs 1.865 af
Primary=5.47 cfs 1.560 af Secondary=0.00 cfs 0.000 af Outflow=5.47 cfs 1.560 af
Pond 31P: SCM C Peak Elev=811.57' Storage=15,306 cf Inflow=18.31 cfs 0.909 af
Primary=6.45 cfs 0.789 af Secondary=0.00 cfs 0.000 af Outflow=6.45 cfs 0.789 af
Link 26L: POST TOAL Inflow=39.56 cfs 5.775 af
Primary=39.56 cfs 5.775 af
Total Runoff Area = 35.774 ac Runoff Volume = 6.485 af Average Runoff Depth = 2.18"
100.00% Pervious = 35.774 ac 0.00% Impervious = 0.000 ac

21689 Fiddlers Creek Farm Type 1124-hr 5-yr Rainfall=4.23"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 43
Summary for Subcatchment 27S: POST DA-1 (SCM A)
Runoff = 28.31 cfs @ 12.06 hrs, Volume= 1.747 af, Depth= 2.40"
Routed to Pond 29P : SCM A
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 5-yr Rainfall=4.23"
Area (sf) CN Description
* 60,331 95 Roads
* 18,949 95 Sidewalk
* 4,550 95 Driveways
* 87,500 95 3500 Max SF Lots (25 Lots)
* 3,000 95 3000 Max SF Lotss (1)
* 27,835 95 SCM
100,426 61 >75% Grass cover, Good, HSG B
61,740 74 >75% Grass cover, Good, HSG C
16,026 80 >75% Grass cover, Good, HSG D
380,357 82 Weighted Average
380,357 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.4 100 0.0200 0.18 Sheet Flow,
Grass: Short n= 0.150 P2= 3.44"
0.5 73 0.0200 2.28 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.8 1,361 0.0050 6.02 18.90 Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011 Concrete pipe, straight & clean
13.7 1,534 Total

21689 Fiddlers Creek Farm Type 1124-hr 5-yr Rainfall=4.23"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 44
Subcatchment 27S: POST DA-1 (SCM A)
Hydrograph
i 1 1 1 _L L 1 J - ■Runoff
30 -/ 28.31 cfs
28/ 1 — % I I— 1 t �Yp I It it —
24
22/1 1 (/ I 1 I Rlurloff Arela03810,1357 f
N 18 h (/ t[ fi 1 9f1 V�-1qme=-1.1-47-f -
016/1I ' - 1 n #f1 i" ' -
FIow Len th 1
12/ /L
—' T 1 7 TIT Y 1 317 ,
10/1
8/
64/ 1 I
1 _I
2
0 /l ........ ....,. ,, /���/l�/�ll��l�����ll��l��/�l�//,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 5-yr Rainfall=4.23"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 45
Summary for Subcatchment 28S: POST DA-1 (SCM B)
Runoff = 35.43 cfs @ 12.01 hrs, Volume= 1.865 af, Depth= 2.32"
Routed to Pond 30P : SCM B
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 5-yr Rainfall=4.23"
Area (ac) CN Description
* 1.185 95 Roads
* 0.346 95 Sidewalks
* 0.803 95 3500 Max SF Lots (10 Lots)
* 1.791 95 3000 Max SF Lots (26 Lots)
* 0.642 95 SCM Area
3.121 61 >75% Grass cover, Good, HSG B
0.153 74 >75% Grass cover, Good, HSG C
1.622 80 >75% Grass cover, Good, HSG D _
9.663 81 Weighted Average
9.663 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.7 56 0.0380 0.14 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.44"
0.9 152 0.0320 2.88 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.6 576 0.0050 6.02 18.90 Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
_ n= 0.011 Concrete pipe, straight & clean
9.2 784 Total

21689 Fiddlers Creek Farm Type 1124-hr 5-yr Rainfall=4.23"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 46
Subcatchment 28S: POST DA-1 (SCM B)
Hydrograph
—H ■Runoff
38V 36 VI
I 35.43 cfs
6 pp 111-24-1 r
34/
32VF_ 1- 1 - 4 5� i� Rlat�fa�11 4.1 " —
30
/
28 — -4 1 4 Rilip-off-A .663 —
26
24_Z1i / — inPL V-lrm1e1- . if 16 I
22 /
20✓1 nn--g�
1- 1 1 4FI-LinrID!Ir17-2'13111
° 18� low Le t11= '
LL
1— I —[ I— I —I 1 �9rini�
14 /
12_/1 I � 1- 1 - 1 4 I— I - 1 1 68-I
10 •
6 ' 1 -1 — 1 -1f 141- 1H -H1 1H1- 1H
a= 1 I I 4- 1 1 ' 1
AL
201/ �� ��������������������������
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 5-yr Rainfall=4.23"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 47
Summary for Subcatchment 30S: POST DA-1 (UNCAPTURED)
Runoff = 24.29 cfs @ 12.07 hrs, Volume= 1.534 af, Depth= 1.84"
Routed to Link 26L : POST TOAL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 5-yr Rainfall=4.23"
Area (ac) CN Description
1.563 61 >75% Grass cover, Good, HSG B
0.263 74 >75% Grass cover, Good, HSG C
1.481 80 >75% Grass cover, Good, HSG D
1.289 60 Woods, Fair, HSG B
0.277 79 <50% Grass cover, Poor, HSG B
4.143 79 Woods, Fair, HSG D
0.985 89 <50% Grass cover, Poor, HSG D
10.001 75 Weighted Average
10.001 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.7 100 0.1040 0.16 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.44"
0.5 118 0.0590 3.91 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.1 2,086 0.0028 11.06 1,566.62 Channel Flow,
Area= 141.6 sf Perim= 26.0' r= 5.45'
n= 0.022 Earth, clean & straight
14.3 2,304 Total

21689 Fiddlers Creek Farm Type 1124-hr 5-yr Rainfall=4.23"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 48
Subcatchment 30S: POST DA-1 (UNCAPTURED)
Hydrograph
i1 1 —L H - I- 11 1 � — ■Runoff
26-- 24.29 cfs
241/h1 1724.29
, —L I- 1 fi 13 III2,r -
221 1 1 1 1 1 I Ly Iaiii I6A..123_1. _
20� I - -- Runoff Area=10.0011 -
181/
a 16� / - T — 1R Volume=1.�r3�-f
0 14-
1 _ / -L n
L � � 1�,p 7' . -
u 12_ Flow Len th _
10T h / 1 t -t 1— I H t I T 141 r1n
8;/ 1 ' ler 11 1 1 1 1 1 ( Nkt5 -
4� % - -4
2T
0, .2...,;,,' . f�{f�// �/< / f//ff//lfl/f�//.lf/{f(.e'
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 5-yr Rainfall=4.23"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 49
Summary for Subcatchment 31S: POST DA-2 (SCM C)
Runoff = 15.32 cfs @ 11.97 hrs, Volume= 0.702 af, Depth= 2.23"
Routed to Pond 31 P : SCM C
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 5-yr Rainfall=4.23"
Area (ac) CN Description
• 0.537 95 Roads
• 0.145 95 Sidewalks
• 1.033 95 3000 Max SF Lots (15 Lots)
1.653 61 >75% Grass cover, Good, HSG B
• 0.402 95 SCM
3.770 80 Weighted Average
3.770 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.9 98 0.1800 0.42 Sheet Flow,
Grass: Short n= 0.150 P2= 3.44"
1.5 550 0.0050 6.02 18.90 Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011 Concrete pipe, straight & clean
5.4 648 Total
Subcatchment 31S: POST DA-2 (SCM C)
Hydrograph
17/ ■Runoff
16_ 15.32 cfs
15 % Type Il_24 r _
14/ / H- I— 1�--Ra i -
of l l "
13� Y
12/ H- C I O roff Area .7fZO a
11�
104 I 7 7 IH- T P1 I e •7f
9 fi !Rn?If11)!P4h7 .1217"
LL low Le th=
6 c-5 nil -
5 t A ( hlb
4=
1= 7�7
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 5-yr Rainfall=4.23"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 50
Summary for Subcatchment 32S: POST DA-1 (SCM C )
Runoff = 3.67 cfs @ 12.03 hrs, Volume= 0.207 af, Depth= 1.92"
Routed to Pond 31 P : SCM C
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 5-yr Rainfall=4.23"
Area (sf) CN Description
3,398 95 Roads
1,307 95 Sidewalks
19,950 95 3500 SF Max Lots (7 Lots) No drives
31,886 61 >75% Grass cover, Good, HSG B
56,541 76 Weighted Average
56,541 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.2 86 0.0250 0.13 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.44"
Subcatchment 32S: POST DA-1 (SCM C )
Hydrograph
fi
4 3.67 cfs ■Runoff
Typ II 24-hr
�1y ainfa11=4. ' _
Ruhdff Area=56,541 tf
RLn,ff Volume=9.?0T of
w
�R 2 n9ff,Bep h4.92' -
Flow Length=86'
Mope=d.050
Tc=1 1.2- min
1 °
QNr76
0 , , , , ,, , , , , /������I������ll/Ill/1�����������/���������������������/
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 5-yr Rainfall=4.23"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 51
Summary for Subcatchment 33S: POST DA-2 (UNCAPTURED)
Runoff = 9.56 cfs @ 11.96 hrs, Volume= 0.430 af, Depth= 2.23"
Routed to Link 26L : POST TOAL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 5-yr Rainfall=4.23"
Area (ac) CN Description
1.464 80 >75% Grass cover, Good, HSG D
0.846 79 Woods, Fair, HSG D
2.310 80 Weighted Average
2.310 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.2 100 0.1500 0.39 Sheet Flow,
Grass: Short n= 0.150 P2= 3.44"
0.3 88 0.1300 5.80 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.4 561 0.0152 22.82 1,355.65 Channel Flow,
Area= 59.4 sf Perim= 32.5' r= 1.83'
n= 0.012 Wood, Planed
4.9 749 Total
Subcatchment 33S: POST DA-2 (UNCAPTURED)
Hydrograph
10-7 9.56 cfs ■Runoff
T1;p - II-2 -hr -
8_ , , 3�y Ra+�fII�4.Z3�'
/ t 4 4 RUn-off-Area=2.310 ad -
/ ipff V_Ia14Tie0• 9_pf -
4 6_
0 5- !Rn?I'f11:1!p4h7 .1217
How L h=/4 '
LL en t
4Y
3_ ' ' GN8b
2-7
1 j'
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 5-yr Rainfall=4.23"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 52
Summary for Pond 29P: SCM A
Inflow Area = 8.732 ac, 0.00% Impervious, Inflow Depth = 2.40" for 5-yr event
Inflow = 28.31 cfs @ 12.06 hrs, Volume= 1.747 af
Outflow = 4.59 cfs @ 12.47 hrs, Volume= 1.461 af, Atten= 84%, Lag= 25.1 min
Primary = 4.59 cfs @ 12.47 hrs, Volume= 1.461 af
Routed to Link 26L : POST TOAL
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 26L : POST TOAL
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 809.46' @ 12.47 hrs Surf.Area= 20,822 sf Storage= 37,046 cf
Plug-Flow detention time= 326.1 min calculated for 1.461 af(84% of inflow)
Center-of-Mass det. time= 253.1 min ( 1,080.6 - 827.4 )
Volume Invert Avail.Storage Storage Description
#1 807.50' 123,030 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
807.50 16,373 0 0
808.00 18,088 8,615 8,615
809.00 19,933 19,011 27,626
810.00 21,857 20,895 48,521
811.00 23,811 22,834 71,355
812.00 25,815 24,813 96,168
813.00 27,909 26,862 123,030
Device Routing Invert Outlet Devices
#1 Primary 803.00' 18.0" Round Culvert
L= 90.0' RCP, groove end w/headwall, Ke= 0.200
Inlet/Outlet Invert= 803.00' / 800.00' S= 0.0333 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.77 sf
#2 Secondary 812.00' 15.0' long + 3.0 '/' SideZ x 15.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
#3 Device 1 807.50' 2.0" Vert. Orifice/Grate Low Flow C= 0.600
Limited to weir flow at low heads
#4 Device 1 808.60' 20.0" W x 4.0" H Vert. Orifice/Grate WQ X 2.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 811.00' 48.0" x 48.0" Horiz. Orifice/Grate Riser C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=4.60 cfs @ 12.47 hrs HW=809.46' (Free Discharge)
4-1=Culvert (Passes 4.60 cfs of 25.42 cfs potential flow)
3=Orifice/Grate Low Flow (Orifice Controls 0.14 cfs @ 6.60 fps)
4=Orifice/Grate WQ (Orifice Controls 4.45 cfs @ 4.01 fps)
5=Orifice/Grate Riser ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=807.50' (Free Discharge)
4-2=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

21689 Fiddlers Creek Farm Type 1124-hr 5-yr Rainfall=4.23"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 53
Pond 29P: SCM A
Hydrograph
■Inflow
28.31 cfs �j ■outflow
�iiflow�4re .'/ O Primary
281/ / _ Palk E V 8O .46' Secondary
2261/
61/ / pr
S— ota 3 70O 6-cf
22 H
18�
10 / j // dlcAlrf _L 1 -
8- i 4.59 cfs
6"
0.00 cfs r �//�/����/l�/�
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 5-yr Rainfall=4.23"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 54
Summary for Pond 30P: SCM B
Inflow Area = 9.663 ac, 0.00% Impervious, Inflow Depth = 2.32" for 5-yr event
Inflow = 35.43 cfs @ 12.01 hrs, Volume= 1.865 af
Outflow = 5.47 cfs @ 12.32 hrs, Volume= 1.560 af, Atten= 85%, Lag= 18.8 min
Primary = 5.47 cfs @ 12.32 hrs, Volume= 1.560 af
Routed to Link 26L : POST TOAL
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 26L : POST TOAL
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 803.46' @ 12.32 hrs Surf.Area= 21,604 sf Storage= 38,534 cf
Plug-Flow detention time= 311.0 min calculated for 1.560 af(84% of inflow)
Center-of-Mass det. time= 237.9 min ( 1,064.1 - 826.2 )
Volume Invert Avail.Storage Storage Description
#1 801.50' 99,675 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
801.50 17,116 0 0
802.00 18,897 9,003 9,003
803.00 20,735 19,816 28,819
804.00 22,629 21,682 50,501
805.00 24,580 23,605 74,106
806.00 26,558 25,569 99,675
Device Routing Invert Outlet Devices
#1 Primary 796.00' 24.0" Round Culvert
L= 90.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 796.00' /792.00' S= 0.0444 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Secondary 805.00' 15.0' long + 3.0 '/' SideZ x 15.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
#3 Device 1 801.50' 2.0" Vert. Orifice/Grate LoW Flow C= 0.600
Limited to weir flow at low heads
#4 Device 1 802.60' 24.0" W x 4.0" H Vert. Orifice/Grate WQ X 2.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 804.30' 48.0" x 48.0" Horiz. Orifice/Grate Riser C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=5.47 cfs @ 12.32 hrs HW=803.46' (Free Discharge)
-1=Culvert (Passes 5.47 cfs of 38.44 cfs potential flow)
-3=Orifice/Grate LoW Flow (Orifice Controls 0.14 cfs @ 6.59 fps)
-4=Orifice/Grate WQ (Orifice Controls 5.33 cfs @ 4.00 fps)
-5=Orifice/Grate Riser ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=801.50' (Free Discharge)
2=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

21689 Fiddlers Creek Farm Type 1124-hr 5-yr Rainfall=4.23"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 55
Pond 30P: SCM B
Hydrograph
/ 35.43 cfs _ ■inflow
/ fflow
ibf I�LWi .Vt - ■Secondary
/ / �}� Jy ■Primary
36 / / r -r PI� Mv8O3.4S' -
34 / /
32 / / I I 4 S#ooa =3S 5 41-cf -
30 / / / — -
28 /
26V
24� / / „/
22Y / / I 1 / —I 1— I —r 1—Irt l
218� / / I —HI A L 4 —I I � I—I -LI -
LL 16,
14V / / H I 1—I H I -
12Y / / I — I cd7rf
10_ / j —I 5.47 cfs
8 H
/ //
6 /
0.00 cfs /l �,������%�//�1��// , C
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 5-yr Rainfall=4.23"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 56
Summary for Pond 31P: SCM C
Inflow Area = 5.068 ac, 0.00% Impervious, Inflow Depth = 2.15" for 5-yr event
Inflow = 18.31 cfs @ 11.97 hrs, Volume= 0.909 af
Outflow = 6.45 cfs @ 12.10 hrs, Volume= 0.789 af, Atten= 65%, Lag= 7.9 min
Primary = 6.45 cfs @ 12.10 hrs, Volume= 0.789 af
Routed to Link 26L : POST TOAL
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 26L : POST TOAL
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 811.57' @ 12.10 hrs Surf.Area= 10,064 sf Storage= 15,306 cf
Plug-Flow detention time= 294.1 min calculated for 0.789 af(87% of inflow)
Center-of-Mass det. time= 230.9 min ( 1,060.2 - 829.3 )
Volume Invert Avail.Storage Storage Description
#1 809.75' 61,034 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
809.75 6,822 0 0
810.00 7,256 1,760 1,760
811.00 9,027 8,142 9,901
812.00 10,859 9,943 19,844
813.00 12,740 11,800 31,644
814.00 14,681 13,711 45,354
815.00 16,679 15,680 61,034
Device Routing Invert Outlet Devices
#1 Primary 809.75' 15.0" Round Culvert
L= 78.0' CMP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 809.75' / 809.00' S= 0.0096 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf
#2 Secondary 814.00' 15.0' long + 3.0 '/' SideZ x 15.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
#3 Device 1 809.75' 1.5" Vert. Orifice/Grate Low Flow C= 0.600
Limited to weir flow at low heads
#4 Device 1 811.00' 36.0" W x 9.0" H Vert. Orifice/Grate WQ X 3.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 811.75' 48.0" x 48.0" Horiz. Orifice/Grate RISER C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=6.45 cfs @ 12.10 hrs HW=811.57' (Free Discharge)
4-1=Culvert (Inlet Controls 6.45 cfs @ 5.25 fps)
3=Orifice/Grate Low Flow (Passes < 0.08 cfs potential flow)
4=Orifice/Grate WQ (Passes < 12.30 cfs potential flow)
5=Orifice/Grate RISER ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=809.75' (Free Discharge)
4-2=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

21689 Fiddlers Creek Farm Type 1124-hr 5-yr Rainfall=4.23"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 57
Pond 31P: SCM C
Hydrograph
/ ■Inflow
_ 18.31 cfs ` / � _ ■outflow
/ 1 1 tbfi i .bV8 - •Primary
d
20� / Secondary
19V / / 1 4 1 1 - 44 1-1 + Peak �i�evl=84-�I .5' -
18v /
17✓ / / + �}p
16v / / 4 4 4 + S ota �j3O6-cf _-
15 / /
144 / I4I 4 -4 —11 I—I41 -
13/ /
y12:/ / / I * I 1 4 —1 -
11 /
104 / / F, dFrf
LL s4 / / 1 6.45 cfs -
7V // / 1 ]— 4 1 + —1 1 4 14 1 -
6V /
_/ /
;/
cilAw((( , , . .4 . . . . z . . . .
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 5-yr Rainfall=4.23"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 58
Summary for Link 26L: POST TOAL
Inflow Area = 35.774 ac, 0.00% Impervious, Inflow Depth > 1.94" for 5-yr event
Inflow = 39.56 cfs @ 12.08 hrs, Volume= 5.775 af
Primary = 39.56 cfs @ 12.08 hrs, Volume= 5.775 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Link 26L: POST TOAL
Hydrograph
- I I I I I �
❑Inflow `
44, —I 10 CR rf ❑Primary)
40e/ 39.56 cfs r4-1 —1 4 l igi a�v iir"E -i5.77 C-
38� %� „ 1 - j7 1 —[ fi 1 fi
36-V / — —
34= / 1
32=/
26 %
13 24 r / 1 1 rt 1 rt '7 1 1 fi 1 I rt l
HZ
" 20 ' I -1 4 — 1 4 J— 14 -H 1 1 -H 1
18=
6_/1 , 1 1- 1 -r I I I -[ I I I
1CH ,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 59
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment27S: POST DA-1 (SCM A) Runoff Area=380,357 sf 0.00% Impervious Runoff Depth=2.99"
Flow Length=1,534' Tc=13.7 min CN=82 Runoff=35.11 cfs 2.176 of
Subcatchment28S: POST DA-1 (SCM B) Runoff Area=9.663 ac 0.00% Impervious Runoff Depth=2.90"
Flow Length=784' Tc=9.2 min CN=81 Runoff=44.07 cfs 2.333 af
Subcatchment30S: POST DA-1 Runoff Area=10.001 ac 0.00% Impervious Runoff Depth=2.37"
Flow Length=2,304' Tc=14.3 min CN=75 Runoff=31.43 cfs 1.974 af
Subcatchment31 S: POST DA-2(SCM C) Runoff Area=3.770 ac 0.00% Impervious Runoff Depth=2.81"
Flow Length=648' Tc=5.4 min CN=80 Runoff=19.11 cfs 0.881 af
Subcatchment32S: POST DA-1 (SCM C ) Runoff Area=56,541 sf 0.00% Impervious Runoff Depth=2.45"
Flow Length=86' Slope=0.0250 '/' Tc=11.2 min CN=76 Runoff=4.71 cfs 0.265 af
Subcatchment33S: POST DA-2 Runoff Area=2.310 ac 0.00% Impervious Runoff Depth=2.81"
Flow Length=749' Tc=4.9 min CN=80 Runoff=11.92 cfs 0.540 af
Pond 29P: SCM A Peak EIev=809.90' Storage=46,369 cf Inflow=35.11 cfs 2.176 af
Primary=5.85 cfs 1.888 af Secondary=0.00 cfs 0.000 af Outflow=5.85 cfs 1.888 af
Pond 30P: SCM B Peak EIev=803.92' Storage=48,599 cf Inflow=44.07 cfs 2.333 af
Primary=7.04 cfs 2.027 af Secondary=0.00 cfs 0.000 af Outflow=7.04 cfs 2.027 af
Pond 31P: SCM C Peak EIev=811.96' Storage=19,393 cf Inflow=22.97 cfs 1.147 af
Primary=7.44 cfs 1.027 af Secondary=0.00 cfs 0.000 af Outflow=7.44 cfs 1.027 af
Link 26L: POST TOAL Inflow=52.47 cfs 7.456 af
Primary=52.47 cfs 7.456 af
Total Runoff Area = 35.774 ac Runoff Volume = 8.169 af Average Runoff Depth = 2.74"
100.00% Pervious = 35.774 ac 0.00% Impervious = 0.000 ac

21689 Fiddlers Creek Farm Type 1124-hr 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 60
Summary for Subcatchment 27S: POST DA-1 (SCM A)
Runoff = 35.11 cfs @ 12.06 hrs, Volume= 2.176 af, Depth= 2.99"
Routed to Pond 29P : SCM A
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-yr Rainfall=4.90"
Area (sf) CN Description
* 60,331 95 Roads
* 18,949 95 Sidewalk
* 4,550 95 Driveways
* 87,500 95 3500 Max SF Lots (25 Lots)
* 3,000 95 3000 Max SF Lotss (1)
* 27,835 95 SCM
100,426 61 >75% Grass cover, Good, HSG B
61,740 74 >75% Grass cover, Good, HSG C
16,026 80 >75% Grass cover, Good, HSG D
380,357 82 Weighted Average
380,357 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.4 100 0.0200 0.18 Sheet Flow,
Grass: Short n= 0.150 P2= 3.44"
0.5 73 0.0200 2.28 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.8 1,361 0.0050 6.02 18.90 Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011 Concrete pipe, straight & clean
13.7 1,534 Total

21689 Fiddlers Creek Farm Type 1124-hr 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 61
Subcatchment 27S: POST DA-1 (SCM A)
Hydrograph
1 —[ - — —1 + 1 4 I- 1 •Runoff
38 35.11 cfs
34
30/32 /1
0/1 1 A -[ -k 1 4 I- ho-Lyt�Rarriiif l W..J61'. —
28 -/' 1 1 ./ A 1 4Rtinloff Are1a0330,357 f —
26
N 24 ' 1 _[ - 1 4n9ff VIM 4m1e2'1-7 f -
20 ' 1 ✓ - - 1 4 %nr14!1: h7-2'5Ln..• 18• _� w-Le-n t-i= '
14�1 ,,�✓ 1 4 I- 1 1zg_3 ran -
1121/1
0 1 _F / - 1 -1 H 1 H I- 1 - -H 1 1 H (t1V42 =
W- ' 1 -1 - - 1 -I f 1 H 1- 1H t 1-1 H 1- 1 - —
6
21-
0 �/ lf(lfl(( .. .. . .. ........... ... ...(.... ///�//<�(// ff/,/f/,/lf/,/l(/ 1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 62
Summary for Subcatchment 28S: POST DA-1 (SCM B)
Runoff = 44.07 cfs @ 12.01 hrs, Volume= 2.333 af, Depth= 2.90"
Routed to Pond 30P : SCM B
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-yr Rainfall=4.90"
Area (ac) CN Description
* 1.185 95 Roads
* 0.346 95 Sidewalks
* 0.803 95 3500 Max SF Lots (10 Lots)
* 1.791 95 3000 Max SF Lots (26 Lots)
* 0.642 95 SCM Area
3.121 61 >75% Grass cover, Good, HSG B
0.153 74 >75% Grass cover, Good, HSG C
1.622 80 >75% Grass cover, Good, HSG D
9.663 81 Weighted Average
9.663 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.7 56 0.0380 0.14 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.44"
0.9 152 0.0320 2.88 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.6 576 0.0050 6.02 18.90 Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011 Concrete pipe, straight & clean
9.2 784 Total

21689 Fiddlers Creek Farm Type 1124-hr 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 63
Subcatchment 28S: POST DA-1 (SCM B)
Hydrograph
48/— I I— H H 1 1 4 1— I H - •Runoff
463" — 44.07 cfs — 1
44V- 1 1 pi II 4-r -
424/— —
384/ 1 _ /- 1 —1 -H 1 H 1— fly Ral�fa II 4.301" -
36
34 - I � IRUUnnbffAke1 I9.663 -
30��32= 1 -[ 7 — 1 -[ -H 1 Rin fl 4 1 •P
�I e f -
w 28 — -
13 �_
3 24 iv, I -/ 1 1 !RTirICI!ihn4911"w , -
° 224V levy Le t -
LL180- 1 - HI — 1 —[ fi 1HI- 1Ht1
16=
14 1- 1 - = j 11 - 1 4 I— I —II 14 6$-I�
10=�—
8� 1 i t I_ ItI fi I— IH fiIItl -
6V— —
4`
27
0 //l(//lf , 1/r .. ... ,.... ' (/ fl� fl/fll/(lf/�e„w,,�
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 64
Summary for Subcatchment 30S: POST DA-1 (UNCAPTURED)
Runoff = 31.43 cfs @ 12.06 hrs, Volume= 1.974 af, Depth= 2.37"
Routed to Link 26L : POST TOAL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-yr Rainfall=4.90"
Area (ac) CN Description
1.563 61 >75% Grass cover, Good, HSG B
0.263 74 >75% Grass cover, Good, HSG C
1.481 80 >75% Grass cover, Good, HSG D
1.289 60 Woods, Fair, HSG B
0.277 79 <50% Grass cover, Poor, HSG B
4.143 79 Woods, Fair, HSG D
0.985 89 <50% Grass cover, Poor, HSG D
10.001 75 Weighted Average
10.001 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.7 100 0.1040 0.16 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.44"
0.5 118 0.0590 3.91 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.1 2,086 0.0028 11.06 1,566.62 Channel Flow,
Area= 141.6 sf Perim= 26.0' r= 5.45'
n= 0.022 Earth, clean & straight
14.3 2,304 Total

