SW5221102_Design Calculations_20230712

Sitework Calculations
Bryson ' s Ridge
Subdivision
at Spring Hope, NC
Owner/Developer:
Axiom Development, LLC
3739 National Drive, Suite 105
Raleigh, NC 27612
919.760.0101
\`�Q,�� BAR �,''•,
E.:44 2:i....414.4...::::::Ai L, rli,
43 • y /ZZ
1:,•46.:... 1. 41
ors
,(A0,{, , , „„„ s
STOCKS
ENGINEERING
801 EAST WASHINGTON STREET P.O. BOX 1108
NASHVILLE, N.C. 27856 PHONE: [phone]
WWW.STOCKSENGINEERING.COM

1 I
1 Stormw t r Nitrogen and T sp orus o00
! (SNP)V r zkn 4D' !
1 I
1 affffactIlma data Sao:Ra m��1109 20113
I
f
1 I �,
ffi j
I R:itcrshcd 141440‘. Tar-Pamlico 1
Basin 1
� 1
Ncuse Basin 1
i 1
�11 ArZ
,``
DDivisiWon of WateR
j EnviQounmeyntslN.
-ter
\ r Re sources j
! i
! 1

Project Information
Project Name: Bryson's Ridge Subdivision Phase 2
Submission Date: 04/12/2023
Project Area(ft2): 2,269,515 ft2
Disturbed Area(ft2): 263,102 ft2
Development Land Use Type: Single Family Residential
Development Activity Type: Development-New
Designated Downtown Area? no
Project Location/Address: NC-581
County: Nash
Local Jurisdiction: Spring Hope
Project Latitude Coordinates: 35.959961 N
Project Longitude Coordinates: -78.110970 W
Precipitation Station: Rocky Mount
Physiographic Region: Piedmont
Nutrient Management Watershed: Tar-Pamlico
Subwatershed: Tar-Pamlico-03020101
Phosphorus Delivery Zone: Tar-Pamlico River
Nitrogen Delivery Zone: Tar-Pamlico River
Project Designer and Contact Phone
Kevin Varnell [phone]
Number/Email:
Part of Common Development Plan? no
Project Owner Type: Private
Project Description:

TN TP Pre- Post-
PROJECT AREA LAND COVERS EMC EMC Project Project
(mg/L) (mg/L) Area (ft2) Area (ft2)
—
Roof 1.18 0.11 — _ 462,000
Roadway 1.64 0.34 195,542
Parking/Driveway/Sidewalk 1.42 0.18 74,533
Protected Forest 0.97 0.03 39,204 39,204
Other Pervious/Landscaping 2.48 1.07 2,230,311 1,462,952
CUSTOM LAND COVER 1
CUSTOM LAND COVER 2
CUSTOM LAND COVER 3
LAND TAKEN UP BY SCM 1.18 0.11 35,284
LAND COVER AREA CHECK
Net Change of Land Covers (ft2): 767,359
Total Project Area Entered (ft2): 2,269,515
Total Pre-Project Calculated Area (ft2): 2,269,515
Total Post-Project Calculated Area (ft2): 2,269,515
Equations Used and Project Area Calculations
SIMPLE METHOD Storm water Runoff Volume Generated, V
Runoff Coefficient,R, V= Pi* Rv* (P/12) *A
R„= 0.05+(0.009*I) where A= drainage area(ft2)
where I= percent impervious(%) Pi= fraction of rain events with runoff
Average Annual Pollutant Load, L P= average annual rainfall depth(in)
L= (Pj* R„*(P/12))*(C*A*2.72)
where C= event mean concentration(mg/L)
Pre-Project: Post-Project:
A= 52.1009 ac A= 52.1009 ac
P = 44.81 in. P = 44.81 in.
V= 381364 ft3 V= 2708304 ft3
1 = 0% 1 = 34%
Rv= 0.05 R,= 0.36
PI = 0.9 P; = 0.9
CTN = 2.45 mg/L CTN = 1.42 mg/L
CTp = 1.05 mg/L CTp= 0.26 mg/L
LTN = 58.44 lb/yr LTN = 240.92 lb/yr
LTp = 25.05 lb/yr LTP= 43.31 lb/yr

3.SCM Characteristics
Catchment ID 1 1 1
SCM ID 101 102
Type of SCM Wet Pond per MDC Wet Pond per MDC
Predominant hydrologic soil B B
group at SCM location
SCM Description Wet Pond 2 Wet Pond 3
Design Storm Size(inches/24hrs)
Percent of Full Size 100% 100%
Hydrologic Value-Percent Annual
Effluent 68% 68%
Hydrologic Value-Percent Annual 16% 16%
Overflow
Hydrologic Value-Percent Annual
ET/Infiltrated 17% 17%
SCM Effluent TP EMC(mg/L) 0.15 0.15
SCM Effluent TN EMC(mg/L) 1.22 1.22
SCM Land Cover TP EMC(mg/L) 0.11 0.11
SCM Land Cover TN EMC(mg/L) 1.18 1.18
Drains to SCM ID 102 0
Catchment Routing
(Source Catchment) Catchments Draining to Catchments Draining to Catchments Draining to
SCM 101 SCM 102 SCM 103
Catchment 1
Catchment 2
Catchment 3
Catchment 4
Catchment 5
Catchment 6
SCM ID:
Allowable Total Land Use
Area Draining Directly to Area Draining Directly to Area Draining Directly to Total Land Use Area Post-Project Untreated
SCM Drainage Area Land Covers SCM 101(ft2) SCM 102(ft2) SCM 103(ft2) Treated By All SCMs( z) Area to be Treated Based
ft Land Area(ft)
on Post-Protect Areas(ft l
Roof 250,250 35,000 285,250 462,000 176,750
Roadway 162,277 18,965 181,242 195,542 14,300
Parking/Driveway/Sidewalk 62,277 7,286 69,563 74,533 4,970
Protected Forest 0 0 39,204 39,204
Other Pervious/Landscaping 685,674 140,699 826,373 1,462,952 636,579
CUSTOM LAND COVER 1 0 0 0
CUSTOM LAND COVER 2 0 0 0
CUSTOM LAND COVER 3 0 0 0
LAND TAKEN UP BY SCM 27,007 8,277 35,284 35,284 0
TOTAL AREA DRAINING TO SCM
z 1,187,485 210,227 0 1,397,712 2,269,515 871,803
ifirii
CATCHMENT AREA(ft'): 1,397,712

Project Summary
Project Name: Bryson's Ridge Subdivision Phase 2
Project Area(ft2): 2,269,515 ft2 52.1009 acres Submission Date:
Disturbed Area (ft2): 263,102 ft2 6.0400 acres April 12, 2023
County: Nash Local Jurisdiction: Spring Hope
Development Land Use Type: Single Family Residential Owner Type: Private
Development Activity Type: Development- New Designated Downtown Area? no
Nutrient Management Watershed: Tar-Pamlico Subwatershed: Tar-Pamlico-03020101
Phosphorus Delivery Zone: Tar- Pamlico River Nitrogen Delivery Zone: Tar- Pamlico River
Phosphorus Delivery Factor(%): 100% Nitrogen Delivery Factor(%): 100%
Phosphorus Loading Rate Target(Ib/ac/yr): 0.83 Nitrogen Loading Rate Target(Ib/ac/yr): 4.62
Phosphorus Load Target at Site(Ib/yr): 43.31 Nitrogen Load Target at Site(Ib/yr): 240.92
Phosphorus Load Leaving Site w/SCMs(Ib/yr): 25.75 Nitrogen Load Leaving Site w/SCMs(Ib/yr): 171.70
P Offsite Buy-Down Threshold Loading Rate(Ib/ac/yr): N/A N Offsite Buy-Down Threshold Loading Rate N/A
Total P Load Reduction Needed (Ib/yr): 0.00 Total N Load Reduction Needed (Ib/yr): 0.00
P Load Treatment Balance at Site(Ib/yr): -17.56 N Load Treatment Balance at Site(Ib/yr): -69.22
_ P Load Treatment Balance at Lake(Ib/yr): -17.56 N Load Treatment Balance at Lake(Ib/yr): -69.22
Net land use change is greater
than Disturbed Area. Verify
Disturbed Area.
Pre-Project Post-Project I Post-Project Post-Project
Nutrient Export Summary Post Project
Whole Site Whole Site Whole Site with SCM-Treated
Conditions without SCMs SCMs Area Untreated Area
Percent Impervious(for runoff calculation) (%) 0.0% 33.8% _ 33.8% 40.9% 22.5%
Percent Built-Upon Area (BUA)(%) 0.0% 32.3% 32.3% 38.4% 22.5%
Annual Runoff Volume(ft3/yr) 381,364 2,708,304 2,134,234 1,394,842 739,392
Annual Runoff%Change(relative to pre-D) 0% 610% 460%
Total Nitrogen EMC(mg/L) 2.45 1.42 1.29 1.23 1.40
Total Nitrogen Load Leaving Site(Ib/yr) 58.44 240.92 171.70 107.09 64.61
Total Nitrogen Loading Rate(Ib/ac/yr) 1.12 4.62 3.30 3.34 3.23
Total Nitrogen%Change(relative to pre-D) 0% 312% 194%
Total Phosphorus EMC(mg/L) 1.05 0.26 0.19 0.16 0.26
Total Phosphorus Load Leaving Site(Ib/yr) 25.05 43.31 25.75 13.57 12.18
Total Phosphorus Loading Rate(Ib/ac/yr) 0.48 0.83 0.49 0.42 0.61
Total Phosphorus%Change(relative to pre-D) 0% 73% 3%

