SW4240201_Stormwater Report_20240209

STORMWATER & EROSION CONTROL REPORT
Forsyth County, North Carolina
DEVELOPER
The CSC Group, LLC
10030 Green Level Church Road, Suite 802/149
Cary, NC 27519
Attn: Ms. Ping Chen
Phone: [phone]
OWNER
The Sherwood Co.
1598 Westbrook Plaza Dr, Suite 200
Winston Salem, NC 27103
Phone: [phone]
.•tOkk CAR,,,,,
Jeremy M. Keeny, PE, P c AL ..+
[e-mail]
2024.02.07 17:56:08-05'!I 0 97 9 :
c:,02 07 2024:1
w
• ► 7 i ■ — ff • - PREPARED BY:
MORRIS & RITCHIE ASSOCIATES, INC.
ENGINEERS,ARCHITECTS, PLANNERS,SURVEYORS,AND LANDSCAPE ARCHITECTS
3445-A Box Hill Corporate Center Drive
Abingdon, Maryland 21009
[phone] www.mragta.com
MRA Job No.21690
CONTACT:Andrew Halter P.E.
January 23, 2024

SAWMILL WOODS STORMWATER&EROSION CONTROL REPORT Job#21690
Table of Contents
I. INTRODUCTION 3
II. SITE DESCRIPTION 3
III. METHODOLOGY 3
IV. EROSION AND SEDIMENT CONTROL PRACTICES 3
V. STORMWATER DESIGN 4
Table 1. Existing Drainage Area Summary 4
Table 2. Proposed Drainage Area Summary 5
Table 3. Design Point Discharge Summary 5
APPENDIX A— NRCS WEB SOIL SURVEY MAP 6
APPENDIX B — FLOOD INSURANCE RATE MAP 11
APPENDIX C — NOAA ATLAS 14 PRECIPITATION FREQUENCY TABLES 14
APPENDIX D — EROSION AND SEDIMENT CONTROL CALCULATIONS 19
APPENDIX E — STORMWATER PIPE CALCULATIONS 28
APPENDIX F — STORMWATER HYDROCAD 174
APPENDIX G — SCM CALCULATIONS 261
Morris&Ritchie Associate, Inc. January 2024
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SAWMILL WOODS STORMWATER&EROSION CONTROL REPORT Job#21690
I. INTRODUCTION
This project, Sawmill Woods, proposes a residential subdivision in Forsyth County. This will
involve clearing, grading and the installation of utilities for the subdivision. The approximately
90-acre site is zoned as RS-20 which is primarily single-family detached dwellings. This project
proposes 172 single-family units with three proposed accesses. There are three proposed
accesses, one from Ridgewood Court and one from Borum Drive. There is also a temporary
hammerhead turnaround from Cambrian Drive which will eventually become the third access.
II. SITE DESCRIPTION
This property is located south of NC HWY 74/SH-311 and east of Debbie Drive. The existing
land cover is mostly undeveloped woods. North Carolina has zoned the drainage area RS-20
which is single-family detached dwellings.
The on-site stream, South Fork Muddy Creek, ultimately outfalls into Muddy Creek and is a part
of the Yadkin Pee-Dee river basin. The stream runs through the site starting in the northeast
corner and runs to the southwest corner of the site. The tributary has a surface water
classification of C and has a stream index of 12-94-13. Based on the FEMA Floodplain map the
site is in Zone X and AE. FEMA FIRM Panel 3710685300J and 3710685400J are included in
the Appendix.
The hydrologic soil types consist of 0.0% A, 35.78% B, 35.21% C and 29.02% D soils as shown
on the USDA NRCS Web Soil Survey and were considered in the stormwater management
design. The USDA NRCS Web Soil Survey is included in the appendix.
III. METHODOLOGY
The runoff curve number, time of concentrations and discharges were calculated using
HydroCAD. The results are included in the appendix. The 1, 2, 10, 25, and 100-year discharges
were calculated. The discharges are based on the existing/proposed conditions and soils from
Forsyth County.
IV. EROSION AND SEDIMENT CONTROL PRACTICES
The North Carolina Department of Environmental Quality-Erosion and Sediment Control
Planning and Design Manual was used to design all erosion and sediment control practices.
1. Temporary Construction Entrance
Two temporary construction entrances will be installed at the entrances of the
development on Ridgewood Court and Borum Drive.
2. Silt Fence
Silt fence will provide a barrier to any sediment leaving the site.
3. Silt Fence Outlet
Morris&Ritchie Associate, Inc. January 2024
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SAWMILL WOODS STORMWATER&EROSION CONTROL REPORT Job#21690
Silt fence outlets will relieve pressure from water held behind silt fences.
4. Temporary Diversion Ditch
5. Temporary Slope Drains
6. Skimmer Sediment Basins
7. Sediment Basin Baffles
8. Riprap Outlet Protection
9. Temporary and Permanent Seeding
Temporary and permanent seeding will be used to stabilize and reduce soil loss from
exposed slopes.
V. STORMWATER DESIGN
The stormwater runoff will be managed within five wet ponds. The runoff will be directed to the
ponds through curb & gutter, drainage pipes, and swales. The stormwater design has been
completed using Forsyth County design guidelines and the State of North Carolina Stormwater
Design Manual. All supporting calculations have been included in the appendix. Summaries of
the existing, proposed and resulting discharges at the design points are shown in the tables
below.
Table 1. Existing Drainage Area Summary
SWM DESIGN - EXISTING D.A. SUMMARY
Area Area Tc 10 yr 25 yr 100 yr
Label RCN
(ac) (sq.mi.) (hr) (cfs) (cfs) (cfs)
1 0.11 0.0002 72 0.008 0.33 0.44 0.63
2 74.01 0.1156 66 0.223 118.70 167.32 253.20
3 14.22 0.0222 70 0.130 33.56 45.57 66.34
4 1.54 0.0024 63 0.168 2.34 3.39 5.27
Morris&Ritchie Associate, Inc. January 2024
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SAWMILL WOODS STORMWATER&EROSION CONTROL REPORT Job#21690
Table 2. Proposed Drainage Area Summary
SWM DESIGN - PROPOSED D.A. SUMMARY
Area Area Tc 10 yr 25 yr 100 yr
Label RCN
(ac) (sq.mi.) (hr) (cfs) (cfs) (cfs)
1 3.28 0.005125 81 0.228 9.40 11.94 16.17
2 3.73 0.005827 81 0.133 12.90 16.36 22.10
3 4.53 0.007085 80 0.120 15.67 19.97 27.11
4 13.02 0.020338 81 0.073 50.39 63.86 86.17
5 5.20 0.008129 84 0.130 19.72 24.63 32.70
By1 0.08 0.000123 92 0.015 0.42 0.51 0.65
By2 10.20 0.015933 70 0.288 17.73 24.18 35.38
By3 8.56 0.013371 68 0.072 20.72 28.54 42.17
By4 34.27 0.053544 72 0.138 86.10 115.32 165.40
By5 6.24 0.009756 79 0.140 20.00 25.66 35.09
By6 0.77 0.001198 69 0.022 2.15 2.87 4.19
Table 3. Design Point Discharge Summary
EXISITING VS PROPOSED
Label 10 YR EX 10 YR PR 100 YR EX 100 YR PR
DP 1 0.33 0.42 0.63 0.65
DP 2 118.70 37.37 253.20 65.56
DP 3 147.75 150.48 311.73 310.75
DP 4 2.34 2.15 5.27 4.19
Design point 1 outfalls into a swale that runs along the side of the site and discharges into the stream
which runs through the site. Design point 1 ultimately discharges at design point 3.There is a slight
increase from existing to proposed conditions at design point 1 however there is management at the
remaining design points.
Morris&Ritchie Associate, Inc. January 2024
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SAWMILL WOODS STORMWATER&EROSION CONTROL REPORT Job#21690
APPENDIX A- NRCS WEB SOIL SURVEY MAP
Morris&Ritchie Associate, Inc. January 2024
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Hydrologic Soil Group—Forsyth County,North Carolina
(Ridgewood Court)
§
575000 575100 575200 575300 575400 575500 575600 575700 575800 575900 576000 576100 b/b,011) 576300 576400 576500 576600 576700 576800
36°3'23"N - 36°3'23"N
S/ F.aC F2° e2
- - ' — HaA� 'r �PdcF2'�
::�, FaC Ci3 - _oa FcD2 7 ---�= Y
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4. v
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36°2'45"N • 36°2'45"N
575000 575100 6/6200 575300 575400 575500 575600 575700 575800 575900 3/6)15 576100 5/6260 6/6.300 576400 576500 576600 576700 576800
3 3
M
Map Scale:1:8,410 if printed on A landscape(11"x 8.5")sheet.
N Meters
0 100 200 400 600
Feet
0 400 800 1600 2400
Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
usDA Natural Resources Web Soil Survey 10/20/2023
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Forsyth County,North Carolina
(Ridgewood Court)
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.
C/D
Soils D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
l A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
n A/D Water Features line placement.The maps do not show the small areas of
Streams and Canals contrasting soils that could have been shown at a more detailed
n B scale.
Transportation
B/D
Rails Please rely on the bar scale on each map sheet for map
n C measurements.
•..i Interstate Highways
CID US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
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
• • ND accurate calculations of distance or area are required.
•+r B This product is generated from the USDA-NRCS certified data as
..r B/D of the version date(s)listed below.
• r C Soil Survey Area: Forsyth County, North Carolina
Survey Area Data: Version 25,Sep 13,2023
• • C/D
Soil map units are labeled(as space allows)for map scales
• • D 1:50,000 or larger.
• • Not rated or not available Date(s)aerial images were photographed: Oct 17,2020—Nov 3,
2020
Soil Rating Points
G A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
▪ ND 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 Sot?Survey 10/20/2023
011. Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Forsyth County,North Carolina Ridgewood Court
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
BtE Bannertown-Toast B 4.3 1.5%
complex, 15 to 25
percent slopes
CoA Codorus loam,0 to 2 B/D 20.7 7.3%
percent slopes,
frequently flooded
FaB Fairview fine sandy B 49.2 17.3%
loam,2 to 6 percent
slopes
FaC Fairview fine sandy B 29.6 10.4%
loam,6 to 10 percent
slopes
FcB2 Fairview clay loam,2 to C 0.4 0.1%
6 percent slopes,
moderately eroded
FcC2 Fairview clay loam,6 to C 59.3 20.9%
10 percent slopes,
moderately eroded
FcD2 Fairview clay loam, 10 C 20.5 7.2%
to 15 percent slopes,
moderately eroded
FeE3 Fairview clay loam, 10 B 14.3 5.0%
to 25 percent slopes,
severely eroded
HaA Hatboro loam,0 to 2 BID 28.5 10.0%
percent slopes,
frequently flooded
PcF2 Pacolet clay loam, 15 to B 45.0 15.8%
45 percent slopes,
moderately eroded
TdB Toast-Devotion complex, B 4.0 1.4%
2 to 6 percent slopes
TdC Toast-Devotion complex, B 3.4 1.2%
6 to 10 percent slopes
TdD Toast-Devotion complex, B 5.3 1.9%
10 to 15 percent
slopes
Totals for Area of Interest 284.5 100.0%
USDA Natural Resources Web Soil Survey 10/20/2023
rari Conservation Service National Cooperative Soil Survey Page 3 of 4
9

Hydrologic Soil Group—Forsyth County, North Carolina Ridgewood Court
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 10/20/2023
Conservation Service National Cooperative Soil Survey Page 4 of 4
10

SAWMILL WOODS STORMWATER&EROSION CONTROL REPORT Job#21690
APPENDIX B - FLOOD INSURANCE RATE MAP
Morris&Ritchie Associate, Inc. January 2024
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National Flood Hazard Layer FIRMette FEMA Legend
80°10'4"W 36°3'16"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
f' .• I Without Base Flood Elevation(BFE)
♦ Zone A,V.A99
With BFE or Depth Zone AE,AO,AH,VE,AR
•40 Ir + SPECIAL FLOOD
• iii Xip• I �, M, irk�� i HAZARD AREAS Regulatory Floodway
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• •V 0.2%Annual Chance Flood Hazard,Areas
II tof 1%annual chance flood with average
• f ; 0 ' X depth less than one foot or with drainage
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111( 1,4
'�•, ♦ +j A♦ 1 Future Conditions 1%Annual
• �• • ®` Chance Flood Hazard zonex
• amili _
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A IZI A•r1CI ll A 11.I I11 A A 1 CI n�r-N I IA� •r. . 1 OTHER AREAS OF Levee.See Notes.zone x
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•j • . 1 *•4 A $• 4 +tN% / STRUCTURES I I I I I I I Levee,Dike,or Floodwall
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• +- a t�s Water Surface Elevation
rr •
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I FORSY ICO�rN : e- - - Coastal Transect
f • ; 513 - Base Flood Elevation Line(BFE)
• 1- i ' , 375349 Limit of Study
ri' • ,t 799F Jurisdiction Boundary
FLC��D FET --- Coastal Transect Baseline
• f ZOn6�cr (�� •n OTHER - Profile Baseline
•�I ,�m� m I FEATURES Hydrographic Feature
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�9N , • '/ � ' . s - _ MAP PANELS UnmappedF��39Fr - 371068E,101H , . ,. , .,-6/ eff. 1/2/2009 s . 9 The pin displayed on the map is an approximate
I i point selected by the user and does not represent
f P. _ • • an authoritative property location.
•
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790•2 FEE7 4 L 1 Z Ir This map complies with FEMA's standards for the use of
_,,,...,,j?
Zone AEA ' ;' • • I �`��r digital flood maps if it is not void as described below.
4,I N.
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45 ; The basemap shown complies with FEMA's basemap
• , accuracy standards
° ' � • 1 • "•� • le::
The flood hazard information is derived directly from the
•
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rIj • • authoritative NFHL web services provided by FEMA.This map
y '� was exported on 11/16/2023 at 8:28 AM and does not
• 11/ reflect changes or amendments subsequent to this date and
�, • '� time.The NFHL and effective information may change or
- ` become superseded by new data over time.
• T This map image is void if the one or more of the following map
� z elements do not appear:basemap imagery,flood zone labels,
c� • I �, 1 legend,scale bar,map creation date,community identifiers,
FIRM panel number,and FIRM effective date.Map images for
Feet I:GU I000 2 80°9'26"W 36°2'47"N unmapped and unmodernized areas cannot be used for
0 250 500 1,000 1,500 2,000 I regulatory purposes.
Basemap Imagery Source:USGS National Map 2023

National Flood Hazard Layer FIRMette FEMA Legend
80°9'33"W 36°3'41"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
e • •1 -
1 i ! • Without Base Flood Elevation(BFE)
w.I - - • •
- Zone A,V,A99
{ • With BFE or Depth Zone AE,AO,AH,VE,AR
*. r!/' • s SPECIAL FLOOD
1 fr
Jrt A HAZARD AREAS Regulatory Floodway
0
•
el . • ,� '' 0.2%Annual Chance Flood Hazard,Areas
of 1%annual chance flood with average
3.},, depth less than one foot or with drainage
It • • i ; � areas of less than one square mile zone x
• ' • Future Conditions 1%Annual
o ! , Writ,1141/111. R ®` Chance Flood Hazard zonex
I
{ t • A. t�-+ �` �" Area with Reduced Flood Risk due to
•IDN• f '�' OTHER AREAS OF Levee.See Notes.zonex
ileFLOOD HAZARD Area with Flood Risk due to LeveezoneD
r
iii
NO SCREEN Area of Minimal Flood Hazard zonex
i , 1 r M Effective LOMRs
� � . a M OTHER AREAS Area of Undetermined Flood Hazard zoneD
r"' .
r • {{>R •
GENERAL ----' Channel,Culvert,or Storm Sewer
. STRUCTURES 11 1 1 1 1 1 Levee,Dike,or Floodwall
S
O 20.2 Cross Sections with 1%Annual Chance
... +la AREA'OF MINIMAL FLOOD HAZARD tZ•s Water Surface Elevation
r - '
FORSYTH�COUNTY .• It •• Zone X e— — — Coastal Transect
r '1r •
• ••••••513^— Base Flood Elevation Line(BFE)
.375349 1 1 Limit of Study
' I Jurisdiction Boundary
--- Coastal Transect Baseline
Atilt& ' a. _ 'i 3/1068E33UU1 OTHER _ — Profile Baseline
3/10685400/ FEATURES
"'�. �� Hydrographic Feature
•� a 1/2/20091311 E'1 w U U a
I 4 101 -_•......-• ' , • _ ` / , / Digital Data Available N
8J N jj
No Digital Data Available
?� W ���• MAP PANELS Unmapped
-nFL1LL•DD t,,AY �i1
i , .d A Zo•N,AE m Zone AE (�
_ The pin displayed on the map is an approximate
fl1 point selected by the user and does not represent
3 FET_�_ - �- J an authoritative property location.
' • This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
8/014 FrGPT The flood hazard information is derived directly from the
1. 1.-. PT
authoritative NFHL web services provided by FEMA.This map
• `L was exported on 11/16/2023 at 8:36 AM and does not
talJ 3,� Z reflect changes or amendments subsequent to this date and
l' " r time.The NFHL and effective information may change or
F� 7one AE -' Zone AE r become superseded by new data over time.
r +
► _ �fi ��OODWAY t This map image is void if the one or more of the following map
oN‘Lc p9E elements do not appear:basemap imagery,flood zone labels,
t + �N (r - -.Abb. legend,scale bar,map creation date,community identifiers,
FIRM panel number,and FIRM effective date.Map images for
Feet 1:6,000 380°8'56"W 36°3'12"N unmapped and unmodernized areas cannot be used for
0 250 500 1,000 1,500 2,000 regulatory purposes.
Basemap Imagery Source:USGS National Map 2023

SAWMILL WOODS STORMWATER&EROSION CONTROL REPORT Job#21690
APPENDIX C - NOAA ATLAS 14 PRECIPITATION FREQUENCY TABLES
Morris&Ritchie Associate, Inc. January 2024
14

NO AA Atlas 14,Volume 2,Version 3
v*°i°*_ Location name:Winston Salem,North Carolina, "°'
y \ USA* i none
Latitude:36.0515°, Longitude: -80.1609°
5� Elevation:797 ft** 0�
"'E�°` *source:ESRI M Ts k'" M�'
M,�
**source:USG S
PO NT PRECIPITATIO NFREQ IENCY ESTIMATES
G M.Bonnin,D.Matin,B.Lin,T.Parzybok,M Yekta,and D.Riley
NO A4,National Weather Service,Silver Spring,M ayland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates w th 90% confidence intervals (in inches)1
Average recurrence interval(years)
Duration
1 251 55 02 01 002 005 001 000
5-m in 0.378 0.449 0.525 0.575 0.631 0.666 0.697 0.722 0.747 0.762
(0.349-0.410) (0.415-0.488) (0.483-0.570) (0.528-0.623) (0.577-0.682) (0.607-0.721) (0.631-0.755) (0.651-0.783) (0.667-0.811) (0.675-0.829)
10-m in0.604 0.718 0.840 0.919 1.00 1.06 1.11 1.14 1.18 1.20
(0.557-0.655) (0.664-0.780) (0.774-0.913) (0.845-0.997) (0.920-1.09) (0.966-1.15) (1.00-1.20) (1.03-1.24) (1.06-1.28) (1.06-1.30)
15-m rt 0.755 0.903 1.06 1.16 1.27 1.34 1.40 1.44 1.49 1.50
(0.696-0.819) (0.834-0.981) (0.979-1.16) (1.07-1.26) (1.17-1.38) (1.22-1.45) I (1.27-1.52) (1.30-1.57) (1.33-1.62) (1.33-1.64)
30-m rt 1.04 1.25 1.51 1.68 1.89 2.02 2.14 2.25 2.37 2.44
(0.954-1.12) (1.15-1.36) (1.39-1.64) (1.55-1.83) (1.73-2.04) (1.84-2.19) (1.94-2.32) (2.03-2.44) (2.11-2.57) (2.16-2.65)
60-m it 1.29 1.56 1.94 2.19 2.51 2.74 2.95 3.15 3.39 3.56
(1.19-1.40) (1.45-1.70) (1.78-2.10) (2.02-2.38) (2.30-2.72) (2.50-2.97) (2.68-3.20) (2.84-3.42) (3.03-3.69) (3.15-3.87)
2-hr 1.52 1.84 2.29 2.62 3.05 3.36 3.67 3.97 4.35 4.62
(1.40-1.64) (1.70-2.00) (2.11-2.49) (2.41-2.84) (2.78-3.30) (3.05-3.64) I (3.31-3.98) (3.55-4.30) lj (3.84-4.72) (4.05-5.02)
3-hr 1.62 1.96 2.45 2.81 3.28 3.63 3.97 4.30 4.73 I 5.04
(1.49-1.76) (1.82-2.14) (2.26-2.66) (2.59-3.04) (2.99-3.54) (3.30-3.92) (3.58-4.28) (3.85-4.65) (4.18-5.12) (4.41-5.46)
6-hr 1.97 2.38 2.98 3.43 4.03 4.50 4.97 5.44 6.08 6.56
(1.82-2.15) (2.21-2.60) (2.74-3.24) (3.15-3.72) (3.67-4.37) (4.07-4.87) (4.46-5.37) (4.83-5.88) (5.31-6.57) (5.66-7.10)
12-hr 2.34 2.82 3.54 4.11 4.88 5.50 6.14 6.80 7.71 8.43
(2.16-2.55) (2.60-3.09) (3.26-3.86) (3.76-4.47) (4.43-5.29) (4.95-5.94) (5.48-6.62) (5.99-7.32) (6.68-8.31) (7.18-9.08)
24-hr 2.80 3.38 4.23 4.90 5.80 6.53 7.28 8.05 9.10 9.94
(2.60-3.03) (3.14-3.66) (3.92-4.57) (4.53-5.29) (5.35-6.27) (5.99-7.06) (6.66-7.87) (7.32-8.71) (8.23-9.87) (8.94-10.8)
2-day 3.26 3.92 4.86 5.58 6.55 7.31 8.08 8.88 I 9.95 10.8
(3.04-3.50) (3.65-4.21) (4.52-5.21) (5.18-5.98) (6.07-7.02) (6.75-7.86) (7.44-8.70) (8.14-9.57) (9.07-10.8) (9.78-11.7)
3-day 3.45 4.15 5.12 5.88 6.90 7.71 8.54 9.38 10.5 11.4
(3.23-3.70) (3.88-4.45) (4.78-5.49) (5.48-6.30) (6.41-7.40) (7.14-8.28) (7.87-9.18) (8.61-10.1) (9.60-11.4) (10.4-12.4)
4-day 3.65 4.38 5.39 6.18 7.26 8.12 8.99 9.89 11.1 12.1
(3.42-3.91) (4.10-4.69) (5.04-5.77) (5.78-6.62) (6.76-7.78) (7.52-8.71) (8.30-9.66) (9.08-10.6) (10.1-12.0) (11.0-13.1)
7-day 4.18 4.98 6.06 6.91 8.06 8.98 9.91 10.9 12.2 13.2
(3.92-4.46) (4.67-5.32) (5.67-6.46) (6.46-7.36) (7.51-8.61) (8.32-9.60) (9.16-10.6) (10.0-11.7) (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
(4.46-5.03) (5.31-5.98) (6.38-7.19) (7.21-8.15) (8.32-9.44) (9.19-10.5) (10.1-11.5) (10.9-12.6) (12.1-14.1) (13.0-15.3)
20-day 6.38 7.53 8.92 10.0 11.5 12.7 13.9 15.1 16.8 18.1
(6.04-6.74) (7.14-7.96) (8.44-9.43) (9.47-10.6)_ (10.8-12.2) (11.9-13.5)_ (13.0-14.8) (14.1-16.1) (15.5-17.9) (16.6-19.4)
30-day 7.90 9.30 10.8 12.0 13.5 14.7 15.8 17.0 18.5 19.7
(7.54-8.29) (8.86-9.73) (10.3-11.3) (11.4-12.5) (12.8-14.1) (13.9-15.4) (14.9-16.6) (16.0-17.9) (17.3-19.6) (18.4-20.9)
45-day 9.94 11.6 13.3 14.7 16.4 17.7 19.0 20.3 21.9 23.2
(9.51-10.4) (11.1-12.2) (12.7-13.9) (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 22.6 24.2 25.3
(11.4-12.4) (13.3-14.5) (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).
I Num hers 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%.Estim des at upper bounds are not
checked against probable m adm u mprecipitation(PM P)estimates and may be higher than currently valid PM Pvalues.
i Please refer to NO PA Atlas 14 docum eit for m cre inform ation.
Back to Top
PF graphical
15

PD5-based depth-duration-frequency (DDF) curves
Latitude: 36.0515°, Longitude: -80.1609°
25 - Average recurrence
mtenval
(years)
c 20 - ,I — 1
= 2
-o 15 - . .� — 110
o — 25
y
+� 10 - • — 50
a.V — 100
i — 200
5 - _�� 7 - 500
— loon
o
c c c c c '- '- 1- I- >. >.>, >, >, >, >, >,>,
•E •E •E • •- L L L L L f0 ro ra n0 ro (0 (0 (0 e0
n op N fe1 b ry Tr 13 � ° 7 13 7 7 77
0 m Duration 1.4 N N h. O N m in 8
y
25 -
— 20 - --'
c
...... Eir01111111. Duration
L
cu 111111011k11..tl:s11111igll__....o111d1� 15 - Miiillialli11111
— 5-min — 2-day
c — 10-min — 3-day
o
•0 15min — 4-day
a 10 ���� — 30-n1n — 7-day
=—_a) — 60-min — 10-day
a 5 > = --- - 2-h r — 20-day
== — 3-hr — 30-day
mommomommiimMIIIMMil — 6-hr — 45-day
0 — 12-hr — 50-day
1 i U i — 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMTI Wed Nov 8 16:28.21 2023
Back to Top
M aps & aerials
Small scale terrain
16

~—,—f1'f'Yn 0 lry
I �� KE c�ece
��,ou„ St j'
LT
.::7"
ra
tia ad o
ue � Cc o�
h' _ - �a
rC:�
iir Tho
3 �'asr +
-o ,e
`. Be
3km
F I
2mi
lA i/ .
Large scale terrain
r :�?7. =s-•-i.. :.. Lynchburg
Blacksburg s Roanoke
•
Bristol
0 0
ti� Winston-Salem I
•ml• • Durham
Grjensboro ••
r.ditch.=11 h* Raleigh
hevill` NORTH CAROLINA +
T4:'i-ar Otte
rilliiiiii.
100km Fayetteville•
60mi
Large scale map
- Blacksburg :Roanoke
Brrt l //JJ
_Johnson City
inston•S•4m Greensboro 1
o Durham
I Raleigh
heville North
Carotin a
art offs
100km Fayet
3,71
60mi
t r
Large scale aerial
17

Blacksburg •
•
•
-•-Bristat
Johnson City
Winston-Salem
• •
Greensboro Durham•
Raleigh
evitle
North
Carolina
Charlotte
• FayetL_
100km
reer fl
60mi
Back to Top
US Departm Ent of Corn m ece
National 0 manic and Atm aspheric Adm nistration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,M D20910
Q Lestions?:HDSC.Q Lestions(a.noaa.gov
Disclaimer
18

SAWMILL WOODS STORMWATER&EROSION CONTROL REPORT Job#21690
APPENDIX D - EROSION AND SEDIMENT CONTROL CALCULATIONS
Morris&Ritchie Associate, Inc. January 2024
19

- MORRIS 8 RITCHIE ASSOCIATES OF NC,PC V-SHAPED DIVERSION DITCH(3:1 SIDE SLOPE)LINER SUMMARY-Existing DATE
h V dial,
•1r1 .▪ 1.T 1:�� Engineers,Architects,Planners, December 7,2023
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Prell Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] AJH
V-SHAPED DIVERSION DITCH(3:1 SIDE SLOPE)LINER SUMMARY-Stage 1
Calculated
Temporary Total Area Total Begin Elevation End Depth Velocity NEEDS Tc Slope C Intensity Qle Shear Liner
Diversion# (ac) Length Elevation (MANNINGS (Q=VA) LINER(YIN) Elevation
EQUATION)
1A 0.34 180.9 820.0 816.0 _ 0. 4.69 _ N 4.0 1.85 0.022 0.5 6.9 _ 1.18 0.40 N
1 B 0.20 312.9 822.8 816.0 0.2 4.05 N 6.8 2.86 0.022 0.5 6.9 0.68 0.32 Straw w/Net
2A 0.41 1062.5 855.0 810.0 0.3 6.27 Y 45.0 5.65 0.042 0.5 6.9 1.43 0.73 Straw w/Net
2B 2.32 393.9 856.0 810.0 0.4 14.10 Y 46.0 1.78 0.117 0.5 6.9 7.99 3.17 C350
3A 0.87 218.0 825.0 820.0 0.4 6.00 Y 5.0 2.11 0.023 0.5 6.9 3.00 0.58 Straw w/Net
3B 2.54 290.9 815.0 813.0 0.8 4.99 N 2.0 4.19 0.007 0.5 6.9 8.77 0.33 Straw w/Net
4A 1.01 326.8 821.5 818.0 0.5 4.68 N 3.5 3.87 0.011 0.5 6.9 3.48 0.33 Straw w/Net
4B 3.56 1143.7 839.0 829.0 0.8 5.94 Y 10.0 10.97 0.009 0.5 6.9 12.29 0.45 Straw w/Net
4C 4.44 606.7 845.0 824.0 0.7 10.52 Y 21.0 3.96 0.035 0.5 6.9 15.33 1.51 Synthetic Mat
5A 3.26 681.6 850.0 828.0 0.6 9.49 Y 22.0 4.45 0.032 0.5 6.9 11.25 1.27 Straw w/Net
5B 1.05 628.3 847.0 827.0 0.4 7.11 Y 20.0 4.21 0.032 0.5 6.9 3.63 0.82 Straw w/Net
6A 0.35 342.0 850.5 802.0 0.2 9.43 Y 48.5 1.48 0.142 0.5 6.9 1.19 1.82 Synthetic Mat
6B 1.83 441.0 811.5 800.5 0.5 7.45 Y 11.0 3.52 0.025 0.5 6.9 6.32 0.83 Straw w/Net
7A 0.71 241.4 809.0 805.0 0.4 5.04 Y 4.0 2.59 0.017 0.5 6.9 2.44 0.42 Straw w/Net
7B 0.89 535.2 847.0 807.0 0.3 9.40 Y 40.0 2.68 0.075 0.5 6.9 3.08 1.54 Synthetic Mat
8A 0.44 849.3 853.0 805.5 0.3 7.04 Y 47.5 4.27 0.056 0.5 6.9 1.50 0.93 Straw w/Net
8B 0.46 469.1 834.5 805.5 0.3 7.40 Y 29.0 2.60 0.062 0.5 6.9 1.58 1.03 Straw w/Net
9A 3.24 377.7 854.8 832.0 0.6 11.96 Y 22.8 2.22 0.060 0.5 6.9 11.17 2.10 SC250
9B 0.31 215.9 852.0 832.0 0.2 7.79 Y 20.0 1.22 0.093 0.5 6.9 1.05 1.23 Straw w/Net
10A 0.50 127.8 848.0 846.5 0.4 4.07 N 1.5 1.81 0.012 0.5 6.9 1.74 0.28 Straw w/Net
10B 0.26 128.1 851.0 846.0 0.2 5.39 Y 5.0 1.14 0.039 0.5 6.9 0.88 0.57 Straw w/Net
11A 2.11 54.0 827.5 816.0 0.4 17.26 Y 11.5 0.31 0.213 0.5 6.9 7.28 4.98 Riprap
11B 0.19 313.9 849.0 818.0 0.2 7.05 Y 31.0 1.59 0.099 0.5 6.9 0.64 1.07 Straw w/Net
12A 0.31 164.3 834.0 828.5 0.3 5.32 Y 5.5 1.47 0.033 0.5 6.9 1.06 0.54 Straw w/Net
12B 0.20 114.7 834.0 829.0 0.2 5.27 Y 5.0 1.01 0.044 0.5 6.9 0.68 0.56 Straw w/Net
13A 0.52 766.2 867.0 828.0 0.3 7.10 Y 39.0 4.09 0.051 0.5 6.9 1.78 0.92 Straw w/Net
13B 1.26 388.3 847.0 828.0 0.4 8.74 Y 19.0 2.46 0.049 0.5 6.9 4.35 1.24 Straw w/Net
20

�- MORRIS&RITCHIE ASSOCIATES OF NC,PC TEMPORARY SEDIMENT TRAP DATE
�' i�:�� Engineers,Architects,Planners, December 7,2023
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 AJH
[phone]
TEMPORARY SEDIMENT TRAP STAGE 1
Side Dimensions
Dist. Drain. Intensity Q10 Required Required Slopes @ Weir Bottom Dims. Top Dims. Provided Provided Spillway Weir Sufficient Sufficient
Basin Area Area Cc I 10yr.(in/hr) (cfs) Stora a SA sf (H:V) Depth,Width'Length,Width Length Width Length I (cf) SA(sf) Flow Depth Len th SA? Volume?
6 2.30 ac 2.30 ac 0.50 6.90 7.92 2 3.5' 42' 84' 28' 56' 48' 96' 8,689 cf 3,528 YES YES
7 1.98 ac 1.98 ac 0.50 6.90 6.84 2 5.0' 40' 80' 20' 40' 46' 92' 9,333 cf 3,200 0' IIIIIM YES YES
8 3.70 ac 3.70 ac 0.50 6.90 12.76 13320 cf 5550 2 3.5' 56' 112' 42' 84' 62' 124' 16,921 cf 6,272 0.50' 8.00' _ YES YES
9 3.54 ac 3.54 ac 0.50 6.90 12.22 12750 cf 5320 2 7.0' 56' 112' 28' 56' 62' 124' 25,611 cf 6,272 0.50' 8.00' _ YES YES
10 1.54 ac 1.54 ac 0.50 6.90 5.31 5550 cf 2310 2 3.5' 36' 72' 22' 44' 42' 84' 6,001 cf 2,592 0.50' 8.00' _ YES YES
11 3.71 ac 3.71 ac 0.50 6.90 12.81 13360 cf 5570 2 6.0' 54' 108' 30' 60' 60' 120' 21,744 cf 5,832 0.50' 8.00' _ YES YES
12 1.17 ac 1.17 ac 0.50 6.90 4.04 4210 cf 1760 2 6.0' 32' 64' 8' 16' 38' 76' 5,376 cf 2,048 0.50' 8.00' _ YES YES
13 1.78 ac 1.78 ac 0.50 6.90 6.13 6400 cf 2670 2 3.0' 40' 80' 28' 56' 46' 92' 7,008 cf 3,200 0.50' 8.00' YES YES
21
s 1015.01022U-teolaseLirepLas Late.Revision.12712023 1.7 PM Page 1 of 1

MORRIS&RITCHIE ASSOCIATES OF NC,PC
i 11 1 Sawmill Woods Sediment Basin Calculations(Sized For Largest Area in ESC Plan)
1 P T 1;." Engineers,Architects,Planners, 1/24/2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
530 Hinton Pond Road,Suite 104 Forsyth County DID
Knightdale,NC 27545 CHECKED BY
[phone] AJH
*Skimmer
Orifice
Dist. Drain. Intensity Q10 Required Required Provided Provided *Skimmer Skimmer Diameter Sufficient Sufficient _
Basin Area Area Cc 10yr.(in/hr) (cfs) Storage SA(sf) Storage(cf) SA(sf) Size(in) Factor (in) SA? Volume?
1 3.28 ac 3.28 ac MEI 6.90 11.31 5,900 cf 4,920 _10,019 cf 4,096 1111WILIMP 1.2' NO YES _
2 3.78 ac 3.78 ac 0.50 6.90 13.06 6,810 cf 5,680 12,712 cf 5,074 1.4' NO YES
3 4.53 ac 4.53 ac 0.50 6.90 15.64 8,160 cf 6,810 16,061 cf 6,602 2.0 3369 1.6' _ NO YES
4 13.02 ac 13.02 ac 0.50 6.90 44.91 23,430 cf 19,530 94,427 cf 26,212 3.0 4146 2.8' YES YES
5 5.70 ac 5.70 ac 0.50 6.90 19.66 10,260 cf 8,550 57,437 cf 19,709 2.5 3810 2.6' YES YES
1111111 ..M.Ili ill
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
22

MORRIS&RITCHIE ASSOCIATES OF NC,PC DATE
■•� -i. Engineers,Architects,Planners, Marshburn Manor Sediment Basin Calculations
■�� January 24,2024
r1P+1•..
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
V Sawmill Woods 21690
LOCATION BY
530 Hinton Pond Road,Suite 104 Forsyth County DID
Knightdale,NC 27545 CHECKED BY
[phone] AJH
Stage-Storage Data for Sediment Basin 1
Incremental Incremental Incremental Incremental Cumulative
Contour ID Stage Area Area Area Area volume volume Cumulative volume volume
[sq.ft.] [acres] [s ft.] J44. cu.ft] [acre-ft [Cu.ft [acre-ft
-Mrs 0 363.0 0.008 .0 . 0.
808 1.5 687.2 0.016 687.2 0.0 787.6 0.0 787.611r 0.0
810 3.5 1,217.5 0.028 1,217.5 0.0 1,904.7 0.0 2,692.3 0.1
812 5.5 2,707.4 0.062 2,707.4 0.0 3,924.9 0.1 6,617.2 0.1
813 6.5 4,095.7 0.094 4,095.7 0.0 3,401.6 0.1 1 10,018.8 0.2 Required Volume
814 7.5 4,866.2 0.112 4,866.2 0.0 4,480.9 0.1 14,499.7 0.2
816 9.5 6,778.0 0.156 6,778.0 0.0 11,644.2 0.3 26,143.8 0.4
21690 Sediment Basin Calcs
BASIN 1 Page 1 of 5 Printed 1/24/2024 8:03 AM
23

MORRIS&RITCHIE ASSOCIATES OF NC,PC DATE
■• Marshburn Manor Sediment Basin Calculations
■ -i Engineers,Architects,Planners, January 24,2024
1.1P+1•..
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
530 Hinton Pond Road,Suite 104 Forsyth County DID
Knightdale,NC 27545 CHECKED BY
[phone] AJH
Stage-Storage Data for Sediment Basin 2
Incremental Incremental Incremental Incremental Cumulative
Contour ID Stage Area Area Area Area volume volume Cumulative volume volume
[sq.ft.] [acres sq ft.] acres cu.ft acre-ft [cu.ft [acre-ft
liltr5 0 943.3 li.0 b41.3 0.0
802 0.5 1,080.3 0.0 1,080.3 0.0 505.9 0.0 505.9 1111 0.0
804 2.5 1,702.4 0.039 1,702.4 0.0 2,782.7 0.1 3,288.6 0.1
806 4.5 3,456.2 0.079 3,456.2 0.0 5,158.6 0.1 8,447.2 0.2
807 5.5 5,073.6 0.116 5,073.6 0.0 4,264.9 0.1 I 12,712.2 0.2 Required Volume
808 6.5 5,962.7 0.137 5,962.7 0.0 5,518.2 0.1 18,230.3 0.2
810 8.5 7,928.0 0.182 7,928.0 0.0 13,890.7 0.3 32,121.1 0.4
21690 Sediment Basin Calcs
BASIN 2 Page 2 of 5 Printed 1/24/2024 8:03 AM
24

MORRIS&RITCHIE ASSOCIATES OF NC,PC DATE
■•� -i. Engineers,Architects,Planners, Marshburn Manor Sediment Basin Calculations
■�� January 24,2024
1.1P+1•..
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
V Sawmill Woods 21690
LOCATION BY
530 Hinton Pond Road,Suite 104 Forsyth County DID
Knightdale,NC 27545 CHECKED BY
[phone] AJH
Stage-Storage Data for Sediment Basin 3
Incremental Incremental Incremental Incremental Cumulative
Contour ID Stage Area Area Area Area volume volume Cumulative volume volume
[sq.ft.] i [acres] [sq.ft.] acres cu.ft [acre-ft [cu.ft [acre-ft]
—Mfrs 0 1,311.7 01530 1,311.7 0. 0.0 tnr
804 0.5 1,487.3 0.034 1,487.3 0.0 699.8 0.0 699.8 0.0
806 2.5 2,289.6 0.053 2,289.6 0.0 3,776.9 0.1 4,476.7 0.1
807 3.5 2,748.7 0.063 2,748.7 0.0 2,519.1 0.1 6,995.8 0.1
808 4.5 4,389.8 0.101 4,389.8 0.0 3,569.2 0.1 10,565.0 0.1
809 5.5 6,602.4 0.152 6,602.4 0.1 5,496.1 0.1 16,061.1 0.2 Required Volume
812 8.5 10,476.1 0.240 10,476.1 0.1 25,617.7 0.6 41,678.7 0.7
21690 Sediment Basin Calcs
BASIN 3 Page 3 of 5 Printed 1/24/2024 8:03 AM
25

MORRIS&RITCHIE ASSOCIATES OF NC,PC DATE
■•o. Marshburn Manor Sediment Basin Calculations
■,r, -i: Engineers,Architects,Planners, January 24,2024
r1PT1...
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
V Sawmill Woods 21690
LOCATION BY
530 Hinton Pond Road,Suite 104 Forsyth County DID
Knightdale,NC 27545 CHECKED BY
[phone] AJH
Stage-Storage Data for Sediment Basin 4
Incremental Incremental Incremental Incremental Cumulative
Contour ID Stage Area Area Area Area volume volume Cumulative volume volume
[sq.ft.] acres] [sq.ft.] ...441. cu.ft acre-ft cu.ft acre-ft
"'ITC575 0 10,749.4 .247 — 10,749.4 . .
810 0.5 11,262.5 0.259 11,262.5 0.0 5,503.0 0.1 5,503. 0.1
812 2.5 13,381.5 0.307 13,381.5 0.0 24,644.0 0.6 30,147.0 0.7
813 3.5 19,437.0 0.446 19,437.0 0.1 16,409.3 0.4 46,556.3 0.9
814 4.5 23,878.7 0.548 23,878.7 0.1 21,657.9 0.5 68,214.2 0.9
816 6.5 28,546.2 0.655 28,546.2 0.1 52,424.9 1.2 120,639.1 1.7
818 8.5 33,448.6 0.768 33,448.6 0.1 61,994.8 1.4 182,633.8 2.6
21690 Sediment Basin Calcs
BASIN 4 Page 4 of 5 Printed 1/24/2024 8:03 AM
26

MORRIS&RITCHIE ASSOCIATES OF NC,PC DATE
■•, -i: Engineers,Architects,Planners, Marshburn Manor Sediment Basin Calculations
■,r January 24,2024
r1P+1•..
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
V Sawmill Woods 21690
LOCATION BY
530 Hinton Pond Road,Suite 104 Forsyth County DID
Knightdale,NC 27545 CHECKED BY
[phone] AJH
Stage-Storage Data for Sediment Basin 5
Incremental Incremental Incremental Incremental Cumulative
Contour ID Stage Area Area Area Area volume volume Cumulative volume volume
[sq.ft.] [acres] [s�ft.] [acres] Cu.ft] [acre-ft [Cu.ft [acre-ft
�T5 0 9,290.4 0.213 9,280.4 0.2 . 0.0
808 0.5 9,668.9 0.222 9,668.9 0.0 4,739.8 0.1 4,739.8 0.1
810 2.5 11,248.4 0.258 11,248.4 0.0 20,917.4 0.5 25,657.2 0.6
811 3.5 16,301.2 0.374 16,301.2 0.1 13,774.8 0.3 39,432.0 0.8
812 4.5 19,708.9 0.452 19,708.9 0.1 18,005.0 0.4 I 57,437.0 0.7 Required Volume
813 5.5 21,513.2 0.494 21,513.2 0.0 20,611.0 0.5 78,048.1 0.9
815 7.5 25,256.6 0.580 25,256.6 0.1 46,769.8 1.1 124,817.8 1.5_mi.
21690 Sediment Basin Calcs
BASIN 5 Page 5 of 5 Printed 1/24/2024 8:03 AM
27

SAWMILL WOODS STORMWATER&EROSION CONTROL REPORT Job#21690
APPENDIX E - STORMWATER PIPE CALCULATIONS
Morris&Ritchie Associate, Inc. January 2024
28

NO AA Atlas 14,Volume 2,Version 3
ye*op°*, Location name:Winston Salem,North Carolina, ,,""°°
AI y \ USA* none
Latitude:36.0517°, Longitude: -80.1593°
%�. Elevation:794 ft** 0�
"'Es°` *source:ESRI M Ts k'" M�'
M,�
**source:USG S
PO NT PRECIPITATIO NFREQ IENCY ESTIMATES
G M.Bonnin,D.Matin,B.Lin,T.Parzybok,M Yekta,and D.Riley
NO PA,National Weather Service,Silver Spring,M ayland al
110
i c v:I - •' t -e a r_ti
PF tabular I PF graphical I Maps & aerials . tervals are interpolated to
•-t-r i - r.i f.l i t- si y 0
PF tabular 4 40
PDS-based point precipitation frequency estimates w th 90% confidence intervals (in inches/hour)1
Average recurrence interval(years)
Duration l 1 2 51 5 5 0 2 0 1 00 2 00 5 00 1 000
5-m in 4.54 5.39 6.30 6.90 7.57 7.99 8.36 8.66 8.96 9.14
(4.19-4.92) (4.98-5.86) (5.80-6.84) (6.34-7.48) (6.92-8.18) (7.28-8.65) (7.57-9.06) (7.81-9.40) (8.00-9.73) (8.10-9.95)
10-m in 3.62 4.31 5.04 5.51 6.03 6.36 6.64 6.86 7.09 7.19
(3.34-3.93) (3.98-4.68) (4.64-5.48) (5.07-5.98) (5.52-6.52) (5.80-6.89) (6.02-7.20) (6.19-7.45) (6.33-7.70) (6.38-7.83)
15-m n 3.02 3.61 4.25 4.65 5.10 5.37 5.60 5.77 5.95 6.02
(2.78-3.28) (3.34-3.92) , (3.92-4.62) (4.28-5.04) (4.66-5.51) (4.89-5.82) (5.07-6.06) (5.20-6.26) (5.31-6.46) I (5.34-6.55)
30-m i� 2.07 2.49 3.02 3.37 3.77 4.04 4.29 4.49 4.73 4.88
(1.91-2.25) (2.30-2.71) (2.78-3.28) (3.10-3.65) (3.45-4.08) (3.68-4.38) (3.88-4.64) (4.05-4.88) (4.23-5.14) (4.32-5.31)
60-m h 1.29 1.56 1.94 2.19 2.51 2.74 2.95 3.15 3.39 3.56
(1.19-1.40) (1.45-1.70) (1.78-2.10) (2.02-2.38) (2.30-2.72) (2.50-2.97) (2.68-3.20) (2.84-3.42) (3.03-3.69) (3.15-3.87)
2-hr 0.757 0.919 1.15 1.31 1.52 1.68 1.84 1.98 2.17 2.31
(0.699-0.822) (0.848-1.00) (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 (1.92-2.36) (2.02-2.51)
3-hr 0.539 0.654 0.817 0.936 1.09 1.21 1.32 1.43 1.58 1.68
(0.497-0.585) (0.605-0.711) (0.753-0.886) (0.861-1.01) (0.996-1.18) (1.10-1.30) (1.19-1.43) (1.28-1.55) (1.39-1.70) (1.47-1.82)
6-hr 0.329 0.398 0.497 0.572 0.673 0.751 0.829 0.908 1.02 1.10
(0.304-0.358) (0.368-0.434) (0.458-0.541) (0.525-0.621) (0.613-0.729) (0.679-0.812) (0.744-0.896) (0.806-0.981) (0.886-1.10) (0.945-1.18)
12-hr 0.193 0.234 0.293 0.340 0.405 0.456 0.509 0.564 0.640 0.699
(0.178-0.211) (0.216-0.256) (0.270-0.320) (0.312-0.370) (0.367-0.439) (0.411-0.493) (0.454-0.549) (0.497-0.607) (0.554-0.689) (0.595-0.753)
24-hr 0.116 0.140 0.176 0.204 0.241 0.272 0.303 0.335 0.379 0.414
(0.108-0.126) (0.130-0.152) (0.163-0.190) (0.188-0.220) (0.222-0.261) (0.249-0.293) (0.277-0.327) (0.305-0.362) (0.342-0.411) (0.372-0.450)
2-day 0.067 0.081 0.101 0.116 0.136 0.152 0.168 0.184 0.207 0.224
(0.063-0.072) (0.076-0.087) (0.094-0.108) (0.108-0.124) (0.126-0.146) (0.140-0.163) (0.154-0.181) (0.169-0.199) (0.188-0.224) (0.203-0.243)
3-day 0.047 0.057 0.071 0.081 0.095 ' 0.107 0.118 ' 0.130 0.146 0.158
(0.044-0.051) (0.053-0.061) (0.066-0.076) (0.076-0.087) (0.089-0.102)i(0.099-0.115) (0.109-0.127) (0.119-0.140) (0.133-0.158) (0.144-0.172)
4-day 0.037 0.045 0.056 0.064 0.075 0.084 0.093 0.103 0.115 0.125
(0.035-0.040) (0.042-0.048) (0.052-0.060) (0.060-0.068) (0.070-0.080) (0.078-0.090) (0.086-0.100) (0.094-0.110) (0.105-0.125) (0.114-0.136)
7-day 0.024 0.029 0.036 0.041 0.047 0.053 0.059 0.064 0.072 0.078 I
(0.023-0.026) (0.027-0.031) (0.033-0.038) (0.038-0.043) (0.044-0.051) (0.049-0.057) (0.054-0.063) (0.059-0.069) (0.066-0.078) (0.071-0.084)
10-day 0.019 0.023 0.028 0.031 0.037 0.041 0.045 0.049 0.054 0.059
(0.018-0.020) (0.022-0.024) (0.026-0.029) (0.030-0.033) (0.034-0.039) (0.038-0.043) (0.041-0.048) (0.045-0.052) (0.050-0.058) (0.054-0.063)
20-day 0.013 0.015 0.018 0.020 0.024 0.026 0.028 0.031 0.034 0.037
(0.012-0.014) (0.014-0.016) (0.017-0.019) (0.019-0.022) (0.022-0.025) (0.024-0.028) (0.027-0.030) (0.029-0.033) (0.032-0.037) (0.034-0.040)
30-day 0.010 0.012 0.014 0.016 0.018 0.020 0.021 I 0.023 0.025 0.027
(0.010-0.011) (0.012-0.013) (0.014-0.015) (0.015-0.017) (0.017-0.019) (0.019-0.021) (0.020-0.023) (0.022-0.024) (0.024-0.027) (0.025-0.028)i
45-day 0.009 0.010 0.012 0.013 0.015 0.016 0.017 0.018 0.020 0.021
(0.008-0.009) (0.010-0.011) (0.011-0.012) (0.012-0.014) (0.014-0.015) (0.015-0.017) (0.016-0.018)1(0.017-0.019) (0.019-0.021) (0.020-0.022)
60-day 0.008 0.009 0.010 0.011 0.013 0.013 0.014 0.015 0.016 0.017
(0.007-0.008) (0.009-0.010) (0.010-0.011) (0.011-0.012) (0.012-0.013) (0.013-0.014) (0.014-0.015) (0.014-0.016) (0.015-0.017) (0.016-0.018)
1 Precipitation frequency(PF)estim des in this table are based on frequency analysis of partial duration series(PDS).
I Num hers in parenthesis are PF estim des at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estim des(for
a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estim des at upper bounds are not
checked against probable m acim u mprecipitation(PM P)estim des and may be higher than currently valid PM Pvalues.
i Please refer to NO PA Atlas 14 docum art for m cre inform lion.
Back to Top
PF graphical
29

PDS-based intensity-duration-frequency (IDF) curves
Latitude: 36.0517°, Longitude: -80.1593°
101 - Average recurrence
_— interval
`\ (years)
c — 1
100 _ 2
z..71 — b
.- — 25
o \ -` — 50
4 10-1 \� \ — 100
a \ — 200
u
t, I \ Soo
— 1000
10-2 -
r r I r f I i i I
c c c c c - - I L >. >.>. >, >, >. >. >.>,
•— — •— — — L L L L L f0 r0 ra nu N ra ra ra r0
p N A ry -0 -0-0 7 7 7 7 77
u1 4 Pir0 Duration r" N 4 r\ O N m y r0
101 - —
f
L
c
10° — Duration
c — 5-nln — 2-day
a
— 10-n1n — 3-day
c 15-min — 4-day
o
0 10-1 - - — 30-min — 7-day
" 60-Min - 10-day
.ua - 2-hr — 20-day
aJ
a` — 3-hr — 30-day
— 6-hr — 45-day
10-2 — 12-hr — 60-day
i t 1 t r , , r — 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):Fri Dec 8 18:47:59 2023
Back to Top
M aps & aerials
Small scale terrain
30

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r :�? � =s•i.. :.. Lynchburg
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•
he.'ill` NORTH CAR��LINA +
0 s
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100km arl Otte Fayetteville.
i
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Large scale map
- - Blacksburg ,,Roanoke
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instom8 4m Greensboro /
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heville North
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art offs
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Large scale aerial
31

Blacksburg •
•
•
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Johnson City
Winston-Salem
• •
Greensboro Durham•
Raleigh
evitle
North
Carolina
Charlotte
• FayetL_
100km
reer r
60mi
Back to Top
US Departm Ent of Corn m ece
National 0 manic and Atm aspheric Adm nistration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,M D20910
Q Lestions?:HDSC.Q Lestions(@.noaa.gov
Disclaimer
32

WINSTON-SALEM, FORSYTH, NORTH CAROLINA
DETERMINATION OF RUNOFF COEFFICIENTS
SAWMILL WOODS
CONTRACT# 21690x02
DESIGNED BY: AJH
CHECKED: DAA
STRUCTURE AREA(SF) WEIGHTED
NO IMPERVIOUS I OPEN TOTAL CN
SCM-1
1101 6926 3635 10561 0.728
1102 8971 4536 13507 0.732
1103 8383 3716 12099 0.746
Y 101 3375 15598 18973 0.489
Y 102 187! 13643 15518 0.460
1104 7179 3625 10804 0.732
1105 6189 11099 17288 0.579
SCM-2
1 201 9266 1637 10903 0.825
1202 497:, 1772 6745 0.769
1203 6790 2981 9771 0.747
1 204 3940 1278 5218 0.778
1 205 6882 5650 12532 0.675
1 206 261- 635 3252 0.802
1 207 3139 1059 4198 0.774
1 208 3618 1157 4775 0.779
1 209 3450 1557 5007 0.745
1 210 5621 1843 7464 0.777
1 211 4348 4013 8361 0.660
SCM-3
1301 7508 3560 11068 0.739
1 302 8380 4738 13118 0.719
Morris&Ritchie Associates of NC, PC 33 12/8/2023