21689 Fiddlers Creek Farm Type 1124-hr 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 65
Subcatchment 30S: POST DA-1 (UNCAPTURED)
Hydrograph
1 4 I— - � 1 1 4 4 14 •Runoff
3a 31.43 cfs I
32 � I— 1 L � p-e 11L24 i 1r —
28 % —1 T 1 J F hi_1 URai�f 1I .
2 '
6�
y
244 1 1 1— j 1 t 1 rt Ra floff Ard1-0.0011 at
N 22 � i t[ t 1 9 1 V1)-14 e=-1•F f -
("1"' 18/1_ 1 rz - 7 1 74 71— flr11)—!1:Trt2LI
LL
14/I - -- I- 1 - IT 4�3inii -_
12
10 1 1 _ dN6
8V
6/ 11 1 T I rt rI 1 r11
4- —I I— 1 1 1 I i J
0- ........................0...,,.,.,�����Sl�(/< /�l(/ l//f(//lfl/fll/(lf/.(f( (��
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 66
Summary for Subcatchment 31S: POST DA-2 (SCM C)
Runoff = 19.11 cfs @ 11.97 hrs, Volume= 0.881 af, Depth= 2.81"
Routed to Pond 31 P : SCM C
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-yr Rainfall=4.90"
Area (ac) CN Description
* 0.537 95 Roads
* 0.145 95 Sidewalks
* 1.033 95 3000 Max SF Lots (15 Lots)
1.653 61 >75% Grass cover, Good, HSG B
* 0.402 95 SCM
3.770 80 Weighted Average
3.770 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.9 98 0.1800 0.42 Sheet Flow,
Grass: Short n= 0.150 P2= 3.44"
1.5 550 0.0050 6.02 18.90 Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011 Concrete pipe, straight & clean
5.4 648 Total
Subcatchment 31S: POST DA-2 (SCM C)
Hydrograph
21 fI I •Runoff
20= 19.11 cfs
1V
18� _ p;e Il4 rr -
—
17 � /- hyRainfa�Il�4.JA"
16'
15_ / tROnoff-Ake .770 arc
14
13 � Pf1 ViI µme-O. :3: 1�f
12- ,/ fi !Rnff11::0!":4h7-_2.8-1-7
11_
°
`L 9�
10= low teen th=648' -
—
5 -
4_ -
3=
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 67
Summary for Subcatchment 32S: POST DA-1 (SCM C )
Runoff = 4.71 cfs @ 12.03 hrs, Volume= 0.265 af, Depth= 2.45"
Routed to Pond 31 P : SCM C
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-yr Rainfall=4.90"
Area (sf) CN Description
3,398 95 Roads
1,307 95 Sidewalks
19,950 95 3500 SF Max Lots (7 Lots) No drives
31,886 61 >75% Grass cover, Good, HSG B
56,541 76 Weighted Average
56,541 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.2 86 0.0250 0.13 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.44"
Subcatchment 32S: POST DA-1 (SCM C )
` Hydrograph
/ _ ❑Runoff
5 4.71 cfs
12- Typ II 24-hr
4 1— 10-Lyre-Ra i n f a1 l 4.9o"
Ruhdff Area=56,541 tf
w 3 JR 9fftV9-14n1P • f
3 1 !Ruinciff Deph=2.457
- / Flow Length=86'
2- I I T Idpe=d.050
1T6=1 1.2 inin
CN=766
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 68
Summary for Subcatchment 33S: POST DA-2 (UNCAPTURED)
Runoff = 11.92 cfs @ 11.96 hrs, Volume= 0.540 af, Depth= 2.81"
Routed to Link 26L : POST TOAL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-yr Rainfall=4.90"
Area (ac) CN Description
1.464 80 >75% Grass cover, Good, HSG D
0.846 79 Woods, Fair, HSG D
2.310 80 Weighted Average
2.310 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.2 100 0.1500 0.39 Sheet Flow,
Grass: Short n= 0.150 P2= 3.44"
0.3 88 0.1300 5.80 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.4 561 0.0152 22.82 1,355.65 Channel Flow,
Area= 59.4 sf Perim= 32.5' r= 1.83'
n= 0.012 Wood, Planed
4.9 749 Total
Subcatchment 33S: POST DA-2 (UNCAPTURED)
Hydrograph
13 ■Runoff
11.92 cfs
12 II-24-hr -
L
10-
g -h tRUUn ff Area=2.310 ac
8 - j - -RLFicff V9ILme=10. 49 �f
o !Rnf1 : !p_ h810,19
6- I w L n h= 4
LL o _e t
5�- �cI4
4� c4,
27-/ % t
1=
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 69
Summary for Pond 29P: SCM A
Inflow Area = 8.732 ac, 0.00% Impervious, Inflow Depth = 2.99" for 10-yr event
Inflow = 35.11 cfs @ 12.06 hrs, Volume= 2.176 of
Outflow = 5.85 cfs @ 12.46 hrs, Volume= 1.888 af, Atten= 83%, Lag= 24.0 min
Primary = 5.85 cfs @ 12.46 hrs, Volume= 1.888 af
Routed to Link 26L : POST TOAL
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 26L : POST TOAL
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 809.90' @ 12.46 hrs Surf.Area= 21,667 sf Storage= 46,369 cf
Plug-Flow detention time= 278.1 min calculated for 1.888 af(87% of inflow)
Center-of-Mass det. time= 215.1 min ( 1,036.3 - 821.2 )
Volume Invert Avail.Storage Storage Description
#1 807.50' 123,030 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
807.50 16,373 0 0
808.00 18,088 8,615 8,615
809.00 19,933 19,011 27,626
810.00 21,857 20,895 48,521
811.00 23,811 22,834 71,355
812.00 25,815 24,813 96,168
813.00 27,909 26,862 123,030
Device Routing Invert Outlet Devices
#1 Primary 803.00' 18.0" Round Culvert
L= 90.0' RCP, groove end w/headwall, Ke= 0.200
Inlet/Outlet Invert= 803.00' / 800.00' S= 0.0333 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.77 sf
#2 Secondary 812.00' 15.0' long + 3.0 '/' SideZ x 15.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
#3 Device 1 807.50' 2.0" Vert. Orifice/Grate Low Flow C= 0.600
Limited to weir flow at low heads
#4 Device 1 808.60' 20.0" W x 4.0" H Veil. Orifice/Grate WQ X 2.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 811.00' 48.0" x 48.0" Horiz. Orifice/Grate Riser C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=5.85 cfs @ 12.46 hrs HW=809.90' (Free Discharge)
4-1=Culvert (Passes 5.85 cfs of 26.38 cfs potential flow)
3=Orifice/Grate Low Flow (Orifice Controls 0.16 cfs @ 7.33 fps)
4=Orifice/Grate WQ (Orifice Controls 5.69 cfs @ 5.12 fps)
5=Orifice/Grate Riser ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=807.50' (Free Discharge)
4-2=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

21689 Fiddlers Creek Farm Type 1124-hr 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 70
Pond 29P: SCM A
Hydrograph
35.11 cfs `��� w ji� - ■Inflow
/ fli.l-W /�i ��-.'/a7L 1a - Primary• lr
/ •Secondary
36 / / I Perak v�-80.9A' -
34= / /
32- / / 1 1 Stota =4 369-cf -
26=i / /
26=
24e/ / / I�
22 / / - 1 1
20 / /
o 18=/ / / ; H- -4 —1LL -
16 / /
12 / / 1 5R5rf H H H 1
10V / / 5.85 cfs 1 1 1
0.00 cfs , /�,/�/��/�1��/�� �,//, .
o
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 71
Summary for Pond 30P: SCM B
Inflow Area = 9.663 ac, 0.00% Impervious, Inflow Depth = 2.90" for 10-yr event
Inflow = 44.07 cfs @ 12.01 hrs, Volume= 2.333 af
Outflow = 7.04 cfs @ 12.30 hrs, Volume= 2.027 af, Atten= 84%, Lag= 17.7 min
Primary = 7.04 cfs @ 12.30 hrs, Volume= 2.027 af
Routed to Link 26L : POST TOAL
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 26L : POST TOAL
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 803.92' @ 12.30 hrs Surf.Area= 22,469 sf Storage= 48,599 cf
Plug-Flow detention time= 262.9 min calculated for 2.027 af(87% of inflow)
Center-of-Mass det. time= 200.3 min ( 1,020.1 - 819.8 )
Volume Invert Avail.Storage Storage Description
#1 801.50' 99,675 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
801.50 17,116 0 0
802.00 18,897 9,003 9,003
803.00 20,735 19,816 28,819
804.00 22,629 21,682 50,501
805.00 24,580 23,605 74,106
806.00 26,558 25,569 99,675
Device Routing Invert Outlet Devices
#1 Primary 796.00' 24.0" Round Culvert
L= 90.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 796.00' /792.00' S= 0.0444 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Secondary 805.00' 15.0' long + 3.0 '/' SideZ x 15.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
#3 Device 1 801.50' 2.0" Vert. Orifice/Grate LoW Flow C= 0.600
Limited to weir flow at low heads
#4 Device 1 802.60' 24.0" W x 4.0" H Vert. Orifice/Grate WQ X 2.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 804.30' 48.0" x 48.0" Horiz. Orifice/Grate Riser C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=7.04 cfs @ 12.30 hrs HW=803.92' (Free Discharge)
-1=Culvert (Passes 7.04 cfs of 39.78 cfs potential flow)
-3=Orifice/Grate LoW Flow (Orifice Controls 0.16 cfs @ 7.35 fps)
-4=Orifice/Grate WQ (Orifice Controls 6.88 cfs @ 5.16 fps)
-5=Orifice/Grate Riser ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=801.50' (Free Discharge)
2=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

21689 Fiddlers Creek Farm Type 1124-hr 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 72
Pond 30P: SCM B
Hydrograph
1
//7
44.07 cfs - i outfow
% Inflow Area=9.663 a� o se Secondary
45� / / 1 j Peak Elev=803.92'
40 -/ / / I I I 1! Storage=48,599 cf
35� / / 14
30: / / I 1 j" —
1 I I I —r 1-I rt l
o / ;j
15 / / / 7nar� I
10� / 7.04 cfs
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 73
Summary for Pond 31P: SCM C
Inflow Area = 5.068 ac, 0.00% Impervious, Inflow Depth = 2.72" for 10-yr event
Inflow = 22.97 cfs @ 11.97 hrs, Volume= 1.147 af
Outflow = 7.44 cfs @ 12.11 hrs, Volume= 1.027 af, Atten= 68%, Lag= 8.5 min
Primary = 7.44 cfs @ 12.11 hrs, Volume= 1.027 af
Routed to Link 26L : POST TOAL
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 26L : POST TOAL
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 811.96' @ 12.11 hrs Surf.Area= 10,783 sf Storage= 19,393 cf
Plug-Flow detention time= 237.0 min calculated for 1.027 af(90% of inflow)
Center-of-Mass det. time= 184.2 min ( 1,006.9 - 822.7 )
Volume Invert Avail.Storage Storage Description _
#1 809.75' 61,034 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
809.75 6,822 0 0
810.00 7,256 1,760 1,760
811.00 9,027 8,142 9,901
812.00 10,859 9,943 19,844
813.00 12,740 11,800 31,644
814.00 14,681 13,711 45,354
815.00 16,679 15,680 61,034
Device Routing Invert Outlet Devices
#1 Primary 809.75' 15.0" Round Culvert
L= 78.0' CMP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 809.75' / 809.00' S= 0.0096 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf
#2 Secondary 814.00' 15.0' long + 3.0 '/' SideZ x 15.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
#3 Device 1 809.75' 1.5" Vert. Orifice/Grate Low Flow C= 0.600
Limited to weir flow at low heads
#4 Device 1 811.00' 36.0" W x 9.0" H Veil. Orifice/Grate WQ X 3.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 811.75' 48.0" x 48.0" Horiz. Orifice/Grate RISER C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=7.43 cfs @ 12.11 hrs HW=811.96' (Free Discharge)
4-1=Culvert (Inlet Controls 7.43 cfs @ 6.06 fps)
3=Orifice/Grate Low Flow (Passes < 0.09 cfs potential flow)
4=Orifice/Grate WQ (Passes < 24.35 cfs potential flow)
5=Orifice/Grate RISER (Passes < 4.96 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=809.75' (Free Discharge)
4-2=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

21689 Fiddlers Creek Farm Type 1124-hr 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 74
Pond 31P: SCM C
Hydrograph
Z
■Inflow
22.97 cfs L ` ��y� ■outflow
1 H 1 rbfIVW '/' i. .of a� Secon• dary
241/ / Piak E1 vl=81h .96'
221/ / /
201/ / / I I S#0 1�$=1 9�3#�31
18/ / / I I 1
161/ / /
o 14. /
0 12Y / /
17ddrf 1 _
u- 10 / / 7 7.44 cfs
81/ / / 1 1 , —F 1—IH I
61/
o.o0o cfs /��//����,��/l,�%l�/ , ,/
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 75
Summary for Link 26L: POST TOAL
Inflow Area = 35.774 ac, 0.00% Impervious, Inflow Depth > 2.50" for 10-yr event
Inflow = 52.47 cfs @ 12.06 hrs, Volume= 7.456 af
Primary = 52.47 cfs @ 12.06 hrs, Volume= 7.456 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Link 26L: POST TOAL
Hydrograph
/ I II c7 47 rf ❑Inflow
55� ,� 52.47 cfs � ❑Primary
Iiflow J4rea=35.774 ac
50�
45y
40--/
35-
3 30-
LL 2520-
15-
10-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 25-yr Rainfall=5.81"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 76
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment27S: POST DA-1 (SCM A) Runoff Area=380,357 sf 0.00% Impervious Runoff Depth=3.81"
Flow Length=1,534' Tc=13.7 min CN=82 Runoff=44.46 cfs 2.774 af
Subcatchment28S: POST DA-1 (SCM B) Runoff Area=9.663 ac 0.00% Impervious Runoff Depth=3.71"
Flow Length=784' Tc=9.2 min CN=81 Runoff=55.95 cfs 2.988 af
Subcatchment 30S: POST DA-1 Runoff Area=10.001 ac 0.00% Impervious Runoff Depth=3.12"
Flow Length=2,304' Tc=14.3 min CN=75 Runoff=41.45 cfs 2.601 af
Subcatchment31 S: POST DA-2(SCM C) Runoff Area=3.770 ac 0.00% Impervious Runoff Depth=3.61"
Flow Length=648' Tc=5.4 min CN=80 Runoff=24.33 cfs 1.134 af
Subcatchment32S: POST DA-1 (SCM C ) Runoff Area=56,541 sf 0.00% Impervious Runoff Depth=3.22"
Flow Length=86' Slope=0.0250 '/' Tc=11.2 min CN=76 Runoff=6.15 cfs 0.348 af
Subcatchment33S: POST DA-2 Runoff Area=2.310 ac 0.00% Impervious Runoff Depth=3.61"
Flow Length=749' Tc=4.9 min CN=80 Runoff=15.17 cfs 0.695 af
Pond 29P: SCM A Peak EIev=810.51' Storage=60,025 cf Inflow=44.46 cfs 2.774 af
Primary=7.25 cfs 2.485 af Secondary=0.00 cfs 0.000 af Outflow=7.25 cfs 2.485 af
Pond 30P: SCM B Peak EIev=804.48' Storage=61,621 cf Inflow=55.95 cfs 2.988 af
Primary=12.64 cfs 2.681 af Secondary=0.00 cfs 0.000 af Outflow=12.64 cfs 2.681 af
Pond 31P: SCM C Peak EIev=812.49' Storage=25,395 cf Inflow=29.43 cfs 1.482 af
Primary=8.59 cfs 1.362 af Secondary=0.00 cfs 0.000 af Outflow=8.59 cfs 1.362 af
Link 26L: POST TOAL Inflow=68.53 cfs 9.825 af
Primary=68.53 cfs 9.825 af
Total Runoff Area = 35.774 ac Runoff Volume = 10.541 af Average Runoff Depth = 3.54"
100.00% Pervious = 35.774 ac 0.00% Impervious = 0.000 ac

21689 Fiddlers Creek Farm Type 1124-hr 25-yr Rainfall=5.81"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 77
Summary for Subcatchment 27S: POST DA-1 (SCM A)
Runoff = 44.46 cfs @ 12.05 hrs, Volume= 2.774 af, Depth= 3.81"
Routed to Pond 29P : SCM A
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-yr Rainfall=5.81"
Area (sf) CN Description
* 60,331 95 Roads
* 18,949 95 Sidewalk
* 4,550 95 Driveways
* 87,500 95 3500 Max SF Lots (25 Lots)
* 3,000 95 3000 Max SF Lotss (1)
* 27,835 95 SCM
100,426 61 >75% Grass cover, Good, HSG B
61,740 74 >75% Grass cover, Good, HSG C
16,026 80 >75% Grass cover, Good, HSG D
380,357 82 Weighted Average
380,357 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.4 100 0.0200 0.18 Sheet Flow,
Grass: Short n= 0.150 P2= 3.44"
0.5 73 0.0200 2.28 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.8 1,361 0.0050 6.02 18.90 Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011 Concrete pipe, straight & clean
13.7 1,534 Total

21689 Fiddlers Creek Farm Type 1124-hr 25-yr Rainfall=5.81"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 78
Subcatchment 27S: POST DA-1 (SCM A)
Hydrograph
48 —1 - 4 I— I —I14 ]— I —I — ■Runoff
46 ' 44.46 cfs
44_/ or _ p I1 r -
oW' IA I— % —[ -k I4IH yI •
38
Rar�fl 1 .181�'
34V' I— ;` Rrinlal Area 3 0,a5 f =
l —1 H 1= ;j
$ 47n9 14 1e2•17*if =
324/ — C ri I 1 �, _
E 22 — �/J I L �_ —
8 I H1= - 1- 1H � IT 3
164v
14Y —1 -H 1— — —1 V V 1— - 1 1 —H ct--y .g
12
18 1 -1 t 1= —1 t =1 —h 1- 1 ' —h 1- 1H _
4=
20-,. .... ...... ... ........................ 1��//l��/��//(����///��//ll//ll��ll���l��,���
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 25-yr Rainfall=5.81"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 79
Summary for Subcatchment 28S: POST DA-1 (SCM B)
Runoff = 55.95 cfs @ 12.01 hrs, Volume= 2.988 af, Depth= 3.71"
Routed to Pond 30P : SCM B
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-yr Rainfall=5.81"
Area (ac) CN Description
* 1.185 95 Roads
* 0.346 95 Sidewalks
* 0.803 95 3500 Max SF Lots (10 Lots)
* 1.791 95 3000 Max SF Lots (26 Lots)
* 0.642 95 SCM Area
3.121 61 >75% Grass cover, Good, HSG B
0.153 74 >75% Grass cover, Good, HSG C
1.622 80 >75% Grass cover, Good, HSG D
9.663 81 Weighted Average
9.663 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.7 56 0.0380 0.14 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.44"
0.9 152 0.0320 2.88 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.6 576 0.0050 6.02 18.90 Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011 Concrete pipe, straight & clean
9.2 784 Total

21689 Fiddlers Creek Farm Type 1124-hr 25-yr Rainfall=5.81"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 80
Subcatchment 28S: POST DA-1 (SCM B)
Hydrograph
4 H —I I— 1 - — ■Runoff
60/ 55.95 cfs
55/I 1 — - 1 I— 1 - t l'f1p3 II124r
50 1 1 , �5Ly� Rai�f�lI 5.181 h' -
45�1 L 1 I t 1 U IRUUnofLAi-ea 9.6663 -
40 L - 11 — [ 1 9fi'V41I e2• P— f -
N � /0 3L1 I - 11 1 T 1 rt n IQ!Pr '7 -
u - low Le�t1= -
251 I I I I I I I I I +c9 -
20/ 1 -4 - -4 1- -1 I— 1 - -4 4.
1— —H ( -N -1
15H-
101/ 1 1 ' 1 1 1 I- 1 1 1 1 -
5/1
0=iiiiiiiiiio ii<. ... . . i ,��//l��/ll��l���
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 25-yr Rainfall=5.81"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 81
Summary for Subcatchment 30S: POST DA-1 (UNCAPTURED)
Runoff = 41.45 cfs @ 12.06 hrs, Volume= 2.601 af, Depth= 3.12"
Routed to Link 26L : POST TOAL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-yr Rainfall=5.81"
Area (ac) CN Description
1.563 61 >75% Grass cover, Good, HSG B
0.263 74 >75% Grass cover, Good, HSG C
1.481 80 >75% Grass cover, Good, HSG D
1.289 60 Woods, Fair, HSG B
0.277 79 <50% Grass cover, Poor, HSG B
4.143 79 Woods, Fair, HSG D
0.985 89 <50% Grass cover, Poor, HSG D
10.001 75 Weighted Average
10.001 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.7 100 0.1040 0.16 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.44"
0.5 118 0.0590 3.91 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.1 2,086 0.0028 11.06 1,566.62 Channel Flow,
Area= 141.6 sf Perim= 26.0' r= 5.45'
n= 0.022 Earth, clean & straight
14.3 2,304 Total

21689 Fiddlers Creek Farm Type 1124-hr 25-yr Rainfall=5.81"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 82
Subcatchment 30S: POST DA-1 (UNCAPTURED)
Hydrograph
46/ _L 1 1
■Runoff
44i7 41.45 cfs
42_�� I- l'i- pi Ilr -
40_—
311— 1 I- y Raiirf ll .t" -
346y, -32 RUflff Area 'LQ.QO11 Ia -
28%_ 1 4n9f V#14'n1e • 114 -
�
2200- 11fi = = 1fi 1rt nrla!l 'Ji, -
u. 2W— nneTl SUS -
12=� j6
18V1I 11 1 1 1 I I-I 1 1
44/i II I L I 1 I _I
o illl��/ll/ ii!.,,...,:,.. .. ,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 25-yr Rainfall=5.81"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 83
Summary for Subcatchment 31S: POST DA-2 (SCM C)
Runoff = 24.33 cfs @ 11.96 hrs, Volume= 1.134 af, Depth= 3.61"
Routed to Pond 31 P : SCM C
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-yr Rainfall=5.81"
Area (ac) CN Description
* 0.537 95 Roads
* 0.145 95 Sidewalks
* 1.033 95 3000 Max SF Lots (15 Lots)
1.653 61 >75% Grass cover, Good, HSG B
* 0.402 95 SCM
3.770 80 Weighted Average
3.770 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.9 98 0.1800 0.42 Sheet Flow,
Grass: Short n= 0.150 P2= 3.44"
1.5 550 0.0050 6.02 18.90 Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011 Concrete pipe, straight & clean
5.4 648 Total
Subcatchment 31S: POST DA-2 (SCM C)
Hydrograph
1_ I I ■Runoff
26� 24.33 •
cfs
24-
IT p 112 -h r
22--/ / Ly ainf II 5.1"
20,
18--/ Onbff-Awea=3.70 -arc -
• 16/P I Rtitnoff VQlume1.11-311- f -
c 14- /- n f Depri . '�
12�
LT_ low Len th= 48
10_ ✓ �c5.4
6-
4�
2-'
0 (
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 25-yr Rainfall=5.81"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 84
Summary for Subcatchment 32S: POST DA-1 (SCM C )
Runoff = 6.15 cfs @ 12.03 hrs, Volume= 0.348 af, Depth= 3.22"
Routed to Pond 31 P : SCM C
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-yr Rainfall=5.81"
Area (sf) CN Description
3,398 95 Roads
1,307 95 Sidewalks
19,950 95 3500 SF Max Lots (7 Lots) No drives
31,886 61 >75% Grass cover, Good, HSG B
56,541 76 Weighted Average
56,541 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.2 86 0.0250 0.13 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.44"
Subcatchment 32S: POST DA-1 (SCM C )
Hydrograph
/ 0 Runoff
6.15 cfs
6- ' Type II 24-hr
$5Lyrr Rainfall=5.61"
5— Ruhdff Area=56,541 tf
fi -Ry-npff ltp-Iyme=9. -�343 f
u 4 -
L JR�n ff Deph73.122
F ow Length tsb
LL 3—
/ 1ope=d.056 '/'
Tc=11.2
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 25-yr Rainfall=5.81"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 85
Summary for Subcatchment 33S: POST DA-2 (UNCAPTURED)
Runoff = 15.17 cfs @ 11.96 hrs, Volume= 0.695 af, Depth= 3.61"
Routed to Link 26L : POST TOAL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 25-yr Rainfall=5.81"
Area (ac) CN Description
1.464 80 >75% Grass cover, Good, HSG D
0.846 79 Woods, Fair, HSG D
2.310 80 Weighted Average
2.310 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.2 100 0.1500 0.39 Sheet Flow,
Grass: Short n= 0.150 P2= 3.44"
0.3 88 0.1300 5.80 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.4 561 0.0152 22.82 1,355.65 Channel Flow,
Area= 59.4 sf Perim= 32.5' r= 1.83'
n= 0.012 Wood, Planed
4.9 749 Total
Subcatchment 33S: POST DA-2 (UNCAPTURED)
Hydrograph
■Runoff
16/ 15.17 cfs
15= p 11_24 r -
14// -I / y Rla•
rnfill "
137 /
12 -/ /— JAili 1-1-IJ 1 J-I_Atea_2. 0 -
11 -/ Rii[nP ff
10/
$� _L / !1-11 n�ff ID!P -h •— I h=
LT. 7 levy �enn��t
6/
4/
3v�
2/
1-.
o
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 25-yr Rainfall=5.81"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 86
Summary for Pond 29P: SCM A
Inflow Area = 8.732 ac, 0.00% Impervious, Inflow Depth = 3.81" for 25-yr event
Inflow = 44.46 cfs @ 12.05 hrs, Volume= 2.774 af
Outflow = 7.25 cfs @ 12.46 hrs, Volume= 2.485 af, Atten= 84%, Lag= 24.2 min
Primary = 7.25 cfs @ 12.46 hrs, Volume= 2.485 af
Routed to Link 26L : POST TOAL
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 26L : POST TOAL
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 810.51' @ 12.46 hrs Surf.Area= 22,862 sf Storage= 60,025 cf
Plug-Flow detention time= 241.2 min calculated for 2.485 af(90% of inflow)
Center-of-Mass det. time= 188.5 min ( 1,002.7 - 814.3 )
Volume Invert Avail.Storage Storage Description
#1 807.50' 123,030 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
807.50 16,373 0 0
808.00 18,088 8,615 8,615
809.00 19,933 19,011 27,626
810.00 21,857 20,895 48,521
811.00 23,811 22,834 71,355
812.00 25,815 24,813 96,168
813.00 27,909 26,862 123,030
Device Routing Invert Outlet Devices
#1 Primary 803.00' 18.0" Round Culvert
L= 90.0' RCP, groove end w/headwall, Ke= 0.200
Inlet/Outlet Invert= 803.00' / 800.00' S= 0.0333 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.77 sf
#2 Secondary 812.00' 15.0' long + 3.0 '/' SideZ x 15.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
#3 Device 1 807.50' 2.0" Vert. Orifice/Grate Low Flow C= 0.600
Limited to weir flow at low heads
#4 Device 1 808.60' 20.0" W x 4.0" H Veil. Orifice/Grate WQ X 2.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 811.00' 48.0" x 48.0" Horiz. Orifice/Grate Riser C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=7.25 cfs @ 12.46 hrs HW=810.51' (Free Discharge)
4-1=Culvert (Passes 7.25 cfs of 27.61 cfs potential flow)
3=Orifice/Grate Low Flow (Orifice Controls 0.18 cfs @ 8.24 fps)
4=Orifice/Grate WQ (Orifice Controls 7.07 cfs @ 6.36 fps)
5=Orifice/Grate Riser ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=807.50' (Free Discharge)
4-2=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