SCM/Catchment Summary
SCM ID and Type Volume TN Out TP Out
TN Out(mg/L) TP Out(mg/L) TN Reduction (%) TP Reduction (%)
Reduction (%) (Ibs/ac/yr) (Ibs/ac/yr)
I I _ I
Catchment 1 29.16% 1.23 0.16 3.34 0.42 39.24% 56.38%
101:Wet Pond per MDC 16.88% 1.26 0.17 4.12 0.55 27.08% 44.26%
102:Wet Pond per MDC 16.88% 1.23 0.16 3.34 0.42 20.40% 29.14%
103:NA 0.00% 0.00 0.00 0.00 0.00 0.00% 0.00%
Catchment 2 0.00% 0.00 0.00 0.00 0.00 0.00% 0.00%
201:NA 0.00% 0.00 0.00 0.00 0.00 0.00% 0.00%
202:NA 0.00% 0.00 0.00 0.00 0.00 0.00% 0.00%
203:NA 0.00% 0.00 0.00 0.00 0.00 0.00% 0.00%
Catchment 3 0.00% 0.00 0.00 0.00 0.00 0.00% 0.00%
301:NA 0.00% 0.00 0.00 0.00 0.00 0.00% 0.00%
302:NA 0.00% 0.00 0.00 0.00 0.00 0.00% 0.00%
303:NA 0.00% 0.00 0.00 0.00 0.00 0.00% 0.00%
Catchment 4 0.00% 0.00 0.00 0.00 0.00 0.00% 0.00%
401:NA 0.00% 0.00 0.00 0.00 0.00 0.00% 0.00%
402:NA 0.00% 0.00 0.00 0.00 0.00 0.00% 0.00%
403:NA 0.00% 0.00 0.00 0.00 0.00 0.00% 0.00%
Catchment 5 0.00% 0.00 0.00 0.00 0.00 0.00% 0.00%
501:NA 0.00% 0.00 0.00 0.00 0.00 0.00% 0.00%
502:NA 0.00% 0.00 0.00 0.00 0.00 0.00% 0.00%
503:NA 0.00% 0.00 0.00 0.00 0.00 0.00% 0.00%
Catchment 6 0.00% 0.00 0.00 0.00 0.00 0.00% 0.00%
601:NA 0.00% 0.00 0.00 0.00 0.00 0.00% 0.00%
602:NA _ 0.00% 0.00 0.00 0.00 0.00 0.00% 0.00%
603:NA 0.00% 0.00 0.00 0.00 0.00 1 0.00% 0.00%
SCM rows in red have a data entry error for the SCM that makes an error in the calculation.

Nutrient Management Strategy Watershed - Nutrient Offset Credit Reporting Form
Please complete and submit the following information to the local government permitting your development project
to characterize it and assess the need to purchase nutrient offset credits. Contact and rule implementation
information can be found online at:
http://deq.nc.gov/about/divisions/water-resources/planning/nonpoint-source-management/nutrient-offset-
information
PROJECT INFORMATION
Applicant Name:1 I
Project Name: Bryson's Ridge Subdivision Phase 2
Project Address: NC-581
Date: (mm/dd/yyyy)I I Development Land Use Type: Single Family Residential
County: Nash Development Activity Type: Development-New
Pre-Project Built-Upon Area%: 0.00% Project Latitude: 35.959961
Post-Project Built-Upon Area%: 32.26% Project Longitude: -78.11097
WATERSHED INFORMATION
Nutrient Management Watershed: Tar-Pamlico N Offsite Threshold Rate(Ib/ac/yr): N/A
Subwatershed: Tar-Pamlico-03020101 P Offsite Threshold Rate(Ib/ac/yr): N/A
Nitrogen Delivery Zone: Tar-Pamlico River Nitrogen Delivery Factor: 100%
Phosphorus Delivery Zone: Tar-Pamlico River Phosphorus Delivery Factor: 100%
NUTRIENT OFFSET REQUEST
Nitrogen Load Offset Needs
(A) (B) (C) (D) (E) (F) (G) (H) (L)(Where
Applicable)
Untreated Treated Loading Rate Reduction State Buy Local Gov't
Loading Rate Loading Rate Target Need Project Size Offset Delivery Down Amount Buy Down
(Ibs/ac/yr) (Ibs/ac/yr) (Ibs/ac/yr) (Ibs/ac/yr) (ac) Duration(yrs) Factor(%) (Ibs) Amount(Ibs)
B-C D*E*F*G
4.62 3.30 4.62 -1.33 52.1009 30 100% 0.00 I I
Phosphorus Load Offset Needs
(A) (B) (C) (D) (E) (F) (G) (H) (L)(Where
Applicable)
Untreated Treated Load Loading Rate Reduction State Buy Local Gov't
Load Rate Rate Target Need Project Size Offset Delivery Down Amount Buy Down
(Ibs/ac/yr) (Ibs/ac/yr) (Ibs/ac/yr) (Ibs/ac/yr) (ac) Duration(yrs) Factor(%) (Ibs) Amount(Ibs)
B-C D*E*F*G
0.83 0.49 0.83 -0.34 52.1009 30 100% 0.00 I I
LOCAL GOVERNMENT AUTHORIZATION
Local Government Name: Spring Hope
Staff Name: Phone:
Staff Email: Date:
I
Local Government Authorizing Signature:

Wet Pond Calculations

STOCKS
ENGINEERING
Wet Pond Design
Project: Bryson's Ridge Subdivision
Location: Spring Hope, NC
Date: 17-Oct-22
Basin ID: 2
Drainage Area (A) 27.26 Acres
Impervious Area 10.9 Acres Includes all impervious for development and
Impervious(I) 39.99% offsite drainage area at 100%BUA.
Water Quality Volume
Calculate Rv: Rv=0.05+.9 X I
Rv= 0.41
WQV= 3630XRDXRvXA
RD= 1.00 Inch
WQV= 40,558 CF
Surface Area
Average Depth = 4.00
SA/DA Ratio= 1.24 (Choose SA/DA Ration from the NC BMP Maunual Table 1 or 2)
Surface Area= (SA/DA Ratio/100)X Area(Ac.)/43,560(SF/Ac.)
14,724 SF
Orifice Sizing
Design Orifice Q= CoAo V2gHo
CD= 0.6
g= 32.2 FT/S2
Ho= H/3= 0.67 FT
H= 2 FT
Ao= 0.06 FEET
Design Pipe= 3.25 INCH
Design Orifice Q= 0.23 CFS
Days to Drain = 2.1
Wetland Plants-Vegetative Shelf
Vegetative Shelf SurfaceArea= 5232 SF
#of Wetland Plants= 1308