WINSTON-SALEM, FORSYTH, NORTH CAROLINA
DETERMINATION OF RUNOFF COEFFICIENTS
SAWMILL WOODS
CONTRACT# 21690x02
DESIGNED BY: AJH
CHECKED: DAA
STRUCTURE AREA(SF) WEIGHTED
NO IMPERVIOUS I I OPEI TOTAL CN
1303 6153 l3E 13188 0.633
1304 6300 348E 9788 0.722
1305 C 352E 10257 0.728
1306 4637 7431 0.712
1307 4664 2431 7094 0.729
SCM-4A
1401 12762 808E 20850 0.706
1402 5960 1826 7786 0.783
1403 9362 5210 14572 0.721
1404 4136 9490 6626 0.712
1405 6375 346C 9844 0.724
1406 5806 29-14 8720 0.733
1407 2924 2848 5772 0.653
1408 6144 5121 11265 0.673
1409 6137 3048 9185 0.734
1410 5293 2253 7546 0.751
Y 400 2500 11852 14352 0.487
Y 401 3000 21094 24094 0.462
Y 402 775 11470 12245 0.432
Y 403 3750 LL`+/V 26220 0.472
SCM-4B&4C
1411 L 5020 4177 9197 0.673
34 Morris&Ritchie Associates of NC, PC 12/8/2023

WINSTON-SALEM, FORSYTH, NORTH CAROLINA
DETERMINATION OF RUNOFF COEFFICIENTS
SAWMILL WOODS
CONTRACT# 21690x02
DESIGNED BY: AJH
CHECKED: DAA
STRUCTURE AREA(SF) WEIGHTED
NO IMPERVIOUS I OPEN TOTAL CN
1412 6490 3973 10463 0.710
1413 2912 2722 5634 0.658
1414 565` 2868 9523 0.749
1415 3988 2724 6712 0.697
1416 6968 3620 10588 0.729
1417 5254 4192 9446 0.678
1418 223? 967 3200 0.749
1419 2018 2570 4588 0.620
1420 3218 2436 5654 0.685
1421 5112 3156 8268 0.709
1422 5308 3382 8690 0.705
1423 6193 3415 9608 0.722
Y 404 2255 9036 11291 0.500
Y 405 4870 18913 23783 0.502
Y 406 4500 20490 24990 0.490
1424 6098 4371 10469 0.691
1425 6666 2368 9034 0.769
1426 3280 244` 5725 0.686
1427 7099 3355 10454 0.740
1428 5780 2944 8724 0.731
1429 6122 2649 8771 0.749
Morris&Ritchie Associates of NC, PC 35 12/8/2023

WINSTON-SALEM, FORSYTH, NORTH CAROLINA
DETERMINATION OF RUNOFF COEFFICIENTS
SAWMILL WOODS
CONTRACT# 21690x02
DESIGNED BY: AJH
CHECKED: DAA
STRUCTURE AREA(SF) WEIGHTED
NO IMPERVIOUS I I OPEI TOTAL CN
1430 1985 105C 3035 0.727
1431 7123 10260 0.747
1432 2877 2586 5463 0.663
1433 2896 6557 9453 0.553
1434 3997 5223 9220 0.617
1435 2917 2944 32359 0.445
1436 320! 395, 7163 0.624
1437 2565 14865 0.486
1438 2291 5425 0.611
1439 4690 200', 6692 0.750
1440 6066 5525 11591 0.662
1441 12366 6011 18377 0.736
1442 5738 7196 7934 0.762
1443 1073 883E 19576 0.674
Y 407 45uu 20634 25134 0.490
Y 408 7012 24370 31382 0.512
Y 409 3750 20345 r 24095 0.478
Y 410 2875 12479 15354 0.494
Y 411 2000 10332 0.497
SCM-5
1501 5847 8504 0.744
36 Morris&Ritchie Associates of NC, PC 12/8/2023

WINSTON-SALEM, FORSYTH, NORTH CAROLINA
DETERMINATION OF RUNOFF COEFFICIENTS
SAWMILL WOODS
CONTRACT# 21690x02
DESIGNED BY: AJH
CHECKED: DAA
STRUCTURE AREA(SF) WEIGHTED
NO IMPERVIOUS I I OPEN TOTAL CN
1502 5128 3828 8956 0.686
1503 3464 4215 7679 0.626
1504 542f 3061 9487 0.739
1505 14474 4970 19444 0.772
1506 7166 3954 11120 0.722
1507 4673 2616 7289 0.721
1508 5760 3365 9125 0.716
1509 5406 4556 9962 0.671
1510 7916 3443 11359 0.748
1511 6996 3924 10920 0.720
1512 7476 3444 10920 0.742
1513 7496 3924 11420 0.728
1514 7476 3444 10920 0.742
1515 3687 1825 5512 0.734
1516 7216 3790 11006 0.728
BYPASS (600 SERIES)
1601 3167 959 4126 0.784
1602 2381 0 2381 0.900
1603 6133 1421 7554 0.806
1604 4342 3542 7884 0.675
1605 335E 1076 4432 0.779
1606 2490 2179 4669 0.667
37 Morris&Ritchie Associates of NC, PC 12/8/2023

WINSTON-SALEM, FORSYTH, NORTH CAROLINA
DETERMINATION OF RUNOFF COEFFICIENTS
SAWMILL WOODS
CONTRACT# 21690x02
DESIGNED BY: AJH
CHECKED: DAA
STRUCTURE AREA(SF) WEIGHTED
NO IMPERVIOUS I I OPEI TOTAL CN
1607 4414 2224 6638 0.732
1 608 2895 2517 5412 0.667
1 609 4202 2255 6457 0.725
1 610 5318 3437 8755 0.704
1 611 7322 3887 11209 0.727
Y 601 227! 9772 12047 0.494
Y 602 4500 j 14835 19335 0.516 _
BYPASS (700 SERIES)
1 701 6386 6143 12529 0.655
1 702 8239 3747 11986 0.744
1 703 2399 710 3109 0.786
1704 4225 2763 6988 0.702
1705 3186 1032 4218 0.778
1 706 821 C 4653 _ 12869 0.719
BYPASS (800 SERIES)
Y 801 6895 7645 0.449
Y 802 3630E 363056 0.400
38 Morris&Ritchie Associates of NC, PC 12/8/2023

WINSTON-SALEM, FORSYTH, NORTH CAROLINA
INLET COMPUTATION WORKSHEET
DESIGNED BY: BC/AJH CONTRACT: 21690 RAINFALL FACTORS:NOAA,2-YR
CHECKED: AJH PROJECT SAWMILL WOODS DURATION: 10 MIN.
LOCATION I ROADWAY I RUNOFF I INLET
�, Q a)L L
++
d C 0 d 0 0 c o o o V CO CO C CO y m REMARKS
Z O ;, R y C)co (� O C .-a) .0 �, Vl d p i co y
y :a > � O C w N w y ` p Q O w C m C C
f4 (n C
C fn W V R C E C co p 0 v W O
p r ~ re _V 1- p
p
(%) (%) (ac) (min) (in/hr) (cfs) (cfs) (cfs) (ft) (%) (cfs) (cfs)
5CM #1
I 105 2.00 2.00 0.40 0.58 10.00 4.00 0.919 0.000 0.919 5.22 87.8% 0.81 0.112 I 102
I104 2.00 2.00 0.25 0.73 10.00 4.00 0.726 0.000 0.726 4.61 91.6% 0.67 0.061 I101
Y 102 2.00 0.36 0.46 10.0C 4.00 0.656 0.000 0.656 (0.18) 98.7% 0.65 0.009 Y 101 Yard Inlet
'101 2 Or 0 44 0 49 10 nr 1_00 0 852 0 009 0 86 '0.12) 100.0% 0.86 0 000 -- Sump Yard Inlet
I 103 2.00 2.00 0.28 0.75 10.00 4.00 0.829 0.000 0.829 5.89 85.9% 0.71 0.117 I 102
I 102 0.60 2.00 0.31 0.73 10.00 4.00 0.908 0.229 1.137 7.29 100.0% 1.14 0.000 -- Roadway Sump
I 101 0.60 2.00 0.24 0.73 10.00 4.00 0.706 0.061 0.767 5.23 100.0% 0.767 0.000 -- Roadway Sump
5CM#2
I 211 6.60 2.00 0.19 0.66 10.00 4.00 0.507 0.000 0.507 2.44 99.9% 0.506 0.000 I 209
I 210 6.60 2.00 0.17 0.78 10.00 4.00 0.532 0.000 0.532 2.53 99.8% 0.531 0.001 I 208
I 209 7.00 2.00 0.11 0.74 10.00 4.00 0.342 0.000 0.343 1.94 100.0% 0.343 0.000 I 207
I 208 7.00 2.00 0.11 0.78 10.00 4.00 0.342 0.001 0.342 1.94 100.0% 0.342 0.000 I 206
I 207 7.00 2.00 0.10 0.77 10.00 4.00 0.298 0.000 0.298 1.84 100.0% 0.298 0.000 I 604
I 206 7.00 2.00 0.07 0.80 10.00 4.00 0.240 0.000 0.240 1.70 100.0% 0.240 0.000 I 603
I 205 2.00 2.00 0.29 0.67 10.00 4.00 0.776 0.000 0.776 4.77 90.6% 0.704 0.073 I 203
I 204 4.30 2.00 0.12 0.78 10.00 4.00 0.373 0.000 0.373 2.25 100.0% 0.373 0.000 I201
I 203 5.00 2.00 0.22 0.75 10.00 4.00 0.671 0.073 0.743 3.56 96.7% 0.719 0.025 I 202
I 202 2.80 2.00 0.15 0.77 10.00 4.00 0.476 0.025 0.501 3.32 98.0% 0.490 0.010 I201
Roadway Sump,
I 201 0.60 2.00 0.25 0.82 10.00 4.00 0.826 0.010 0.836 2.94 100.0% 0.836 0.000 --
Dbl. Inlet
5CM#3
I 307 I 2.40 2.00 I 0.16 0.73 10.00 4.00 0.475 0.000 0.475 I 3.38 97.8% 0.464 0.010 I 305 I I
39
Morris&Ritchie Associates of NC, PC 12/8/2023

WINSTON-SALEM, FORSYTH, NORTH CAROLINA
INLET COMPUTATION WORKSHEET
DESIGNED BY: BC/AJH CONTRACT: 21690 RAINFALL FACTORS:NOAA,2-YR
CHECKED: AJH PROJECT SAWMILL WOODS DURATION: 10 MIN.
LOCATION I ROADWAY I RUNOFF I INLET
Q
+,
+
L
� L
a CA
o C o oU Qa) '~o OU ° o CO a
co V CO d CO
p C) y
REMARKS
i yZ O co y C) U .C `. p co
cr.y a > L c w a) wED _y C (oOw C m c C
fn O 'co- C E C p 0 Ti,W U core re 0 v O p
(%) (%) (ac) (min) (in/hr) (cfs) (cfs) (cfs) (ft) (%) (cfs) (cfs)
I 306 2.40 2.00 0.17 0.71 10.00 4.00 0.486 0.010 0.496 3.48 97.4% 0.483 0.013 I 304
I 305 5.90 2.00 0.24 0.73 10.00 4.00 0.686 0.010 0.696 3.23 98.1% 0.683 0.013 1611
I 304 5.90 2.00 0.22 0.72 10.00 4.00 0.649 0.013 0.662 3.12 98.5% 0.652 0.010 I 610
I 303 4.80 2.00 0.30 0.63 10.00 4.00 0.767 0.000 0.767 3.68 96.1% 0.737 0.030 T 417
I 302 4.80 2.00 0.30 0.72 10.00 4.00 0.867 0.000 0.867 3.97 94.5% 0.819 0.047 I 301
I 301 1.00 2.00 0.25 0.74 10.00 4.00 0.751 0.087 0.838 5.92 93.7% 0.786 0.053 I 416 Dbl.Inlet
SCM#4A
403 3.00 0.60 0.47 10.00 4.00 1.135 0.000 1.135 (0.22) 97.4% 1.106 0.029 Y 402 IYard Inlet
'402 3.00 0.28 0.43 10.00 4.00 0.485 0.029 0.51E '0.08) 100.0% 0.515 0.000 -- Sump, Yard Inlet
/401 2.00 0.55 0.46 10.0C' 4.00 1.023 0.000 1.02: :0.13) 100.0% 1.023 0.00f lump, Yard Inlet
I 410 3.00 2.00 0.17 0.75 10.00 4.00 0.520 0.000 0.520 3.33 97.9% 0.509 0.011 I 405
I 409 3.00 2.00 0.21 0.73 10.00 4.00 0.619 0.000 0.619 3.73 96.1% 0.595 0.024 I 406
I 408 3.00 2.00 0.26 0.67 10.00 4.00 0.696 0.000 0.696 4.00 94.7% 0.659 0.037 I 401
I 407 3.50 2.00 0.13 0.65 10.00 4.00 0.346 0.000 0.346 2.31 100.0% 0.346 0.000 I 404
I 406 3.00 2.00 0.20 0.73 10.00 4.00 0.587 0.024 0.611 3.70 96.3% 0.588 0.023 I 404
I 405 3.00 2.00 0.23 0.72 10.00 4.00 0.654 0.011 0.665 3.89 95.3% 0.634 0.032 I 404
I 404 1.90 2.00 0.15 0.71 10.00 4.00 0.433 0.054 0.488 3.71 96.6% 0.471 0.017 I 402
I 403 1.10 2.00 0.33 0.72 10.00 4.00 0.965 0.000 0.965 4.85 91.5% 0.883 0.082 I 401
I 402 0.60 2.00 0.18 0.78 10.00 4.00 0.560 0.017 0.576 2.96 100.0% 0.576 0.000 -- Roadway Sump
Roadway Sump
I 401 0.60 2.00 0.48 0.71 10.00 4.00 1.352 0.119 1.471 6.76 100.0% 1.471 0.000 --
Dbl. Inlet
5CM#4B &4C
'409 I I 0.55 0.48 4.00 1.057 0.000 i.057 I (0.22) 97.7% 1.032 0. Y 408 I I
40
Morris&Ritchie Associates of NC, PC 12/8/2023

WINSTON-SALEM, FORSYTH, NORTH CAROLINA
INLET COMPUTATION WORKSHEET
DESIGNED BY: BC/AJH CONTRACT: 21690 RAINFALL FACTORS:NOAA,2-YR
CHECKED: AJH PROJECT SAWMILL WOODS DURATION: 10 MIN.
LOCATION I ROADWAY I RUNOFF I INLET
�, Q y
Lca L
0
o c o d 0
0 c o c o V �0 m co y m REMARKS
Z O ;, co y ZT (� O C .- L �, .(1)
d p i Q y
y :a O C w N w y ` p Q O w C m y C
_ as (� C
U) W V R c E C t p V v W O
p r ~ re _V 1- p
p
(%) (%) (ac) (min) (in/hr) (cfs) (cfs) (cfs) (ft) (%) (cfs) (cfs)
'408 L.iu u./e 0.51 iu.u. ,.uu 1.4/a u.ueo i.4,. ,u.If) iuu.uio 1.zw u.uuu - iump, Yard Inlet
'407 2.00 0.58 0.49 10.00 4.00 1.130 0.000 1.130 (0.14) 100.0% 1.130 0.000 -- Sump, Yard Inlet
'406 2.00 0.57 0.49 10.00 4.00 1.125 0.000 1.125 (0.25) 97.77. 1.099 0.026 Y 405 Yard Inlet
'405 2.00 0.55 0.50 10.00 4.00 1.097 0.026 1.123 (0.25) 97.7% 1.097 0.025 Y 404 Yard Inlet
4n4 2 nr n 2A n Fn in nr ^.nn n FIR n n9F n 44 rn ncn inn n i n F44 n nnn -- Sump, Yard Inlet
I 443 4.00 2.00 0.45 0.67 10.00 4.00 1.212 0.000 1.212 5.03 87.8% 1.064 0.148 I 441
I 442 4.00 2.00 0.18 0.76 10.00 4.00 0.555 0.000 0.555 3.16 98.5% 0.546 0.009 I 440
Roadway Sump
I 441 0.60 2.00 0.42 0.74 10.00 4.00 1.243 0.154 1.397 6.50 100.0% 1.397 0.000 --
Dbl. Inlet
I 440 0.60 2.00 0.27 0.66 10.00 4.00 0.704 0.009 0.713 4.91 100.0% 0.713 0.000 Roadway Sump
I 439 3.00 2.00 0.15 0.75 10.00 4.00 0.461 0.006 0.467 3.09 98.7% 0.461 0.006 I 441
I 438 3.00 2.00 0.12 0.61 10.00 4.00 0.304 0.000 0.304 2.20 100.0% 0.304 0.000 I 440
I 437 4.00 2.00 0.34 0.49 10.00 4.00 0.664 0.000 0.664 3.56 96.8% 0.643 0.021 I 435
I 436 4.00 2.00 0.16 0.62 10.00 4.00 0.410 0.000 0.410 2.51 99.9% 0.410 0.001 I 434
I 435 4.00 2.00 0.74 0.45 10.00 4.00 1.323 0.021 1.344 5.30 90.6% 1.217 0.127 I 432 Dbl.Inlet
I 434 4.00 2.00 0.21 0.62 10.00 4.00 0.522 0.001 0.523 3.03 99.3% 0.519 0.004 I 433
I 433 2.50 2.00 0.22 0.55 10.00 4.00 0.480 0.004 0.484 3.37 98.8% 0.478 0.006 I 431
I 432 2.10 2.00 0.13 0.66 10.00 4.00 0.333 0.127 0.459 3.45 98.8% 0.454 0.006 I 439
I 431 2.00 2.00 0.24 0.75 10.00 4.00 0.704 0.006 0.710 4.55 95.8% 0.680 0.030 I 429
I 430 2.00 2.00 0.07 0.73 10.00 4.00 0.203 0.000 0.203 2.02 100.0% 0.203 0.000 I 428
I 429 4.10 2.00 0.20 0.75 10.00 4.00 0.603 0.030 0.633 3.42 98.4% 0.623 0.010 I427
I 428 4.10 2.00 0.20 0.73 10.00 4.00 0.586 0.000 0.586 3.25 98.8% 0.579 0.007 I 426
I 427 4.00 2.00 0.24 0.74 10.00 4.00 0.710 0.010 0.720 3.74 97.4% 0.701 0.019 I 425
41
Morris&Ritchie Associates of NC, PC 12/8/2023

WINSTON-SALEM, FORSYTH, NORTH CAROLINA
INLET COMPUTATION WORKSHEET
DESIGNED BY: BC/AJH CONTRACT: 21690 RAINFALL FACTORS:NOAA,2-YR
CHECKED: AJH PROJECT SAWMILL WOODS DURATION: 10 MIN.
LOCATION I ROADWAY I RUNOFF I INLET
,, Q
L L
++
o Q '~ O °' CO a a N
o C o U d o 0 °' c o V CO m C) y REMARKS
Z O co y C)co U L �. N d p i co y
y :a > 6 O C w C w 2' y ` p Q O w C m C C
f4 (n C
C fn W U R C E C t p 0 ;a v W O
p
(%) (%) (ac) (min) (in/hr) (cfs) (cfs) (cfs) (ft) (%) (cfs) (cfs)
I 426 4.00 2.00 0.13 0.69 10.00 4.00 0.361 0.007 0.368 2.30 100.0% 0.368 0.000
I 423 4.50 2.00 0.22 0.72 10.00 4.00 0.637 0.000 0.637 3.33 97.87 0.623 0.014 I 421
I 422 4.50 2.00 0.20 0.71 10.00 4.00 0.563 0.000 0.563 3.06 98.8% 0.556 0.007 I 420
I 421 6.40 2.00 0.19 0.71 10.00 4.00 0.538 0.014 0.553 2.65 99.7% 0.551 0.002 I 419
I 420 6.40 2.00 0.13 0.68 10.00 4.00 0.355 0.007 0.362 2.02 100.0% 0.362 0.000 I 418
I 419 3.20 2.00 0.11 0.62 10.00 4.00 0.261 0.002 0.263 2.16 100.0% 0.263 0.000 I 417
I 418 3.20 2.00 0.07 0.75 10.00 4.00 0.220 0.000 0.220 1.91 100.0% 0.220 0.000 I 417
I 417 1.00 2.00 0.22 0.68 10.00 4.00 0.588 0.030 0.618 5.08 90.5% 0.559 0.059 I 415
I 416 1.00 2.00 0.24 0.73 10.00 4.00 0.709 0.053 0.761 5.65 87.4% 0.665 0.096 I 414
I 415 1.00 2.00 0.15 0.70 10.00 4.00 0.430 0.059 0.488 3.19 98.4% 0.481 0.008 I 413
I 414 1.50 2.00 0.22 0.75 10.00 4.00 0.655 0.096 0.752 5.06 89.5% 0.673 0.079 I 412
I 413 1.50 2.00 0.13 0.66 10.00 4.00 0.341 0.008 0.348 3.21 98.6% 0.343 0.005 I 411
I 412 4.00 2.00 0.24 0.71 10.00 4.00 0.682 0.079 0.761 3.87 95.2% 0.725 0.037 I 425
I 411 4.00 2.00 0.21 0.67 10.00 4.00 0.568 0.005 0.573 3.23 98.2% 0.563 0.010 I 424
I 425 0.60 2.00 0.21 0.77 10.00 4.00 0.638 0.056 0.693 4.78 100.0% 0.693 0.000 -- Roadway Sump
I 424 0.60 2.00 0.24 0.69 10.00 4.00 0.665 0.010 0.675 4.67 100.0% 0.675 0.000 -- Roadway Sump
SCM #5
I 516 3.00 2.00 0.25 0.73 10.00 4.00 0.736 0.000 0.736 4.14 93.9% 0.691 0.045 I 514
I 515 3.00 2.00 0.13 0.73 10.00 4.00 0.372 0.000 0.372 2.61 99.8% 0.371 0.001 I 513
I 514 3.00 2.00 0.25 0.74 10.00 4.00 0.744 0.045 0.789 4.30 92.9% 0.733 0.056 I 512
I 513 3.00 2.00 0.26 0.73 10.00 4.00 0.764 0.001 0.764 4.23 93.4% 0.714 0.051 I 511
I 512 3.00 2.00 0.25 0.74 10.00 4.00 0.744 0.056 0.800 4.34 92.7% 0.742 0.059 I 510
I 511 3.00 2.00 0.25 0.72 10.00 4.00 0.722 0.051 0.773 4.25 93.2% 0.720 0.053 I 509
42
Morris&Ritchie Associates of NC, PC 12/8/2023

WINSTON-SALEM, FORSYTH, NORTH CAROLINA
INLET COMPUTATION WORKSHEET
DESIGNED BY: BC/AJH CONTRACT: 21690 RAINFALL FACTORS:NOAA,2-YR
CHECKED: AJH PROJECT SAWMILL WOODS DURATION: 10 MIN.
LOCATION I ROADWAY I RUNOFF I INLET
�, Q y
L L
0
o C o d 0
0 °' c 0 0 CO m °� y REMARKS
Z O ;, co y ZT (� O C .- L , Vl d p i co y
y a > 6 O C w N w E) y ` p Q O w C m c C
f4 (n C
U) W V R E C t p 0 v W O
p r ~ re _V 1- p
p
(%) (%) (ac) (min) (in/hr) (cfs) (cfs) (cfs) (ft) (%) (cfs) (cfs)
I 510 3.00 2.00 0.26 0.75 10.00 4.00 0.781 0.059 0.839 4.46 92.0% 0.772 0.067 I 506
I 509 3.00 2.00 0.23 0.67 10.00 4.00 0.614 0.179 0.793 4.32 92.8% 0.736 0.057 I 508
I 508 3.00 2.00 0.21 0.72 10.00 4.00 0.600 0.057 0.657 3.87 95.4% 0.626 0.030 I 507
I 507 3.00 2.00 0.17 0.72 10.00 4.00 0.482 0.030 0.512 3.30 98.0% 0.502 0.010 I 505
I 506 3.00 2.00 0.26 0.72 10.00 4.00 0.737 0.067 0.805 4.35 92.6% 0.745 0.060 I 505
I 505 0.60 2.00 0.45 0.77 10.00 4.00 1.379 0.070 1.448 10.38 100.0% 1.448 0.000 I 506 Roadway Sump
I 504 7.00 2.00 0.22 0.74 10.00 4.00 0.644 0.000 0.644 2.87 99.2% 0.639 0.005 I 501
I 503 7.00 2.00 0.18 0.63 10.00 4.00 0.441 0.000 0.441 2.14 100.0% 0.441 0.000 I 502
I 502 7.00 2.00 0.21 0.69 10.00 4.00 0.564 0.000 0.564 2.59 99.8% 0.563 0.001 I 706
I 501 7.00 2.00 0.20 0.74 10.00 4.00 0.581 0.005 0.586 2.67 99.7% 0.584 0.002 I 705
BYPASS (600 SERIES)
Y 602 0.4', J.52 10.0C 0.917 0.000 J.91, :0.16) 97.5% 0.894 0.02. Y 601 (Yard Inlet
Y '^' 0.28 0.49 0.547 0.023 0.57( 0.09) 100.0% 0.570 0.00( Sump, Yard Inlet
I 611 6.00 2.00 0.26 0.73 10.00 4.00 0.748 0.013 0.761 3.41 97.4% 0.741 0.020 I 608
I 610 6.00 2.00 0.20 0.70 10.00 4.00 0.566 0.010 0.576 2.80 99.4% 0.572 0.003 I 609
I 609 6.00 2.00 0.15 0.73 10.00 4.00 0.430 0.003 0.433 2.22 100.0% 0.433 0.000 I 607
I 608 6.00 2.00 0.12 0.67 10.00 4.00 0.332 0.020 0.352 2.02 100.0% 0.352 0.000 I 606
I 607 6.00 2.00 0.15 0.73 10.00 4.00 0.446 0.000 0.446 2.28 100.0% 0.446 0.000 I 605
I 606 1.80 2.00 0.11 0.67 10.00 4.00 0.286 0.000 0.286 2.59 99.8% 0.285 0.001 I 602
I 605 1.80 2.00 0.10 0.78 10.00 4.00 0.317 0.000 0.317 2.81 99.5% 0.315 0.002 I 601
I 604 1.00 2.00 0.18 0.68 10.00 4.00 0.489 0.000 0.489 4.48 93.7% 0.458 0.031 I 602
I 603 1.00 2.00 0.17 0.81 10.00 4.00 0.559 0.000 0.559 4.82 91.9% 0.514 0.045 I 601
I 602 0.60 2.00 0.05 0.90 10.00 4.00 0.197 0.032 0.228 2.17 100.0% 0.228 0.000 -- Roadway Sump
43
Morris&Ritchie Associates of NC, PC 12/8/2023

WINSTON-SALEM, FORSYTH, NORTH CAROLINA
INLET COMPUTATION WORKSHEET
DESIGNED BY: BC/AJH CONTRACT: 21690 RAINFALL FACTORS:NOAA,2-YR
CHECKED: AJH PROJECT SAWMILL WOODS DURATION: 10 MIN.
LOCATION I ROADWAY I RUNOFF I INLET
�, Q y
: L E) m� s a v N
o c o OQa) '~o OU °C co CO
d p °i co
m
y
REMARKS
Z O ; R y T 0O ; L `, p co
co
ya > 6 C w a) w y4 (oOw C m C C
f O R c E C tp 0 W V _ v
O
p
(%) (%) (ac) (min) (in/hr) (cfs) (cfs) (cfs) (ft) (%) (cfs) (cfs)
I 601 I 0.60 2.00 I 0.09 0.78 10.00 4.00 0.297 0.047 0.344 I 2.44 100.0% 0.344 0.000 -- (Roadway Sump
BYPASS (700 SERIES)
I 706 5.00 2.00 0.30 0.72 10.00 4.00 0.850 0.001 0.851 3.87 95.0% 0.809 0.042 I 702
I 705 5.00 2.00 0.10 0.78 10.00 4.00 0.301 0.002 0.303 1.98 100.0% 0.303 0.000 I 701
I 704 1.70 2.00 0.16 0.70 10.00 4.00 0.451 0.000 0.451 3.65 96.9% 0.437 0.014 I 602
I 703 1.70 2.00 0.07 0.79 10.00 4.00 0.224 0.000 0.224 2.16 100.0% 0.224 0.000 I 601
Roadway Sump
I 702 0.60 2.00 0.28 0.74 10.00 4.00 0.819 0.056 0.875 2.99 100.0% 0.875 0.000 --
Dbl. Inlet
Roadway Sump
I 701 0.60 2.00 0.29 0.65 10.00 4.00 0.753 0.000 0.753 2.85 100.0% 0.753 0.000 --
Dbl. Inlet
BYPASS (800 SERIES)
Y 802 2.00 .. ...33 0.40 10.00 ..L 13.335 0.000 13.335 (0.44) 100.0% 13.335 0.000 0.0() Dbl.Inlet,Sump
Y 801 2.00 N/A 0.18 0.45 10.00 4.00 0.315 0.000 0.315 (0.06) 100.0% 0.315 0.00( 0.00 Sump
44
Morris&Ritchie Associates of NC, PC 12/8/2023

Worksheet for 1-101 (Sump)
Project Description
Solve For Spread
Input Data
Discharge 0.767 ft3/s
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Grate Width 2.16 ft
Grate Length 3.00 ft
Local Depression 1.00 in
Local Depression Width 3.00 ft
Grate Type Reticuline
Clogging 50.00 %
Results
Spread 5.23 ft
Depth 0.17 ft
Gutter Depression 0.06 ft
Total Depression 0.14 ft
Open Grate Area 2.59 ft2
Active Grate Weir Length 5.16 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRlnwMaster V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 12:52:16 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
45

Worksheet for 1-102 (Sump)
Project Description
Solve For Spread
Input Data
Discharge 1.137 ft3/s
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Grate Width 2.16 ft
Grate Length 3.00 ft
Local Depression 1.00 in
Local Depression Width 3.00 ft
Grate Type Reticuline
Clogging 50.00 %
Results
Spread 7.29 ft
Depth 0.21 ft
Gutter Depression 0.06 ft
Total Depression 0.14 ft
Open Grate Area 2.59 ft2
Active Grate Weir Length 5.16 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRlnwMaster V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 12:51:40 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
46

Worksheet for 1-103
Project Description
Solve For Efficiency
Input Data
Discharge 0.829 ft3/s
Slope 0.01000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 85.92 %
Intercepted Flow 0.71 ft3/s
Bypass Flow 0.12 ft3/s
Spread 5.89 ft
Depth 0.18 ft
Flow Area 0.41 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 2.01 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.32
Grate Flow Ratio 0.79
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRDpj Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 12:53:15 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
47

Worksheet for 1-104
Project Description
Solve For Efficiency
Input Data
Discharge 0.726 ft3/s
Slope 0.02000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 91.59 %
Intercepted Flow 0.66 ft3/s
Bypass Flow 0.06 ft3/s
Spread 4.61 ft
Depth 0.15 ft
Flow Area 0.28 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 2.62 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.23
Grate Flow Ratio 0.89
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRlnwMaster V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 12:52:57 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
48

Worksheet for 1-105
Project Description
Solve For Efficiency
Input Data
Discharge 0.919 ft3/s
Slope 0.02000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 87.77 %
Intercepted Flow 0.81 ft3/s
Bypass Flow 0.11 ft3/s
Spread 5.22 ft
Depth 0.16 ft
Flow Area 0.34 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 2.72 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.22
Grate Flow Ratio 0.84
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRDpj Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 12:52:36 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
49

Worksheet for 1-201 (SUMP)
Project Description
Solve For Spread
Input Data
Discharge 0.836 ft3/s
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.006 ft/ft
Grate Width 2.16 ft
Grate Length 6.00 ft
Local Depression 1.00 in
Local Depression Width 3.00 ft
Grate Type Reticuline
Clogging 50.00 %
Results
Spread 2.94 ft
Depth 0.14 ft
Gutter Depression 0.09 ft
Total Depression 0.17 ft
Open Grate Area 5.18 ft2
Active Grate Weir Length 8.16 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRlnwMaster V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 12:54:20 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
50

Worksheet for 1-202
Project Description
Solve For Efficiency
Input Data
Discharge 0.501 ft3/s
Slope 0.02800 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 97.95 %
Intercepted Flow 0.49 ft3/s
Bypass Flow 0.01 ft3/s
Spread 3.32 ft
Depth 0.13 ft
Flow Area 0.18 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 2.85 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.20
Grate Flow Ratio 0.97
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRDpj Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 12:59:11 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
51

Worksheet for 1-203
Project Description
Solve For Efficiency
Input Data
Discharge 0.743 ft3/s
Slope 0.05000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 96.70 %
Intercepted Flow 0.72 ft3/s
Bypass Flow 0.02 ft3/s
Spread 3.56 ft
Depth 0.13 ft
Flow Area 0.19 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.87 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.13
Grate Flow Ratio 0.96
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRlnwMaster V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 12:58:51 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
52

Worksheet for 1-204
Project Description
Solve For Efficiency
Input Data
Discharge 0.373 ft3/s
Slope 0.04300 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 100.00 %
Intercepted Flow 0.37 ft3/s
Bypass Flow 0.00 ft3/s
Spread 2.25 ft
Depth 0.11 ft
Flow Area 0.12 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.22 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.17
Grate Flow Ratio 1.00
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRlnwMaster V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 12:58:33 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
53

Worksheet for 1-205
Project Description
Solve For Efficiency
Input Data
Discharge 0.776 ft3/s
Slope 0.02000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 90.63 %
Intercepted Flow 0.70 ft3/s
Bypass Flow 0.07 ft3/s
Spread 4.77 ft
Depth 0.16 ft
Flow Area 0.29 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 2.65 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.22
Grate Flow Ratio 0.88
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRlnwMaster V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 12:58:13 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
54

Worksheet for 1-206
Project Description
Solve For Efficiency
Input Data
Discharge 0.240 ft3/s
Slope 0.07000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 100.00 %
Intercepted Flow 0.24 ft3/s
Bypass Flow 0.00 ft3/s
Spread 1.70 ft
Depth 0.08 ft
Flow Area 0.07 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.46 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.15
Grate Flow Ratio 1.00
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRlnwMaster V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 12:57:56 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
55

Worksheet for 1-207
Project Description
Solve For Efficiency
Input Data
Discharge 0.298 ft3/s
Slope 0.07000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 100.00 %
Intercepted Flow 0.30 ft3/s
Bypass Flow 0.00 ft3/s
Spread 1.84 ft
Depth 0.09 ft
Flow Area 0.08 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.65 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.14
Grate Flow Ratio 1.00
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRlnwMaster V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 12:57:37 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
56

Worksheet for 1-208
Project Description
Solve For Efficiency
Input Data
Discharge 0.342 ft3/s
Slope 0.07000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 100.00 %
Intercepted Flow 0.34 ft3/s
Bypass Flow 0.00 ft3/s
Spread 1.94 ft
Depth 0.09 ft
Flow Area 0.09 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.78 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.13
Grate Flow Ratio 1.00
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRDpj Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 12:55:34 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
57

Worksheet for 1-209
Project Description
Solve For Efficiency
Input Data
Discharge 0.343 ft3/s
Slope 0.07000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 100.00 %
Intercepted Flow 0.34 ft3/s
Bypass Flow 0.00 ft3/s
Spread 1.94 ft
Depth 0.09 ft
Flow Area 0.09 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.78 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.13
Grate Flow Ratio 1.00
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRDpj Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 12:55:15 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
58

Worksheet for 1-210
Project Description
Solve For Efficiency
Input Data
Discharge 0.532 ft3/s
Slope 0.06600 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 99.84 %
Intercepted Flow 0.53 ft3/s
Bypass Flow 0.00 ft3/s
Spread 2.53 ft
Depth 0.11 ft
Flow Area 0.13 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 4.11 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.12
Grate Flow Ratio 1.00
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRlnwMaster V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 12:54:57 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
59

Worksheet for 1-211
Project Description
Solve For Efficiency
Input Data
Discharge 0.507 ft3/s
Slope 0.06600 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 99.93 %
Intercepted Flow 0.51 ft3/s
Bypass Flow 0.00 ft3/s
Spread 2.44 ft
Depth 0.11 ft
Flow Area 0.12 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 4.07 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.12
Grate Flow Ratio 1.00
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRlnwMaster V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 12:54:36 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
60

Worksheet for 1301
Project Description
Solve For Efficiency
Input Data
Discharge 0.838 ft3/s
Slope 0.01000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 6.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 93.72 %
Intercepted Flow 0.79 ft3/s
Bypass Flow 0.05 ft3/s
Spread 5.92 ft
Depth 0.18 ft
Flow Area 0.42 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 2.02 ft/s
Splash Over Velocity 15.01 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.70
Grate Flow Ratio 0.79
Active Grate Length 6.00 ft
Messages
Messages Grate Length should be within the
defined range of HEC-22's Chart 5
(approx.0.5-4.5 ft/0.15-1.35 m).
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:03:38 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
61

Worksheet for 1302
Project Description
Solve For Efficiency
Input Data
Discharge 0.867 ft3/s
Slope 0.04800 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 94.53 %
Intercepted Flow 0.82 ft3/s
Bypass Flow 0.05 ft3/s
Spread 3.97 ft
Depth 0.14 ft
Flow Area 0.22 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.89 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.13
Grate Flow Ratio 0.94
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:03:20 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
62

Worksheet for 1303
Project Description
Solve For Efficiency
Input Data
Discharge 0.767 ft3/s
Slope 0.04800 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 96.12 %
Intercepted Flow 0.74 ft3/s
Bypass Flow 0.03 ft3/s
Spread 3.68 ft
Depth 0.13 ft
Flow Area 0.20 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.82 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.13
Grate Flow Ratio 0.96
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:03:04 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
63

Worksheet for 1304
Project Description
Solve For Efficiency
Input Data
Discharge 0.662 ft3/s
Slope 0.05900 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 98.52 %
Intercepted Flow 0.65 ft3/s
Bypass Flow 0.01 ft3/s
Spread 3.12 ft
Depth 0.12 ft
Flow Area 0.16 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 4.07 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.12
Grate Flow Ratio 0.98
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:02:45 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
64

Worksheet for 1305
Project Description
Solve For Efficiency
Input Data
Discharge 0.696 ft3/s
Slope 0.05900 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 98.12 %
Intercepted Flow 0.68 ft3/s
Bypass Flow 0.01 ft3/s
Spread 3.23 ft
Depth 0.13 ft
Flow Area 0.17 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 4.11 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.12
Grate Flow Ratio 0.98
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:02:28 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
65

Worksheet for 1306
Project Description
Solve For Efficiency
Input Data
Discharge 0.496 ft3/s
Slope 0.02400 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 97.42 %
Intercepted Flow 0.48 ft3/s
Bypass Flow 0.01 ft3/s
Spread 3.48 ft
Depth 0.13 ft
Flow Area 0.19 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 2.67 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.22
Grate Flow Ratio 0.97
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:02:09 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
66

Worksheet for 1307
Project Description
Solve For Efficiency
Input Data
Discharge 0.475 ft3/s
Slope 0.02400 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 97.81 %
Intercepted Flow 0.46 ft3/s
Bypass Flow 0.01 ft3/s
Spread 3.38 ft
Depth 0.13 ft
Flow Area 0.18 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 2.65 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.22
Grate Flow Ratio 0.97
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRDpj Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:01:51 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
67

Worksheet for 1-401 (SUMP)
Project Description
Solve For Spread
Input Data
Discharge 1.471 ft3/s
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Grate Width 2.16 ft
Grate Length 6.00 ft
Local Depression 1.00 in
Local Depression Width 3.00 ft
Grate Type Reticuline
Clogging 50.00 %
Results
Spread 6.76 ft
Depth 0.20 ft
Gutter Depression 0.06 ft
Total Depression 0.14 ft
Open Grate Area 5.18 ft2
Active Grate Weir Length 8.16 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:11:24 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
68

Worksheet for 1-402 (SUMP)
Project Description
Solve For Spread
Input Data
Discharge 0.576 ft3/s
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Grate Width 2.16 ft
Grate Length 3.00 ft
Local Depression 1.00 in
Local Depression Width 3.00 ft
Grate Type Reticuline
Clogging 50.00 %
Results
Spread 2.96 ft
Depth 0.14 ft
Gutter Depression 0.06 ft
Total Depression 0.14 ft
Open Grate Area 2.59 ft2
Active Grate Weir Length 5.16 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:11:06 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
69

Worksheet for 1-403
Project Description
Solve For Efficiency
Input Data
Discharge 0.594 ft3/s
Slope 0.01100 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 91.48 %
Intercepted Flow 0.54 ft3/s
Bypass Flow 0.05 ft3/s
Spread 4.85 ft
Depth 0.16 ft
Flow Area 0.30 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 1.97 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.33
Grate Flow Ratio 0.87
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:14:38 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
70

Worksheet for 1-404
Project Description
Solve For Efficiency
Input Data
Discharge 0.488 ft3/s
Slope 0.01900 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 96.56 %
Intercepted Flow 0.47 ft3/s
Bypass Flow 0.02 ft3/s
Spread 3.71 ft
Depth 0.13 ft
Flow Area 0.20 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 2.41 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.26
Grate Flow Ratio 0.95
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:14:21 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
71

Worksheet for 1-405
Project Description
Solve For Efficiency
Input Data
Discharge 0.665 ft3/s
Slope 0.03000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 95.26 %
Intercepted Flow 0.63 ft3/s
Bypass Flow 0.03 ft3/s
Spread 3.89 ft
Depth 0.14 ft
Flow Area 0.22 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.06 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.18
Grate Flow Ratio 0.94
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:14:03 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
72

Worksheet for 1-406
Project Description
Solve For Efficiency
Input Data
Discharge 0.611 ft3/s
Slope 0.03000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 96.28 %
Intercepted Flow 0.59 ft3/s
Bypass Flow 0.02 ft3/s
Spread 3.70 ft
Depth 0.13 ft
Flow Area 0.20 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.02 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.19
Grate Flow Ratio 0.95
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:13:47 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
73

Worksheet for 1-407
Project Description
Solve For Efficiency
Input Data
Discharge 0.346 ft3/s
Slope 0.03500 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 99.99 %
Intercepted Flow 0.35 ft3/s
Bypass Flow 0.00 ft3/s
Spread 2.31 ft
Depth 0.11 ft
Flow Area 0.12 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 2.92 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.20
Grate Flow Ratio 1.00
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRDpj Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:13:28 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
74

Worksheet for 1-408
Project Description
Solve For Efficiency
Input Data
Discharge 0.696 ft3/s
Slope 0.03000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 94.67 %
Intercepted Flow 0.66 ft3/s
Bypass Flow 0.04 ft3/s
Spread 4.00 ft
Depth 0.14 ft
Flow Area 0.23 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.09 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.18
Grate Flow Ratio 0.93
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:13:04 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
75

Worksheet for 1-409
Project Description
Solve For Efficiency
Input Data
Discharge 0.619 ft3/s
Slope 0.03000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 96.13 %
Intercepted Flow 0.60 ft3/s
Bypass Flow 0.02 ft3/s
Spread 3.73 ft
Depth 0.14 ft
Flow Area 0.20 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.03 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.18
Grate Flow Ratio 0.95
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:12:32 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
76

Worksheet for 1-410
Project Description
Solve For Efficiency
Input Data
Discharge 0.520 ft3/s
Slope 0.03000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 97.90 %
Intercepted Flow 0.51 ft3/s
Bypass Flow 0.01 ft3/s
Spread 3.33 ft
Depth 0.13 ft
Flow Area 0.18 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 2.95 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.19
Grate Flow Ratio 0.97
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:11:46 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
77

Worksheet for 1411
Project Description
Solve For Efficiency
Input Data
Discharge 0.573 ft3/s
Slope 0.04000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 98.21 %
Intercepted Flow 0.56 ft3/s
Bypass Flow 0.01 ft3/s
Spread 3.23 ft
Depth 0.13 ft
Flow Area 0.17 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.38 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.16
Grate Flow Ratio 0.98
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:19:19 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
78

Worksheet for 1412
Project Description
Solve For Efficiency
Input Data
Discharge 0.761 ft3/s
Slope 0.04000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 95.17 %
Intercepted Flow 0.72 ft3/s
Bypass Flow 0.04 ft3/s
Spread 3.87 ft
Depth 0.14 ft
Flow Area 0.22 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.53 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.15
Grate Flow Ratio 0.94
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:19:01 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
79

Worksheet for 1413
Project Description
Solve For Efficiency
Input Data
Discharge 0.348 ft3/s
Slope 0.01500 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 98.59 %
Intercepted Flow 0.34 ft3/s
Bypass Flow 0.00 ft3/s
Spread 3.21 ft
Depth 0.12 ft
Flow Area 0.17 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 2.07 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.31
Grate Flow Ratio 0.98
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:18:45 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
80

Worksheet for 1414
Project Description
Solve For Efficiency
Input Data
Discharge 0.752 ft3/s
Slope 0.01500 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 89.49 %
Intercepted Flow 0.67 ft3/s
Bypass Flow 0.08 ft3/s
Spread 5.06 ft
Depth 0.16 ft
Flow Area 0.32 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 2.34 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.27
Grate Flow Ratio 0.86
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:18:27 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
81

Worksheet for 1415
Project Description
Solve For Efficiency
Input Data
Discharge 0.488 ft3/s
Slope 0.03000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 98.42 %
Intercepted Flow 0.48 ft3/s
Bypass Flow 0.01 ft3/s
Spread 3.19 ft
Depth 0.12 ft
Flow Area 0.17 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 2.92 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.20
Grate Flow Ratio 0.98
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:18:10 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
82

Worksheet for 1416
Project Description
Solve For Efficiency
Input Data
Discharge 0.761 ft3/s
Slope 0.01000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 87.35 %
Intercepted Flow 0.66 ft3/s
Bypass Flow 0.10 ft3/s
Spread 5.65 ft
Depth 0.17 ft
Flow Area 0.38 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 1.98 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.33
Grate Flow Ratio 0.81
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:17:54 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
83

Worksheet for 1417
Project Description
Solve For Efficiency
Input Data
Discharge 0.618 ft3/s
Slope 0.01000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 90.49 %
Intercepted Flow 0.56 ft3/s
Bypass Flow 0.06 ft3/s
Spread 5.08 ft
Depth 0.16 ft
Flow Area 0.32 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 1.91 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.34
Grate Flow Ratio 0.86
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:17:37 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
84

Worksheet for 1418
Project Description
Solve For Efficiency
Input Data
Discharge 0.220 ft3/s
Slope 0.03200 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 100.00 %
Intercepted Flow 0.22 ft3/s
Bypass Flow 0.00 ft3/s
Spread 1.91 ft
Depth 0.09 ft
Flow Area 0.09 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 2.52 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.24
Grate Flow Ratio 1.00
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:01:30 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
85

Worksheet for 1419
Project Description
Solve For Efficiency
Input Data
Discharge 0.263 ft3/s
Slope 0.03200 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 100.00 %
Intercepted Flow 0.26 ft3/s
Bypass Flow 0.00 ft3/s
Spread 2.04 ft
Depth 0.10 ft
Flow Area 0.10 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 2.64 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.23
Grate Flow Ratio 1.00
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:01:15 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
86

Worksheet for 1420
Project Description
Solve For Efficiency
Input Data
Discharge 0.362 ft3/s
Slope 0.06400 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 100.00 %
Intercepted Flow 0.36 ft3/s
Bypass Flow 0.00 ft3/s
Spread 2.02 ft
Depth 0.10 ft
Flow Area 0.10 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.71 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.14
Grate Flow Ratio 1.00
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRDpj Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:00:55 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
87

Worksheet for 1421
Project Description
Solve For Efficiency
Input Data
Discharge 0.553 ft3/s
Slope 0.06400 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 99.70 %
Intercepted Flow 0.55 ft3/s
Bypass Flow 0.00 ft3/s
Spread 2.65 ft
Depth 0.11 ft
Flow Area 0.14 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 4.09 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.12
Grate Flow Ratio 1.00
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:00:38 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
88

Worksheet for 1422
Project Description
Solve For Efficiency
Input Data
Discharge 0.563 ft3/s
Slope 0.04500 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 98.76 %
Intercepted Flow 0.56 ft3/s
Bypass Flow 0.01 ft3/s
Spread 3.06 ft
Depth 0.12 ft
Flow Area 0.16 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.54 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.15
Grate Flow Ratio 0.99
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:00:17 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
89

Worksheet for 1423
Project Description
Solve For Efficiency
Input Data
Discharge 0.637 ft3/s
Slope 0.04500 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 97.77 %
Intercepted Flow 0.62 ft3/s
Bypass Flow 0.01 ft3/s
Spread 3.33 ft
Depth 0.13 ft
Flow Area 0.18 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.61 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.14
Grate Flow Ratio 0.97
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRlnwMaster V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 12:59:57 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
90

Worksheet for 1424 (SUMP)
Project Description
Solve For Spread
Input Data
Discharge 0.675 ft3/s
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Grate Width 2.16 ft
Grate Length 3.00 ft
Local Depression 1.00 in
Local Depression Width 3.00 ft
Grate Type Reticuline
Clogging 50.00 %
Results
Spread 4.67 ft
Depth 0.15 ft
Gutter Depression 0.06 ft
Total Depression 0.14 ft
Open Grate Area 2.59 ft2
Active Grate Weir Length 5.16 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:16:13 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
91

Worksheet for 1425 (SUMP)
Project Description
Solve For Spread
Input Data
Discharge 0.693 ft3/s
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Grate Width 2.16 ft
Grate Length 3.00 ft
Local Depression 1.00 in
Local Depression Width 3.00 ft
Grate Type Reticuline
Clogging 50.00 %
Results
Spread 4.78 ft
Depth 0.16 ft
Gutter Depression 0.06 ft
Total Depression 0.14 ft
Open Grate Area 2.59 ft2
Active Grate Weir Length 5.16 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:15:55 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
92

Worksheet for 1426
Project Description
Solve For Efficiency
Input Data
Discharge 0.368 ft3/s
Slope 0.04000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 6.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 99.99 %
Intercepted Flow 0.37 ft3/s
Bypass Flow 0.00 ft3/s
Spread 2.30 ft
Depth 0.11 ft
Flow Area 0.12 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.12 ft/s
Splash Over Velocity 15.01 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.51
Grate Flow Ratio 1.00
Active Grate Length 6.00 ft
Messages
Messages Grate Length should be within the
defined range of HEC-22's Chart 5
(approx.0.5-4.5 ft/0.15-1.35 m).
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:24:25 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
93

Worksheet for 1427
Project Description
Solve For Efficiency
Input Data
Discharge 0.720 ft3/s
Slope 0.04000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 6.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 97.39 %
Intercepted Flow 0.70 ft3/s
Bypass Flow 0.02 ft3/s
Spread 3.74 ft
Depth 0.14 ft
Flow Area 0.21 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.50 ft/s
Splash Over Velocity 15.01 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.46
Grate Flow Ratio 0.95
Active Grate Length 6.00 ft
Messages
Messages Grate Length should be within the
defined range of HEC-22's Chart 5
(approx.0.5-4.5 ft/0.15-1.35 m).
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:24:06 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
94

Worksheet for 1428
Project Description
Solve For Efficiency
Input Data
Discharge 0.586 ft3/s
Slope 0.04100 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 6.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 98.83 %
Intercepted Flow 0.58 ft3/s
Bypass Flow 0.01 ft3/s
Spread 3.25 ft
Depth 0.13 ft
Flow Area 0.17 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.43 ft/s
Splash Over Velocity 15.01 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.47
Grate Flow Ratio 0.98
Active Grate Length 6.00 ft
Messages
Messages Grate Length should be within the
defined range of HEC-22's Chart 5
(approx.0.5-4.5 ft/0.15-1.35 m).
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:23:51 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
95

Worksheet for 1429
Project Description
Solve For Efficiency
Input Data
Discharge 0.633 ft3/s
Slope 0.04100 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 6.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 98.38 %
Intercepted Flow 0.62 ft3/s
Bypass Flow 0.01 ft3/s
Spread 3.42 ft
Depth 0.13 ft
Flow Area 0.18 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.47 ft/s
Splash Over Velocity 15.01 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.47
Grate Flow Ratio 0.97
Active Grate Length 6.00 ft
Messages
Messages Grate Length should be within the
defined range of HEC-22's Chart 5
(approx.0.5-4.5 ft/0.15-1.35 m).
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:23:30 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
96

Worksheet for 1430
Project Description
Solve For Efficiency
Input Data
Discharge 0.203 ft3/s
Slope 0.02000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 6.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 100.00 %
Intercepted Flow 0.20 ft3/s
Bypass Flow 0.00 ft3/s
Spread 2.02 ft
Depth 0.10 ft
Flow Area 0.10 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 2.07 ft/s
Splash Over Velocity 15.01 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.69
Grate Flow Ratio 1.00
Active Grate Length 6.00 ft
Messages
Messages Grate Length should be within the
defined range of HEC-22's Chart 5
(approx.0.5-4.5 ft/0.15-1.35 m).
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:23:08 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
97

Worksheet for 1431
Project Description
Solve For Efficiency
Input Data
Discharge 0.710 ft3/s
Slope 0.02000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 6.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 95.78 %
Intercepted Flow 0.68 ft3/s
Bypass Flow 0.03 ft3/s
Spread 4.55 ft
Depth 0.15 ft
Flow Area 0.27 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 2.61 ft/s
Splash Over Velocity 15.01 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.59
Grate Flow Ratio 0.90
Active Grate Length 6.00 ft
Messages
Messages Grate Length should be within the
defined range of HEC-22's Chart 5
(approx.0.5-4.5 ft/0.15-1.35 m).
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:22:50 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
98

Worksheet for 1432
Project Description
Solve For Efficiency
Input Data
Discharge 0.459 ft3/s
Slope 0.02100 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 6.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 98.77 %
Intercepted Flow 0.45 ft3/s
Bypass Flow 0.01 ft3/s
Spread 3.45 ft
Depth 0.13 ft
Flow Area 0.18 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 2.49 ft/s
Splash Over Velocity 15.01 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.61
Grate Flow Ratio 0.97
Active Grate Length 6.00 ft
Messages
Messages Grate Length should be within the
defined range of HEC-22's Chart 5
(approx.0.5-4.5 ft/0.15-1.35 m).
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:22:09 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
99

Worksheet for 1433
Project Description
Solve For Efficiency
Input Data
Discharge 0.484 ft3/s
Slope 0.02500 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 6.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 98.82 %
Intercepted Flow 0.48 ft3/s
Bypass Flow 0.01 ft3/s
Spread 3.37 ft
Depth 0.13 ft
Flow Area 0.18 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 2.70 ft/s
Splash Over Velocity 15.01 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.58
Grate Flow Ratio 0.97
Active Grate Length 6.00 ft
Messages
Messages Grate Length should be within the
defined range of HEC-22's Chart 5
(approx.0.5-4.5 ft/0.15-1.35 m).
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:21:52 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
100

Worksheet for 1434
Project Description
Solve For Efficiency
Input Data
Discharge 0.523 ft3/s
Slope 0.04000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 6.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 99.31 %
Intercepted Flow 0.52 ft3/s
Bypass Flow 0.00 ft3/s
Spread 3.03 ft
Depth 0.12 ft
Flow Area 0.16 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.33 ft/s
Splash Over Velocity 15.01 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.48
Grate Flow Ratio 0.99
Active Grate Length 6.00 ft
Messages
Messages Grate Length should be within the
defined range of HEC-22's Chart 5
(approx.0.5-4.5 ft/0.15-1.35 m).
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:21:37 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
101

Worksheet for 1435
Project Description
Solve For Efficiency
Input Data
Discharge 1.344 ft3/s
Slope 0.04000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 6.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 90.57 %
Intercepted Flow 1.22 ft3/s
Bypass Flow 0.13 ft3/s
Spread 5.30 ft
Depth 0.17 ft
Flow Area 0.35 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.88 ft/s
Splash Over Velocity 15.01 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.42
Grate Flow Ratio 0.84
Active Grate Length 6.00 ft
Messages
Messages Grate Length should be within the
defined range of HEC-22's Chart 5
(approx.0.5-4.5 ft/0.15-1.35 m).
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:21:19 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
102