21689 Fiddlers Creek Farm Type 1124-hr 25-yr Rainfall=5.81"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 87
Pond 29P: SCM A
Hydrograph
1 1 1
/ I
44.46 cfs iu o offw
r
I �f`si,� i. 1 j J2 I i ••Secondary
45� / / 1 Peak v1=8 LV.51' -
40� / / I� H Sto age=6A025I cf -
35Y / / I ± l� H- H 1 � H-
I
301/ / I +
251/ '
o : /
15 -/ / / 17 9 rfs -
7.25 cfs
10� / 7///////////%//
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 25-yr Rainfall=5.81"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 88
Summary for Pond 30P: SCM B
Inflow Area = 9.663 ac, 0.00% Impervious, Inflow Depth = 3.71" for 25-yr event
Inflow = 55.95 cfs @ 12.01 hrs, Volume= 2.988 af
Outflow = 12.64 cfs @ 12.21 hrs, Volume= 2.681 af, Atten= 77%, Lag= 12.4 min
Primary = 12.64 cfs @ 12.21 hrs, Volume= 2.681 af
Routed to Link 26L : POST TOAL
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 26L : POST TOAL
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 804.48' @ 12.21 hrs Surf.Area= 23,568 sf Storage= 61,621 cf
Plug-Flow detention time= 222.3 min calculated for 2.680 af(90% of inflow)
Center-of-Mass det. time= 170.4 min ( 983.1 - 812.8 )
Volume Invert Avail.Storage Storage Description
#1 801.50' 99,675 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
801.50 17,116 0 0
802.00 18,897 9,003 9,003
803.00 20,735 19,816 28,819
804.00 22,629 21,682 50,501
805.00 24,580 23,605 74,106
806.00 26,558 25,569 99,675
Device Routing Invert Outlet Devices
#1 Primary 796.00' 24.0" Round Culvert
L= 90.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 796.00' /792.00' S= 0.0444 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Secondary 805.00' 15.0' long + 3.0 '/' SideZ x 15.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
#3 Device 1 801.50' 2.0" Vert. Orifice/Grate LoW Flow C= 0.600
Limited to weir flow at low heads
#4 Device 1 802.60' 24.0" W x 4.0" H Vert. Orifice/Grate WQ X 2.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 804.30' 48.0" x 48.0" Horiz. Orifice/Grate Riser C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=12.62 cfs @ 12.21 hrs HW=804.48' (Free Discharge)
-1=Culvert (Passes 12.62 cfs of 41.37 cfs potential flow)
-3=Orifice/Grate LoW Flow (Orifice Controls 0.18 cfs @ 8.20 fps)
-4=Orifice/Grate WQ (Orifice Controls 8.40 cfs @ 6.30 fps)
-5=Orifice/Grate Riser (Weir Controls 4.04 cfs @ 1.39 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=801.50' (Free Discharge)
2=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

21689 Fiddlers Creek Farm Type 1124-hr 25-yr Rainfall=5.81"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 89
Pond 30P: SCM B
Hydrograph
A
-I 1 14155.95 cfs ■Inflow■Outflow
i 1 t If isv7eki- .16i3 lacy •Primary
60� // / ■Secondary
55� / / 1 I j — -L 1 1 ali P Eilim A4A8' -
50/ / / i 1 0001 I St0r'd =61 A211 cf
451/ / / 1
40 -/ /
35o 1/ / / I I �
I/
0 30� / S A _1 L _L 1 -
u. 251/ / /^ i i/
19Adrf
20� / / _12.64 cfs
15/ / / 1 1
10� �'.: / liiiiiiiiiiiiiiiiiiiiiii zzli zliiiliiiiiiii
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 25-yr Rainfall=5.81"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 90
Summary for Pond 31P: SCM C
Inflow Area = 5.068 ac, 0.00% Impervious, Inflow Depth = 3.51" for 25-yr event
Inflow = 29.43 cfs @ 11.97 hrs, Volume= 1.482 af
Outflow = 8.59 cfs @ 12.13 hrs, Volume= 1.362 af, Atten= 71%, Lag= 9.3 min
Primary = 8.59 cfs @ 12.13 hrs, Volume= 1.362 af
Routed to Link 26L : POST TOAL
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 26L : POST TOAL
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 812.49' @ 12.13 hrs Surf.Area= 11,781 sf Storage= 25,395 cf
Plug-Flow detention time= 191.2 min calculated for 1.362 af(92% of inflow)
Center-of-Mass det. time= 148.3 min ( 963.8 - 815.4 )
Volume Invert Avail.Storage Storage Description
#1 809.75' 61,034 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
809.75 6,822 0 0
810.00 7,256 1,760 1,760
811.00 9,027 8,142 9,901
812.00 10,859 9,943 19,844
813.00 12,740 11,800 31,644
814.00 14,681 13,711 45,354
815.00 16,679 15,680 61,034
Device Routing Invert Outlet Devices
#1 Primary 809.75' 15.0" Round Culvert
L= 78.0' CMP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 809.75' / 809.00' S= 0.0096 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf
#2 Secondary 814.00' 15.0' long + 3.0 '/' SideZ x 15.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
#3 Device 1 809.75' 1.5" Vert. Orifice/Grate Low Flow C= 0.600
Limited to weir flow at low heads
#4 Device 1 811.00' 36.0" W x 9.0" H Veil. Orifice/Grate WQ X 3.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 811.75' 48.0" x 48.0" Horiz. Orifice/Grate RISER C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=8.59 cfs @ 12.13 hrs HW=812.49' (Free Discharge)
4-1=Culvert (Inlet Controls 8.59 cfs @ 7.00 fps)
3=Orifice/Grate Low Flow (Passes < 0.10 cfs potential flow)
4=Orifice/Grate WQ (Passes < 34.15 cfs potential flow)
5=Orifice/Grate RISER (Passes < 33.31 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=809.75' (Free Discharge)
4-2=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

21689 Fiddlers Creek Farm Type 1124-hr 25-yr Rainfall=5.81"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 91
Pond 31P: SCM C
Hydrograph
•Inflow
/ / 29.43 cfs ■Outflow
A/ / •I ]- - I I Ibfi : 413 .b68 lack - ••Second
32�
30Y / / 4 -1 - Peak El evl=8�.I9' -
267 / / ii ,
26- I —I + Stooa =2-5395-cf -2 /
4 / j
22- /
20
N /
o 18- / / j/ -
3 161 / i/
a 147- / / R '-,A rf _L _1
121/ 8.59 cfs
81/ / 1
6: / L_________/
0.001ercf(s((e
43ci
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 25-yr Rainfall=5.81"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 92
Summary for Link 26L: POST TOAL
Inflow Area = 35.774 ac, 0.00% Impervious, Inflow Depth > 3.30" for 25-yr event
Inflow = 68.53 cfs @ 12.04 hrs, Volume= 9.825 af
Primary = 68.53 cfs @ 12.04 hrs, Volume= 9.825 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Link 26L: POST TOAL
Hydrograph
r,4 ❑Inflow
—I RR rf
75= ❑Primary
70 68.53 cfs I�flow J4rea=35.774 ac
65 /
60-
55_
50
45
u 40=
c 35=/
25_ '
20
15 -/
10
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 93
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment27S: POST DA-1 (SCM A) Runoff Area=380,357 sf 0.00% Impervious Runoff Depth=5.18"
Flow Length=1,534' Tc=13.7 min CN=82 Runoff=59.67 cfs 3.769 af
Subcatchment28S: POST DA-1 (SCM B) Runoff Area=9.663 ac 0.00% Impervious Runoff Depth=5.07"
Flow Length=784' Tc=9.2 min CN=81 Runoff=75.31 cfs 4.079 af
Subcatchment30S: POST DA-1 Runoff Area=10.001 ac 0.00% Impervious Runoff Depth=4.40"
Flow Length=2,304' Tc=14.3 min CN=75 Runoff=58.15 cfs 3.665 af
Subcatchment31 S: POST DA-2(SCM C) Runoff Area=3.770 ac 0.00% Impervious Runoff Depth=4.95"
Flow Length=648' Tc=5.4 min CN=80 Runoff=32.85 cfs 1.556 af
Subcatchment32S: POST DA-1 (SCM C ) Runoff Area=56,541 sf 0.00% Impervious Runoff Depth=4.51"
Flow Length=86' Slope=0.0250 '/' Tc=11.2 min CN=76 Runoff=8.55 cfs 0.488 af
Subcatchment33S: POST DA-2 Runoff Area=2.310 ac 0.00% Impervious Runoff Depth=4.95"
Flow Length=749' Tc=4.9 min CN=80 Runoff=20.47 cfs 0.954 af
Pond 29P: SCM A Peak Elev=811.29' Storage=78,424 cf Inflow=59.67 cfs 3.769 af
Primary=17.02 cfs 3.478 af Secondary=0.00 cfs 0.000 af Outflow=17.02 cfs 3.478 af
Pond 30P: SCM B Peak EIev=804.99' Storage=73,820 cf Inflow=75.31 cfs 4.079 af
Primary=39.65 cfs 3.771 af Secondary=0.00 cfs 0.000 af Outflow=39.65 cfs 3.771 af
Pond 31P: SCM C Peak EIev=813.30' Storage=35,549 cf Inflow=40.00 cfs 2.044 af
Primary=10.11 cfs 1.924 of Secondary=0.00 cfs 0.000 of Outflow=10.11 cfs 1.924 of
Link 26L: POST TOAL Inflow=117.42 cfs 13.791 af
Primary=117.42 cfs 13.791 af
Total Runoff Area = 35.774 ac Runoff Volume = 14.510 af Average Runoff Depth = 4.87"
100.00% Pervious = 35.774 ac 0.00% Impervious = 0.000 ac

21689 Fiddlers Creek Farm Type 1124-hr 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 94
Summary for Subcatchment 27S: POST DA-1 (SCM A)
Runoff = 59.67 cfs @ 12.05 hrs, Volume= 3.769 af, Depth= 5.18"
Routed to Pond 29P : SCM A
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-yr Rainfall=7.28"
Area (sf) CN Description
* 60,331 95 Roads
* 18,949 95 Sidewalk
* 4,550 95 Driveways
* 87,500 95 3500 Max SF Lots (25 Lots)
* 3,000 95 3000 Max SF Lotss (1)
* 27,835 95 SCM
100,426 61 >75% Grass cover, Good, HSG B
61,740 74 >75% Grass cover, Good, HSG C
16,026 80 >75% Grass cover, Good, HSG D
380,357 82 Weighted Average
380,357 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.4 100 0.0200 0.18 Sheet Flow,
Grass: Short n= 0.150 P2= 3.44"
0.5 73 0.0200 2.28 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.8 1,361 0.0050 6.02 18.90 Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011 Concrete pipe, straight & clean
13.7 1,534 Total

21689 Fiddlers Creek Farm Type 1124-hr 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 95
Subcatchment 27S: POST DA-1 (SCM A)
Hydrograph
65 •Runoff
59.67 cfs —
601/ 1 Top T T 1 T T ITl;pe III4Tr I
55T
50 _L 1 T L1 b9Ly4-Ra+nf 11 . -81" -
/
45-I 1 ' I T T —hRa-nloff ela3 0,857 f -
40T 1 iR�nPf �I�mle73.T6P f -
35 T T nr 1D!ph5.I18'
3 I
030T low Len th=1,53 �
_LL
25T i - T TIT T IT13iimi
20T I
I 1 1 1 1 1 dhI6_
15T1 1 1— 1
15T i -
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 96
Summary for Subcatchment 28S: POST DA-1 (SCM B)
Runoff = 75.31 cfs @ 12.01 hrs, Volume= 4.079 af, Depth= 5.07"
Routed to Pond 30P : SCM B
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-yr Rainfall=7.28"
Area (ac) CN Description
* 1.185 95 Roads
* 0.346 95 Sidewalks
* 0.803 95 3500 Max SF Lots (10 Lots)
* 1.791 95 3000 Max SF Lots (26 Lots)
* 0.642 95 SCM Area
3.121 61 >75% Grass cover, Good, HSG B
0.153 74 >75% Grass cover, Good, HSG C
1.622 80 >75% Grass cover, Good, HSG D
9.663 81 Weighted Average
9.663 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.7 56 0.0380 0.14 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.44"
0.9 152 0.0320 2.88 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.6 576 0.0050 6.02 18.90 Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011 Concrete pipe, straight & clean
9.2 784 Total

21689 Fiddlers Creek Farm Type 1124-hr 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 97
Subcatchment 28S: POST DA-1 (SCM B)
Hydrograph
/ _L 1 1 _L L 1 J - ■Runoff
80/` 75.31 cfs r 1 -r 1- 1
75/ iylp�e IIi4-hr -
70/
65 j 1 —[ -H 1 H 1-1 b yi—Ra i ilfa�1167. " _
60V ' I /- H 1 4 4 I H iRtn-bff-Akea 9.6E-63 a -
55
50V i i 1 1 1 1 IRL n ff V1sl1-nnle74.Q7 f =
040/ ✓ 111 fi 1 rt !'InrIn!P "7-.5.4°87; _
. low Le th=
LL35: I1 - 1 4 I- 1 - 1
30� i�.'-9.2
25/ 1 —[ -H H H 1 J_ 1 1 dt416811 -
154/ 1 1 1 1 1 1 1 1 1 1 1 1 1
10- I I
O V/ ..:......... �....: �.. ..�:ll��l �����//�l�/T
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 98
Summary for Subcatchment 30S: POST DA-1 (UNCAPTURED)
Runoff = 58.15 cfs @ 12.06 hrs, Volume= 3.665 af, Depth= 4.40"
Routed to Link 26L : POST TOAL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-yr Rainfall=7.28"
Area (ac) CN Description
1.563 61 >75% Grass cover, Good, HSG B
0.263 74 >75% Grass cover, Good, HSG C
1.481 80 >75% Grass cover, Good, HSG D
1.289 60 Woods, Fair, HSG B
0.277 79 <50% Grass cover, Poor, HSG B
4.143 79 Woods, Fair, HSG D
0.985 89 <50% Grass cover, Poor, HSG D
10.001 75 Weighted Average
10.001 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.7 100 0.1040 0.16 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.44"
0.5 118 0.0590 3.91 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.1 2,086 0.0028 11.06 1,566.62 Channel Flow,
Area= 141.6 sf Perim= 26.0' r= 5.45'
n= 0.022 Earth, clean & straight
14.3 2,304 Total

21689 Fiddlers Creek Farm Type 1124-hr 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 99
Subcatchment 30S: POST DA-1 (UNCAPTURED)
Hydrograph
65-/ T I T I T I —I J •Runoff
6011 58.15 cfs
55�1 / p IIL2i�r
50� "1 661414ahLifilI 7. " -
45� 1 / I J R► .dice f Area l-0.0-011 1 =
40T 1 A ; A AR�ncoff 1/ I4m1e33. f
o 3 - l I � �n�ff1Deph-4. 0'�:: 1
low Len th� 1 j 9 0
/ Tc='`4 1Ini i -
20_ 1 H Ct-QI -
15i/
10Y
1
5-
0,ill/e.e,, , ,....„,, „., ,, ,„, ,.,. �����1�������/l,//���/l��/ll/,l���l����l��/l�
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 100
Summary for Subcatchment 31S: POST DA-2 (SCM C)
Runoff = 32.85 cfs @ 11.96 hrs, Volume= 1.556 af, Depth= 4.95"
Routed to Pond 31 P : SCM C
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-yr Rainfall=7.28"
Area (ac) CN Description
* 0.537 95 Roads
* 0.145 95 Sidewalks
* 1.033 95 3000 Max SF Lots (15 Lots)
1.653 61 >75% Grass cover, Good, HSG B
* 0.402 95 SCM
3.770 80 Weighted Average
3.770 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.9 98 0.1800 0.42 Sheet Flow,
Grass: Short n= 0.150 P2= 3.44"
1.5 550 0.0050 6.02 18.90 Pipe Channel,
24.0" Round Area= 3.1 sf Perim= 6.3' r= 0.50'
n= 0.011 Concrete pipe, straight & clean
5.4 648 Total
Subcatchment 31S: POST DA-2 (SCM C)
Hydrograph
36� ■Runoff
34
�
32.85 cfs _
32 Typ 11_2 Jir _
28//— A — - A 4 1--1 14-Rainfl1=4.6"
26V— - ` _H RWnb f_Atea-.7Q i4M -
24/22/ A I_ nOff�I mewl f
- - � r � _f � •��
18 A t L !RIrirli)!Pri :45;
16
= low h=
= r — T T In t � _
14� � I � � � I �G IA -
10/ al 46
8:-/ I � I I rt1— l I
6
// /////////////////////////////////////////////////
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 101
Summary for Subcatchment 32S: POST DA-1 (SCM C )
Runoff = 8.55 cfs @ 12.03 hrs, Volume= 0.488 af, Depth= 4.51"
Routed to Pond 31 P : SCM C
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-yr Rainfall=7.28"
Area (sf) CN Description
3,398 95 Roads
1,307 95 Sidewalks
19,950 95 3500 SF Max Lots (7 Lots) No drives
31,886 61 >75% Grass cover, Good, HSG B
56,541 76 Weighted Average
56,541 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
11.2 86 0.0250 0.13 Sheet Flow,
Grass: Dense n= 0.240 P2= 3.44"
Subcatchment 32S: POST DA-1 (SCM C )
Hydrograph
4
❑Runoff
8.55 cfs
8— j — — �— — Typ II-2-hr
_
Ruhdff Area=56,541 tf
RLn,ff VcIume=0.483 of
5-- �Runr Dep h=4.51'
Flow Length=86' -
LL 4_ / I Mope=6.0i504' -
Tc=1 1.2 inir
2- QN=766 -
1-/
AL
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 102
Summary for Subcatchment 33S: POST DA-2 (UNCAPTURED)
Runoff = 20.47 cfs @ 11.96 hrs, Volume= 0.954 af, Depth= 4.95"
Routed to Link 26L : POST TOAL
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-yr Rainfall=7.28"
Area (ac) CN Description
1.464 80 >75% Grass cover, Good, HSG D
0.846 79 Woods, Fair, HSG D
2.310 80 Weighted Average
2.310 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.2 100 0.1500 0.39 Sheet Flow,
Grass: Short n= 0.150 P2= 3.44"
0.3 88 0.1300 5.80 Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.4 561 0.0152 22.82 1,355.65 Channel Flow,
Area= 59.4 sf Perim= 32.5' r= 1.83'
n= 0.012 Wood, Planed
4.9 749 Total
Subcatchment 33S: POST DA-2 (UNCAPTURED)
Hydrograph
- - _ - � I - �
22=
21✓ 20.4 cfs I 1 4 I- 1 + + - ■Runoff
20_ �T�p�e III -24
,8✓ I 1 1 bOLyR11L1fll4.1 _
17 16Y 4 4 - 4 1 4 Up-off-Ake_�2.31-0 at 15iv
14K H H H -H H- I HR 9#il V-9-14 Ie •$514-f
w 13✓
LL 10_ — low Lc th —
8
6 Ij tI_ f- I- fi
5/44/
—
3✓2 -
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 103
Summary for Pond 29P: SCM A
Inflow Area = 8.732 ac, 0.00% Impervious, Inflow Depth = 5.18" for 100-yr event
Inflow = 59.67 cfs @ 12.05 hrs, Volume= 3.769 af
Outflow = 17.02 cfs @ 12.30 hrs, Volume= 3.478 af, Atten= 71%, Lag= 14.6 min
Primary = 17.02 cfs @ 12.30 hrs, Volume= 3.478 af
Routed to Link 26L : POST TOAL
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 26L : POST TOAL
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 811.29' @ 12.30 hrs Surf.Area= 24,399 sf Storage= 78,424 cf
Plug-Flow detention time= 204.1 min calculated for 3.478 af(92% of inflow)
Center-of-Mass det. time= 162.4 min ( 968.0 - 805.6 )
Volume Invert Avail.Storage Storage Description
#1 807.50' 123,030 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
807.50 16,373 0 0
808.00 18,088 8,615 8,615
809.00 19,933 19,011 27,626
810.00 21,857 20,895 48,521
811.00 23,811 22,834 71,355
812.00 25,815 24,813 96,168
813.00 27,909 26,862 123,030
Device Routing Invert Outlet Devices
#1 Primary 803.00' 18.0" Round Culvert
L= 90.0' RCP, groove end w/headwall, Ke= 0.200
Inlet/Outlet Invert= 803.00' / 800.00' S= 0.0333 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.77 sf
#2 Secondary 812.00' 15.0' long + 3.0 '/' SideZ x 15.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
#3 Device 1 807.50' 2.0" Vert. Orifice/Grate Low Flow C= 0.600
Limited to weir flow at low heads
#4 Device 1 808.60' 20.0" W x 4.0" H Vert. Orifice/Grate WQ X 2.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 811.00' 48.0" x 48.0" Horiz. Orifice/Grate Riser C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=17.01 cfs @ 12.30 hrs HW=811.29' (Free Discharge)
4-1=Culvert (Passes 17.01 cfs of 28.78 cfs potential flow)
3=Orifice/Grate Low Flow (Orifice Controls 0.20 cfs @ 9.27 fps)
4=Orifice/Grate WQ (Orifice Controls 8.50 cfs @ 7.65 fps)
5=Orifice/Grate Riser (Weir Controls 8.30 cfs @ 1.77 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=807.50' (Free Discharge)
4-2=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

21689 Fiddlers Creek Farm Type 1124-hr 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 104
Pond 29P: SCM A
Hydrograph
❑Inflow
/ / 59.67 cfs ❑outflow
651/ / , IIInflow Area=8.732 a mary
o Se Secondary
60 / 0 -r Peak Elev=811 .29' -
55/ / / I / J Storage=78,424 cf _
50Y / /
ir
45/ / / 1 T
40/ / / I�
351/ / 0 i 4 —I 14 1-14 -
LL30V / / / F T T T TIT TI T
25� / / 17 n9 rf -
20 / / 1 17.0 cfs T —1 1 1
15 / /
%/
0.00 cfs V . ��//, ,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 105
Summary for Pond 30P: SCM B
Inflow Area = 9.663 ac, 0.00% Impervious, Inflow Depth = 5.07" for 100-yr event
Inflow = 75.31 cfs @ 12.01 hrs, Volume= 4.079 af
Outflow = 39.65 cfs @ 12.11 hrs, Volume= 3.771 af, Atten= 47%, Lag= 6.3 min
Primary = 39.65 cfs @ 12.11 hrs, Volume= 3.771 af
Routed to Link 26L : POST TOAL
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 26L : POST TOAL
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 804.99' @ 12.11 hrs Surf.Area= 24,557 sf Storage= 73,820 cf
Plug-Flow detention time= 175.4 min calculated for 3.770 af(92% of inflow)
Center-of-Mass det. time= 134.7 min ( 938.6 - 803.9 )
Volume Invert Avail.Storage Storage Description _
#1 801.50' 99,675 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
801.50 17,116 0 0
802.00 18,897 9,003 9,003
803.00 20,735 19,816 28,819
804.00 22,629 21,682 50,501
805.00 24,580 23,605 74,106
806.00 26,558 25,569 99,675
Device Routing Invert Outlet Devices
#1 Primary 796.00' 24.0" Round Culvert
L= 90.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 796.00' /792.00' S= 0.0444 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Secondary 805.00' 15.0' long + 3.0 '/' SideZ x 15.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
#3 Device 1 801.50' 2.0" Vert. Orifice/Grate LoW Flow C= 0.600
Limited to weir flow at low heads
#4 Device 1 802.60' 24.0" W x 4.0" H Vert. Orifice/Grate WQ X 2.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 804.30' 48.0" x 48.0" Horiz. Orifice/Grate Riser C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=39.62 cfs @ 12.11 hrs HW=804.99' (Free Discharge)
-1=Culvert (Passes 39.62 cfs of 42.75 cfs potential flow)
-3=Orifice/Grate LoW Flow (Orifice Controls 0.19 cfs @ 8.88 fps)
-4=Orifice/Grate WQ (Orifice Controls 9.57 cfs @ 7.17 fps)
-5=Orifice/Grate Riser (Weir Controls 29.86 cfs @ 2.71 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=801.50' (Free Discharge)
2=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

21689 Fiddlers Creek Farm Type 1124-hr 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 106
Pond 30P: SCM B
Hydrograph
1 I— - 1 1—1 —L 1 - Inflow
75.31 cfs `,, -, A� A �+ ■outflow
L Ibf io A e 1 9. —3 la - •Primary
/ / , _■Secondary
75 / I Peak Elev1=80 4.99' -
75� / I
65� / / 1 L _ 1 1 _L %oiag =T3�82OI cf -
60=/ z / IP
A _ILI _ I -
55-/ // / 'IQFtc rf
y 50= / 1 39.65 cfs
2, 45= / /
401/
u- 35o / /—
—
30� / / 7 1 T 71 7 7 F 17
25' /
20� /
0.00 cfs �� ��� z
°
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 107
Summary for Pond 31P: SCM C
Inflow Area = 5.068 ac, 0.00% Impervious, Inflow Depth = 4.84" for 100-yr event
Inflow = 40.00 cfs @ 11.97 hrs, Volume= 2.044 af
Outflow = 10.11 cfs @ 12.14 hrs, Volume= 1.924 af, Atten= 75%, Lag= 10.5 min
Primary = 10.11 cfs @ 12.14 hrs, Volume= 1.924 af
Routed to Link 26L : POST TOAL
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 26L : POST TOAL
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 813.30' @ 12.14 hrs Surf.Area= 13,322 sf Storage= 35,549 cf
Plug-Flow detention time= 152.7 min calculated for 1.924 af(94% of inflow)
Center-of-Mass det. time= 119.6 min ( 925.9 - 806.3 )
Volume Invert Avail.Storage Storage Description
#1 809.75' 61,034 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
809.75 6,822 0 0
810.00 7,256 1,760 1,760
811.00 9,027 8,142 9,901
812.00 10,859 9,943 19,844
813.00 12,740 11,800 31,644
814.00 14,681 13,711 45,354
815.00 16,679 15,680 61,034
Device Routing Invert Outlet Devices
#1 Primary 809.75' 15.0" Round Culvert
L= 78.0' CMP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 809.75' / 809.00' S= 0.0096 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 1.23 sf
#2 Secondary 814.00' 15.0' long + 3.0 '/' SideZ x 15.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
#3 Device 1 809.75' 1.5" Vert. Orifice/Grate Low Flow C= 0.600
Limited to weir flow at low heads
#4 Device 1 811.00' 36.0" W x 9.0" H Veil. Orifice/Grate WQ X 3.00 C= 0.600
Limited to weir flow at low heads
#5 Device 1 811.75' 48.0" x 48.0" Horiz. Orifice/Grate RISER C= 0.600
Limited to weir flow at low heads
Primary OutFlow Max=10.10 cfs @ 12.14 hrs HW=813.30' (Free Discharge)
4-1=Culvert (Inlet Controls 10.10 cfs @ 8.23 fps)
3=Orifice/Grate Low Flow (Passes < 0.11 cfs potential flow)
4=Orifice/Grate WQ (Passes < 45.02 cfs potential flow)
5=Orifice/Grate RISER (Passes < 95.90 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=809.75' (Free Discharge)
4-2=Broad-Crested Rectangular Weir( Controls 0.00 cfs)