Table 1: Peidmont and Mountain SA/DA Table (Adapted from Driscoll, 1986)
Percent Permanent Pool Average Depth (ft)
Impervious
Cover 3.0 4.0 5.0 6.0 7.0 >=8.0
10% 0.51 0.43 0.37 0.3 0.27 0.25
20% 0.84 0.69 0.61 0.51 0.44 0.4
30% 1.17 0.94 0.84 0.72 0.61 0.56
40% 1.51 1.24 1.09 0.91 0.78 0.71
50% 1.79 1.51 1.31 1.13 0.95 0.87
60% 2.09 1.77 1.49 1.31 1.12 1.03
70% 2.51 2.09 1.8 1.56 1.34 1.17
80% 2.92 2.41 2.07 1.82 1.62 1.4
90% 3.25 2.64 2.31 2.04 1.84 1.59
100% 3.55 2.79 2.52 2.34 2.04 1.75
Table 2: Coastal SA/DA Table (Adapted from Driscoll, 1986)
Percent Permanent Pool Average Depth (ft)
Impervious
Cover 3.0 4.0 5.0 6.0 7.0 >=8.0
10% 0.78 0.61 0.44 0 0 0
20% 1.48 1.04 0.87 0.7 0.52 0.35
30% 2.18 1.65 1.39 1.13 0.87 0.7
40% 2.96 2.26 1.83 1.39 0.96 0.78
50% 3.65 2.87 2.35 1.83 1.31 0.96
60% 4.35 3.31 2.78 2.26 1.74 1.13
70% 5.22 3.92 3.22 2.52 1.83 1.31
80% 5.92 4.52 3.65 2.78 1.91 1.57
90% 6.53 5.05 4.18 2.96 2.44 1.74
100% 7.13 5.92 4.87 3.83 2.78 1.83

WET DETENTION FOREBAY VOLUME COMPARISON
FOREBAY VOLUME POND VOLUME
ELEVATI SURFAC INCREME ELEVATI SURFAC INCREME
ON E AREA VOLUME ON E AREA VOLUME
239.0 1,375.0 237.0 8,546.0
1,857.5 9,232.5
240.0 2,340.0 238.0 9,919.0
2,810.5 10,643.5
241.0 3,281.0 239.0 11,368.0
3,868.5 12,125.5
242.0 4,456.0 240.0 12,883.0
5,026.5 13,674.0
243.0 5,597.0 241.0 14,465.0
2,989.8 15,290.0
243.5 6,362.0 242.0 16,115.0
SUM = 16,552.8 16,969.5
243.0 17,824.0
9,598.0
243.5 20,568.0
SUM = 87,533.0
Forebay is 18.9% of Pond.
Pond Average Depth: 4.3 Feet

STOCKS
ENGINEERING
Wet Pond Design
Project: Bryson's Ridge Subdivision
Location: Spring Hope, NC
Date: 17-Oct-22
Basin ID: 3
Drainage Area (A) 5.98 Acres
Impervious Area 2.56 Acres Includes all impervious for development and
Impervious(I) 42.81% offsite drainage area at 100%BUA.
Water Quality Volume
Calculate Rv: Rv=0.05+.9 X I
Rv= 0.44
WQV= 3630 X RD X Rv X A
RD= 1.00 Inch
WQV= 9,449 CF
Surface Area
Average Depth = 4.00
SA/DA Ratio= 1.51 (Choose SA/DA Ration from the NC BMP Maunual Table 1 or 2)
Surface Area= (SA/DA Ratio/100)X Area(Ac.)/43,560(SF/Ac.)
3,933 SF
Orifice Sizing
Design Orifice Q= CoAo V2gHo
CD= 0.6
g= 32.2 FT/S2
Ho= H/3= 0.67 FT
H= 2 FT
Ao= 0.01 FEET
Design Pipe= 1.5 INCH
Design Orifice Q= 0.05 CFS
Days to Drain = 2.3
Wetland Plants-Vegetative Shelf
Vegetative Shelf SurfaceArea= 1344 SF
#of Wetland Plants= 336

Table 1: Peidmont and Mountain SA/DA Table (Adapted from Driscoll, 1986)
Percent Permanent Pool Average Depth (ft)
Impervious
Cover 3.0 4.0 5.0 6.0 7.0 >=8.0
10% 0.51 0.43 0.37 0.3 0.27 0.25
20% 0.84 0.69 0.61 0.51 0.44 0.4
30% 1.17 0.94 0.84 0.72 0.61 0.56
40% 1.51 1.24 1.09 0.91 0.78 0.71
50% 1.79 1.51 1.31 1.13 0.95 0.87
60% 2.09 1.77 1.49 1.31 1.12 1.03
70% 2.51 2.09 1.8 1.56 1.34 1.17
80% 2.92 2.41 2.07 1.82 1.62 1.4
90% 3.25 2.64 2.31 2.04 1.84 1.59
100% 3.55 2.79 2.52 2.34 2.04 1.75
Table 2: Coastal SA/DA Table (Adapted from Driscoll, 1986)
Percent Permanent Pool Average Depth (ft)
Impervious
Cover 3.0 4.0 5.0 6.0 7.0 >=8.0
10% 0.78 0.61 0.44 0 0 0
20% 1.48 1.04 0.87 0.7 0.52 0.35
30% 2.18 1.65 1.39 1.13 0.87 0.7
40% 2.96 2.26 1.83 1.39 0.96 0.78
50% 3.65 2.87 2.35 1.83 1.31 0.96
60% 4.35 3.31 2.78 2.26 1.74 1.13
70% 5.22 3.92 3.22 2.52 1.83 1.31
80% 5.92 4.52 3.65 2.78 1.91 1.57
90% 6.53 5.05 4.18 2.96 2.44 1.74
100% 7.13 5.92 4.87 3.83 2.78 1.83

WET DETENTION FOREBAY VOLUME COMPARISON
FOREBAY VOLUME POND VOLUME
ELEVATI SURFAC INCREME ELEVATI SURFAC INCREME
NTAL NTAL
ON E AREA VOLUME ON E AREA VOLUME
246.0 1,722.0
1,897.0
247.0 2,072.0
2,262.5
250.0 662.0 248.0 2,453.0
870.5 2,658.0
251.0 1,079.0 249.0 2,863.0
1,322.5 3,083.0
252.0 1,566.0 250.0 3,303.0
920.3 3,537.0
253.0 2,115.0 251.0 3,771.0
SUM = 3,113.3 4,019.5
252.0 4,268.0
2,264.5
253.0 4,790.0
SUM = 19,721.5
Forebay isl 15.8% I of Pond.
Pond Average Depth: 4.1 Feet

Buoyancy Resistance Calculations for Outlet
Assumptions:
Unit Weight of Saturated Soil [gsat] = 120 pcf
Unit Weight of Concrete [g�on�] = 147 pcf
Unit Weight of Water[gw] = 62.4 pcf
Base Length [L] = 5 feet Same if Extended Moorbase
Base Width [W] = 5 feet Same if Extended Moorbase
Known:
Inside Diameter of Structure (ft) = ID 2.78 2'X3' Box
Outside Diameter of Structure (ft) = OD 3.44 2'X3' Box
Depth of Structure (ft) = D 4.1
Minimum Base Slab Thickness (in) = T 6
Minimum Top Slab Thickness (in) = Tts 0
Average Invert Thickness (in) = Ti 6
Base Slab Area (ft2) = A (L x W) or pi(L/2)2
Displacement Volume, Wetwell (ft2) = Vw pi(OD/2)2D
Displacement Volume, Base Slab (ft2) = Vbs A(T/12)
Buoyant Force = B (Vw+ Wbs)x gw
Effective Weight of Soil Over Slab Extension = S (gsat-gw) x (A-pi(OD/2)2)D
Structure Weight, Walls = Ww (pi(OD/2)2 - pi(ID/2)2)Dgconc
Structure Weight, Invert = Wi pi(ID/2)2Tigbanc
Structure Weight, Top Slab = Wts pi(OD/2)2(Tts/12)g�o��
Structure Weight, Base Slab = Wbs A(T/12)gconc
Structure Weight, Total = W Ww+ W; + Wts + Wbs
Table of Calculations:
A Ww Wi Wts Wbs W
(ft2) (Ibs) (Ibs) (Ibs) (Ibs) (Ibs)
19.63 1942.25 445.9094 0.00 1442.438 3830.597
Vw Vbs B S W+ S = 6271.46
((t3) ((t3) (Ibs) (Ibs) B = 2988.89 FOS
38.09 9.81 2988.89 2440.86 Is W+ S > B? YES 2.10
Conclusion:
Since the weight of the structure and the base slab is greater than the buoyancy for of the structure,
the resistance to buoyant force is provided.