Worksheet for 1436
Project Description
Solve For Efficiency
Input Data
Discharge 0.410 ft3/s
Slope 0.04000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 99.87 %
Intercepted Flow 0.41 ft3/s
Bypass Flow 0.00 ft3/s
Spread 2.51 ft
Depth 0.11 ft
Flow Area 0.13 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.19 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.17
Grate Flow Ratio 1.00
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:21:04 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
103

Worksheet for 1437
Project Description
Solve For Efficiency
Input Data
Discharge 0.664 ft3/s
Slope 0.04000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 96.80 %
Intercepted Flow 0.64 ft3/s
Bypass Flow 0.02 ft3/s
Spread 3.56 ft
Depth 0.13 ft
Flow Area 0.19 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.46 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.15
Grate Flow Ratio 0.96
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:20:46 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
104

Worksheet for 1438
Project Description
Solve For Efficiency
Input Data
Discharge 0.304 ft3/s
Slope 0.03000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 100.00 %
Intercepted Flow 0.30 ft3/s
Bypass Flow 0.00 ft3/s
Spread 2.20 ft
Depth 0.10 ft
Flow Area 0.11 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 2.67 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.22
Grate Flow Ratio 1.00
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:20:28 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
105

Worksheet for 1439
Project Description
Solve For Efficiency
Input Data
Discharge 0.467 ft3/s
Slope 0.03000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 98.73 %
Intercepted Flow 0.46 ft3/s
Bypass Flow 0.01 ft3/s
Spread 3.09 ft
Depth 0.12 ft
Flow Area 0.16 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 2.90 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.20
Grate Flow Ratio 0.98
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:20:10 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
106

Worksheet for 1440 (SUMP)
Project Description
Solve For Spread
Input Data
Discharge 0.713 ft3/s
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Grate Width 2.16 ft
Grate Length 3.00 ft
Local Depression 1.00 in
Local Depression Width 3.00 ft
Grate Type Reticuline
Clogging 50.00 %
Results
Spread 4.91 ft
Depth 0.16 ft
Gutter Depression 0.06 ft
Total Depression 0.14 ft
Open Grate Area 2.59 ft2
Active Grate Weir Length 5.16 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:17:18 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
107

Worksheet for 1441 (SUMP)
Project Description
Solve For Spread
Input Data
Discharge 1.397 ft3/s
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Grate Width 2.16 ft
Grate Length 6.00 ft
Local Depression 1.00 in
Local Depression Width 3.00 ft
Grate Type Reticuline
Clogging 50.00 %
Results
Spread 6.50 ft
Depth 0.19 ft
Gutter Depression 0.06 ft
Total Depression 0.14 ft
Open Grate Area 5.18 ft2
Active Grate Weir Length 8.16 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:16:32 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
108

Worksheet for 1442
Project Description
Solve For Efficiency
Input Data
Discharge 0.555 ft3/s
Slope 0.04000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 98.46 %
Intercepted Flow 0.55 ft3/s
Bypass Flow 0.01 ft3/s
Spread 3.16 ft
Depth 0.12 ft
Flow Area 0.16 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.36 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.16
Grate Flow Ratio 0.98
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:19:53 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
109

Worksheet for 1443
Project Description
Solve For Efficiency
Input Data
Discharge 1.212 ft3/s
Slope 0.04000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.02 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 87.78 %
Intercepted Flow 1.06 ft3/s
Bypass Flow 0.15 ft3/s
Spread 5.03 ft
Depth 0.16 ft
Flow Area 0.32 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.81 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.13
Grate Flow Ratio 0.86
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:19:33 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
110

Worksheet for 1501
Project Description
Solve For Efficiency
Input Data
Discharge 0.586 ft3/s
Slope 0.07000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 99.65 %
Intercepted Flow 0.58 ft3/s
Bypass Flow 0.00 ft3/s
Spread 2.67 ft
Depth 0.11 ft
Flow Area 0.14 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 4.28 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.11
Grate Flow Ratio 1.00
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:26:26 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
111

Worksheet for 1502
Project Description
Solve For Efficiency
Input Data
Discharge 0.564 ft3/s
Slope 0.07000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 99.77 %
Intercepted Flow 0.56 ft3/s
Bypass Flow 0.00 ft3/s
Spread 2.59 ft
Depth 0.11 ft
Flow Area 0.13 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 4.25 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.11
Grate Flow Ratio 1.00
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRDpj Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:26:11 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
112

Worksheet for 1503
Project Description
Solve For Efficiency
Input Data
Discharge 0.441 ft3/s
Slope 0.07000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 100.00 %
Intercepted Flow 0.44 ft3/s
Bypass Flow 0.00 ft3/s
Spread 2.14 ft
Depth 0.10 ft
Flow Area 0.11 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 4.03 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.12
Grate Flow Ratio 1.00
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:25:55 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
113

Worksheet for 1504
Project Description
Solve For Efficiency
Input Data
Discharge 0.644 ft3/s
Slope 0.07000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 99.24 %
Intercepted Flow 0.64 ft3/s
Bypass Flow 0.00 ft3/s
Spread 2.87 ft
Depth 0.12 ft
Flow Area 0.15 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 4.36 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.11
Grate Flow Ratio 0.99
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:25:37 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
114

Worksheet for 1505 (SUMP)
Project Description
Solve For Spread
Input Data
Discharge 1.448 ft3/s
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Grate Width 2.16 ft
Grate Length 3.00 ft
Local Depression 1.00 in
Local Depression Width 2.00 ft
Grate Type Reticuline
Clogging 50.00 %
Results
Spread 10.38 ft
Depth 0.27 ft
Gutter Depression 0.06 ft
Total Depression 0.14 ft
Open Grate Area 2.59 ft2
Active Grate Weir Length 5.16 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:26:45 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
115

Worksheet for 1506
Project Description
Solve For Efficiency
Input Data
Discharge 0.805 ft3/s
Slope 0.03000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 92.60 %
Intercepted Flow 0.75 ft3/s
Bypass Flow 0.06 ft3/s
Spread 4.35 ft
Depth 0.15 ft
Flow Area 0.25 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.16 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.17
Grate Flow Ratio 0.91
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:29:49 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
116

Worksheet for 1507
Project Description
Solve For Efficiency
Input Data
Discharge 0.512 ft3/s
Slope 0.03000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 98.03 %
Intercepted Flow 0.50 ft3/s
Bypass Flow 0.01 ft3/s
Spread 3.30 ft
Depth 0.13 ft
Flow Area 0.17 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 2.94 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.19
Grate Flow Ratio 0.98
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:29:34 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
117

Worksheet for 1508
Project Description
Solve For Efficiency
Input Data
Discharge 0.657 ft3/s
Slope 0.03000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 95.41 %
Intercepted Flow 0.63 ft3/s
Bypass Flow 0.03 ft3/s
Spread 3.87 ft
Depth 0.14 ft
Flow Area 0.21 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.06 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.18
Grate Flow Ratio 0.94
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:29:17 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
118

Worksheet for 1509
Project Description
Solve For Efficiency
Input Data
Discharge 0.793 ft3/s
Slope 0.03000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 92.82 %
Intercepted Flow 0.74 ft3/s
Bypass Flow 0.06 ft3/s
Spread 4.32 ft
Depth 0.15 ft
Flow Area 0.25 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.15 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.17
Grate Flow Ratio 0.91
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:28:56 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
119

Worksheet for 1510
Project Description
Solve For Efficiency
Input Data
Discharge 0.839 ft3/s
Slope 0.03000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 91.96 %
Intercepted Flow 0.77 ft3/s
Bypass Flow 0.07 ft3/s
Spread 4.46 ft
Depth 0.15 ft
Flow Area 0.26 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.18 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.17
Grate Flow Ratio 0.90
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:28:37 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
120

Worksheet for 1511
Project Description
Solve For Efficiency
Input Data
Discharge 0.773 ft3/s
Slope 0.03000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 93.20 %
Intercepted Flow 0.72 ft3/s
Bypass Flow 0.05 ft3/s
Spread 4.25 ft
Depth 0.15 ft
Flow Area 0.25 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.14 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.18
Grate Flow Ratio 0.92
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:28:22 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
121

Worksheet for 1512
Project Description
Solve For Efficiency
Input Data
Discharge 0.800 ft3/s
Slope 0.03000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 92.69 %
Intercepted Flow 0.74 ft3/s
Bypass Flow 0.06 ft3/s
Spread 4.34 ft
Depth 0.15 ft
Flow Area 0.25 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.15 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.17
Grate Flow Ratio 0.91
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:28:03 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
122

Worksheet for 1513
Project Description
Solve For Efficiency
Input Data
Discharge 0.764 ft3/s
Slope 0.03000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 93.37 %
Intercepted Flow 0.71 ft3/s
Bypass Flow 0.05 ft3/s
Spread 4.23 ft
Depth 0.15 ft
Flow Area 0.24 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.13 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.18
Grate Flow Ratio 0.92
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:27:50 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
123

Worksheet for 1514
Project Description
Solve For Efficiency
Input Data
Discharge 0.789 ft3/s
Slope 0.03000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 92.90 %
Intercepted Flow 0.73 ft3/s
Bypass Flow 0.06 ft3/s
Spread 4.30 ft
Depth 0.15 ft
Flow Area 0.25 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.15 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.17
Grate Flow Ratio 0.91
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:27:35 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
124

Worksheet for 1515
Project Description
Solve For Efficiency
Input Data
Discharge 0.372 ft3/s
Slope 0.03000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 99.78 %
Intercepted Flow 0.37 ft3/s
Bypass Flow 0.00 ft3/s
Spread 2.61 ft
Depth 0.11 ft
Flow Area 0.13 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 2.79 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.21
Grate Flow Ratio 1.00
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:27:15 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
125

Worksheet for 1516
Project Description
Solve For Efficiency
Input Data
Discharge 0.736 ft3/s
Slope 0.03000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 93.90 %
Intercepted Flow 0.69 ft3/s
Bypass Flow 0.04 ft3/s
Spread 4.14 ft
Depth 0.14 ft
Flow Area 0.24 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.11 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.18
Grate Flow Ratio 0.93
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:26:59 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
126

Worksheet for 1601 (SUMP)
Project Description
Solve For Spread
Input Data
Discharge 0.344 ft3/s
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.006 ft/ft
Grate Width 2.16 ft
Grate Length 3.00 ft
Local Depression 1.00 in
Local Depression Width 3.00 ft
Grate Type Reticuline
Clogging 50.00 %
Results
Spread 2.44 ft
Depth 0.10 ft
Gutter Depression 0.09 ft
Total Depression 0.17 ft
Open Grate Area 2.59 ft2
Active Grate Weir Length 5.16 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:30:32 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
127

Worksheet for 1602 (SUMP)
Project Description
Solve For Spread
Input Data
Discharge 0.228 ft3/s
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.006 ft/ft
Grate Width 2.16 ft
Grate Length 3.00 ft
Local Depression 1.00 in
Local Depression Width 3.00 ft
Grate Type Reticuline
Clogging 50.00 %
Results
Spread 2.17 ft
Depth 0.08 ft
Gutter Depression 0.09 ft
Total Depression 0.17 ft
Open Grate Area 2.59 ft2
Active Grate Weir Length 5.16 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:30:13 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
128

Worksheet for 1603
Project Description
Solve For Efficiency
Input Data
Discharge 0.559 ft3/s
Slope 0.01000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 91.90 %
Intercepted Flow 0.51 ft3/s
Bypass Flow 0.05 ft3/s
Spread 4.82 ft
Depth 0.16 ft
Flow Area 0.30 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 1.88 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.35
Grate Flow Ratio 0.88
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:33:00 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
129

Worksheet for 1604
Project Description
Solve For Efficiency
Input Data
Discharge 0.489 ft3/s
Slope 0.01000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 93.65 %
Intercepted Flow 0.46 ft3/s
Bypass Flow 0.03 ft3/s
Spread 4.48 ft
Depth 0.15 ft
Flow Area 0.27 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 1.84 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.36
Grate Flow Ratio 0.90
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:32:39 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
130

Worksheet for 1605
Project Description
Solve For Efficiency
Input Data
Discharge 0.317 ft3/s
Slope 0.01800 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 99.51 %
Intercepted Flow 0.32 ft3/s
Bypass Flow 0.00 ft3/s
Spread 2.81 ft
Depth 0.12 ft
Flow Area 0.14 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 2.20 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.29
Grate Flow Ratio 0.99
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:32:24 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
131

Worksheet for 1606
Project Description
Solve For Efficiency
Input Data
Discharge 0.286 ft3/s
Slope 0.01800 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 99.82 %
Intercepted Flow 0.29 ft3/s
Bypass Flow 0.00 ft3/s
Spread 2.59 ft
Depth 0.11 ft
Flow Area 0.13 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 2.16 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.30
Grate Flow Ratio 1.00
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:32:07 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
132

Worksheet for 1607
Project Description
Solve For Efficiency
Input Data
Discharge 0.446 ft3/s
Slope 0.06000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 99.99 %
Intercepted Flow 0.45 ft3/s
Bypass Flow 0.00 ft3/s
Spread 2.28 ft
Depth 0.11 ft
Flow Area 0.12 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.81 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.13
Grate Flow Ratio 1.00
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:31:52 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
133

Worksheet for 1608
Project Description
Solve For Efficiency
Input Data
Discharge 0.352 ft3/s
Slope 0.06000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 100.00 %
Intercepted Flow 0.35 ft3/s
Bypass Flow 0.00 ft3/s
Spread 2.02 ft
Depth 0.10 ft
Flow Area 0.10 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.59 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.14
Grate Flow Ratio 1.00
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:31:35 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
134

Worksheet for 1609
Project Description
Solve For Efficiency
Input Data
Discharge 0.433 ft3/s
Slope 0.06000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 100.00 %
Intercepted Flow 0.43 ft3/s
Bypass Flow 0.00 ft3/s
Spread 2.22 ft
Depth 0.10 ft
Flow Area 0.11 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.78 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.13
Grate Flow Ratio 1.00
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:31:19 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
135

Worksheet for 1610
Project Description
Solve For Efficiency
Input Data
Discharge 0.576 ft3/s
Slope 0.06000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 99.42 %
Intercepted Flow 0.57 ft3/s
Bypass Flow 0.00 ft3/s
Spread 2.80 ft
Depth 0.12 ft
Flow Area 0.14 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 4.01 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.12
Grate Flow Ratio 0.99
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:31:02 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
136

Worksheet for 1611
Project Description
Solve For Efficiency
Input Data
Discharge 0.761 ft3/s
Slope 0.06000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 97.36 %
Intercepted Flow 0.74 ft3/s
Bypass Flow 0.02 ft3/s
Spread 3.41 ft
Depth 0.13 ft
Flow Area 0.18 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 4.19 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.11
Grate Flow Ratio 0.97
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:30:49 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
137

Worksheet for 1701 (SUMP)
Project Description
Solve For Spread
Input Data
Discharge 0.753 ft3/s
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.006 ft/ft
Grate Width 2.16 ft
Grate Length 6.00 ft
Local Depression 1.00 in
Local Depression Width 3.00 ft
Grate Type Reticuline
Clogging 50.00 %
Results
Spread 2.85 ft
Depth 0.13 ft
Gutter Depression 0.09 ft
Total Depression 0.17 ft
Open Grate Area 5.18 ft2
Active Grate Weir Length 8.16 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:34:12 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
138

Worksheet for 1702 (SUMP)
Project Description
Solve For Spread
Input Data
Discharge 0.875 ft3/s
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.006 ft/ft
Grate Width 2.16 ft
Grate Length 6.00 ft
Local Depression 1.00 in
Local Depression Width 3.00 ft
Grate Type Reticuline
Clogging 50.00 %
Results
Spread 2.99 ft
Depth 0.14 ft
Gutter Depression 0.09 ft
Total Depression 0.17 ft
Open Grate Area 5.18 ft2
Active Grate Weir Length 8.16 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:33:54 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
139

Worksheet for 1703
Project Description
Solve For Efficiency
Input Data
Discharge 0.224 ft3/s
Slope 0.01700 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 100.00 %
Intercepted Flow 0.22 ft3/s
Bypass Flow 0.00 ft3/s
Spread 2.16 ft
Depth 0.10 ft
Flow Area 0.11 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 2.00 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.32
Grate Flow Ratio 1.00
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:35:13 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
140

Worksheet for 1704
Project Description
Solve For Efficiency
Input Data
Discharge 0.451 ft3/s
Slope 0.01700 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 96.89 %
Intercepted Flow 0.44 ft3/s
Bypass Flow 0.01 ft3/s
Spread 3.65 ft
Depth 0.13 ft
Flow Area 0.20 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 2.27 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.28
Grate Flow Ratio 0.96
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:34:57 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
141

Worksheet for 1705
Project Description
Solve For Efficiency
Input Data
Discharge 0.303 ft3/s
Slope 0.05000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 100.00 %
Intercepted Flow 0.30 ft3/s
Bypass Flow 0.00 ft3/s
Spread 1.98 ft
Depth 0.09 ft
Flow Area 0.09 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.23 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.17
Grate Flow Ratio 1.00
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:34:43 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
142

Worksheet for 1706
Project Description
Solve For Efficiency
Input Data
Discharge 0.851 ft3/s
Slope 0.05000 ft/ft
Gutter Width 2.16 ft
Gutter Cross Slope 0.048 ft/ft
Road Cross Slope 0.020 ft/ft
Roughness Coefficient 0.016
Grate Width 2.16 ft
Grate Length 3.00 ft
Grate Type Curved Vaned
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 95.04 %
Intercepted Flow 0.81 ft3/s
Bypass Flow 0.04 ft3/s
Spread 3.87 ft
Depth 0.14 ft
Flow Area 0.22 ft2
Gutter Depression 0.06 ft
Total Depression 0.06 ft
Velocity 3.95 ft/s
Splash Over Velocity 7.15 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.12
Grate Flow Ratio 0.94
Active Grate Length 3.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:34:26 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
143

Worksheet for Y 101 (Sump)
Project Description
Solve For Spread
Input Data
Discharge 0.861 ft3/s
Left Side Slope 3.00 ft/ft(H:V)
Right Side Slope 3.00 ft/ft(H:V)
Bottom Width 3.00 ft
Grate Width 3.00 ft
Grate Length 2.00 ft
Local Depression 0.00 in
Local Depression Width 0.00 ft
Grate Type Reticuline
Clogging 50.00 %
Results
Spread 3.71 ft
Depth 0.12 ft
Wetted Perimeter 3.75 ft
Top Width 3.71 ft
Open Grate Area 2.40 ft2
Active Grate Weir Length 7.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRlnwMaster V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 12:53:33 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
144

Worksheet for Y 102
Project Description
Solve For Efficiency
Input Data
Roughness Coefficient 0.060
Slope 0.02000 ft/ft
Left Side Slope 3.00 ft/ft(H:V)
Right Side Slope 3.00 ft/ft(H:V)
Bottom Width 3.00 ft
Discharge 0.656 ft3/s
Grate Width 3.00 ft
Grate Length 2.00 ft
Grate Type Reticuline
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 98.68 %
Intercepted Flow 0.65 ft3/s
Bypass Flow 0.01 ft3/s
Flow Area 0.65 ft2
Wetted Perimeter 4.15 ft
Top Width 4.09 ft
Velocity 1.01 ft/s
Splash Over Velocity 4.20 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.91
Grate Flow Ratio 0.85
Active Grate Length 2.00 ft
Critical Depth 0.11 ft
Critical Slope 0.11457 ft/ft
Froude Number 0.45
Flow Type Subcritical
Specific Energy 0.20 ft
Velocity Head 0.02 ft
Depth 0.18 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRlnwMaster V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 12:53:53 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
145

Worksheet for Y 401 (SUMP)
Project Description
Solve For Spread
Input Data
Discharge 1.023 ft3/s
Left Side Slope 3.00 ft/ft(H:V)
Right Side Slope 3.00 ft/ft(H:V)
Bottom Width 3.00 ft
Grate Width 3.00 ft
Grate Length 2.00 ft
Local Depression 0.00 in
Local Depression Width 0.00 ft
Grate Type Reticuline
Clogging 50.00 %
Results
Spread 3.80 ft
Depth 0.13 ft
Wetted Perimeter 3.84 ft
Top Width 3.80 ft
Open Grate Area 2.40 ft2
Active Grate Weir Length 7.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:15:14 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
146

Worksheet for Y 402 (SUMP)
Project Description
Solve For Spread
Input Data
Discharge 0.515 ft3/s
Left Side Slope 3.00 ft/ft(H:V)
Right Side Slope 3.00 ft/ft(H:V)
Bottom Width 3.00 ft
Grate Width 3.00 ft
Grate Length 2.00 ft
Local Depression 0.00 in
Local Depression Width 0.00 ft
Grate Type Reticuline
Clogging 50.00 %
Results
Spread 3.51 ft
Depth 0.08 ft
Wetted Perimeter 3.53 ft
Top Width 3.51 ft
Open Grate Area 2.40 ft2
Active Grate Weir Length 7.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:14:56 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
147

Worksheet for Y 403
Project Description
Solve For Efficiency
Input Data
Roughness Coefficient 0.060
Slope 0.03000 ft/ft
Left Side Slope 3.00 ft/ft(H:V)
Right Side Slope 3.00 ft/ft(H:V)
Bottom Width 3.00 ft
Discharge 1.135 ft3/s
Grate Width 3.00 ft
Grate Length 2.00 ft
Grate Type Reticuline
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 97.41 %
Intercepted Flow 1.11 ft3/s
Bypass Flow 0.03 ft3/s
Flow Area 0.82 ft2
Wetted Perimeter 4.41 ft
Top Width 4.33 ft
Velocity 1.39 ft/s
Splash Over Velocity 4.20 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.86
Grate Flow Ratio 0.82
Active Grate Length 2.00 ft
Critical Depth 0.16 ft
Critical Slope 0.10348 ft/ft
Froude Number 0.57
Flow Type Subcritical
Specific Energy 0.25 ft
Velocity Head 0.03 ft
Depth 0.22 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:15:36 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
148

Worksheet for Y 404 (SUMP)
Project Description
Solve For Spread
Input Data
Discharge 0.544 ft3/s
Left Side Slope 3.00 ft/ft(H:V)
Right Side Slope 3.00 ft/ft(H:V)
Bottom Width 3.00 ft
Grate Width 3.00 ft
Grate Length 2.00 ft
Local Depression 0.00 in
Local Depression Width 0.00 ft
Grate Type Reticuline
Clogging 50.00 %
Results
Spread 3.53 ft
Depth 0.09 ft
Wetted Perimeter 3.55 ft
Top Width 3.53 ft
Open Grate Area 2.40 ft2
Active Grate Weir Length 7.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:03:57 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
149

Worksheet for Y 405
Project Description
Solve For Efficiency
Input Data
Roughness Coefficient 0.060
Slope 0.02000 ft/ft
Left Side Slope 3.00 ft/ft(H:V)
Right Side Slope 3.00 ft/ft(H:V)
Bottom Width 3.00 ft
Discharge 1.123 ft3/s
Grate Width 3.00 ft
Grate Length 2.00 ft
Grate Type Reticuline
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 97.73 %
Intercepted Flow 1.10 ft3/s
Bypass Flow 0.03 ft3/s
Flow Area 0.93 ft2
Wetted Perimeter 4.57 ft
Top Width 4.49 ft
Velocity 1.21 ft/s
Splash Over Velocity 4.20 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.89
Grate Flow Ratio 0.80
Active Grate Length 2.00 ft
Critical Depth 0.15 ft
Critical Slope 0.10359 ft/ft
Froude Number 0.47
Flow Type Subcritical
Specific Energy 0.27 ft
Velocity Head 0.02 ft
Depth 0.25 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:04:18 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
150

Worksheet for Y 406
Project Description
Solve For Efficiency
Input Data
Roughness Coefficient 0.060
Slope 0.02000 ft/ft
Left Side Slope 3.00 ft/ft(H:V)
Right Side Slope 3.00 ft/ft(H:V)
Bottom Width 3.00 ft
Discharge 1.125 ft3/s
Grate Width 3.00 ft
Grate Length 2.00 ft
Grate Type Reticuline
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 97.73 %
Intercepted Flow 1.10 ft3/s
Bypass Flow 0.03 ft3/s
Flow Area 0.93 ft2
Wetted Perimeter 4.57 ft
Top Width 4.49 ft
Velocity 1.21 ft/s
Splash Over Velocity 4.20 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.89
Grate Flow Ratio 0.80
Active Grate Length 2.00 ft
Critical Depth 0.16 ft
Critical Slope 0.10356 ft/ft
Froude Number 0.47
Flow Type Subcritical
Specific Energy 0.27 ft
Velocity Head 0.02 ft
Depth 0.25 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:04:37 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
151

Worksheet for Y 407
Project Description
Solve For Spread
Input Data
Discharge 1.130 ft3/s
Left Side Slope 3.00 ft/ft(H:V)
Right Side Slope 3.00 ft/ft(H:V)
Bottom Width 3.00 ft
Grate Width 3.00 ft
Grate Length 2.00 ft
Local Depression 0.00 in
Local Depression Width 0.00 ft
Grate Type Reticuline
Clogging 50.00 %
Results
Spread 3.86 ft
Depth 0.14 ft
Wetted Perimeter 3.90 ft
Top Width 3.86 ft
Open Grate Area 2.40 ft2
Active Grate Weir Length 7.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:24:59 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
152

Worksheet for Y 408 (SUMP)
Project Description
Solve For Spread
Input Data
Discharge 1.499 ft3/s
Left Side Slope 3.00 ft/ft(H:V)
Right Side Slope 3.00 ft/ft(H:V)
Bottom Width 3.00 ft
Grate Width 3.00 ft
Grate Length 2.00 ft
Local Depression 0.00 in
Local Depression Width 0.00 ft
Grate Type Reticuline
Clogging 50.00 %
Results
Spread 4.03 ft
Depth 0.17 ft
Wetted Perimeter 4.09 ft
Top Width 4.03 ft
Open Grate Area 2.40 ft2
Active Grate Weir Length 7.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:24:41 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
153

Worksheet for Y 409
Project Description
Solve For Efficiency
Input Data
Roughness Coefficient 0.060
Slope 0.02700 ft/ft
Left Side Slope 3.00 ft/ft(H:V)
Right Side Slope 3.00 ft/ft(H:V)
Bottom Width 3.00 ft
Discharge 1.057 ft3/s
Grate Width 3.00 ft
Grate Length 2.00 ft
Grate Type Reticuline
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 97.66 %
Intercepted Flow 1.03 ft3/s
Bypass Flow 0.02 ft3/s
Flow Area 0.80 ft2
Wetted Perimeter 4.39 ft
Top Width 4.32 ft
Velocity 1.31 ft/s
Splash Over Velocity 4.20 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.87
Grate Flow Ratio 0.82
Active Grate Length 2.00 ft
Critical Depth 0.15 ft
Critical Slope 0.10483 ft/ft
Froude Number 0.54
Flow Type Subcritical
Specific Energy 0.25 ft
Velocity Head 0.03 ft
Depth 0.22 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:25:16 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
154

Worksheet for Y 601
Project Description
Solve For Spread
Input Data
Discharge 0.570 ft3/s
Left Side Slope 3.00 ft/ft(H:V)
Right Side Slope 3.00 ft/ft(H:V)
Bottom Width 3.00 ft
Grate Width 3.00 ft
Grate Length 2.00 ft
Local Depression 0.00 in
Local Depression Width 0.00 ft
Grate Type Reticuline
Clogging 50.00 %
Results
Spread 3.54 ft
Depth 0.09 ft
Wetted Perimeter 3.57 ft
Top Width 3.54 ft
Open Grate Area 2.40 ft2
Active Grate Weir Length 7.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:33:15 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
155

Worksheet for Y 602
Project Description
Solve For Efficiency
Input Data
Roughness Coefficient 0.060
Slope 0.06000 ft/ft
Left Side Slope 3.00 ft/ft(H:V)
Right Side Slope 3.00 ft/ft(H:V)
Bottom Width 3.00 ft
Discharge 0.915 ft3/s
Grate Width 3.00 ft
Grate Length 2.00 ft
Grate Type Reticuline
Clogging 0.00 %
Options
Grate Flow Option Exclude None
Results
Efficiency 97.49 %
Intercepted Flow 0.89 ft3/s
Bypass Flow 0.02 ft3/s
Flow Area 0.56 ft2
Wetted Perimeter 4.02 ft
Top Width 3.97 ft
Velocity 1.63 ft/s
Splash Over Velocity 4.20 ft/s
Frontal Flow Factor 1.00
Side Flow Factor 0.82
Grate Flow Ratio 0.86
Active Grate Length 2.00 ft
Critical Depth 0.14 ft
Critical Slope 0.10756 ft/ft
Froude Number 0.77
Flow Type Subcritical
Specific Energy 0.20 ft
Velocity Head 0.04 ft
Depth 0.16 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:33:34 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
156

Worksheet for Y 801 (SUMP)
Project Description
Solve For Spread
Input Data
Discharge 0.315 ft3/s
Left Side Slope 3.00 ft/ft(H:V)
Right Side Slope 3.00 ft/ft(H:V)
Bottom Width 3.00 ft
Grate Width 3.00 ft
Grate Length 2.00 ft
Local Depression 0.00 in
Local Depression Width 0.00 ft
Grate Type Reticuline
Clogging 50.00 %
Results
Spread 3.36 ft
Depth 0.06 ft
Wetted Perimeter 3.38 ft
Top Width 3.36 ft
Open Grate Area 2.40 ft2
Active Grate Weir Length 7.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:35:45 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
157

Worksheet for Y 802 (SUMP)
Project Description
Solve For Spread
Input Data
Discharge 13.335 ft3/s
Left Side Slope 3.00 ft/ft(H:V)
Right Side Slope 3.00 ft/ft(H:V)
Bottom Width 6.00 ft
Grate Width 3.00 ft
Grate Length 6.00 ft
Local Depression 0.00 in
Local Depression Width 0.00 ft
Grate Type Reticuline
Clogging 50.00 %
Results
Spread 8.67 ft
Depth 0.44 ft
Wetted Perimeter 8.81 ft
Top Width 8.67 ft
Open Grate Area 7.20 ft2
Active Grate Weir Length 15.00 ft
Bentley Systems,Inc. Haestad Methods Soht1'e;nRD=Master V8i(SELECTseries 1) [08.11.01.03]
12/8/2023 1:35:28 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA [phone] Page 1 of 1
158

WINSTON-SALEM, FORSYTH, NORTH CAROLINA
STORM DRAIN DESIGN COMPUTATIONS
DESIGNED BY: AJH CONTRACT 21690
CHECKED: DAA TITLE SAWMILL WOODS
LOCATION RUNOFF PIPE DESIGN(n=0.013) H.G.L.
DRAINAGE AREA TIME OF CONCENTRATION DISCHARGE
an
il
Q 2 w F W W J Z C Q = O w O
o u.LLLL w � W W 3w � w Q O w K Q ZO � a ~ O LLO REMARKS
FROM TO o j• Z W < v a W ZP LLP wP z v z > N a a Zw Z o LLuu)i _Iw
y 0 7 W J Z N Z C 0 m LL
re a
(ac) (ac) (ft) (min.) (min.) (min.) (in/hr) (cfs) (%) (in) (cfs) (fps) (ft) (%) (fps)
SCM#1
I105 I104 0.40 \ 0.58 0.23 0.23 25.50 10.00 \ 10.00 5.51 1.27 811.65 811.40 1.00% 15" RCCP 6.46 4.09 0.38 0.04 1.03
I 104 \ 0.25 0.73 0.18 0.18 \ 10.00 \ 10.00 5.51 1.00_\\ \\\\\\
I 104 M 101 \ 0.64 \ 0.41 53.69 10.00 0.10 10.10 5.49 2.26 811.20 810.66 1.00% 15" RCCP 6.46 4.80 0.51 0.12 1.84
Y 102 Y 101 0.36 \ 0.46 0.16 0.16 83.52 10.00 \ 10.00 5.51 0.90 813.67 812.00 2.00% 15" RCCP 9.13 4.74 0.27 0.02 0.73
Y 101 \ 0.44 \ 0.49 0.21 0.21 \ 10.00 \ 10.00 6.03 1.28 \�\� \\ 25-YR SUMP
0.23 0.23 5.51 10-YR EQUIV.
Y 101 I 102 0.79 \\ 0.40 115.75 10.00 \ 10.29 5.48 2.17 811.25 810.67 0.50% 24" RCCP 15.99 3.56 0.50 0.01 0.69
I 103 1102 0.28 0.75 0.21 0.21 47.00 10.00 10.00 5.51 1.14 811.89 811.42 1.00% 15" RCCP 6.46 3.97 0.36 0.03 0.93
I 102 \ 0.31 \ 0.73 0.23 0.23 \ 10.00 \ 10.00 6.03 1.37 \:*******---__:\�\�\ \\ 25-YR SUMP
0.25 0.25 5.51 10-YR EQUIV.
I102 I101 1.38 \\ 0.85 25.50 10.29 0.54 10.84 5.37 4.58 810.47 810.34 0.50% 24" RCCP 15.99 4.39 0.73 0.04 1.46
I 101 \ 0.24 0.73 0.18 0.18 \ 10.00 \ 10.00 6.03 1.06 \\\\\\ �\\ 25-YR SUMP
0.19 0.19 5.51 10-YR EQUIV.
1101 M 101 1.62 -..-----....:\ 1.05 46.78 10.84 0.10 10.93 5.36 5.60 1810.14 809.91 I 0.50% 24" RCCP 15.99 I 4.64 I 0.82 I 0.06 1.78
M 101 E 101 2.27 1.46 27.53 10.93 0.17 11.10 5.32 7.75 809.71 809.50 0.76% 24" RCCP 19.71 5.90 0.87 0.12 2.47
SCM#2
I211 I210 0.19 \ 0.66 0.13 0.13 25.50 10.00 -. 10.00 5.51 0.70 832.26 832.00 1.00% 15" RCCP 6.46 3.45 0.28 0.01 0.57
I210 \ 0.17 0.78 \ 0.13 \ 10.00 \ 10.00 5.51 0.73 \\\\\\\\\\
I210 I208 0.36 0.26 192.09 10.00 0.12 10.12 5.49 1.43 831.80 822.32 4.94% 15" RCCP 14.35 7.47 0.27 0.05 1.17
I209 I208 0.11 0.74 0.09 0.09 25.50 10.00 \ 10.00 5.51 0.47 818.82 818.57 1.00% 15" RCCP 6.46 3.07 0.23 0.01 0.38
I 208 \ 0.11 0.78 9 0.09 \ 10.00 I\ 10.00 5.51 0.47 \�\\\\ \\\
I 208 M 203 0.59 0.43 51.91 10.12 0.43 10.55 5.42 2.34 818.37 814.16 8.10% 15" RCCP 18.38 10.27 0.30 0.13 1.91
I207 I206 0.10 0.77 0.07 0.07 29.78 10.00 \ 10.00 5.51 0.41 816.12 814.95 3.93% 15" RCCP 12.80 4.77 0.15 0.00 0.33
I 206 \ 0.07 0.80 0.06 0.06 \ 10.00 \ 10.00 5.51 0.33 \\\\\\\\ \
I 206 M 203 \ 0.17 \ 0.13 58.63 10.55 0.10 10.66 5.41 0.73 814.75 814.16 1.00% 15" RCCP 6.46 3.49 0.28 0.01 0.59
M 203 I 205 0.76 \ 0.57 135.52 10.66 0.28 10.94 5.36 3.03 813.91 812.52 1.03% 15' RCCP 6.55 5.24 0.60 0.22 2.47
I205 \ 0.29 0.67 0.19 0.19 \ 10.00 \ 10.00 5.51 1.07 \\\\\\\\\\
I 205 M 202 1.05 \ 0.76 66.53 10.94 0.28 _ 11.22 5.30 4.03 812.32 811.25 1.60% 15" RCCP 8.17 6.63 0.62 0.39 3.28
M 202 I 203 1.05 \ 0.76 75.61 11.22 0.08 11.30 5.29 4.03 811.05 807.95 4.09% 15" RCCP 13.06 9.37 0.48 0.39 3.28 Q CANNOT DECREASE
I204 I203 0.122 0.78 0.09 0.09 29.98 10.00 \ 10.00 5.51 0.51 808.95 808.20 2.50% 15" RCCP 10.21 4.34 0.19 0.01 0.42
I 203 \ 0.22 \ 0.75 0.17 0.17 \ 10.00 \ 10.00 5.51 0.92 \\\\\\\\\\
159
Morris&Ritchie Associates of NC, PC 1/23/2024

WINSTON-SALEM, FORSYTH, NORTH CAROLINA
STORM DRAIN DESIGN COMPUTATIONS
DESIGNED BY: AJH CONTRACT 21690
CHECKED: DAA TITLE SAWMILL WOODS
LOCATION RUNOFF PIPE DESIGN(n=0.013) H.G.L.
DRAINAGE AREA TIME OF CONCENTRATION DISCHARGE
an
re
Q 2 w F w
0. W J Z Q IO W O
Zmi- ~ LL O Ww W W Q O K
REMARKS
LL ¢ O
FROM TO zLLw w
o• ZWU a W 0 j O Z > H Z w Z LLui w
p C U > _I >
J m LLy U ]LLU o
(ac) (ac) (ft) (min.) (min.) (min.) (in/hr) (cfs) (%) (in) (cfs) (fps) (ft) (%) (fps)
I 203 I 202 1.39 -..----.....S\ 1.02 66.00 11.30 0.13 11.43 5.27 5.37 807.75 805.61 3.24% 15" RCCP 11.62 i 9.28 I 0.60 i 0.69 4.38
I 202 \ 0.15 0.77 0.12 0.12 \ 10.00 \ 10.00 5.51 0.66 `\\\\\\\\\
I 202 M 201 1.55 \ 1.14 47.69 11.43 0.12 11.55 5.25 5.98 805.41 804.39 2.14% 15" RCCP 9.45 8.14 0.72 0.86 4.87
I 201 M 201 0.25 0.82 0.21 0.21 75.32 10.00 \ 10.00 6.03 1.25 806.97 804.64 3.09% 15" RCCP 11.35 6.09 0.28 0.04 1.02 25-YR SUMP
0.23 0.23 5.51 10-YR EQUIV.
M 201 E 201 I I--------,1 1.80 I----\.... \ 1.37 19.35-1 11.43 0.12 11.55 5.25 7.17 1804.19 1803.50 I 3.58% I 18" I RCCP I 19.87 I 10.33 I 0.62 I 0.47 I 4.06
SCM#3
I307 I306 0.16 -, 0.73 0.12 0.12 25.67 10.00 \ 10.00 5.51 0.65 845.64 845.38 1.00% 15" RCCP 6.46 3.38 0.27 0.01 0.53
I306 \ 0.17 0.71 0.12 0.12 \ 10.00 �10.00 5.51 0.67 \\\ \\ \\
I306 I304 0.33 0.24 136.60 10.00 0.13 10.13 5.49 1.32 845.18 839.48 4.17% 15" RCCP 13.19 6.88 0.27 0.04 1.08
I 305 I 304 0.24 0.73 0.17 0.17 26.10 10.00 \ 10.00 5.51 0.94 839.74 839.48 1.00% 15" RCCP 6.46 3.76 0.32 0.02 0.77
I 304 \ 0.22 0.72 0.16 0.16 \ 10.00 \ 10.00 5.51 0.89 \\\\\\\\\\
I 304 M 304 \ 0.79 \ 0.57 42.52 10.13 I 0.12 10.24 5.48 3.14 839.28 838.22 2.50% 15" RCCP 10.21 7.32 0.48 0.24 2.56
M 304 I 303 0.79 \ 0.57 196.13 10.24 0.10 10.34 5.46 3.14 838.02 827.11 5.56% 15" RCCP 15.23 9.77 0.38 0.24 2.56 Q CANNOT DECREASE
I303 \ 0.30 0.63 0.19 0.19 \ 10.00 \ 10.00 5.51 1.06 \\ \\\\\\
I303 I302 1.10 \ 0.77 25.99 10.34 0.33 10.67 5.41 4.14 826.91 826.65 1.00% 15" RCCP 6.46 5.58 0.73 0.41 3.37
I302 \ 0.30 0.72 0.22 0.22 \ 10.00 \ 10.00 5.51 1.19 \ \\\\\\\
I 302 M 303 \ 1.40 \ 0.98 46.46 10.67 1 0.08 10.75 5.39 5.29 826.45 825.61 1.80% 15" RCCP 8.66 7.41 0.70 0.67 4.31
M 303 I 301A \ 1.40 0.98 93.85 10.75 0.10 10.85 5.37 5.29 825.41 823.67 1.85% 15" RCCP 8.78 7.48 0.70 0.67 4.31 Q CANNOT DECREASE
I 301A I 301 1.40 \ 0.98 8.00 10.85 0.21 11.06 5.34 5.29 823.47 823.39 1.00% 15" RCCP 6.46 5.87 0.86 0.67 4.31 Q CANNOT DECREASE
I301 \ 0.25 0.74 0.19 0.19 \ 10.00 \ 10.00 5.51 1.03 \\\\\\\\\\
I 301 M 302 \ 1.65 \ 1.17 97.25 11.06 0.02 11.08 5.34 6.25 823.19 822.22 1.00% 15" RCCP 6.46 6.00 0.99 0.94 5.09
M 302 M 301 \ 1.65 1.17 40.00 11.08 0.27 11.35 5.29 6.25 817.20 812.40 12.00% 15'. RCCP 22.37 15.62 0.45 0.94 5.09 Q CANNOT DECREASE
M 301 E 301 \ 1.65 1.17 45.41 11.35 0.04 11.40 5.29 6.25 806.82 805.00 I 4.00% 15" RCCP 12.91 10.44 0.61 0.94 5.09 Q CANNOT DECREASE
SCM#4A
Y 403 Y 402 0.60 \ 0.47 0.28 0.28 62.40 10.00 \ 10.00 5.51 1.56 844.54 842.61 3.08% 15" RCCP 11.33 6.48 0.31 0.06 1.27
Y 402 ` 0.28 \ 0.43 0.12 0.12 \ 10.00 \ 10.00 6.03 0.73 \\\\\\ �\` 25-YR SUMP
0.13 0.13 5.51 10-YR EQUIV.
Y 402 M 404 \ 0.88 \ 0.42 39.55 10.00 0.16 10.16 5.49 2.29 842.41 842.02 1.00% 15'. RCCP 6.46 4.81 0.51 0.13 1.87
M 404 I 407 0.88 \ 0.42 87.77 10.16 0.14 10.30 5.48 2.29 841.82 840.64 1.34% 15" RCCP 7.48 5.36 0.47 0.13 1.87 Q CANNOT DECREASE
I 408 I 407 0.26 0.67 0.17 0.17 26.40 10.00 \ 10.00 5.51 0.96 840.90 840.64 1.00% 15" RCCP 6.46 3.78 0.33 0.02 0.78
I 407 \ 0.13 \ 0.65 0.09 0.09 \ 10.00 \ 10.00 5.51 0.48 \\\\\\\ \
160
Morris&Ritchie Associates of NC, PC 1/23/2024

WINSTON-SALEM, FORSYTH, NORTH CAROLINA
STORM DRAIN DESIGN COMPUTATIONS
DESIGNED BY: AJH CONTRACT 21690
CHECKED: DAA TITLE SAWMILL WOODS
LOCATION RUNOFF PIPE DESIGN(n=0.013) H.G.L.
DRAINAGE AREA TIME OF CONCENTRATION DISCHARGE
an
re
w
Q I z (7 F w
w J Z ! Q = O w O
Zmi- ~ LL O Q O K
LLJ
REMARKS
LL ¢ O
FROM TO LLw z aw Z LLui wo ZWU aZ zj P >• j O p C 0 > >
J m LLy U ]LLU o
(ac) (ac) (ft) (min.) (min.) (min.) (in/hr) (cfs) (%) (in) (cfs) (fps) (ft) (%) (fps)
I407 I 406 1.27 \r...\., 0.68 39.96 10.30 \ 10.57 5.42 3.67 840.44 840.04 1.00% 15" RCCP 6.46 5.43 I 0.67 0.32 2.99
I410 I409 0.17 0.75 0.13 0.13 29.58 10.00 10.00 5.51 0.72 844.27 843.97 1.00% 15" RCCP 6.46 3.48 0.28 0.01 0.59
I409 \ 0.21 0.73 0.15 0.15 \ 10.00 \ 10.00 5.51 0.85 \\\\\\\\\\
I409 I406 0.38 0.28 120.50 10.00 0.14 10.14 5.49 1.56 843.77 840.04 3.10% 15" RCCP 11.37 6.50 0.31 0.06 1.27
I406 \ 0.20 0.73 0.15 0.15 \ 10.00 \ 10.00 5.51 0.81 \\\\\\\\\\
I406 I 405 1.86 \ 1.11 25.50 10.57 0.12 10.69 5.41 5.99 839.84 839.33 2.00% 15" RCCP 9.13 7.93 0.74 0.86 4.88
I405 \ 0.23 0.72 0.16 0.16 \ 10.00 \ 10.00 5.51 0.90 \\\\\\\\\\
I405 I404 2.08 \ 1.27 88.70 10.69 0.05 10.75 5.39 6.86 839.08 837.09 2.24% 18" RCCP 15.72 8.59 0.69 0.43 3.88
I404 \ 0.15 0.71 0.11 0.11 \ 10.00 10.00 5.51 0.60 \ \\\\\\\
I404 I402 2.24 \ 1.38 66.44 10.75 0.05 10.80 5.37 7.42 836.89 835.92 1.45% 18" RCCP 12.64 7.44 0.82 0.50 4.20
Y 401 I 402 0.55 0.46 0.26 0.26 27.25 10.00 \ 10.00 6.03 1.54 838.54 836.17 8.68% 15" RCCP 19.02 9.32 0.24 0.06 1.25 25-YR SUMP
0.28 0.28 5.51 10-YR EQUIV.
I402 II 0.18 I\I 0.78 0.14 0.14 \I 10.00 I\I 10.00 6.03 0.84 I��.����`F*-\„... 25-YR SUMP
0.15 0.15 5.51 10-YR EQUIV.
I402 I401 2.97 \\ 1.81 25.50 10.80 0.15 10.95 5.36 9.71 835.72 835.47 1.00% 18" RCCP 10.50 6.75 1.14 0.86 5.49
I403 I401A 0.33 0.72 0.24 0.24 45.84 10.00 \ 10.00 5.51 1.33 836.92 836.07 1.86% 15" RCCP 8.81 5.17 0.33 0.04 1.08
I 401A I 401 0.33 \ 0.24 8.00 10.00 0.15 10.15 5.49 1.33 835.87 835.72 1.86% 15" RCCP 8.81 5.17 0.33 0.04 1.08 Q CANNOT DECREASE
I 401 \ 0.48 0.71 0.34 0.34 \ 10.00 i\ 10.00 6.03 2.04 \\\\\\\\\\ 25-YR SUMP
0.37 0.37 5.51 10-YR EQUIV.
I 401 M 403 3.78 2.42 96.14 10.95 0.06 11.01 5.34 12.94 834.97 834.01 1.00% 24" RCCP 22.61 7.44 1.08 0.33 4.12
M 403 M 402 \ 3.78 \ 2.42 45.95 11.01 0.22 11.23 5.30 12.94 829.09 823.57 12.00% 24" RCCP 78.34 18.43 0.55 0.33 4.12 Q CANNOT DECREASE
M 402 Y 400 3.78 \ 2.42 68.20 11.23 0.04 11.27 5.30 12.94 823.37 822.01 2.00% 24" RCCP 31.98 9.64 0.88 0.33 4.12 Q CANNOT DECREASE
Y400 \ 0.33 0.49 0.16 0.16 \ 10.00 \ 10.00 5.51 0.88 \\\\ \\\\
Y 400 M 401 \ 4.11 \ 2.59 54.10 11.27 0.12 11.39 5.29 13.67 821.81 820.72 2.00% 24" RCCP 31.98 9.78 0.91 0.37 4.35 Q CANNOT DECREASE
M 401 E 401 \ 3.78 \ 2.42 50.49 11.39 0.09 11.48 5.27 13.67 813.52 811.50 4.00% 24" RCCP 45.23 12.61 0.75 0.37 4.35 Q CANNOT DECREASE
SCM#4B
Y 406 Y 405 0.57 \ 0.49 0.28 0.28 96.00 10.00 "..\,.... 10.00 5.51 1.55 835.34 831.50 4.00% 15" RCCP 12.91 7.10 0.29 0.06 1.26
Y 405 \ 0.55 0.50 0.27 0.27 \ 10.00 \ 10.00 5.51 1.51 \\\\\\\\\\
Y 405 Y 404 1.12 0.56 111.66 10.00 0.23 10.23 5.48 3.04 831.30 828.91 2.14% 15" RCCP 9.45 6.86 0.49 0.22 2.48
Y 404 \ 0.26 0.50 0.13 0.13 \ 10.00 \ 10.00 6.03 0.78 \\\: \\\\\ 25-YR SUMP
0.14 0.14 5.51 10-YR EQUIV.
Y 404 I 421 I I� 1.38 I\\ 0.70 31.84 10.23 0.27 10.50 5.44 3.79 1828.71 828.39 I 1.00% 15" I RCCP I 6.46 I 5.47 I 0.69 I 0.34 I 3.09
161
Morris&Ritchie Associates of NC, PC 1/23/2024

WINSTON-SALEM, FORSYTH, NORTH CAROLINA
STORM DRAIN DESIGN COMPUTATIONS
DESIGNED BY: AJH CONTRACT 21690
CHECKED: DAA TITLE SAWMILL WOODS
LOCATION RUNOFF PIPE DESIGN(n=0.013) H.G.L.
DRAINAGE AREA TIME OF CONCENTRATION DISCHARGE
an
re
w Z Q = O W OQ 2 F W JQZ � ~ LL
O � W W W Q = O K
Lu
REMARKS
LL 0 O
FROM TO W LL wo ZWU 0Z CO a awZ o LLu El• j >
y C.) > O w o z C 0 > -J >2 LLZ
re V a I
(ac) (ac) (ft) (min.) (min.) (min.) (in/hr) (cfs) (%) (in) (cfs) (fps) (ft) (%) (fps)
I421 \ 0.19 0.71 I\ 0.13 \ 10.00 i\ 10.00 5.51 0.74 \\i\\i\\i\t\�\\
1421 I420 1.57 0.83 25.50 10.50 0.10 10.59 5.42 4.51 828.20 827.94 1.00% 15" RCCP 6.46 5.69 0.77 0.49 3.68
I423 I422 0.22 0.72 0.16 0.16 25.59 10.00 \ 10.00 5.51 0.88 836.00 835.75 1.00% 15" RCCP 6.46 3.68 0.31 0.02 0.72
I422 \ 0.20 0.71 0.14 0.14 \ 10.00 \ 10.00 5.51 0.78 \\\\\\\\\\
I422 I420 0.42 0.30 117.12 10.00 0.12 10.12 5.49 1.65 835.55 827.94 6.49% 15" RCCP 16.45 8.58 0.27 0.07 1.34
I 420 \ 0.13 0.68 0.09 0.09 \ 10.00 \ 10.00 5.51 0.49 \\\\\\\\\\
I 420 I 418 2.12 \ 1.22 83.56 10.59 0.07 10.67 5.41 6.60 827.74 823.97 4.51% 15" RCCP 13.71 11.07 0.61 1.04 5.38
I419 I418 0.11 0.62 0.07 0.07 25.50 10.00 \ 10.00 5.51 0.36 824.23 823.97 1.00% 15" RCCP 6.46 2.84 0.20 0.00 0.29
I418 \ 0.07 0.75 0.06
0.06 \ 10.00 10.00 5.51 0.30 \\\\\ \\\
I418 I417 2.30 1.34 39.24 10.67 0.13 10.79 5.39 7.23 823.72 823.01 1.81% 18" RCCP 14.13 8.04 0.76 0.47 4.09
I417 \ 0.22 0.68 0.15 0.15 \ 10.00 \ 10.00 5.51 0.81 \\\\\\\\\\
I417 I415 2.51 \ 1.49 125.24 10.79 0.08 10.88 5.37 7.99 822.81 821.36 1.16% 18" RCCP 11.31 6.94 0.93 0.58 4.52
I 416 I 415 0.24 0.73 0.18 0.18 28.66 10.00 \ 10.00 5.51 0.98 821.91 821.61 1.06% 15" RCCP 6.65 3.88 0.32 0.02 0.80
I415 \ 0.15 0.70 \ 0.11 \ 10.00 \ 10.00 5.51 0.59�\\\\\\\\\
I415 I413 2.91 1.77 92.73 10.88 0.30 11.18 5.32 9.43 821.16 820.23 1.00% 18" RCCP 10.50 6.72 1.11 0.81 5.34
I 414 I 413 0.22 0.75 0.16 0.16 26.67 10.00 \ 10.00 5.51 0.90 820.84 820.48 1.35% 15" RCCP 7.50 4.13 0.29 0.02 0.73
I 413 \ 0.13 0.66 9 0.09 \ 10.00 \ 10.00 5.51 0.47 \\II\\f\ I\ \\
I413 I411 3.26 2• .02 131.12 11.18 0.23 11.41 5.27 10.65 820.03 816.21 2.91% 18" RCCP 17.91 10.57 0.83 1.03 6.03
I 412 I 411 0.24 0.71 0.17 0.17 27.53 10.00 \ 10.00 5.51 0.94 816.74 816.46 1.00% 15" RCCP 6.46 3.76 0.32 0.02 0.77
I411 \ 0.21 0.67 0.14 0.14 \ 10.00 \ 10.00 5.51 0.78 \\\\\\\\\\
I 411 M 405 \ 3.71 \ 2• .33 84.66 11.41 0.21 11.61 5.23 12.22 816.01 813.40 3.09% 18' RCCP 18.46 11.16 0.89 1.35 6.92
Y 411 M 409 0.24 0.50 0.12 0.12 109.98 10.00 \ 10.00 6.03 0.71 833.00 828.53 4.07% 15" RCCP 13.03 5.68 0.20 0.01 0.58 25-YR SUMP
M 409 I 443 0.24 \ 0• .12 55.25 10.00 0.32 10.32 5.46 0.71 828.33 826.08 4.07% 15" RCCP 13.03 5.68 0.20 0.01 0.58 Q CANNOT DECREASE
I443 \ 0.45 0.67 0.30 0.30 \ 10.00 \ 10.00 5.51 1.67 \\\\\\\\\\
I 443 I 442 0.69 \ 0.42 25.50 10.32 0.16 10.48 5.44 2.29 825.88 825.62 1.00% 15" RCCP 6.46 4.81 0.51 0.13 1.87
I442 \ 0.18 0.76 0.14 0.14 \ 10.00 \ 10.00 5.51 0.76 \\\\\\\\\\
I 442 I 440 \ 0.87 \ 0• .56 151.00 11.61 0.13 11.74 5.22 2.92 825.42 823.48 1.28% 15" RCCP 7.31 5.62 0.55 0.20 2.38
Y 410 Y 409 0.35 \ 0.49 0.17 0.17 57.68 10.00 \ 10.00 5.51 0.96 825.94 824.50 2.49% 15" RCCP 10.19 5.22 0.26 0.02 0.78
Y 409 0.55 \ 0.48 0.26 0.26 \ 10.00 \ 10.00 6.03 1.59 824 50 \\ 25-YR SUMP
0.29 0.29 5.51 10-YR EQUIV.
Y 409 I 441 I I\I 0.91 I\\ 0.46 112.16 10.00 0.18 10.18 5.49 2.54 1824.25 823.69 0.50% 18" RCCP 7.43 3.81 I 0.60 0.06 1.44
0.46 0.46 5.49 10-YR EQUIV.
162
Morris&Ritchie Associates of NC, PC 1/23/2024