21689 Fiddlers Creek Farm Type 1124-hr 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 108
Pond 31P: SCM C
Hydrograph
—I 1 1—I -L _
/ 40.00 cfs } `�-, �Q i Inflow
/ •� I thfi Oki. .bib 1_ - ••Secondary
42✓ / / I I I I I I Neal 51ev811.M1
40 / /
38 4-', -
36_/ / / I I I 1 H I H- Stoia =n549I-Cf
34 / / I
324 /
/
30 / / H- I— H- H- 4 1— —11 4 1—1 4 1— -
28= / /
y26. / / 111 I I I
24= / / it
LL2 0 / / 1 1 's/ 1— � 1 I + H 1H- 1— H 1
184 /
16:/ / j 1f111rf
14 / / 10.11 cfs 1 1
12=/ / /
10 / /
6i /
a/
0.00 cfs , '
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Type 1124-hr 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 109
Summary for Link 26L: POST TOAL
Inflow Area = 35.774 ac, 0.00% Impervious, Inflow Depth > 4.63" for 100-yr event
Inflow = 117.42 cfs @ 12.08 hrs, Volume= 13.791 af
Primary = 117.42 cfs @ 12.08 hrs, Volume= 13.791 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Link 26L: POST TOAL
Hydrograph
130-/ 1 17 47 rfs ❑Inflow `
❑Primary
117.42 cfs
120- Inflow Area=35.774 ac
100-
90- ��
-
I
�
80- //
70-
0 60-
LL
50-"
40-307
20
ZZ
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)

21689 Fiddlers Creek Farm Multi-Event Tables
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 110
Events for Subcatchment 27S: POST DA-1 (SCM A)
Event Rainfall Runoff Volume Depth
(inches) (cfs) (acre-feet) (inches)
1-yr 2.80 14.39 0.890 1.22
2-yr 3.38 19.90 1.225 1.68
5-yr 4.23 28.31 1.747 2.40
10-yr 4.90 35.11 2.176 2.99
25-yr 5.81 44.46 2.774 3.81
100-yr 7.28 59.67 3.769 5.18

21689 Fiddlers Creek Farm Multi-Event Tables
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 111
Events for Subcatchment 28S: POST DA-1 (SCM B)
Event Rainfall Runoff Volume Depth
(inches) (cfs) (acre-feet) (inches)
1-yr 2.80 17.81 0.935 1.16
2-yr 3.38 24.77 1.298 1.61
5-yr 4.23 35.43 1.865 2.32
10-yr 4.90 44.07 2.333 2.90
25-yr 5.81 55.95 2.988 3.71
100-yr 7.28 75.31 4.079 5.07

21689 Fiddlers Creek Farm Multi-Event Tables
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 112
Events for Subcatchment 30S: POST DA-1 (UNCAPTURED)
Event Rainfall Runoff Volume Depth
(inches) (cfs) (acre-feet) (inches)
1-yr 2.80 10.47 0.694 0.83
2-yr 3.38 15.78 1.015 1.22
5-yr 4.23 24.29 1.534 1.84
10-yr 4.90 31.43 1.974 2.37
25-yr 5.81 41.45 2.601 3.12
100-yr 7.28 58.15 3.665 4.40

21689 Fiddlers Creek Farm Multi-Event Tables
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 113
Events for Subcatchment 31S: POST DA-2 (SCM C)
Event Rainfall Runoff Volume Depth
(inches) (cfs) (acre-feet) (inches)
1-yr 2.80 7.62 0.346 1.10
2-yr 3.38 10.65 0.484 1.54
5-yr 4.23 15.32 0.702 2.23
10-yr 4.90 19.11 0.881 2.81
25-yr 5.81 24.33 1.134 3.61
100-yr 7.28 32.85 1.556 4.95

21689 Fiddlers Creek Farm Multi-Event Tables
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 114
Events for Subcatchment 32S: POST DA-1 (SCM C )
Event Rainfall Runoff Volume Depth
(inches) (cfs) (acre-feet) (inches)
1-yr 2.80 1.64 0.095 0.88
2-yr 3.38 2.43 0.138 1.28
5-yr 4.23 3.67 0.207 1.92
10-yr 4.90 4.71 0.265 2.45
25-yr 5.81 6.15 0.348 3.22
100-yr 7.28 8.55 0.488 4.51

21689 Fiddlers Creek Farm Multi-Event Tables
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 115
Events for Subcatchment 33S: POST DA-2 (UNCAPTURED)
Event Rainfall Runoff Volume Depth
(inches) (cfs) (acre-feet) (inches)
1-yr 2.80 4.76 0.212 1.10
2-yr 3.38 6.65 0.297 1.54
5-yr 4.23 9.56 0.430 2.23
10-yr 4.90 11.92 0.540 2.81
25-yr 5.81 15.17 0.695 3.61
100-yr 7.28 20.47 0.954 4.95

21689 Fiddlers Creek Farm Multi-Event Tables
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 116
Events for Pond 29P: SCM A
Event Inflow Outflow Primary Secondary Elevation Storage
(cfs) (cfs) (cfs) (cfs) (feet) (cubic-feet)
1-yr 14.39 0.79 0.79 0.00 808.76 22,873
2-yr 19.90 2.46 2.46 0.00 808.97 27,059
5-yr 28.31 4.59 4.59 0.00 809.46 37,046
10-yr 35.11 5.85 5.85 0.00 809.90 46,369
25-yr 44.46 7.25 7.25 0.00 810.51 60,025
100-yr 59.67 17.02 17.02 0.00 811.29 78,424

21689 Fiddlers Creek Farm Multi-Event Tables
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 117
Events for Pond 30P: SCM B
Event Inflow Outflow Primary Secondary Elevation Storage
(cfs) (cfs) (cfs) (cfs) (feet) (cubic-feet)
1-yr 17.81 0.87 0.87 0.00 802.75 23,697
2-yr 24.77 2.77 2.77 0.00 802.95 27,856
5-yr 35.43 5.47 5.47 0.00 803.46 38,534
10-yr 44.07 7.04 7.04 0.00 803.92 48,599
25-yr 55.95 12.64 12.64 0.00 804.48 61,621
100-yr 75.31 39.65 39.65 0.00 804.99 73,820

21689 Fiddlers Creek Farm Multi-Event Tables
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 118
Events for Pond 31P: SCM C
Event Inflow Outflow Primary Secondary Elevation Storage
(cfs) (cfs) (cfs) (cfs) (feet) (cubic-feet)
1-yr 8.90 0.53 0.53 0.00 811.06 10,480
2-yr 12.59 2.58 2.58 0.00 811.20 11,700
5-yr 18.31 6.45 6.45 0.00 811.57 15,306
10-yr 22.97 7.44 7.44 0.00 811.96 19,393
25-yr 29.43 8.59 8.59 0.00 812.49 25,395
100-yr 40.00 10.11 10.11 0.00 813.30 35,549

21689 Fiddlers Creek Farm Multi-Event Tables
Prepared by Morris & Ritchie Assoc Of NC, PC Printed 9/20/2023
HydroCAD® 10.20-2d s/n 09230 ©2021 HydroCAD Software Solutions LLC Page 119
Events for Link 26L: POST TOAL
Event Inflow Primary Elevation
(cfs) (cfs) (feet)
1-yr 12.75 12.75 0.00
2-yr 19.64 19.64 0.00
5-yr 39.56 39.56 0.00
10-yr 52.47 52.47 0.00
25-yr 68.53 68.53 0.00
100-yr 117.42 117.42 0.00

Appendix G
Section 3 - SCM Sizing Calculations

■ — MORRIS & RITCHIE ASSOCIA TES OF NC, PC DATE
w +• SCM A - WATER QUALITY POND CALCULATIONS
r '�' ••F Engineers, Architects, Planners, Se
ptember:� T Se tember 20, 2023
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Fiddlers Creek 21869
LOCATION BY
530 Hinton Pond Road, Suite 104 Winston Salem JRM/EL
Knihgtdale, NC 27545 CHECKED BY
[phone] SCM A PKN
Project Name
Fiddlers Creek
Project Number
21869
Date
September 20, 2023

_ MORRIS & RITCHIE ASSOCIATES OF NC, PC SCM A - WATER QUALITY POND DRAINAGE AREA DATA DATE
September 20, 2023
Engineers,Architects, Planners, Se p
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Fiddlers Creek 21869
LOCATION BY
530 Hinton Pond Road, Suite 104 Winston Salem JRM/EL
Knihgtdale, NC 27545 CHECKED BY
[phone] SCM A PKN
Total site area 380,324 square feet = 8.73 acres
Drainage area to pond Other Drainage Area
Existing Proposed Change Existing Proposed
Impervious areas [sf] [sf] [sf] [sf] [sf]
On-site buildings (BUA) 0 95,050 95,050 0 0
On-site streets 0 _ 60,331 60,331 0 0
On-site ponds 0 _ 27,835 27,835 0 0
On-site sidewalks 0 _ 18,949 18,949 0 0
On-site future (open space) 0 0 0 0 0
Off-site future development 0 0 0 0 0
Contingency (5%) 0 10,108 0 0 0
Total Impervious 0 212,273 212,273 0 0
Drainage area to pond Other Drainage Area
Existing Proposed Change Existing Proposed
Non-impervious areas [sf] [sf] [sf] [sf] [sf]
On-site grass/landscape 168,051 168,051 0 0 0
On-site woods 0 0 0 0 0
Other undeveloped 0 0 0 0 0
Total off-site non-impervious 0 0 0 0 0
Total non-impervious 168,051 168,051 0 0 0
Total Drainage Area 168,051 380,324 212,273 _ 0 0
Percent Impervious 0.0 55.8 55.8 n/a n/a
Notes:
2023.08.29 SCM A SIZING.xls
Site Drainage Area Data Page 2 of 9 Printed 9/20/2023 8:38 AM

W _; = MORRIS & RITCHIE ASSOCIATES OF NC, PC SCM A - WATER QUALITY POND SURFACE AREA CALCULATIONS DATE
Engineers, Architects, Planners, September 20, 2023
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Fiddlers Creek 21869
LOCATION BY
530 Hinton Pond Road, Suite 104 Winston Salem JRM/EL
Knihgtdale, NC 27545 CHECKED BY
[phone] SCM A PKN
Total on-site drainage area to pond 380,324 square feet
Total impervious area in drainage area 212,273 square feet
Average water depth of basin at normal pool 3.1 feet
Location of site Winston Salem
Site region Forsythe County
% Impervious cover 55.8 percent
If the site is in a coastal area, will a vegetative filter be used? n/a
Surface Area/Drainage Area Ratios:
For a site in the Piedmont 1.9 percent
For a site in a Coastal County 2.2 percent
Required surface area of pond:
For a site in the Piedmont 7,290.0 square feet
For a site in a Coastal County 8,400.0 square feet
Notes:
2023.08.29 SCM A SIZING.xls
Pond Surface Area Calcs Page 3 of 9 Printed 9/20/2023 8:38 AM

v T -7 E MORRIS & RITCHIE ASSOCIATES OF NC, PC SCM A - WATER QUALITY POND STORMWATER RUNOFF VOLUME CALCULATIONS DATE
Engineers, Architects, Planners, September 20, 2023
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Fiddlers Creek 21869
LOCATION BY
530 Hinton Pond Road, Suite 104 Winston Salem JRM/EL
Knihgtdale, NC 27545 CHECKED BY
[phone] SCM A PKN
Drainage area 380,324 square feet
Impervious area 212,273 square feet
Rainfall depth 1.00 inches
Percent Impervious 55.8 percent
R(v)=0.05+0.009*(Percent impervious)
Runoff coefficient - R(v) 0.55 in/in
Runoff volume=(Design rainfall)*(R(v))*(Drainage area)
Runoff volume 17,505.2 cubic feet
Notes:
2023.08.29 SCM A SIZING.xls
Runoff Volume Calcs Page 4 of 9 Printed 9/20/2023 8:38 AM

MORRIS 8 RITCHIE ASSOCIATES OF NC,PC DATE
Engineers,Architects,Planners, SCM A-WATER QUALITY POND VOLUME CALCULATIONS(TEMPORARY POOL) September 20,2023
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Fiddlers Creek 21869
LOCATION BY
530 Hinton Pond Road,Suite 104 Winston Salem JRM/EL
Knlhgtdale,NC 27545 CHECKED BY
[phone] SCM A PKN
Stage-Storage Data for Pond-Temporary Pool
Incremental Incremental Incremental Incremental Cumulative Cumulative
Contour ID Stage Area Area Area Area volume volume volume volume
s .ft. ' acres s .ft. [acres] [cu.ft�]acre-ft]_[cu.ft] [acre-ft
808 0.5 18,088.0 0.415 18,,088.0 0.02 8,615.3 0.20 8,615.3 0.20
808.6 1.1 19,144.0 0.439 19,144.0 0.02 11,169.6 0.26 19,784.9 0.45
809 1.5 19,933.0 0.458 19,933.0 0.02 7,815.4 0.18 27,600.3 0.63
810 _ 2.5 21,857.0 _ 0.502 21,857.0 0.04 20,895.0 0.48 48,495.3 1.11
811 _ 3.5 _ 23,811.0 _ 0.547 23,811.0 0.04 22,834.0 0.52 71,329.3 1.64
812 4.5 _ 25,815.0 0.593 25,815.0 0.05 24,813.0 0.57 96,142.3 2.21
813 5.5 — r 27,900.0 _ 0.640 27,900.0 0.05 26,857.5 0.62 122,999.8 2.82
r
2023.08.29 SCM A SIZING.>ds
Stage Storage(Temp Pool) Page 5 of 9 Printed 9/20/2023 8:38 AM

MORRIS 8 RITCHIE ASSOCIATES OF NC,PC DATE
Engineers,Architects,Planners, SCM A-WATER QUALITY POND VOLUME CALCULATIONS(MAIN POOL) September 20,2023
ooesdn Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Fiddlers Creek 21869
LOCATION BY
530 Hinton Pond Road,Suite 104 Winston Salem JRM/EL
Knihgtdale,NC 27545 CHECKED BY
[phone] SCM A PKN
Stage-Storage Data for Pond-Main Pool
Incremental Incremental Incremental Incremental Cumulative Cumulative Average
Contour ID Stage Area Area Area Area volume volume volume volume depth
[sq.ft.] [acres] [sq.ft.] [acres] [cu.ft] [acre-ft] [cu.ft] [acre-ft] [feet]
803.5 0 8,225.0 0.189 8,225.0 0.2 0.0 0.0 0.0 0.0 1 0.00
804 0.5 8,665.0 0.199 440.0 0.0 4,222.5 0.1 4,222.5 0.1 0.49
805 1.5 9,534.0 0.219 869.0 0.0 9,099.5 0.2 13,322.0 0.3 1.40
806 2.5 10,443.0 0.240 909.0 0.0 9,988.5 0.2 23,310.5 0.4 2.23
807 3.5 11,391.0 0.262 948.0 0.0 10,917.0 0.3 34,227.5 0.5 3.00
807.5 4 12,817.0 0.294 1,426.0 0.0 6,052.0 0.1 40,279.5 0.4 '14
2023.08.29 SCM A SIZING.xds
Stage Storage(Main Pool) Page 6 of 9 Printed 9/20/2023 8:38 AM

MORRIS 8 RITCHIE ASSOCIATES OF NC,PC DATE
Engineers,Architects,Planners, SCM A-WATER QUALITY POND VOLUME CALCULATIONS(FOREBAYS) September 20,2023
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Fiddlers Creek 21869
LOCATION BY
530 Hinton Pond Road,Suite 104 Winston Salem JRM/EL
Kningtdale,NC 27545 CHECKED BY
[phone] SCM-A PKN
Stage-Storage Data for Pond-Forebays
Incremental Incremental Incremental Incremental Cumulative Cumulative Average
Contour ID Stage Area Area Area Area volume volume volume volume depth
[sq.ft.] [acres] [sq.ft.] [acres] [cu.ft] [acre-ft] [cu.ft] [acre-ft] [feet]
804 0 1,313.0 0.030 1,313.0 0.0 0.0 0.0 0.0 0.0 0.0
805 1 1,712.0 0.039 399.0 0.0 1,512.5 0.0 1,512.5 0.0 0.9
806 2 2,152.0 0.049 440.0 0.0 1,932.0 0.0 3,444.5 0.1 1.6
807 3 2,632.0 0.060 480.0 0.0 2,392.0 0.1 5,836.5 0.1 2.2
807.5 3.5 3,356.0 0.077 724.0 0.0 1,497.0 0.0 7,333.5 0.2 2.2
2023.08.29 SCM A SIZING.ats
Stage Storage(Forebays) Page 7 of 9 Printed 9/20/2023 8:38 AM

MORRIS&RITCHIE ASSOCIATES OF NC,PC DATE
Engineers,Architects,Planners, SCM A-WATER QUALITY BASIN DEWATERING TIME CALCULATIONS September 20,2023
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Fiddlers Creek 21869
LOCATION BY
530 Hinton Pond Road,Suite 104 Winston Salem JRM/EL
Knihgtdale,NC 27545 CHECKED BY
[phone] SCM A PKN
Water quality treatment volume cubic feet
Total treatment Volume Provided cubic feet
Maximum head of water above dewatering hole feet
Driving head feet
Orifice coefficient
Diameter of each hole inches
Number of holes
Cross sectional area of each hole= square feet
Cross sectional area of each hole= square inches
Cross sectional area of dewatering hole(s)= square feet
Cross sectional area of dewatering hole(s)= square inches
Dewatering time for water quality volume= days
hours
Dewatering time for total volume= _days
hours
Notes:
Dewatering time formula:t(days)=V/(Cd*A*Sgrt(2*32.2*H)*86,400)
t=drawdown time
V=treatment volume
Cd=orifice coefficient
A=cross sectional area of orifice
H=driving head(1/3 max head)

v c MORRIS & RITCHIE ASSOCIATES OF NC, PC SCM A - WATER QUALITY POND SUMMARY INFORMATION DATE
Engineers, Architects, Planners, September 20, 2023
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Fiddlers Creek 21689
LOCATION BY
530 Hinton Pond Road, Suite 104 Winston Salem JRM/EL
Knihgtdale, NC 27545 CHECKED BY
[phone] SCM A PKN
Drainage area to pond 380,324 square feet = ARM acres
Impervious area in drainage area 212,273 square feet = acres
Bottom of pond elevation 803.50 feet
Normal pool elevation 807.50 feet
Main pond volume at normal pool 40,280 cubic feet
Forebay volume at normal pool 7,334 cubic feet
Forbay % of total volume 18%
Required volume for design rainfall 17,505 cubic feet
Required surface area for main pool 7,290 square feet
Volume provided for storage of design rainfall = 19,785 cubic feet at elevation 804.6
Surface area provided at normal pool of main pond = 12,817 square feet
Average Depth = 3.14 feet
2023.08.29 SCM A SIZING.xls
Summary Data Page 9 of 9 Printed 9/20/2023 8:38 AM

■ — MORRIS & RITCHIE ASSOCIA TES OF NC, PC DATE
w +• SCM A - WATER QUALITY POND CALCULATIONS
r '�' ••F Engineers, Architects, Planners, Se
ptember:� T Se tember 20, 2023
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Fiddlers Creek 21869
LOCATION BY
530 Hinton Pond Road, Suite 104 Winston Salem JRM/EL
Knihgtdale, NC 27545 CHECKED BY
[phone] SCM B PKN
Project Name
Fiddlers Creek
Project Number
21869
Date
September 20, 2023

_ MORRIS & RITCHIE ASSOCIATES OF NC, PC SCM B - WATER QUALITY POND DRAINAGE AREA DATA DATE
September 20, 2023
Engineers,Architects, Planners, Se p
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Fiddlers Creek 21869
LOCATION BY
530 Hinton Pond Road, Suite 104 Winston Salem JRM/EL
Knihgtdale, NC 27545 CHECKED BY
[phone] SCM B PKN
Total site area 489,682 square feet = 11.24 acres
Drainage area to pond Other Drainage Area
Existing Proposed Change Existing Proposed
Impervious areas [sf] [sf] [sf] [sf] [sf]
On-site buildings (BUA) 0 113,000 113,000 0 0
On-site streets 0 51,619 51,619 0 0
On-site ponds 0 27,966 27,966 0 0
On-site sidewalks/driveways 0 15,072 15,072 0 0
On-site future (open space) 0 0 0 0 0
Off-site future development 0 0 0 0 0
Contingency (5%) 0 10,383 0 0 0
Total Impervious 0 218,040 218,040 0 0
Drainage area to pond Other Drainage Area
Existing Proposed Change Existing Proposed
Non-impervious areas [sf] [sf] [sf] [sf] [sf]
On-site grass/landscape 84,314 303,923 219,609 0 0
On-site woods 0 0 0 0 0
Other undeveloped 0 0 0 0 0
Total off-site non-impervious 0 0 0 0 0
Total non-impervious 84,314 303,923 219,609 0 0
Total Drainage Area 84,314 521,963 L 437,649 0 0
Percent Impervious 0.0 41.8 41.8 n/a n/a
Notes:
2023.08.21 SCM B SIZING.xls
Site Drainage Area Data Page 2 of 9 Printed 9/20/2023 8:53 AM

W _; = MORRIS & RITCHIE ASSOCIATES OF NC, PC SCM B - WATER QUALITY POND SURFACE AREA CALCULATIONS DATE
Engineers, Architects, Planners, September 20, 2023
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Fiddlers Creek 21869
LOCATION BY
530 Hinton Pond Road, Suite 104 Winston Salem JRM/EL
Knihgtdale, NC 27545 CHECKED BY
[phone] SCM B PKN
Total on-site drainage area to pond 521,963 square feet
Total impervious area in drainage area 218,040 square feet
Average water depth of basin at normal pool 3.2 feet
Location of site Winston Salem
Site region Forsythe County
% Impervious cover 41.8 percent
If the site is in a coastal area, will a vegetative filter be used? n/a
Surface Area/Drainage Area Ratios:
For a site in the Piedmont 1.5 percent
For a site in a Coastal County 1.7 percent
Required surface area of pond:
For a site in the Piedmont 7,850.0 square feet
For a site in a Coastal County 9,040.0 square feet
Notes:
2023.08.21 SCM B SIZING.xls
Pond Surface Area Calcs Page 3 of 9 Printed 9/20/2023 8:53 AM

v T -7 E MORRIS & RITCHIE ASSOCIATES OF NC, PC SCM B - WATER QUALITY POND STORMWATER RUNOFF VOLUME CALCULATIONS DATE
Engineers, Architects, Planners, September 20, 2023
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Fiddlers Creek 21869
LOCATION BY
530 Hinton Pond Road, Suite 104 Winston Salem JRM/EL
Knihgtdale, NC 27545 CHECKED BY
[phone] SCM B PKN
Drainage area 521,963 square feet
Impervious area 218,040 square feet
Rainfall depth 1.00 inches
Percent Impervious 41.8 percent
R(v)=0.05+0.009*(Percent impervious)
Runoff coefficient - R(v) 0.43 in/in
Runoff volume=(Design rainfall)*(R(v))*(Drainage area)
Runoff volume 18,527.8 cubic feet
Notes:
2023.08.21 SCM B SIZING.xls
Runoff Volume Calcs Page 4 of 9 Printed 9/20/2023 8:53 AM

MORRIS 8 RITCHIE ASSOCIATES OF NC,PC DATE
Engineers,Architects,Planners, SCM B-WATER QUALITY POND VOLUME CALCULATIONS(TEMPORARY POOL) September 20,2023
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Fiddlers Creek 21869
LOCATION BY
530 Hinton Pond Road,Suite 104 Winston Salem JRM/EL
Knlhgtdale,NC 27545 CHECKED BY
[phone] SCM B PKN
Stage-Storage Data for Pond-Temporary Pool
Incremental Incremental Incremental Incremental Cumulative Cumulative
Contour ID Stage Area Area Area Area volume volume volume volume
s .ft. ' acres [sq.ft. [acres] [cu.ftl [acre-ft]_[cu.ft] [acre-ft
802 0.5 18,97.0 0.434 18,,97.0 0.03 9,003.3 0.21 9,003.3 0.21
802.6 1.1 19,993.0 0.459 19,993.0 0.03 11,667.0 0.27 20,670.3 0.47
803 1.5 20,735.0 0.476 20,735.0 0.02 8,145.6 0.19 28,815.9 0.66
804 _ 2.5 22,629.0 _ 0.519 22,629.0 0.04 21,682.0 0.50 50,497.9 1.16
805 _ 3.5 _ 24,580.0 _ 0.564 24,580.0 0.04 23,604.5 0.54 74,102.4 1.70
806 4.5 _ 26,588.0 _ 0.610 26,588.0 0.05 25,584.0 0.59 99,686.4 2.29
807 5.5 r 28,652.0 0.658 28,652.0 0.05 27,620.0 0.63 127,306.4 2.92
I _ r _
r
2023.08.21 SCM B SIZING.>ds
Stage Storage(Temp Pool) Page 5 of 9 Printed 9/20/2023 8:53 AM

MORRIS 8 RITCHIE ASSOCIATES OF NC,PC DATE
Engineers,Architects,Planners, SCM B-WATER QUALITY POND VOLUME CALCULATIONS(MAIN POOL) September 20,2023
ooesdn Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Fiddlers Creek 21869
LOCATION BY
530 Hinton Pond Road,Suite 104 Winston Salem JRM/EL
Knihgtdale,NC 27545 CHECKED BY
[phone] SCM B PKN
Stage-Storage Data for Pond-Main Pool
Incremental Incremental Incremental Incremental Cumulative Cumulative Average
Contour ID Stage Area Area Area Area volume volume volume volume depth
[sq.ft.] [acres] [sq.ft.] [acres] [cu.ft] [acre-ft] [cu.ft] [acre-ft] [feet]
797.5 0 8,637.0 0.198 8,637.0 0.2 0.0 0.0 0.0 0.0 1 0.00
798 0.5 9,068.0 0.208 431.0 0.0 4,426.3 0.1 4,426.3 0.1 0.49
799 1.5 9,919.0 0.228 851.0 0.0 9,493.5 0.2 13,919.8 0.3 1.40
800 2.5 10,799.0 0.248 880.0 0.0 10,359.0 0.2 24,278.8 0.5 2.25
801 3.5 11,707.0 0.269 908.0 0.0 11,253.0 0.3 35,531.8 0.5 3.04
801.5 4 13,080.0 0.300 1,373.0 0.0 6,196.8 0.1 41,728.5 0.4 3.19
#VALUE!
2023.08.21 SCM B SIZING.xds
Stage Storage(Main Pool) Page 6 of 9 Printed 9/20/2023 8:53 AM