General Data

8/9/22,4:06 PM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3 NASHVILLE
Station ID:31-6044
f°`,s64 °', Location name: Nashville,North Carolina,USA* `'�� '``"
Latitude:35.9667°, Longitude: -77.9667°
none
TElevation:
Elevation(station metadata):210 ft** V
•M^rcc
*source:ESRI Maps
**source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 4.62 5.17 5.60 I 6.64 7.45 8.33 9.02 9.68 10.4 11.2
_(4.19-5.12) (4.73-5.66) (5.12-6.14) 1 (6.06-7.28) (6.77-8.16) (7.52-9.11) (8.10-9.86) (8.64-10.6) (9.18-11.4) (9.83-12.4)
10-min 3.69 4.13 4.49 5.31 5.94 6.62 7.17 1 7.68 1 8.21 8.84
(3.34-4.09) (3.78-4.52) (4.10-4.91) (4.84-5.82) (5.39-6.50) (5.99-7.25) (6.44-7.84) (6.85-8.41) (7.26-9.01) (7.74-9.75)
15-m i n 3.08 3.46 3.79 4.48 5.02 5.59 6.04 6.46 6.89 7.40
(2.79-3.41) (3.17-3.79) (3.46-4.15) (4.08-4.91) (4.56-5.49) (5.06-6.12) (5.42-6.61) (5.76-7.08) (6.09-7.56) (6.48-8.16)
30-min 2.11 2.39 2.69 3.24 3.72 4.21 4.63 5.03 5.48 5.99
(1.91-2.34) (2.19-2.62) (2.46-2.95) (2.96-3.56) (3.37-4.07) (3.81-4.61) (4.15-5.06) l (4.48-5.51) l (4.85-6.02) 1 (5.24-6.61) l
60-min 1.32 1.50 1.73 2.11 2.48 2.85 3.19 1 3.53 1 3.93 I 4.37
(1.19-1.46) (1.37-1.64) (1.57-1.89) (1.93-2.32) (2.25-2.71) (2.58-3.12) (2.86-3.49) (3.15-3.86) (3.48-4.32) (3.83-4.82)
2-hr 0.762 0.874 1.01 1.26 1.50 1.77 2.01 2.27 2.59 2.95
(0.686-0.848) (0.795-0.960) (0.918-1.11) (1.14-1.39)_ (1.36-1.65) (1.59-1.94) (1.79-2.21) (2.01-2.49) (2.27-2.84) (2.55-3.24)
3-hr 0.535 0.617 0.717 0.898 1.08 1.28 1.47 1.68 1.93 2.23
(0.481-0.599) (0.562-0.684) (0.650-0.794) (0.814-0.991) (0.972-1.19) (1.15-1.41) (1.31-1.62) I (1.47-1.84) 1 (1.69-2.13) 1 (1.91-2.46)
6-hr 0.322 0.372 0.432 0.540 0.651 0.778 0.896 1.03 1.19 1.38
(0.291-0.360) (0.338-0.410) (0.391-0.476) (0.490-0.595) (0.588-0.716) (0.697-0.853) (0.795-0.981) (0.901-1.12) (1.03-1.30) (1.18-1.52)
12-hr 0.189 0.218 0.253 0.319 0.387 0.466 0.541 0.624 0.731 0.856
(0.171-0.209) (0.199-0.239) (0.231-0.278) (0.290-0.350) (0.351-0.423) (0.419-0.508) (0.481-0.588) (0.547-0.678) (0.632-0.794) (0.727-0.933)
24-hr 0.112 0.135 0.174 0.208 0.258 0.303 0.352 0.408 I 0.493 0.567
(0.104-0.120) (0.126-0.145) (0.162-0.187) (0.193-0.223) (0.238-0.277) (0.277-0.325) (0.319-0.379) (0.364-0.441) (0.432-0.538) (0.488-0.622)
2-day 0.064 0.078 0.099 0.117 0.145 0.169 0.195 0.224 0.268 0.306
(0.060-0.069) (0.073-0.083) (0.092-0.106) (0.109-0.126) (0.134-0.156) (0.154-0.181) (0.176-0.210) (0.200-0.243) (0.235-0.294) (0.264-0.338)I
3-day 0.046 0.055 0.070 0.082 0.101 0.117 0.134 1 0.154 0.182 0.207
(0.043-0.049) (0.051-0.059) (0.065-0.075) (0.077-0.088) (0.093-0.108) (0.107-0.125) (0.122-0.145) (0.138-0.166),(0.160-0.199) (0.179-0.227)
4-day 0.036 0.044 0.055 0.065 0.079 0.091 0.104 0.118 0.139 0.157
(0.034-0.039) (0.041-0.047) (0.051-0.059) (0.060-0.069) (0.073-0.084) (0.083-0.097) (0.094-0.112) (0.106-0.128) (0.123-0.151) (0.137-0.172)
7-day 0.024 0.029 0.036 0.042 0.051 0.058 0.066 0.074 0.086 0.096
(0.023-0.026) (0.027-0.031) (0.034-0.039) (0.040-0.045) (0.047-0.054) (0.054-0.062) (0.060-0.071)I(0.067-0.080) (0.077-0.094) (0.085-0.105)
10-day 0.019 0.023 0.028 0.033 0.039 0.045 0.050 0.056 I 0.065 0.072
(0.018-0.021) (0.022-0.025) (0.027-0.030) (0.031-0.035) (0.037-0.042) (0.041-0.047) (0.046-0.054) (0.051-0.060) (0.058-0.070) (0.064-0.078)
20-day 0.013 0.016 0.019 0.022 0.025 0.029 0.032 0.035 0.040 0.044
(0.012-0.014) (0.015-0.017) (0.018-0.020) (0.020-0.023) (0.024-0.027)](0.027-0.030) (0.029-0.034) (0.032-0.038) (0.036-0.043) (0.039-0.048)
30-day 0.011 0.013 0.015 0.017 0.020 0.022 0.024 0.027 i 0.030 0.032
(0.010-0.011) (0.012-0.014) (0.014-0.016) (0.016-0.018) (0.019-0.021) (0.021-0.024) (0.023-0.026) (0.025-0.028)1(0.027-0.032) (0.029-0.035)
45-day 0.009 0.011 0.013 0.014 0.016 ' 0.018 0.020 0.021 I 0.024 0.025
(0.009-0.010) (0.010-0.011) (0.012-0.013) (0.013-0.015) (0.015-0.017) (0.017-0.019) (0.018-0.021) (0.020-0.023)11(0.022-0.025) (0.023-0.027)
60-day 0.008 0.010 0.011 0.013 0.014 0.015 0.017 0.018 0.020 0.021
(0.008-0.009) (0.009-0.010) (0.011-0.012) (0.012-0.013) (0.013-0.015) (0.015-0.016) (0.016-0.018) (0.017-0.019) (0.018-0.021) (0.019-0.022)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a
given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?st=nc&sta=31-6044&data=intensity&units=english&series=pds#table 1/4

8/9/22,4:06 PM Precipitation Frequency Data Server
PDS-based intensity-duration-frequency (IDF) curves
Latitude: 35.9667°, Longitude: -77.9667°
100.000
Average recurrence
interval
-- 10.000 _ (years)
•
1
I
• - — 50
ro
`J — 100
`__ -- — 200
o• 0.010 '--- = 500
— 1000
0.001 -41 I
c c c c i- 6- 6- >, >,>. >, >. >, >, >,>.
'F .- 'E *E •- L L . L . ro ro 4
0 N ro 2
2
ro IO
y.
IA O -I rn lD r-1 fV N f�1 N rfl cr l I� O o
I D
Duration
100.000 I I I I I I I
10.000 -
_c
C
Duration
71 1.000 - - — 5-rnin — 2-day
c --- — 10-min — 3-day
c 15-run — 4-day
I
0.100 - — F
— 7-day
— — 10 day
— — 20-day
a 0.010 - •
- — 3-hr — 30-day
— 6-hr — 45-day
— 12-hr — 60-day
0.001 — 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Tue Aug 9 19:32:19 2022
Back to Top
Maps & aerials
Small scale terrain
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?st=nc&sta=31-6044&data=intensity&units=english&series=pds#table 2/4