WINSTON-SALEM, FORSYTH, NORTH CAROLINA
STORM DRAIN DESIGN COMPUTATIONS
DESIGNED BY: AJH CONTRACT 21690
CHECKED: DAA TITLE SAWMILL WOODS
LOCATION RUNOFF PIPE DESIGN(n=0.013) H.G.L.
DRAINAGE AREA TIME OF CONCENTRATION DISCHARGE
an
re
Q I z (7 F w W J Z Q I O W 0
Lu
QZ � ~ LL
O � = O K
REMARKS
LL Q 0 ¢ O
FROM TO � LLw z 4I- aw Z Cl)LL wo ZWU a W z � P >• j O G C 0 > -J >
J m LLy U ]LLU
0 I
(ac) (ac) (ft) (min.) (min.) (min.) (in/hr) (cfs) (%) (in) (cfs) (fps) (ft) (%) (fps)
I441 I\I 0.42 \I 0.74 0.31 0.31 \I 10.00 \I 10.00 6.03 1.87 25-YR SUMP
I 0.34 0.34 5.51 10-YR EQUIV.
I441 I440 1.33 \\ 0.80 25.50 10.18 0.49 10.67 5.41 4.34 823.49 823.23 1.00% 18" RCCP 10.50 5.66 0.67 0.17 2.46
I440 \ 0.27 0.66 0.18 0.18 \ 10.00 \ 10.00 6.03 1.06 \\\\\\ �\\ 25-YR SUMP
0.19 0.19 5.51 10-YR EQUIV.
I440 I438 2.46 \\ 1.56 109.00 11.74 \ 12.19 5.15 8.01 822.73 822.19 0.50% 24" RCCP 15.99 5.09 1.00 0.13 2.55
I 439 I 438 0.15 0.75 0.12 0.12 25.50 10.00 10.00 5.51 0.64 825.72 822.94 10.91% 15" RCCP 21.33 7.79 0.15 0.01 0.52
I438 \ 0.12 0.61 0.08
0.08 \ 10.00 \ 10.00 5.51 0.42 \\\\\\ �\
I 438 M 407 2.74 1.75 122.46 12.19 0.36 12.54 5.08 8.87 821.99 821.38 0.50% 24" RCCP 15.99 5.22 1.06 0.15 2.82
I 437 I 436 0.34 1 0.49 0.17 0.17 25.50 10.00 i\ 10.00 5.51 0.91 843.64 843.39 1.00% 15" RCCP 6.46 3.72 I 0.32 0.02 0.74
I436 \ 0.16 0.62 0 0.10 \ 10.00 \ 10.00 5.51 0.57 \\\ \\ \
I436 I434 0.51 0.27 216.07 10.00 0.11 10.11 5.49 1.47 843.19 834.75 3.91% 15" RCCP 12.77 6.93 0.29 0.05 1.20
I 435 I 434 0.74 0.45 0.33 0.33 25.50 10.00 \ 10.00 5.51 1.82 835.00 834.75 1.00% 15" RCCP 6.46 4.52 0.45 0.08 1.48
I 434 \ 0.21 0.62 0.13 0.13 \ 10.00 \ 10.00 5.51 0.72 \\\\\\ \\\
I 434 M 408 \ 1.46 \ 0.73 86.54 10.11 0.52 10.63 5.41 3.95 834.57 831.72 3.28% 15" RCCP 11.70 8.60 0.50 0.37 3.22
M 408 I 433 1.46 0.73 86.54 10.63 0.17 10.80 5.37 3.95 831.52 828.93 3.00% 15" RCCP 11.18 8.33 0.51 0.37 3.22 Q CANNOT DECREASE
I433 ` 0.22 0.55 0.12 0.12 \ 10.00 \ 10.00 5.51 0.66 \\\:\„ \\\ \`
I433 I432 1.68 \ 0.85 25.88 10.80 0.17 10.97 5.36 4.55 828.73 828.21 2.00% 15" RCCP 9.13 7.43 0.62 0.50 3.71
I432 \ 0.13 0.66 0.08 0.08 \ 10.00 \ 10.00 5.51 0.46 \\\\\\\\\\
I432 M407 \ 1.80 \ 0.93 53.63 10.97 0.06 11.03 5.34 4.98 828.01 826.94 2.00% 15" RCCP 9.13 7.60 0.66 0.59 4.06
M 407 I 430 4.54 2.68 72.25 12.54 0.39 12.94 5.01 13.43 821.18 820.82 0.50% 24" RCCP 15.99 5.70 1.40 0.35 4.27
I431 I430 0.24 0.75 0.18 0.18 26.40 10.00 \ 10.00 5.51 0.97 826.06 825.80 1.00% 15" RCCP 6.46 3.79 0.33 0.02 0.79
I430 \ 0.07 0.73 0.05
0.05 \ 10.00 \ 10.00 5.51 0.28 \\\\\\\\\\
I430 I428 4.85 2• .91 126.00 10.00 I 0.12 10.12 5.49 15.96 820.62 819.99 0.50% 24" RCCP 15.99 5.80 1.63 0.50 5.08
I429 I428 0.20 0.75 0.15 0.15 26.40 10.00 \ 10.00 5.51 0.83 823.56 820.74 10.70% 15" RCCP 21.12 8.36 0.17 0.02 0.68
I 428 \ 0.20 0.73 0.15 0.15 \ 10.00 \ 10.00 5.51 0.81 \\\\\\\\\\
I428 M406 \ 5.25 \ 3• .20 68.89 10.12 0.36 _10.48 5.44 17.43 819.79 819.10 1.00% 24" RCCP 22.61 7.94 1.31 0.59 5.55
M 406 I 426 5.25 3.20 66.86 10.48 0.14 10.62 5.41 17.43 818.90 817.41 2.22% 24" RCCP 33.69 10.81 1.02 0.59 5.55 Q CANNOT DECREASE
I 427 I 426 0.24 0.74 0.18 0.18 25.50 10.00 10.00 5.51 0.98 819.13 818.16 3.79% 15" RCCP 12.57 6.09 0.24 0.02 0.80
I 426 \ 0.13 0.69 9 0.09 \ 10.00 \ 10.00 5.51 0.50 \�\\\\\\\�
I 426 I 424 5.62 3• .47 146.60 10.62 0.10 10.73 5.39 18.71 817.21 813.74 2.37% 24" RCCP 34.81 11.28 1.04 0.68 5.96 Q CANNOT DECREASE
I425 I424 0.21 0.77 0.16 0.16 25.50 10.00 \ 10.00 6.03 0.96 816.29 816.04 1.00% 15" RCCP 6.46 3.78 0.33 0.02 0.78 25-YR SUMP
163
Morris&Ritchie Associates of NC, PC 1/23/2024

WINSTON-SALEM, FORSYTH, NORTH CAROLINA
STORM DRAIN DESIGN COMPUTATIONS
DESIGNED BY: AJH CONTRACT 21690
CHECKED: DAA TITLE SAWMILL WOODS
LOCATION RUNOFF PIPE DESIGN(n=0.013) H.G.L.
DRAINAGE AREA TIME OF CONCENTRATION DISCHARGE
an
re
Q I z (7 F w W w Z Q I O W O
Q Z Li.O La W W 0 K
REMARKS
LL Q ¢ O
FROM TO LLw z
o• ZWU a W z 0 j O Z > H Z w Z Cl)LL w
p z C 0 > _I >
J m LLy U ]LL V a
(ac) (ac) (ft) (min.) (min.) (min.) (in/hr) (cfs) (%) (in) (cfs) (fps) (ft) (%) (fps)
I 0.17 0.17 5.51 10-YR EQUIV.
I 424 I\I 0.24 I� 0.69 0.17 0.17 10.00 I� 10.00 5.51 0.92 - 1 25-YR SUMP
0.17 0.17 5.51 10-YR EQUIV.
I 424 M 405 \ 6.07 \ 3.81 83.98 10.73 0.22 10.94 5.36 20.41 813.24 812.40 1.00% 24" RCCP 22.61 8.15 1.48 0.81 6.50
M 405 E 402 \ 9• .78 \ 6.15 30.88 11.61 0.13 11.74 5.22 32.07 811.90 811.50 1.29% 36" RCCP 75.73 10.26 1.36 0.23 4.54
SCM#4C
Y 408 Y 407 0.72 \ 0.51 0.37 0.37 59.50 10.00 \ 10.00 5.51 2.03 817.87 816.25 2.72% 15" RCCP 10.65 6.68 0.37 0.10 1.65
Y407 \ 0.58 0.49 0.28 0.28 \ 10.00 \ 10.00 5.51 1.56 \\\\\\\\\\
Y 407 E 403 \ 1.30 \ 0.65 55.92 10.00 0.15 10.15 5.49 3.58 812.62 811.50 2.00% 15" RCCP 9.13 6.99 0.54 0.31 2.92
SCM#5
I504 I503 0.22 \ 0.74 0.16 0.16 25.68 10.00 \ 10.00 5.51 0.89 825.37 825.11 1.00% 15.00 RCCP 6.46 3.70 0.31 0.02 0.73
I503 \ 0.18 0.63 0.11 0.11 \ 10.00 \ 10.00 5.51 0.61 \\ \\\\\\\
I 503 I 502 0.39 \ 0.27 138.43 10.00 0.12 10.12 5.49 1.49 824.91 815.46 6.82% 15" RCCP 16.86 8.48 0.25 0.05 1.21
I502 \ 0.21 0.69 0.14 0.14 \ 10.00 \ 10.00 5.51 0.78 \\\ \\\\\\
I502 I501 0.60 \ 0.41 25.50 10.12 0.27 10.39 5.46 2.25 815.26 815.01 1.00% 15" RCCP 6.46 4.79 0.51 0.12 1.83
I501 \ 0.20 0.74 0.15 0.15 \ 10.00 \ 10.00 5.51 0.80 \\\\\\\\\\
I 501 M 502 \ 0• .79 \ 0.56 109.62 10.39 0.09 10.48 5.44 3.03 814.81 813.71 1.00% 15" RCCP 6.46 5.18 0.60 0.22 2.47
M 502 M 501 \ 0.79 \ 0.56 79.38 10.48 0.35 10.83 5.37 3.03 813.51 809.70 4.80% 15" RCCP 14.15 9.18 0.39 0.22 2.47 Q CANNOT DECREASE
M 501 E 501 \ 0• .79 \ 0.56 25.05 10.83 0.14 10.97 5.36 3.03 809.50 808.50 4.00% 15" RCCP 12.91 8.59 0.41 0.22 2.47 Q CANNOT DECREASE
I 516 I 515 0.25 \ 0.73 0.18 0.18 28.94 10.00 \ 10.00 5.51 1.01 845.44 845.03 1.42% 15" RCCP 7.69 4.34 0.31 0.02 0.82
I515 \ 0.13 0.73 0.09
0.09 \ 10.00 \ 10.00 5.51 0.51 \\\\\\ \\
I515 I513 0.38 0.28 156.00 10.00 0.11 10.11 5.49 1.52 844.83 840.22 2.95% 15" RCCP 11.09 6.34 0.31 0.06 1.24
I 514 I 513 0.25 0.74 0.19 0.19 28.94 10.00 \ 10.00 5.51 1.03 840.51 840.22 1.00% 15" RCCP 6.46 3.85 0.34 0.03 0.84
I513 \ 0.26 0.73 0.19 0.19 \ 10.00 \ 10.00 5.51 1.05 \\\\\\\\\\
I513 I511 0.89 0.65 156.00 10.11 0.41 10.52 5.42 3.55 840.02 835.54 2.87% 15" RCCP 10.94 7.96 0.49 0.30 2.89
I 512 I 511 0.25 0.74 0.19 0.19 28.94 10.00 \ 10.00 5.51 1.03 835.83 835.54 1.00% 15" RCCP 6.46 3.85 0.34 0.03 0.84
_I511 \ 0.25 0.72 \ 0.18 \ 10.00 \ 10.00 5.51 0.99 \\\\\\\\\\
I511 I509 1.39 1.02 143.85 10.52 0.33 10.85 5.37 5.48 835.34 830.80 3.15% 15" RCCP 11.46 9.23 0.61 0.72 4.47
I 510 I 509 0.26 0.75 0.20 0.20 25.72 10.00 10.00 5.51 1.08 831.06 830.80 1.00% 15" RCCP 6.46 3.91 0.35 0.03 0.88
I509 \ 0.23 0.67 0.15 0.15 \ 10.00 \ 10.00 5.51 0.85 \\\\\\�:..."---....;\\
I 509 I 508 1.88 1.37 148.00 10.85 0.26 11.11 5.32 7.29 830.55 826.52 2.72% 18" RCCP 17.32 9.38 0.68 0.48 4.13
I 508 \ 0.21 0.72 0.15 0.15 \ 10.00 \ 10.00 5.51 0.83 \\\\\\\\\\
164
Morris&Ritchie Associates of NC, PC 1/23/2024

WINSTON-SALEM, FORSYTH, NORTH CAROLINA
STORM DRAIN DESIGN COMPUTATIONS
DESIGNED BY: AJH CONTRACT 21690
CHECKED: DAA TITLE SAWMILL WOODS
LOCATION RUNOFF PIPE DESIGN(n=0.013) H.G.L.
DRAINAGE AREA TIME OF CONCENTRATION DISCHARGE
an
re
Q I z 0 F W W J Z C . I O W O
Lu
QZ ~ LL
O 0 K
REMARKS
LL Q ¢ O
FROM TO LLw z
o• ZWU a W z 0 j O Z > H Z w Z LLui w
p z C 0 > _I >
J ci) m LLy U ]re U a I
(ac) (ac) (ft) (min.) (min.) (min.) (in/hr) (cfs) (%) (in) (cfs) (fps) (ft) (%) (fps)
I 508 I 507 2.09 -...----..s.S\ 1.52 104.00 11.11 i 0.26 11.37 5.29 8.03 826.32 823.40 I 2.81% 18" I RCCP 17.60 9.73 0.71 0.58 4.54
I507 \ 0.17 0.72 0.12 0.12 \ 10.00 \ 10.00 5.51 0.66 \\\\\\\\\\
I 507 I 506 2.26 \ 1.64 67.07 11.37 0.18 11.55 5.25 8.61 823.20 822.53 1.00% 18' RCCP 10.50 6.63 1.03 0.67 4.87
I506 \ 0.26 0.72 0.18 0.18 \ 10.00 \ 10.00 5.51 1.02 \\\\\\\\\\
I 506 I 505 2.51 \ 1.82 92.03 11.55 0.17 11.72 5.22 9.52 822.33 821.41 1.00% 18' RCCP 10.50 6.73 1.12 0.82 5.39
I 505 0.45 0.77 0.34 0.34 #N/A 10.00 \ 10.00 6.03 2.08 \\\\\\\\\\ 25-YR SUMP
0.38 0.38 5.51 10-YR EQUIV.
M 503 E 502 2.96 \ 2.20 68.13 11.95 0.05 12.00 5.18 11.41 8111..23 808.50 4.00% 24'' I RCCP 45.23 11.99 0.68 I 0.25 3.63 Q CANNOT DECREASE
BYPASS(600 SERIES)
Y 602 Y 601 0.44 \ 0.52 0.23 0.23 163.00 10.00 \ 10.00 5.51 1.26 840.55 833.21 4.50% 15" RCCP 13.70 6.97 0.26 0.04 1.03
Y 601 \ 0.28 \ 0.49 0.14 0.14 \ 10.00 \ 10.00 6.03 0.82 \\\\\\ \\ 25-YR SUMP
0.15 0.15 5.51 10-YR EQUIV.
Y 601 I611 0.72 \\ 0.38 152.22 10.00 0.39 10.39 5.46 2.07 833.01 828.39 3.04% 15" RCCP 11.26 6.99 0.36 0.10 1.69
I611 \ 0.26 0.73 0.19 0.19 \ 10.00 \ 10.00 5.51 1.03 \\\\ \\\\
I611 I610 0.98 \ 0.57 25.50 10.39 0.36 10.75 5.39 3.05 828.19 827.94 1.00% 15" RCCP 6.46 5.19 0.60 0.22 2.49
I610 \ 0.20 0.70 0.14 0.14 \ 10.00 \ 10.00 5.51 0.78 \\\\\\\\\\
I610 I609 1.18 \ 0.71 106.47 10.75 0.08 10.83 5.37 3.80 827.74 822.12 5.27% 15" RCCP 14.82 10.11 0.43 0.35 3.10
I609 \ 0.15 0.73 0.11 0.11 \ 10.00 \ 10.00 5.51 0.59 \\\\\\\\�\
I 609 I 607 1.33 \ 0.81 98.53 10.83 0.18 11.01 5.34 4.35 821.92 815.59 6.43% 15" RCCP 16.37 11.28 0.44 0.45 3.54
I608 I607 0.12 0.67 0.08 0.08 25.50 10.00 \ 10.00 5.51 0.46 815.84 815.59 1.00% 15" RCCP 6.46 3.05 0.23 0.01 0.37
I607 \ 0.15 0.73 0.11 0.11 \ 10.00 \ 10.00 5.51 0.62 \\\\\\\\\\
I607 I605 1.60 1.01 179.51 11.01 0.14 11.15 5.32 5.37 815.39 807.13 4.60% 15" RCCP 13.85 10.57 0.54 0.69 4.38
I605 \ 0.10 0.78 0.08 0.08 \ 10.00 \ 10.00 5.51 0.44 \\\\\\\\\\
I606 I605 1.71 \ 1.09 25.50 11.15 0.28 11.43 5.27 5.74 807.39 807.13 1.00% 15" RCCP 6.46 5.94 0.91 0.79 4.68
I605 \ 0.10 0.78 0.08 0.08 \ 10.00 \ 10.00 5.51 0.44 \\\\\\\\\\
I605 I601 1.81 \ 1.17 64.81 11.43 0.07 11.50 5.25 6.13 806.93 805.06 2.88% 15" RCCP 10.96 9.17 0.67 0.90 5.00
I604 I603 0.18 0.68 I 0.12 0.12 25.50 10.00 i\ 10.00 I 5.51 0.67 806.48 806.23 1.00% 15" RCCP 6.46 3.41 I 0.27 0.01 0.55
I603 \ 0.17 0.81 0.14 0.14 \ 10.00 \ 10.00 5.51 0.77 \ \\\\\\\
I603 I601 0.35 0.26 96.43 10.00 0.07 10.07 5.51 1.44 806.03 805.06 1.00% 15" RCCP 6.46 4.24 0.40 0.05 1.17
I602 I601 0.05 0.90 0.05 0.05 25.50 10.00 \ 10.00 6.03 0.30 807.55 805.06 9.74% 15" RCCP 20.15 5.97 0.11 0.00 0.24 25-YR SUMP
0.05 0.05 5.51 10-YR EQUIV.
165
Morris&Ritchie Associates of NC, PC 1/23/2024

WINSTON-SALEM, FORSYTH, NORTH CAROLINA
STORM DRAIN DESIGN COMPUTATIONS
DESIGNED BY: AJH CONTRACT 21690
CHECKED: DAA TITLE SAWMILL WOODS
LOCATION RUNOFF PIPE DESIGN(n=0.013) H.G.L.
DRAINAGE AREA TIME OF CONCENTRATION DISCHARGE
an
il
Q 2 (7 F L. W J Z C Q = O W O
O LLLL w � W w W W Q =O O w K Q ZO � aLTJ ~ O LLO REMARKS
FROM TO o• j . Z W U < a W z � LL � w P z z > w a 1- a a w Z o LL uJi w
y U ] O w J G Z M Z C U > LL >
re U a
(ac) (ac) (ft) (min.) (min.) (min.) (in/hr) (cfs) (%) (in) (cfs) (fps) (ft) (%) (fps)
I 601 I`I 0.09 \ 0.78 0.07 0.07 \I 10.00 \I 10.00 6.03 0.45 25-YR SUMP
0.08 0.08 5.51 10-YR EQUIV.
I601 E 601 I I\ 2.31 I\\ 1.56 46.30 11.50 0.12 11.62 5.23 8.19 1804.86 802.50 5.10% 18" RCCP 23.71 12.18 I 0.61 0.61 4.63
BYPASS(700 SERIES)
I 706 I 705 0.30 \ 0.72 0.21 0.21 26.55 10.00 ,\ 10.00 5.51 1.17 804.63 804.37 1.00% 15" RCCP 6.46 4.00 0.36 0.03 0.95
I 705 \ 0.10 0.78 0.08
0.08 \ 10.00 \ 10.00 5.51 0.41 \\\\\\\\\\
I705 I703 0.39 0.29 119.02 10.00 0.11 10.11 5.49 1.58 804.17 802.98 1.00% 15" RCCP 6.46 4.35 0.42 0.06 1.29
I 704 I 703 0.16 0.70 0.11 0.11 25.50 10.00 \ 10.00 5.51 0.62 803.49 802.98 2.02% 15" RCCP 9.18 4.27 0.22 0.01 0.51
I 703 \ 0.07 0.79 0.06 0.06 \ 10.00 �10.00 5.51 0.31 \ \\\\\\\
I703 I 702A \ 0.62 \ 0.46 174.18 10.11 0.46 10.57 5.42 2.48 802.78 801.04 1.00% 15" RCCP 6.46 4.92 0.54 0.15 2.02
I 702A I 702 0.62 \ 0.46 8.00 10.57 0.59 11.16 5.32 2.48 800.84 800.76 1.00% 15" RCCP 6.46 4.92 0.54 0.15 2.02 Q CANNOT DECREASE
I 702 \ 0.28 0.74 0.20 0.20 \ 10.00 \ 10.00 5.51 1.13 \\\\\\\\\\
I702 I701 0.28 \ 0.72 25.50 11.16 0.03 11.18 5.32 3.82 798.38 798.10 1.10% 15' RCCP 6.77 5.68 0.67 0.35 3.11
I 701 \ 0.29 0.65 0.19 0.19 \ 10.00 \ 10.00 5.51 1.04 \\\\\\\\\\
I701 E 701 \ 0.29 1.11 43.92 10.00 0.07 10.07 5.51 6.12 797.90 794.38 8.00% 15" RCCP 18.26 13.40 0.50 0.90 4.99
BYPASS(800 SERIES)
Y 802 Y 801 I 8.33 I\I 0.40 3.33 3.33 106.51 10.00 I\I 10.00 6.03 20.10 1830.30 828.12 2.05% 30" RCCP 58.71 10.83 I 1.01 0.24 4.09 25-YR SUMP
3.65 3.65 5.51 10-YR EQUIV.
Y 801 r***--...1L 0.18 I\I 0.45 0.08 0.08 10.00 \I 10.00 6.03 0.48 I\\\\\\\\\\ 25-YR SUMP
0.09 0.09 5.51 10-YR EQUIV.
Y 801 M 802 8.51 3.73 91.10 10.00 0.16 10.16 5.49 20.51 827.92 824.88 3.33% 30" RCCP 74.82 12.99 0.89 0.25 4.18
M 802 M 801 \ 8.51 \ 3.73 72.61 10.16 0.12 10.28 5.48 20.51 824.68 823.75 1.29% 30" RCCP 46.57 9.18 1.16 0.25 4.18 Q CANNOT DECREASE
M 801 E 801 \ 8.51 \ 3.73 120.11 10.28 0.13 10.41 5.44 20.51 823.55 822.00 1.29% 30' RCCP 46.57 9.18 1.16 0.25 4.18 Q CANNOT DECREASE
166
Morris&Ritchie Associates of NC, PC 1/23/2024

WINSTON-SALEM, FORSYTH, NORTH CAROLINA
10-YR HYDRAULIC GRADE LINE COMPUTATIONS
DESIGNED BY: AJH CONTRACT 21690
CHECKED: DAA TITLE SAWMILL WOODS
PIPE DATA HEAD LOSSES WSEL STRUCTURE DATA
y Z 0 „ Z a .. O C1 z W
W Z F O W 0 2 H W it ,.... 12 O W F = O = p = J W J W J W N O Z Q Q F
W W 0 Q I t ,CI' H a H y V J U W U J U Q y Z Q „ J W W W Q' } rL H < W p 1- W
FROM TO a � y = Za U_ O _Vy OF OJ W GLL a' N QfyA Wy ~ON Hy Z co pJ 0: > Q H W J j JZ REMARKS
a Q a y n O E y ix O w p w c I LL Z w O a 0 m 0 y p H F Q W W y a H Z -
G G LL LL J > - > w m 0 O J W J J O 7 Q �j U ? CI
U U I- m
y
(in) (cfs) (ft) (%) (ft) (fps) (fps) (deg.) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (in)
5CM#1
E 101 M 101 24" 7.75 27.53 0.12 0.03 2.47 1.46 82 0.67 0.02 0.01 0.02 0.09 813.29 813.38 M 101 817.13 3.75 24" 809.71 809.91
M 101 I 101 24" 5.60 46.78 0.06 0.03 1.78 0.93 76 0.64 0.01 0.00 0.01 0.05 813.38 813.43 I 101 816.27 2.84 24" 810.14 810.34
I 101 I 102 24" 4.58 25.50 0.04 0.01 1.46 0.69 0 0.00 0.01 0.00 0.00 0.02 813.43 813.46 I 102 816.27 2.81 24" I 810.47 810.67
I 102 I 103 15" 1.14 47.00 0.03 0.01 0.93 \ 0 0.00 0.00 \\ 0.02 813.46 813.47 I 103 816.64 3.17 \ 811.89 \(Not Controlling)
I 102 Y 101 24" 2.17 115.75 0.01 0.01 0.69 0.73 90 0.70 0.00 0.00 0.01 0.02 813.46 813.48 Y 101 814.50 1.02 15" 811.25 812.00
Y 101 Y 102 15" 0.90 83.52 0.02 0.02 0.73 0 0.00 0.00 \\ 0• .02 813.48 813.49 Y 102 816.15 2.66 813.67
M 101 I 104 15" 2.26 53.69 0.12 0.07 1.84 1.03 31 0.29 0.01 0.01 0.02 0.10 813.38 813.48 1104 817.83 4.35 15" 811.20 811.40
I104 I105 15" 1.27 25.50 0.04 0.01 1.03 �� *****-----, 0.00 ----------,----------, 0• .01 813.48 813.49 I 105 817.84 4.35 811.65
SCM#2
E 201 M 201 18" 7.17 19.35 0.47 0.09 4.06 4.87 48 0.45 0.06 0.13 0.17 0.45 807.73 808.18 M 201 810.49 2.31 15" 804.19 804.39
M 201 I 201 15" 1.25 75.32 0.04 0.03 1.02 \\\ 0.00 \\ 0.03 808.18 808.21 I 201 810.17 1.96 \ 806.97 \(Not Controlling)
M 201 I 202 15" 5.98 47.69 0.86 0.41 4.87 4.38 7 0.05 0.09 0.10 0.01 0.62 808.18 808.80 I 202 811.91 3.11 15" 805.41 805.61
I 202 I 203 15" 5.37 66.00 0.69 0.46 4.38 3.28 0 0.00 0.07 0.06 0.00 0.59 808.80 809.39 I203 814.70 5.31 15" 807.75 807.95
I 203 I 204 15" 0.51 29.98 0.01 0.00 0.42 \\\ 0.00 \\ 0.00 809.39 809.39 I 204 815.45 6.06 \ 808.95 \(Not Controlling)
I 203 M 202 15" 4.03 75.61 0.39 0.29 3.28 3.28 37 0.35 0.04 0.06 0.06 0.45 809.39 812.25 M 202 818.09 5.84 15" 811.05 811.25
M 202 I 205 15" 4.03 66.53 0.39 0.26 3.28 2.47 20 0.16 0.04 0.03 0.02 0.35 812.25 813.52 I 205 819.24 5.72 15" 812.32 812.52
I 205 M 203 15" 3.03 135.52 0.22 0.30 2.47 1.91 54 0.50 0.02 0.02 0.03 0.37 813.52 815.16 M 203 822.61 7.45 15' 813.91 814.16
M 203 I 206 15" 0.73 58.63 0.01 0.01 0.59 0.33 57 0.53 0.00 0• .01 815.16 815.95 I 206 819.77 3.82 15" 814.75 814.95 (Not Controlling)
I 206 I 207 15" 0.41 29.78 0.00 0.00 0.33 \\\ 0.00 \ 0.00 815.95 815.95 I 207 819.12 3.17 \ 816.12 \(Not Controlling)
M 203 I 208 15" 2.34 51.91 0.13 0.07 1.91 1.17 11 0.07 0.01 0.01 0.00 0.09 815.16 823.32 I 208 825.32 2.00 15' 818.37 822.32
I 208 I 209 15" 0.47 25.50 0.01 0.00 0.38 \\� 0.00 �\ 0.00 823.32 823.32 I 209 825.32 2.00 \ 8• 18.82 \(Not Controlling)
I208 I210 15" 1.43 192.09 0.05 0.09 1.17 0.57 71 0.62 0.01 0.00 0.00 0.10 823.32 833.00 I210 838.51 5.51 15" 831.80 832.00
I210 I211 15" 0.70 25.50 0.01 0.00 0.57 ��� 0.00 �-...------,... 0• .00 833.00 833.00 I211 838.51 5.51 \ 8• 32.26
SCM#3
E 301 M 301 15" 6.25 45.41 0.94 i 0.43 5.09 5.09 1 48 0.45 i 0.10 1 0.14 0.18 0.85 809.52 813.40 M 301 818.65 5.25 15' 806.82 812.40
M 301 M 302 15" 6.25 40.00 0.94 0.37 5.09 4.31 0 0.00 0.10 0.10 0.00 0.58 813.40 823.22 M 302 830.80 7.58 15' 817.20 822.22
M 302 I 301 15" 6.25 97.25 0.94 0.91 5.09 4.31 90 0.70 0.10 0.10 0.20 1.31 823.22 824.53 I 301 829.84 5.31 15" 823.19 823.39
I301 I 301A 15" 5.29 8.00 0.67 I 0.05 4.31 4.31 0 0.00 I 0.07 I 0.10 I 0.00 I 0.23 824.53 824.76 I 301A 829.92 I 5.16 I 15" 823.47 823.67
I 301A M 303 15" 5.29 93.85 0.67 0.63 4.31 3.37 25 0.22 0.07 0.06 0.04 0.80 824.76 826.61 M 303 831.86 5.25 15' 825.41 825.61
M 303 I 302 15" 5.29 46.46 0.67 0.31 4.31 2.56 78 0.65 0.07 0.04 0.07 0.49 826.61 827.65 I 302 833.14 5.49 15' 826.45 826.65
I 302 I 303 15" 4.14 25.99 0.41 0.11 3.37 2.56 77 0.65 0.04 0.04 0.07 0.25 827.65 828.11 I303 833.36 5.25 15' 826.91 827.11
167
Morris Ritchie Associates of NC, PC 1/23/2024

WINSTON-SALEM, FORSYTH, NORTH CAROLINA
10-YR HYDRAULIC GRADE LINE COMPUTATIONS
DESIGNED BY: AJH CONTRACT 21690
CHECKED: DAA TITLE SAWMILL WOODS
PIPE DATA HEAD LOSSES WSEL STRUCTURE DATA
Ili Zy Z 0 „ Z a .. 0 C1 Z W I
W Z o F d F, W O 2- H W H _ 12 O W F = 0 = p = J W J _ J W N O Z Q Q F
W W 0 Q I t - H a H y V J U W U J U Q y Z Q y J W W W Q' } rL H Q W p 1- W
FROM TO a � y = Za U_ O Vy OF OJ W GLL LL' N QfyA Wy ~ON Hy Z y pJ 0: > Q H W J j JZ REMARKS
dQ py JO K y Q' O W = WG I LL Z W ~ O d0 m0 Hy per+ ,- FQ W W yd HZ z
G G LL LL J > - > W m 0 O J W J J O 7 Q �j U ? a
p U U Ce m
fA
(in) (cfs) (ft) (%) (ft) (fps) (fps) (deg.) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (in)
I 303 M 304 15" 3.14 196.13 0.24 0.46 2.56 0.77 27 0.24 1 0.03 0.00 0.00 0.49 828.11 839.22 M 304 844.47 5.25 15" 838.02 838.22
M 304 I 304 15" 3.14 42.52 0.24 0.10 2.56 1.08 61 0.56 0.03 0.01 0.01 0.14 839.22 840.48 I 304 846.51 6.03 15" 839.28 839.48
I 304 I 305 15" 0.94 26.10 0.02 0.01 0.77 \\ 0.00 \\ 0• .01 840.48 840.49 I 305 846.84 6.35 \ 8• 39.74 \(Not Controlling)
I 304 I 306 15" 1.32 136.60 0.04 0.06 1.08 0.53 83 0.67 0.00 0.00 0.00 0.07 840.48 846.38 I306 852.23 5.85 15" 845.18 845.38
I306 I307 15" 0.65 25.67 0.01 0.00 0.53 4.35 �--------...„ 0• .00 �--------.„ 0• .00 846.38 846.38 I307 852.30 5.92 \ 845.64 \
SCM#4A
E 401 M 401 24" 13.67 50.49 0.37 0.18 4.35 4.12 27 0.24 0.07 0.09 0.06 0.41 815.18 822.32 M 401 827.37 5.05 24" 813.52 820.72
M 401 Y 400 24" 13.67 54.10 0.37 0.20 4.35 4.12 0 0.00 0.07 0.09 0.00 0.36 822.32 823.61 Y 400 827.60 3.99 24" 821.81 822.01
Y 400 M 402 24" 12.94 68.20 0.33 0.22 4.12 4.12 90 0.70 0.07 0.09 0.18 0.57 823.61 825.17 M 402 830.07 4.90 24" 823.37 823.57
M 402 M 403 24" 12.94 45.95 0.33 0.15 4.12 1.08 0 0.00 0.07 0.01 0.00 0.22 825.17 835.61 M 403 843.80 8.19 24" 829.09 834.01
M 403 I 401 24" 12.94 96.14 0.33 0.31 4.12 1.08 0 0.00 0.07 0.01 0.00 0.39 835.61 836.67 I 401 842.76 6.09 18" 834.97 835.47
I 401 I 401A 15" 1.33 8.00 0.04 0.00 1.08 1.08 0 0.00 0.00 \ 0• .01 836.67 837.07 I 401A 842.81 5.74 15" 835.87 836.07 (Not Controlling)
I 401A I 403 15" 1.33 45.84 0.04 0.02 1.08 \\\ 0.00 \ 0.02 837.07 837.09 I 403 843.16 6.07 \ 8• 36.92 \(Not Controlling)
I401 I402 18" 9.71 25.50 0.86 0.22 5.49 4.20 80 0.66 0.12 0.10 0.18 0.61 836.67 837.28 I402 842.76 5.48 18" 835.72 835.92
I 402 Y 401 15" 1.54 27.25 0.06 0.02 1.25 \\\ 0• .01 \\ 0.02 837.28 837.30 Y 401 842.34 5.04 \ 8• 38.54 \(Not Controlling)
I402 I404 18" 7.42 66.44 0.50 0.33 4.20 3.88 28 0.26 0.07 0.08 0.06 0.54 837.28 838.29 I404 843.46 5.17 18" 836.89 837.09
I404 I405 18" 6.86 88.70 0.43 0.38 3.88 1.27 18 0.14 0.06 0.01 0.00 0.45 838.29 840.33 I405 846.70 6.37 15" 839.08 839.33
I405 I406 15" 5.99 25.50 0.86 0.22 4.88 0.59 44 0.42 0.09 0.00 0.00 0.32 840.33 841.04 I406 846.70 5.66 15" 839.84 840.04
I 406 I 409 15" 1.56 120.50 0.06 0.07 1.27 0.59 0 0.00 0.01 0.08 841.04 844.97 I 409 850.32 5.35 15" 843.77 843.97 (Not Controlling)
I 409 I 410 15" 0.72 29.58 0.01 0.00 0.59 \\\ 0.00 \ 0.00 844.97 844.97 I 410 850.77 5.80 \ 844.27 \(Not Controlling)
I406 I407 15" 3.67 39.96 0.32 0.13 2.99 1.87 47 0.44 0.03 0.02 0.02 0.21 841.04 841.64 I407 847.72 6.08 15" 840.44 840.64
I 407 I 408 15" 0.96 26.40 0.02 0.01 0.78 \\\ 0.00 \\ 0• .01 841.64 841.65 I 408 847.48 5.83 \ 840.90 \(Not Controlling)
I 407 M 404 15" 2.29 87.77 0.13 0.11 1.87 1.87 80 0.66 0.01 0.02 0.04 0.18 841.64 843.02 M 404 851.12 8.10 15" 841.82 842.02
M 404 Y 402 15" 2.29 39.55 0.13 0.05 1.87 0.00 0 0.00 0.01 0.00 0.00 0.06 843.02 843.61 Y 402 845.56 1.95 15" 842.41 842.61
Y 402 Y 403 15" 1.56 62.40 0.06 0.04 1.27 4.54 \\ 0• .01 \\ 0.04 843.61 843.65 Y 403 847.29 3.64 \ 844.54 \
SCM#4B
E 402 M 405 I 36" 32.07 30.88 0.23 0.07 4.54 6.50 85 0.68 0.08 0.23 0.45 0.83 I 815.18 816.01 I M 405 820.64 4.63 24" 811.90 812.40 I
M 405 I 411 18'' 12.22 84.66 1.35 1.15 6.92 6.03 7 0.05 0.19 0.20 0.03 1.56 816.01 817.56 I 411 822.82 5.26 15'' 816.01 816.21 (Not Controlling)
I 411 I 412 15" 0.94 27.53 0.02 0.01 0.77 \\\ 0.00 \\ 0.01 817.56 817.57 I 412 823.24 5.67 \ 8• 16.74 \(Not Controlling)
I411 I413 18" 10.65 131.12 I 1.03 1.35 6.03 5.34 29 0.27 0.14 0.15 0.12 1.76 817.56 I 821.43 I 413 I 827.22 5.79 18" 820.03 820.23
I 413 I 414 15'' 0.90 26.67 0.02 0.01 0.73 \\\ 0.00 \\ 0.01 821.43 821.44 I 414 827.34 5.90 \ 8• 20.84 \(Not Controlling)
I413 I415 18" 9.43 92.73 0.81 0.75 5.34 4.52 25 0.22 0.11 0.11 0.07 1.04 821.43 822.56 I 415 828.28 5.72 18" 821.16 821.36
168
Morris Ritchie Associates of NC, PC 1/23/2024

WINSTON-SALEM, FORSYTH, NORTH CAROLINA
10-YR HYDRAULIC GRADE LINE COMPUTATIONS
DESIGNED BY: AJH CONTRACT 21690
CHECKED: DAA TITLE SAWMILL WOODS
PIPE DATA HEAD LOSSES WSEL STRUCTURE DATA
y Z 0 0 Z a .. O p Z W
W Z (9 F d iiij O W O 2 H W H _ 12 O W F = O = p = J W J H J W N O z Q Q F
W W 0 Q I t - H a H y V J U W U J U Q y Z Q y J W W W Q' } rL P Q W p 1- W
FROM TO a � y = Za U_ O Vy OF OJ W GLL LL' N QfyA Wy ~ON Hy Z y pJ 0: > Q H W J j JZ REMARKS
d Q p y J O E y ce O W 7 W Z LL Z W F D d 0 .38 H y = ?+ ,- F Q W W y d H Z Z
G G LL LL J > - > W m 0 O J W J J O 7 Q W U ? a
p U U re Lu
re m
fA
(in) (cfs) (ft) (%) (ft) (fps) (fps) (deg.) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (in)
I 415 I 416 15" 0.98 28.66 0.02 0.01 0.80 \\:----,.... 0.00 \\ 0• .01 822.56 822.57 I 416 828.41 5.84 \ 821.91 \(Not Controlling)
I415 I417 18" 7.99 125.24 0.58 0.73 4.52 4.09 47 0.44 0.08 0.09 0.12 1.01 822.56 824.21 I417 829.56 5.35 18" 822.81 823.01
I417 I418 18" 7.23 39.24 0.47 0.19 4.09 5.38 45 0.43 0.06 0.16 0.19 0.60 824.21 824.97 I418 830.73 5.76 15" 823.72 823.97
I 418 I 419 15" 0.36 25.50 0.00 0.00 0.29 \\\ 0.00 \\ 0.00 824.97 824.97 I 419 830.73 5.76 \ 8• 24.23 \(Not Controlling)
I418 I420 15" 6.60 83.56 1.04 0.87 5.38 3.68 90 0.70 0.11 0.07 0.15 1.21 824.97 828.94 I420 834.70 5.76 15" 827.74 827.94
I 420 I 422 15" 1.65 117.12 0.07 0.08 1.34 0.72 0 0.00 0.01 \ 0.08 828.94 836.75 I 422 842.40 5.65 15" 835.55 835.75 (Not Controlling)
I 422 I 423 15" 0.88 25.59 0.02 0.00 0.72 \\\ 0.00 0.01 836.75 836.76 I 423 842.50 5.74 \ 8• 36.00 \(Not Controlling)
I420 I421 15" 4.51 25.50 0.49 0.12 3.68 3.09 0 0.00 0.05 0.05 0.00 0.23 828.94 829.39 I421 834.70 5.31 15" 828.20 828.39
I 421 Y 404 15" 3.79 31.84 0.34 0.11 3.09 2.48 35 0.33 0.04 0.03 0.03 0.21 829.39 829.91 Y 404 831.50 1.59 15" 828.71 828.91
Y 404 Y 405 15" 3.04 111.66 0.22 0.25 2.48 1.26 80 0.66 0.02 0.01 0.02 0.30 829.91 832.50 Y 405 834.50 2.00 15" 831.30 831.50
Y 405 Y 406 15" 1.55 96.00 0.06 0.06 1.26 ��� 0• .01 \\ 0• .06 832.50 832.56 Y 406 838.34 5.78 8• 35.34 \
M 405 I 424 24" 20.41 83.98 0.81 0.68 6.50 5.96 5 0.03 ' 0.16 0.19 0.02 1.06 816.01 817.07 I 424 819.29 2.22 24" 813.24 813.74
I 424 I 425 15" 0.96 25.50 0.02 0.01 0.78 \\\ 0.00 \\ 0.01 817.07 817.07 I 425 819.29 2.22 \ 8• 16.29 \(Not Controlling)
I424 I426 24" 18.71 146.60 0.68 1.00 5.96 5.55 10 0.07 0.14 0.17 0.03 1.34 817.07 819.01 I426 822.13 3.12 24" 817.21 817.41
I 426 I 427 15" 0.98 25.50 0.02 0.01 0.80 \\\ 0.00 \\ 0• .01 819.01 819.02 I 427 822.13 3.11 \ 819.13 \(Not Controlling)
I 426 M 406 24" 17.43 66.86 0.59 0.40 5.55 5.55 7 0.05 0.12 0.17 0.02 0.71 819.01 820.70 M 406 825.70 5.00 24" 818.90 819.10
M 406 I 428 24" 17.43 68.89 0.59 0.41 5.55 5.08 9 0.06 0.12 0.14 0.02 0.69 820.70 821.59 I 428 828.78 7.19 24" 819.79 819.99
I 428 I 429 15" 0.83 26.40 0.02 0.00 0.68 \\\ 0.00 \\ 0• .01 821.59 821.60 I 429 829.06 7.46 \ 8• 23.56 \(Not Controlling)
I428 I430 24" 15.96 126.00 0.50 0.63 5.08 4.27 0 0.00 0.10 0.10 0.00 0.83 821.59 822.42 I430 832.43 10.01 24" 820.62 820.82
I 430 I 431 15" 0.97 26.40 0.02 0.01 0.79 \\\ 0.00 \\ 0• .01 822.42 822.43 I 431 832.56 10.13 \ 8• 26.06 \(Not Controlling)
I 430 M 407 24" 13.43 72.25 0.35 0.25 4.27 2.82 90 0.70 0.07 0.04 0.09 0.45 822.42 822.98 M 407 833.92 10.94 24" 821.18 821.38
M 407 I 432 15" I 4.98 53.63 0.59 0.32 4.06 3.71 35 0.33 0.06 0.07 0.07 0.53 822.98 829.21 I 432 834.89 5.68 15'' 828.01 828.21 (Not Controlling)
I432 I I433 15" I 4.55 I 25.88 I 0.50 I 0.13 I 3.71 I 3.22 0 0.00 0.05 0.06 0.00 0.24 829.21 829.93 I433 834.98 5.05 15" 828.73 828.93
I 433 M 408 15" 3.95 86.54 0.37 0.32 3.22 3.22 32 0.30 0.04 0.06 0.05 0.47 829.93 832.72 M 408 838.03 5.31 15'. 831.52 831.72
M 408 I 434 15" 3.95 86.54 0.37 0.32 3.22 1.20 20 0.16 I 0.04 0.01 0.00 0.38 832.72 835.75 I 434 841.50 5.75 15" 834.57 834.75
I434 I435 15" 1.82 25.50 0.08 1 0.02 1.48 s..------.......\\ 0• .01 \\ 0.03 835.75 835.78 I435 841.50 5.72 \ 8• 35.00 \
I434 I436 15" 1.47 216.07 0.05 0.11 1.20 0.74 90 0.70 0.01 0.00 0.01 0.13 835.75 844.39 I436 850.14 5.75 15" 843.19 843.39
I436 I437 15" 0.91 25.50 0.02 0.01 0.74 \\\ 0• .00 �� 0• .01 844.39 844.40 I437 850.14 5.74 \ 843.64 \
M 407 I 438 24" 8.87 122.46 0.15 0.19 2.82 2.55 0 0.00 0.03 0.04 0.00 0.25 822.98 823.79 I 438 830.72 6.93 24" 821.99 822.19
I 438 I 439 15' 0.64 25.50 0.01 0.00 0.52 \\\ 0.00 \\ 0.00 823.79 823.79 I 439 830.72 6.93 \ 8• 25.72 \(Not Controlling)
I438 I440 24" 8.01 109.00 0.13 0.14 2.55 2.46 90 0.70 0.03 0.03 0.07 0.26 823.79 824.43 I440 828.69 4.26 18" 822.73 823.23
I 440 I 442 15" 2.92 151.00 0.20 0.31 2.38 1.87 90 0.70 0.02 0.02 0.04 0.39 824.43 826.62 I 442 832.49 5.87 15" 825.42 825.62 (Not Controlling)
169
Morris Ritchie Associates of NC, PC 1/23/2024

WINSTON-SALEM, FORSYTH, NORTH CAROLINA
10-YR HYDRAULIC GRADE LINE COMPUTATIONS
DESIGNED BY: AJH CONTRACT 21690
CHECKED: DAA TITLE SAWMILL WOODS
PIPE DATA HEAD LOSSES WSEL STRUCTURE DATA
Ili Zy Z 0 0 Z a .. O C1 Z W
W Z F O W 0 2 H W H 12 O W F = 0 = p = J W J H J W N O z Q Q F
W W 0 Q I t ,CI' H a H fA V J U W U J U Q y Z Q y J W W W Q' } rL H < W p 1- W
FROM TO a � y2 Za U_ O Vy OF OJ W pLL � � QN Wy ~Oy Hy Z y ] J 2 g Q H W J j JZ REMARKS
aQ py JO K y a' O w = wG I LL Z W ~ O a0 co '6' Hy per+ ,- FQ W W ya HZ z
G G LL LL J > - > W m 0 O J W J J O 7 Q �j U ? CI
U U Ce m
fA
(in) (cfs) (ft) (%) (ft) (fps) (fps) (deg.) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (in)
I 442 I 443 15" 2.29 25.50 0.13 0.03 1.87 2.46 90 0.70 0.01 0.03 0.07 0.14 826.62 827.08 I 443 832.49 5.41 15" 825.88 826.08 (Not Controlling)
I 443 M 409 15" 0.71 55.25 0.01 0.01 0.58 1.44 90 0.70 0.00 0.01 0.02 0.04 827.08 829.53 M 409 834.94 5.41 15" 828.33 828.53 (Not Controlling)
M 409 Y 411 15" 0.71 1109.98 0.01 0.01 0.58 \\\ 0.00 \\ 0.01 829.53 829.54 Y 411 837.25 7.71 8• 33.00 \(Not Controlling)
I440 I441 18" I 4.34 I 25.50 I 0.17 0.04 2.46 I 1.44 0 0.00 0.02 0.01 0.00 0.08 824.43 1824.89 1441 828.69 I 3.80 18' 823.49 1823.69
I 441 Y 409 18" 2.54 112.16 0.06 0.07 1.44 0.78 81 0.66 0.01 0.00 0.01 0.08 824.89 825.50 Y 409 827.75 2.25 15" 824.25 824.50
Y 409 Y 410 15" 0.96 57.68 0.02 0.01 0.78 �-------....:-------..„ 0.00 \\ 0.02 825.50 825.52 Y 410 829.19 3.67 8• 25.94 \(Not Controlling)
SCM#4C
E 403 Y 407 15" 3.58 55.92 0.31 0.17 2.92 2.47 47 0.44 0.03 0.03 0.04 0.28 815.18 817.25 Y 407 820.50 3.25 15" 812.62 816.25
Y 407 Y 408 15" 2.03 59.50 0.10 0.06 1.65 --------___---------___---------___ 0• .01 \\ 0• .07 817.25 817.32 Y 408 822.12 4.80 817.87 (Not Controlling)
5CM#5A
E 501 I M 501 15" 3.03 25.05 0.22 1 0.06 1 2.47 ' 2.47 ' 45 0.43 0.02 0.03 0.04 0.15 811.21 811.36 M 501 816.62 5.26 15" 809.50 809.70
M 501 M 502 15" 3.03 79.38 0.22 0.17 2.47 2.47 39 0.37 0.02 0.03 0.04 0.27 811.36 814.71 M 502 821.35 6.64 15" 813.51 813.71
M 502 I 501 15" 3.03 109.62 0.22 0.24 2.47 1.83 30 0.28 0.02 0.02 0.01 0.30 814.71 816.01 I 501 821.76 5.75 15" 814.81 815.01
I501 I I502 15" 2.25 25.50 I 0.12 I 0.03 I 1.83 1.21 77 0.65 I 0.01 0.01 0.01 0.07 816.01 816.46 I 502 821.76 I 5.30 15" 815.26 815.46
I502 I503 15" 1.49 138.43 0.05 0.07 1.21 0.73 73 0.63 0.01 0.00 0.01 0.09 816.46 826.11 I503 831.70 5.59 15" 824.91 825.11
I503 I504 15" 0.89 25.68 0.02 0.00 0.73 �-------.„--------.„ 0• .00 \\ 0• .01 826.11 826.12 I504 831.87 5.75 8• 25.37
SCM#5B
E 502 M 503 24" 11.41 68.13 0.25 0.17 3.63 3.63 77 0.65 0.05 0.07 0.13 0.43 811.21 819.97 M 503 825.64 5.67 24" 811.23 818.37
M 503 I 505 24" 11.41 42.25 0.25 0.11 3.63 5.39 21 0.17 0.05 0.16 0.08 0.39 819.97 822.61 I 505 827.17 4.56 18" 820.91 821.41
I505 I506 18" 9.52 92.03 0.82 0.76 5.39 4.87 85 0.68 0.11 0.13 0.25 1.25 822.61 823.86 I506 829.32 5.46 18" 822.33 822.53
I506 I507 18" 8.61 67.07 0.67 0.45 4.87 4.54 85 0.68 0.09 0.11 0.22 0.87 823.86 824.73 I507 830.15 5.42 18" 823.20 823.40
I507 I508 18" 8.03 104.00 0.58 0.61 4.54 4.13 0 0.00 0.08 0.09 0.00 0.78 824.73 827.72 I508 833.27 5.55 18" 826.32 826.52
I508 I509 18" 7.29 148.00 0.48 0.71 4.13 4.47 6 0.04 0.07 0.11 0.01 0.90 827.72 831.80 I509 837.71 5.91 15" 830.55 830.80
I 509 I 510 15' 1.08 25.72 0.03 0.01 0.88 \\\ 0.00 \\ 0• .01 831.80 831.81 I 510 837.81 6.00 \ 8• 31.06 \(Not Controlling)
I509 I511 15" 5.48 143.85 0.72 1.04 4.47 2.89 11 0.07 0.08 0.05 0.01 1.17 831.80 836.54 I511 842.17 5.63 15" 835.34 835.54
I 511 I 512 15" 1.03 28.94 0.03 0.01 0.84 \\\ 0.00 \\ 0• .01 836.54 836.55 I 512 842.58 6.03 \ 8• 35.83 \(Not Controlling)
I511 I513 15" 3.55 156.00 0.30 0.47 2.89 1.24 0 0.00 0.03 0.01 0.00 0.51 836.54 841.22 I 513 846.85 5.63 15" 840.02 840.22
I 513 I 514 15' 1.03 28.94 0.03 0.01 0.84 \\\ 0.00 \� 0• .01 841.22 841.23 I 514 847.26 6.03 \ 840.51 \(Not Controlling)
I513 I515 15" 1.52 156.00 0.06 0.09 1.24 0.82 62 0.56 0.01 0.00 0.01 0.10 841.22 846.03 I515 I 851.53 5.50 15" 844.83 845.03
I515 I516 15" 1.01 28.94 0.02 0.01 0.82 \ - 0• .00 \\ 0• .01 846.03 846.04 I516 851.94 5.90 \ 845.44 \
BYPASS(600 SERIES)
170 Morris Ritchie Associates of NC, PC 1/23/2024