MORRIS 8 RITCHIE ASSOCIATES OF NC,PC DATE
Engineers,Architects,Planners, SCM B-WATER QUALITY POND VOLUME CALCULATIONS(FOREBAYS) September 20,2023
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Fiddlers Creek 21869
LOCATION BY
530 Hinton Pond Road,Suite 104 Winston Salem JRM/EL
Kningtdale,NC 27545 CHECKED BY
[phone] SCM-B PKN
Stage-Storage Data for Pond-Forebays
Incremental Incremental Incremental Incremental Cumulative Cumulative Average
Contour ID Stage Area Area Area Area volume volume volume volume depth
[sq.ft.] [acres] [sq.ft.] [acres] [cu.ft] [acre-ft] [cu.ft] [acre-ft] [feet]
797 0 852.0 0.020 852.0 0.0 0.0 0.0 0.0 0.0 0.0
798 1 1,227.0 0.028 375.0 0.0 1,039.5 0.0 1,039.5 0.0 0.8
799 2 1,665.0 0.038 438.0 0.0 1,446.0 0.0 2,485.5 0.1 1.5
800 3 2,132.0 0.049 467.0 0.0 1,898.5 0.0 4,384.0 0.1 2.1
801 4 2,665.0 0.061 533.0 0.0 2,398.5 0.1 6,782.5 0.2 2.5
801.5 4.5 3,514.0 0.081 849.0 0.0 1,544.8 0.0 8,327.3 0.2 2.4
#VALUE!
2023.08.21 SCM B SIZING.ats
Stage Storage(Forebays) Page 7 of 9 Printed 9/20/2023 8:53 AM

MORRIS&RITCHIE ASSOCIATES OF NC,PC DATE
Engineers,Architects,Planners, SCM B-WATER QUALITY BASIN DEWATERING TIME CALCULATIONS September 20,2023
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Fiddlers Creek 21869
LOCATION BY
530 Hinton Pond Road,Suite 104 Winston Salem JRM/EL
Knihgtdale,NC 27545 CHECKED BY
[phone] SCM B PKN
Water quality treatment volume cubic feet
Total treatment Volume Provided cubic feet
Maximum head of water above dewatering hole feet
Driving head feet
Orifice coefficient
Diameter of each hole inches
Number of holes
Cross sectional area of each hole= square feet
Cross sectional area of each hole= square inches
Cross sectional area of dewatering hole(s)= square feet
Cross sectional area of dewatering hole(s)= square inches
Dewatering time for water quality volume= days
hours
Dewatering time for total volume= _days
hours
Notes:
Dewatering time formula:t(days)=V/(Cd*A*Sgrt(2*32.2*H)*86,400)
t=drawdown time
V=treatment volume
Cd=orifice coefficient
A=cross sectional area of orifice
H=driving head(1/3 max head)

v c MORRIS & RITCHIE ASSOCIATES OF NC, PC SCM B - WATER QUALITY POND SUMMARY INFORMATION DATE
Engineers, Architects, Planners, September 20, 2023
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Fiddlers Creek 21869
LOCATION BY
530 Hinton Pond Road, Suite 104 Winston Salem JRM/EL
Knihgtdale, NC 27545 CHECKED BY
[phone] SCM B PKN
Drainage area to pond 521,963 square feet = 11.9 acres
Impervious area in drainage area 218,040 square feet = acres
Bottom of pond elevation 797.50 feet
Normal pool elevation 797.50 feet
Main pond volume at normal pool 41,729 cubic feet
Forebay volume at normal pool 8,327 cubic feet
Forbay % of total volume 19%
Required volume for design rainfall 18,528 cubic feet
Required surface area for main pool 7,850 square feet
Volume provided for storage of design rainfall = 20,670 cubic feet at elevation 802.6
Surface area provided at normal pool of main pond = 13,080 square feet
Average Depth = 3.19 feet
2023.08.21 SCM B SIZING.xls
Summary Data Page 9 of 9 Printed 9/20/2023 8:53 AM

` - + ! MORRIS & RITCHIE ASSOCIA TES OF NC, PC DATE
_ . F SCM C -STORMWATER WETLAND WATER QUALITY CALCULATIONS
1 P T :`• T Engineers, Architects, Planners, September 20, 2023
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Fiddlers Creek 21869
LOCATION BY
530 Hinton Pond Road, Suite 104 Winston Salem EL
Knihgtdale, NC 27545 CHECKED BY
[phone] SCM C JRM
Project Name
Fiddlers Creek
Project Number
21869
Date
September 20, 2023

_ MORRIS & RITCHIE ASSOCIATES OF NC, PC SCM C - WATER QUALITY POND DRAINAGE AREA DATA DATE
September 20, 2023
Engineers,Architects, Planners, Se p
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Fiddlers Creek 21689
LOCATION BY
530 Hinton Pond Road, Suite 104 Winston Salem EL
Knihgtdale, NC 27545 CHECKED BY
[phone] SCM C JRM
Total site area 203,247 square feet = 4.67 acres
Drainage area to pond Other Drainage Area
Existing Proposed Change Existing Proposed
Impervious areas [sf] [sf] [sf] [sf] [sf]
On-site buildings (BUA) 0 65,000 65,000 0 0
On-site streets 0 _ 26,790 26,790 0 0
On-site ponds 0 0 0 0 0
On-site sidewalks/driveways 0 8,623 8,623 0 0
On-site future (open space) 0 0 0 0 0
Off-site future development 0 0 0 0 0
Contingency (5%) 0 5,021 0 0 0
Total Impervious 0 105,434 105,434 0 0
Drainage area to pond Other Drainage Area
Existing Proposed Change Existing Proposed
Non-impervious areas [sf] [sf] [sf] [sf] [sf]
On-site grass/landscape 0 97,814 97,814 0 0
On-site woods 184,550 0 -184,550 0 0
Other undeveloped 0 0 0 0 0
Total off-site non-impervious 0 0 0 0 0
Total non-impervious 184,550 97,814 -86,736 0 0
Total Drainage Area 184,550 203,247 18,697 _ 0 0
Percent Impervious 0.0 51.9 51.9 n/a n/a
Notes:
2023.08.29 SCM C SIZING.xls
Site Drainage Area Data Page 2 of 7 Printed 9/20/2023 9:23 AM

W _; = MORRIS & RITCHIE ASSOCIATES OF NC, PC SCM C - WATER QUALITY POND SURFACE AREA CALCULATIONS DATE
Engineers, Architects, Planners, September 20, 2023
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Fiddlers Creek 21869
LOCATION BY
530 Hinton Pond Road, Suite 104 Winston Salem EL
Knihgtdale, NC 27545 CHECKED BY
[phone] SCM C JRM
Total on-site drainage area to pond 203,247 square feet
Total impervious area in drainage area 105,434 square feet
Average water depth of basin at normal pool 3.0 feet
Location of site Winston Salem
Site region Forsythe County
% Impervious cover 51.9 percent
If the site is in a coastal area, will a vegetative filter be used? n/a
Surface Area/Drainage Area Ratios:
For a site in the Piedmont 1.8 percent
For a site in a Coastal County 2.1 percent
Required surface area of pond:
For a site in the Piedmont 3,760.0 square feet
For a site in a Coastal County 4,320.0 square feet
Notes:
2023.08.29 SCM C SIZING.xls
Pond Surface Area Calcs Page 3 of 7 Printed 9/20/2023 9:23 AM

v T -7 E MORRIS & RITCHIE ASSOCIATES OF NC, PC SCM C - WATER QUALITY POND STORMWATER RUNOFF VOLUME CALCULATIONS DATE
Engineers, Architects, Planners, September 20, 2023
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Fiddlers Creek 21869
LOCATION BY
530 Hinton Pond Road, Suite 104 Winston Salem EL
Knihgtdale, NC 27545 CHECKED BY
[phone] SCM C JRM
Drainage area 203,247 square feet
Impervious area 105,434 square feet
Rainfall depth 1.00 inches
Percent Impervious 51.9 percent
R(v)=0.05+0.009*(Percent impervious)
Runoff coefficient - R(v) 0.52 in/in
Runoff volume=(Design rainfall)*(R(v))*(Drainage area)
Runoff volume 8,754.4 cubic feet
Notes:
2023.08.29 SCM C SIZING.xls
Runoff Volume Calcs Page 4 of 7 Printed 9/20/2023 9:23 AM

MORRIS 8 RITCHIE ASSOCIATES OF NC,PC DATE
Engineers,Architects,Planners, SCM C-WATER QUALITY POND VOLUME CALCULATIONS(TEMPORARY POOL) September 20,2023
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Fiddlers Creek 21869
LOCATION BY
530 Hinton Pond Road,Suite 104 Winston Salem EL
Knlhgtdale,NC 27545 CHECKED BY
[phone] SCM C JRM
Stage-Storage Data for Pond-Temporary Pool
Incremental Incremental Incremental Incremental Cumulative Cumulative
Contour ID Stage Area Area Area Area volume volume volume volume
sq.ft. `acres) [sq.ft. [acres] [cu.ftl [acre-ft] [Cu.ft] [acre-ft
.75 0 5,508. 0.12E 5,508.E 0.1 0.0` 0.0 0.0 - O.
810 0.25 7,256.0 0.167 7,256.0 0.04 1,595.5 0.04 1,595.5 0.04
811 1.25 9,027.0 0.207 9,027.0 0.04 8,141.5 0.19 9,737.0 0.22
812 2.25 10,859.0 0.249 10,859.0 0.04 9,943.0 0.23 19,680.0 0.45
813 _ 3.25 12,740.0 _ 0.292 12,740.0 0.04 11,799.5 0.27 31,479.5 0.72
814 4.25 _ 14,681.0 _ 0.337 14,681.0 0.04 13,710.5 0.31 45,190.0 1.04
815 5.25 16,679.0 0.383 16,679.0 0.05 15,680.0 0.36 60,870.0 1.40
2023.08.29 SCM C SIZING.xds
Stage Storage(Temp Pool) Page 5 of 7 Printed 9/20/2023 9:23 AM

MORRIS&RITCHIE ASSOCIATES OF NC,PC DATE
Engineers,Architects,Planners, SCM C-WATER QUALITY BASIN DEWATERING TIME CALCULATIONS September 20,2023
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Fiddlers Creek 21869
LOCATION BY
530 Hinton Pond Road,Suite 104 Winston Salem EL
Knihgtdale,NC 27545 CHECKED BY
[phone] SCM C JRM
Water quality treatment volume cubic feet
Total treatment Volume Provided cubic feet
Maximum head of water above dewatering hole feet
Driving head feet
Orifice coefficient
Diameter of each hole inches
Number of holes
Cross sectional area of each hole= M square feet
Cross sectional area of each hole= square inches
Cross sectional area of dewatering hole(s)= AIM square feet
Cross sectional area of dewatering hole(s)= square inches
Dewatering time for water quality volume= 3. days
92. hours
Dewatering time for total volume= hal days
hours
Notes:
Dewatering time formula:t(days)=V/(Cd*A*Sgrt(2*32.2*H)*86,400)
t=drawdown time
V=treatment volume
Cd=orifice coefficient
A=cross sectional area of orifice
H=driving head(1/3 max head)

v 1 MORRIS & RITCHIE ASSOCIATES OF NC, PC SCM C - WATER QUALITY POND SUMMARY INFORMATION DATE
Engineers, Architects, Planners, September 20, 2023
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Fiddlers Creek 21869
LOCATION BY
530 Hinton Pond Road, Suite 104 Winston Salem EL
Knihgtdale, NC 27545 CHECKED BY
[phone] SCM C JRM
Drainage area to pond 203,247 square feet = 4.67 acres
Impervious area in drainage area 105,434 square feet = 2.42 acres
Bottom of pond elevation x feet
Normal pool elevation 797.50 feet
Main pond volume at normal pool 810 cubic feet
Forebay volume at normal pool x cubic feet
Forbay % of total volume x
Required volume for design rainfall 8,754 cubic feet
Required surface area for main pool x square feet
Volume provided for storage of design rainfall = 9,737 cubic feet at elevation 811
Surface area provided at normal pool of main pond = 5,508 square feet
Average Depth = x feet
2023.08.29 SCM C SIZING.xls
Summary Data Page 7 of 7 Printed 9/20/2023 9:23 AM

Appendix G
Section 4 - SCM Plan and Section Views

Appendix G
Section 5 — Riser Anti-Flotation Calculations

SQUARE TOP-MOUNT
1 / ./ -I I b I/ " TRASH RACK
`/ / / ' / I'/ / 48'X48'RISER STRUCTURE GB AI-1
I/ /z I /'\ / /i PROP.RIP RAP APRON / / / TOP OF DAM
9 / / 1 %/ / / .��� / WI 5 W2=1050 L-9',D=8" / ELEV.81300' RIM ELEV.=81100'
04
y Ili �'!� 3"""��� / / r.. / Ii CONTROLLED PCOMPACILL
r I / /- I �� �} / v �'+�� / INLET PIPE ELEV:608.4T' SEE SPECS b
/ / �/� ���} - / EMEROENGY SPILLWAY ®�`:'�` 20.X 4:ORIFICE(2 SIDES)
`m , /' / / / ' ,,/ / \ // /1 I ►.* y/ I , , / INV ELEV=80050' 6.0'VEGETATIVE
m , ELEV=612.00'
2'PVG LOW-FLOW SHELF
,
m ,
m , 3
<' / `3 i / ; ;', II PROP.la"RGP ORIFICE w/TRASH RACK
;
', , I�\ / , ;!� ,,/ T I - -- --- - --- INV BJYV=80"150' -- --"'
I l/ ;'l ' l�� ��/ % jolt l _/gym \ �� J -XR r An:N A.,.,/, ,,
ro ��
��' 'v q, 2-YR STORM E�EV,aOa.aT'
I /l /� / /�°jl. %, a� <"~ off,
y r I ) 19H;�" _ ;,� �y 11T357.._,..X: ,.. 1.A,P�� i,\i
0;1
y (/ / / ' I / �ple� n / / —= IMENIANSNLPO2L.J.EY_6S211Q.___ e,
/ J'i
/ / I/'l,/// / / / I // I��� � I INLETPIPEELEV:8°4'25 ilik / l m y//�'� / l i/ll - / , /A��I •' rl ) IfigtN/ /' / '/ ( / � 48"x 48'RISER '/ / / ., V J I i / / MAIN POOL FOREBAY ,, ouREf PROTECTION
'� EXIST SANITARY SEWBR L ,'J 0 Oil/4 ,'t I __
'jam',• Lite' '/ 1414 M': 1\\\ i �! �'7--"Itt � ��,�,
O (//'/
,/ %a{I 0�' ^��' BPAPE __ EX 6ROIRJD�
Fr i /,g'/ A / CUTLET INV. .; D'V'cp 00`' .'' , ./{• i XY i, / BorroM ELtvv=eo4,0,.
%i . / ,' l •I• • 4 Bottum ELEV 00350 �.%'�'� '�'1.�/
arrLET INV.
e/ ,� EL ei. eo3.00 '" h • . .
5 IV / RIP RAP APRON
A' "/ I I'EFffR6ENGY SPILLWAY // /(� %il I 1 WI=B',W2-22S',L=20',D=24' 3'GONG.ANTI-SEEP COLLAR(6'WIDE)
V_______.77-- I ' , /\ ',
/.,/f j/ ELEV,812D0' 2 '% / . / , ) �`i ' SEE SHEEP D4.0
c, `' " I'b"X I'-b'X 3 10 I/2"CURTAIN WALL
/ / —1M��— TIE INTO FES VIA EPDXY SLUE
"Jr' '50 I %''r,;' „/ / . \` / _ '' 2-FT DEEP CUT OFF TRENCH.EXCAVATE- NTS
WET POND: SECTION A-A
/'%' / / i'' ; ;','%/ ;' / / TRENCH ALONG CENTERLINE OF EMBANKMENT
/ R / i AND EXTEND INTO BOTH ABUTMENTS TO AT
/:yg 0 / / /// �� J gy. I FAST THE ELEVATION OF THE RISER CREST.
/ / :� SGM I BACKFILL TRENCH WITH IMPERVIOUS FILL.
j bA0'VEGETATED SHELF
/ 000;GERM /
;% / GALVANIZED - SATE VALVE OR
y ;
/ , . A,,
j : %0 PERMANENT = TRASH kR K °f �
HAND CRANK F
POOL I RISER DATA TABLE
�% / ;1 / r li + TOP EL: (A) S ELEVATION NDTE5
��% ;'�;' , / / l 1 1 _ --- i 811A0' TOP OF RISER
% / I / I1 t' A--..- i \ 0 808b0' TWO SIDES W/TRASH RACK
/ ♦ / /'% / / 0 801/SO
% ; / PROP.wP RAP APRON i' / NORMAL POOL.ELEVATION
// $ - WI=6',W2=14',L=12',D=8' : / - O 60300' INV.OUT
I eti°it' I ,
., © 80200 BOTTOM OF RISER
��`1�� °��� .2a"RGP 20'X 4'RECTANGULAR ORIFICE OPENING
�.,P� /�J/SR:, 1 I 8"DI GATE VALVE
I I iiiiii
'.`` f..�tl ��/ ,I / INV.EL. O 4.0'
I II ill n,• `���y �yy �' / B W/HAND CRANK
`o / PROP.24'RCP �i N.� / ,- 4.I' ,
// ' '+'. /// :
,, ,11/ 00 ,ems • ♦ �rl_H / ;i / ,
9 II 2'LOW FLOW ORIFICE EL. © ���
y ,' �, • � I '" - /l _ 6 PVG WITH TURNED DOWN ELBOW ..T
i • _
'" WITH 3"HOLE DRII Pn IN GAP. Zan.
m
0 04"qt Q L PRECAST CONCRETE GAP SHALL BE GLUED IN PLACE °�-// ill
• L-�" 4. 1 "1 BOX
A
SGSCALE Pao AN IS"CONCRETE
a PRE--SQARE PIPE
#' BAR
"030' o' 15' 120' S
rI DIA RERCULAR STYRASH RACK BOTTOM EL:EO GORE INNER WALL AND
ry Scale:I Inch = 30 ft. SIDE 6:?
SECURE WITH EPDXY
a
FILL WITH GROUT
° ° °a 4, W -q INLET TRASH RACK(I TYIGAL)
a
ANGLE IRONS: CONSTRUCT ONE PER OPENING;
0 10.0' 6A: 4"X 4"X 5/8'X 4'LONG SEE DETAIL THIS SHEET
a I" TYPICAL EACH SIDE PLAN VIEW
a b
:CC PLAN I SEE PLAN 20.0'
FASTENERS:
I"A EXPANSION ANCHORS TRASH RACK
e 8'O.G.
SECTION VIEW FASTENERS:
DETAIL
/ Ct I I 1/4"DIA ALLJ
ktiTOP OF BANK RISER STRUCTURE um NE oOPENINNGS SSHALLOT
w 3 3 SCALE=NTS EXCEED 2"IN ANY DIRECTION.
EL.813.00'
I MAINTAINGOL=ROVER PIPE SECOCURE WITH INNER E TO I'DEPTH;
O XY
EMERGENCY SPILLWAY
6 100-YR,24-HR STORM EL.
© to-YR 24 F R STORM EL. SECTION DATA TABLE 1 1 o
O 2-YR,24-NR STORM EL. \ FILTER DIAPHRAGM ���
CONCRETE STANDARD
ELEVATION NOTES
o I-YR,24-HR STORM EL. SEE DETAIL GI IL=T D4.3 2
e O 6 MAINTAIN MIN.I'OF PER NGDOT STANDARD 838.80 �, UPSTREAM 1NY
NORMAL POOL EL. p - COVER OVER PIPE Know what':below.
o ©
— 2' EL.0 _ © eo2.00' SOTTOM OF weer Call before you dig.
48.3 LINEAR FEET-I8'CONCRETE PRESSURE PIPE O 800.00' DOWISTREAM INV.
BOTTOM OF 3 - a a a q a ' RIPRAP OUTLET PROTECTION. O 81129' 100-YR STORM
1I ,Sp I
°U © 609.90' 101RSTORM ��`I N/"(p SGM A DETAILS SHEET I OF 3
s ° - 4 ' u QI eoe.at' 2-YR STORMNOT:OR— a A
N 6'SEDIMENT STORAGE E < R - 'I5'MINI (r ? 0 808.16' I-YR STORM CONSTRUCTION FOR
EL.803.00 �CONCRETE CRADLE TO RUN �l T I aaLER'S CREEK P,4RM
LL ELOD LENGTH OF PIPE �O
6'PVC TO DAYLIGHT *3 I N 0* WINSTON SALEM FORSYTH GOUNTY,NORTH GAROLINA
Z- EL® NOTE:SEE DAM EMBANKMENT DETAIL(SHEET D4.3)
ENGINEER'S SEAL
SECTION AT RISER No. DATE REVISIONS
"o RISER STRUCTURE M= MORRIS B RITCHIE ASSOCIATES OF NC, PG
ry SEE DETAIL THIS SHEET NTS 0 09/22/2023 ORIGINAL SUBMITTAL ENGINEERS,ARCHITECTS,PLANNERS,SURVEYORS AND LANDSCAPE ARCHITECE
6"CLAY LINER Mi W ma Milr
F JOB NO.: 2I689 • k.A ■ /.= 530 HINTON POND RD.,STE 104
�ALE, AS I,W ! 2.9. KNIIHTDALE,NG 21545
DATE: 09/09/2022 [phone]
a
ENGINEER: JMK WWW.MRAGTA.GOM
LLl 2023 MORRIS&RITCHIE ASSOCIATES,INC.
DRAWN BY, Si.EL
IT DESION BY, JRM STATUS: REVISION GI UST:
.,Q REVIEW BY, PKN PRELIMINARY NOT FOR CONSTRUCTION O D4.1

LI/ / / ` /
I -- / l I'I i'1 m // / 't,;' �' A./ ilill
/
I /( I / "�
70,111,_
�y'�: ' 7-1 \ VEGETATED SHELF MINIMUM PLANTING REQUIREMENT:
;illj'i / I i//I/ / / I / ' °A n4 \/ / SGM A: PLANTING SCHEDULE
/ l i 1;;1 "/i, "2 I/// _ ����1'��` 4i i I CONTAINER SIZE DENSITY REQUIREMENT=50 PLANTS PER 200 5F SHELF AREA-I PLANT/4 5F OF SHELF AREA
1
4 V/ /! l '�l ,1 r / �� / ^��A *�� �� SYM. ABB. COMMON NAME BOTANICAL NAME QUANTITY SPACING AT PLANTING PROPOSED SHELF AREA:4,342 5F
/ 0/2/4 l i / / ( 1 / /' / ��V'q / SHALLOW WATER PLANTINGS
/,/ i ///22;'?m / °. // "/ ` �14 I 1 ,},,,� MINIMUM PLANTS REQUIRED:4,342 5F OF SHELF AREA/200 SENS0 PLANTS)=1p85 PLANTS
0 ,1?,,:' y/J/ i/', -/ m� R p,���I►� , - t ,o„o SF SWEETFLAG Acores subcordatum 225 24"-30"O.G. IQT.
'� / // ''� / / '� _�� r� ,�I\ PIN PIGKERELWEED Pontederla cordata 225 24"-30"O.G. 1 QT.
>� , 4 m f ' sA ss 15 I�
I __-_-,-- / /' .� //,./ /' /' / :11 0 / %�• gm BLUE FLAG IRIS lr/s v/rgln/ca 225 24"-30"O.G. IQT.
>�; Milr .kmeus effuses var.
` / / , � ass/- /�'/ <' m ., m �I I +««+« SR SOFT RUSH or solutes 225 24"-30"O.G. IQT.
/ /� / �% / • m a M X�\, vvvv o 0 o T TSB THREE SQUARE BULRUSH 5choenop/ectes 225 24,30"O.G. IQT.
42 a �,, / 0 / '/// // m m / I 11 TOTAL 1,125
/ �% / / �:' I// a a
/ / y4 4 / �// err m r \ /
/g/ / fig '' // // , P+ #/ 0 ' �\� \\—e5 /
/�s;, / %/ #. 1t� EA.waxer,'OP PLANT way TO Se mom,
.�• • 4l/ ',;' G I SMALL BE IN 6Rais As SNOW1 a+nxs 91�T.
/
— �/ %' , / ''. /.+. FF# / ,F/' / '�'- cur<REMOVE ANT SHALLOW WA78t LIMITS OF b,I SHELF
.- Y ( y$11111
//// / GOVERI lb AROUND ROOTS
/ y ,p �// / PLNT r / / --_ -" - - , O� , , msTni RANTS w� �� VARIETY 9' N07E5,
D/ / // ,. / ' I ' j/�wTw is rill+wSJPFACE 1 5oIL A)aro®TOPSOIL OF T 1.wig 5 PLAN VARIEETINOTED SHAHWN OM
H
— /tea , " MIN.u IN Ofi M AROUND ENTIRE IEJCTH OF THE OW
/' f i 77�` �I/� (/�\ (/�� FyA1EB PLANTING ZONE
/ _ ';%/� // �`+', iY / I� `� \ \"''/ _ 1 J i t, J 2.OTfBt SPECIES KITH 51MLAR GROWTH HABITS
' / / / + + + + V./ V./ AND MAY BE APPROVED AS LISTED IN T}iE
, * ' - ` + + + + ,11III + + + + + + 'STORMWAT9i�5T MANAGEMENT PRACTICES
+ + + + + + + + + + + + / \ ( \ / \ ( 1 I \ MAWAL•TABLE 9-I.
/ 1 /�' • /0 • ,j `liilW a� -11 n ll:��111`II 11 11'`II T� �f?�T 1111'`II IIII I gl—HE) 0
`�, -, i S/''' ,7I' i h/i i1i o1 i) I r 11 ')
/ 4e1eri.nne NORMAL POOL LEVEL '-
/ ;, /, -my 0 / 6 N RAL PLANTING DETAIL
'/ ,ye , te ',, // "S VEGETATED PLANTING SHELF DETAIL
0 ' 1, L1,0: ' y NTS
i I � ��1'^ k • GENERAL PLA1Z1 INS NOTES:
I. AVOID COMPACTING TOPSOIL TO PROMOTE HEALTHY ENVIRONMENTAL CONDITIONS FOR THE PLANTS.
SGM A PLANTING PLAN 2. ALL PLANTS SHOULD BE PLANTED IN THE INDICATED RANGE TO ENSURE SURVIVAL.
,"1, A 30' o' 15' 30' 6o' Ito' 3. SHALLOW WATER AREA TO BE PLANTED WITH BARE ROOT,PLUGS,OR CONTAINER LIVE PLANTINGS A5
`a I SPECIFIED.
E ` ' 4. EXCAVATE A HOLE TWICE THE DIAMETER OF ROOT BALL AND EQUAL TO THE ROOT DEPTH OF THE
d �1M,RA► Scale:I Inch 30 ft.
INDIVIDUAL PLANT.PLACE PLANT IN HOLE WITH GROWN FLUSH WITH 501E SURFACE.BAGKFILL WITH TOPSOIL
Al AND LIGHTLY PLANT.
5. BEGIN PLANTING DURING LOCAL GROWING SEASON IN ORDER TO ENSURE THAT PLANTS HAVE ADEQUATE
TIME TO ESTABLISH BEFORE WINTER MONTHS.
E b. OBTAIN PLANTS FROM: COASTAL PLAIN CONSERVATION NURSERY(252-482-51O1),MELLOW MARSH FARMS
'0 A R2 (9I9-142-1200),CURE NURSERY(919-542-6186)OR ENGINEER APPROVED SUBSTITUTE.
6 23Z
N T. REFER TO EROSION CONTROL DETAIL:,I IQT D3.3 FOR SEEDBED PREPARATION AND SEEDING SCHEDULES
a FOR AREAS NOT fT'CCIFIED IN THIS PLAN.
ry
0 8.THE DAM STRUCTURE,INCLUDING FRONT AND BACK EMBANKMENT SLOPES,OF THE POND SHALL BE
w
VEGETATED WITH NON-CLUMPING TURF GRA55;TREES AND WOODY SHRUBS SHALL NOT BE ALLOWED.
F
9.MINIMUM REQUIRED PLANTING PER MDC II 15 50 PLANTS FOR 200 SQUARE FEET.TOTAL VEGETATIVE SHELF
a AREA 15 3,441 SQUARE rtt1.TOTAL PLANTINGS REQUIRED 15 861.TOTAL PLANTINGS PROVIDED 15 Ip00.
0
0 SHALLOW WATER PLANTING NOTES:
a I. 10%OF PICKERELMEED SHOULD BE PLANTED WITHIN 5-6 INCHES BELOW NORMAL POOL.
2. 10%OF SWEETFLAG AND 10%OF SOUTHERN BLUE FLAG IRIS SHOULD BE PLANTED IN THE 2-3 INCHES BELOW
6, NORMAL POOL.
a
N 3. 10%OF SOFT RUSH SHOULD BE PLANTED AT THE NORMAL POOL ELEVATION.
o SHALLOW LAND PLANTING NOTES:
I. PLANTS IN THIS GROUP SHOULD NOT BE PLANTED IN AREAS THAT ARE INUNDATED FOR EXTENDED PERIODS.
9
0
0
0
0
0
O
��`I x/a44, SGM A DETAILS SHEET 2 OF 3
NNOT:OR FOR
81'o GONSTRUGTION p I aaLER'S GREEK FARM
LL ,
o
Know what's below. M 3 I n i* WINSTON SALEM FORSYTH COUNTY,NORTH GAROLINA
, Call before you dig. ENGINEER'S SEAL
N No. DATE REVISIONS
o MORRIS B RITCHIE ASSOCIATES OF NC, PG
0 O9/22/2023 ORIGINAL SUBMITTAL ENGINEERS,ARCHITECTS,PLANNERS,SURVEYORS AND LANDSCAPE ARCHITEG16
9 Mi W at. i =
JOB No., 2168E • k.A ■ /.= 530 HINTON POND RD.,STE 104
0 SCALE A5 514aN l !P j KNI&HTDALE,NG 21545
K DATE, 09/09/2022 [phone]
a
LICENSE.C-4132
ENGINEER, JMK WWW.MRA6TA.GOM
LLl ©2023 MORRIS 8 RITCHIE ASSOCIATES,INC.
DRAWN BY, EL
IT DESIGN BY, JAM STATUS: REVISION _AIQT:
Q REVIEW BY, PKN PRELIMINARY NOT FOR CONSTRUCTION 0
DQ-.2