8/9/22,4:06 PM Precipitation Frequency Data Server
Nashville,
—.—
I
3km
2mi
Large scale terrain
Roanoke 4 `c 41
I *If-
Vir
41
0 -4,''
• Durham I
ensboro _ Rocky Mount
• Raleigh r --
R O L I N A •Greenville-1 4 +
.Q
-2,
:e FairiNo_ i — --
100km
I--ii lit Jacksonville
60mi •
Large scale map
Norfolk
____ 77
'' Virg
Bea
tli
DMGreensboro72_,, Durham
�• ..5ocky Mount
Raleigh '
North Greenville
Carolina + Pan
So
Fayetteville
100km
Jacksonville
60mi
J
Large scale aerial
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?st=nc&sta=31-6044&data=intensity&units=english&series=pds#table 3/4

8/9/22,4:06 PM Precipitation Frequency Data Server
•
N arf d 1c49. r>�
• •Bea•
•m ,,:
• IIHSrr k�sb. Mount a
eensbur
1ilr.
North • !4,r
Carollyv �Y '�t.AL
• Fayetteville � r �'y
•t. tom:
100km
rJacksonville •
60mi •
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:[e-mail]
Disclaimer
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?st=nc&sta=31-6044&data=intensity&units=english&series=pds#table 4/4

Hydrologic Soil Group—Nash County, North Carolina
N
N 0_,
i0
760200 760300 760400 760500 760600 760700 760800 760900 761000
4
35°57'54"N 35°57'54'N
,, ,
_.
_...
it \ ,,
J rgtas Lr
sv
\."*"........el
cP
1. NnC \ ,
il.
W
‘e- 'Ilkik,' IS
NnB 1.
(/ 1 d 0.
y.
RaA t\
NrB "
,ir - .
1 . V-Ik 1,.
Gf
8 ,
s
i
1
" w _ o
.„
, , 21. 70.4 — o.. Mealy's Entrance
v ,
LE,- G ap Euu irA_bQ elUtl 1 as 1)Ii .Dc�aOQ°
35°57'18"N I 35°57'18"N
760300 760400 760500 760600 760700 760800 760900 761000
iii 3 3
b,
zo Map Scale:1:5,430 if printed on A portrait(8.5"x 11")sheet.
N Meters
0 50 100 200 300
Feet
0 250 500 1000 1500
Map projection:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
A
USDA Natural Resources Web Soil Survey 11/12/2021
mom Conservation Service National Cooperative Soil Survey Page 1 of 5

Hydrologic Soil Group—Nash County, North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
0 C/D
Soils • D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
l A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
n A/D Water Features line placement.The maps do not show the small areas of
Streams and Canals contrasting soils that could have been shown at a more detailed
n B scale.
Transportation
Q B/D
r4-1. Rails Please rely on the bar scale on each map sheet for map
n C measurements.
ti Interstate Highways
C/D US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
n Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines Background projection,which preserves direction and shape but distorts
• • A distance and area.A projection that preserves area,such as the
1111 Aerial Photography Albers equal-area conic projection,should be used if more
• • A/D accurate calculations of distance or area are required.
^r B This product is generated from the USDA-NRCS certified data as
.v B/D of the version date(s)listed below.
• r C Soil Survey Area: Nash County, North Carolina
Survey Area Data: Version 20,Sep 2,2021
• • C/D
Soil map units are labeled(as space allows)for map scales
• • D 1:50,000 or larger.
• w Not rated or not available Date(s)aerial images were photographed: Oct 22,2018—Oct
Soil Rating Points 25,2018
p A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
O A/D imagery displayed on these maps.As a result,some minor
• B shifting of map unit boundaries may be evident.
• B/D
USDA Natural Resources Web Soil Survey 11/12/2021
Conservation Service National Cooperative Soil Survey Page 2 of 5

Hydrologic Soil Group—Nash County,North Carolina
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
GeB Georgeville loam,2 to 6 B 11.3 15.2%
percent slopes
GeC Georgeville loam,6 to B 3.8 5.1%
10 percent slopes
GhB Georgeville-Urban land B 0.4 0.5%
complex,0 to 6
percent slopes
NnB Nason loam,2 to 6 B 25.8 34.6%
percent slopes
NnC Nason loam,6 to 10 B 9.7 13.0%
percent slopes
NrB Norfolk,Georgeville, A 0.5 0.7%
and Faceville soils,2
to 8 percent slopes
RaA Rains fine sandy loam,0 B/D 23.0 30.9%
to 2 percent slopes,
Southern Coastal
Plain
W Water 0.0 0.0%
Totals for Area of Interest 74.6 100.0%
USDA Natural Resources Web Soil Survey 11/12/2021
Conservation Service National Cooperative Soil Survey Page 3 of 5

Hydrologic Soil Group—Nash County,North Carolina
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
USDA Natural Resources Web Soil Survey 11/12/2021
Conservation Service National Cooperative Soil Survey Page 4 of 5

Hydrologic Soil Group—Nash County,North Carolina
Aggregation is the process by which a set of component attribute values is
reduced to a single value that represents the map unit as a whole.
A map unit is typically composed of one or more "components". A component is
either some type of soil or some nonsoil entity, e.g., rock outcrop. For the
attribute being aggregated, the first step of the aggregation process is to derive
one attribute value for each of a map unit's components. From this set of
component attributes, the next step of the aggregation process derives a single
value that represents the map unit as a whole. Once a single value for each map
unit is derived, a thematic map for soil map units can be rendered. Aggregation
must be done because, on any soil map, map units are delineated but
components are not.
For each of a map unit's components, a corresponding percent composition is
recorded. A percent composition of 60 indicates that the corresponding
component typically makes up approximately 60% of the map unit. Percent
composition is a critical factor in some, but not all, aggregation methods.
The aggregation method "Dominant Condition"first groups like attribute values
for the components in a map unit. For each group, percent composition is set to
the sum of the percent composition of all components participating in that group.
These groups now represent"conditions" rather than components. The attribute
value associated with the group with the highest cumulative percent composition
is returned. If more than one group shares the highest cumulative percent
composition, the corresponding "tie-break" rule determines which value should
be returned. The "tie-break" rule indicates whether the lower or higher group
value should be returned in the case of a percent composition tie. The result
returned by this aggregation method represents the dominant condition
throughout the map unit only when no tie has occurred.
Component Percent Cutoff.None Specified
Components whose percent composition is below the cutoff value will not be
considered. If no cutoff value is specified, all components in the database will be
considered. The data for some contrasting soils of minor extent may not be in the
database, and therefore are not considered.
Tie-break Rule: Higher
The tie-break rule indicates which value should be selected from a set of multiple
candidate values, or which value should be selected in the event of a percent
composition tie.
USDA Natural Resources Web Soil Survey 11/12/2021
Conservation Service National Cooperative Soil Survey Page 5 of 5

Wet Pond Modeling Results

STOCKS
ENGINEERING
Curve Numbers
Project: Bryson's Ridge Subdivision
Location: Spring Hope, NC
Date: 20-Oct-22
Pre Development Post Development
Curve Number Curve Number
Pre Dev. 2 66.00 #REF!
Pre Dev. 3 66.00 Post 2 to SCM 2 75.79
ByPass DA 2 71.05
Post 3 to SCM 3 76.84
By-Pass SCM 3 66.09

STOCKS
ENGINEERING
Curve Numbers
Project: Bryson's Ridge Subdivision
Location: Spring Hope, NC
Date: 20-Oct-22
Basin ID: Pre Dev.Area 2
Drainage Area (A) 39.2 Acres
Runoff Curve Numbers
Cover Description
Cover Type and Hydrologic Condition I A Area(ac)I B Area(ac)I C Area(ac)I D Area (ac)
Cultivated Land
Without Conservation Treatment 72 81 88 91
With Conservation Treatment 62 71 78 81
Wood of Forest Land
Poor Cover(Thin) 45 66 39.2 77 83
Good Cover 25 55 70 77
Open Spance(lawns, parks, cemeteries, etc)
Poor Condition 68 79 86 89
(grass cover<50%)
Fair Condition 49 69 79 84
(grass cover 50%-75%)
Good Condition 39 0 61 74 80
(grass cover>75%)
Impervious Area
Parking Lots, Roofs, Drives, etc. 98 98 98 98
Soil Area per Hydrologic Group 0 39.2 0 0
Drainage Area=Area Total TRUE 39.2 = 39.2
Weighted Curve Number
CN = [(CN1*Ai)+ (CNn*An)UAtot
Post Development Area 3 Curve Number 66.00