WINSTON-SALEM, FORSYTH, NORTH CAROLINA
10-YR HYDRAULIC GRADE LINE COMPUTATIONS
DESIGNED BY: AJH CONTRACT 21690
CHECKED: DAA TITLE SAWMILL WOODS
PIPE DATA HEAD LOSSES WSEL STRUCTURE DATA
N Z 0 0 z a .. O p z W
W W re d O Wa c) ~ W ~ H 0 O W U = 5 = a J uj W J Le, W N 0 Q < Q 1- (-
FROM TO a W Q Oa H Htn OJ O W U Jv a Vj ZVj zuj HW Jw J w � } � Q a Qp W W
am wv w W (2 ,O ow OJ = OJZ w zLL gy Qav) 5V) Oy gy Z , FQ o: > Q Ha J > ZZ REMARKS
Q 0 (n JO E u) LLJ WO W � u W ZO XO O HO Off' ,, UZ J J as I- z
a G > `.' wp cow0 O W J Ma W O O
U 0 F m
u)
(in) (cfs) (ft) (%) (ft) (fps) (fps) (deg.) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (in)
I 10-YR WSEL
E 601 I 601 18" 8.19 46.30 0.61 0.28 4.63 5.00 90 0.70 0.08 0.14 0.27 0.77 805.84 806.61 I 601 813.73 7.12 15" 804.86 805.06
(Downstream of culvert)
I 601 I 602 15" 0.30 25.50 0.00 0.00 0.24 \\\ 0.00 \ 0.00 806.61 806.61 I 602 813.73 7.12 \ 807.55 \(Not Controlling)
I 601 I 603 15" 1.44 96.43 0.05 0.05 1.17 0.55 90 0.70 0.01 0.00 0.00 0.06 806.61 807.23 I 603 814.58 7.35 15" 806.03 806.23 (Not Controlling)
I 603 I 604 15" 0.67 25.50 0.01 0.00 0.55 \\\ 0.00 \\ 0.00 807.23 807.23 I 604 814.58 7.35 \ 806.48 \(Not Controlling)
I601 I 605 15" 6.13 64.81 0.90 0.58 5.00 4.38 6 0.04 0.10 0.10 0.01 0.80 806.61 808.13 I 605 814.38 6.25 15" 806.93 807.13
I 605 I 606 15" 5.74 25.50 0.79 0.20 4.68 �:-------..... \ 0.09 \\ 0.29 808.13 808.42 I 606 814.38 5.96 \ 807.39 \(Not Controlling)
I605 I607 15" 5.37 179.51 0.69 1.24 4.38 3.54 16 0.11 0.07 0.07 0.02 1.40 808.13 816.59 I607 822.29 5.70 15" 815.39 815.59
I 607 I 608 15" 0.46 25.50 0.01 0.00 0.37 \\\ 0.00 \\ 0.00 816.59 816.59 I 608 822.29 5.70 815.84 \(Not Controlling)
I 607 I 609 15" 4.35 98.53 0.45 0.45 3.54 3.10 12 0.08 0.05 0.05 0.01 0.56 816.59 823.12 I 609 828.37 5.25 15" 821.92 822.12
I609 I610 15" 3.80 106.47 0.35 0.37 3.10 2.49 84 0.68 0.04 0.03 0.07 0.50 823.12 828.94 I610 834.94 6.00 15" 827.74 827.94
I610 I611 15" 3.05 25.50 0.22 0.06 2.49 1.03 21 0.17 0.02 0.01 0.00 0.09 828.94 829.39 I611 834.94 5.55 15" 828.19 828.39
I 611 Y 601 15" 2.07 152.22 0.10 0.16 1.69 1.03 75 0.64 0.01 0.01 0.01 0.18 829.39 834.21 Y 601 836.22 2.01 15" 833.01 833.21
Y 601 Y 602 15" 1.26 163.00 0.04 0.06 1.03 \\\ 0• .00 \\ 0• .07 834.21 834.28 Y 602 843.48 9.20 \ 840.55 \
BYPASS(700 SERIES)
10-YR WSEL
E 701 I 701 15" 6.12 43.92 0.90 0.39 4.99 1.29 0 0.00 0.10 0.01 0.00 0.50 796.17 799.10 I 701 804.88 5.78 15" 797.90 798.10
(Downstream of culvert)
I701 I702 15" 3.82 25.50 I 0.35 0.09 3.11 2.02 90 0.70 0.04 0.02 0.04 0.19 799.10 801.76 I702 804.88 3.12 15' 798.38 800.76
I702 I 702A 15" 2.48 8.00 0.15 0.01 2.02 2.02 0 0.00 0.02 0.02 0.00 0.05 801.76 802.04 I 702A 804.92 2.88 15" 800.84 801.04
I 702A I703 15" 2.48 174.18 i 0.15 0.26 2.02 1.29 18 0.14 0.02 0.01 0.00 0.28 802.04 803.98 I703 806.49 2.51 15" 1802.78 802.98
I 703 I 704 15" 0.62 25.50 0.01 0.00 0.51 � ..\ 0.00 \\ 0.00 803.98 803.98 I 704 806.49 2.51 803.49 (Not Controlling)
I703 I705 15" 1.58 119.02 0.06 0.07 1.29 0.95 56 0.52 0.01 0.00 0.01 0.09 803.98 805.37 I705 1 810.74 5.37 15" 804.17 1804.37
I705 I706 15" 1.17 26.55 0.03 0.01 0.95 \\\ 0• .00 \\ 0• .01 805.37 805.38 I706 811.11 5.73 \ 804.63 \
BYPASS(800 SERIES)
I
E 801 M 801 30" 20.51 120.11 0.25 0.30 4.18 0.00 73 0.63 0.07 0.00 0.00 0.37 822.50 825.75 M 801 832.31 6.56 30'' 823.55 823.75
M 801 M 802 30" 20.51 72.61 0.25 0.18 4.18 4.18 78 0.65 0.07 0.09 0.18 0.52 825.75 826.88 M 802 834.30 7.42 30" 824.68 824.88
M 802 Y 801 30" 20.51 91.10 0.25 0.23 4.18 4.09 20 0.16 0.07 0.09 0.04 0.43 826.88 830.12 Y 801 833.62 3.50 30" 827.92 828.12
Y 801 Y 802 30" 20.10 106.51 0.24 0.26 4.09 \\\ 0• .06 \I\ 0• .32 830.12 830.44 Y 802 836.00 5.56 \ 830.30 \
EQUATIONS
Friction Loss=Length of Pipe x Friction Slope
171
Morris Ritchie Associates of NC, PC 1/23/2024

WINSTON-SALEM, FORSYTH, NORTH CAROLINA
10-YR HYDRAULIC GRADE LINE COMPUTATIONS
DESIGNED BY: AJH CONTRACT 21690
CHECKED: DAA TITLE SAWMILL WOODS
PIPE DATA HEAD LOSSES WSEL STRUCTURE DATA
N Z 0 z a .. O p z W
co Z (D F E. O W 0 2 H W H - 2 O W P = 0 = p = J W J H J W N O Z Q Q F
w W O Q I ,, - H a H y V U W U J U Q N i Z Q d J W W W Q' } rL P < W p 1— W
FROM TO a2 V) 2 Za U_ O UN 0i- OJ YJ pLL Cey QN Wy 000 Hy Z Cl) pJ W > ix Q H W J j JZ REMARKS
aQ py � O (/) � O w � we LT'. Zw � O d0 m0 Hw n � H 0Z W W rna HZ ?
G G LL LL J > - > W w 0 Z J 0 W J J O 0 O—I M Z - U - o.
p U 0 ICe— m
y
(in) (cfs) (ft) (%) (ft) (fps) (fps) (deg.) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (in)
Contraction Loss=0.25 x(Vo2/2g),where Vo=outlet pipe full flow velocity,and g=gravitational contant(32.2 ft2/sec)
Expansion Loss=0.35 x(Vi2/2g),where Vi=inlet pipe full flow velocity,and g=gravitational contant(32.2 ft2/sec)
Full Flow Velocity=Q/A,where Q=design discharge,and A=cross sectional area of pipe
Bend Loss=K x(Vi2/2g),where K=bend loss coefficient published within the NCDOT Drainage Studies Guidelines,Page 10-11
Total Loss=Friction Loss+Contraction Loss+Expansion Loss+Bend Loss
NOTES
Mannings coefficient assumed for friction slope of concrete pipes is 0.013
2 The minimum starting Inlet WSEL is equal to[outlet WSEL+total losses]or[0.80Do+invert elevation of the inflow pipe],whichever is greater
3 All structures require a minimum 0.50 feet of clearance between Rim Elevation and WSEL.
172
Morris Ritchie Associates of NC, PC 1/23/2024

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173
2

SAWMILL WOODS STORMWATER&EROSION CONTROL REPORT Job#21690
APPENDIX F - STORMWATER HYDROCAD
Morris&Ritchie Associate, Inc. January 2024
174

(EXDA1) (EXDA2 (EXDA3) (EXDDA4) (PrBYDAi) ('RDA') (P,ByIDA2) `PRlDA2) (PrByDA3) (PRlDA4) (PRlDA3) (PRlDAS) (PrByDA6)
Ex 5A1 Ex 5A2 E DA3 Ex wA4 PrB DA1 Pr y�A1 PrBDA2 Pr y�A2 PrB DA3 Pr y�A4 Pr y�A3 Pr y�A5 PrB,D6
0 o bll bll Pt
bll bll bll
EXDP1 EXDP2 EXDP4 P1 P2 1 IA P5
DP1 DP� / DP4 Pond 1 Cul rt 1/Pond 2 ,/ Pond 4 Pa 9 3/Pond 5
��// a I> a 4 z'rByDA,
EXDP3
PRDP2
---\__. --\-- Culvert 2 Culvert 3 PrByDA4
DP3 DP2
--\-- ---\--
PRDP1 D PRDP3 4 ,ByDA5)
DP1 DP3 PrByDA5
PRDP4
4
DP4
Subcat Reach 'on.
Mil Routing Diagram for 21690-Ridgewood Ct
Prepared by Morris&Ritchie Associates, Printed 1/22/2024
HydroCAD®10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC
175

21690 - Ridgewood Ct NOAA 24-hr C 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 2
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentEXDA1: Ex DA1 Runoff Area=0.107 ac 38.32% Impervious Runoff Depth>0.62"
Flow Length=120' Slope=0.0332 '/' Tc=0.5 min CN=72 Runoff=0.10 cfs 0.005 af
SubcatchmentEXDA2: Ex DA2 Runoff Area=74.011 ac 0.00% Impervious Runoff Depth>0.39"
Flow Length=1,695' Tc=13.4 min CN=66 Runoff=24.87 cfs 2.404 af
SubcatchmentEXDA3: Ex DA3 Runoff Area=14.219 ac 0.34% Impervious Runoff Depth>0.53"
Flow Length=1,883' Tc=7.8 min CN=70 Runoff=9.19 cfs 0.632 af
Subcatchment EXDA4: Ex DA4 Runoff Area=1.541 ac 0.00% Impervious Runoff Depth>0.30"
Flow Length=330' Tc=10.1 min CN=63 Runoff=0.38 cfs 0.038 af
Subcatchment PrByDA1:PrByDA1 Runoff Area=0.078 ac 84.62% Impervious Runoff Depth>1.85"
Flow Length=91' Slope=0.0329 '/' Tc=0.9 min CN=92 Runoff=0.22 cfs 0.012 af
Subcatchment PrByDA2: PrByDA2 Runoff Area=10.197 ac 1.09% Impervious Runoff Depth>0.53"
Flow Length=991' Tc=17.3 min CN=70 Runoff=4.73 cfs 0.451 af
Subcatchment PrByDA3:PrByDA3 Runoff Area=8.558 ac 4.35% Impervious Runoff Depth>0.46"
Flow Length=1,038' Tc=4.3 min CN=68 Runoff=5.15 cfs 0.328 af
Subcatchment PrByDA4: PrByDA4 RunoffArea=34.270 ac 7.06% Impervious Runoff Depth>0.61"
Flow Length=1,999' Tc=8.3 min CN=72 Runoff=25.75 cfs 1.751 af
Subcatchment PrByDA5: PrByDA5 Runoff Area=6.244 ac 20.05% Impervious Runoff Depth>0.95"
Flow Length=719' Tc=8.4 min CN=79 Runoff=7.59 cfs 0.492 af
Subcatchment PrByDA6: PrByD6 Runoff Area=0.767 ac 0.00% Impervious Runoff Depth>0.50"
Flow Length=257' Tc=1.3 min CN=69 Runoff=0.59 cfs 0.032 af
SubcatchmentPRDA1: Pr DA1 Runoff Area=3.281 ac 31.12% Impervious Runoff Depth>1.05"
Flow Length=591' Tc=13.7 min CN=81 Runoff=3.74 cfs 0.288 af
SubcatchmentPRDA2: Pr DA2 Runoff Area=3.730 ac 37.13% Impervious Runoff Depth>1.06"
Flow Length=752' Tc=8.0 min CN=81 Runoff=5.17 cfs 0.329 af
SubcatchmentPRDA3: Pr DA3 Runoff Area=4.535 ac 43.55% Impervious Runoff Depth>1.00"
Flow Length=902' Tc=7.2 min CN=80 Runoff=6.14 cfs 0.378 af
Subcatchment PRDA4: Pr DA4 Runoff Area=13.017 ac 44.86% Impervious Runoff Depth>1.06"
Flow Length=1,023' Slope=0.3194 '/' Tc=4.4 min CN=81 Runoff=20.29 cfs 1.149 af
SubcatchmentPRDA5: Pr DA5 Runoff Area=5.202 ac 51.36% Impervious Runoff Depth>1.24"
Flow Length=1,174' Slope=0.0307 '/' Tc=7.8 min CN=84 Runoff=8.53 cfs 0.538 af
Pond P1: Pond 1 Peak Elev=813.14' Storage=0.194 af Inflow=3.74 cfs 0.288 af
Primary=2.86 cfs 0.211 af Secondary=0.00 cfs 0.000 af Outflow=2.86 cfs 0.211 af
176

21690 - Ridgewood Ct NOAA 24-hr C 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 3
Pond P2: Pond 2 Peak EIev=807.15' Storage=0.272 af Inflow=5.17 cfs 0.329 af
Outflow=3.01 cfs 0.232 af
Pond P3: Pond 3 Peak EIev=809.13' Storage=0.359 af Inflow=6.14 cfs 0.378 af
Primary=2.52 cfs 0.253 af Secondary=0.00 cfs 0.000 af Outflow=2.52 cfs 0.253 af
Pond P4: Pond 4 Peak Elev=814.99' Storage=1.841 af Inflow=20.29 cfs 1.149 af
Primary=0.14 cfs 0.090 af Secondary=0.00 cfs 0.000 af Outflow=0.14 cfs 0.090 af
Pond P5: Pond 5 Peak EIev=812.03' Storage=1.203 af Inflow=8.53 cfs 0.538 af
Primary=0.35 cfs 0.123 af Secondary=0.00 cfs 0.000 af Outflow=0.35 cfs 0.123 af
Link 1: Culvert 1 Inflow=7.58 cfs 0.662 af
Primary=7.58 cfs 0.662 af
Link 2: Culvert 2 Inflow=5.24 cfs 0.419 af
Primary=5.24 cfs 0.419 af
Link 3: Culvert 3 Inflow=30.44 cfs 2.546 af
Primary=30.44 cfs 2.546 af
Link EXDP1: DP1 Inflow=0.10 cfs 0.005 af
Primary=0.10 cfs 0.005 af
Link EXDP2: DP2 Inflow=24.87 cfs 2.404 af
Primary=24.87 cfs 2.404 af
Link EXDP3: DP3 Inflow=31.82 cfs 3.080 af
Primary=31.82 cfs 3.080 af
Link EXDP4: DP4 Inflow=0.38 cfs 0.038 af
Primary=0.38 cfs 0.038 af
Link PRDP1: DP1 Inflow=0.22 cfs 0.012 af
Primary=0.22 cfs 0.012 af
Link PRDP2: DP2 Inflow=10.42 cfs 0.894 af
Primary=10.42 cfs 0.894 af
Link PRDP3: DP3 Inflow=38.10 cfs 3.050 af
Primary=38.10 cfs 3.050 af
Link PRDP4: DP4 Inflow=0.59 cfs 0.032 af
Primary=0.59 cfs 0.032 af
Total Runoff Area = 179.757 ac Runoff Volume = 8.828 af Average Runoff Depth = 0.59"
90.43% Pervious = 162.552 ac 9.57% Impervious = 17.205 ac
177

21690 - Ridgewood Ct NOAA 24-hr C 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment EXDA1: Ex DA1
Runoff = 0.10 cfs @ 12.06 hrs, Volume= 0.005 af, Depth> 0.62"
Routed to Link EXDP1 : DP1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 1-yr Rainfall=2.80"
Area (ac) CN Description
0.041 98 Paved parking, HSG B
0.004 58 Meadow, non-grazed, HSG B
0.062 55 Woods, Good, HSG B
0.107 72 Weighted Average
0.066 61.68% Pervious Area
0.041 38.32% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.5 120 0.0332 3.70 Shallow Concentrated Flow, A-B
Paved Kv= 20.3 fps
Summary for Subcatchment EXDA2: Ex DA2
Runoff = 24.87 cfs @ 12.26 hrs, Volume= 2.404 af, Depth> 0.39"
Routed to Link EXDP2 : DP2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 1-yr Rainfall=2.80"
Area (ac) CN Description
4.540 58 Meadow, non-grazed, HSG B
23.836 55 Woods, Good, HSG B
2.154 71 Meadow, non-grazed, HSG C
23.476 70 Woods, Good, HSG C
1.731 78 Meadow, non-grazed, HSG D
18.274 77 Woods, Good, HSG D
74.011 66 Weighted Average
74.011 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.8 95 0.0420 0.23 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
1.4 372 0.0806 4.57 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
1.8 421 0.0570 3.84 Shallow Concentrated Flow, C-D
Unpaved Kv= 16.1 fps
3.4 807 4.00 Direct Entry, D-E
13.4 1,695 Total
178

21690 - Ridgewood Ct NOAA 24-hr C 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment EXDA3: Ex DA3
Runoff = 9.19 cfs @ 12.16 hrs, Volume= 0.632 af, Depth> 0.53"
Routed to Link EXDP3 : DP3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 1-yr Rainfall=2.80"
Area (ac) CN Description
0.049 98 Paved parking, HSG B
2.947 55 Woods, Good, HSG B
5.150 70 Woods, Good, HSG C
6.073 77 Woods, Good, HSG D
14.219 70 Weighted Average
14.170 99.66% Pervious Area
0.049 0.34% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.8 1,883 4.00 Direct Entry, A-B
Summary for Subcatchment EXDA4: Ex DA4
Runoff = 0.38 cfs @ 12.22 hrs, Volume= 0.038 af, Depth> 0.30"
Routed to Link EXDP4 : DP4
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 1-yr Rainfall=2.80"
Area (ac) CN Description
0.678 55 Woods, Good, HSG B
0.863 70 Woods, Good, HSG C
1.541 63 Weighted Average
1.541 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.0 95 0.0211 0.18 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
1.1 235 0.0468 3.48 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
10.1 330 Total
Summary for Subcatchment PrByDA1: PrByDA1
Runoff = 0.22 cfs @ 12.06 hrs, Volume= 0.012 af, Depth> 1.85"
Routed to Link PRDP1 : DP1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 1-yr Rainfall=2.80"
179

21690 - Ridgewood Ct NOAA 24-hr C 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 6
Area (ac) CN Description
0.066 98 Paved parking, HSG B
0.012 61 >75% Grass cover, Good, HSG B
0.078 92 Weighted Average
0.012 15.38% Pervious Area
0.066 84.62% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.9 91 0.0329 1.69 Sheet Flow, A-B
Smooth surfaces n= 0.011 P2= 3.38"
Summary for Subcatchment PrByDA2: PrByDA2
Runoff = 4.73 cfs @ 12.30 hrs, Volume= 0.451 af, Depth> 0.53"
Routed to Link 1 : Culvert 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 1-yr Rainfall=2.80"
Area (ac) CN Description
0.017 98 Paved parking, HSG B
0.064 61 >75% Grass cover, Good, HSG B
2.608 55 Woods, Good, HSG B
0.094 98 Paved parking, HSG C
0.614 74 >75% Grass cover, Good, HSG C
1.630 70 Woods, Good, HSG C
0.046 80 >75% Grass cover, Good, HSG D
5.124 77 Woods, Good, HSG D
10.197 70 Weighted Average
10.086 98.91% Pervious Area
0.111 1.09% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.5 100 0.0600 0.12 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.38"
0.6 126 0.0557 3.80 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
3.2 765 4.00 Direct Entry, C-D
17.3 991 Total
Summary for Subcatchment PrByDA3: PrByDA3
Runoff = 5.15 cfs @ 12.12 hrs, Volume= 0.328 af, Depth> 0.46"
Routed to Link 2 : Culvert 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 1-yr Rainfall=2.80"
180

21690 - Ridgewood Ct NOAA 24-hr C 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 7
Area (ac) CN Description
0.055 98 Paved parking, HSG B
0.260 61 >75% Grass cover, Good, HSG B
3.097 55 Woods, Good, HSG B
0.317 98 Paved parking, HSG C
1.334 74 >75% Grass cover, Good, HSG C
0.910 70 Woods, Good, HSG C
0.124 80 >75% Grass cover, Good, HSG D
2.461 77 Woods, Good, HSG D
8.558 68 Weighted Average
8.186 95.65% Pervious Area
0.372 4.35% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.3 1,038 4.00 Direct Entry, A-B
Summary for Subcatchment PrByDA4: PrByDA4
Runoff = 25.75 cfs @ 12.17 hrs, Volume= 1.751 af, Depth> 0.61"
Routed to Link 3 : Culvert 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 1-yr Rainfall=2.80"
Area (ac) CN Description
1.487 98 Paved parking, HSG B
9.467 61 >75% Grass cover, Good, HSG B
2.208 55 Woods, Good, HSG B
0.602 98 Paved parking, HSG C
3.919 74 >75% Grass cover, Good, HSG C
1.771 70 Woods, Good, HSG C
0.332 98 Paved parking, HSG D
3.512 80 >75% Grass cover, Good, HSG D
10.972 77 Woods, Good, HSG D
34.270 72 Weighted Average
31.849 92.94% Pervious Area
2.421 7.06% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.3 1,999 4.00 Direct Entry, A-B
Summary for Subcatchment PrByDA5: PrByDA5
Runoff = 7.59 cfs @ 12.16 hrs, Volume= 0.492 af, Depth> 0.95"
Routed to Link PRDP3 : DP3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 1-yr Rainfall=2.80"
181

21690 - Ridgewood Ct NOAA 24-hr C 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 8
Area (ac) CN Description
0.338 98 Paved parking, HSG B
0.591 61 >75% Grass cover, Good, HSG B
0.007 55 Woods, Good, HSG B
0.702 98 Paved parking, HSG C
1.817 74 >75% Grass cover, Good, HSG C
0.507 70 Woods, Good, HSG C
0.212 98 Paved parking, HSG D
1.649 80 >75% Grass cover, Good, HSG D
0.421 77 Woods, Good, HSG D
6.244 79 Weighted Average
4.992 79.95% Pervious Area
1.252 20.05% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.5 100 0.0800 0.30 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
1.3 235 0.0341 2.97 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
1.6 384 4.00 Direct Entry, C-D
8.4 719 Total
Summary for Subcatchment PrByDA6: PrByD6
Runoff = 0.59 cfs @ 12.08 hrs, Volume= 0.032 af, Depth> 0.50"
Routed to Link PRDP4 : DP4
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 1-yr Rainfall=2.80"
Area (ac) CN Description
0.130 61 >75% Grass cover, Good, HSG B
0.036 55 Woods, Good, HSG B
0.309 74 >75% Grass cover, Good, HSG C
0.292 70 Woods, Good, HSG C
0.767 69 Weighted Average
0.767 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.7 144 0.0416 3.28 Shallow Concentrated Flow, A-B
Unpaved Kv= 16.1 fps
0.6 113 0.0443 3.39 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
1.3 257 Total
182

21690 - Ridgewood Ct NOAA 24-hr C 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment PRDA1: Pr DA1
Runoff = 3.74 cfs @ 12.22 hrs, Volume= 0.288 af, Depth> 1.05"
Routed to Pond P1 : Pond 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 1-yr Rainfall=2.80"
Area (ac) CN Description
0.003 61 >75% Grass cover, Good, HSG B
1.021 98 Paved parking, HSG C
1.566 74 >75% Grass cover, Good, HSG C
0.691 70 Woods, Good, HSG C
3.281 81 Weighted Average
2.260 68.88% Pervious Area
1.021 31.12% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.0 100 0.0800 0.14 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.38"
0.3 70 0.0569 3.84 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
0.1 33 0.2991 8.81 Shallow Concentrated Flow, C-D
Unpaved Kv= 16.1 fps
0.9 209 4.00 Direct Entry, D-E
0.4 179 7.00 Direct Entry, E-F
13.7 591 Total
Summary for Subcatchment PRDA2: Pr DA2
Runoff = 5.17 cfs @ 12.16 hrs, Volume= 0.329 af, Depth> 1.06"
Routed to Pond P2 : Pond 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 1-yr Rainfall=2.80"
Area (ac) CN Description
0.172 98 Paved parking, HSG B
0.044 61 >75% Grass cover, Good, HSG B
0.133 55 Woods, Good, HSG B
1.213 98 Paved parking, HSG C
1.372 74 >75% Grass cover, Good, HSG C
0.774 70 Woods, Good, HSG C
0.022 80 >75% Grass cover, Good, HSG D
3.730 81 Weighted Average
2.345 62.87% Pervious Area
1.385 37.13% Impervious Area
183

21690 - Ridgewood Ct NOAA 24-hr C 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 10
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.2 100 0.0900 0.32 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
0.6 114 0.0438 3.37 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
2.2 538 4.00 Direct Entry, C-D
8.0 752 Total
Summary for Subcatchment PRDA3: Pr DA3
Runoff = 6.14 cfs @ 12.15 hrs, Volume= 0.378 af, Depth> 1.00"
Routed to Pond P3 : Pond 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 1-yr Rainfall=2.80"
Area (ac) CN Description
1.173 98 Paved parking, HSG B
1.615 61 >75% Grass cover, Good, HSG B
0.802 98 Paved parking, HSG C
0.945 74 >75% Grass cover, Good, HSG C
4.535 80 Weighted Average
2.560 56.45% Pervious Area
1.975 43.55% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.6 43 0.0234 0.16 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
0.8 112 0.0134 2.35 Shallow Concentrated Flow, B-C
Paved Kv= 20.3 fps
1.8 747 7.00 Direct Entry, C-D
7.2 902 Total
Summary for Subcatchment PRDA4: Pr DA4
Runoff = 20.29 cfs @ 12.11 hrs, Volume= 1.149 af, Depth> 1.06"
Routed to Pond P4 : Pond 4
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 1-yr Rainfall=2.80"
184

21690 - Ridgewood Ct NOAA 24-hr C 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 11
Area (ac) CN Description
2.797 98 Paved parking, HSG B
2.996 61 >75% Grass cover, Good, HSG B
0.749 55 Woods, Good, HSG B
2.890 98 Paved parking, HSG C
2.380 74 >75% Grass cover, Good, HSG C
0.452 70 Woods, Good, HSG C
0.153 98 Paved parking, HSG D
0.589 80 >75% Grass cover, Good, HSG D
0.011 77 Woods, Good, HSG D
13.017 81 Weighted Average
7.177 55.14% Pervious Area
5.840 44.86% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.6 44 0.3194 0.45 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
1.1 270 4.00 Direct Entry, B-C
1.7 709 7.00 Direct Entry, C-D
4.4 1,023 Total
Summary for Subcatchment PRDA5: Pr DA5
Runoff = 8.53 cfs @ 12.15 hrs, Volume= 0.538 af, Depth> 1.24"
Routed to Pond P5 : Pond 5
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 1-yr Rainfall=2.80"
Area (ac) CN Description
1.076 98 Paved parking, HSG B
0.953 61 >75% Grass cover, Good, HSG B
1.596 98 Paved parking, HSG C
1.126 74 >75% Grass cover, Good, HSG C
0.451 80 >75% Grass cover, Good, HSG D
5.202 84 Weighted Average
2.530 48.64% Pervious Area
2.672 51.36% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.3 33 0.0307 0.17 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
0.3 126 7.00 Direct Entry, B-C
4.2 1,015 4.00 Direct Entry, C-D
7.8 1,174 Total
185

21690 - Ridgewood Ct NOAA 24-hr C 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 12
Summary for Pond P1: Pond 1
Inflow Area = 3.281 ac, 31.12% Impervious, Inflow Depth > 1.05" for 1-yr event
Inflow = 3.74 cfs @ 12.22 hrs, Volume= 0.288 af
Outflow = 2.86 cfs @ 12.35 hrs, Volume= 0.211 af, Atten= 24%, Lag= 7.3 min
Primary = 2.86 cfs @ 12.35 hrs, Volume= 0.211 af
Routed to Link 1 : Culvert 1
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 1 : Culvert 1
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Starting Elev= 812.00' Surf.Area= 0.058 ac Storage= 0.105 af
Peak Elev= 813.14' @ 12.35 hrs Surf.Area= 0.097 ac Storage= 0.194 af (0.090 af above start)
Plug-Flow detention time= 217.2 min calculated for 0.107 af(37% of inflow)
Center-of-Mass det. time= 37.1 min ( 847.0 - 809.9 )
Volume Invert Avail.Storage Storage Description
#1 809.50' 0.552 af Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
809.50 0.027 0.000 0.000
810.00 0.032 0.015 0.015
812.00 0.058 0.090 0.105
813.00 0.094 0.076 0.181
814.00 0.112 0.103 0.284
816.00 0.156 0.268 0.552
Device Routing Invert Outlet Devices
#1 Primary 809.00' 24.0" Round Culvert
L= 37.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 809.00' / 808.00' S= 0.0270 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2 Device 1 812.00' 0.8" Veil. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 813.00' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 814.00' 78.7 deg x 10.0' long Sharp-Crested Vee/Trap Weir
Cv= 2.51 (C= 3.14)
Primary OutFlow Max=2.83 cfs @ 12.35 hrs HW=813.14' (Free Discharge)
4-1=Culvert (Passes 2.83 cfs of 26.82 cfs potential flow)
'2=Orifice/Grate (Orifice Controls 0.02 cfs @ 5.07 fps)
3=Orifice/Grate (Weir Controls 2.81 cfs @ 1.23 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=812.00' (Free Discharge)
4=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)
186

21690 - Ridgewood Ct NOAA 24-hr C 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 13
Summary for Pond P2: Pond 2
Inflow Area = 3.730 ac, 37.13% Impervious, Inflow Depth > 1.06" for 1-yr event
Inflow = 5.17 cfs @ 12.16 hrs, Volume= 0.329 of
Outflow = 3.01 cfs @ 12.28 hrs, Volume= 0.232 af, Atten= 42%, Lag= 7.3 min
Primary = 3.01 cfs © 12.28 hrs, Volume= 0.232 af
Routed to Link PRDP2 : DP2
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Starting Elev= 806.00' Surf.Area= 0.075 ac Storage= 0.158 af
Peak Elev= 807.15' © 12.28 hrs Surf.Area= 0.120 ac Storage= 0.272 af (0.113 af above start)
Plug-Flow detention time= 303.6 min calculated for 0.073 af(22% of inflow)
Center-of-Mass det. time= 42.5 min ( 848.1 - 805.6 )
Volume Invert Avail.Storage Storage Description
#1 803.00' 0.700 af Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
803.00 0.035 0.000 0.000
804.00 0.044 0.039 0.039
806.00 0.075 0.119 0.158
807.00 0.117 0.096 0.255
808.00 0.137 0.127 0.381
810.00 0.182 0.319 0.700
Device Routing Invert Outlet Devices
#1 Primary 805.00' 18.0" Round Culvert
L= 40.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 805.00' / 804.00' S= 0.0250 '/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 806.00' 0.8" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 807.00' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Primary 808.00' 78.7 deg x 10.0' long Sharp-Crested Vee/Trap Weir
Cv= 2.51 (C= 3.14)
Erimary OutFlow Max=2.91 cfs @ 12.28 hrs HW=807.15' (Free Discharge)
-1=Culvert (Passes 2.91 cfs of 10.05 cfs potential flow)
'2=Orifice/Grate (Orifice Controls 0.02 cfs @ 5.08 fps)
3=Orifice/Grate (Weir Controls 2.90 cfs @ 1.25 fps)
-4=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)
Summary for Pond P3: Pond 3
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Prepared by Morris & Ritchie Associates Printed 1/22/2024
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Inflow Area = 4.535 ac, 43.55% Impervious, Inflow Depth > 1.00" for 1-yr event
Inflow = 6.14 cfs @ 12.15 hrs, Volume= 0.378 of
Outflow = 2.52 cfs © 12.34 hrs, Volume= 0.253 af, Atten= 59%, Lag= 11.4 min
Primary = 2.52 cfs @ 12.34 hrs, Volume= 0.253 af
Routed to Link 3 : Culvert 3
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 3 : Culvert 3
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Starting Elev= 808.00' Surf.Area= 0.096 ac Storage= 0.215 af
Peak Elev= 809.13' @ 12.34 hrs Surf.Area= 0.156 ac Storage= 0.359 af (0.144 af above start)
Plug-Flow detention time= 409.8 min calculated for 0.038 af(10% of inflow)
Center-of-Mass det. time= 50.1 min ( 857.6 - 807.5 )
Volume Invert Avail.Storage Storage Description
#1 805.00' 0.926 af Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
805.00 0.049 0.000 0.000
806.00 0.063 0.056 0.056
808.00 0.096 0.159 0.215
809.00 0.152 0.124 0.339
810.00 0.181 0.166 0.506
812.00 0.240 0.421 0.926
Device Routing Invert Outlet Devices
#1 Primary 807.00' 18.0" Round Culvert
L= 44.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 807.00' / 806.00' S= 0.0227 '/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 808.00' 1.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 809.00' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 810.00' 78.7 deg x 10.0' long Sharp-Crested Vee/Trap Weir
Cv= 2.51 (C= 3.14)
Primary OutFlow Max=2.50 cfs @ 12.34 hrs HW=809.13' (Free Discharge)
4-1=Culvert (Passes 2.50 cfs of 10.00 cfs potential flow)
12=Orifice/Grate (Orifice Controls 0.03 cfs @ 5.02 fps)
3=Orifice/Grate (Weir Controls 2.47 cfs @ 1.18 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=808.00' (Free Discharge)
4=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)
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21690 - Ridgewood Ct NOAA 24-hr C 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
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Summary for Pond P4: Pond 4
Inflow Area = 13.017 ac, 44.86% Impervious, Inflow Depth > 1.06" for 1-yr event
Inflow = 20.29 cfs @ 12.11 hrs, Volume= 1.149 af
Outflow = 0.14 cfs @ 20.00 hrs, Volume= 0.090 af, Atten= 99%, Lag= 473.4 min
Primary = 0.14 cfs @ 20.00 hrs, Volume= 0.090 af
Routed to Link 2 : Culvert 2
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 2 : Culvert 2
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Starting Elev= 813.00' Surf.Area= 0.435 ac Storage= 0.783 af
Peak Elev= 814.99' @ 20.00 hrs Surf.Area= 0.600 ac Storage= 1.841 af (1.058 af above start)
Plug-Flow detention time= (not calculated: initial storage exceeds outflow)
Center-of-Mass det. time= 163.6 min ( 966.5 - 802.9 )
Volume Invert Avail.Storage Storage Description
#1 811.00' 3.900 af Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
811.00 0.338 0.000 0.000
812.00 0.397 0.367 0.367
813.00 0.435 0.416 0.783
814.00 0.548 0.491 1.275
815.00 0.601 0.575 1.849
816.00 0.655 0.628 2.477
818.00 0.768 1.423 3.900
Device Routing Invert Outlet Devices
#1 Primary 813.00' 18.0" Round Culvert
L= 34.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 813.00' / 812.00' S= 0.0294 '/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 813.00' 2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 815.00' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 816.00' 78.7 deg x 10.0' long Sharp-Crested Vee/Trap Weir
Cv= 2.51 (C= 3.14)
Primary OutFlow Max=0.14 cfs @ 20.00 hrs HW=814.99' (Free Discharge)
4-1=Culvert (Passes 0.14 cfs of 9.46 cfs potential flow)
AL2=Orifice/Grate (Orifice Controls 0.14 cfs @ 6.64 fps)
3=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=813.00' (Free Discharge)
L4=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)
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21690 - Ridgewood Ct NOAA 24-hr C 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
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Summary for Pond P5: Pond 5
Inflow Area = 5.202 ac, 51.36% Impervious, Inflow Depth > 1.24" for 1-yr event
Inflow = 8.53 cfs @ 12.15 hrs, Volume= 0.538 af
Outflow = 0.35 cfs @ 14.97 hrs, Volume= 0.123 af, Atten= 96%, Lag= 169.3 min
Primary = 0.35 cfs @ 14.97 hrs, Volume= 0.123 af
Routed to Link 3 : Culvert 3
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 3 : Culvert 3
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Starting Elev= 811.00' Surf.Area= 0.363 ac Storage= 0.783 af
Peak Elev= 812.03' @ 14.97 hrs Surf.Area= 0.454 ac Storage= 1.203 af (0.420 af above start)
Plug-Flow detention time= (not calculated: initial storage exceeds outflow)
Center-of-Mass det. time= 198.6 min ( 996.1 - 797.5 )
Volume Invert Avail.Storage Storage Description
#1 808.50' 2.738 af Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
808.50 0.267 0.000 0.000
810.00 0.321 0.441 0.441
811.00 0.363 0.342 0.783
812.00 0.453 0.408 1.191
813.00 0.494 0.473 1.664
815.00 0.580 1.074 2.738
Device Routing Invert Outlet Devices
#1 Primary 807.00' 24.0" Round Culvert
L= 41.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 807.00' / 806.00' S= 0.0244 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2 Device 1 811.00' 1.2" Veil. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 812.00' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 813.00' 78.7 deg x 10.0' long Sharp-Crested Vee/Trap Weir
Cv= 2.51 (C= 3.14)
Primary OutFlow Max=0.26 cfs @ 14.97 hrs HW=812.03' (Free Discharge)
4-1=Culvert (Passes 0.26 cfs of 30.35 cfs potential flow)
'2=Orifice/Grate (Orifice Controls 0.04 cfs @ 4.76 fps)
3=Orifice/Grate (Weir Controls 0.22 cfs @ 0.53 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=811.00' (Free Discharge)
4=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)
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21690 - Ridgewood Ct NOAA 24-hr C 1-yr Rainfall=2.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
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Summary for Link 1: Culvert 1
Inflow Area = 13.478 ac, 8.40% Impervious, Inflow Depth > 0.59" for 1-yr event
Inflow = 7.58 cfs @ 12.32 hrs, Volume= 0.662 af
Primary = 7.58 cfs @ 12.32 hrs, Volume= 0.662 af, Atten= 0%, Lag= 0.0 min
Routed to Link PRDP2 : DP2
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link 2: Culvert 2
Inflow Area = 21.575 ac, 28.79% Impervious, Inflow Depth > 0.23" for 1-yr event
Inflow = 5.24 cfs @ 12.12 hrs, Volume= 0.419 of
Primary = 5.24 cfs @ 12.12 hrs, Volume= 0.419 af, Atten= 0%, Lag= 0.0 min
Routed to Link 3 : Culvert 3
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link 3: Culvert 3
Inflow Area = 65.582 ac, 20.25% Impervious, Inflow Depth > 0.47" for 1-yr event
Inflow = 30.44 cfs @ 12.16 hrs, Volume= 2.546 of
Primary = 30.44 cfs @ 12.16 hrs, Volume= 2.546 af, Atten= 0%, Lag= 0.0 min
Routed to Link PRDP3 : DP3
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link EXDP1: DPI
Inflow Area = 0.107 ac, 38.32% Impervious, Inflow Depth > 0.62" for 1-yr event
Inflow = 0.10 cfs @ 12.06 hrs, Volume= 0.005 af
Primary = 0.10 cfs @ 12.06 hrs, Volume= 0.005 af, Atten= 0%, Lag= 0.0 min
Routed to Link EXDP3 : DP3
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link EXDP2: DP2
Inflow Area = 74.011 ac, 0.00% Impervious, Inflow Depth > 0.39" for 1-yr event
Inflow = 24.87 cfs @ 12.26 hrs, Volume= 2.404 af
Primary = 24.87 cfs @ 12.26 hrs, Volume= 2.404 af, Atten= 0%, Lag= 0.0 min
Routed to Link EXDP3 : DP3
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
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21690 - Ridgewood Ct NOAA 24-hr C 1-yr Rainfall=2.80"
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Summary for Link EXDP3: DP3
Inflow Area = 89.878 ac, 0.10% Impervious, Inflow Depth > 0.41" for 1-yr event
Inflow = 31.82 cfs @ 12.23 hrs, Volume= 3.080 af
Primary = 31.82 cfs @ 12.23 hrs, Volume= 3.080 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link EXDP4: DP4
Inflow Area = 1.541 ac, 0.00% Impervious, Inflow Depth > 0.30" for 1-yr event
Inflow = 0.38 cfs @ 12.22 hrs, Volume= 0.038 af
Primary = 0.38 cfs @ 12.22 hrs, Volume= 0.038 af, Atten= 0%, Lag= 0.0 min
Routed to Link EXDP3 : DP3
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link PRDP1: DP1
Inflow Area = 0.078 ac, 84.62% Impervious, Inflow Depth > 1.85" for 1-yr event
Inflow = 0.22 cfs @ 12.06 hrs, Volume= 0.012 af
Primary = 0.22 cfs @ 12.06 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min
Routed to Link PRDP3 : DP3
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link PRDP2: DP2
Inflow Area = 17.208 ac, 14.63% Impervious, Inflow Depth > 0.62" for 1-yr event
Inflow = 10.42 cfs @ 12.32 hrs, Volume= 0.894 af
Primary = 10.42 cfs @ 12.32 hrs, Volume= 0.894 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link PRDP3: DP3
Inflow Area = 71.904 ac, 20.30% Impervious, Inflow Depth > 0.51" for 1-yr event
Inflow = 38.10 cfs @ 12.16 hrs, Volume= 3.050 of
Primary = 38.10 cfs @ 12.16 hrs, Volume= 3.050 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link PRDP4: DP4
Inflow Area = 0.767 ac, 0.00% Impervious, Inflow Depth > 0.50" for 1-yr event
Inflow = 0.59 cfs @ 12.08 hrs, Volume= 0.032 af
Primary = 0.59 cfs @ 12.08 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
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21690 - Ridgewood Ct NOAA 24-hr C 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 19
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentEXDA1: Ex DA1 Runoff Area=0.107 ac 38.32% Impervious Runoff Depth>0.94"
Flow Length=120' Slope=0.0332 '/' Tc=0.5 min CN=72 Runoff=0.16 cfs 0.008 af
SubcatchmentEXDA2: Ex DA2 Runoff Area=74.011 ac 0.00% Impervious Runoff Depth>0.65"
Flow Length=1,695' Tc=13.4 min CN=66 Runoff=46.78 cfs 3.984 af
SubcatchmentEXDA3: Ex DA3 Runoff Area=14.219 ac 0.34% Impervious Runoff Depth>0.83"
Flow Length=1,883' Tc=7.8 min CN=70 Runoff=15.18 cfs 0.988 af
Subcatchment EXDA4: Ex DA4 Runoff Area=1.541 ac 0.00% Impervious Runoff Depth>0.52"
Flow Length=330' Tc=10.1 min CN=63 Runoff=0.82 cfs 0.067 af
Subcatchment PrByDA1:PrByDA1 Runoff Area=0.078 ac 84.62% Impervious Runoff Depth>2.36"
Flow Length=91' Slope=0.0329 '/' Tc=0.9 min CN=92 Runoff=0.27 cfs 0.015 af
Subcatchment PrByDA2: PrByDA2 Runoff Area=10.197 ac 1.09% Impervious Runoff Depth>0.83"
Flow Length=991' Tc=17.3 min CN=70 Runoff=7.88 cfs 0.705 af
Subcatchment PrByDA3:PrByDA3 Runoff Area=8.558 ac 4.35% Impervious Runoff Depth>0.74"
Flow Length=1,038' Tc=4.3 min CN=68 Runoff=8.92 cfs 0.527 af
Subcatchment PrByDA4: PrByDA4 RunoffArea=34.270 ac 7.06% Impervious Runoff Depth>0.94"
Flow Length=1,999' Tc=8.3 min CN=72 Runoff=40.80 cfs 2.672 af
SubcatchmentPrByDA5: PrByDA5 Runoff Area=6.244 ac 20.05% Impervious Runoff Depth>1.34"
Flow Length=719' Tc=8.4 min CN=79 Runoff=10.83 cfs 0.699 af
Subcatchment PrByDA6: PrByD6 Runoff Area=0.767 ac 0.00% Impervious Runoff Depth>0.79"
Flow Length=257' Tc=1.3 min CN=69 Runoff=0.97 cfs 0.050 af
SubcatchmentPRDA1: Pr DA1 Runoff Area=3.281 ac 31.12% Impervious Runoff Depth>1.47"
Flow Length=591' Tc=13.7 min CN=81 Runoff=5.23 cfs 0.403 af
SubcatchmentPRDA2: Pr DA2 Runoff Area=3.730 ac 37.13% Impervious Runoff Depth>1.48"
Flow Length=752' Tc=8.0 min CN=81 Runoff=7.22 cfs 0.459 af
SubcatchmentPRDA3: Pr DA3 Runoff Area=4.535 ac 43.55% Impervious Runoff Depth>1.41"
Flow Length=902' Tc=7.2 min CN=80 Runoff=8.65 cfs 0.533 af
SubcatchmentPRDA4: Pr DA4 Runoff Area=13.017 ac 44.86% Impervious Runoff Depth>1.48"
Flow Length=1,023' Slope=0.3194 '/' Tc=4.4 min CN=81 Runoff=28.27 cfs 1.604 af
SubcatchmentPRDA5: Pr DA5 Runoff Area=5.202 ac 51.36% Impervious Runoff Depth>1.69"
Flow Length=1,174' Slope=0.0307 '/' Tc=7.8 min CN=84 Runoff=11.55 cfs 0.733 af
Pond P1: Pond 1 Peak Elev=813.21' Storage=0.201 af Inflow=5.23 cfs 0.403 af
Primary=5.00 cfs 0.326 af Secondary=0.00 cfs 0.000 af Outflow=5.00 cfs 0.326 af
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Pond P2: Pond 2 Peak EIev=807.24' Storage=0.284 af Inflow=7.22 cfs 0.459 af
Outflow=6.39 cfs 0.362 af
Pond P3: Pond 3 Peak EIev=809.25' Storage=0.378 af Inflow=8.65 cfs 0.533 af
Primary=6.68 cfs 0.407 af Secondary=0.00 cfs 0.000 af Outflow=6.68 cfs 0.407 af
Pond P4: Pond 4 Peak Elev=815.09' Storage=1.901 af Inflow=28.27 cfs 1.604 af
Primary=1.54 cfs 0.521 af Secondary=0.00 cfs 0.000 af Outflow=1.54 cfs 0.521 af
Pond P5: Pond 5 Peak EIev=812.09' Storage=1.230 af Inflow=11.55 cfs 0.733 af
Primary=1.41 cfs 0.317 af Secondary=0.00 cfs 0.000 af Outflow=1.41 cfs 0.317 af
Link 1: Culvert 1 Inflow=12.89 cfs 1.031 af
Primary=12.89 cfs 1.031 af
Link 2: Culvert 2 Inflow=9.02 cfs 1.048 af
Primary=9.02 cfs 1.048 af
Link 3: Culvert 3 Inflow=53.35 cfs 4.444 af
Primary=53.35 cfs 4.444 af
Link EXDP1: DP1 Inflow=0.16 cfs 0.008 af
Primary=0.16 cfs 0.008 af
Link EXDP2: DP2 Inflow=46.78 cfs 3.984 af
Primary=46.78 cfs 3.984 af
Link EXDP3: DP3 Inflow=59.57 cfs 5.047 af
Primary=59.57 cfs 5.047 af
Link EXDP4: DP4 Inflow=0.82 cfs 0.067 af
Primary=0.82 cfs 0.067 af
Link PRDP1: DP1 Inflow=0.27 cfs 0.015 af
Primary=0.27 cfs 0.015 af
Link PRDP2: DP2 Inflow=18.28 cfs 1.392 af
Primary=18.28 cfs 1.392 af
Link PRDP3: DP3 Inflow=64.26 cfs 5.159 af
Primary=64.26 cfs 5.159 af
Link PRDP4: DP4 Inflow=0.97 cfs 0.050 af
Primary=0.97 cfs 0.050 af
Total Runoff Area = 179.757 ac Runoff Volume = 13.449 af Average Runoff Depth = 0.90"
90.43% Pervious = 162.552 ac 9.57% Impervious = 17.205 ac
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Summary for Subcatchment EXDA1: Ex DA1
Runoff = 0.16 cfs @ 12.06 hrs, Volume= 0.008 af, Depth> 0.94"
Routed to Link EXDP1 : DP1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 2-yr Rainfall=3.38"
Area (ac) CN Description
0.041 98 Paved parking, HSG B
0.004 58 Meadow, non-grazed, HSG B
0.062 55 Woods, Good, HSG B
0.107 72 Weighted Average
0.066 61.68% Pervious Area
0.041 38.32% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.5 120 0.0332 3.70 Shallow Concentrated Flow, A-B
Paved Kv= 20.3 fps
Summary for Subcatchment EXDA2: Ex DA2
Runoff = 46.78 cfs @ 12.24 hrs, Volume= 3.984 af, Depth> 0.65"
Routed to Link EXDP2 : DP2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 2-yr Rainfall=3.38"
Area (ac) CN Description
4.540 58 Meadow, non-grazed, HSG B
23.836 55 Woods, Good, HSG B
2.154 71 Meadow, non-grazed, HSG C
23.476 70 Woods, Good, HSG C
1.731 78 Meadow, non-grazed, HSG D
18.274 77 Woods, Good, HSG D
74.011 66 Weighted Average
74.011 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.8 95 0.0420 0.23 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
1.4 372 0.0806 4.57 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
1.8 421 0.0570 3.84 Shallow Concentrated Flow, C-D
Unpaved Kv= 16.1 fps
3.4 807 4.00 Direct Entry, D-E
13.4 1,695 Total
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Summary for Subcatchment EXDA3: Ex DA3
Runoff = 15.18 cfs @ 12.16 hrs, Volume= 0.988 af, Depth> 0.83"
Routed to Link EXDP3 : DP3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 2-yr Rainfall=3.38"
Area (ac) CN Description
0.049 98 Paved parking, HSG B
2.947 55 Woods, Good, HSG B
5.150 70 Woods, Good, HSG C
6.073 77 Woods, Good, HSG D
14.219 70 Weighted Average
14.170 99.66% Pervious Area
0.049 0.34% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.8 1,883 4.00 Direct Entry, A-B
Summary for Subcatchment EXDA4: Ex DA4
Runoff = 0.82 cfs @ 12.20 hrs, Volume= 0.067 af, Depth> 0.52"
Routed to Link EXDP4 : DP4
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 2-yr Rainfall=3.38"
Area (ac) CN Description
0.678 55 Woods, Good, HSG B
0.863 70 Woods, Good, HSG C
1.541 63 Weighted Average
1.541 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.0 95 0.0211 0.18 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
1.1 235 0.0468 3.48 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
10.1 330 Total
Summary for Subcatchment PrByDA1: PrByDA1
Runoff = 0.27 cfs @ 12.06 hrs, Volume= 0.015 af, Depth> 2.36"
Routed to Link PRDP1 : DP1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 2-yr Rainfall=3.38"
196

21690 - Ridgewood Ct NOAA 24-hr C 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 23
Area (ac) CN Description
0.066 98 Paved parking, HSG B
0.012 61 >75% Grass cover, Good, HSG B
0.078 92 Weighted Average
0.012 15.38% Pervious Area
0.066 84.62% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.9 91 0.0329 1.69 Sheet Flow, A-B
Smooth surfaces n= 0.011 P2= 3.38"
Summary for Subcatchment PrByDA2: PrByDA2
Runoff = 7.88 cfs @ 12.28 hrs, Volume= 0.705 af, Depth> 0.83"
Routed to Link 1 : Culvert 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 2-yr Rainfall=3.38"
Area (ac) CN Description
0.017 98 Paved parking, HSG B
0.064 61 >75% Grass cover, Good, HSG B
2.608 55 Woods, Good, HSG B
0.094 98 Paved parking, HSG C
0.614 74 >75% Grass cover, Good, HSG C
1.630 70 Woods, Good, HSG C
0.046 80 >75% Grass cover, Good, HSG D
5.124 77 Woods, Good, HSG D
10.197 70 Weighted Average
10.086 98.91% Pervious Area
0.111 1.09% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.5 100 0.0600 0.12 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.38"
0.6 126 0.0557 3.80 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
3.2 765 4.00 Direct Entry, C-D
17.3 991 Total
Summary for Subcatchment PrByDA3: PrByDA3
Runoff = 8.92 cfs @ 12.12 hrs, Volume= 0.527 af, Depth> 0.74"
Routed to Link 2 : Culvert 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 2-yr Rainfall=3.38"
197

21690 - Ridgewood Ct NOAA 24-hr C 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 24
Area (ac) CN Description
0.055 98 Paved parking, HSG B
0.260 61 >75% Grass cover, Good, HSG B
3.097 55 Woods, Good, HSG B
0.317 98 Paved parking, HSG C
1.334 74 >75% Grass cover, Good, HSG C
0.910 70 Woods, Good, HSG C
0.124 80 >75% Grass cover, Good, HSG D
2.461 77 Woods, Good, HSG D
8.558 68 Weighted Average
8.186 95.65% Pervious Area
0.372 4.35% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.3 1,038 4.00 Direct Entry, A-B
Summary for Subcatchment PrByDA4: PrByDA4
Runoff = 40.80 cfs @ 12.16 hrs, Volume= 2.672 af, Depth> 0.94"
Routed to Link 3 : Culvert 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 2-yr Rainfall=3.38"
Area (ac) CN Description
1.487 98 Paved parking, HSG B
9.467 61 >75% Grass cover, Good, HSG B
2.208 55 Woods, Good, HSG B
0.602 98 Paved parking, HSG C
3.919 74 >75% Grass cover, Good, HSG C
1.771 70 Woods, Good, HSG C
0.332 98 Paved parking, HSG D
3.512 80 >75% Grass cover, Good, HSG D
10.972 77 Woods, Good, HSG D
34.270 72 Weighted Average
31.849 92.94% Pervious Area
2.421 7.06% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.3 1,999 4.00 Direct Entry, A-B
Summary for Subcatchment PrByDA5: PrByDA5
Runoff = 10.83 cfs @ 12.16 hrs, Volume= 0.699 af, Depth> 1.34"
Routed to Link PRDP3 : DP3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 2-yr Rainfall=3.38"
198

21690 - Ridgewood Ct NOAA 24-hr C 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
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Area (ac) CN Description
0.338 98 Paved parking, HSG B
0.591 61 >75% Grass cover, Good, HSG B
0.007 55 Woods, Good, HSG B
0.702 98 Paved parking, HSG C
1.817 74 >75% Grass cover, Good, HSG C
0.507 70 Woods, Good, HSG C
0.212 98 Paved parking, HSG D
1.649 80 >75% Grass cover, Good, HSG D
0.421 77 Woods, Good, HSG D
6.244 79 Weighted Average
4.992 79.95% Pervious Area
1.252 20.05% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.5 100 0.0800 0.30 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
1.3 235 0.0341 2.97 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
1.6 384 4.00 Direct Entry, C-D
8.4 719 Total
Summary for Subcatchment PrByDA6: PrByD6
Runoff = 0.97 cfs @ 12.08 hrs, Volume= 0.050 af, Depth> 0.79"
Routed to Link PRDP4 : DP4
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 2-yr Rainfall=3.38"
Area (ac) CN Description
0.130 61 >75% Grass cover, Good, HSG B
0.036 55 Woods, Good, HSG B
0.309 74 >75% Grass cover, Good, HSG C
0.292 70 Woods, Good, HSG C
0.767 69 Weighted Average
0.767 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.7 144 0.0416 3.28 Shallow Concentrated Flow, A-B
Unpaved Kv= 16.1 fps
0.6 113 0.0443 3.39 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
1.3 257 Total
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21690 - Ridgewood Ct NOAA 24-hr C 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 26
Summary for Subcatchment PRDA1: Pr DA1
Runoff = 5.23 cfs @ 12.22 hrs, Volume= 0.403 af, Depth> 1.47"
Routed to Pond P1 : Pond 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 2-yr Rainfall=3.38"
Area (ac) CN Description
0.003 61 >75% Grass cover, Good, HSG B
1.021 98 Paved parking, HSG C
1.566 74 >75% Grass cover, Good, HSG C
0.691 70 Woods, Good, HSG C
3.281 81 Weighted Average
2.260 68.88% Pervious Area
1.021 31.12% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.0 100 0.0800 0.14 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.38"
0.3 70 0.0569 3.84 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
0.1 33 0.2991 8.81 Shallow Concentrated Flow, C-D
Unpaved Kv= 16.1 fps
0.9 209 4.00 Direct Entry, D-E
0.4 179 7.00 Direct Entry, E-F
13.7 591 Total
Summary for Subcatchment PRDA2: Pr DA2
Runoff = 7.22 cfs @ 12.15 hrs, Volume= 0.459 af, Depth> 1.48"
Routed to Pond P2 : Pond 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 2-yr Rainfall=3.38"
Area (ac) CN Description
0.172 98 Paved parking, HSG B
0.044 61 >75% Grass cover, Good, HSG B
0.133 55 Woods, Good, HSG B
1.213 98 Paved parking, HSG C
1.372 74 >75% Grass cover, Good, HSG C
0.774 70 Woods, Good, HSG C
0.022 80 >75% Grass cover, Good, HSG D
3.730 81 Weighted Average
2.345 62.87% Pervious Area
1.385 37.13% Impervious Area
200