6'
12' VEGETATIVE 18' TOPI WIDTH VARIES ►
CI IELF
PLAGE TOPSOIL AND VEGETATE
ON EMBANKMENT AND DISTURBED
AREAS ABOVE PERMANENT POOL
SHELL ZONE CLAY
ZONE RE /�/44. 3:/M,qv
NORMAL POOL EL.80150' ,:I MAX /
// ����/ /''' SHELL ZONE
BOTTOM OF POND -EL.803.50' %/� STRIP AND STOCKPILE TOPSOIL ��,� EXISTING GROUND
SEDIMENT STORAGE-EL.800.00' //�� ' AVAPillgrAdrAIVAIWAIrArAgrarAm 6" CLAY LINER. EXTEND KEY TRENCH TO HARD
%SEE SPECIFICATION .2 CLAYEY SOIL-3'MIN.
THIS SHEET
8'
HKEY TRENCH
—H
TOP OF DAM DAM EMBANKMENT NOTES:
CLAY LINER NOTES:
CLASS 1 RIPRAP IN ORDER TO HELP SUSTAIN THE PERMANENT POOL AND TO PREVENT WATER
i/-
I)TOPSOIL BENEATH THE EMBANKMENT SHALL BE REMOVED AND STOCKPILED. THE 3.o FROM INFILTRATING TOO QUICKLY INTO THE UNDERLYING SOIL,THE b'
FOUNDATION MILL BE PROOF ROLLED AND ANY SOFT OR ORGANIC MATERIALS WILL BE CONTRACTOR SHALL INSTALL A THICK CLAY LINER ON THE BOTTOM OF THE
REMOVED.
SPILLWAY BOTTOM WIDTH _ DAM EMBANKMENT DETAIL SCM AREA UP TO THE NORMAL POOL ELEVATION.THE LINER GAN BE
III III In SEE TABLE THIS SHEET _-IIIIIIIII- - NTS 2)ALL MATERIAL SHALL BE COMPACTED IN 6-8 INCH LIFTS TO q5%OF MAXIMUM STANDARD ACCOMPLISHED BY BLENDING EXISTING SITE SOILS WITH CLAY TO ACHIEVE A
- I-I I HI I- . r -r,, -r,, -r, -I I I-I I I-I I I-I I I-I PROCTOR DRY DENSITY OR HIGHER(ASTM D-6q8). THE CLAY CORE ZONE WILL HAVE A LOW PERMEABILITY MIXTURE OR BY INSTALLING A GEOSYNTHETIC LINER MADE
-I I H I II I I :=Y: -I I I-I I I-I I if'I if'I if'I MOISTURE CONTENT OF OPTIMUM TO 4 PERCENT ABOVE OPTIMUM MOISTURE CONTENT. THE OF A BENTOMAT CL.IF THE CONTRACTOR CHOOSES TO BLEND THE EXISTING
-III-III-III-III-III-III-III-III-I I I-I I I-III-I I I—I I I-I I I- ITi I IT SHELL ZONE FILL WILL HAVE A MOISTURE CONTENT FROM 2 PERCENT BELOW OPTIMUM SITE SOILS WITH CLAY,THE ONSITE GEOTEGHNIGAL ENGINEER SHALL
I-I 1 I-I 1 I- - I-III-I 1 I-III-I I- - - - MOISTURE CONTENT TO 4 PERCENT ABOVE OPTIMUM. DETERMINE THE AMOUNT OF CLAY TO ADD,THE DEGREE OF COMPACTION,AND
8-0Z NON-WOVEN WILL OVERSEE THE INSTALLATION OF THE CLAY LINER.THE MAXIMUM
FILTER FABRIC
3)EMBANKMENT FILL: PEP,MEABIL1TYFOR THE LINER SHALL BE O.O
DANCE
WITH THE NGDENR SCM MANUAL.THE PROPOSED MATERIAL FOR THIS
LINER
SHELL ZONE SOILS WITH LESS THAN 30%PASSING THE NO.200 SIEVE OR A PI OF LE55 THAN SHALL BE TESTED BY THE ONSITE GEOTEGHNICAL ENGINEER PRIOR TO
SECTION B-B 10 WHEN THE PERCENTAGE OF MATERIAL PASSING THE NO.200 SIEVE 15 GREATER THAN 30 PLACEMENT.THE RESULTS OF THIS TESTING BE SUBMITTED TO THE
PERCENT. SOILS WHICH ARE CLASSIFIED A5 CLAYS(CH OR CL)SHOULD NOT BE USED AT THE DESIGN ENGINEER FOR REVIEW PRIOR TO PLACEMENT.UPON COMPLETION OF
LINER INSTALLATION,A 4"MINIMIMUM LAYER OF TOPSOIL SHALL BE ADDED
FADE OF THE SHELL ZONES. OVER THE LINER TO PROVIDE A HEALTHY MEDIA FOR VEGETATION GROWTH.
e �I VARIE�SI �''VVARIES VARIES CLAY GORE ZONE CH,CL OR 50 MATERIAL WITH A PI RANGING BETWEEN 15 AND 60
`a 3 PLAN 4)NO FILL SHALL CONTAIN ROCKS OR GRAVEL LARGER THAN 4 INCHES IN DIAMEiL- .
NORMAL POOL II— TOP OF SPILLWAY
E -I - 5)A PROFESSIONAL GEOTECHNICAL ENGINEER SHALL APPROVE ALL MATERIALS USED FOR
-1 I I11 11 SPILLWAY SHALL
j -III EXTEND ro BOTTOM of THE EMBANKMENT AND SUPERVISE CONSTRUCTION.
I 11 i- 1 .O' IN - FILL SLOPE ON
II- III III - - DOWNSTREAM SIDE 6)ALL DISTURBED AREAS ABOVE PERMANENT POOL SHALL BE SEEDED USING THE
CLASS RIPRAP '_ FOLLOWING GRASS SEED MIX MANUFACTURED BY ERNST SEED COMPANY: Carolina FACW
SPILLWAY SHOULD Meadow Mix ERNMX-I82 RUBBER GASKET
ND TO NORMAL NOTE:
POOL ELEVATIONSIDE EXPANSIOWGONTRACTION JOINTS PER �,,..w...�..
aSECTION G G AMERICAN CONCRETE INSTITUTE(ACI) ISM....
0 SGM STANDARDS FOR SLABS ON GRADE.
a NORMAL TOP DAM SPILLWAY SPILLWAY 2 •s HASHED STONE
NPOOL EL. BOTTOM BOTTOMEL. - PLACE CEMENT 'a"LAP
v MORTAR
SCM 801.50' 813A0' 612.00' 15'
6'SOLID WALL PVC
'
6.0' TO DAYLIGHT
�� VARMINT SCREEN TO -------- ---------� EMERGENCY SPILLWAY DETAIL I BE PLACED ON OPENEND.
PLACE CEMENT MORTAR
o NTS is'CONCRETE I IN JOINT SPACE
imi PRESSURE PIPE
IS"RGPSECTION H
PRESSURE PIPE
6` 6.0' ri 6'SOLD HALL PVC SELECT FILL PLACED AND COMPACTED CONCRETE PRESSURE
-q O 0)Qb O TO
REEN TO 12" DRY DENSITY AT AT.1596 PLUS�%�%OFR X PIPE JOINT DETA I L
N 'P•• OO•!•• BE PEALED ON OPENEND.
00 •00� O (MIN) OPTIMUM MOISTURE CONTENT TO TOP OF PIPE NTS
w A We 00� 41. O A
lb ^ �00o� °Cauca
•OOO�d• _ O O 6"PERFORATED PVC,
fU /_ �_•�� O+ fr�� f�>_••_ W COLLECTOR PIPE TO BE - — —
N I '- • .1•••t•• PERFORATED
PIVC, -
• • 00(� GAPPED ON BOTH ENDS L.
'®' -�
9 �:••-�00�:•:•S•• PLAN VIEW /2 -
HALF 9 811
VO I.1 12"(MIN)
PLAN VIEW B' = - = Know what's below.
o PROPOSED GRADE ITT= - Call before you dig.
GorvGRE E ENDWALL PER ON DOWNSTREAM SELECT FILL PLACED AND COMPACTED AT
SIDE OF DAM
7 NGDOT DETAIL 535.50 NGDOT GLASS I RIPRAP �1.- 2'MIN. 55%STANDARD PROCTOR MAX DRY
t CONCRETE CRADLE DENSITY AT OPTIMUM TO PLUS 3%OF
a° (MIN 2000 PSI CONCRETE) OPTIMUM MOISTURE CONTENT TO MIDPOINT M 1 N,T
Pb L •s WASHED STONE '� z• OF PIPE PRIOR TO TRENCH EXCAVATION v0 .P` SGM A DETAILS SHEET 3 OF 3
m
NOT POR FOR
Ns III CONCRETE CRADLE DETAIL T&TION )
GRK FARMPRR CONCRETE ESSURE PIPE NTSF5-2 FILTER STONE IA ,0* WINSTON SALEM FORSYTH COUNTY,NORTH GAROLINA
°'o II
SECTION A-A •'s
ENGINEER'S SEAL
ry 6'SOLD WALL PVC No. DATE REVISIONS
° FLARED RIP-RAP PAD PAD TO DAYLIGHT MORRIS 4 RITCHIE ASSOCIATES OF NC, PC
PIPE MIRAFI I4ON GEOSYNTHETIL
FABRIC WITH IS-INCH VARMINT SCREEN TO
BE PLACED ON OPENEND. 0 OM/22/2023 ORIGINAL SUBMITTAL `
2168E W U b ENGINEERS,ARCHITECTS,PLANNERS,SURVEYORS AND LANDSCAPE ARCH TEC'E
DIAMETER END PAD STONE END
9 (P) SECTION LENGTH DEPTH WIDTH OVERLAP AT ALL SEAMS(TYP) JOB NO., 530 HINTON POND RD.,STE 104
WIDTH (J (D) � MI �•P * k'7.7- KNIGHTDALE,NG 21545
w SECTION VIEW SCALE. AS`-HOB
OUTLET I 18' 8' 20' 24' 22S' J (q84)200-2103
K DATE OM/OM/2022 V- LICENSE S C-4152
ENGINEER. JMK ' WWW.MRAGTA.COM
RIPRAP OUTLET PROTECTION EL ©2023 MORRIS&RITCHIE ASSOCIATES,INC.
FILTER DIAPHRAGM DETAIL DRAWN BY:
IT NTS NTS DEEPEN BY: JRM STATUS: REVISION GI IQT:
�Q REVIEW BY, PIGN PRELIMINARY NOT FOR CONSTRUCTION 0
D4.3

i Q�/ �/��e/ �/ / // _f I�I '-�- �y ,�l�` 'h '� 'y!' �/ plii. �� �i iiip1 ip, I ELEV=605.008R// . WI4,W6.S',L=5.,D4' � I i% 1 6A'VEGETATIVE SHELF,'/ FILL 5�SPECS
-/- 2 17 -� ., /_�(/ •mi�4a9ici, I ) ;W 24'X 4',ORIFICE(2 SIDES)
11,;
�';;�r / y2e� / 7/1" y♦ , i PROP.eROUND
fv ELEV=602b0' ��
;,ej 4 4 ' / �•�,�i� ' �[� . __ - tto; r _ 6.0'VEGETATIVE SHELF '®✓
_..01:
/ fin. , L40.1R_579RCMEY_f�Q444
s/ /; /,' ��iy ��I 1Q=YR ST41J k€Y_ 92'
e z i „ ��� R iL,
.N `✓
/ / D4 ��t�1� l� T- PERww�NT PSZQL BEY_ IB 4' �- '� INLET � ti_\'�0 0;,
// ;' , 4 i INLET PIPE ELEV:60IA0' I 4 4►
if 1 _ �' I-6 XPIt X b T�GURAAIN WALL
I' el I'-6'X I'-b'X b'-"I'CURTAIN WALLtikt 9q .�
A ' TIE INTO FES VIA EPDXY GLUE ✓ fyp1 TIE INTO FES VIA EPDXY GLUE
// � '// / / \ —' g1TLET IPORORTEGT ON I FOREBAY MAIN POOL D {I ,% FOR®AY 6 X 10 RIP RAP
1 T l y OUTLET PROTECTION �'
�yen_ /,. :/ �� \/ A �IM,RA " �; 0 ���F ✓N-- - o\N
,ea— r Is EMERGENCY SPILLWAY. . / 1:144 ® ��� !Ili
/ ^ ELtU.:BO5.00' ,� / I 1 441 \, ' ` BOTTOM ELEV:14150 r:II _ �,i, \
/ , / Ip I.-4 ►1 _ , yya O 4"OUTLET PIPE 7 \A� \��� /
/�/ 1 GM/B o ►.�� _ a ✓ ✓ ` \ '` '` BOTTOMELEv "'o°
// ►1► i INV aEv l96 00 0 '� '�
/ �` a t. \BOTTOM ELEV T9700 4 ✓ ✓ I� ,► ,►1 I*I,► I �?:
j ���f;� j'�qt �I�II;I�i��,; PERMANENT NNT; \ ' �►` . /,
/ I PROP.RIP RAP APRON // �GC�����',J//� POOL , '0400 I
WI=6'fp' ,W2=14A0',L=12', 1
I I q �t ' ) !, i " l ,-�, WET PONT): SECTION 5-5
/ ` I PROP.24'RCP N I i''3 ;/,/ ( I e NTS
I � I / 1 _ . . HAND CRANK FOR
z I ( ;/ GALVANIZED ---- GATE VALVE
� ELEVATION NOTES
� �� �ioAo'BERMI 48"x 48 R SET2 4'x4RACK RISER DATA TABLE
i ill
mo1 (✓ II
( , *40 1 TRASH RACK r .,,, —= TOP EL: O 604.30' T RISER
' if \‘‘, \(��`, ��; �_, `:� '� �0��� - © 60260' TWO SIDES W/TRASH RACK
/I �f 1 FOREBAY'I,� _ �iNtli 4 __ © 50150' NORMAL POOL ELEVATION
r �4 tr741;
0 -MOO' INv.our
r I *4t.: 11.\
` a = O 195A0' BOTTOM OF RISER
�� � ,XE 4'RECTANGULAR ORIFICE OPENING 8"DI GATE VALVE
I \
` ` I 4.0' W/HAND CRANK
111
'� I i PROP.RIP RAP APRON ,` I AI
v
,i ,
I
5,D
,2
iiiir4\,___,
E 1 /%?'h /`/ �• �, X 9 II 2'LOW FLOW ORIFICE EL.Q e .e ���
'.:
WITH 3"HOLE DRIIR I�FlMIN GAP /W )�cTr�
E SGM S PLAN CAP SHALL BE GLUED IN PLACE s°--�/
PRECAST CONCRETE =—
SCALE I'=30' BOX
T 0 Is' 30' b�' IZo' 24'CONCRETE
O II INv.OUT i PE
Scale:I Inch = 30 ft. #'DIA REBAR
cv ro CIRCULAR STYLE
aN I.0' •J -'S 11311.13Maillin TRASH RACK
�� `O BOTTOM EL:(� GORE INNER WALL AND
SIDE �: SECURE WITH EPDXY
a
TI} FILL WITH GROUT
T I ° ° °a INLET TR,45H RACK(I Th'IGAL)
1
ANGLE IRONS: CONSTRUCT ONE PER OPENING;
0 10.0' 10, 4"X 4"X 5/6'X 4'LONG SEE DETAIL THIS SHEET
a I" "1 TYPICAL EACH SIDE PLAN VIEW
a GCC PLAN SEE PLAN 20.0'
bI FASTENERS:
I"A EXPANSION ANCHORS
SECTION VIEW a 8'0.0.
TOP oF1 BANK RISER STRUCTURE
w 3 EL.606.00' 3 SCALE=NTS
I MAINTAIN MIN.I'OF TRASH RACK DETAIL
1 0 100-YR,24-HR STORM EL. / COVER OVER PIPE
O EMERGENCY SPILLWAY 81t I�o lid
10-YR,24-HR STORM EL. I/4"DIA REBAR
o O SECTION DATA TABLE ��� Hour
_ 2-YR,24-HR STORM EL. I I FILTER DIAPHRAGM v/ EXGBE ALL JOINTS.
K I-YR,24-HR STORM EL. EXCEED 2"IN ANY DIRECTION.
Q I SEE DETAIL..,1 IQT D4b ` 2 CONCRETE
BARD 33S.80 - And Know what's below.
0 1 I MAINTAIN MIN.I'OF GORE INNER WALL TO I"DEPTH;
© NORMAL POOL EL. 6 COVER OVER PIPE 1g6A0' UPSTREAM INY.
Call before you dig. Ifts SECURE WITH epoxy
o 2' EL.O © 145.00' BOTTOM OF RISER
a 14.15 LINEAR htt I -24"CONCRETE PRESSURE PIPE , O 14IAO' DOYNSTREAM INV.
BOTTOM OF 3 _ e o RIPRAP OUTLET PROTECTION. 604.gq' 100-YR STORM
LE EL.1 I a ., ., _ ., al © 603.42' 10-YRSTORM E�11 N 1.4,e SGM B DETAILS SHEET I OF 3
m //J///////////// a w. ° ° 1i e _ _1-, c� u v O 602.45' 2-YR STORMNOT POR a r
N 6'SEDIMENT STORAGE 15'MINI °— ? O 502.15' I-YR STORM CONSTRUCTION FOR
1`�'O° CONCRETE CRADLE TO RUN - T I aaLER'S GRE K P,4RM
u= EL® LENGTH OF PIPE \_ �o
6'PVC TO DAYLIGHT M 3 10* WINSTON SALEM FORSYTH COUNTY,NORTH GAROLINA
Z EL® NOTE:SEE DAM EMBANKMENT DETAIL(SHEET D4.6)
ENGINEER'S SEAL
wsERSTRUGTURE SECTION AT RISER No. DATE REVISIONS
SEE DETAIL THIS SHEET NTs MORRIS IT RITCHIE ASSOCIATES OF NC, PG
6"CLAY LINER 0 09/22/2023 ORIGINAL SUBMITTAL ENGINEERS,ARCHITECTS,PLANNERS,SURVEYORS AND LANDSCAPE ARCHITEcie
li W �i
JOB NO., 2I669 M k.A ■ /.= 530 HINTON POND RD.,STE 104
SCALE AS SHOWN !U j KNIGHTDALE,NG 21545
DATE, 09/09/2022 /".- [phone]
a
ENGINEER, JMK � � WWW.MRAGTA.GOM
LLl ©2023 MORRIS&RITCHIE ASSOCIATES,INC.
DRAWN BY, EL
IT DESIGN BY, JRM STATUS: REVISION _A CET:
Q REVIEW BY, PKN PRELIMINARY NOT FOR CONSTRUCTION 0 D4.4
,J