STOCKS
ENGINEERING
Curve Numbers
Project: Bryson's Ridge Subdivision
Location: Spring Hope, NC
Date: 20-Oct-22
Basin ID: Post Dev.Area 2 to SCM 2
Drainage Area (A) 27.26 Acres
Runoff Curve Numbers
Cover Description
Cover Type and Hydrologic Condition I A Area(ac)I B Area(ac)I C Area(ac)I D Area (ac)
Cultivated Land
Without Conservation Treatment 72 81 88 91
With Conservation Treatment 62 71 78 81
Wood of Forest Land
Poor Cover(Thin) 45 66 77 83
Good Cover 25 55 70 77
Open Spance(lawns, parks, cemeteries, etc)
Poor Condition 68 79 86 89
(grass cover<50%)
Fair Condition 49 69 79 84
(grass cover 50%-75%)
Good Condition 39 0 61 16.36 74 80
(grass cover>75%)
Impervious Area
Parking Lots, Roofs, Drives, etc. 98 0 98 10.9 98 98
Soil Area per Hydrologic Group 0 27.26 0 0
Drainage Area=Area Total TRUE 27.26 = 27.26
Weighted Curve Number
CN = [(CN1*Ai)+ (CNn*An)UAtot
Post Development Area 2 Curve Number 75.79

STOCKS
ENGINEERING
Curve Numbers
Project: Bryson's Ridge Subdivision
Location: Spring Hope, NC
Date: 20-Oct-22
Basin ID: ByPass SCM 2
Drainage Area (A) 11.94 Acres
Runoff Curve Numbers
Cover Description
Cover Type and Hydrologic Condition I A Area(ac)I B Area(ac)I C Area(ac)I D Area (ac)
Cultivated Land
Without Conservation Treatment 72 81 88 91
With Conservation Treatment 62 71 78 81
Wood of Forest Land
Poor Cover(Thin) 45 66 77 83
Good Cover 25 55 0.9 70 77
Open Spance(lawns, parks, cemeteries, etc)
Poor Condition 68 79 86 89
(grass cover<50%)
Fair Condition 49 69 79 84
(grass cover 50%-75%)
Good Condition 39 0 61 7.65 74 80
(grass cover>75%)
Impervious Area
Parking Lots, Roofs, Drives, etc. 98 0 98 3.39 98 98
Soil Area per Hydrologic Group 0 11.94 0 0
Drainage Area=Area Total TRUE 11.94 = 11.94
Weighted Curve Number
CN = [(CN1*Ai)+ (CNn*An)UAtot
Post Development Area 2 Curve Number 71.05

STOCKS
ENGINEERING
Curve Numbers
Project: Bryson's Ridge Subdivision
Location: Spring Hope, NC
Date: 20-Oct-22
Basin ID: Pre Dev.Area 3
Drainage Area (A) 12.9 Acres
Runoff Curve Numbers
Cover Description
Cover Type and Hydrologic Condition I A Area(ac)I B Area(ac)I C Area(ac)I D Area (ac)
Cultivated Land
Without Conservation Treatment 72 81 88 91
With Conservation Treatment 62 71 78 81
Wood of Forest Land
Poor Cover(Thin) 45 66 12.9 77 83
Good Cover 25 55 70 77
Open Spance(lawns, parks, cemeteries, etc)
Poor Condition 68 79 86 89
(grass cover<50%)
Fair Condition 49 69 79 84
(grass cover 50%-75%)
Good Condition 39 0 61 74 80
(grass cover>75%)
Impervious Area
Parking Lots, Roofs, Drives, etc. 98 98 98 98
Soil Area per Hydrologic Group 0 12.9 0 0
Drainage Area=Area Total TRUE 12.9 = 12.9
Weighted Curve Number
CN = [(CN1*Ai)+ (CNn*An)UAtot
Post Development Area 3 Curve Number 66.00

STOCKS
ENGINEERING
Curve Numbers
Project: Bryson's Ridge Subdivision
Location: Spring Hope, NC
Date: 20-Oct-22
Basin ID: Post Dev.Area 3 to SCM 3
Drainage Area (A) 5.98 Acres
Runoff Curve Numbers
Cover Description
Cover Type and Hydrologic Condition I A Area(ac)I B Area(ac)I C Area(ac)I D Area (ac)
Cultivated Land
Without Conservation Treatment 72 81 88 91
With Conservation Treatment 62 71 78 81
Wood of Forest Land
Poor Cover(Thin) 45 66 77 83
Good Cover 25 55 70 77
Open Spance(lawns, parks, cemeteries, etc)
Poor Condition 68 79 86 89
(grass cover<50%)
Fair Condition 49 69 79 84
(grass cover 50%-75%)
Good Condition 39 61 3.42 74 80
(grass cover>75%)
Impervious Area
Parking Lots, Roofs, Drives, etc. 98 98 2.56 98 98
Soil Area per Hydrologic Group 0 5.98 0 0
Drainage Area=Area Total TRUE 5.98 = 5.98
Weighted Curve Number
CN = [(CN1*Ai)+ (CNn*An)UAtot
Post Development Area 1 Curve Number 76.84

STOCKS
ENGINEERING
Curve Numbers
Project: Bryson's Ridge Subdivision
Location: Spring Hope, NC
Date: 20-Oct-22
Basin ID: Post Dev By-Pass SCM 3
Drainage Area (A) 8.07 Acres
Runoff Curve Numbers
Cover Description
Cover Type and Hydrologic Condition I A Area(ac)I B Area(ac)I C Area(ac)I D Area (ac)
Cultivated Land
Without Conservation Treatment 72 81 88 91
With Conservation Treatment 62 71 78 81
Wood of Forest Land
Poor Cover(Thin) 45 66 77 83
Good Cover 25 55 70 77
Open Spance(lawns, parks, cemeteries, etc)
Poor Condition 68 79 86 89
(grass cover<50%)
Fair Condition 49 69 79 84
(grass cover 50%-75%)
Good Condition 39 61 6.96 74 80
(grass cover>75%)
Impervious Area
Parking Lots, Roofs, Drives, etc. 98 98 1.11 98 98
Soil Area per Hydrologic Group 0 8.07 0 0
Drainage Area=Area Total TRUE 8.07 = 8.07
Weighted Curve Number
CN = [(CN1*Ai)+ (CNn*An)UAtot
Post Development Area 1 Curve Number 66.09

Runoff Curve Numbers
Cover Description
Cover Type and Hydrologic Condition A B C D
Cultivated Land
Without Conservation Treatment 72 81 88 91
With Conservation Treatment 62 71 78 81 I
Wood of Forest Land
Poor Cover(Thin) 45 66 77 83
Good Cover 25 55 70 77
Open Spance (lawns, parks, cemeteries, etc)
Poor Condition (grass cover<50%) 68 79 86 89
Fair Condition (grass cover 50%-75%) 49 69 79 84
Good Condition (grass cover>75%) 39 61 74 80
Impervious Areas
Parking Lots, Roofs, Driveways, etc. 1_98 98 98 98

1
Watershed Model Schematic Hydraflow Hydrographs by Intelisolve v9.22
1 -Pre Dev.Area 2 2-Post Dev Area 2 to SCM 2 3-B -Pass SCM 2
v
4-Pond 2
i -Total Post development Area 2
I Project: Wet Pond 2.gpw Wednesday,Aug 29, 2012

2
Hydrograph Return Period Recap Hydraflow Hydrographs by Intelisolve v9.22
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff 14.20 81.84 Pre Dev.Area 2
2 SCS Runoff 18.07 61.53 Post Dev Area 2 to SCM 2
3 SCS Runoff 6.953 28.75 By-Pass SCM 2
4 Reservoir 2 0.585 34.20 Pond 2
5 Combine 3,4 7.059 40.27 Total Post development Area 2
Proj. file: Wet Pond 2.gpw Wednesday,Aug 29, 2012

3
Hydrograph Summary Report Hydraflow Hydrographs by Intelisolve v9.22
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval peak volume hyd(s) elevation strge used description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 14.20 2 724 55,501 ---- Pre Dev.Area 2
2 SCS Runoff 18.07 2 732 78,792 ---- Post Dev Area 2 to SCM 2
3 SCS Runoff 6.953 2 726 25,470 ---- By-Pass SCM 2
4 Reservoir 0.585 2 1226 64,682 2 245.53 62,819 Pond 2
5 Combine 7.059 2 726 90,152 3,4 Total Post development Area 2
Wet Pond 2.gpw Return Period: 1 Year Wednesday,Aug 29, 2012