21690 - Ridgewood Ct NOAA 24-hr C 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
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Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.2 100 0.0900 0.32 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
0.6 114 0.0438 3.37 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
2.2 538 4.00 Direct Entry, C-D
8.0 752 Total
Summary for Subcatchment PRDA3: Pr DA3
Runoff = 8.65 cfs @ 12.15 hrs, Volume= 0.533 af, Depth> 1.41"
Routed to Pond P3 : Pond 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 2-yr Rainfall=3.38"
Area (ac) CN Description
1.173 98 Paved parking, HSG B
1.615 61 >75% Grass cover, Good, HSG B
0.802 98 Paved parking, HSG C
0.945 74 >75% Grass cover, Good, HSG C
4.535 80 Weighted Average
2.560 56.45% Pervious Area
1.975 43.55% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.6 43 0.0234 0.16 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
0.8 112 0.0134 2.35 Shallow Concentrated Flow, B-C
Paved Kv= 20.3 fps
1.8 747 7.00 Direct Entry, C-D
7.2 902 Total
Summary for Subcatchment PRDA4: Pr DA4
Runoff = 28.27 cfs @ 12.11 hrs, Volume= 1.604 af, Depth> 1.48"
Routed to Pond P4 : Pond 4
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 2-yr Rainfall=3.38"
201

21690 - Ridgewood Ct NOAA 24-hr C 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 28
Area (ac) CN Description
2.797 98 Paved parking, HSG B
2.996 61 >75% Grass cover, Good, HSG B
0.749 55 Woods, Good, HSG B
2.890 98 Paved parking, HSG C
2.380 74 >75% Grass cover, Good, HSG C
0.452 70 Woods, Good, HSG C
0.153 98 Paved parking, HSG D
0.589 80 >75% Grass cover, Good, HSG D
0.011 77 Woods, Good, HSG D
13.017 81 Weighted Average
7.177 55.14% Pervious Area
5.840 44.86% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.6 44 0.3194 0.45 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
1.1 270 4.00 Direct Entry, B-C
1.7 709 7.00 Direct Entry, C-D
4.4 1,023 Total
Summary for Subcatchment PRDA5: Pr DA5
Runoff = 11.55 cfs @ 12.15 hrs, Volume= 0.733 af, Depth> 1.69"
Routed to Pond P5 : Pond 5
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 2-yr Rainfall=3.38"
Area (ac) CN Description
1.076 98 Paved parking, HSG B
0.953 61 >75% Grass cover, Good, HSG B
1.596 98 Paved parking, HSG C
1.126 74 >75% Grass cover, Good, HSG C
0.451 80 >75% Grass cover, Good, HSG D
5.202 84 Weighted Average
2.530 48.64% Pervious Area
2.672 51.36% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.3 33 0.0307 0.17 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
0.3 126 7.00 Direct Entry, B-C
4.2 1,015 4.00 Direct Entry, C-D
7.8 1,174 Total
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21690 - Ridgewood Ct NOAA 24-hr C 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 29
Summary for Pond P1: Pond 1
Inflow Area = 3.281 ac, 31.12% Impervious, Inflow Depth > 1.47" for 2-yr event
Inflow = 5.23 cfs @ 12.22 hrs, Volume= 0.403 af
Outflow = 5.00 cfs @ 12.27 hrs, Volume= 0.326 af, Atten= 4%, Lag= 2.8 min
Primary = 5.00 cfs @ 12.27 hrs, Volume= 0.326 af
Routed to Link 1 : Culvert 1
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 1 : Culvert 1
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Starting Elev= 812.00' Surf.Area= 0.058 ac Storage= 0.105 af
Peak Elev= 813.21' @ 12.27 hrs Surf.Area= 0.098 ac Storage= 0.201 af (0.096 af above start)
Plug-Flow detention time= 148.7 min calculated for 0.221 af(55% of inflow)
Center-of-Mass det. time= 27.0 min ( 829.8 - 802.8 )
Volume Invert Avail.Storage Storage Description
#1 809.50' 0.552 af Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
809.50 0.027 0.000 0.000
810.00 0.032 0.015 0.015
812.00 0.058 0.090 0.105
813.00 0.094 0.076 0.181
814.00 0.112 0.103 0.284
816.00 0.156 0.268 0.552
Device Routing Invert Outlet Devices
#1 Primary 809.00' 24.0" Round Culvert
L= 37.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 809.00' / 808.00' S= 0.0270 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2 Device 1 812.00' 0.8" Veil. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 813.00' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 814.00' 78.7 deg x 10.0' long Sharp-Crested Vee/Trap Weir
Cv= 2.51 (C= 3.14)
Primary OutFlow Max=4.88 cfs @ 12.27 hrs HW=813.21' (Free Discharge)
4-1=Culvert (Passes 4.88 cfs of 27.08 cfs potential flow)
'2=Orifice/Grate (Orifice Controls 0.02 cfs @ 5.21 fps)
3=Orifice/Grate (Weir Controls 4.86 cfs @ 1.48 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=812.00' (Free Discharge)
4=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)
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21690 - Ridgewood Ct NOAA 24-hr C 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
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Summary for Pond P2: Pond 2
Inflow Area = 3.730 ac, 37.13% Impervious, Inflow Depth > 1.48" for 2-yr event
Inflow = 7.22 cfs @ 12.15 hrs, Volume= 0.459 of
Outflow = 6.39 cfs @ 12.21 hrs, Volume= 0.362 af, Atten= 11%, Lag= 3.2 min
Primary = 6.39 cfs © 12.21 hrs, Volume= 0.362 af
Routed to Link PRDP2 : DP2
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Starting Elev= 806.00' Surf.Area= 0.075 ac Storage= 0.158 af
Peak Elev= 807.24' © 12.21 hrs Surf.Area= 0.122 ac Storage= 0.284 af (0.125 af above start)
Plug-Flow detention time= 184.4 min calculated for 0.203 af(44% of inflow)
Center-of-Mass det. time= 30.5 min ( 828.9 - 798.4 )
Volume Invert Avail.Storage Storage Description
#1 803.00' 0.700 af Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
803.00 0.035 0.000 0.000
804.00 0.044 0.039 0.039
806.00 0.075 0.119 0.158
807.00 0.117 0.096 0.255
808.00 0.137 0.127 0.381
810.00 0.182 0.319 0.700
Device Routing Invert Outlet Devices
#1 Primary 805.00' 18.0" Round Culvert
L= 40.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 805.00' / 804.00' S= 0.0250 '/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 806.00' 0.8" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 807.00' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Primary 808.00' 78.7 deg x 10.0' long Sharp-Crested Vee/Trap Weir
Cv= 2.51 (C= 3.14)
Erimary OutFlow Max=6.21 cfs @ 12.21 hrs HW=807.24' (Free Discharge)
-1=Culvert (Passes 6.21 cfs of 10.39 cfs potential flow)
'2=Orifice/Grate (Orifice Controls 0.02 cfs @ 5.29 fps)
3=Orifice/Grate (Weir Controls 6.19 cfs @ 1.61 fps)
-4=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)
Summary for Pond P3: Pond 3
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21690 - Ridgewood Ct NOAA 24-hr C 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 31
Inflow Area = 4.535 ac, 43.55% Impervious, Inflow Depth > 1.41" for 2-yr event
Inflow = 8.65 cfs © 12.15 hrs, Volume= 0.533 af
Outflow = 6.68 cfs @ 12.22 hrs, Volume= 0.407 af, Atten= 23%, Lag= 4.3 min
Primary = 6.68 cfs © 12.22 hrs, Volume= 0.407 af
Routed to Link 3 : Culvert 3
Secondary = 0.00 cfs © 5.00 hrs, Volume= 0.000 af
Routed to Link 3 : Culvert 3
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Starting Elev= 808.00' Surf.Area= 0.096 ac Storage= 0.215 af
Peak Elev= 809.25' @ 12.22 hrs Surf.Area= 0.159 ac Storage= 0.378 af (0.163 af above start)
Plug-Flow detention time= 222.3 min calculated for 0.192 of(36% of inflow)
Center-of-Mass det. time= 34.5 min ( 834.6 - 800.2 )
Volume Invert Avail.Storage Storage Description
#1 805.00' 0.926 af Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
805.00 0.049 0.000 0.000
806.00 0.063 0.056 0.056
808.00 0.096 0.159 0.215
809.00 0.152 0.124 0.339
810.00 0.181 0.166 0.506
812.00 0.240 0.421 0.926
Device Routing Invert Outlet Devices
#1 Primary 807.00' 18.0" Round Culvert
L= 44.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 807.00' / 806.00' S= 0.0227 '/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 808.00' 1.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 809.00' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 810.00' 78.7 deg x 10.0' long Sharp-Crested Vee/Trap Weir
Cv= 2.51 (C= 3.14)
Primary OutFlow Max=6.32 cfs @ 12.22 hrs HW=809.24' (Free Discharge)
4-1=Culvert (Passes 6.32 cfs of 10.40 cfs potential flow)
'2=Orifice/Grate (Orifice Controls 0.03 cfs @ 5.28 fps)
3=Orifice/Grate (Weir Controls 6.29 cfs @ 1.61 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=808.00' (Free Discharge)
4-4=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)
205

21690 - Ridgewood Ct NOAA 24-hr C 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
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Summary for Pond P4: Pond 4
Inflow Area = 13.017 ac, 44.86% Impervious, Inflow Depth > 1.48" for 2-yr event
Inflow = 28.27 cfs @ 12.11 hrs, Volume= 1.604 af
Outflow = 1.54 cfs @ 13.86 hrs, Volume= 0.521 af, Atten= 95%, Lag= 104.8 min
Primary = 1.54 cfs @ 13.86 hrs, Volume= 0.521 af
Routed to Link 2 : Culvert 2
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 2 : Culvert 2
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Starting Elev= 813.00' Surf.Area= 0.435 ac Storage= 0.783 af
Peak Elev= 815.09' @ 13.86 hrs Surf.Area= 0.606 ac Storage= 1.901 af (1.118 af above start)
Plug-Flow detention time= (not calculated: initial storage exceeds outflow)
Center-of-Mass det. time= 155.2 min ( 950.8 - 795.7 )
Volume Invert Avail.Storage Storage Description
#1 811.00' 3.900 af Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
811.00 0.338 0.000 0.000
812.00 0.397 0.367 0.367
813.00 0.435 0.416 0.783
814.00 0.548 0.491 1.275
815.00 0.601 0.575 1.849
816.00 0.655 0.628 2.477
818.00 0.768 1.423 3.900
Device Routing Invert Outlet Devices
#1 Primary 813.00' 18.0" Round Culvert
L= 34.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 813.00' / 812.00' S= 0.0294 '/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 813.00' 2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 815.00' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 816.00' 78.7 deg x 10.0' long Sharp-Crested Vee/Trap Weir
Cv= 2.51 (C= 3.14)
Primary OutFlow Max=1.47 cfs @ 13.86 hrs HW=815.09' (Free Discharge)
4-1=Culvert (Passes 1.47 cfs of 9.84 cfs potential flow)
AL2=Orifice/Grate (Orifice Controls 0.15 cfs @ 6.81 fps)
3=Orifice/Grate (Weir Controls 1.32 cfs @ 0.96 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=813.00' (Free Discharge)
L4=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)
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21690 - Ridgewood Ct NOAA 24-hr C 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 33
Summary for Pond P5: Pond 5
Inflow Area = 5.202 ac, 51.36% Impervious, Inflow Depth > 1.69" for 2-yr event
Inflow = 11.55 cfs @ 12.15 hrs, Volume= 0.733 af
Outflow = 1.41 cfs @ 12.96 hrs, Volume= 0.317 af, Atten= 88%, Lag= 48.7 min
Primary = 1.41 cfs @ 12.96 hrs, Volume= 0.317 af
Routed to Link 3 : Culvert 3
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 3 : Culvert 3
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Starting Elev= 811.00' Surf.Area= 0.363 ac Storage= 0.783 af
Peak Elev= 812.09' @ 12.96 hrs Surf.Area= 0.457 ac Storage= 1.230 af (0.447 af above start)
Plug-Flow detention time= (not calculated: initial storage exceeds outflow)
Center-of-Mass det. time= 110.5 min ( 901.2 - 790.7 )
Volume Invert Avail.Storage Storage Description
#1 808.50' 2.738 af Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
808.50 0.267 0.000 0.000
810.00 0.321 0.441 0.441
811.00 0.363 0.342 0.783
812.00 0.453 0.408 1.191
813.00 0.494 0.473 1.664
815.00 0.580 1.074 2.738
Device Routing Invert Outlet Devices
#1 Primary 807.00' 24.0" Round Culvert
L= 41.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 807.00' / 806.00' S= 0.0244 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2 Device 1 811.00' 1.2" Veil. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 812.00' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 813.00' 78.7 deg x 10.0' long Sharp-Crested Vee/Trap Weir
Cv= 2.51 (C= 3.14)
Primary OutFlow Max=1.37 cfs @ 12.96 hrs HW=812.09' (Free Discharge)
4-1=Culvert (Passes 1.37 cfs of 30.58 cfs potential flow)
'2=Orifice/Grate (Orifice Controls 0.04 cfs @ 4.90 fps)
3=Orifice/Grate (Weir Controls 1.33 cfs @ 0.96 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=811.00' (Free Discharge)
4=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)
207

21690 - Ridgewood Ct NOAA 24-hr C 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 34
Summary for Link 1: Culvert 1
Inflow Area = 13.478 ac, 8.40% Impervious, Inflow Depth > 0.92" for 2-yr event
Inflow = 12.89 cfs @ 12.27 hrs, Volume= 1.031 af
Primary = 12.89 cfs @ 12.27 hrs, Volume= 1.031 af, Atten= 0%, Lag= 0.0 min
Routed to Link PRDP2 : DP2
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link 2: Culvert 2
Inflow Area = 21.575 ac, 28.79% Impervious, Inflow Depth > 0.58" for 2-yr event
Inflow = 9.02 cfs @ 12.12 hrs, Volume= 1.048 af
Primary = 9.02 cfs @ 12.12 hrs, Volume= 1.048 af, Atten= 0%, Lag= 0.0 min
Routed to Link 3 : Culvert 3
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link 3: Culvert 3
Inflow Area = 65.582 ac, 20.25% Impervious, Inflow Depth > 0.81" for 2-yr event
Inflow = 53.35 cfs @ 12.16 hrs, Volume= 4.444 of
Primary = 53.35 cfs @ 12.16 hrs, Volume= 4.444 af, Atten= 0%, Lag= 0.0 min
Routed to Link PRDP3 : DP3
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link EXDP1: DPI
Inflow Area = 0.107 ac, 38.32% Impervious, Inflow Depth > 0.94" for 2-yr event
Inflow = 0.16 cfs @ 12.06 hrs, Volume= 0.008 af
Primary = 0.16 cfs @ 12.06 hrs, Volume= 0.008 af, Atten= 0%, Lag= 0.0 min
Routed to Link EXDP3 : DP3
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link EXDP2: DP2
Inflow Area = 74.011 ac, 0.00% Impervious, Inflow Depth > 0.65" for 2-yr event
Inflow = 46.78 cfs @ 12.24 hrs, Volume= 3.984 af
Primary = 46.78 cfs @ 12.24 hrs, Volume= 3.984 af, Atten= 0%, Lag= 0.0 min
Routed to Link EXDP3 : DP3
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
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21690 - Ridgewood Ct NOAA 24-hr C 2-yr Rainfall=3.38"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 35
Summary for Link EXDP3: DP3
Inflow Area = 89.878 ac, 0.10% Impervious, Inflow Depth > 0.67" for 2-yr event
Inflow = 59.57 cfs @ 12.22 hrs, Volume= 5.047 af
Primary = 59.57 cfs @ 12.22 hrs, Volume= 5.047 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link EXDP4: DP4
Inflow Area = 1.541 ac, 0.00% Impervious, Inflow Depth > 0.52" for 2-yr event
Inflow = 0.82 cfs @ 12.20 hrs, Volume= 0.067 af
Primary = 0.82 cfs @ 12.20 hrs, Volume= 0.067 af, Atten= 0%, Lag= 0.0 min
Routed to Link EXDP3 : DP3
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link PRDP1: DP1
Inflow Area = 0.078 ac, 84.62% Impervious, Inflow Depth > 2.36" for 2-yr event
Inflow = 0.27 cfs @ 12.06 hrs, Volume= 0.015 af
Primary = 0.27 cfs @ 12.06 hrs, Volume= 0.015 af, Atten= 0%, Lag= 0.0 min
Routed to Link PRDP3 : DP3
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link PRDP2: DP2
Inflow Area = 17.208 ac, 14.63% Impervious, Inflow Depth > 0.97" for 2-yr event
Inflow = 18.28 cfs @ 12.25 hrs, Volume= 1.392 af
Primary = 18.28 cfs @ 12.25 hrs, Volume= 1.392 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link PRDP3: DP3
Inflow Area = 71.904 ac, 20.30% Impervious, Inflow Depth > 0.86" for 2-yr event
Inflow = 64.26 cfs @ 12.16 hrs, Volume= 5.159 of
Primary = 64.26 cfs @ 12.16 hrs, Volume= 5.159 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link PRDP4: DP4
Inflow Area = 0.767 ac, 0.00% Impervious, Inflow Depth > 0.79" for 2-yr event
Inflow = 0.97 cfs @ 12.08 hrs, Volume= 0.050 af
Primary = 0.97 cfs @ 12.08 hrs, Volume= 0.050 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
209

21690 - Ridgewood Ct NOAA 24-hr C 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 36
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentEXDA1: Ex DA1 Runoff Area=0.107 ac 38.32% Impervious Runoff Depth>1.94"
Flow Length=120' Slope=0.0332 '/' Tc=0.5 min CN=72 Runoff=0.33 cfs 0.017 af
Subcatchment EXDA2: Ex DA2 Runoff Area=74.011 ac 0.00% Impervious Runoff Depth>1.49"
Flow Length=1,695' Tc=13.4 min CN=66 Runoff=118.70 cfs 9.203 af
SubcatchmentEXDA3: Ex DA3 Runoff Area=14.219 ac 0.34% Impervious Runoff Depth>1.78"
Flow Length=1,883' Tc=7.8 min CN=70 Runoff=33.56 cfs 2.113 af
SubcatchmentEXDA4: Ex DA4 Runoff Area=1.541 ac 0.00% Impervious Runoff Depth>1.29"
Flow Length=330' Tc=10.1 min CN=63 Runoff=2.34 cfs 0.166 af
Subcatchment PrByDA1:PrByDA1 Runoff Area=0.078 ac 84.62% Impervious Runoff Depth>3.74"
Flow Length=91' Slope=0.0329 '/' Tc=0.9 min CN=92 Runoff=0.42 cfs 0.024 af
Subcatchment PrByDA2: PrByDA2 Runoff Area=10.197 ac 1.09% Impervious Runoff Depth>1.78"
Flow Length=991' Tc=17.3 min CN=70 Runoff=17.73 cfs 1.509 af
Subcatchment PrByDA3:PrByDA3 Runoff Area=8.558 ac 4.35% Impervious Runoff Depth>1.64"
Flow Length=1,038' Tc=4.3 min CN=68 Runoff=20.72 cfs 1.169 af
SubcatchmentPrByDA4: PrByDA4 Runoff Area=34.270 ac 7.06% Impervious Runoff Depth>1.93"
Flow Length=1,999' Tc=8.3 min CN=72 Runoff=86.10 cfs 5.524 af
Subcatchment PrByDA5: PrByDA5 Runoff Area=6.244 ac 20.05% Impervious Runoff Depth>2.51"
Flow Length=719' Tc=8.4 min CN=79 Runoff=20.00 cfs 1.304 af
Subcatchment PrByDA6: PrByD6 Runoff Area=0.767 ac 0.00% Impervious Runoff Depth>1.71"
Flow Length=257' Tc=1.3 min CN=69 Runoff=2.15 cfs 0.110 af
SubcatchmentPRDA1: Pr DA1 Runoff Area=3.281 ac 31.12% Impervious Runoff Depth>2.68"
Flow Length=591' Tc=13.7 min CN=81 Runoff=9.40 cfs 0.732 af
SubcatchmentPRDA2: Pr DA2 Runoff Area=3.730 ac 37.13% Impervious Runoff Depth>2.68"
Flow Length=752' Tc=8.0 min CN=81 Runoff=12.90 cfs 0.833 af
SubcatchmentPRDA3: Pr DA3 Runoff Area=4.535 ac 43.55% Impervious Runoff Depth>2.59"
Flow Length=902' Tc=7.2 min CN=80 Runoff=15.67 cfs 0.980 af
SubcatchmentPRDA4: Pr DA4 Runoff Area=13.017 ac 44.86% Impervious Runoff Depth>2.68"
Flow Length=1,023' Slope=0.3194 '/' Tc=4.4 min CN=81 Runoff=50.39 cfs 2.912 af
SubcatchmentPRDA5: Pr DA5 Runoff Area=5.202 ac 51.36% Impervious Runoff Depth>2.96"
Flow Length=1,174' Slope=0.0307 '/' Tc=7.8 min CN=84 Runoff=19.72 cfs 1.281 af
Pond P1: Pond 1 Peak Elev=813.31' Storage=0.211 af Inflow=9.40 cfs 0.732 af
Primary=9.16 cfs 0.654 af Secondary=0.00 cfs 0.000 af Outflow=9.16 cfs 0.654 af
210

21690 - Ridgewood Ct NOAA 24-hr C 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 37
Pond P2: Pond 2 Peak Elev=807.41' Storage=0.304 af Inflow=12.90 cfs 0.833 af
Outflow=10.97 cfs 0.735 af
Pond P3: Pond 3 Peak EIev=809.52' Storage=0.421 af Inflow=15.67 cfs 0.980 af
Primary=11.31 cfs 0.853 af Secondary=0.00 cfs 0.000 af Outflow=11.31 cfs 0.853 af
Pond P4: Pond 4 Peak Elev=815.56' Storage=2.196 af Inflow=50.39 cfs 2.912 af
Primary=11.46 cfs 1.814 af Secondary=0.00 cfs 0.000 af Outflow=11.46 cfs 1.814 af
Pond P5: Pond 5 Peak Elev=812.33' Storage=1.343 af Inflow=19.72 cfs 1.281 af
Primary=9.97 cfs 0.861 af Secondary=0.00 cfs 0.000 af Outflow=9.97 cfs 0.861 af
Link 1: Culvert 1 Inflow=26.81 cfs 2.163 of
Primary=26.81 cfs 2.163 af
Link 2: Culvert 2 Inflow=24.68 cfs 2.983 af
Primary=24.68 cfs 2.983 af
Link 3: Culvert 3 Inflow=126.34 cfs 10.222 of
Primary=126.34 cfs 10.222 af
Link EXDP1: DP1 Inflow=0.33 cfs 0.017 af
Primary=0.33 cfs 0.017 af
Link EXDP2: DP2 Inflow=118.70 cfs 9.203 af
Primary=118.70 cfs 9.203 af
Link EXDP3: DP3 Inflow=147.75 cfs 11.499 af
Primary=147.75 cfs 11.499 af
Link EXDP4: DP4 Inflow=2.34 cfs 0.166 af
Primary=2.34 cfs 0.166 af
Link PRDP1: DP1 Inflow=0.42 cfs 0.024 af
Primary=0.42 cfs 0.024 af
Link PRDP2: DP2 Inflow=37.36 cfs 2.898 af
Primary=37.36 cfs 2.898 af
Link PRDP3: DP3 Inflow=146.42 cfs 11.550 af
Primary=146.42 cfs 11.550 af
Link PRDP4: DP4 Inflow=2.15 cfs 0.110 af
Primary=2.15 cfs 0.110 af
Total Runoff Area = 179.757 ac Runoff Volume = 27.877 af Average Runoff Depth = 1.86"
90.43% Pervious = 162.552 ac 9.57% Impervious = 17.205 ac
211

21690 - Ridgewood Ct NOAA 24-hr C 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 38
Summary for Subcatchment EXDA1: Ex DA1
Runoff = 0.33 cfs @ 12.06 hrs, Volume= 0.017 af, Depth> 1.94"
Routed to Link EXDP1 : DP1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 10-yr Rainfall=4.90"
Area (ac) CN Description
0.041 98 Paved parking, HSG B
0.004 58 Meadow, non-grazed, HSG B
0.062 55 Woods, Good, HSG B
0.107 72 Weighted Average
0.066 61.68% Pervious Area
0.041 38.32% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.5 120 0.0332 3.70 Shallow Concentrated Flow, A-B
Paved Kv= 20.3 fps
Summary for Subcatchment EXDA2: Ex DA2
Runoff = 118.70 cfs @ 12.22 hrs, Volume= 9.203 af, Depth> 1.49"
Routed to Link EXDP2 : DP2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 10-yr Rainfall=4.90"
Area (ac) CN Description
4.540 58 Meadow, non-grazed, HSG B
23.836 55 Woods, Good, HSG B
2.154 71 Meadow, non-grazed, HSG C
23.476 70 Woods, Good, HSG C
1.731 78 Meadow, non-grazed, HSG D
18.274 77 Woods, Good, HSG D
74.011 66 Weighted Average
74.011 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.8 95 0.0420 0.23 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
1.4 372 0.0806 4.57 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
1.8 421 0.0570 3.84 Shallow Concentrated Flow, C-D
Unpaved Kv= 16.1 fps
3.4 807 4.00 Direct Entry, D-E
13.4 1,695 Total
212

21690 - Ridgewood Ct NOAA 24-hr C 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 39
Summary for Subcatchment EXDA3: Ex DA3
Runoff = 33.56 cfs @ 12.15 hrs, Volume= 2.113 af, Depth> 1.78"
Routed to Link EXDP3 : DP3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 10-yr Rainfall=4.90"
Area (ac) CN Description
0.049 98 Paved parking, HSG B
2.947 55 Woods, Good, HSG B
5.150 70 Woods, Good, HSG C
6.073 77 Woods, Good, HSG D
14.219 70 Weighted Average
14.170 99.66% Pervious Area
0.049 0.34% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.8 1,883 4.00 Direct Entry, A-B
Summary for Subcatchment EXDA4: Ex DA4
Runoff = 2.34 cfs @ 12.19 hrs, Volume= 0.166 af, Depth> 1.29"
Routed to Link EXDP4 : DP4
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 10-yr Rainfall=4.90"
Area (ac) CN Description
0.678 55 Woods, Good, HSG B
0.863 70 Woods, Good, HSG C
1.541 63 Weighted Average
1.541 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.0 95 0.0211 0.18 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
1.1 235 0.0468 3.48 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
10.1 330 Total
Summary for Subcatchment PrByDA1: PrByDA1
Runoff = 0.42 cfs @ 12.06 hrs, Volume= 0.024 af, Depth> 3.74"
Routed to Link PRDP1 : DP1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 10-yr Rainfall=4.90"
213

21690 - Ridgewood Ct NOAA 24-hr C 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 40
Area (ac) CN Description
0.066 98 Paved parking, HSG B
0.012 61 >75% Grass cover, Good, HSG B
0.078 92 Weighted Average
0.012 15.38% Pervious Area
0.066 84.62% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.9 91 0.0329 1.69 Sheet Flow, A-B
Smooth surfaces n= 0.011 P2= 3.38"
Summary for Subcatchment PrByDA2: PrByDA2
Runoff = 17.73 cfs @ 12.27 hrs, Volume= 1.509 af, Depth> 1.78"
Routed to Link 1 : Culvert 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 10-yr Rainfall=4.90"
Area (ac) CN Description
0.017 98 Paved parking, HSG B
0.064 61 >75% Grass cover, Good, HSG B
2.608 55 Woods, Good, HSG B
0.094 98 Paved parking, HSG C
0.614 74 >75% Grass cover, Good, HSG C
1.630 70 Woods, Good, HSG C
0.046 80 >75% Grass cover, Good, HSG D
5.124 77 Woods, Good, HSG D
10.197 70 Weighted Average
10.086 98.91% Pervious Area
0.111 1.09% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.5 100 0.0600 0.12 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.38"
0.6 126 0.0557 3.80 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
3.2 765 4.00 Direct Entry, C-D
17.3 991 Total
Summary for Subcatchment PrByDA3: PrByDA3
Runoff = 20.72 cfs @ 12.11 hrs, Volume= 1.169 af, Depth> 1.64"
Routed to Link 2 : Culvert 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 10-yr Rainfall=4.90"
214

21690 - Ridgewood Ct NOAA 24-hr C 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 41
Area (ac) CN Description
0.055 98 Paved parking, HSG B
0.260 61 >75% Grass cover, Good, HSG B
3.097 55 Woods, Good, HSG B
0.317 98 Paved parking, HSG C
1.334 74 >75% Grass cover, Good, HSG C
0.910 70 Woods, Good, HSG C
0.124 80 >75% Grass cover, Good, HSG D
2.461 77 Woods, Good, HSG D
8.558 68 Weighted Average
8.186 95.65% Pervious Area
0.372 4.35% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.3 1,038 4.00 Direct Entry, A-B
Summary for Subcatchment PrByDA4: PrByDA4
Runoff = 86.10 cfs @ 12.16 hrs, Volume= 5.524 af, Depth> 1.93"
Routed to Link 3 : Culvert 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 10-yr Rainfall=4.90"
Area (ac) CN Description
1.487 98 Paved parking, HSG B
9.467 61 >75% Grass cover, Good, HSG B
2.208 55 Woods, Good, HSG B
0.602 98 Paved parking, HSG C
3.919 74 >75% Grass cover, Good, HSG C
1.771 70 Woods, Good, HSG C
0.332 98 Paved parking, HSG D
3.512 80 >75% Grass cover, Good, HSG D
10.972 77 Woods, Good, HSG D
34.270 72 Weighted Average
31.849 92.94% Pervious Area
2.421 7.06% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.3 1,999 4.00 Direct Entry, A-B
Summary for Subcatchment PrByDA5: PrByDA5
Runoff = 20.00 cfs @ 12.16 hrs, Volume= 1.304 af, Depth> 2.51"
Routed to Link PRDP3 : DP3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 10-yr Rainfall=4.90"
215

21690 - Ridgewood Ct NOAA 24-hr C 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 42
Area (ac) CN Description
0.338 98 Paved parking, HSG B
0.591 61 >75% Grass cover, Good, HSG B
0.007 55 Woods, Good, HSG B
0.702 98 Paved parking, HSG C
1.817 74 >75% Grass cover, Good, HSG C
0.507 70 Woods, Good, HSG C
0.212 98 Paved parking, HSG D
1.649 80 >75% Grass cover, Good, HSG D
0.421 77 Woods, Good, HSG D
6.244 79 Weighted Average
4.992 79.95% Pervious Area
1.252 20.05% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.5 100 0.0800 0.30 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
1.3 235 0.0341 2.97 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
1.6 384 4.00 Direct Entry, C-D
8.4 719 Total
Summary for Subcatchment PrByDA6: PrByD6
Runoff = 2.15 cfs @ 12.08 hrs, Volume= 0.110 af, Depth> 1.71"
Routed to Link PRDP4 : DP4
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 10-yr Rainfall=4.90"
Area (ac) CN Description
0.130 61 >75% Grass cover, Good, HSG B
0.036 55 Woods, Good, HSG B
0.309 74 >75% Grass cover, Good, HSG C
0.292 70 Woods, Good, HSG C
0.767 69 Weighted Average
0.767 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.7 144 0.0416 3.28 Shallow Concentrated Flow, A-B
Unpaved Kv= 16.1 fps
0.6 113 0.0443 3.39 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
1.3 257 Total
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21690 - Ridgewood Ct NOAA 24-hr C 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 43
Summary for Subcatchment PRDA1: Pr DA1
Runoff = 9.40 cfs @ 12.22 hrs, Volume= 0.732 af, Depth> 2.68"
Routed to Pond P1 : Pond 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 10-yr Rainfall=4.90"
Area (ac) CN Description
0.003 61 >75% Grass cover, Good, HSG B
1.021 98 Paved parking, HSG C
1.566 74 >75% Grass cover, Good, HSG C
0.691 70 Woods, Good, HSG C
3.281 81 Weighted Average
2.260 68.88% Pervious Area
1.021 31.12% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.0 100 0.0800 0.14 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.38"
0.3 70 0.0569 3.84 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
0.1 33 0.2991 8.81 Shallow Concentrated Flow, C-D
Unpaved Kv= 16.1 fps
0.9 209 4.00 Direct Entry, D-E
0.4 179 7.00 Direct Entry, E-F
13.7 591 Total
Summary for Subcatchment PRDA2: Pr DA2
Runoff = 12.90 cfs @ 12.15 hrs, Volume= 0.833 af, Depth> 2.68"
Routed to Pond P2 : Pond 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 10-yr Rainfall=4.90"
Area (ac) CN Description
0.172 98 Paved parking, HSG B
0.044 61 >75% Grass cover, Good, HSG B
0.133 55 Woods, Good, HSG B
1.213 98 Paved parking, HSG C
1.372 74 >75% Grass cover, Good, HSG C
0.774 70 Woods, Good, HSG C
0.022 80 >75% Grass cover, Good, HSG D
3.730 81 Weighted Average
2.345 62.87% Pervious Area
1.385 37.13% Impervious Area
217

21690 - Ridgewood Ct NOAA 24-hr C 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
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Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.2 100 0.0900 0.32 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
0.6 114 0.0438 3.37 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
2.2 538 4.00 Direct Entry, C-D
8.0 752 Total
Summary for Subcatchment PRDA3: Pr DA3
Runoff = 15.67 cfs @ 12.14 hrs, Volume= 0.980 af, Depth> 2.59"
Routed to Pond P3 : Pond 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 10-yr Rainfall=4.90"
Area (ac) CN Description
1.173 98 Paved parking, HSG B
1.615 61 >75% Grass cover, Good, HSG B
0.802 98 Paved parking, HSG C
0.945 74 >75% Grass cover, Good, HSG C
4.535 80 Weighted Average
2.560 56.45% Pervious Area
1.975 43.55% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.6 43 0.0234 0.16 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
0.8 112 0.0134 2.35 Shallow Concentrated Flow, B-C
Paved Kv= 20.3 fps
1.8 747 7.00 Direct Entry, C-D
7.2 902 Total
Summary for Subcatchment PRDA4: Pr DA4
Runoff = 50.39 cfs @ 12.11 hrs, Volume= 2.912 af, Depth> 2.68"
Routed to Pond P4 : Pond 4
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 10-yr Rainfall=4.90"
218

21690 - Ridgewood Ct NOAA 24-hr C 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
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Area (ac) CN Description
2.797 98 Paved parking, HSG B
2.996 61 >75% Grass cover, Good, HSG B
0.749 55 Woods, Good, HSG B
2.890 98 Paved parking, HSG C
2.380 74 >75% Grass cover, Good, HSG C
0.452 70 Woods, Good, HSG C
0.153 98 Paved parking, HSG D
0.589 80 >75% Grass cover, Good, HSG D
0.011 77 Woods, Good, HSG D
13.017 81 Weighted Average
7.177 55.14% Pervious Area
5.840 44.86% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.6 44 0.3194 0.45 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
1.1 270 4.00 Direct Entry, B-C
1.7 709 7.00 Direct Entry, C-D
4.4 1,023 Total
Summary for Subcatchment PRDA5: Pr DA5
Runoff = 19.72 cfs @ 12.15 hrs, Volume= 1.281 af, Depth> 2.96"
Routed to Pond P5 : Pond 5
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 10-yr Rainfall=4.90"
Area (ac) CN Description
1.076 98 Paved parking, HSG B
0.953 61 >75% Grass cover, Good, HSG B
1.596 98 Paved parking, HSG C
1.126 74 >75% Grass cover, Good, HSG C
0.451 80 >75% Grass cover, Good, HSG D
5.202 84 Weighted Average
2.530 48.64% Pervious Area
2.672 51.36% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.3 33 0.0307 0.17 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
0.3 126 7.00 Direct Entry, B-C
4.2 1,015 4.00 Direct Entry, C-D
7.8 1,174 Total
219

21690 - Ridgewood Ct NOAA 24-hr C 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 46
Summary for Pond P1: Pond 1
Inflow Area = 3.281 ac, 31.12% Impervious, Inflow Depth > 2.68" for 10-yr event
Inflow = 9.40 cfs @ 12.22 hrs, Volume= 0.732 af
Outflow = 9.16 cfs @ 12.25 hrs, Volume= 0.654 af, Atten= 2%, Lag= 1.9 min
Primary = 9.16 cfs @ 12.25 hrs, Volume= 0.654 af
Routed to Link 1 : Culvert 1
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 1 : Culvert 1
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Starting Elev= 812.00' Surf.Area= 0.058 ac Storage= 0.105 af
Peak Elev= 813.31' @ 12.25 hrs Surf.Area= 0.100 ac Storage= 0.211 af (0.106 af above start)
Plug-Flow detention time= 96.0 min calculated for 0.549 af(75% of inflow)
Center-of-Mass det. time= 19.5 min ( 809.1 - 789.6 )
Volume Invert Avail.Storage Storage Description
#1 809.50' 0.552 af Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
809.50 0.027 0.000 0.000
810.00 0.032 0.015 0.015
812.00 0.058 0.090 0.105
813.00 0.094 0.076 0.181
814.00 0.112 0.103 0.284
816.00 0.156 0.268 0.552
Device Routing Invert Outlet Devices
#1 Primary 809.00' 24.0" Round Culvert
L= 37.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 809.00' / 808.00' S= 0.0270 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2 Device 1 812.00' 0.8" Veil. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 813.00' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 814.00' 78.7 deg x 10.0' long Sharp-Crested Vee/Trap Weir
Cv= 2.51 (C= 3.14)
Primary OutFlow Max=9.12 cfs @ 12.25 hrs HW=813.31' (Free Discharge)
4-1=Culvert (Passes 9.12 cfs of 27.53 cfs potential flow)
'2=Orifice/Grate (Orifice Controls 0.02 cfs @ 5.44 fps)
3=Orifice/Grate (Weir Controls 9.10 cfs @ 1.83 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=812.00' (Free Discharge)
4=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)
220

21690 - Ridgewood Ct NOAA 24-hr C 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
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Summary for Pond P2: Pond 2
Inflow Area = 3.730 ac, 37.13% Impervious, Inflow Depth > 2.68" for 10-yr event
Inflow = 12.90 cfs © 12.15 hrs, Volume= 0.833 af
Outflow = 10.97 cfs @ 12.20 hrs, Volume= 0.735 af, Atten= 15%, Lag= 2.8 min
Primary = 10.97 cfs © 12.20 hrs, Volume= 0.735 af
Routed to Link PRDP2 : DP2
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Starting Elev= 806.00' Surf.Area= 0.075 ac Storage= 0.158 af
Peak Elev= 807.41' © 12.20 hrs Surf.Area= 0.125 ac Storage= 0.304 af (0.146 af above start)
Plug-Flow detention time= 110.5 min calculated for 0.575 af(69% of inflow)
Center-of-Mass det. time= 21.6 min ( 806.8 - 785.2 )
Volume Invert Avail.Storage Storage Description
#1 803.00' 0.700 af Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
803.00 0.035 0.000 0.000
804.00 0.044 0.039 0.039
806.00 0.075 0.119 0.158
807.00 0.117 0.096 0.255
808.00 0.137 0.127 0.381
810.00 0.182 0.319 0.700
Device Routing Invert Outlet Devices
#1 Primary 805.00' 18.0" Round Culvert
L= 40.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 805.00' / 804.00' S= 0.0250 '/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 806.00' 0.8" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 807.00' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Primary 808.00' 78.7 deg x 10.0' long Sharp-Crested Vee/Trap Weir
Cv= 2.51 (C= 3.14)
Erimary OutFlow Max=10.97 cfs @ 12.20 hrs HW=807.41' (Free Discharge)
-1=Culvert (Inlet Controls 10.97 cfs © 6.21 fps)
'2=Orifice/Grate (Passes < 0.02 cfs potential flow)
3=Orifice/Grate (Passes < 13.77 cfs potential flow)
-4=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)
Summary for Pond P3: Pond 3
221

21690 - Ridgewood Ct NOAA 24-hr C 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
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Inflow Area = 4.535 ac, 43.55% Impervious, Inflow Depth > 2.59" for 10-yr event
Inflow = 15.67 cfs @ 12.14 hrs, Volume= 0.980 af
Outflow = 11.31 cfs @ 12.22 hrs, Volume= 0.853 af, Atten= 28%, Lag= 4.3 min
Primary = 11.31 cfs @ 12.22 hrs, Volume= 0.853 af
Routed to Link 3 : Culvert 3
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 3 : Culvert 3
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Starting Elev= 808.00' Surf.Area= 0.096 ac Storage= 0.215 af
Peak Elev= 809.52' @ 12.22 hrs Surf.Area= 0.167 ac Storage= 0.421 af (0.206 af above start)
Plug-Flow detention time= 121.4 min calculated for 0.636 of(65% of inflow)
Center-of-Mass det. time= 23.4 min ( 810.1 - 786.8 )
Volume Invert Avail.Storage Storage Description
#1 805.00' 0.926 af Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
805.00 0.049 0.000 0.000
806.00 0.063 0.056 0.056
808.00 0.096 0.159 0.215
809.00 0.152 0.124 0.339
810.00 0.181 0.166 0.506
812.00 0.240 0.421 0.926
Device Routing Invert Outlet Devices
#1 Primary 807.00' 18.0" Round Culvert
L= 44.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 807.00' / 806.00' S= 0.0227 '/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 808.00' 1.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 809.00' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 810.00' 78.7 deg x 10.0' long Sharp-Crested Vee/Trap Weir
Cv= 2.51 (C= 3.14)
Primary OutFlow Max=11.28 cfs @ 12.22 hrs HW=809.51' (Free Discharge)
4-1=Culvert (Inlet Controls 11.28 cfs @ 6.38 fps)
'2=Orifice/Grate (Passes < 0.03 cfs potential flow)
3=Orifice/Grate (Passes < 18.87 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=808.00' (Free Discharge)
4-4=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)
222

21690 - Ridgewood Ct NOAA 24-hr C 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 49
Summary for Pond P4: Pond 4
Inflow Area = 13.017 ac, 44.86% Impervious, Inflow Depth > 2.68" for 10-yr event
Inflow = 50.39 cfs @ 12.11 hrs, Volume= 2.912 of
Outflow = 11.46 cfs @ 12.42 hrs, Volume= 1.814 af, Atten= 77%, Lag= 18.5 min
Primary = 11.46 cfs © 12.42 hrs, Volume= 1.814 af
Routed to Link 2 : Culvert 2
Secondary = 0.00 cfs © 5.00 hrs, Volume= 0.000 af
Routed to Link 2 : Culvert 2
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Starting Elev= 813.00' Surf.Area= 0.435 ac Storage= 0.783 af
Peak Elev= 815.56' @ 12.42 hrs Surf.Area= 0.631 ac Storage= 2.196 af (1.413 af above start)
Plug-Flow detention time= 229.4 min calculated for 1.031 af(35% of inflow)
Center-of-Mass det. time= 65.8 min ( 848.1 - 782.4 )
Volume Invert Avail.Storage Storage Description
#1 811.00' 3.900 af Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
811.00 0.338 0.000 0.000
812.00 0.397 0.367 0.367
813.00 0.435 0.416 0.783
814.00 0.548 0.491 1.275
815.00 0.601 0.575 1.849
816.00 0.655 0.628 2.477
818.00 0.768 1.423 3.900
Device Routing Invert Outlet Devices
#1 Primary 813.00' 18.0" Round Culvert
L= 34.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 813.00' / 812.00' S= 0.0294 '/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 813.00' 2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 815.00' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 816.00' 78.7 deg x 10.0' long Sharp-Crested Vee/Trap Weir
Cv= 2.51 (C= 3.14)
Primary OutFlow Max=11.45 cfs @ 12.42 hrs HW=815.56' (Free Discharge)
4-1=Culvert (Inlet Controls 11.45 cfs @ 6.48 fps)
'2=Orifice/Grate (Passes < 0.17 cfs potential flow)
3=Orifice/Grate (Passes < 22.03 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=813.00' (Free Discharge)
4-4=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)
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21690 - Ridgewood Ct NOAA 24-hr C 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
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Summary for Pond P5: Pond 5
Inflow Area = 5.202 ac, 51.36% Impervious, Inflow Depth > 2.96" for 10-yr event
Inflow = 19.72 cfs @ 12.15 hrs, Volume= 1.281 af
Outflow = 9.97 cfs @ 12.29 hrs, Volume= 0.861 af, Atten= 49%, Lag= 8.3 min
Primary = 9.97 cfs @ 12.29 hrs, Volume= 0.861 af
Routed to Link 3 : Culvert 3
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 3 : Culvert 3
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Starting Elev= 811.00' Surf.Area= 0.363 ac Storage= 0.783 af
Peak Elev= 812.33' @ 12.29 hrs Surf.Area= 0.467 ac Storage= 1.343 af (0.560 af above start)
Plug-Flow detention time= 548.0 min calculated for 0.078 af(6% of inflow)
Center-of-Mass det. time= 57.5 min ( 835.4 - 777.9 )
Volume Invert Avail.Storage Storage Description
#1 808.50' 2.738 af Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
808.50 0.267 0.000 0.000
810.00 0.321 0.441 0.441
811.00 0.363 0.342 0.783
812.00 0.453 0.408 1.191
813.00 0.494 0.473 1.664
815.00 0.580 1.074 2.738
Device Routing Invert Outlet Devices
#1 Primary 807.00' 24.0" Round Culvert
L= 41.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 807.00' / 806.00' S= 0.0244 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2 Device 1 811.00' 1.2" Veil. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 812.00' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 813.00' 78.7 deg x 10.0' long Sharp-Crested Vee/Trap Weir
Cv= 2.51 (C= 3.14)
Primary OutFlow Max=9.88 cfs @ 12.29 hrs HW=812.33' (Free Discharge)
4-1=Culvert (Passes 9.88 cfs of 31.47 cfs potential flow)
'2=Orifice/Grate (Orifice Controls 0.04 cfs @ 5.44 fps)
3=Orifice/Grate (Weir Controls 9.84 cfs @ 1.87 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=811.00' (Free Discharge)
4=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)
224

21690 - Ridgewood Ct NOAA 24-hr C 10-yr Rainfall=4.90"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
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Summary for Link 1: Culvert 1
Inflow Area = 13.478 ac, 8.40% Impervious, Inflow Depth > 1.93" for 10-yr event
Inflow = 26.81 cfs @ 12.26 hrs, Volume= 2.163 af
Primary = 26.81 cfs @ 12.26 hrs, Volume= 2.163 af, Atten= 0%, Lag= 0.0 min
Routed to Link PRDP2 : DP2
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link 2: Culvert 2
Inflow Area = 21.575 ac, 28.79% Impervious, Inflow Depth > 1.66" for 10-yr event
Inflow = 24.68 cfs @ 12.15 hrs, Volume= 2.983 af
Primary = 24.68 cfs @ 12.15 hrs, Volume= 2.983 af, Atten= 0%, Lag= 0.0 min
Routed to Link 3 : Culvert 3
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link 3: Culvert 3
Inflow Area = 65.582 ac, 20.25% Impervious, Inflow Depth > 1.87" for 10-yr event
Inflow = 126.34 cfs @ 12.16 hrs, Volume= 10.222 af
Primary = 126.34 cfs @ 12.16 hrs, Volume= 10.222 af, Atten= 0%, Lag= 0.0 min
Routed to Link PRDP3 : DP3
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link EXDP1: DPI
Inflow Area = 0.107 ac, 38.32% Impervious, Inflow Depth > 1.94" for 10-yr event
Inflow = 0.33 cfs @ 12.06 hrs, Volume= 0.017 af
Primary = 0.33 cfs @ 12.06 hrs, Volume= 0.017 af, Atten= 0%, Lag= 0.0 min
Routed to Link EXDP3 : DP3
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link EXDP2: DP2
Inflow Area = 74.011 ac, 0.00% Impervious, Inflow Depth > 1.49" for 10-yr event
Inflow = 118.70 cfs @ 12.22 hrs, Volume= 9.203 af
Primary = 118.70 cfs @ 12.22 hrs, Volume= 9.203 af, Atten= 0%, Lag= 0.0 min
Routed to Link EXDP3 : DP3
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
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21690 - Ridgewood Ct NOAA 24-hr C 10-yr Rainfall=4.90"
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Summary for Link EXDP3: DP3
Inflow Area = 89.878 ac, 0.10% Impervious, Inflow Depth > 1.54" for 10-yr event
Inflow = 147.75 cfs @ 12.21 hrs, Volume= 11.499 af
Primary = 147.75 cfs @ 12.21 hrs, Volume= 11.499 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link EXDP4: DP4
Inflow Area = 1.541 ac, 0.00% Impervious, Inflow Depth > 1.29" for 10-yr event
Inflow = 2.34 cfs @ 12.19 hrs, Volume= 0.166 of
Primary = 2.34 cfs @ 12.19 hrs, Volume= 0.166 af, Atten= 0%, Lag= 0.0 min
Routed to Link EXDP3 : DP3
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link PRDP1: DP1
Inflow Area = 0.078 ac, 84.62% Impervious, Inflow Depth > 3.74" for 10-yr event
Inflow = 0.42 cfs @ 12.06 hrs, Volume= 0.024 af
Primary = 0.42 cfs @ 12.06 hrs, Volume= 0.024 af, Atten= 0%, Lag= 0.0 min
Routed to Link PRDP3 : DP3
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link PRDP2: DP2
Inflow Area = 17.208 ac, 14.63% Impervious, Inflow Depth > 2.02" for 10-yr event
Inflow = 37.36 cfs @ 12.25 hrs, Volume= 2.898 af
Primary = 37.36 cfs @ 12.25 hrs, Volume= 2.898 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link PRDP3: DP3
Inflow Area = 71.904 ac, 20.30% Impervious, Inflow Depth > 1.93" for 10-yr event
Inflow = 146.42 cfs @ 12.16 hrs, Volume= 11.550 af
Primary = 146.42 cfs @ 12.16 hrs, Volume= 11.550 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link PRDP4: DP4
Inflow Area = 0.767 ac, 0.00% Impervious, Inflow Depth > 1.71" for 10-yr event
Inflow = 2.15 cfs @ 12.08 hrs, Volume= 0.110 of
Primary = 2.15 cfs @ 12.08 hrs, Volume= 0.110 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
226

21690 - Ridgewood Ct NOAA 24-hr C 25-yr Rainfall=5.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 53
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentEXDA1: Ex DA1 Runoff Area=0.107 ac 38.32% Impervious Runoff Depth>2.60"
Flow Length=120' Slope=0.0332 '/' Tc=0.5 min CN=72 Runoff=0.44 cfs 0.023 af
SubcatchmentEXDA2: Ex DA2 Runoff Area=74.011 ac 0.00% Impervious Runoff Depth>2.08"
Flow Length=1,695' Tc=13.4 min CN=66 Runoff=167.32 cfs 12.812 af
SubcatchmentEXDA3: Ex DA3 Runoff Area=14.219 ac 0.34% Impervious Runoff Depth>2.42"
Flow Length=1,883' Tc=7.8 min CN=70 Runoff=45.57 cfs 2.868 af
SubcatchmentEXDA4: Ex DA4 Runoff Area=1.541 ac 0.00% Impervious Runoff Depth>1.84"
Flow Length=330' Tc=10.1 min CN=63 Runoff=3.39 cfs 0.236 af
Subcatchment PrByDA1:PrByDA1 Runoff Area=0.078 ac 84.62% Impervious Runoff Depth>4.56"
Flow Length=91' Slope=0.0329 '/' Tc=0.9 min CN=92 Runoff=0.51 cfs 0.030 af
Subcatchment PrByDA2: PrByDA2 Runoff Area=10.197 ac 1.09% Impervious Runoff Depth>2.41"
Flow Length=991' Tc=17.3 min CN=70 Runoff=24.18 cfs 2.049 af
Subcatchment PrByDA3:PrByDA3 Runoff Area=8.558 ac 4.35% Impervious Runoff Depth>2.25"
Flow Length=1,038' Tc=4.3 min CN=68 Runoff=28.54 cfs 1.607 af
Subcatchment PrByDA4: PrByDA4 RunoffArea=34.270 ac 7.06% Impervious Runoff Depth>2.60"
Flow Length=1,999' Tc=8.3 min CN=72 Runoff=115.32 cfs 7.413 af
Subcatchment PrByDA5: PrByDA5 Runoff Area=6.244 ac 20.05% Impervious Runoff Depth>3.24"
Flow Length=719' Tc=8.4 min CN=79 Runoff=25.66 cfs 1.688 af
Subcatchment PrByDA6: PrByD6 Runoff Area=0.767 ac 0.00% Impervious Runoff Depth>2.34"
Flow Length=257' Tc=1.3 min CN=69 Runoff=2.87 cfs 0.150 af
SubcatchmentPRDA1: Pr DA1 Runoff Area=3.281 ac 31.12% Impervious Runoff Depth>3.43"
Flow Length=591' Tc=13.7 min CN=81 Runoff=11.94 cfs 0.938 of
SubcatchmentPRDA2: Pr DA2 Runoff Area=3.730 ac 37.13% Impervious Runoff Depth>3.44"
Flow Length=752' Tc=8.0 min CN=81 Runoff=16.36 cfs 1.069 af
SubcatchmentPRDA3: Pr DA3 Runoff Area=4.535 ac 43.55% Impervious Runoff Depth>3.34"
Flow Length=902' Tc=7.2 min CN=80 Runoff=19.97 cfs 1.263 af
SubcatchmentPRDA4: Pr DA4 Runoff Area=13.017 ac 44.86% Impervious Runoff Depth>3.44"
Flow Length=1,023' Slope=0.3194 '/' Tc=4.4 min CN=81 Runoff=63.86 cfs 3.734 af
SubcatchmentPRDA5: Pr DA5 Runoff Area=5.202 ac 51.36% Impervious Runoff Depth>3.74"
Flow Length=1,174' Slope=0.0307 '/' Tc=7.8 min CN=84 Runoff=24.63 cfs 1.621 af
Pond P1: Pond 1 Peak Elev=813.37' Storage=0.216 af Inflow=11.94 cfs 0.938 af
Primary=11.68 cfs 0.860 af Secondary=0.00 cfs 0.000 af Outflow=11.68 cfs 0.860 af
227