;�„ % ;/_y� ' � 4sEr i' , \ i 2� l� 7 y � ' ��
11
�i - /' / -- / /// 1�HAS I — - �, 4 O1j� P / ;-. o\ 114,
`I qi' Se//., / // if�I/ �� 1 -- <,, U" ' VEGETATED SHELF MINIMUM PLANTING REQUIREMENT:
-5 ''' /i a/ i o/i, SGM B: PLANTING SCHEDULE
i / �-- �. _ s / �� ��� �� ( I J / /�° DENSITY REQUIREMENT=50 PLANTS PER 200 SF SHELF AREA-I PLANT/4 SF OF SHELF AREA.� 9( /�A �� I • CONTAINER SIZE
/ // - se/ /; /Y ,I� �'_�-bl�ll'�j/� ��Q� __ / v/ v >l!'�r, SIM. ABB. COMMON NAME BOTANIGAL NAME QUANTITY SPACING AT PLANTING PROPOSED SHELF AREA:4,528 SF
.- '�/:0� S0 s // �. •,I �` __ - _ __ •r��°'��� 'J SHALLOW WATER PLANTINGS MINIMUM PLANTS REQUIRED:(4328 SF OF SHELF AREA/200 5F)*(50 PLANTS)=1,132 PLANTS
z• s /; ,1�'% /� $1,A- �7 ,irI - „,
. sP swtclrLAG aco vs yn on�tvn aso z4^-so"oG. Qr.
sa s /„' / �� t4 .� tt 6���1 i ���I PH PIGKERELWEED Pontederla cardata 250 24"-
6.00 VEGETATED---F • 30'O.G. QT.
\" i i BF' BLUE FLAG IRIS Iris Nr/Alta
i se / ����g '�� i�i 9 250 24:_���O.G. QT.
f ze: // ' ; h * FOREBAY ' / 7.i ,�i/
R* •_ / / Jinn's effuses var.
' r * 44144r
VAlt-'7. SOFT RUSH py/aei or solvtus 250 24,30"O.G. I QT.
2 / '"MaH_O_'_�"�Ai� '
/// / /ligil III ** **eoa � 6t --, - - N I! I 1 , v v v THREE SQUARE BULRUSH `x /ectus
I v� TSB Icamer 250 24"-30"O.G. I QT.
/ S '/ '��' x* 7� // v TOTAL 1,250
/; 77
' eon 4*,, : is.EME.,-,SPILLWAY ���� « / g "I ;/ +�, '/ '�_O ;¢ It
I A-r
ELEv.:eos.00' /
B
f /' , ; -- � ' I r�ex VARIETY OF P1.nNr HOB®TO et'RAMPMALL
AS Sa�w aNTwss�r.
e,
/ ♦ / • s5 )� y\ ''� oauREMOVE MK rr,AROUND Parns SHALLOW WATER LIMITS OF b:l SHELF
j //I -►At 1 ��4.44I i . a' :PERMANENT 4 ,,, ;� '1 VARIETYPLANT .., A SHALLOW WATER
o� y �%�• a� POOL 11101° f / it,
1 ^�, r ����� �1 ���s` i/ �1� / ��I,!� iwrAu.P�AN��watE —� VARIEfI'8' NOTE,
1 �� as 4 _ I.CANTINIE FLAMING SG#@ E SHOWN FOR EACH
I p, INSTALL
I5 FLUSH�SLTMRF�K.LLE �TOPSOIL. OF THE 5 PLANT VARJET1Es NOTED BELOW
/ / �, 9 '/' %lit.
��t i���)1411 AROUND Btf1RE LENGTH OF'IFE'viAi I O
1 / / +-'I�,r / g � bca Nm I4 N vE�Ny //�� + tJBI$PLANTING zorgW
/'l I 1 I ' ■ a/ , / ''� / g = � „ ��'' + + + + + S I i 2.OT192 SPEGIE5 YUTN BIMILAR 6ROWfH HABITS
I ` / I q ( I ; I . + + + + + + + + + + + + ` •STaRMINA °MANASEL'IN PRACTICES
� " �• + + + + + + + + + + + + E.
MAWAL•TABLE 9-I.
"It ' --•:::---
•
//�' . i�! s V '� e , -_�1.\\_mot :�f� 1 ..uurwiy. +wwsr. �'
g .—` d i 1� ' NORr+AI Pool LEva��I ` —« 4 FOREBAY f`�1 h I —�v 4. ., ;y!! ��� 'I, 1y B _ _ 4 SEVERAL PLANTING DETAIL
NTS
22 ♦ --- 4,-, ;: � t ' ,, 4,, P — fi^ VEGETATED PLANTING SHELF DETAIL
] L
. \`` v/ d GENERAL PLANTING NOTES:
i
4
I - I.. ��411
,1 ,,_-_, -loft
I. AVOID COMPACTING TOPSOIL TO PROMOTE HEALTHY ENVIRONMENTAL CONDITIONS FOR THE PLANTS.
Lazo F - `�'_ 2. ALL PLANTS SHOULD BE PLANTED IN THE INDICATED RANGE TO ENSURE SURVIVAL.
\� ,
�l - - ',I,- l _-- r 3. SHALLOW WATER AREA TO BE PLANTED WITH BARE ROOT,PLUGS,OR CONTAINER LIVE PLANTINGS AS
SPECIFIED.
O
3
4. EXCAVATE A HOLE TWICE TIE DIAMETER OF ROOT BALL AND EQUAL TO THE ROOT DEPTH OF THE
E INDIVIDUAL PLANT.PLACE PLANT IN HOLE WITH CROSS FLUSH WITH SOIL SURFACE.BACKFILL WITH TOPSOIL
S AND LIGHTLY PLANT.
SGM B PLANTING PLAN 5. BEGIN PLANTING DURING LOCAL GROWING SEASON IN ORDER TO ENSURE THAT PLANTS HAVE ADEQUATE
SCALE I.
=3° TIME TO ESTABLISH BEFORE WINTER MONTHS.
T il SOL 0' 15' 30� 6D' 12d 6. OBTAIN PLANTS FROM: COASTAL PLAIN CONSERVATION NURSERY(252-432-5101),MELLOW MARSH FARMS
alir1 (9I9-142-1200),CURE NURSERY(9I9-542-6186)OR ENGINEER APPROVED SUBSTITUTE.
ry ffff I 1. REFER TO EROSION CONTROL DETAIL SHEET D3.3 FOR SEEDBED PREPARATION AND SEEDING SCHEDULES
Scale:1 Inch = 30 ft.
a ` ' FOR AREAS NOT SPECIFIED IN THIS PLAN.
-.0111I ►
rvv '�` S.THE DAM STRUCTURE,INCLUDING FRONT AND BACK EMBANKMENT SLOPES,OF THE POND SHALL BE
, VEGETATED WITH NON-CLUMPING TURF GRASS;TREES AND WOODY SHRUBS SHALL NOT BE ALLOWED.
F 9.MINIMUM REQUIRED PLANTING PER MDC II 15 50 PLANTS FOR 2OO SQUARE FEET.TOTAL VEGETATIVE SHELF
AREA 15 4,642 SQUARE FEET.TOTAL PLANTINGS REQUIRED 15 1,161.TOTAL PLANTINGS PROVIDED 15 1,250.
o SHALLOW WATER PLANTING NOTES:
0
a I. 10%OF PICKERELWEED SHOULD BE PLANTED WITHIN 5-6 INCHES BELOW NORMAL POOL.
2. 10%OF SWEETFLAG AND 10%OF SOUTHERN BLUE FLAG IRIS SHOULD BE PLANTED IN THE 2-3 INCHES BELOW
NORMAL POOL.
IV
3. 10%OF SOFT RUSH SHOULD BE PLANTED AT THE NORMAL POOL ELEVATION.
N
SHALLOW LAND PLANTING NOTES:
0
z I. PLANTS IN THIS GROUP SHOULD NOT BE PLANTED IN AREAS THAT ARE INICATED FOR EXTENDED PERIODS.
9
0
0
0
0
w
O
,0,0 B 1.A P SGM S DETAILS SHEET 2 OF 3
NOT:OR FOR
N 81'. CONSTRUCTION p I aaLER'S GREEK FARM
LL ,
o
Know what's below. M 3 I h 1* WINSTON SALEM FORSYTH COUNTY,NORTH GAROLINA
o Call before you dig. ENGINEER'S SEAL
N No. DATE REVISIONS
o MORRIS B RITCHIE ASSOCIATES OF NC, PG
0 OR/22/2023 ORIGINAL SUBMITTAL Milli. ENGINEERS,ARCHITECTS,PLANNERS,SURVEYORS AND LANDSCAPE ARCHITECE
F9 Mi W mi lr
JOB NO.: 21661 • ,.i U /.m 530 HINTON POND RD.,STE 104
0 SCALE AS sNor+1 !P j KNI&HTDALE,NG 21545
(984)2004210E
K DATE, OR/OR/2022
a
ENGINEER: JMK WWW.MRAGTA.GOM
LLl ©2023 MORRIS&RITCHIE ASSOCIATES,INC.
DRAWN BY, EL
IT DESIGN BY, JRM STATUS, REVISION ..4 UST,
Q REVIEW BY, PKN PRELIMINARY NOT FOR CONSTRUCTION 0
D4.5

6'
IS' VEGETATIVE 21' TOPI WIDTH VARIES ►
CI IELF
PLAGE TOPSOIL AND VEGETATE
ON EMBANKMENT AND DISTURBED
AREAS ABOVE PERMANENT POOL
SHELL ZONE CLAY
ZONE RE /�/��4, 3:/Mqx
NORMAL POOL EL.801.50' , ,:I MAX /
// ����/ /''' SHELL ZONE
BOTTOM OF POND -EL.1g7.50' %// STRIP AND STOCKPILE TOPSOIL ��,� EXISTING GROUND
SEDIMENT STORAGE-EL.1G7.00' //// ' AVAPillgrAdrArAgraldirArAgrarAm 6" CLAY LINER. EXTEND KEY TRENCH TO HARD
%SEE SPECIFICATION .2 CLAYEY SOIL-3'MIN.
THIS SHEET
S'
HKEY TRENCH
—H
TOP OF DAM DAM EMBANKMENT NOTES:
CLAY LINER NOTES:
CLASS 1 RIPRAP IN ORDER TO HELP SUSTAIN THE PERMANENT POOL AND TO PREVENT WATER
i/-
I)TOPSOIL BENEATH THE EMBANKMENT SHALL BE REMOVED AND STOCKPILED. THE 3.0 FROM INFILTRATING TOO QUICKLY INTO THE UNDERLYING SOIL,THE
FOUNDATION MILL BE PROOF ROLLED AND ANY SOFT OR ORGANIC MATERIALS WILL BE CONTRACTOR SHALL INSTALL A b'THICK CLAY LINER ON THE BOTTOM OF THE
REMOVED.
SPILLWAY BOTTOM WIDTH _ DAM EMBANKMENT DETAIL SCM AREA UP TO THE NORMAL POOL ELEVATION.THE LINER GAN BE
III IIIn II SEE TABLE THIS SHEET _—IIIIIIIII— — NTS 2)ALL MATERIAL SHALL BE COMPACTED IN 6-8 INCH LIFTS TO 15%OF MAXIMUM STANDARD ACCOMPLISHED BY BLENDING EXISTING SITE SOILS WITH CLAY TO ACHIEVE A
— I—I I HI— . r -r,, -r,, -r, —I I—I I—I I I—I I I—I PROCTOR DRY DENSITY OR HIGHER(ASTM D-6N8). THE CLAY CORE ZONE WILL HAVE A LOW PERMEABILITY MIXTURE OR BY INSTALLING A GEOSYNTHETIC LINER MADE
—I I H I II :=Y: —I I I—I I HI I—III—III—I I MOISTURE CONTENT OF OPTIMUM TO 4 PERCENT ABOVE OPTIMUM MOISTURE CONTENT. THE OF A BENTOMAT CL.IF THE CONTRACTOR CHOOSES TO BLEND THE EXISTING
—III—II—II—II—III—I I I—I I I—I I—II—I I—I I—II—III—III— ITi I IT SHELL ZONE FILL WILL HAVE A MOISTURE CONTENT FROM 2 PERCENT BELOW OPTIMUM SITE SOILS WITH CLAY,THE ONSITE GEOTEGHNIGAL ENGINEER SHALL
I—I 1 I—I 1 I— — I—III—I 1 I—III—I I— — — — MOISTURE CONTENT TO 4 PERCENT ABOVE OPTIMUM. DETERMINE THE AMOUNT OF CLAY TO ADD,THE DEGREE OF COMPACTION,AND
8-0Z NON-WOVEN WILL OVERSEE THE INSTALLATION OF THE CLAY LINER.THE MAXIMUM
FILTER FABRIC
3)EMBANKMENT FILL: PERMEABILITY'RATE FOR THE LINER SHALL BE O.O
DANCE
WITH THE NGDENR SCM MANUAL.THE PROPOSED MATERIAL FOR THIS
LINER
SHELL ZONE SOILS WITH LESS THAN 30%PASSING THE NO.200 SIEVE OR A PI OF LE55 THAN SHALL BE TESTED BY THE ONSITE GEOTEGHNIGAL ENGINEER PRIOR TO
SECTION B-B 10 WHEN THE PERCENTAGE OF MATERIAL PASSING THE NO.200 SIEVE 15 GREATER THAN 30 PLACEMENT.THE RESULTS OF THIS TESTING BE SUBMITTED TO THE
PERCENT. SOILS WHICH ARE CLASSIFIED A5 CLAYS(CH OR CL)SHOULD NOT BE USED AT THE DESIGN ENGINEER FOR REVIEW PRIOR TO PLACEMENT.UPON COMPLETION OF
LINER INSTALLATION,A 4"MINIMIMUM LAYER OF TOPSOIL SHALL BE ADDED
FACE OF THE SHELL ZONES. OVER THE LINER TO PROVIDE A HEALTHY MEDIA FOR VEGETATION GROWTH.
a VARIES VARIES
VARIES CLAY GORE ZONE CH,CL OR 5G MATERIAL WITH A PI RANGING BETWEEN 15 AND 60
`a PLAN 4)NO FILL SHALL CONTAIN ROCKS OR GRAVEL LARGER THAN 4 INCHES IN DIAMtiek.
NORMAL POOL II— TOP OF SPILLWAY
E —I — 5)A PROFESSIONAL GEOTECHNICAL ENGINEER SHALL APPROVE ALL MATERIALS USED FOR
I—III=III 11= SPILLWAY SHALL
j —III EXTEND TO BOTTOM of THE EMBANKMENT AND SUPERVISE CONSTRUCTION.
I 11 i- 1 .O' IN — FILL SLOPE ON
II- III III - - DOWNSTREAM SIDE 6)ALL DISTURBED AREAS ABOVE PERMANENT POOL SHALL BE SEEDED USING THE
GLASS RIPRAP '_ FOLLOWING GRASS SEED MIX MANUFACTURED BY ERNST SEED COMPANY: Carolina FACW
SPILLWAY SHOULD Meadow Mix ERNMX-I82 RUBBER GASKET
ND TO NORMAL NOTE:
POOL ELEVATION ON SECTION G-G EXPANSIOWCONTRAGTION JOINTS PER y.,..w...A,
SCM SIDE AMERICAN CONCRETE INSTITUTE(ACU
6 STANDARDS FOR SLABS ON GRADE.
a AL TOP DAM SPILLWAY SPILLWAY 2 •s HASHED STONE
NP�L EL. BOTTOM BOTTOMEL. MI - PLACE CEMENT MORTAR 'a"LAP
SCM 80150' 606.00' 605.00' 15'
6'SOLD WALL PVC
TO DAYLIGHT
VARMINT SCREEN TO
EM�RG�NGY SPILLWAY DETAIL 111 ... BE PLACED ON OPENEND.
PLACE CEMENT MORTAR
o NTS 24'CONCRETE , IN JOINT SPACE
imi PRESSURE PIPE
a24"RGPSECTION H
PRESSURE PIPE
6` 6.0' r
i 6'SOLD WALL PVC SELECT FILL PLACED AND COMPACTED CONCRETE PRESSURE
-q O 0)Qb O TO
TREEN TO 12" DRY DENSITY ATPLUS�%�%OFR X PIPE JOINT DETAIL
N 'P•• OO•!•• BE PEALED ON OPENEND.
00 •00� O (MIN) OPTIMUM MOISTURE CONTENT TO TOP OF PIPE NTS
w A �•0^0�0 di
111. OA
•OOO�d• 000,POCa O 6"PERFORATED PVC,
fU I_ •�� 0+ fry� f�>_••_ W COLLECTOR PIPE TO BE - — —
N I '- • • .1•••t•• PERFORATED
PIVC, III-
• • 00(� GAPPED ON BOTH ENDS - —i
9 ,:••-000�:•:•S•• PLAN VIEW /� -III;
HALF 9 811
VO I'l_ 12"(MIN)
PLAN VIEW B' = —' = Know what's below.
o PROPOSED GRADE ITT=1 — Call before you dig.
GorvGRE E ENDWALL PER ON DOWNSTREAM SELECT FILL PLACED AND COMPACTED AT
SIDE OF DAM
7 NGDOT DETAIL 838.80 SCOOT GLASS I RIPRAP �� 2'MIN. '15%STANDARD PROCTOR MAX DRY
t CONCRETE CRADLE DENSITY AT OPTIMUM TO PLUS 3%OF
a° (MIN 2000 PSI CONCRETE) OPTIMUM MOISTURE CONTENT TO MIDPOINT C#4
L •ST WASHED STONE � z• OF PIPE PRIOR TO TRENCH EXCAVATION .` SGM B DETAILS SHEET 3 O 3
NOT:OR FOR24"CONCRETEI CONCRETE GRADE DETAILTION ILERIS GEKFARM6" NEPRESSURE PIPE NTS
F5-2 FILTER STONE IA 0* WINSTON SALEM FORSYTH COUNTY,NORTH GAROLINA
.°'o II
SECTION A-A •'s
ENGINEER'S SEAL
ry 6'SOLD WALL PVC No. DATE REVISIONS
° FLARED RIP-RAP PAD PAD TODAYLIGGHT MORRIS B RITCHIE ASSOCIATES OF NC, PC
PIPE MIRAFI 14ON GE05YNTHETIL
FABRIC WITH IS-INCH VARMINT SCREEN TO
BE PLACED ON oPENEND. 0 ON/22/2023 ORIGINAL SUBMITTAL II AM ENGINEERS,ARCHITECTS,PLANNERS,SURVEYORS AND LANDSCAPE ARCH TEC'E
DIAMETER END PAD STONE END
9 (p) SECTION LENGTH DEPTH WIDTH OVERLAP AT ALL SEAMS(TYP) JOB NO.. 21689 � ill •b 530 HINTON POND RD.,STE 104
WIDTH () (0) (Y) ! i se lb'v.7- KNIGHTDALE,NG 21545
w SECTION VIEW SCALE. AS SHOWN
OUTLET I 36' Q' 30' 36" B3' DATE. ON/OR/2022 (q54)200-2103
LICENSE E 0-4182
I ENGINEER. JMK ' WWW.MRAGTA.GOM
RIPRAP OUTLET PROTECTION EL ©2023 MORRIS&RITCHIE ASSOCIATES,INC.
FILTER DIAPHRAGM DETAIL DRAWN BT,
NTS NTS DESIGN BY. JRM STATUS: REVISION CA IQT:
�Q REVIEW BY. PKN PRELIMINARY NOT FOR CONSTRUCTION 0
D4.6
1]

-'
���' ■ - --- / "xTTRRUCTURE
—c,-d- A \ V� ''/, /�r/' 1�`.�` \/ EX.&ROUND RIM ELEV.=6II.75' ...
{
F` �i ,/ ' \\ PROP.IS::
vv '� IL ', INV.P.15" 36'W X IN�ORIIFDE5)
- � i Ai��,,„' / f: { T 1`, _ I I I \' - - \\ INV ELEV=HIIAO' TRASH RACK
ELEv� 0■ d�/�f - - �.4�4 ` IS'DIP LOW-FLOW ORIFICE TOP OF DAM �.
Ieq / - — �1'I "\100-YR STORM ELEV.-HI330' INV E1EV==804 15m/TRASH K' EMERGENCY
_��-' \ SPILLWAY
r
_ 1 ■ _PROP SHALLOW LAND' —'� \ � � I I: 0.YR STORM ELEV-8 :kw":
% _ ._ �:��_ / ,• �/ � \ �. 24°RCp INLET ) z-YRISTORM ELEV.=6II20'II-� ___ , _CONTROLLED FILL
ie.
P
r [y
, �'■�'. . •�/ /: /' / _ PROP.IS RG PIPE I-YR STORM ELEV.=HIIAb 9 ��� J _ SEE SPECS •
-� a- _ wATHZ aunLlrr ELEV.=Hu.00 _� —�� �`
;:'1 E, � '� .7j� - �\ OULET PI •'•dJk. -__ - __ `,�,�
' PROP.RIP RAP APRON ► PEELEV=M SBII 00 9' "°0'•,,
.12:::3:
to % , WIb,W214,L-12,D-8' QwiNgf Iv DEEP ;;rr�� Imo,ELEV.=gpgpp,
1___' 1 , _ _ _ . PROP.RIP RAP APRON 1'-6'X 1'-6'X 6,1"CURTAIN WALL POOL T '"°w
/ -1 i' ' ' 00 -V iN •i �, WI-4,W2-6.25'L-5'D=4" ?) r�..i. -.
n /, 1 1 ;; , i ��� _ TIE INTO FES VIA EPDXY GLUE _ _ _
'/ 6 `r ■/ - ���` ate♦ �\`\ b'X 10'RIP0. - ,•
't- ® I rt.. ������0`P��r ,\ PROTEG IT ON S H09r 5 `�1 a' RIP RAP OUTLET PROTECTION
i i I, DEEP ei\ '1 _�.' I � � ) � 1111
^::. � � ' � �� . FEE:VIA EPDXY GLUE
i `I 6 X -6'X 3'10 I/2"CURTAIN WALL
ON
y� -' /� ti TIE INTO
i t'� � `, �'� i t -4 � 4 . � �I fir.- 3 CONC.ANTI-SEEP
FOREBAY .
COLLAR(b'WIDE)
SEE DETAIL,Sf$£T D65
frmr
OO PROP 24'RCP' L �/ 7 EI r N -' • 1 -;
-: - l ?�� _ 'r' f. ,�-',Al: �0-' TRENCCH ALONGCENTERLINE OF EMB
ANKMENT
AAN VK ENT
ATE
�1 ° AND EXTEND INTO BOTH ABUTMENTS TO AT
��-- �6: =' i • ,�,,' . •%r 4 S A,... I FAST THE ELEVATION OF THE RISER CREST.
BACIHELL TRENCH WITH IMPERVIOUS FILL.
- ,/ - 'n / 1-ter �,>.Iik.,:,,,. a
�a°
■. -= , _`° i�SGM G t��� .# s,/ % WETLAND POND: SECTION G-G
NTS
D2-- ji/ ii� - 4 V�'. -'�0e�fri��'
- ! o' del�!.. . 0s yK�'0 • �,/- ! -
�� •C I iJ DEEP ••;'t �I� _ - __�%
_ -vivo, POOLy,I,�� .�� -��'_ _ 9- - ;=''�'�_I5.00'EFgRFi@!GY SPILLWAY-__ ii,,
�' ��.i t, ram ! 0 - ELEV.H14O0 ��,
y gs - grate
y
' 4H x 4H•wa1: 4• �,� ,, - _ ,os es' des , RISER DATA TABLE
�` esy, _��- �' >c� // ` ELEVATION NOTES
7 '— 10.00•' �H7 - I/ /""'•ems '/ Q HIM' TOP OF RISER
i- � S�g� am— e Q BN.00' TNT SIDES w/TRn6H Roc.
i;; e. -_ - - __. /. -/ _ s HAND VALVE FOR
'=' - ,QS -' - �` �,., GALVANIZED ELEVATION
-— es _ —`_—_ s ' IAI�s -PROP.Is•RCP —// / ."`'^e,. - /vim % 4'x4k3/1e," - --_ 809-15 OUT
'S' -- \ 144. i .wsC �f// �.n�� _ -�-.� TRASH RACK Q O FF INORMAL POOL
- �!�: PROP.RIP RAP APRON / ��. II TOP EL.= 0 808.15' BOTTOM OF RISER
_ j
sm
o r�/�2S j7♦ WI=4,W2=8.T5,L H D=8'. / \ r •.,
�/---->, gyp` _0,-;,---- - �-'_ =-� ===%= - se /, I 36•X 9'RECTANGULAR ORIFICE OPENING
•mac-' '-i.
% ''� IIIIIII 8"DI GATE VALVE
4.0' W/HAND CRANK
SGM A PLAN
. SCALE I'=30: 4'•' _
`a
NO, a 1s' so' 60' MO'
II
2'PVC FLOW URIEGE DOWN
eir4
re—s„.2
E
b PVG WITH TURNED DOl^N ELBOW
WITH 3"HOLE DRII I Pr)IN CAP. i:.7
= Scale:1 Inch = 30 ft. PRECAST CONCRETE CAP SHALL BE GLUED IN PL.AGE °�-�/
BOX
15'CONCRETE
PRESSURE PIPE
O 'a ow.OUi-
OD ,I #•DIA REBAR
r,
N 1.0' CIRCULAR
RACK STYLE
o EACH AW I BOTTOM EL=EO SORE INNER WALL AND
SIDE 6 ': SECURE WITH EPDXY
a
TI} FILL WITH GROUT
T 2 I d ° ° 4, FMINLET TRASH RACK(I Th'IGAL)
1
ANGLE IRONS: CONSTRUCT ONE PER OPENING;
0 10.0' bA: 4"X 4"X 5/8•X 4'LONG SEE DETAIL THIS SHEET
a I" "1 TYPICAL EACH SIDE PLAN VIEW
a I
h. SEE PLAN SEE PLAN 20.0'
FASIENERs:
I"A EXPANSION ANCHORS TRASH RACK
e 8'O.G.
� SECTION VIEW .sag Rh. DETAIL
;+ Ct 1/4"DIA REBAR
ig
TOP OF BANK RISER STRUGTURi JOINTS.
w 3 3 SCALE=NT5 EXCEED 2"IN ANY DIRECTION.
EL.813.00'
S' 1 —1 I MAINTAINOVER
COVERPIPE 5EGURE WITH EPDXY
GORE INNER O I'DEPTH;
EMERGENCY SPILLWAY
O
6 100-YR,24-HR STORM EL.
811 10-YR,24-HR STORM EL. ::.1::::::n l
© SECTION DATA TABLE
0 2-YR,24-HR STORM EL. \ FILTER DIAPHRAGM ����
1-YR,24-HR STORM EL. \ SEE DETAIL.:A IQT D43 ` 2' FIERNG CONCRETE ESDWALL _ ELEVATION NOTES
O MAINTAIN MIN.I'OF PER NGDOT STANDARD 838 80
b O 809.15' UPSTREAM IVY.
NORMAL POOL EL. V. - COVER OVER PIPE Know what':below.
o Q 2' EL.0 © 15' BOTTOM of Rem Call before you dig.
a 4,1.64 LINEAR tt:Ei -15"CONCRETE PRESSURE PIPE , O 604.41' DONNSTREAM INV.
t I BOTTOM OF 3 _ a a a q a RIPRAP OUTLET PROTECTION. O 8139A' 100-YR STORM
1I 808.00 I a - p 61L96' 10-YR STORM ,,`,,`1 N I"4,e SCM G DETAILS SHEET QT I OF3
m _g - a a s e �_� c o u v O 61120' 2-YR STORM v
N 6'SEDIMENT STORAGE _ A<_ a15'MIf� (� ? O 811A6' I-YR STORM NOT:OR FOR
_� 80150 121.� yGONSTRUGTIONT IaaLER'S GREK P,4RM
a CONCRETE CRADLE TO RUN �l ; o
LENGTH OF PIPE O
a E_OD 6 PVC TO DAYLIGHT A' 3*
NOTE.SEE DAM EMBANKMENT DETAIL(SHEET D43) 3 I WINSTON SALEM FORSYTH COUNTY,NORTH GAROLINA
N
EL® ENGINEER'S SEAL
SECTION AT RISER No. DATE REVISIONS
RISER STRUCTURE MORRIS B RITCHIE ASSOCIATES OF NC, PG
w SEE DETAIL THIS SHEET NTS 0 OM/22/2023 ORIGINAL SUBMITTAL ENGINEERS,ARCHITECT$,PLANNERS,SURVEYORS AND LANDSCAPE ARCHITECT
6"CLAY LINER
F .NOEL N .: sH02168E li i ■ / 530 HINTON POND RD.,STE 104
� � I„al MIj KNISHTDALE,NG 21545
DATE: OM/OM/2022 [phone]
a
ENGINEER: JMK � � 1,,WW.MRA6TA.GOM
LLl ©2023 MORRIS&RITCHIE ASSOCIATES,INC.
DRAWN BY, EL
E DESIGN BY: JRM STATUS: REVISION GI CUT:
Q REVIEW BY, PKN PRELIMINARY NOT FOR CONSTRUCTION 0 D4.7
,J