4
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22 Wednesday,Aug 29,2012
Hyd. No. 1
Pre Dev. Area 2
Hydrograph type = SCS Runoff Peak discharge = 14.20 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 55,501 cuft
Drainage area = 39.200 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 14.60 min
Total precip. = 2.68 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre Dev. Area 2
Q (cfs) Q (cfs)
Hyd. No. 1 -- 1 Year
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

5
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22 Wednesday,Aug 29,2012
Hyd. No. 2
Post Dev Area 2 to SCM 2
Hydrograph type = SCS Runoff Peak discharge = 18.07 cfs
Storm frequency = 1 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 78,792 cuft
Drainage area = 27.260 ac Curve number = 75.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 29.40 min
Total precip. = 2.68 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Area 2 to SCM 2
Q (cfs) Q (cfs)
Hyd. No. 2 -- 1 Year
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - I I - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

6
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22 Wednesday,Aug 29,2012
Hyd. No. 3
By-Pass SCM 2
Hydrograph type = SCS Runoff Peak discharge = 6.953 cfs
Storm frequency = 1 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 25,470 cuft
Drainage area = 11.940 ac Curve number = 71 .1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 19.10 min
Total precip. = 2.68 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
By-Pass SCM 2
Q (cfs) Q (cfs)
Hyd. No. 3 -- 1 Year
7.00 I I 7.00
I i
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
—
1.00 1.00
1
0.00 \ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22 Wednesday,Aug 29,2012
Hyd. No. 4
Pond 2
Hydrograph type = Reservoir Peak discharge = 0.585 cfs
Storm frequency = 1 yrs Time to peak = 1226 min
Time interval = 2 min Hyd. volume = 64,682 cuft
Inflow hyd. No. = 2 - Post Dev Area 2 to SCM 2 Max. Elevation = 245.53 ft
Reservoir name = Wet Pond 2 Max. Storage = 62,819 cuft
Storage Indication method used.
Pond 2
Q (cfs) Q (cfs)
Hyd. No. 4 -- 1 Year
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 4 Hyd No. 2 1 1 1 1 1 1 1 1 1 Total storage used = 62,819 cuft

Pond Report 8
Hydraflow Hydrographs by Intelisolve v9.22 Wednesday,Aug 29,2012
Pond No. 1 - Wet Pond 2
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=243.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cult)
0.00 243.50 26,930 0 0
0.50 244.00 29,572 14,126 14,126
1.37 244.87 31,192 26,432 40,558
1.50 245.00 32,726 4,155 44,713
2.50 246.00 35,911 34,319 79,031
3.00 246.50 41,324 19,309 98,340
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 3.25 0.00 0.00 0.00 Crest Len(ft) = 15.00 0.00 0.00 0.00
Span(in) = 3.25 0.00 0.00 0.00 Crest El.(ft) = 245.50 0.00 0.00 0.00
No.Barrels = 1 0 0 0 Weir Coeff. = 2.60 3.33 3.33 3.33
Invert El.(ft) = 243.50 0.00 0.00 0.00 Weir Type = Broad
Length(ft) = 34.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope(%) = 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a No No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/ Discharge Elev(ft)
3.00 246.50
•
2.00 • 245.50
•
1.00 • • 244.50
•
0.00 I 243.50
0.00 4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00
Total Q Discharge(cfs)

9
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22 Wednesday,Aug 29,2012
Hyd. No. 5
Total Post development Area 2
Hydrograph type = Combine Peak discharge = 7.059 cfs
Storm frequency = 1 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 90,152 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 11 .940 ac
Total Post development Area 2
Q (cfs) Q (cfs)
Hyd. No. 5 -- 1 Year
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
:F:‘ ' -
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 5 Hyd No. 3 Hyd No. 4

10
Hydrograph Summary Report Hydraflow Hydrographs by Intelisolve v9.22
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval peak volume hyd(s) elevation strge used description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 81.84 2 724 237,807 ---- Pre Dev.Area 2
2 SCS Runoff 61.53 2 730 247,558 ---- Post Dev Area 2 to SCM 2
3 SCS Runoff 28.75 2 724 91,428 ---- By-Pass SCM 2
4 Reservoir 34.20 2 748 233,133 2 246.41 94,898 Pond 2
5 Combine 40.27 2 744 324,561 3,4 Total Post development Area 2
Wet Pond 2.gpw Return Period: 10 Year Wednesday,Aug 29, 2012

11
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22 Wednesday,Aug 29,2012
Hyd. No. 1
Pre Dev. Area 2
Hydrograph type = SCS Runoff Peak discharge = 81 .84 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 237,807 cuft
Drainage area = 39.200 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 14.60 min
Total precip. = 4.98 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre Dev. Area 2
Q (cfs) Q (cfs)
Hyd. No. 1 -- 10 Year
90.00 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 ^ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

12
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22 Wednesday,Aug 29,2012
Hyd. No. 2
Post Dev Area 2 to SCM 2
Hydrograph type = SCS Runoff Peak discharge = 61 .53 cfs
Storm frequency = 10 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 247,558 cuft
Drainage area = 27.260 ac Curve number = 75.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 29.40 min
Total precip. = 4.98 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Area 2 to SCM 2
Q (cfs) Q (cfs)
Hyd. No. 2 -- 10 Year
70.00 70.00
60.00 I 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

13
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22 Wednesday,Aug 29, 2012
Hyd. No. 3
By-Pass SCM 2
Hydrograph type = SCS Runoff Peak discharge = 28.75 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 91 ,428 cuft
Drainage area = 11 .940 ac Curve number = 71 .1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 19.10 min
Total precip. = 4.98 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
By-Pass SCM 2
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
:::
5.00
— _ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

14
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22 Wednesday,Aug 29,2012
Hyd. No. 4
Pond 2
Hydrograph type = Reservoir Peak discharge = 34.20 cfs
Storm frequency = 10 yrs Time to peak = 748 min
Time interval = 2 min Hyd. volume = 233,133 cuft
Inflow hyd. No. = 2 - Post Dev Area 2 to SCM 2 Max. Elevation = 246.41 ft
Reservoir name = Wet Pond 2 Max. Storage = 94,898 cuft
Storage Indication method used.
Pond 2
Q (cfs) Q (cfs)
Hyd. No. 4 -- 10 Year
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 d 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 4 Hyd No. 2 111111111 Total storage used = 94,898 cuft

15
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22 Wednesday,Aug 29, 2012
Hyd. No. 5
Total Post development Area 2
Hydrograph type = Combine Peak discharge = 40.27 cfs
Storm frequency = 10 yrs Time to peak = 744 min
Time interval = 2 min Hyd. volume = 324,561 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 11 .940 ac
Total Post development Area 2
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 _ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 — Hyd No. 3 Hyd No. 4

1
Watershed Model Schematic Hydraflow Hydrographs by Intelisolve v9.22
1 -Pre Dev.Area 3 2-Post Dev Area 3 to SCM 3 3-B -Pass SCM 3
v
4-Pond 3
i -Total Post development Area 3
Legend
Hyd. Origin Description
1 SCS Runoff Pre Dev.Area 3
2 SCS Runoff Post Dev Area 3 to SCM 3
3 SCS Runoff By-Pass SCM 3
4 Reservoir Pond 3
5 Combine Total Post development Area 3
Project: Wet Pond 3.gpw Wednesday,Aug 29, 2012

2
Hydrograph Return Period Recap Hydraflow Hydrographs by Intelisolve v9.22
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff 2.705 16.54 Pre Dev.Area 3
2 SCS Runoff 6.087 19.54 Post Dev Area 3 to SCM 3
3 SCS Runoff 3.487 19.60 By-Pass SCM 3
4 Reservoir 2 1.753 7.918 Pond 3
5 Combine 3,4 4.396 23.59 Total Post development Area 3
Proj. file: Wet Pond 3.gpw Wednesday,Aug 29, 2012