21690 - Ridgewood Ct NOAA 24-hr C 25-yr Rainfall=5.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 54
Pond P2: Pond 2 Peak Elev=807.65' Storage=0.334 af Inflow=16.36 cfs 1.069 af
Outflow=11.71 cfs 0.970 af
Pond P3: Pond 3 Peak EIev=809.80' Storage=0.470 af Inflow=19.97 cfs 1.263 af
Primary=12.18 cfs 1.135 af Secondary=0.00 cfs 0.000 af Outflow=12.18 cfs 1.135 af
Pond P4: Pond 4 Peak Elev=816.16' Storage=2.583 af Inflow=63.86 cfs 3.734 af
Primary=13.21 cfs 2.574 af Secondary=2.06 cfs 0.056 af Outflow=15.27 cfs 2.630 af
Pond P5: Pond 5 Peak Elev=812.46' Storage=1.406 af Inflow=24.63 cfs 1.621 af
Primary=16.63 cfs 1.199 af Secondary=0.00 cfs 0.000 af Outflow=16.63 cfs 1.199 af
Link 1: Culvert 1 Inflow=35.76 cfs 2.909 af
Primary=35.76 cfs 2.909 af
Link 2: Culvert 2 Inflow=40.66 cfs 4.237 af
Primary=40.66 cfs 4.237 af
Link 3: Culvert 3 Inflow=175.96 cfs 13.983 of
Primary=175.96 cfs 13.983 af
Link EXDP1: DP1 Inflow=0.44 cfs 0.023 af
Primary=0.44 cfs 0.023 af
Link EXDP2: DP2 Inflow=167.32 cfs 12.812 af
Primary=167.32 cfs 12.812 af
Link EXDP3: DP3 Inflow=207.14 cfs 15.939 af
Primary=207.14 cfs 15.939 af
Link EXDP4: DP4 Inflow=3.39 cfs 0.236 af
Primary=3.39 cfs 0.236 af
Link PRDP1: DP1 Inflow=0.51 cfs 0.030 af
Primary=0.51 cfs 0.030 af
Link PRDP2: DP2 Inflow=47.43 cfs 3.879 af
Primary=47.43 cfs 3.879 af
Link PRDP3: DP3 Inflow=201.78 cfs 15.700 af
Primary=201.78 cfs 15.700 af
Link PRDP4: DP4 Inflow=2.87 cfs 0.150 af
Primary=2.87 cfs 0.150 af
Total Runoff Area = 179.757 ac Runoff Volume = 37.499 af Average Runoff Depth = 2.50"
90.43% Pervious = 162.552 ac 9.57% Impervious = 17.205 ac
228

21690 - Ridgewood Ct NOAA 24-hr C 25-yr Rainfall=5.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 55
Summary for Subcatchment EXDA1: Ex DA1
Runoff = 0.44 cfs @ 12.06 hrs, Volume= 0.023 af, Depth> 2.60"
Routed to Link EXDP1 : DP1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 25-yr Rainfall=5.80"
Area (ac) CN Description
0.041 98 Paved parking, HSG B
0.004 58 Meadow, non-grazed, HSG B
0.062 55 Woods, Good, HSG B
0.107 72 Weighted Average
0.066 61.68% Pervious Area
0.041 38.32% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.5 120 0.0332 3.70 Shallow Concentrated Flow, A-B
Paved Kv= 20.3 fps
Summary for Subcatchment EXDA2: Ex DA2
Runoff = 167.32 cfs @ 12.22 hrs, Volume= 12.812 af, Depth> 2.08"
Routed to Link EXDP2 : DP2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 25-yr Rainfall=5.80"
Area (ac) CN Description
4.540 58 Meadow, non-grazed, HSG B
23.836 55 Woods, Good, HSG B
2.154 71 Meadow, non-grazed, HSG C
23.476 70 Woods, Good, HSG C
1.731 78 Meadow, non-grazed, HSG D
18.274 77 Woods, Good, HSG D
74.011 66 Weighted Average
74.011 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.8 95 0.0420 0.23 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
1.4 372 0.0806 4.57 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
1.8 421 0.0570 3.84 Shallow Concentrated Flow, C-D
Unpaved Kv= 16.1 fps
3.4 807 4.00 Direct Entry, D-E
13.4 1,695 Total
229

21690 - Ridgewood Ct NOAA 24-hr C 25-yr Rainfall=5.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 56
Summary for Subcatchment EXDA3: Ex DA3
Runoff = 45.57 cfs @ 12.15 hrs, Volume= 2.868 af, Depth> 2.42"
Routed to Link EXDP3 : DP3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 25-yr Rainfall=5.80"
Area (ac) CN Description
0.049 98 Paved parking, HSG B
2.947 55 Woods, Good, HSG B
5.150 70 Woods, Good, HSG C
6.073 77 Woods, Good, HSG D
14.219 70 Weighted Average
14.170 99.66% Pervious Area
0.049 0.34% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.8 1,883 4.00 Direct Entry, A-B
Summary for Subcatchment EXDA4: Ex DA4
Runoff = 3.39 cfs @ 12.19 hrs, Volume= 0.236 af, Depth> 1.84"
Routed to Link EXDP4 : DP4
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 25-yr Rainfall=5.80"
Area (ac) CN Description
0.678 55 Woods, Good, HSG B
0.863 70 Woods, Good, HSG C
1.541 63 Weighted Average
1.541 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.0 95 0.0211 0.18 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
1.1 235 0.0468 3.48 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
10.1 330 Total
Summary for Subcatchment PrByDA1: PrByDA1
Runoff = 0.51 cfs @ 12.06 hrs, Volume= 0.030 af, Depth> 4.56"
Routed to Link PRDP1 : DP1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 25-yr Rainfall=5.80"
230

21690 - Ridgewood Ct NOAA 24-hr C 25-yr Rainfall=5.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 57
Area (ac) CN Description
0.066 98 Paved parking, HSG B
0.012 61 >75% Grass cover, Good, HSG B
0.078 92 Weighted Average
0.012 15.38% Pervious Area
0.066 84.62% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.9 91 0.0329 1.69 Sheet Flow, A-B
Smooth surfaces n= 0.011 P2= 3.38"
Summary for Subcatchment PrByDA2: PrByDA2
Runoff = 24.18 cfs @ 12.27 hrs, Volume= 2.049 af, Depth> 2.41"
Routed to Link 1 : Culvert 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 25-yr Rainfall=5.80"
Area (ac) CN Description
0.017 98 Paved parking, HSG B
0.064 61 >75% Grass cover, Good, HSG B
2.608 55 Woods, Good, HSG B
0.094 98 Paved parking, HSG C
0.614 74 >75% Grass cover, Good, HSG C
1.630 70 Woods, Good, HSG C
0.046 80 >75% Grass cover, Good, HSG D
5.124 77 Woods, Good, HSG D
10.197 70 Weighted Average
10.086 98.91% Pervious Area
0.111 1.09% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.5 100 0.0600 0.12 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.38"
0.6 126 0.0557 3.80 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
3.2 765 4.00 Direct Entry, C-D
17.3 991 Total
Summary for Subcatchment PrByDA3: PrByDA3
Runoff = 28.54 cfs @ 12.11 hrs, Volume= 1.607 af, Depth> 2.25"
Routed to Link 2 : Culvert 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 25-yr Rainfall=5.80"
231

21690 - Ridgewood Ct NOAA 24-hr C 25-yr Rainfall=5.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 58
Area (ac) CN Description
0.055 98 Paved parking, HSG B
0.260 61 >75% Grass cover, Good, HSG B
3.097 55 Woods, Good, HSG B
0.317 98 Paved parking, HSG C
1.334 74 >75% Grass cover, Good, HSG C
0.910 70 Woods, Good, HSG C
0.124 80 >75% Grass cover, Good, HSG D
2.461 77 Woods, Good, HSG D
8.558 68 Weighted Average
8.186 95.65% Pervious Area
0.372 4.35% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.3 1,038 4.00 Direct Entry, A-B
Summary for Subcatchment PrByDA4: PrByDA4
Runoff = 115.32 cfs @ 12.16 hrs, Volume= 7.413 af, Depth> 2.60"
Routed to Link 3 : Culvert 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 25-yr Rainfall=5.80"
Area (ac) CN Description
1.487 98 Paved parking, HSG B
9.467 61 >75% Grass cover, Good, HSG B
2.208 55 Woods, Good, HSG B
0.602 98 Paved parking, HSG C
3.919 74 >75% Grass cover, Good, HSG C
1.771 70 Woods, Good, HSG C
0.332 98 Paved parking, HSG D
3.512 80 >75% Grass cover, Good, HSG D
10.972 77 Woods, Good, HSG D
34.270 72 Weighted Average
31.849 92.94% Pervious Area
2.421 7.06% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.3 1,999 4.00 Direct Entry, A-B
Summary for Subcatchment PrByDA5: PrByDA5
Runoff = 25.66 cfs @ 12.16 hrs, Volume= 1.688 af, Depth> 3.24"
Routed to Link PRDP3 : DP3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 25-yr Rainfall=5.80"
232

21690 - Ridgewood Ct NOAA 24-hr C 25-yr Rainfall=5.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 59
Area (ac) CN Description
0.338 98 Paved parking, HSG B
0.591 61 >75% Grass cover, Good, HSG B
0.007 55 Woods, Good, HSG B
0.702 98 Paved parking, HSG C
1.817 74 >75% Grass cover, Good, HSG C
0.507 70 Woods, Good, HSG C
0.212 98 Paved parking, HSG D
1.649 80 >75% Grass cover, Good, HSG D
0.421 77 Woods, Good, HSG D
6.244 79 Weighted Average
4.992 79.95% Pervious Area
1.252 20.05% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.5 100 0.0800 0.30 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
1.3 235 0.0341 2.97 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
1.6 384 4.00 Direct Entry, C-D
8.4 719 Total
Summary for Subcatchment PrByDA6: PrByD6
Runoff = 2.87 cfs @ 12.07 hrs, Volume= 0.150 af, Depth> 2.34"
Routed to Link PRDP4 : DP4
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 25-yr Rainfall=5.80"
Area (ac) CN Description
0.130 61 >75% Grass cover, Good, HSG B
0.036 55 Woods, Good, HSG B
0.309 74 >75% Grass cover, Good, HSG C
0.292 70 Woods, Good, HSG C
0.767 69 Weighted Average
0.767 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.7 144 0.0416 3.28 Shallow Concentrated Flow, A-B
Unpaved Kv= 16.1 fps
0.6 113 0.0443 3.39 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
1.3 257 Total
233

21690 - Ridgewood Ct NOAA 24-hr C 25-yr Rainfall=5.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 60
Summary for Subcatchment PRDA1: Pr DA1
Runoff = 11.94 cfs @ 12.22 hrs, Volume= 0.938 af, Depth> 3.43"
Routed to Pond P1 : Pond 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 25-yr Rainfall=5.80"
Area (ac) CN Description
0.003 61 >75% Grass cover, Good, HSG B
1.021 98 Paved parking, HSG C
1.566 74 >75% Grass cover, Good, HSG C
0.691 70 Woods, Good, HSG C
3.281 81 Weighted Average
2.260 68.88% Pervious Area
1.021 31.12% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.0 100 0.0800 0.14 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.38"
0.3 70 0.0569 3.84 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
0.1 33 0.2991 8.81 Shallow Concentrated Flow, C-D
Unpaved Kv= 16.1 fps
0.9 209 4.00 Direct Entry, D-E
0.4 179 7.00 Direct Entry, E-F
13.7 591 Total
Summary for Subcatchment PRDA2: Pr DA2
Runoff = 16.36 cfs @ 12.15 hrs, Volume= 1.069 af, Depth> 3.44"
Routed to Pond P2 : Pond 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 25-yr Rainfall=5.80"
Area (ac) CN Description
0.172 98 Paved parking, HSG B
0.044 61 >75% Grass cover, Good, HSG B
0.133 55 Woods, Good, HSG B
1.213 98 Paved parking, HSG C
1.372 74 >75% Grass cover, Good, HSG C
0.774 70 Woods, Good, HSG C
0.022 80 >75% Grass cover, Good, HSG D
3.730 81 Weighted Average
2.345 62.87% Pervious Area
1.385 37.13% Impervious Area
234

21690 - Ridgewood Ct NOAA 24-hr C 25-yr Rainfall=5.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 61
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.2 100 0.0900 0.32 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
0.6 114 0.0438 3.37 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
2.2 538 4.00 Direct Entry, C-D
8.0 752 Total
Summary for Subcatchment PRDA3: Pr DA3
Runoff = 19.97 cfs @ 12.14 hrs, Volume= 1.263 af, Depth> 3.34"
Routed to Pond P3 : Pond 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 25-yr Rainfall=5.80"
Area (ac) CN Description
1.173 98 Paved parking, HSG B
1.615 61 >75% Grass cover, Good, HSG B
0.802 98 Paved parking, HSG C
0.945 74 >75% Grass cover, Good, HSG C
4.535 80 Weighted Average
2.560 56.45% Pervious Area
1.975 43.55% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.6 43 0.0234 0.16 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
0.8 112 0.0134 2.35 Shallow Concentrated Flow, B-C
Paved Kv= 20.3 fps
1.8 747 7.00 Direct Entry, C-D
7.2 902 Total
Summary for Subcatchment PRDA4: Pr DA4
Runoff = 63.86 cfs @ 12.11 hrs, Volume= 3.734 af, Depth> 3.44"
Routed to Pond P4 : Pond 4
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 25-yr Rainfall=5.80"
235

21690 - Ridgewood Ct NOAA 24-hr C 25-yr Rainfall=5.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 62
Area (ac) CN Description
2.797 98 Paved parking, HSG B
2.996 61 >75% Grass cover, Good, HSG B
0.749 55 Woods, Good, HSG B
2.890 98 Paved parking, HSG C
2.380 74 >75% Grass cover, Good, HSG C
0.452 70 Woods, Good, HSG C
0.153 98 Paved parking, HSG D
0.589 80 >75% Grass cover, Good, HSG D
0.011 77 Woods, Good, HSG D
13.017 81 Weighted Average
7.177 55.14% Pervious Area
5.840 44.86% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.6 44 0.3194 0.45 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
1.1 270 4.00 Direct Entry, B-C
1.7 709 7.00 Direct Entry, C-D
4.4 1,023 Total
Summary for Subcatchment PRDA5: Pr DA5
Runoff = 24.63 cfs @ 12.15 hrs, Volume= 1.621 af, Depth> 3.74"
Routed to Pond P5 : Pond 5
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 25-yr Rainfall=5.80"
Area (ac) CN Description
1.076 98 Paved parking, HSG B
0.953 61 >75% Grass cover, Good, HSG B
1.596 98 Paved parking, HSG C
1.126 74 >75% Grass cover, Good, HSG C
0.451 80 >75% Grass cover, Good, HSG D
5.202 84 Weighted Average
2.530 48.64% Pervious Area
2.672 51.36% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.3 33 0.0307 0.17 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
0.3 126 7.00 Direct Entry, B-C
4.2 1,015 4.00 Direct Entry, C-D
7.8 1,174 Total
236

21690 - Ridgewood Ct NOAA 24-hr C 25-yr Rainfall=5.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 63
Summary for Pond P1: Pond 1
Inflow Area = 3.281 ac, 31.12% Impervious, Inflow Depth > 3.43" for 25-yr event
Inflow = 11.94 cfs @ 12.22 hrs, Volume= 0.938 af
Outflow = 11.68 cfs @ 12.25 hrs, Volume= 0.860 af, Atten= 2%, Lag= 1.8 min
Primary = 11.68 cfs @ 12.25 hrs, Volume= 0.860 af
Routed to Link 1 : Culvert 1
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 1 : Culvert 1
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Starting Elev= 812.00' Surf.Area= 0.058 ac Storage= 0.105 af
Peak Elev= 813.37' @ 12.25 hrs Surf.Area= 0.101 ac Storage= 0.216 af (0.112 af above start)
Plug-Flow detention time= 83.3 min calculated for 0.756 of(81% of inflow)
Center-of-Mass det. time= 18.1 min ( 802.0 - 783.9 )
Volume Invert Avail.Storage Storage Description
#1 809.50' 0.552 af Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
809.50 0.027 0.000 0.000
810.00 0.032 0.015 0.015
812.00 0.058 0.090 0.105
813.00 0.094 0.076 0.181
814.00 0.112 0.103 0.284
816.00 0.156 0.268 0.552
Device Routing Invert Outlet Devices
#1 Primary 809.00' 24.0" Round Culvert
L= 37.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 809.00' / 808.00' S= 0.0270 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2 Device 1 812.00' 0.8" Veil. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 813.00' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 814.00' 78.7 deg x 10.0' long Sharp-Crested Vee/Trap Weir
Cv= 2.51 (C= 3.14)
Primary OutFlow Max=11.58 cfs @ 12.25 hrs HW=813.37' (Free Discharge)
4-1=Culvert (Passes 11.58 cfs of 27.75 cfs potential flow)
'2=Orifice/Grate (Orifice Controls 0.02 cfs @ 5.56 fps)
3=Orifice/Grate (Weir Controls 11.57 cfs @ 1.98 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=812.00' (Free Discharge)
4=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)
237

21690 - Ridgewood Ct NOAA 24-hr C 25-yr Rainfall=5.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 64
Summary for Pond P2: Pond 2
Inflow Area = 3.730 ac, 37.13% Impervious, Inflow Depth > 3.44" for 25-yr event
Inflow = 16.36 cfs © 12.15 hrs, Volume= 1.069 af
Outflow = 11.71 cfs @ 12.23 hrs, Volume= 0.970 af, Atten= 28%, Lag= 4.8 min
Primary = 11.71 cfs © 12.23 hrs, Volume= 0.970 af
Routed to Link PRDP2 : DP2
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Starting Elev= 806.00' Surf.Area= 0.075 ac Storage= 0.158 af
Peak Elev= 807.65' © 12.23 hrs Surf.Area= 0.130 ac Storage= 0.334 af (0.176 af above start)
Plug-Flow detention time= 96.7 min calculated for 0.812 af(76% of inflow)
Center-of-Mass det. time= 20.3 min ( 799.7 - 779.4 )
Volume Invert Avail.Storage Storage Description
#1 803.00' 0.700 af Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
803.00 0.035 0.000 0.000
804.00 0.044 0.039 0.039
806.00 0.075 0.119 0.158
807.00 0.117 0.096 0.255
808.00 0.137 0.127 0.381
810.00 0.182 0.319 0.700
Device Routing Invert Outlet Devices
#1 Primary 805.00' 18.0" Round Culvert
L= 40.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 805.00' / 804.00' S= 0.0250 '/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 806.00' 0.8" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 807.00' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Primary 808.00' 78.7 deg x 10.0' long Sharp-Crested Vee/Trap Weir
Cv= 2.51 (C= 3.14)
Erimary OutFlow Max=11.68 cfs @ 12.23 hrs HW=807.63' (Free Discharge)
-1=Culvert (Inlet Controls 11.68 cfs © 6.61 fps)
'2=Orifice/Grate (Passes < 0.02 cfs potential flow)
3=Orifice/Grate (Passes < 26.40 cfs potential flow)
-4=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)
Summary for Pond P3: Pond 3
238

21690 - Ridgewood Ct NOAA 24-hr C 25-yr Rainfall=5.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 65
Inflow Area = 4.535 ac, 43.55% Impervious, Inflow Depth > 3.34" for 25-yr event
Inflow = 19.97 cfs © 12.14 hrs, Volume= 1.263 af
Outflow = 12.18 cfs @ 12.24 hrs, Volume= 1.135 af, Atten= 39%, Lag= 5.9 min
Primary = 12.18 cfs © 12.24 hrs, Volume= 1.135 af
Routed to Link 3 : Culvert 3
Secondary = 0.00 cfs © 5.00 hrs, Volume= 0.000 af
Routed to Link 3 : Culvert 3
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Starting Elev= 808.00' Surf.Area= 0.096 ac Storage= 0.215 af
Peak Elev= 809.80' @ 12.24 hrs Surf.Area= 0.175 ac Storage= 0.470 af (0.255 af above start)
Plug-Flow detention time= 104.1 min calculated for 0.917 of(73% of inflow)
Center-of-Mass det. time= 22.0 min ( 803.0 - 781.0 )
Volume Invert Avail.Storage Storage Description
#1 805.00' 0.926 af Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
805.00 0.049 0.000 0.000
806.00 0.063 0.056 0.056
808.00 0.096 0.159 0.215
809.00 0.152 0.124 0.339
810.00 0.181 0.166 0.506
812.00 0.240 0.421 0.926
Device Routing Invert Outlet Devices
#1 Primary 807.00' 18.0" Round Culvert
L= 44.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 807.00' / 806.00' S= 0.0227 '/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 808.00' 1.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 809.00' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 810.00' 78.7 deg x 10.0' long Sharp-Crested Vee/Trap Weir
Cv= 2.51 (C= 3.14)
Primary OutFlow Max=12.16 cfs @ 12.24 hrs HW=809.79' (Free Discharge)
4-1=Culvert (Inlet Controls 12.16 cfs © 6.88 fps)
'2=Orifice/Grate (Passes < 0.03 cfs potential flow)
3=Orifice/Grate (Passes < 36.98 cfs potential flow)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=808.00' (Free Discharge)
4-4=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)
239

21690 - Ridgewood Ct NOAA 24-hr C 25-yr Rainfall=5.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 66
Summary for Pond P4: Pond 4
Inflow Area = 13.017 ac, 44.86% Impervious, Inflow Depth > 3.44" for 25-yr event
Inflow = 63.86 cfs @ 12.11 hrs, Volume= 3.734 af
Outflow = 15.27 cfs @ 12.39 hrs, Volume= 2.630 af, Atten= 76%, Lag= 16.9 min
Primary = 13.21 cfs @ 12.39 hrs, Volume= 2.574 af
Routed to Link 2 : Culvert 2
Secondary = 2.06 cfs @ 12.39 hrs, Volume= 0.056 af
Routed to Link 2 : Culvert 2
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Starting Elev= 813.00' Surf.Area= 0.435 ac Storage= 0.783 af
Peak Elev= 816.16' @ 12.39 hrs Surf.Area= 0.664 ac Storage= 2.583 af (1.799 af above start)
Plug-Flow detention time= 181.7 min calculated for 1.840 af(49% of inflow)
Center-of-Mass det. time= 61.6 min ( 838.2 - 776.6 )
Volume Invert Avail.Storage Storage Description
#1 811.00' 3.900 af Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
811.00 0.338 0.000 0.000
812.00 0.397 0.367 0.367
813.00 0.435 0.416 0.783
814.00 0.548 0.491 1.275
815.00 0.601 0.575 1.849
816.00 0.655 0.628 2.477
818.00 0.768 1.423 3.900
Device Routing Invert Outlet Devices
#1 Primary 813.00' 18.0" Round Culvert
L= 34.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 813.00' / 812.00' S= 0.0294 '/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 813.00' 2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 815.00' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 816.00' 78.7 deg x 10.0' long Sharp-Crested Vee/Trap Weir
Cv= 2.51 (C= 3.14)
Primary OutFlow Max=13.21 cfs @ 12.39 hrs HW=816.16' (Free Discharge)
4-1=Culvert (Inlet Controls 13.21 cfs @ 7.47 fps)
'2=Orifice/Grate (Passes < 0.18 cfs potential flow)
3=Orifice/Grate (Passes < 65.27 cfs potential flow)
Secondary OutFlow Max=2.01 cfs @ 12.39 hrs HW=816.16' (Free Discharge)
L4=Sharp-Crested Vee/Trap Weir(Weir Controls 2.01 cfs @ 1.25 fps)
240

21690 - Ridgewood Ct NOAA 24-hr C 25-yr Rainfall=5.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 67
Summary for Pond P5: Pond 5
Inflow Area = 5.202 ac, 51.36% Impervious, Inflow Depth > 3.74" for 25-yr event
Inflow = 24.63 cfs @ 12.15 hrs, Volume= 1.621 af
Outflow = 16.63 cfs @ 12.24 hrs, Volume= 1.199 af, Atten= 32%, Lag= 5.5 min
Primary = 16.63 cfs @ 12.24 hrs, Volume= 1.199 af
Routed to Link 3 : Culvert 3
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 3 : Culvert 3
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Starting Elev= 811.00' Surf.Area= 0.363 ac Storage= 0.783 af
Peak Elev= 812.46' @ 12.24 hrs Surf.Area= 0.472 ac Storage= 1.406 af (0.623 af above start)
Plug-Flow detention time= 297.1 min calculated for 0.416 af(26% of inflow)
Center-of-Mass det. time= 49.4 min ( 821.7 - 772.4 )
Volume Invert Avail.Storage Storage Description
#1 808.50' 2.738 af Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
808.50 0.267 0.000 0.000
810.00 0.321 0.441 0.441
811.00 0.363 0.342 0.783
812.00 0.453 0.408 1.191
813.00 0.494 0.473 1.664
815.00 0.580 1.074 2.738
Device Routing Invert Outlet Devices
#1 Primary 807.00' 24.0" Round Culvert
L= 41.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 807.00' / 806.00' S= 0.0244 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2 Device 1 811.00' 1.2" Veil. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 812.00' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 813.00' 78.7 deg x 10.0' long Sharp-Crested Vee/Trap Weir
Cv= 2.51 (C= 3.14)
Primary OutFlow Max=16.46 cfs @ 12.24 hrs HW=812.46' (Free Discharge)
4-1=Culvert (Passes 16.46 cfs of 31.95 cfs potential flow)
'2=Orifice/Grate (Orifice Controls 0.04 cfs @ 5.72 fps)
3=Orifice/Grate (Weir Controls 16.42 cfs @ 2.22 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=811.00' (Free Discharge)
4=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)
241

21690 - Ridgewood Ct NOAA 24-hr C 25-yr Rainfall=5.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 68
Summary for Link 1: Culvert 1
Inflow Area = 13.478 ac, 8.40% Impervious, Inflow Depth > 2.59" for 25-yr event
Inflow = 35.76 cfs @ 12.26 hrs, Volume= 2.909 af
Primary = 35.76 cfs @ 12.26 hrs, Volume= 2.909 af, Atten= 0%, Lag= 0.0 min
Routed to Link PRDP2 : DP2
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link 2: Culvert 2
Inflow Area = 21.575 ac, 28.79% Impervious, Inflow Depth > 2.36" for 25-yr event
Inflow = 40.66 cfs @ 12.12 hrs, Volume= 4.237 af
Primary = 40.66 cfs @ 12.12 hrs, Volume= 4.237 af, Atten= 0%, Lag= 0.0 min
Routed to Link 3 : Culvert 3
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link 3: Culvert 3
Inflow Area = 65.582 ac, 20.25% Impervious, Inflow Depth > 2.56" for 25-yr event
Inflow = 175.96 cfs @ 12.15 hrs, Volume= 13.983 af
Primary = 175.96 cfs @ 12.15 hrs, Volume= 13.983 af, Atten= 0%, Lag= 0.0 min
Routed to Link PRDP3 : DP3
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link EXDP1: DPI
Inflow Area = 0.107 ac, 38.32% Impervious, Inflow Depth > 2.60" for 25-yr event
Inflow = 0.44 cfs @ 12.06 hrs, Volume= 0.023 af
Primary = 0.44 cfs @ 12.06 hrs, Volume= 0.023 af, Atten= 0%, Lag= 0.0 min
Routed to Link EXDP3 : DP3
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link EXDP2: DP2
Inflow Area = 74.011 ac, 0.00% Impervious, Inflow Depth > 2.08" for 25-yr event
Inflow = 167.32 cfs @ 12.22 hrs, Volume= 12.812 af
Primary = 167.32 cfs @ 12.22 hrs, Volume= 12.812 af, Atten= 0%, Lag= 0.0 min
Routed to Link EXDP3 : DP3
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
242

21690 - Ridgewood Ct NOAA 24-hr C 25-yr Rainfall=5.80"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 69
Summary for Link EXDP3: DP3
Inflow Area = 89.878 ac, 0.10% Impervious, Inflow Depth > 2.13" for 25-yr event
Inflow = 207.14 cfs @ 12.20 hrs, Volume= 15.939 af
Primary = 207.14 cfs @ 12.20 hrs, Volume= 15.939 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link EXDP4: DP4
Inflow Area = 1.541 ac, 0.00% Impervious, Inflow Depth > 1.84" for 25-yr event
Inflow = 3.39 cfs @ 12.19 hrs, Volume= 0.236 af
Primary = 3.39 cfs @ 12.19 hrs, Volume= 0.236 af, Atten= 0%, Lag= 0.0 min
Routed to Link EXDP3 : DP3
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link PRDP1: DP1
Inflow Area = 0.078 ac, 84.62% Impervious, Inflow Depth > 4.56" for 25-yr event
Inflow = 0.51 cfs @ 12.06 hrs, Volume= 0.030 af
Primary = 0.51 cfs @ 12.06 hrs, Volume= 0.030 af, Atten= 0%, Lag= 0.0 min
Routed to Link PRDP3 : DP3
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link PRDP2: DP2
Inflow Area = 17.208 ac, 14.63% Impervious, Inflow Depth > 2.71" for 25-yr event
Inflow = 47.43 cfs @ 12.26 hrs, Volume= 3.879 af
Primary = 47.43 cfs @ 12.26 hrs, Volume= 3.879 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link PRDP3: DP3
Inflow Area = 71.904 ac, 20.30% Impervious, Inflow Depth > 2.62" for 25-yr event
Inflow = 201.78 cfs @ 12.15 hrs, Volume= 15.700 af
Primary = 201.78 cfs @ 12.15 hrs, Volume= 15.700 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link PRDP4: DP4
Inflow Area = 0.767 ac, 0.00% Impervious, Inflow Depth > 2.34" for 25-yr event
Inflow = 2.87 cfs @ 12.07 hrs, Volume= 0.150 of
Primary = 2.87 cfs @ 12.07 hrs, Volume= 0.150 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
243

21690 - Ridgewood Ct NOAA 24-hr C 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 70
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentEXDA1: Ex DA1 Runoff Area=0.107 ac 38.32% Impervious Runoff Depth>3.77"
Flow Length=120' Slope=0.0332 '/' Tc=0.5 min CN=72 Runoff=0.63 cfs 0.034 af
SubcatchmentEXDA2: Ex DA2 Runoff Area=74.011 ac 0.00% Impervious Runoff Depth>3.13"
Flow Length=1,695' Tc=13.4 min CN=66 Runoff=253.20 cfs 19.304 af
SubcatchmentEXDA3: Ex DA3 Runoff Area=14.219 ac 0.34% Impervious Runoff Depth>3.55"
Flow Length=1,883' Tc=7.8 min CN=70 Runoff=66.34 cfs 4.203 af
Subcatchment EXDA4: Ex DA4 Runoff Area=1.541 ac 0.00% Impervious Runoff Depth>2.83"
Flow Length=330' Tc=10.1 min CN=63 Runoff=5.27 cfs 0.364 af
Subcatchment PrByDA1:PrByDA1 Runoff Area=0.078 ac 84.62% Impervious Runoff Depth>5.91"
Flow Length=91' Slope=0.0329 '/' Tc=0.9 min CN=92 Runoff=0.65 cfs 0.038 af
Subcatchment PrByDA2: PrByDA2 Runoff Area=10.197 ac 1.09% Impervious Runoff Depth>3.53"
Flow Length=991' Tc=17.3 min CN=70 Runoff=35.38 cfs 3.003 af
Subcatchment PrByDA3:PrByDA3 Runoff Area=8.558 ac 4.35% Impervious Runoff Depth>3.35"
Flow Length=1,038' Tc=4.3 min CN=68 Runoff=42.17 cfs 2.386 af
Subcatchment PrByDA4: PrByDA4 Runoff Area=34.270 ac 7.06% Impervious Runoff Depth>3.76"
Flow Length=1,999' Tc=8.3 min CN=72 Runoff=165.40 cfs 10.724 af
Subcatchment PrByDA5: PrByDA5 Runoff Area=6.244 ac 20.05% Impervious Runoff Depth>4.50"
Flow Length=719' Tc=8.4 min CN=79 Runoff=35.09 cfs 2.344 af
Subcatchment PrByDA6: PrByD6 Runoff Area=0.767 ac 0.00% Impervious Runoff Depth>3.45"
Flow Length=257' Tc=1.3 min CN=69 Runoff=4.19 cfs 0.221 af
SubcatchmentPRDA1: Pr DA1 Runoff Area=3.281 ac 31.12% Impervious Runoff Depth>4.72"
Flow Length=591' Tc=13.7 min CN=81 Runoff=16.17 cfs 1.289 af
SubcatchmentPRDA2: Pr DA2 Runoff Area=3.730 ac 37.13% Impervious Runoff Depth>4.72"
Flow Length=752' Tc=8.0 min CN=81 Runoff=22.10 cfs 1.469 af
SubcatchmentPRDA3: Pr DA3 Runoff Area=4.535 ac 43.55% Impervious Runoff Depth>4.62"
Flow Length=902' Tc=7.2 min CN=80 Runoff=27.11 cfs 1.744 af
SubcatchmentPRDA4: Pr DA4 Runoff Area=13.017 ac 44.86% Impervious Runoff Depth>4.73"
Flow Length=1,023' Slope=0.3194 '/' Tc=4.4 min CN=81 Runoff=86.17 cfs 5.131 af
SubcatchmentPRDA5: Pr DA5 Runoff Area=5.202 ac 51.36% Impervious Runoff Depth>5.06"
Flow Length=1,174' Slope=0.0307 '/' Tc=7.8 min CN=84 Runoff=32.70 cfs 2.192 af
Pond P1: Pond 1 Peak Elev=813.45' Storage=0.225 af Inflow=16.17 cfs 1.289 af
Primary=15.85 cfs 1.211 af Secondary=0.00 cfs 0.000 af Outflow=15.85 cfs 1.211 af
244

21690 - Ridgewood Ct NOAA 24-hr C 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 71
Pond P2: Pond 2 Peak Elev=808.12' Storage=0.398 af Inflow=22.10 cfs 1.469 af
Outflow=14.48 cfs 1.369 af
Pond P3: Pond 3 Peak EIev=810.24' Storage=0.550 af Inflow=27.11 cfs 1.744 af
Primary=13.43 cfs 1.575 af Secondary=3.78 cfs 0.040 af Outflow=17.21 cfs 1.615 af
Pond P4: Pond 4 Peak Elev=816.75' Storage=2.988 af Inflow=86.17 cfs 5.131 af
Primary=14.75 cfs 3.288 af Secondary=21.58 cfs 0.732 af Outflow=36.32 cfs 4.019 af
Pond P5: Pond 5 Peak Elev=812.62' Storage=1.478 af Inflow=32.70 cfs 2.192 af
Primary=25.42 cfs 1.766 af Secondary=0.00 cfs 0.000 af Outflow=25.42 cfs 1.766 af
Link 1: Culvert 1 Inflow=51.09 cfs 4.214 af
Primary=51.09 cfs 4.214 af
Link 2: Culvert 2 Inflow=65.14 cfs 6.405 af
Primary=65.14 cfs 6.405 af
Link 3: Culvert 3 Inflow=265.91 cfs 20.511 af
Primary=265.91 cfs 20.511 af
Link EXDP1: DP1 Inflow=0.63 cfs 0.034 af
Primary=0.63 cfs 0.034 af
Link EXDP2: DP2 Inflow=253.20 cfs 19.304 af
Primary=253.20 cfs 19.304 af
Link EXDP3: DP3 Inflow=311.73 cfs 23.904 af
Primary=311.73 cfs 23.904 af
Link EXDP4: DP4 Inflow=5.27 cfs 0.364 af
Primary=5.27 cfs 0.364 af
Link PRDP1: DP1 Inflow=0.65 cfs 0.038 af
Primary=0.65 cfs 0.038 af
Link PRDP2: DP2 Inflow=65.56 cfs 5.584 af
Primary=65.56 cfs 5.584 af
Link PRDP3: DP3 Inflow=301.18 cfs 22.893 af
Primary=301.18 cfs 22.893 af
Link PRDP4: DP4 Inflow=4.19 cfs 0.221 af
Primary=4.19 cfs 0.221 af
Total Runoff Area = 179.757 ac Runoff Volume = 54.444 af Average Runoff Depth = 3.63"
90.43% Pervious = 162.552 ac 9.57% Impervious = 17.205 ac
245

21690 - Ridgewood Ct NOAA 24-hr C 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 72
Summary for Subcatchment EXDA1: Ex DA1
Runoff = 0.63 cfs @ 12.06 hrs, Volume= 0.034 af, Depth> 3.77"
Routed to Link EXDP1 : DP1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 100-yr Rainfall=7.28"
Area (ac) CN Description
0.041 98 Paved parking, HSG B
0.004 58 Meadow, non-grazed, HSG B
0.062 55 Woods, Good, HSG B
0.107 72 Weighted Average
0.066 61.68% Pervious Area
0.041 38.32% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.5 120 0.0332 3.70 Shallow Concentrated Flow, A-B
Paved Kv= 20.3 fps
Summary for Subcatchment EXDA2: Ex DA2
Runoff = 253.20 cfs @ 12.22 hrs, Volume= 19.304 af, Depth> 3.13"
Routed to Link EXDP2 : DP2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 100-yr Rainfall=7.28"
Area (ac) CN Description
4.540 58 Meadow, non-grazed, HSG B
23.836 55 Woods, Good, HSG B
2.154 71 Meadow, non-grazed, HSG C
23.476 70 Woods, Good, HSG C
1.731 78 Meadow, non-grazed, HSG D
18.274 77 Woods, Good, HSG D
74.011 66 Weighted Average
74.011 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.8 95 0.0420 0.23 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
1.4 372 0.0806 4.57 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
1.8 421 0.0570 3.84 Shallow Concentrated Flow, C-D
Unpaved Kv= 16.1 fps
3.4 807 4.00 Direct Entry, D-E
13.4 1,695 Total
246

21690 - Ridgewood Ct NOAA 24-hr C 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 73
Summary for Subcatchment EXDA3: Ex DA3
Runoff = 66.34 cfs @ 12.15 hrs, Volume= 4.203 af, Depth> 3.55"
Routed to Link EXDP3 : DP3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 100-yr Rainfall=7.28"
Area (ac) CN Description
0.049 98 Paved parking, HSG B
2.947 55 Woods, Good, HSG B
5.150 70 Woods, Good, HSG C
6.073 77 Woods, Good, HSG D
14.219 70 Weighted Average
14.170 99.66% Pervious Area
0.049 0.34% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
7.8 1,883 4.00 Direct Entry, A-B
Summary for Subcatchment EXDA4: Ex DA4
Runoff = 5.27 cfs @ 12.18 hrs, Volume= 0.364 af, Depth> 2.83"
Routed to Link EXDP4 : DP4
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 100-yr Rainfall=7.28"
Area (ac) CN Description
0.678 55 Woods, Good, HSG B
0.863 70 Woods, Good, HSG C
1.541 63 Weighted Average
1.541 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
9.0 95 0.0211 0.18 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
1.1 235 0.0468 3.48 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
10.1 330 Total
Summary for Subcatchment PrByDA1: PrByDA1
Runoff = 0.65 cfs @ 12.06 hrs, Volume= 0.038 af, Depth> 5.91"
Routed to Link PRDP1 : DP1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 100-yr Rainfall=7.28"
247

21690 - Ridgewood Ct NOAA 24-hr C 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 74
Area (ac) CN Description
0.066 98 Paved parking, HSG B
0.012 61 >75% Grass cover, Good, HSG B
0.078 92 Weighted Average
0.012 15.38% Pervious Area
0.066 84.62% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.9 91 0.0329 1.69 Sheet Flow, A-B
Smooth surfaces n= 0.011 P2= 3.38"
Summary for Subcatchment PrByDA2: PrByDA2
Runoff = 35.38 cfs @ 12.26 hrs, Volume= 3.003 af, Depth> 3.53"
Routed to Link 1 : Culvert 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 100-yr Rainfall=7.28"
Area (ac) CN Description
0.017 98 Paved parking, HSG B
0.064 61 >75% Grass cover, Good, HSG B
2.608 55 Woods, Good, HSG B
0.094 98 Paved parking, HSG C
0.614 74 >75% Grass cover, Good, HSG C
1.630 70 Woods, Good, HSG C
0.046 80 >75% Grass cover, Good, HSG D
5.124 77 Woods, Good, HSG D
10.197 70 Weighted Average
10.086 98.91% Pervious Area
0.111 1.09% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.5 100 0.0600 0.12 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.38"
0.6 126 0.0557 3.80 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
3.2 765 4.00 Direct Entry, C-D
17.3 991 Total
Summary for Subcatchment PrByDA3: PrByDA3
Runoff = 42.17 cfs @ 12.11 hrs, Volume= 2.386 af, Depth> 3.35"
Routed to Link 2 : Culvert 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 100-yr Rainfall=7.28"
248

21690 - Ridgewood Ct NOAA 24-hr C 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c sin 03153 ©2023 HydroCAD Software Solutions LLC Page 75
Area (ac) CN Description
0.055 98 Paved parking, HSG B
0.260 61 >75% Grass cover, Good, HSG B
3.097 55 Woods, Good, HSG B
0.317 98 Paved parking, HSG C
1.334 74 >75% Grass cover, Good, HSG C
0.910 70 Woods, Good, HSG C
0.124 80 >75% Grass cover, Good, HSG D
2.461 77 Woods, Good, HSG D
8.558 68 Weighted Average
8.186 95.65% Pervious Area
0.372 4.35% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.3 1,038 4.00 Direct Entry, A-B
Summary for Subcatchment PrByDA4: PrByDA4
Runoff = 165.40 cfs @ 12.15 hrs, Volume= 10.724 af, Depth> 3.76"
Routed to Link 3 : Culvert 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 100-yr Rainfall=7.28"
Area (ac) CN Description
1.487 98 Paved parking, HSG B
9.467 61 >75% Grass cover, Good, HSG B
2.208 55 Woods, Good, HSG B
0.602 98 Paved parking, HSG C
3.919 74 >75% Grass cover, Good, HSG C
1.771 70 Woods, Good, HSG C
0.332 98 Paved parking, HSG D
3.512 80 >75% Grass cover, Good, HSG D
10.972 77 Woods, Good, HSG D
34.270 72 Weighted Average
31.849 92.94% Pervious Area
2.421 7.06% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.3 1,999 4.00 Direct Entry, A-B
Summary for Subcatchment PrByDA5: PrByDA5
Runoff = 35.09 cfs @ 12.15 hrs, Volume= 2.344 af, Depth> 4.50"
Routed to Link PRDP3 : DP3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 100-yr Rainfall=7.28"
249

21690 - Ridgewood Ct NOAA 24-hr C 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c sin 03153 ©2023 HydroCAD Software Solutions LLC Page 76
Area (ac) CN Description
0.338 98 Paved parking, HSG B
0.591 61 >75% Grass cover, Good, HSG B
0.007 55 Woods, Good, HSG B
0.702 98 Paved parking, HSG C
1.817 74 >75% Grass cover, Good, HSG C
0.507 70 Woods, Good, HSG C
0.212 98 Paved parking, HSG D
1.649 80 >75% Grass cover, Good, HSG D
0.421 77 Woods, Good, HSG D
6.244 79 Weighted Average
4.992 79.95% Pervious Area
1.252 20.05% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.5 100 0.0800 0.30 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
1.3 235 0.0341 2.97 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
1.6 384 4.00 Direct Entry, C-D
8.4 719 Total
Summary for Subcatchment PrByDA6: PrByD6
Runoff = 4.19 cfs @ 12.07 hrs, Volume= 0.221 af, Depth> 3.45"
Routed to Link PRDP4 : DP4
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 100-yr Rainfall=7.28"
Area (ac) CN Description
0.130 61 >75% Grass cover, Good, HSG B
0.036 55 Woods, Good, HSG B
0.309 74 >75% Grass cover, Good, HSG C
0.292 70 Woods, Good, HSG C
0.767 69 Weighted Average
0.767 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.7 144 0.0416 3.28 Shallow Concentrated Flow, A-B
Unpaved Kv= 16.1 fps
0.6 113 0.0443 3.39 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
1.3 257 Total
250

21690 - Ridgewood Ct NOAA 24-hr C 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 77
Summary for Subcatchment PRDA1: Pr DA1
Runoff = 16.17 cfs @ 12.21 hrs, Volume= 1.289 af, Depth> 4.72"
Routed to Pond P1 : Pond 1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 100-yr Rainfall=7.28"
Area (ac) CN Description
0.003 61 >75% Grass cover, Good, HSG B
1.021 98 Paved parking, HSG C
1.566 74 >75% Grass cover, Good, HSG C
0.691 70 Woods, Good, HSG C
3.281 81 Weighted Average
2.260 68.88% Pervious Area
1.021 31.12% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
12.0 100 0.0800 0.14 Sheet Flow, A-B
Woods: Light underbrush n= 0.400 P2= 3.38"
0.3 70 0.0569 3.84 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
0.1 33 0.2991 8.81 Shallow Concentrated Flow, C-D
Unpaved Kv= 16.1 fps
0.9 209 4.00 Direct Entry, D-E
0.4 179 7.00 Direct Entry, E-F
13.7 591 Total
Summary for Subcatchment PRDA2: Pr DA2
Runoff = 22.10 cfs @ 12.15 hrs, Volume= 1.469 af, Depth> 4.72"
Routed to Pond P2 : Pond 2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 100-yr Rainfall=7.28"
Area (ac) CN Description
0.172 98 Paved parking, HSG B
0.044 61 >75% Grass cover, Good, HSG B
0.133 55 Woods, Good, HSG B
1.213 98 Paved parking, HSG C
1.372 74 >75% Grass cover, Good, HSG C
0.774 70 Woods, Good, HSG C
0.022 80 >75% Grass cover, Good, HSG D
3.730 81 Weighted Average
2.345 62.87% Pervious Area
1.385 37.13% Impervious Area
251

21690 - Ridgewood Ct NOAA 24-hr C 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 78
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.2 100 0.0900 0.32 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
0.6 114 0.0438 3.37 Shallow Concentrated Flow, B-C
Unpaved Kv= 16.1 fps
2.2 538 4.00 Direct Entry, C-D
8.0 752 Total
Summary for Subcatchment PRDA3: Pr DA3
Runoff = 27.11 cfs @ 12.14 hrs, Volume= 1.744 af, Depth> 4.62"
Routed to Pond P3 : Pond 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 100-yr Rainfall=7.28"
Area (ac) CN Description
1.173 98 Paved parking, HSG B
1.615 61 >75% Grass cover, Good, HSG B
0.802 98 Paved parking, HSG C
0.945 74 >75% Grass cover, Good, HSG C
4.535 80 Weighted Average
2.560 56.45% Pervious Area
1.975 43.55% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.6 43 0.0234 0.16 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
0.8 112 0.0134 2.35 Shallow Concentrated Flow, B-C
Paved Kv= 20.3 fps
1.8 747 7.00 Direct Entry, C-D
7.2 902 Total
Summary for Subcatchment PRDA4: Pr DA4
Runoff = 86.17 cfs @ 12.11 hrs, Volume= 5.131 af, Depth> 4.73"
Routed to Pond P4 : Pond 4
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 100-yr Rainfall=7.28"
252

21690 - Ridgewood Ct NOAA 24-hr C 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c sin 03153 ©2023 HydroCAD Software Solutions LLC Page 79
Area (ac) CN Description
2.797 98 Paved parking, HSG B
2.996 61 >75% Grass cover, Good, HSG B
0.749 55 Woods, Good, HSG B
2.890 98 Paved parking, HSG C
2.380 74 >75% Grass cover, Good, HSG C
0.452 70 Woods, Good, HSG C
0.153 98 Paved parking, HSG D
0.589 80 >75% Grass cover, Good, HSG D
0.011 77 Woods, Good, HSG D
13.017 81 Weighted Average
7.177 55.14% Pervious Area
5.840 44.86% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.6 44 0.3194 0.45 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
1.1 270 4.00 Direct Entry, B-C
1.7 709 7.00 Direct Entry, C-D
4.4 1,023 Total
Summary for Subcatchment PRDA5: Pr DA5
Runoff = 32.70 cfs @ 12.15 hrs, Volume= 2.192 af, Depth> 5.06"
Routed to Pond P5 : Pond 5
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
NOAA 24-hr C 100-yr Rainfall=7.28"
Area (ac) CN Description
1.076 98 Paved parking, HSG B
0.953 61 >75% Grass cover, Good, HSG B
1.596 98 Paved parking, HSG C
1.126 74 >75% Grass cover, Good, HSG C
0.451 80 >75% Grass cover, Good, HSG D
5.202 84 Weighted Average
2.530 48.64% Pervious Area
2.672 51.36% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.3 33 0.0307 0.17 Sheet Flow, A-B
Grass: Short n= 0.150 P2= 3.38"
0.3 126 7.00 Direct Entry, B-C
4.2 1,015 4.00 Direct Entry, C-D
7.8 1,174 Total
253

21690 - Ridgewood Ct NOAA 24-hr C 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 80
Summary for Pond P1: Pond 1
Inflow Area = 3.281 ac, 31.12% Impervious, Inflow Depth > 4.72" for 100-yr event
Inflow = 16.17 cfs @ 12.21 hrs, Volume= 1.289 af
Outflow = 15.85 cfs @ 12.24 hrs, Volume= 1.211 af, Atten= 2%, Lag= 1.6 min
Primary = 15.85 cfs @ 12.24 hrs, Volume= 1.211 af
Routed to Link 1 : Culvert 1
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 1 : Culvert 1
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Starting Elev= 812.00' Surf.Area= 0.058 ac Storage= 0.105 af
Peak Elev= 813.45' @ 12.24 hrs Surf.Area= 0.102 ac Storage= 0.225 af (0.120 af above start)
Plug-Flow detention time= 69.8 min calculated for 1.103 af(86% of inflow)
Center-of-Mass det. time= 16.7 min ( 793.1 - 776.4 )
Volume Invert Avail.Storage Storage Description
#1 809.50' 0.552 af Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
809.50 0.027 0.000 0.000
810.00 0.032 0.015 0.015
812.00 0.058 0.090 0.105
813.00 0.094 0.076 0.181
814.00 0.112 0.103 0.284
816.00 0.156 0.268 0.552
Device Routing Invert Outlet Devices
#1 Primary 809.00' 24.0" Round Culvert
L= 37.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 809.00' / 808.00' S= 0.0270 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2 Device 1 812.00' 0.8" Veil. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 813.00' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 814.00' 78.7 deg x 10.0' long Sharp-Crested Vee/Trap Weir
Cv= 2.51 (C= 3.14)
Primary OutFlow Max=15.68 cfs @ 12.24 hrs HW=813.45' (Free Discharge)
4-1=Culvert (Passes 15.68 cfs of 28.09 cfs potential flow)
'2=Orifice/Grate (Orifice Controls 0.02 cfs @ 5.73 fps)
3=Orifice/Grate (Weir Controls 15.66 cfs @ 2.19 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=812.00' (Free Discharge)
4=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)
254

21690 - Ridgewood Ct NOAA 24-hr C 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 81
Summary for Pond P2: Pond 2
Inflow Area = 3.730 ac, 37.13% Impervious, Inflow Depth > 4.72" for 100-yr event
Inflow = 22.10 cfs @ 12.15 hrs, Volume= 1.469 of
Outflow = 14.48 cfs @ 12.25 hrs, Volume= 1.369 af, Atten= 34%, Lag= 6.0 min
Primary = 14.48 cfs © 12.25 hrs, Volume= 1.369 af
Routed to Link PRDP2 : DP2
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Starting Elev= 806.00' Surf.Area= 0.075 ac Storage= 0.158 af
Peak Elev= 808.12' © 12.25 hrs Surf.Area= 0.140 ac Storage= 0.398 af (0.240 af above start)
Plug-Flow detention time= 82.9 min calculated for 1.211 af(82% of inflow)
Center-of-Mass det. time= 19.5 min ( 791.4 - 771.9 )
Volume Invert Avail.Storage Storage Description
#1 803.00' 0.700 af Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
803.00 0.035 0.000 0.000
804.00 0.044 0.039 0.039
806.00 0.075 0.119 0.158
807.00 0.117 0.096 0.255
808.00 0.137 0.127 0.381
810.00 0.182 0.319 0.700
Device Routing Invert Outlet Devices
#1 Primary 805.00' 18.0" Round Culvert
L= 40.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 805.00' / 804.00' S= 0.0250 '/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 806.00' 0.8" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 807.00' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Primary 808.00' 78.7 deg x 10.0' long Sharp-Crested Vee/Trap Weir
Cv= 2.51 (C= 3.14)
Erimary OutFlow Max=14.46 cfs @ 12.25 hrs HW=808.12' (Free Discharge)
-1=Culvert (Inlet Controls 13.11 cfs © 7.42 fps)
'2=Orifice/Grate (Passes < 0.02 cfs potential flow)
3=Orifice/Grate (Passes < 62.20 cfs potential flow)
-4=Sharp-Crested Vee/Trap Weir(Weir Controls 1.35 cfs © 1.09 fps)
Summary for Pond P3: Pond 3
255

21690 - Ridgewood Ct NOAA 24-hr C 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 82
Inflow Area = 4.535 ac, 43.55% Impervious, Inflow Depth > 4.62" for 100-yr event
Inflow = 27.11 cfs @ 12.14 hrs, Volume= 1.744 of
Outflow = 17.21 cfs @ 12.24 hrs, Volume= 1.615 af, Atten= 37%, Lag= 5.8 min
Primary = 13.43 cfs @ 12.24 hrs, Volume= 1.575 af
Routed to Link 3 : Culvert 3
Secondary = 3.78 cfs @ 12.24 hrs, Volume= 0.040 af
Routed to Link 3 : Culvert 3
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Starting Elev= 808.00' Surf.Area= 0.096 ac Storage= 0.215 af
Peak Elev= 810.24' @ 12.24 hrs Surf.Area= 0.188 ac Storage= 0.550 af (0.335 af above start)
Plug-Flow detention time= 88.6 min calculated for 1.396 af(80% of inflow)
Center-of-Mass det. time= 21.2 min ( 794.5 - 773.4 )
Volume Invert Avail.Storage Storage Description
#1 805.00' 0.926 af Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
805.00 0.049 0.000 0.000
806.00 0.063 0.056 0.056
808.00 0.096 0.159 0.215
809.00 0.152 0.124 0.339
810.00 0.181 0.166 0.506
812.00 0.240 0.421 0.926
Device Routing Invert Outlet Devices
#1 Primary 807.00' 18.0" Round Culvert
L= 44.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 807.00' / 806.00' S= 0.0227 '/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 808.00' 1.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 809.00' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 810.00' 78.7 deg x 10.0' long Sharp-Crested Vee/Trap Weir
Cv= 2.51 (C= 3.14)
Primary OutFlow Max=13.41 cfs @ 12.24 hrs HW=810.23' (Free Discharge)
4-1=Culvert (Inlet Controls 13.41 cfs @ 7.59 fps)
12=Orifice/Grate (Passes < 0.04 cfs potential flow)
3=Orifice/Grate (Passes < 71.58 cfs potential flow)
Secondary OutFlow Max=3.57 cfs @ 12.24 hrs HW=810.23' (Free Discharge)
4=Sharp-Crested Vee/Trap Weir(Weir Controls 3.57 cfs © 1.51 fps)
256