STORMWATER WETLAND PLANTING SCHEDULE STORMWAThR WETLAND PLANTING NOTES
NOTES
DEEP POOL ZONE: ALLOWABLE PLANT SPECIES 6BNIERAL PLAN lH&
• - DEPTH RANGE I. AVOID COMPACTING TOPSOIL TO PROMOTE HEALTHY EDMRONMENTAL GONPIT1O15 FOR THE PLANTS.
FT-- 1 �. Y'L �f ,' , \�� , 1 SPACING
�4 '` SYM ABB COMMON NAME BOTANICAL NAME (INCHES BELOW QUANTITY PERCENTAGE SIZE
- _ _ \ 1 i / I,A _ ]+. NORMAL POOL) (0'C5 2.PLANTS OF THE SAME SPECIES SHOULD BE PLANTED IN GUS/EPS,Ti ETC CLUSTERS SHOULD CONTAIN MIN.46 PLANTS OF THAT SPECIES.
s �•' _ • / q SD SPATTERDOCK NUPXAR POLYESPAWM E
PLUG FNN
1 _- 1.. , , _\ ,„
AEA LU PLUG\I ai•l �/ �. LUS BO LUT 5 2 IN PLUG )
t v ^ 5.SHALLOW WATER AND SHALLOW LAND AREAS TO BE RANTED WITH BARE ROOT,PLUGS,OR CONTAINER LIVE PLANTINGS AS SPECIFIED.
�_
/ \
1� 1 i" / B<o ti 6.EXCAVATE A HOLE TWICE THE DIAFETH2 OF ROOT BALL AND ECd1AL TO THE ROOT DEPTH OF THE INDMWAL PLANT.PLACE PLANT IN
i , __ \\ - SHALLOW WATER ZONE ALLOWABLE PLANT SPECIES HOLE WITH GROWN FLUSH WITH SOIL SURFACE.BpCKFILL WITH TOPSOIL AND LIGHTLY RANT.
/ _ _ - 11'`j � �. ,;� (DEPTHINCHES
RANGE SPACING
1 LID ��\
1�'�� ® , __ .�� '�- ^ SYN ABB COMMON NAME BOTANICAL NAME (INCHES BELOW QUANTITY PERCENTAGE SIZE 7.BEGIN RANTING DURIIJ6 LOCAL GROWING SEASON IN ORDER TO ENSURE THAT PLANTS HAVE ADA6TJET TIME TO ESTABLISH BEFORE WMB2
- �K
��t 9 _ AA ARROW ARUM PELTANDRA MONICA NORMAL
MO-6 POOL) 3.0 PET
' ���� � 8. NURSERY 252-482-5f07,FBLOW MARSH FARMS 919 Y42 1200, NURSERY
12 tit
J � OBTAIN PLANTS FROM, COASTAL PLAIN CONSERVATION GAZE
` F•1 � ���� -- \ PW PICKERELWEED PONTEDERIA CORDATA 0-6 3.0 44 21.93% 2 IN PLUG(MIN) (919342EI66)OR ENGINEER APPROVED SUBSTITUTE.
I � ���'�.�� �; � DP DUCK POTATO SAGITTARIA UTFOUA 0-6 3.0 BARE ROOT
1 1 J. ,����I�L1�; ' _�'=�„�� 9.THE DAM STRUCTURE,INCUIDING FRONT AND BACK a-EAJaQ-ENT SLOPES,OF THE POND SHALL BE VEGETATED WITH NONGLUMPIN6 TURF
61
`'�",,. i - �\ SB SOFTSTEM BULRUSH SCXOENOPLECTUS 0-6 3.0 2 IN PLUG(MIN) ERA-35;TREES,AND WOODY SNEERS SHALL NOT BE'ALLOYED.
I �. - "m . _ �� ., TABERNAEMONTANI
400-
'� � ��.�,n _ ' '�t�� f'e�� � ��� y /; - -= _ SPIKERUSH ELEOCHARIS OBTUSA 0-6 3.0 BARE ROOT 10.CATTAILS SHALL NOT BE PLANTED IN THE YETLAND.
�, � . / PO*$ `' `� ti -Q`� TUGS THREE WAY SEDGE DUUCHIUM ARUNDINACEUM 0-6 3.0 BARE ROOT {AL,L,pW WA7H2 QLJAN7)NFj NOTES,
! � Nik > ,, 4119 �,���'/�� ��4 �"�' f �,� 1 -��/'= ____ �SF SWEET7AG ACORUS SUBCORDAIUM 0-6 3.0 30 13.991C 2 IN PLUG(MIN)
C ¢ T� �R���'' ___ / °�BFI SOUTHERN BLUE FLAG IRIS IRIS MRGINICA 0-6 3.0 53 26.01% 2 IN PLUG(MIN) I. YO%OF SOFT STEM B1LR11'_ki SHOUD BE PLANTED WITHIN 3-4 INCHES,BROW NORMAL POOL.
Bao- _ � - �' d - ,9 ens 0" _ - SCXOENOPLECTUS 2. 10%OF PIGKERELYEED AND 10%OF ARROW ARUM SHOULD BE PLANTED WITHIN 56 IINCfES BELOW NORMAL POOL.
9_ �� _ �N o �� v+' ; _ /5/ T58 THREE SQUARE BULLRUSH AMERICANUS 0-6 3.0 30 14.0516 3 IN PLUG(MIN)
,___ ,,
� 0 **SR SOFT RUSH JUNWS EFFUSUB 0-6 3.0 54 28.987E 2 IN PLUG(MIN) 3. SEDGES SHOULD BE RANTED WITHIN O-2 INK.FES BELOW NORMAL POOL.
gA li:
.�`� ° = SHALLOW LAND ZONE: ALLOWABLE PLANT SPECIES 4. /096 OF SWEETFLAG,NORMAL POOL.
Y°t°F LIZARDS TAIL AND Yo s OF SOUTHERN BLUE FLAG IRIS SHOULD BE FLAWED IN T 2-3 INCHES BELOW
_•_ ..) - �" _ !' 5. YO%OF SOFT RUSH SHOULD BE PLANTED AT THE NORMAL POOL ELEVATION
� ' x- - SYTd ABB COMMON NAME BOTANICAL NAME QUANTITY PERCENTAGE SIZE
..,
j; a
0,yh-- ry�L7::::k.i.:::;':,;:;):,;74:-.::4470;;W°..
f��i `1 " ftt - : '/�'' (NECHES RABOVE SPACING
05.rr e .ss i/� (o.c..PQ SHAI-LAW LAND PLJWTIN6 NOTES:
/ NORMAL POOL• .o9,04101,/ _-' Hy5/' MX SM SWAMP MILKWEED ASCLEPIAS INCARNATA 0-12 3.0 48 23.8576 2 IN PLUG(MIN) I. PLANTS IN THIS GROUP SHOULD NOT BE RANTED IN AREAS THAT ARE INIHIDATED FOR EXTENID�PERIODS.
-- - = i9 -i /' / / 4" JPW DWARF JOE PYE NEED EUPATORIAPELPHUS DUBIUS 0-12 3.0 35 17.21% 2 IN PLUG MIN
--_____ �, f � A �'������ � __%- 'S' -%`- Nd � ((� � Se" o°•. (MIN) 2. YO%OF CARDINAL RAPER AND YO%OF BLUE LOBELIA SHOULD BE PLANTED WITHIN O-I INCH OF HE NORMAL POOL ELEVATION.
ST SPOTTED TRUMPETWFED 0-12 3.0 38 18.63R 2 IN PLUG(MIN)
_ fci"� _ �/ EUPMACULAIUS BS plEEP POOL.PLANTING NOTC-5.
y__ fly _ _ I. ENSURE ALL PLANTS ARE PIRG®IN WATER NO DEER THAN 24 INCHES BELOW NORMAL POOL
>S /- _ 95 � HS HOP SEDGE CARIX LUPWN 0-12 30 2 IN PLUG(MIN)
�`---� -- _ _ Y�4 7<ta-- * / / 05� �505 l p6RA SS SHALLOW SEDGE CARIX WRIDA 0-12 3.0 2 IN PLUG(MIN) DI�FLAN Nara.
'`yam -`__gg� ,-,, �'A'r - _/ i-- ;65 - fS5 - . - !� 2' / \SRM SCARLET ROSE MALLOW HIBISCUS COCCINEUS 0-12 3.0 52 25.87% 2 IN PLUG(MIN)
/ - -i /-
- - -/;= /,. - / / I. YERAND MUST BE STABILIZED WITHIN 14 DAYS OF CONSTRUCTION
RM ROSE MALLOW HIBISCUS MOSCHEUTOS 0-12 3.0 2 IN PLUG(MIN)
_ _`B� s, - - -yl i- -� -- `'0 - SP SPIDER ULY HYMENOCAWS EULAE 0-12 3.0 2 IN PLUG(MIN) 2. CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR LOCATING AND PROTECTION OF EXISTING ABOVE AND BELOW GROUND UTILITIES AND
_t
.mai STRUCTURES.ANY AND ALL MAINS OR INDIVIDUAL SERVICES LINES PRESENTLY IN SERVICE WHICH ARE DAMAGED DURING CONSTRUCTION
' 0s ?®' - -' _ SWAMPCRINUM SHALL BE REPAIRED IMMEDIATELY AT NO ADDITIONAL EXPENSE TO THE UTILITY OY1NEii
s3 _ _�1 -' //nJ/- /f S0 /// SL ULY ERUBESCENS 0-12 3.0 2 IN PLUG(MIN)
9/- / '--' = r ,_„,:-..--,--.-,,,,,..5 / </ / ti CF CARDINAL FLOWER LOBELIA CARDINAUS 0-12 3.0 30 14.64% 2 IN PLUG(MIN) 3, CONTRACTOR SHALL KEEP ALL PARKING AREAS AND STREETS ADJACENT TO TIE CONSTRUCTION SITE CLEAN AND OPEN AT ALL TIMES
0s \\ t/� ,'' // ✓��./ ,,/ / / //' ' / SOF SWAMP SUNFLOWER HEUANTHUS
0-12 3.0 2 IN PLUG(MIN) SING CONSTRUCTION.
' -- /J. 7 / -i - /- %:i ACTUAL PLANTINGS AVAILABLE AT THE THE OF CONSTRUCTION MAY VARY FROM THOSE INDICATED.ACCEPTABLE ALTERNATIVES SHOWN ON THE CHART MAY 4, ALL SHALLOW WATER AND SHALLOW LAND AREAS WITHIN THE YERAND CELL SHALL BE TOP DRCLdD WITH A MINIMUM OF 12 IN OF
m" T =\ .�r/�� `� " �y �� """" j/ j ../' / j /i/'/%/' MAY BE SUBSTITUTED UPON APPROVAL BY ENGINEER TOPSOIL,
\ h Cl'' ,- / • _ / / '/:';/' /: 5, ALL IT35 WHICH ARE SHOWN FOR REMOVAL SHALL BE REMOVED FROM TIE CONSTRUCTION SITE AND LEGALLY DISPOSED OF OFF SITE,
i' a,-`• I:�: "i j / 6. CONTRACTOR SHALL AT ALL TIMES MAINTAIN ADEQUATE SAFETY MEASURES,ACTIVITIES,AND BARRICADES FOR TIE PROTECTION OF ALL
` / S® '/•: -' 5B / / / PERSONS ON OR ABOUT T LOCATION OF E SITE,
'// 1, GRADE TO ELEVATIONS AND DIMENSIONS_,HOVE ON GRAMMES. E NATIONAL GRADING TOLERANCE 15 10.1 FT,
; _. - n/N a, / -�. fi_ _ i =%'/ ./, / ��/: i b, NO GRADING 15 TO OCCUR IN TIE D�POOL AREAS BEYOND TIE SPECIFIED GRADING LIMITS.
TOPSOIL SPECIFICATION,
5GM G PLANTING PLAN I.TOPSOIL TO BE ADDED TO TOP OF YETLAND SHELF 15 TO MEET CRITERIA SPECIFIED BELOK
''')!) i 2.TOPSOIL SHALL BE YELL MIXED,FREE OF TRASH AND DEERS,U COMPACTED,AND VOID OF LARGE STONES 02 INO-ES)AND WOODY
6 3 O' IV 30' b F10' MATERIAL 03 INGfS).
3. TOPSOIL SHALL MEET TIE FOLLOWING SPECIFICATIONS,
l' `/I Scale:I Inch = 30 Pk SOIL RGGATIEO�r-0% <eos6,SILT<80%
TT1 PA.20E0
d �IM,RA(! pH,6A-10
';` 4. IN TIE EVENT THAT SELECTED TOPSOIL DOES NOT MEET SPECIFICATION LISTED ABOVE,SOIL GAN BE ATENDED BY ADDITION OF
APPROPRIATE MATERIALS(MASON SAND OR MATURE STABLE COMPOST,OR LIME).
5. UPON P ACB-BNT OF TOPSOIL,AREA SHOULD BE LIGHTLY COMPACTED TO ENSURE STABILIZATION OF MATERIAL.
FT_ GUT d REMOVE ANY 6. EXCESSIVE TRAFFICKING OF Exi1IPMENT OVER WETLAND PLANTING AREAS SHOULD BE AVOIDED.
ACOVERING AROUND
O �� ROOTS 1. MINIMUM DEPTH OF TOPSOIL SHOULD BE 12 INGFES.
N 3
N
INSTALL PLANTS WHERE SPECIFICATIONS
p GROWN 15 FLUSH WITH
N
SOIL SURFACE AMENDED TOPSOILI. GRADE TO ELEVATIONS AND DIMENSIONS SHOWN ON DRAWINGS.GRADED HEVATIONAL TOLERANCE SHALL 13E f0.1 FT.
N MIN.12 IN DEPTH
2. TOPSOIL MATERIAL SHALL BE APPROVED BY ENGINEER PRIOR TO USE BASED ON SOIL PROPERTY TEST SIIBMTTALS THAT INCLUDE
STANDARD TEST METHOD FOR PARTICLE-SIZE ANALYSIS(ASTM D422),PARTKA.E SIZE ANALYSIS OF SOILS(AASHTO TOG),AND NGDA SOIL
S + + + + + + .ANALYSIS.
+ + + + + + + + + + + +
+ + + + + + + + + + + + 3. INSTALL FINAL COVER IN ACCORDANCE MTh PERMANENT 5®INS SPECIFICATIONS WERE APPLICABLE.
+ + + + + + + + +
a
.•a Aoo. -- EXISTING SOIL
N GENERAL PLANTING DETAIL
NTS
IT
S
9
0
0
p
0
0
w
O
,,.1 K I,4 P SGM G DETAILS SHEET 2 OF 3
N 81'. NOT:OR FOR
GONSTRUGTIOH p I aaLER'S GREEK FARM
LL g
o ,
Know what's below. M 3 I A 0* WINSTON SALEM FORSYTH COUNTY,NORTH GAROLINA
o Call before you dig. ENGINEER'S SEAL
N No. DATE REVISIONS
o MORRIS B RITCHIE ASSOCIATES OF NC, PG
mili
0 09/22/2023 ORIGINAL SUBMITTAL ENGINEERS,ARCHITECTS,PLANNL325,SURVEYORS AND LANDSCAPE ARGHITEG16
+ • W et! mi/i
.LOB NO., 2165i • N.A ■ .W 530 HINTON POND RD.,STE 104
"A SCALE AS SHOWN E• j KNI6HTDALE,NG 21545
(
K DATE, 09/09/2022 LICE 2004210E
a
ENGINEER, JMK WWW.MRA6TA.GOM
EL
LLl ©2023 MORRIS&RITCHIE ASSOCIATES,INC.
DRAWN BY,
IT DESIGN BY, JRM STATUS: REVISION 04 UST:
Q REVIEW BY, F'KN PRELIMINARY NOT FOR CONSTRUCTION 0
D4'.S
O

6'
12' VEGETATIVE 18' TOPI WIDTH VARIES ►
CI IELF
PLAGE TOPSOIL AND VEGETATE
„Iimimilimicum 4
ON EMBANKMENT AND DISTURBED
AREAS ABOVE PERMANENT POOL
/�
SHELL ZONE GLAY ZONE GORE /�4 V 3 'IAA.
NORMAL POOL EL.80c1.15' ,:1 MAX
//....�/ /' SHELL ZONE
BOTTOM OF POND -EL.808.00' %/� STRIP AND STOCKPILE TOPSOIL �A,� EXISTING GROUND
SEDIMENT STORAGE-EL.801.50' //�� ' AVAPillgrAdrArAgraldirArAgrarAm 6" CLAY LINER. EXTEND KEY TRENCH TO HARDSEE SPECIFICATION %.2 CLAYEY SOIL-3'MIN.
THIS SHEET
8'
HKEY TRENCH
—H
TOP OF DAM DAM EMBANKMENT NOTES:
CLAY LINER NOTES:
CLASS 1 RIPRAP IN ORDER TO HELP SUSTAIN THE PERMANENT POOL AND TO PREVENT WATER
i/-
I)TOPSOIL BENEATH THE EMBANKMENT SHALL BE REMOVED AND STOCKPILED. THE FROM INFILTRATING TOO QUICKLY INTO THE UNDERLYING SOIL,THE
FOUNDATION MILL BE PROOF ROLLED AND ANY SOFT OR ORGANIC MATERIALS WILL BE CONTRACTOR SHALL INSTALL A b'THICK CLAY LINER ON THE BOTTOM OF THE
3.0 DAM EMBANKMENT DETAIL REMOVED.
SPILLWAY BOTTOM WIDTH SCM AREA UP TO THE NORMAL POOL ELEVATION.THE LINER GAN BE
III III In SEE TABLE THIS SHEET _-IIIIIIIII-_ - NTS 2)ALL MATERIAL SHALL BE COMPACTED IN 6-8 INCH LIFTS TO q5%OF MAXIMUM STANDARD ACCOMPLISHED BY BLENDING EXISTING SITE SOILS WITH CLAY TO ACHIEVE A
- II I HI I- . r -r,, -r,, -r, -I I I-I I IIIII I I-I PROCTOR DRY DENSITY OR HIGHER(ASTM D-6q8). THE CLAY CORE ZONE WILL HAVE A LOW PERMEABILITY MIXTURE OR BY INSTALLING A GEOSYNTHETIC LINER MADE
-I I H I II I I :=Y: -I I I-I I I-I I I-I I I-I I I-I I MOISTURE CONTENT OF OPTIMUM TO 4 PERCENT ABOVE OPTIMUM MOISTURE CONTENT. THE OF A BENTOMAT CL.IF THE CONTRACTOR CHOOSES TO BLEND THE EXISTING
—III—III—III—III—III—III—III—III—I I I—I I I-III-I I I—I I I—I I I— ITi I IT SHELL ZONE FILL WILL HAVE A MOISTURE CONTENT FROM 2 PERCENT BELOW OPTIMUM SITE SOILS WITH CLAY,THE ONSITE GEOTEGHNIGAL ENGINEER SHALL
I-I 1 I-III- - I-III-I 1 I-III-I I- - - - MOISTURE CONTENT TO 4 PERCENT ABOVE OPTIMUM. DETERMINE THE AMOUNT OF CLAY TO ADD,THE DEGREE OF COMPACTION,AND
8-0Z NON-WOVEN WILL OVERSEE THE INSTALLATION OF THE CLAY LINER.THE MAXIMUM
FILTER FABRIC
3)EMBANKMENT FILL: PEP,MEABIL1TYFOR THE LINER SHALL BE O.O
DANCE
WITH THE NGDENR SCM MANUAL.THE PROPOSED MATERIAL FOR THIS
LINER
SHELL ZONE SOILS WITH LESS THAN 30%PASSING THE NO.200 SIEVE OR A PI OF LE55 THAN SHALL BE TESTED BY THE ONSITE GEOTEGHNICAL ENGINEER PRIOR TO
SECTION B-B 10 WHEN THE PERCENTAGE OF MATERIAL PASSING THE NO.200 SIEVE 15 GREATER THAN 30 PLACEMENT.THE RESULTS OF THIS TESTING BE SUBMITTED TO THE
PERCENT. SOILS WHICH ARE CLASSIFIED A5 CLAYS(CH OR CL)SHOULD NOT BE USED AT THE DESIGN ENGINEER FOR REVIEW PRIOR TO PLACEMENT.UPON COMPLETION OF
LINER INSTALLATION,A 4"MINIMIMUM LAYER OF TOPSOIL SHALL BE ADDED
FADE OF THE SHELL ZONES. OVER THE LINER TO PROVIDE A HEALTHY MEDIA FOR VEGETATION GROWTH.
6 VARIES VARIESFER T VARIES CLAY GORE ZONE CH,CL OR SC MATERIAL WITH A PI RANGING BETWEEN 15 AND 60
3 PLAN 4)NO FILL SHALL CONTAIN ROCKS OR GRAVEL LARGER THAN 4 INCHES IN DIAM iL- .
m NORMAL POOL II— TOP OF SPILLWAY
e 1 1 1-1 1 5)A PROFESSIONAL GEOTECHNICAL ENGINEER SHALL APPROVE ALL MATERIALS USED FOR
Ir -I I I1 I I -I=1 SPILLWAY SHALL
j -III EXTEND TO BOTTOM OF THE EMBANKMENT AND SUPERVISE CONSTRUCTION.
I 11 i- 1 .O' IN - FILL SLOPE ON
II- III III- 1 - - DOWNSTREAM SIDE 6)ALL DISTURBED AREAS ABOVE PERMANENT POOL SHALL BE SEEDED USING THE
CLASS RIPRAP '_ FOLLOWING GRASS SEED MIX MANUFACTURED BY ERNST SEED COMPANY: Carolina FACW
SPILLWAY SHOULD Meadow Mix ERNMX-I82 RUBBER GASKET
a POOLND TO NORMAL Nom;
ELEVATION ON SECTION G-G EXPANSIOWGONTRAGTION JOINTS PER �y,,..e...e-��_
SCM SIDE AMERICAN CONCRETE INSTITUTE(ACI)
6 STANDARDS FOR SLABS ON GRADE.
'',.!,1 NORMAL TOP DAM SPILLWAY SPILLWAY 2 •s HASHED STONE
POOL EL BOTTOM BOTTOM M - PLACE CEMENT 'a"LAP
v MORTAR
SCM 804T2' 815.00' 814.00' 15'
6'SOLD WALL PVC
6.0' TO DAYLIGHT
�� VARMINT SCREEN TO
EMERGENCY SPILLWAY DETAIL -------- ---------
'' BE PLACED ON OPEPEND.
PLACE CEMENT MORTAR
o NTS Is^CONCRETE , IN JOINT SPACE
imi PRESSURE PIPE
IS"RGPPRESSURE PIPE
6` b.o' r
i 6'SOLD HALL PVC SELECT FILL PLACED AND COMPACTED CONCRETE PRESSURE
-q 0 Q0 Qb 0 TO
REEN TO 12" DRY DENSITY AT AT.1596 PLUS�%�%OFR X PIPE JOINT DETAIL
.',.1
'Poo OO er!i• BE PEALED ON OPENEND.
00 •00� 0 (MIN) OPTIMUM MOISTURE CONTENT TO TOP OF PIPE NTS
w A lb MO 0^0� O A
�00o� oCa„ca
lOOO�d• O O O 6"PERFORATED P/C //�
/_ �_ea_!_1_, fr�� f�>_••_ W COLLECTOR PIPE TO BE - �I� - -
I :� - • to••"'• COLLECTOR PIPE lir
III-
- OO O GAPPED ON BOTH ENDS - •
'®''///� —i
fj ':�����Ory�e �S'7♦� PLAN VIEW - '9 / -
"'b� HALF ``���
0 `ei=f is Chi RR T DIAMETER -III ,,�'"•oi,//� \�v..
VO I.1— 12"(MIN)
PLAN VIEW B' = - = Know what's below.
o PROPOSED GRADE m=1 - Call before you dig.
GorvGRE E ENDWALL PER ON DOWNSTREAM SELECT FILL PLACED AND COMPACTED AT
SIDE OF DAM
7 NGDOT DETAIL 838.50 NGDOT GLASS I RIPRAP �� 2'MIN. 45%STANDARD PROCTOR MAX DRY
t CONCRETE CRADLE DENSITY AT OPTIMUM TO PLUS 3%OF
a° (MIN 2000 PSI CONCRETE) OPTIMUM MOISTURE CONTENT TO MIDPOINT O
•s WASHED STONE � z• OF PIPE PRIOR TO TRENCH EXCAVATIONSGM G DETAILS SHEET 3 OF 3
m1 NOT:OR FOR
IS"CONCRETEI CONCRETE CRADLE DETAIL GEKFARM
6" PRESSURE PIPE NTSF5-2 FILTER STONE IA WINSTON SALEM FORSYTH COUNTY,NORTH GAROLINA
°'o II
SECTION A-A •'s
ENGINEER'S SEAL
ry N.SOLD WALL PVC No. PATE REVISIONS
° FLARED RIP RAP PAD PAD TO DAYLIGHT MORRIS B RITCHIE ASSOCIATES OF NC, PC
PIPE MIRAFI MON GEOSYNTHETIL
FABRIC WITH IS-INCH VARMINT SCREEN TO
BE PLACED ON OPENEND. 0 09/22/2023 ORIGINAL SUBMITTAL `
21689 — U b ENGINEERS,ARCHITECTS,PLANNERS,SURVEYORS AND LANDSCAPE ARCH TEC'E
DIAMETER END PAD STONE END
9 (p) SECTION LENGTH DEPTH WIDTH OVERLAP AT ALL SEAMS(TYP) JOB NO.: 530 HINTON POND RD.,STE 104
WIDTH a-) (D) � ! k•P * k'v.7- KNIGHTDALE,NG 21545
w SECTION VIEW SCALE: AS SHOWN
OUTLET I MS 8' 20' 24' 22S' J (q84)200-2103
K DATE: 09/09/2022 V- LICENSE B C-4182
ENGINEER: JMK ' WWW.MRASTA.COM
RIPRAP OUTLET PROTECTION EL ©2023 MORRIS&RITCHIE ASSOCIATES,INC.
SI FILTER DIAPHRAGM DETAIL DRAWN BY,
T NTS NTS DESIGN BY: JRM STATUS: REVISION .rlIQT:
�Q REVIEW BY: PKN PRELIMINARY NOT FOR CONSTRUCTION 0
DQ-.GI

MORRIS& RITCHIE ASSOCIATES OF NC, PC ANTI-FLOATATION DESIGN SCM A DATE
+ ..,
„ i ■ -' • MM Engineers, Architects, Planners, September 20, 2023
`-' Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Fiddlers Creek 21869
LOCATION BY
530 Hinton Pond Road, Suite 104 Winston Salem, Forsyth County JRM
Knightdale, NC 27545 CHECKED BY
[phone] J M K
I
Pond Name= SCM A
Riser Outer Width = 5.0 ft Riser Resisting Force = 10,800 lb
Riser Outer Length = 5.0 ft Base Resisting Force = 10,800 lb
Riser Inner Width = 4.0 ft Total Resisting Force = 21,600 lb
Riser Inner Length = 4.0 ft
Riser Height= 8 ft Riser Buoyant Force = 12,480 lb
Base Buoyant Force = 4,493 lb
Concrete Base Length = 6 ft Total Buoyant Force = 16,973 lb
Concrete Base Width = 6 ft
Concrete Base Depth = 24 in Factor of Safety 1.27 Design Acceptable

MORRIS& RITCHIE ASSOCIATES OF NC, PC ANTI-FLOATATION DESIGN SCM B DATE
+ ..,
„ i ■ -' • MM Engineers, Architects, Planners, September 20, 2023
`-' Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Fiddlers Creek 21869
LOCATION BY
530 Hinton Pond Road, Suite 104 Winston Salem, Forsyth County JRM
Knightdale, NC 27545 CHECKED BY
[phone] J M K
I
Pond Name= SCM B
Riser Outer Width = 6.0 ft Riser Resisting Force = 13,695 lb
Riser Outer Length = 6.0 ft Base Resisting Force = 24,300 lb
Riser Inner Width = 5.0 ft Total Resisting Force = 37,995 lb
Riser Inner Length = 5.0 ft
Riser Height= 8.3 ft Riser Buoyant Force = 18,645 lb
Base Buoyant Force = 10,109 lb
Concrete Base Length = 9 ft Total Buoyant Force = 28,754 lb
Concrete Base Width = 9 ft
Concrete Base Depth = 24 in Factor of Safety 1.32 Design Acceptable

MORRIS& RITCHIE ASSOCIATES OF NC, PC ANTI-FLOATATION DESIGN SCM C DATE
a
„ i ■ -' • MM Engineers, Architects, Planners, September 20, 2023
`-' Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Fiddlers Creek 21869
LOCATION BY
530 Hinton Pond Road, Suite 104 Winston Salem, Forsyth County JRM
Knightdale, NC 27545 CHECKED BY
[phone] J M K
I
Pond Name= SCM C
Riser Outer Width = 5.0 ft Riser Resisting Force = 2,700 lb
Riser Outer Length = 5.0 ft Base Resisting Force = 5,400 lb
Riser Inner Width = 4.0 ft Total Resisting Force = 8,100 lb
Riser Inner Length = 4.0 ft
Riser Height= 2 ft Riser Buoyant Force = 3,120 lb
Base Buoyant Force = 2,246 lb
Concrete Base Length = 6 ft Total Buoyant Force = 5,366 lb
Concrete Base Width = 6 ft
Concrete Base Depth = 12 in Factor of Safety 1.51 Design Acceptable