21690 - Ridgewood Ct NOAA 24-hr C 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 83
Summary for Pond P4: Pond 4
Inflow Area = 13.017 ac, 44.86% Impervious, Inflow Depth > 4.73" for 100-yr event
Inflow = 86.17 cfs @ 12.11 hrs, Volume= 5.131 af
Outflow = 36.32 cfs @ 12.24 hrs, Volume= 4.019 af, Atten= 58%, Lag= 7.8 min
Primary = 14.75 cfs © 12.23 hrs, Volume= 3.288 af
Routed to Link 2 : Culvert 2
Secondary = 21.58 cfs © 12.24 hrs, Volume= 0.732 af
Routed to Link 2 : Culvert 2
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Starting Elev= 813.00' Surf.Area= 0.435 ac Storage= 0.783 af
Peak Elev= 816.75' © 12.24 hrs Surf.Area= 0.698 ac Storage= 2.988 af (2.204 af above start)
Plug-Flow detention time= 148.2 min calculated for 3.236 af(63% of inflow)
Center-of-Mass det. time= 54.1 min ( 823.2 - 769.1 )
Volume Invert Avail.Storage Storage Description
#1 811.00' 3.900 af Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
811.00 0.338 0.000 0.000
812.00 0.397 0.367 0.367
813.00 0.435 0.416 0.783
814.00 0.548 0.491 1.275
815.00 0.601 0.575 1.849
816.00 0.655 0.628 2.477
818.00 0.768 1.423 3.900
Device Routing Invert Outlet Devices
#1 Primary 813.00' 18.0" Round Culvert
L= 34.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 813.00' / 812.00' S= 0.0294 '/' Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
#2 Device 1 813.00' 2.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 815.00' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 816.00' 78.7 deg x 10.0' long Sharp-Crested Vee/Trap Weir
Cv= 2.51 (C= 3.14)
Primary OutFlow Max=14.74 cfs @ 12.23 hrs HW=816.75' (Free Discharge)
4-1=Culvert (Inlet Controls 14.74 cfs @ 8.34 fps)
'2=Orifice/Grate (Passes < 0.20 cfs potential flow)
3=Orifice/Grate (Passes < 101.90 cfs potential flow)
Secondary OutFlow Max=21.36 cfs © 12.24 hrs HW=816.75' (Free Discharge)
4-4=Sharp-Crested Vee/Trap Weir(Weir Controls 21.36 cfs © 2.68 fps)
257

21690 - Ridgewood Ct NOAA 24-hr C 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 84
Summary for Pond P5: Pond 5
Inflow Area = 5.202 ac, 51.36% Impervious, Inflow Depth > 5.06" for 100-yr event
Inflow = 32.70 cfs @ 12.15 hrs, Volume= 2.192 of
Outflow = 25.42 cfs @ 12.21 hrs, Volume= 1.766 af, Atten= 22%, Lag= 4.0 min
Primary = 25.42 cfs @ 12.21 hrs, Volume= 1.766 af
Routed to Link 3 : Culvert 3
Secondary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routed to Link 3 : Culvert 3
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Starting Elev= 811.00' Surf.Area= 0.363 ac Storage= 0.783 af
Peak Elev= 812.62' @ 12.21 hrs Surf.Area= 0.478 ac Storage= 1.478 af (0.695 af above start)
Plug-Flow detention time= 192.8 min calculated for 0.983 af(45% of inflow)
Center-of-Mass det. time= 43.4 min ( 808.7 - 765.3 )
Volume Invert Avail.Storage Storage Description
#1 808.50' 2.738 af Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (acres) (acre-feet) (acre-feet)
808.50 0.267 0.000 0.000
810.00 0.321 0.441 0.441
811.00 0.363 0.342 0.783
812.00 0.453 0.408 1.191
813.00 0.494 0.473 1.664
815.00 0.580 1.074 2.738
Device Routing Invert Outlet Devices
#1 Primary 807.00' 24.0" Round Culvert
L= 41.0' RCP, square edge headwall, Ke= 0.500
Inlet/Outlet Invert= 807.00' / 806.00' S= 0.0244 '/' Cc= 0.900
n= 0.013, Flow Area= 3.14 sf
#2 Device 1 811.00' 1.2" Veil. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 812.00' 48.0" x 48.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#4 Secondary 813.00' 78.7 deg x 10.0' long Sharp-Crested Vee/Trap Weir
Cv= 2.51 (C= 3.14)
Primary OutFlow Max=24.98 cfs @ 12.21 hrs HW=812.61' (Free Discharge)
4-1=Culvert (Passes 24.98 cfs of 32.48 cfs potential flow)
'2=Orifice/Grate (Orifice Controls 0.05 cfs @ 6.01 fps)
3=Orifice/Grate (Weir Controls 24.94 cfs @ 2.55 fps)
Secondary OutFlow Max=0.00 cfs @ 5.00 hrs HW=811.00' (Free Discharge)
4=Sharp-Crested Vee/Trap Weir( Controls 0.00 cfs)
258

21690 - Ridgewood Ct NOAA 24-hr C 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 85
Summary for Link 1: Culvert 1
Inflow Area = 13.478 ac, 8.40% Impervious, Inflow Depth > 3.75" for 100-yr event
Inflow = 51.09 cfs @ 12.26 hrs, Volume= 4.214 af
Primary = 51.09 cfs @ 12.26 hrs, Volume= 4.214 af, Atten= 0%, Lag= 0.0 min
Routed to Link PRDP2 : DP2
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link 2: Culvert 2
Inflow Area = 21.575 ac, 28.79% Impervious, Inflow Depth > 3.56" for 100-yr event
Inflow = 65.14 cfs @ 12.15 hrs, Volume= 6.405 of
Primary = 65.14 cfs @ 12.15 hrs, Volume= 6.405 af, Atten= 0%, Lag= 0.0 min
Routed to Link 3 : Culvert 3
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link 3: Culvert 3
Inflow Area = 65.582 ac, 20.25% Impervious, Inflow Depth > 3.75" for 100-yr event
Inflow = 265.91 cfs @ 12.16 hrs, Volume= 20.511 af
Primary = 265.91 cfs @ 12.16 hrs, Volume= 20.511 af, Atten= 0%, Lag= 0.0 min
Routed to Link PRDP3 : DP3
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link EXDP1: DPI
Inflow Area = 0.107 ac, 38.32% Impervious, Inflow Depth > 3.77" for 100-yr event
Inflow = 0.63 cfs @ 12.06 hrs, Volume= 0.034 af
Primary = 0.63 cfs @ 12.06 hrs, Volume= 0.034 af, Atten= 0%, Lag= 0.0 min
Routed to Link EXDP3 : DP3
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link EXDP2: DP2
Inflow Area = 74.011 ac, 0.00% Impervious, Inflow Depth > 3.13" for 100-yr event
Inflow = 253.20 cfs @ 12.22 hrs, Volume= 19.304 af
Primary = 253.20 cfs @ 12.22 hrs, Volume= 19.304 af, Atten= 0%, Lag= 0.0 min
Routed to Link EXDP3 : DP3
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
259

21690 - Ridgewood Ct NOAA 24-hr C 100-yr Rainfall=7.28"
Prepared by Morris & Ritchie Associates Printed 1/22/2024
HydroCAD® 10.20-3c s/n 03153 ©2023 HydroCAD Software Solutions LLC Page 86
Summary for Link EXDP3: DP3
Inflow Area = 89.878 ac, 0.10% Impervious, Inflow Depth > 3.19" for 100-yr event
Inflow = 311.73 cfs @ 12.20 hrs, Volume= 23.904 af
Primary = 311.73 cfs @ 12.20 hrs, Volume= 23.904 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link EXDP4: DP4
Inflow Area = 1.541 ac, 0.00% Impervious, Inflow Depth > 2.83" for 100-yr event
Inflow = 5.27 cfs @ 12.18 hrs, Volume= 0.364 af
Primary = 5.27 cfs @ 12.18 hrs, Volume= 0.364 af, Atten= 0%, Lag= 0.0 min
Routed to Link EXDP3 : DP3
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link PRDP1: DP1
Inflow Area = 0.078 ac, 84.62% Impervious, Inflow Depth > 5.91" for 100-yr event
Inflow = 0.65 cfs @ 12.06 hrs, Volume= 0.038 af
Primary = 0.65 cfs @ 12.06 hrs, Volume= 0.038 af, Atten= 0%, Lag= 0.0 min
Routed to Link PRDP3 : DP3
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link PRDP2: DP2
Inflow Area = 17.208 ac, 14.63% Impervious, Inflow Depth > 3.89" for 100-yr event
Inflow = 65.56 cfs @ 12.26 hrs, Volume= 5.584 af
Primary = 65.56 cfs @ 12.26 hrs, Volume= 5.584 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link PRDP3: DP3
Inflow Area = 71.904 ac, 20.30% Impervious, Inflow Depth > 3.82" for 100-yr event
Inflow = 301.18 cfs @ 12.16 hrs, Volume= 22.893 af
Primary = 301.18 cfs @ 12.16 hrs, Volume= 22.893 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Summary for Link PRDP4: DP4
Inflow Area = 0.767 ac, 0.00% Impervious, Inflow Depth > 3.45" for 100-yr event
Inflow = 4.19 cfs @ 12.07 hrs, Volume= 0.221 af
Primary = 4.19 cfs @ 12.07 hrs, Volume= 0.221 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
260

SAWMILL WOODS STORMWATER&EROSION CONTROL REPORT Job#21690
APPENDIX G - SCM CALCULATIONS
Morris&Ritchie Associate, Inc. January 2024
261

1�'- MORRIS&RITCHIE ASSOCIATES OF NC,PC SCM 1 -WATER QUALITY POND CALCULATIONS DATE
E. +� T � •1 Engineers,Architects,Planners, January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 1 AJH
Project Name
Sawmill Woods
Project Number
21690
Date
January 23, 2024
262

MORRIS&RITCHIE ASSOCIATES OF NC,PC SCM 1-WATER QUALITY POND DRAINAGE AREA DATA DATE
i
Engineers,Architects,Planners, January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 1 AJH
Total site area 3,915,0M square feet= acres
Drainage area to and Other Drainage Area
Existing Proposed Change Existing Proposed
Impervious areas [sf] s [sf] [sf] [of]
On-site buildings(BUA) lir
0 0 0
On-site streets 0 0 0
On-site ponds 0 0 0
On-site sidewalks/driveways 0 0 0
On-site future(open space) 0 0 0
Off-site future development 0 0 0
Contingency(5%) 0 0 0
Total Impervious 44,458 jab4,458 0
Drainage area to pond Other Drainage Area
Existing Proposed Change Existing Proposed
Non-impervious areas [sf] [sf] [sf] [sf] s�]f
On-site grass/landscape 0 0
On-site woods 0 0 0
Other undeveloped 0 0 0
Total off-site non-impervious 0 0 0
Total non-impervious 0 98,425 98,425 0 0
Total Drainage Area _ 0 142,883 142,883 0 0
Percent Impervious 0.0 31.1 31.1 n/a n/a
Notes:
263

MORRIS 8 RITCHIE ASSOCIATES OF.,■ NC,PC SCM 1 -WATER QUALITY POND SURFACE AREA CALCULATIONS DATE
-.��
.+ Engineers,ves Architects,
c nnete, JanuJry O
024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 1 AJH
Total on-site drainage area to pond 142,883 square feet
Total impervious area in drainage area 44458 square feet
Average water depth of basin at normal pool 3.11 feet
Location of site Winston-Salem,NC
Site region Forsyth County
Impervious cover 31.1inpercent
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 _percent
For a site in a Coastal County percent
Required surface area of pond:
For a site in the Piedmont square feet
For a site in a Coastal County square feet
Notes:
264

MORRIS&RITCHIE ASSOCIATES OF NC,PC DATE
Engineers,Architects,Planners, SCM 1 -WATER QUALITY POND STORMWATER RUNOFF VOLUME CALCULATIONS January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 1 AJH
Drainage area _square feet
Impervious area square feet
Rainfall depth 1.00 inches
Percent Impervious percent
R(v)=0.05+0.009*(Percent impervious)
Runoff coefficient-R(v) in/in
Runoff volume=(Design rainfall)*(R(v))*(Drainage area)
Runoff volume cubic feet
Notes:
265

O MORRIS B RITCHIE ASSOCIATES OF NC,PC SCM 1-WATER QUALITY POND VOLUME CALCULATIONS(TEMPORARY POOL) DATE
Engineers,Architects,Planners, January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] ISCM 1 AJH
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.I [acres] [cu.ft] [acre-ft] [Co.ft] [acre-ft]
2,542.2 0.058 2,542.2 0.1 0.0 0.0 0.0 0.0
4,095.7 0.094 4,095.7 0.02 3,319.0 0.08 3,319.0 0.08
814 2 4,873.2 0.112 4,873.2 0.02 4,484.4 0.10 7,803.4 0.18
815 3 5,707.3 0.131 5,707.3 0.02 5,290.3 0.12 13,093.7 0.30
816 4 6,778.0 0.156 6,778.0 0.02 6,242.7 0.14 19,336.3 0.44
266

N. ,la z MORRIS&RITCHIE ASSOCIATES OF NC,PC SCM 1 -WATER QUALITY POND VOLUME CALCULATIONS(MAIN POOL) DATE
,,, ■ -i
r, P + 1- Engineers,Architects,Planners, January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 1 AJH
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]
806.5 _ 0 363.0 0.008 363.0 0.0 0.0 0.0 0.0 0.0 0.00
808 _ 1.5 687.2 0.016 324.2 0.0 787.6 0.0 787.6 0.0 1.15
810 _ 3.5 1,217.5 0.028 530.3 0.0 1,904.7 0.0 2,692.3 0.1 i 2.21
812 _ 5.5 1,857.0 0.043 639.5 0.0 3,074.5 0.1 5,766.8 0.1 3.11
_ #VALUE!
_ #VALUE!
#VALUE!
267

omm
•• p MORRIS 8 RITCHIE ASSOCIATES OF NC,PC SCM 1-WATER QUALITY POND VOLUME CALCULATIONS(FOREBAYS) DATE
v Engineers,Architects,Planners, January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 1 AJH
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]
809.5 96.0 _ 0. 96. U.0 U. .0 0.0 0.0
810 0.5 172.7 0.004 76.7 0.0 67.2 0.0 67.2 0.0 0.4
812 2.5 _ 685.3 _ 0.016 512.5 0.0 858.0 0.0 925.2 0.0 1.4
I
268

MORRIS&RITCHIE ASSOCIATES OF NC,PC DATE
Engineers,Architects,Planners, SCM 1 -WATER QUALITY BASIN DEWATERING TIME CALCULATIONS January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 1 AJH
Water quality treatment volume cubic feet
Total treatment Volume Provided —lin cubic feet
Maximum head of water above dewatering hole 5.50 feet
Driving head 1.82 feet
Orifice coefficient 0.60
Diameter of each hole 0.80 inches
Number of holes 1
Cross sectional area of each hole= ElEsquare 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)
269

MORRIS&RITCHIE ASSOCIATES OF NC,PC SCM 1 -WATER QUALITY POND SUMMARY INFORMATION DATE
Engineers,Architects,Planners, January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 1 AJH
Drainage area to pond 142,8 square feet= acres
Impervious area in drainage area square feet= acres
Bottom of pond elevation 80 1feet
Normal pool elevation 812.00 feet
Main pond volume at normal pool 5,767 cubic feet
Forebay volume at normal pool 925 cubic feet
Forebay%of total volume 16% ,
Required volume for design rainfall cubic feet
Required surface area for main pool square feet
Volume provided for storage of design rainfall= - cubic feet at elevation
Surface area provided at normal pool of main pond= square feet
Average Depth= feet
270

SCM 1 Outlet
DESIGN OF OUTLET PROTECTION II 2
MINIMUM TAILWATER CONDITION (Tw < 0.5 diam.) 90 i II o
For full flow, use d=pipe diameter and 11111111111111i J i - a
discharge (Q) to determine riprap size and 111111111111111111l . ' / .' o a
1 apron length. 80 Il!!°0$01V/1)1' Na.L Ldiam. For partial flow or open channels, use �,jlll1 (, a,
d=flow depth and velocity (V) to determine 70 ��I�l�'�I�'I' II ° 0
IX • pro riprap size and apron length. �l�ll�� I�1III
kee
1 W diam. + La tor' 60 .�l �i�/�/�ll�l' c�l III .�
La rgON '`" a50pI
�I�i�iI�i!Il V��' � ;;k='I IIIIIIIII
�e �.�'I�dIL�II�IIiS" " •J IIIIIIIII a s >,
• IIISS�,� C! I +, 3
PLAN VIEW Slope--0 .1;\,.0 I11II I I / ►' ;' IIIIII�I a
Fly / f1L. p� I;I1I -o a�+'
--. 30 1.I III� P k'�1 " �IIIIIIIIIIIIIIIIIIiilllilll.!'slli�IIII!
SECTION I_III � - • ' •• 111111■lu1111111111r?:illAII I111!:;i111
■uIIIII■IIIIIIII111;i,lIIVAIU Ilii4lIIIliI J
20 1i- P !I::% 0 II1II IIIIIIIIIII!'"'i1II/lIIli!iiII111151II 3
1111111_.;0 1!„rim'' ■ •In111C!fiiuAWdlin.nnu 'IIprl'!;
�:�.� -,'': ■ ■111111■11■II/IIP ii lll'lll IIII c
, /arorj iiII ■ ■IIIIIr �IiP:i/I11' 1� II '-
s'2 �CS►� ! IIII ■ NMIII/' Mir V A
Z1 - I /ll l
10 —�.v i�I III 1 ,'! III ,lP!irI V P� 'n
IIII ■ 1/51111I1111!ZI11111,1 1 iLIT/rl/I
IMIII ■ ./I IIII' 'i//I111 y1% 14 V I' I
d=pipe diameter 1�ii. ■ .,/� -,. ! - Far 4 /" a I a�
0 ICIII I / -" 2 +.
IIII ■ //— /'I/ .: 4^/la//• inliinnmi
NOTE: DO NOT III U � �� 40-AA/W ckb argrltI 1i1E1111111111l 0
EXTRAPOLATE III ■ /�— 11:117111111I■IIIIIIIIIII
IIII _�■ //--- A /I A AG/I
LENGTH OF III V0. ■._ _�---/.Lill A111dIIIIIW
�11 I —ric�—l�11ti s1III1111 ' 4)CURVES. ■ ^r�;_7—�arfln•umi1111111111111111Ununnm c
r/ r ANICI AKA �1111•111111111111111111111111IIIIIIIII 1 o
Wil'� - 1%` o :�`t��Ii�11�111111111111111111111111IIIIIIIII �j
tiii 1`lam -Yi ai . ��■11111•111111111111111111111111111111111
�iiirri01!. fV •IIIII■111111111111111111111111111111111 c
1-�—�!�•�:�� '� X I ..1111•11i1111111111iiiiiiiiiiiiiiiiiiii a
r ... •'
N
�, M
Y 0
2 3 4 6 8 10 20 30 40 60 80 100 200 ,300 400 600 1000
Discharge, cfs L Q = 280 cfs
Figure D.2: Design of Outlet Protection-Minimum Tailwater Condition
D.18
271

1�'- MORRIS&RITCHIE ASSOCIATES OF NC,PC SCM 2 -WATER QUALITY POND CALCULATIONS DATE
E. +� T � •1 Engineers,Architects,Planners, January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 2 AJH
Project Name
Sawmill Woods
Project Number
21690
Date
January 23, 2024
272

MORRIS&RITCHIE ASSOCIATES OF NC,PC SCM 2-WATER QUALITY POND DRAINAGE AREA DATA DATE
i
Engineers,Architects,Planners, January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 2 AJH
Total site area 3,915,0M square feet= acres
Drainage area to and Other Drainage Area
Existing Proposed Change Existing Proposed
Impervious areas [sf] s sf] [sf] [sf] _
On-site buildings(BUA) 0 0
On-site streets 0 0 0
On-site ponds 0 0 0
On-site sidewalks/driveways 0 0 0
On-site future(open space) 0 0 0
Off-site future development 0 0 0
Contingency(5%) 0 0 0
Total Impervious 60,302 ill10,302 0
Drainage area to pond Other Drainage Area
Existing Proposed Change Existing Proposed
Non-impervious areas [sf] [sf] [sf] [sf] s�]f
On-site grass/landscape 0 0
On-site woods 0 0 0
Other undeveloped 0 0 0
Total off-site non-impervious 0 0 0
Total non-impervious 0 102,159 102,159 0 0
Total Drainage Area 0 162,461 162,461 0 0
Percent Impervious #DIV/0! 37.1 #DIV/01 n/a n/a
Notes:
273

MORRIS 8 RITCHIE ASSOCIATES OF.,■- �� NC,PC SCM 2-WATER QUALITY POND SURFACE AREA CALCULATIONS DATE
.
.+ Engineers,ves Architects,
c nnete, JanuJry O
024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 2 AJH
Total on-site drainage area to pond 162,461 square feet
Total impervious area in drainage area 60,302 Esquare feet
Average water depth of basin at normal pool 3.04 feet
Location of site Winston-Salem,NC
Site region Forsyth County
%Impervious cover 37.1in 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 _percent
For a site in a Coastal County percent
Required surface area of pond:
For a site in the Piedmont square feet
For a site in a Coastal County square feet
Notes:
274

MORRIS&RITCHIE ASSOCIATES OF NC,PC DATE
Engineers,Architects,Planners, SCM 2-WATER QUALITY POND STORMWATER RUNOFF VOLUME CALCULATIONS January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 2 AJH
Drainage area _square feet
Impervious area square feet
Rainfall depth 1.00 inches
Percent Impervious percent
R(v)=0.05+0.009*(Percent impervious)
Runoff coefficient-R(v) in/in
Runoff volume=(Design rainfall)*(R(v))*(Drainage area)
Runoff volume cubic feet
Notes:
275

O MORRIS B RITCHIE ASSOCIATES OF NC,PC SCM 2-WATER QUALITY POND VOLUME CALCULATIONS(TEMPORARY POOL) DATE
Engineers,Architects,Planners,Surveyors and Landscape Architects PROJECT NAME January 23,2024PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] ISCM 2 AJH
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.ft] [acre-ft] [cu.ft] [acre-ft]
806 3,285.7 0.075 3,285.7 0.1 0.0 0.0 0.0 0.0
807 5,076.5 0.117 5,076.5 0.02 4,181.1 0.10 4,181.1 0.10
808 2 5,970.4 0.137 5,970.4 0.02 5,523.5 0.13 9,704.5 0.22
810 4 7,928.0 0.182 7,928.0 0.04 13,898.5 0.32 23,603.0 0.54
276

N. ,la z MORRIS&RITCHIE ASSOCIATES OF NC,PC SCM 2-WATER QUALITY POND VOLUME CALCULATIONS(MAIN POOL) DATE
,,, ■ -i
r, P + 1- Engineers,Architects,Planners, January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 2 AJG
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]
801.5 _ 0 943.3 0.022 943.3 0.0 0.0 0.0 0.0 0.0 0.00
802 _ 0.5 1,080.3 0.025 137.0 0.0 505.9 0.0 505.9 0.0 0.47
804 _ 2.5 1,702.4 0.039 622.1 0.0 2,782.7 0.1 3,288.6 0.1 1.93
806 _ 4.5 2,451.0 0.056 748.6 0.0 4,153.5 0.1 7,442.0 0.2 3.04
_ #VALUE!
_ #VALUE!
#VALUE!
277

omm
•• p MORRIS 8 RITCHIE ASSOCIATES OF NC,PC SCM 2-WATER QUALITY POND VOLUME CALCULATIONS(FOREBAYS) DATE
Engineers,Architects,Planners, January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 2 AJH
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] [so.ft) [acres] [cu.ft] acre-ft cu.ft] acre-ft] 1 [feet]
803 �� 115.6 _ O. t15.o 0.0 0.0 .0 0.000 0.0
804 1 225.7 0.005 110.1 0.0 170.6 0.0 170.6 0.004 0.8
806 3 _ 834.6 _ 0.019 608.9 0.0 1,060.3 0.0 1,231.0 0.028 1.5
#VALUE!
#VALUE!
#VALUE!
I
278

MORRIS&RITCHIE ASSOCIATES OF NC,PC DATE
Engineers,Architects,Planners, SCM 2-WATER QUALITY BASIN DEWATERING TIME CALCULATIONS January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 2 AJH
Water quality treatment volume cubic feet
Total treatment Volume Provided —TIP cubic feet
Maximum head of water above dewatering hole 4.50 feet
Driving head 1.49 feet
Orifice coefficient 0.60
Diameter of each hole 0.80 inches
Number of holes 1
Cross sectional area of each hole= ElEsquare 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= ea, 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)
279

MORRIS&RITCHIE ASSOCIATES OF NC,PC SCM 2-WATER QUALITY POND SUMMARY INFORMATION DATE
Engineers,Architects,Planners, January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 2 AJH
Drainage area to pond 162,4 square feet= acres
Impervious area in drainage area 60,30 square feet= acres
Bottom of pond elevation 801.50 feet
Normal pool elevation 806.00 feet
Main pond volume at normal pool 7,442 cubic feet
Forebay volume at normal pool 1,231 cubic feet
Forbay%of total volume 16%
Required volume for design rainfall cubic feet
Required surface area for main pool square feet
Volume provided for storage of design rainfall= - cubic feet at elevation
Surface area provided at normal pool of main pond= square feet
Average Depth= feet
280

SCM 2 Outlet o
DESIGN OF OUTLET PROTECTION 120 I o.a
MAXIMUM TAILWATER CONDITION (Tw > 0.5 diam.) 1:1
I a, v110 ,-sFor full flow, use d=pipe diameter and �'�+'discharge (Q) to determine riprap size oand apron length. 100 diam. 1 For partial flow or open channels /
l t LLuse d=flow depth and velocity (V) �? �''' Apron to determine riprap size and905 apron length. o rn
CU
W=diam.+0.4La 80 /1 ! - o o
c
—11
0
PLAN VIEW La
' 70 1 `' v, N�
7.1 (11
1 a�
Flow A )1 i■rig ��1 I ° c
gee'` 60 I!M/1/Ilssolfil iiIii III' a'o.x
�� = ,,:- VI' �I,____���imr a iiiin■n■■u
O
diam. Slope=0 PQt 50
ok ti
SECTION )-c` 40 3
e�A
`' III4
�.�J 30 — La=31 v= 3illm _.-- iiii Irl ■ mlll�i!J L
4` SIR �i�i1����N/1 M.1■iiI AMP I1j N
�It 1'AIWIlr--I WI= N�I�.NI„rJ 1 l�',I INN
Lir l ►l M =11=�r�il,E7p'l,111'111� 2 a
20 RMV II 41 �V4•V1 MI VAIN !,,
t��Aier-1■I� ' iu•rA■W.. ,-�.■mn i i���� o
—��---IIIW1 I��=:i WI :now 'Aiwa
C
I W—._ ' 4•I.■WWI VAW o
—ir __ .r::�r 4 / /" tin
I �-/- -1�AiIIIrl••IMMM'." •
0 Ir-i��'Jir wmwa•"I 4�A�II:\' '• �•
NOTE: DO NOT 1W.INII��.rr--=—A=P;MMEMAIWRWAK.TI7AI/ /
EXTRAPOLATE -iMAM -llMF AM'AL P44 Fl .r I -o
rinE ,.m a4 �or��iIWwrINIFAM •iiiMr a.3
LENGTH OF RI��,rrrillille l.:010%Lti�/1`[��'/INFOr"II.gI■1�7I.�� >
CURVES. �►r— �`'I7S�`��%o W� ' yiNAMPANIL MIFArA :g11■II■Iuchrim ,
day ._ �1.17 'JI� — j; 0
2 3 4 6 8 10 20 30 40 60 80`•100 200 300 400 600 00
Discharge, cfs id=36" and V= 1 0fpsj
Figure D.3: Design of Outlet Protection—Maximum Tailwater Condition
D.19
281

1�'- MORRIS&RITCHIE ASSOCIATES OF NC,PC SCM 3 -WATER QUALITY POND CALCULATIONS DATE
E. +� T � •1 Engineers,Architects,Planners, January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 3 AJH
Project Name
Sawmill Woods
Project Number
21690
Date
January 23, 2024
282

MORRIS&RITCHIE ASSOCIATES OF NC,PC SCM 3-WATER QUALITY POND DRAINAGE AREA DATA DATE
i
Engineers,Architects,Planners, January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 3 AJH
Total site area 3,915,0M square feet= acres
Drainage area to and Other Drainage Area
Existing Proposed Change Existing Proposed
Impervious areas [sf] s sf] [sf] [sf] _
On-site buildings(BUA) 0 0
On-site streets 0 0 0
On-site ponds 0 0 0
On-site sidewalks/driveways 0 0 0
On-site future(open space) 0 0 0
Off-site future development 0 0 0
Contingency(5%) 0 0 0
Total Impervious 86,038 illb6,038 0
Drainage area to pond Other Drainage Area
Existing Proposed Change Existing Proposed
Non-impervious areas [st] [sf] [sf] [sf] s�]f
On-site grass/landscape 0 0
On-site woods 0 0 0
Other undeveloped 0 0 0
Total off-site non-impervious 0 0 0
Total non-impervious 0 111,490 0 0 0
Total Drainage Area _ 0 197,528 197,528 0 0
Percent Impervious 0.0 43.6 43.6 n/a n/a
Notes:
283

MORRIS 8 RITCHIE ASSOCIATES OF.,■- �� NC,PC SCM 3-WATER QUALITY POND SURFACE AREA CALCULATIONS DATE
.
.+ Engineers,ves Architects,
c nnete, JanuJry O
024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 3 AJH
Total on-site drainage area to pond 197,528 square feet
Total impervious area in drainage area 86,038 Esquare feet
Average water depth of basin at normal pool 3.09 feet
Location of site Winston-Salem,NC
Site region Forsyth County
%Impervious cover 43+1.1 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 _percent
For a site in a Coastal County percent
Required surface area of pond:
For a site in the Piedmont square feet
For a site in a Coastal County square feet
Notes:
284

MORRIS&RITCHIE ASSOCIATES OF NC,PC DATE
Engineers,Architects,Planners, SCM 3-WATER QUALITY POND STORMWATER RUNOFF VOLUME CALCULATIONS January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 3 AJH
Drainage area _square feet
Impervious area square feet
Rainfall depth 1.00 inches
Percent Impervious percent
R(v)=0.05+0.009*(Percent impervious)
Runoff coefficient-R(v) in/in
Runoff volume=(Design rainfall)*(R(v))*(Drainage area)
Runoff volume cubic feet
Notes:
285

O MORRIS B RITCHIE ASSOCIATES OF NC,PC SCM 3-WATER QUALITY POND VOLUME CALCULATIONS(TEMPORARY POOL) DATE
Engineers,Architects,Planners, January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] ISCM 3 AJH
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.ft] [acre-ft] [cu.ft] [acre-ft]
808 4,195.7 0.096 4,195.7 0.1 0.0 0.0 0.0 0.0
809 6,603.3 0.152 6,603.3 0.03 5,399.5 0.12 5,399.5 0.12
810 7,902.3 0.181 7,902.3 0.03 7,252.8 0.17 12,652.3 0.29
811 3 9,481.2 0.218 9,481.2 0.04 8,691.8 0.20 21,344.1 0.49
812 4 10,476.1 0.240 10,476.1 0.02 9,978.7 0.23 31,322.7 0.72
286

N. ,la z MORRIS&RITCHIE ASSOCIATES OF NC,PC SCM 3-WATER QUALITY POND VOLUME CALCULATIONS(MAIN POOL) DATE
,,, ■ -i
r, P + 1- Engineers,Architects,Planners, January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 3 AJH
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 1,311.7 0.030 1,311.7 0.0 0.0 0.0 0.0 0.0 0.00
804 _ 0.5 1,485.9 0.034 174.1 0.0 699.4 0.0 699.4 0.0 0.47
806 _ 2.5 2,288.4 0.053 802.5 0.0 3,774.3 0.1 4,473.7 0.1 1.95
808 _ 4.5 3,240.5 0.074 952.1 0.0 5,528.9 0.1 10,002.6 0.2 3.09
_ #VALUE!
_ #VALUE!
#VALUE!
287

omm
•• p MORRIS 8 RITCHIE ASSOCIATES OF NC,PC SCM 3-WATER QUALITY POND VOLUME CALCULATIONS(FOREBAYS) DATE
v Engineers,Architects,Planners, January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM-3 AJH
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] 1 [feet]
805 �� 258.8 _ O.1OO6i 266 u.0 u.0 .0 0.0 0.0
806 1 444.0 0.010 185.2 0.0 351.4 0.0 351.4 0.0 0.8
808 3 _ 963.4 _ 0.022 519.4 0.0 1,407.4 0.0 1,758.7 0.0 1.8
#VALUE!
#VALUE!
#VALUE!
288

MORRIS&RITCHIE ASSOCIATES OF NC,PC DATE
Engineers,Architects,Planners, SCM 3-WATER QUALITY BASIN DEWATERING TIME CALCULATIONS January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 3 AJH
Water quality treatment volume cubic feet
Total treatment Volume Provided 11, cubic feet
Maximum head of water above dewatering hole 4.50 feet
Driving head 1.49 feet
Orifice coefficient 0.60
Diameter of each hole 1.00 inches
Number of holes 1
Cross sectional area of each hole= ElEsquare 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
T 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)
289

MORRIS&RITCHIE ASSOCIATES OF NC,PC SCM 3-WATER QUALITY POND SUMMARY INFORMATION DATE
Engineers,Architects,Planners, January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 3 AJH
Drainage area to pond 197,5 square feet= acres
Impervious area in drainage area square feet= acres
Bottom of pond elevation 80 1feet
Normal pool elevation 808.00 feet
Main pond volume at normal pool 10,003 cubic feet
Forebay volume at normal pool 1,759 cubic feet
Forbay%of total volume 17% ,
Required volume for design rainfall IM cubic feet
Required surface area for main pool square feet
Volume provided for storage of design rainfall= - cubic feet at elevation
Surface area provided at normal pool of main pond= square feet
Average Depth= feet
290

a
SCM 3 Outlet °
DESIGN OF OUTLET PROTECTION 120 1 �.a
MAXIMUM TAILWATER CONDITION (Tw > 0.5 diam.) I „ o
110 / r ! ' �i
For full flow, use d=pipe diameter and J �'�+'
discharge (0) to determine riprap size J !.,11'
and apron length. 100 - L'
diam. 1 For partial flow or open channels t ��v
use d=flow depth and velocity (V) �? cn
'' Apron to determine riprap size and 90
5 apron length. / II 1 : o
cp
W=diam.+0.4La 80fil i
a o oc-11
0PLAN VIEW La
' 70 0 NFlow , 1r1■Iir id1� 1 •- c—
�� ,ee'C 60 irsmmar 1mourf iiAIM a o.x
IWMMr��� m'J Antirimn•i•u■millli m m E
17
diam. Slope=0 I>9 50 a�
o� 0I� i m !
SECTION \'5` 40w A Ali 1111111 3
e�A
30 Jssiw-O=I_ II� M4_=S=MMiiIII1lI • MEIN ,_
20 y��w�rrMri M��,s��sr�■••MI�A�MPANNI 2 E
IIMII■Iw: ,'.iin,MNII■I
------III _ I���rir W. NI//F�I�/
1 C A W .a iM --aw aw WI WWI. c
IIII=11w=irk--MWAIuNP..r::....r 4 < /, tin
NOTE: DO NOT , ��irr--=---A��LIry�T�7�f / �/
EXTRAPOLATE ' -i��-II-� m 'A�r;a4Fl A' I _ -o
��i—! ���ormAwwrwimr.■VAL r c
LENGTH OF EI��,rrrill/: iGYI�i.".5i1 11110 [7lry'IIINIM >`—I.AI■1AII7I.
CURVES. ' r��►r— ,I4'175X.A.C��=IM�� ' yiIJ-ANILIiI�I�J111■II■I ,
`dr'/ !�-�t.rim,���r-�t.Vt.7/�/-AI=FA r•'N��uuuf•n MI
day :I; 0
2 3 4 6 8 10 20 30 40 60 80`•100 200 300 400 600 00
Discharge, cfs id=36" and V= 1 0fpsj
Figure D.3: Design of Outlet Protection-Maximum Tailwater Condition
D.19
291

1�'- MORRIS&RITCHIE ASSOCIATES OF NC,PC SCM 4-WATER QUALITY POND CALCULATIONS DATE
E. +� T � •1 Engineers,Architects,Planners, January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 4 AJH
Project Name
Sawmill Woods
Project Number
21690
Date
January 23, 2024
292

MORRIS&RITCHIE ASSOCIATES OF NC,PC SCM A-WATER QUALITY POND DRAINAGE AREA DATA DATE
i
Engineers,Architects,Planners, January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 4 AJH
Total site area 3,915,0-square feet= acres
Drainage area to and Other Drainage Area
Existing Proposed Change Existing Proposed
Impervious areas [sf] s sf] [sf] [sf] _
On-site buildings(BUA) 0 0
On-site streets 0 0 0
On-site ponds 0 0 0
On-site sidewalks/driveways 0 0 0
On-site future(open space) 0 0 0
Off-site future development 0 0 0
Contingency(5%) 0 0 0
Total Impervious 254,3841154,387 0
Drainage area to pond Other Drainage Area
Existing Proposed Change Existing Proposed
Non-impervious areas [sf] [sf] [sf] [sf] s�]f
On-site grass/landscape 0 0
On-site woods 0 0 0
Other undeveloped 0 0 0
Total off-site non-impervious 0 0 0
Total non-impervious 0 312,616 0 0 0
Total Drainage Area _ 0 567,003 567,003 0 0
Percent Impervious 0.0 44.9 44.9 n/a n/a
Notes:
293

MORRIS 8 RITCHIE ASSOCIATES OF.,■- �� NC,PC SCM 4-WATER QUALITY POND SURFACE AREA CALCULATIONS DATE
.
.+ Engineers,ves Architects,
c nnete, JanuJry O
024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 4 AJH
Total on-site drainage area to pond square feet
Total impervious area in drainage area square feet
Average water depth of basin at normal pool feet
Location of site Winston-Salem,NC
Site region Forsyth County
%Impervious cover 44.4.1 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 _percent
For a site in a Coastal County percent
Required surface area of pond:
For a site in the Piedmont square feet
For a site in a Coastal County square feet
Notes:
294

MORRIS&RITCHIE ASSOCIATES OF NC,PC DATE
Engineers,Architects,Planners, SCM 4-WATER QUALITY POND STORMWATER RUNOFF VOLUME CALCULATIONS January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 4 AJH
Drainage area 567,001.1square feet
Impervious area 254,387 square feet
Rainfall depth 1.00 inches
Percent Impervious 44.9 percent
R(v)=0.05+0.009*(Percent impervious)
Runoff coefficient-R(v) 0.45 in/in
Runoff volume=(Design rainfall)*(R(v))*(Drainage area)
Runoff volume cubic feet
Notes:
295

O MORRIS B RITCHIE ASSOCIATES OF NC,PC SCM 4-WATER QUALITY POND VOLUME CALCULATIONS(TEMPORARY POOL) DATE
Engineers,Architects, r January 23,2024
Surveyors and Landscape
Architects
cts PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] ISCM 4 AJH
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.ft] [acre-ft] [cu.ft] [acre-ft]
ARK 18,953.0 0.435 18,953.0 0.4 0.0 0.0 0.0 0.0
23,879.8 0.548 23,879.8 0.05 21,416.4 0.49 21,416.4 0.49
815 26,187.2 0.601 26,187.2 0.05 25,033.5 0.57 46,449.9 1.07
816 3 28,551.1 0.655 28,551.1 0.05 27,369.1 0.63 73,819.1 1.69
817 4 30,971.6 0.711 30,971.6 0.06 29,761.3 0.68 103,580.4 2.38
818 5 33,448.E 0.768 33,448.E 0.0E 32,210.1 0.74 135,790.5 3.12
296

N. ,la z MORRIS&RITCHIE ASSOCIATES OF NC,PC SCM 4-WATER QUALITY POND VOLUME CALCULATIONS(MAIN POOL) DATE
,,, ■ -i
r, P + 1- Engineers,Architects,Planners, January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 4 AJH
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]
809.5 _ 0 10,749.4 0.247 10,749.4 0.2 0.0 0.0 0.0 0.0 0.00
810 _ 0.5 11,260.5 0.259 511.1 0.0 5,502.5 0.1 5,502.5 0.1 0.49
812 _ 2.5 13,380.1 0.307 2,119.6 0.0 24,640.6 0.6 30,143.1 0.7 2.25
813 _ 3.5 14,485.1 0.333 1,104.9 0.0 13,932.6 0.3 44,075.7 0.9 3.04
_ #VALUE!
_ #VALUE!
_ #VALUE!
#VALUE!
297

omm
•• p MORRIS 8 RITCHIE ASSOCIATES OF NC,PC SCM A-WATER QUALITY POND VOLUME CALCULATIONS(FOREBAYS) DATE
v Engineers,Architects,Planners, January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM-4 AJH
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.] [acJres [s9 ft. [acres] [cu.ft] acre-ft cu.ft] [acre-ft] 1 [feet]
811 �U 2,422.7 ore 2, 2z. 0.1 u.0 .0 0.0 0.0
812 1 3,913.4 0.090 1,490.8 0.0 3,168.1 0.1 3,168.1 0.1 0.8
813 2 3,463.0 _ 0.080 -450.4 0.0 3,688.2 0.1 6,856.3 0.2 2.0
#VALUE!
#VALUE!
#VALUE!
I
298

MORRIS&RITCHIE ASSOCIATES OF NC,PC DATE
Engineers,Architects,Planners, SCM 4-WATER QUALITY BASIN DEWATERING TIME CALCULATIONS January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 4 AJH
Water quality treatment volume cubic feet
Total treatment Volume Provided 50, cubic feet
Maximum head of water above dewatering hole 3.50 feet
Driving head 1.16 feet
Orifice coefficient 0.60
Diameter of each hole 2.00 inches
Number of holes 1
Cross sectional area of each hole= ElEsquare 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= elta days
T 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)
299

MORRIS&RITCHIE ASSOCIATES OF NC,PC SCM 4-WATER QUALITY POND SUMMARY INFORMATION DATE
Engineers,Architects,Planners, January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 4 AJH
Drainage area to pond 567,0 square feet= acres
Impervious area in drainage area square feet= acres
Bottom of pond elevation 80=9feet
Normal pool elevation 813.00 feet
Main pond volume at normal pool 44,076 cubic feet
Forebay volume at normal pool 6,856 cubic feet
Forbay%of total volume 15% ,
Required volume for design rainfall IM cubic feet
Required surface area for main pool square feet
Volume provided for storage of design rainfall= - cubic feet at elevation
Surface area provided at normal pool of main pond= square feet
Average Depth= feet
300

a
SCM 4 Outlet 2
DESIGN OF OUTLET PROTECTION 120 1I .a
MAXIMUM TAILWATER CONDITION (Tw > 0.5 diam.) I r I a, v
110 / ��s
For full flow, use d=pipe diameter and �'�+'
discharge (Q) to determine riprap size
and apron length. 100
diam. 1 For partial flow or open channels l t ��
use d=flow depth and velocity (V) a) a)
1Apron to determine riprap size and 90
5 apron length. i / II—11
La
o rn
W=diam.+0.4La 80 - 0,2
6
c
0
PLAN VIEW 70 1 n .2
;, ' I ai
•
Flow A I MI o�1� ,I I ° c
ke IW---mr-�� m'Jwirsmmarmmrnaii rimn mom M m E
.,
diam. Slope=0 I>9 50 a�
ok I °�
SECTION 'c` 40 3
I 0
Vwil
.`'v 30 La 13I w..�rl IW_—.—S_ ' /''
AilmovAmmiinwAf=1.MI I ffjmuiri"I rz-limmig -.6,
20 rrn�-_C���ril,m''!I I AE 2 E
I,:MEW--/%III- ra.A..MIMI:Ag
_— ---/11I11/W1 AMII�:.i WI MINN", /Mi I
1 C AMMIEWM M �i_Mi1.1 —tea MM
It NI RAV c
—�� m�ri—�r'r�r.■VAr VAW o
it/____ r::�r 4 / /r tin
�I rI_i��s�.�ri■i Mrr.- . i,.
_Ir-.��'Jr�I'WI_'I 4�A�II:\' • �• • 1 c
0 1�� riAAWAM►�r�rir✓A.''ri:y
NOTE: DO NOT _ . .rr--=---A�-1c71�T�7�� �/I 0
EXTRAPOLATE —i�i�—ll—� MrA AL P�4V4 .r I -a
��i��." ���rs�a'i�wi�eiAMr.■WAIir c
LENGTH OF IN��-�rrill/: `�iGY1PW1'111110�II`[7lry'IVlw:>"—gI■1IIIII7I.
CURVES. Vita r— y�'I7S7,1.41401111M=��GoSillm ' yiNJ:IIV'L-MIPP.M.1111Jill■II■I ,
'E3mJ•�'m--�C.r�_ ;i�i�.�-�.v�.y�i�r�►i.�.U�.��m�•...pr-
,..1 =0.3
V=5 .s 1� '
2 3 4 6 8 10 20 30 40 60 80` 100 200 300 400 600 00
Discharge, cfs id=36 and V= 1 0fpsj
Figure D.3: Design of Outlet Protection—Maximum Tailwater Condition
D.19
301

1�'- MORRIS&RITCHIE ASSOCIATES OF NC,PC SCM 5-WATER QUALITY POND CALCULATIONS DATE
E. +� T � •1 Engineers,Architects,Planners, January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 5 AJH
Project Name
Sawmill Woods
Project Number
21690
Date
January 23, 2024
302

MORRIS&RITCHIE ASSOCIATES OF NC,PC SCM 5-WATER QUALITY POND DRAINAGE AREA DATA DATE
i
Engineers,Architects,Planners, January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 5 AJH
Total site area 3,915,0M square feet= acres
Drainage area to and Other Drainage Area
Existing Proposed Change Existing Proposed
Impervious areas [sf] s sf] [sf] [sf] _
On-site buildings(BUA) 0 0
On-site streets 0 0 0
On-site ponds 0 0 0
On-site sidewalks/driveways 0 0 0
On-site future(open space) 0 0 0
Off-site future development 0 0 0
Contingency(5%) 0 0 0
Total Impervious 116,402 Alk16,402 0
Drainage area to pond Other Drainage Area
Existing Proposed Change Existing Proposed
Non-impervious areas [sf] [sf] [sf] [sf] s�]f
On-site grass/landscape 0 0
On-site woods 0 0 0
Other undeveloped 0 0 0
Total off-site non-impervious 0 0 0
Total non-impervious 0 110,228 0 0 0
Total Drainage Area _ 0 226,630 226,630 0 0
Percent Impervious 0.0 51.4 51.4 n/a n/a
Notes:
303

MORRIS 8 RITCHIE ASSOCIATES OF.,■ NC,PC SCM 5-WATER QUALITY POND SURFACE AREA CALCULATIONS DATE
-.��
.+ Engineers,ves Architects,
c nnete, JanuJry O
2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 5 AJH
Total on-site drainage area to pond square feet
Total impervious area in drainage area square feet
Average water depth of basin at normal pool feet
Location of site Winston-Salem,NC 41
Site region Forsyth County
Impervious cover 51.4 'percent
If the site is in a coastal area,will a vegetative filter be used?
Surface Area/Drainage Area Ratios:
For a site in the Piedmont _percent
For a site in a Coastal County percent
Required surface area of pond:
For a site in the Piedmont square feet
For a site in a Coastal County square feet
Notes:
304

MORRIS&RITCHIE ASSOCIATES OF NC,PC DATE
Engineers,Architects,Planners, SCM A-WATER QUALITY POND STORMWATER RUNOFF VOLUME CALCULATIONS January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods XXXXX
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County XXX
Raleigh,NC 27607 CHECKED BY
[phone] SCM A XXX
Drainage area 226,630 square feet
Impervious area 116,402 square feet
Rainfall depth 1.00 inches
Percent Impervious 51.4 percent
R(v)=0.05+0.009*(Percent impervious)
Runoff coefficient-R(v) in/in
Runoff volume=(Design rainfall)*(R(v))*(Drainage area)
Runoff volume cubic feet
Notes:
305

O MORRIS B RITCHIE ASSOCIATES OF NC,PC SCM 5-WATER QUALITY POND VOLUME CALCULATIONS(TEMPORARY POOL) DATE
Engineers,Architects,Planners,Surveyors and Landscape Architects PROJECT NAME January 23,2024PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] ISCM 5 AJH
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.ft] [acre-ft] [cu.ft] [acre-ft]
811 15,820.0 0.363 15,820.0 0.4 0 0.0 0.0 0.0
812 19,720.5 0.453 19,720.5 0. ,770.2 0.41 17,770.2 0.41
813 2 21,513.2 0.494 21,513.2 0.04 20,616.8 0.47 38,387.1 0.88
815 4 25,256.6 0.580 25,256.6 0.09 46,769.8 1.07 85,156.8 1.95
306

N. ,la z MORRIS&RITCHIE ASSOCIATES OF NC,PC SCM 5-WATER QUALITY POND VOLUME CALCULATIONS(MAIN POOL) DATE
,,, ■ -i
r, P + 1- Engineers,Architects,Planners, January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 5 AJH
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]
807.5 _ 0 9,290.4 0.213 9,290.4 0.2 0.0 0.0 0.0 0.0 0.00
808 _ 0.5 9,667.8 0.222 377.4 0.0 4,739.6 0.1 4,739.6 0.1 0.49
810 _ 2.5 11,247.4 0.258 1,579.6 0.0 20,915.3 0.5 25,654.8 0.6 2.28
811 _ 3.5 12,079.2 0.277 831.8 0.0 11,663.3 0.3 37,318.1 0.7 3.09
_ #VALUE!
_ #VALUE!
_ #VALUE!
#VALUE!
307

omm
•• p MORRIS 8 RITCHIE ASSOCIATES OF NC,PC SCM 5-WATER QUALITY POND VOLUME CALCULATIONS(FOREBAYS) DATE
v Engineers,Architects,Planners, January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM-5 AJH
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] 1 [feet]
808.5 �U 1,561.1 _ 0 1,oti1. U.0 U.0 .0 0.0 0.0
810 1.5 2,757.4 0.063 1,196.4 0.0 3,238.9 0.1 3,238.9 0.1 1.2
811 2.5 _ 3,740.8_ 0.086 983.4 0.0 3,249.1 0.1 6,488.0 0.1 1.7
#VALUE!
#VALUE!
#VALUE!
I
308

MORRIS&RITCHIE ASSOCIATES OF NC,PC DATE
Engineers,Architects,Planners, SCM 5-WATER QUALITY BASIN DEWATERING TIME CALCULATIONS January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 5 AJH
Water quality treatment volume cubic feet
Total treatment Volume Provided 43, cubic feet
Maximum head of water above dewatering hole 3.50 feet
Driving head 1.16 feet
Orifice coefficient 0.60
Diameter of each hole 1.25 inches
Number of holes 1
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= el6 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)
309

MORRIS&RITCHIE ASSOCIATES OF NC,PC SCM 5-WATER QUALITY POND SUMMARY INFORMATION DATE
Engineers,Architects,Planners, January 23,2024
Surveyors and Landscape Architects PROJECT NAME PROJECT NO
Sawmill Woods 21690
LOCATION BY
5605 Chapel Hill Road,Suite 112 Forsyth County DID
Raleigh,NC 27607 CHECKED BY
[phone] SCM 5 AJH
Drainage area to pond 226,6 square feet= acres
Impervious area in drainage area 116,4 square feet= acres
Bottom of pond elevation 807.50 feet
Normal pool elevation 811.00 feet
Main pond volume at normal pool 37,318 cubic feet
Forebay volume at normal pool 6,488 cubic feet
Forbay%of total volume 17% ,
Required volume for design rainfall cubic feet
Required surface area for main pool square feet
Volume provided for storage of design rainfall= - cubic feet at elevation
Surface area provided at normal pool of main pond= square feet
Average Depth= feet
310

SCM 5 Outlet
DESIGN OF OUTLET PROTECTION III 2
MINIMUM TAILWATER CONDITION (Tw < 0.5 diam.) o
90 i II
For full flow, use d=pipe diameter and 111111111111ni 'I'1 -c ac
discharge (Q) to determine riprap size and ■111111111111111111 . ' / +' ° °
1 apron length. 80Ir
l���j/�' N'' :_a_".
:ILI.
diam. For partial flow or open channels, use ,, 1pi1I'I: pPI12 ,
d=flow depth and velocity (V) to determine 70 ��I�l�' I�'I' �I °
• pro riprap size and apron length. k.
[ La2
�l�1111111:111111
� I��I �Ikee
4 0
:00
1 W diam. + La tor' 60 •
1.�l ;i�/�/,ll� c�l�II� ._in cri
o`� Pp I I I!iii�i!�IlV�` ,'.� r;'yI IIIIIIIII s
ihn
4:1 PLAN VIEW Slope=0 :2'.(1)
g '40 I11II I /�.. 11 li ° a12
FIB ♦—a — 38 _ J�E- Ql 4 °,2 °
Imo- ��i��IIIIi -Er
30 ICI ,4'�1 �I II11111IIIIII11111111 lI!.!slli�IIII! .
SECTION I 1 ��/ `, •�■mnl■I IIn11i1Inm:aIII/M:n:,av a
■miiimmi1111n.imm�iumi nnlil
20 1�� ����A.IfIII IIIIIII1III!'��iiIPJIIP'!nilill:11IIIIII 3 .a)
n,ov r ■ III11 !lab PA dlin.nn'n '�m,n:;,1
��il rlingi ■111111■11■111 lw.ilirAI11'11I, Bill c
, —�r1•i7rj ■ ■1111I1 win:i/111r PAP '-
s1/ - ���■ 11■1111' r411'/V A
1 0 =•v imilimPi— =1 /� 7511IDI1��!i nil;� �V l',l/I
Ell■ <14MitA 11111/0•i01111/ Mr I,G V 1' I
d=pipe diameter �■ �!.. , ".41 #i4. r 1 a�
�■ �/— /pl/ .: i^/lb • 0IIinnnn ,
�■ _— .i c 1 b a A11111111111 E
NOTE: DO NOT �■ ��—� h / la/ lgI�/Ai 111■11111111111 °
EXTRAPOLATE •I■ —�— • /15R71111111■11111111111 6
Emmio —//--- A /I A Ar 1Y�W
LENGTH OF �■ AP =J��---/.LIII A111d11111
/�— �ric�—l�11!1 ■11I•uu11 ! N
CURVES. ..Ar:dmv— ;r�;_7—�ramln■u■Iu1111111111111111■nunnn c
. lliirl dOillv riii111111 ni■I1ni111■nni■nmllnmm 1 0
dill i'rTfW- •11111■II■11111111111111111MI1111111111 c
1-....—•;.Liii►'r" ■11111■11■111111111111111111■11111111111 °
-aillEM!-�i■01111r•lieWiN 11111iiii•iI■111111111111111111■11111111111
.. � Ar0"�[:�liA■�� •11111■II■111111111111111111■11111111111 a
r ' �.-- .v- )
Y 0
2 3 4 6 8 10 20 30 40 60 80 100 200 00 400 600 1000
Discharge, cfs Q = 280 cfs
Figure D.2: Design of Outlet Protection-Minimum Tailwater Condition
D.18
311