3
Hydrograph Summary Report Hydraflow Hydrographs by Intelisolve v9.22
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval peak volume hyd(s) elevation strge used description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 2.705 2 738 18,520 ---- Pre Dev.Area 3
2 SCS Runoff 6.087 2 724 17,894 ---- Post Dev Area 3 to SCM 3
3 SCS Runoff 3.487 2 722 12,186 ---- By-Pass SCM 3
4 Reservoir 1.753 2 738 17,866 2 254.18 5,929 Pond 3
5 Combine 4.396 2 724 30,052 3,4 Total Post development Area 3
Wet Pond 3.gpw Return Period: 1 Year Wednesday,Aug 29, 2012

4
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22 Wednesday,Aug 29,2012
Hyd. No. 1
Pre Dev. Area 3
Hydrograph type = SCS Runoff Peak discharge = 2.705 cfs
Storm frequency = 1 yrs Time to peak = 738 min
Time interval = 2 min Hyd. volume = 18,520 cuft
Drainage area = 12.900 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 34.30 min
Total precip. = 2.68 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre Dev. Area 3
o (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
3.00 3.00
1\ _
2.00 — 2.00
1 1 1 I
1.00 1.00
0.00 - I \ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

5
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22 Wednesday,Aug 29,2012
Hyd. No. 2
Post Dev Area 3 to SCM 3
Hydrograph type = SCS Runoff Peak discharge = 6.087 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 17,894 cuft
Drainage area = 5.980 ac Curve number = 76.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 16.40 min
Total precip. = 2.68 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Area 3 to SCM 3
Q (cfs) Q (cfs)
Hyd. No. 2 -- 1 Year
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
E
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

6
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22 Wednesday,Aug 29,2012
Hyd. No. 3
By-Pass SCM 3
Hydrograph type = SCS Runoff Peak discharge = 3.487 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 12,186 cuft
Drainage area = 8.070 ac Curve number = 66.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 12.30 min
Total precip. = 2.68 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
By-Pass SCM 3
Q (cfs) Q (cfs)
Hyd. No. 3 -- 1 Year
4.00 4.00
3.00 3.00
2.00 2.00
_ I I
1.00 1.00
0.00 I , 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22 Wednesday,Aug 29,2012
Hyd. No. 4
Pond 3
Hydrograph type = Reservoir Peak discharge = 1 .753 cfs
Storm frequency = 1 yrs Time to peak = 738 min
Time interval = 2 min Hyd. volume = 17,866 cuft
Inflow hyd. No. = 2 - Post Dev Area 3 to SCM 3 Max. Elevation = 254.18 ft
Reservoir name = Wet Pond 3 Max. Storage = 5,929 cuft
Storage Indication method used.
Pond 3
Q (cfs) Q (cfs)
Hyd. No. 4 -- 1 Year
7.00 7.00
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 1 '- 0.00
0 240 480 720 960 1200 1440 1680 1920
Time (min)
Hyd No. 4 Hyd No. 2 111111111 Total storage used = 5,929 cuft

Pond Report 8
Hydraflow Hydrographs by Intelisolve v9.22 Wednesday,Aug 29,2012
Pond No. 1 - Wet Pond 3
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=253.50 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cult)
0.00 253.50 8,150 0 0
0.50 254.00 9,023 4,293 4,293
1.06 254.56 9,390 5,156 9,449
1.50 255.00 10,130 4,294 13,743
2.50 256.00 11,297 10,714 24,457
3.00 256.50 13,365 6,166 30,622
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 1.50 18.00 0.00 0.00 Crest Len(ft) = 10.00 15.00 0.00 0.00
Span(in) = 1.50 18.00 0.00 0.00 Crest El.(ft) = 255.50 256.00 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 253.50 253.50 0.00 0.00 Weir Type = Rect Broad
Length(ft) = 0.50 32.00 0.00 0.00 Multi-Stage = No No No No
Slope(%) = 0.50 0.50 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a No No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/ Discharge Elev(ft)
3.00 256.50
•
2.00 255.50
•
•
1.00 254.50
•
•
0.00 253.50
0.00 6.00 12.00 18.00 24.00 30.00 36.00 42.00 48.00 54.00 60.00
Total Q Discharge(cfs)

9
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22 Wednesday,Aug 29, 2012
Hyd. No. 5
Total Post development Area 3
Hydrograph type = Combine Peak discharge = 4.396 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 30,052 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 8.070 ac
Total Post development Area 3
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
5.00 - 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 �' .. 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
— Hyd No. 5 Hyd No. 3 Hyd No. 4

10
Hydrograph Summary Report Hydraflow Hydrographs by Intelisolve v9.22
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval peak volume hyd(s) elevation strge used description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 16.54 2 736 79,353 ---- Pre Dev.Area 3
2 SCS Runoff 19.54 2 722 54,790 ---- Post Dev Area 3 to SCM 3
3 SCS Runoff 19.60 2 722 52,006 ---- By-Pass SCM 3
4 Reservoir 7.918 2 734 54,761 2 255.48 18,836 Pond 3
5 Combine 23.59 2 722 106,768 3,4 Total Post development Area 3
Wet Pond 3.gpw Return Period: 10 Year Wednesday,Aug 29, 2012

11
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22 Wednesday,Aug 29,2012
Hyd. No. 1
Pre Dev. Area 3
Hydrograph type = SCS Runoff Peak discharge = 16.54 cfs
Storm frequency = 10 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 79,353 cuft
Drainage area = 12.900 ac Curve number = 66
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 34.30 min
Total precip. = 4.98 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre Dev. Area 3
Q (cfs) Q (cfs)
Hyd. No. 1 -- 10 Year
18.00 18.00
I -
15.00 15.00
12.00 I 12.00
9.00 9.00
6.00 6.00
1
3.00 3.00
111r---------kw'
0.00 - - N- - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

12
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22 Wednesday,Aug 29,2012
Hyd. No. 2
Post Dev Area 3 to SCM 3
Hydrograph type = SCS Runoff Peak discharge = 19.54 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 54,790 cuft
Drainage area = 5.980 ac Curve number = 76.8
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 16.40 min
Total precip. = 4.98 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Dev Area 3 to SCM 3
Q (cfs) Q (cfs)
Hyd. No. 2 -- 10 Year
21.00 I 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 ^ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

13
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22 Wednesday,Aug 29,2012
Hyd. No. 3
By-Pass SCM 3
Hydrograph type = SCS Runoff Peak discharge = 19.60 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 52,006 cuft
Drainage area = 8.070 ac Curve number = 66.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 12.30 min
Total precip. = 4.98 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
By-Pass SCM 3
Q (cfs) Q (cfs)
Hyd. No. 3 -- 10 Year
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

14
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22 Wednesday,Aug 29,2012
Hyd. No. 4
Pond 3
Hydrograph type = Reservoir Peak discharge = 7.918 cfs
Storm frequency = 10 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 54,761 cuft
Inflow hyd. No. = 2 - Post Dev Area 3 to SCM 3 Max. Elevation = 255.48 ft
Reservoir name = Wet Pond 3 Max. Storage = 18,836 cuft
Storage Indication method used.
Pond 3
Q (cfs) Q (cfs)
Hyd. No. 4 -- 10 Year
21.00 21.00
18.00 •
18.00
15.00 •
15.00
•
•
12.00 •
12.00
•
•
9.00 - 9.00
6.00 6.00
3.00 3.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 4 Hyd No. 2 111111111 Total storage used = 18,836 cuft

15
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.22 Wednesday,Aug 29,2012
Hyd. No. 5
Total Post development Area 3
Hydrograph type = Combine Peak discharge = 23.59 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 106,768 cuft
Inflow hyds. = 3, 4 Contrib. drain. area = 8.070 ac
Total Post development Area 3
Q (cfs) Q (cfs)
Hyd. No. 5 -- 10 Year
24.00 24.00
20.00 , 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
jam
J
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 Hyd No. 3 Hyd No. 4

•
q q��\, BEFORE YOU DIG,
DA#L 1,, CALL O1
TO WET POND 3 `'
��11 0
5.98Ac, �u mp
p a
Lg
\v\ W
\ s 3e NORTH CAROLINA z
I � 2624] //
@NEVWALL CENTER
\ 2. 2 .ncocaorg a
•
•
161.97
Z
it ir V
_ < Z
.„w Sa N
N
U E
W w
W [
DA #3 . 0Z �
LOW DENSITY BYPASS - .� _"
/1 3 z
20.D1Ac. •21 2'' .
j - 5-20 .. .,2J.. 25JJB � Z W
256 l. . 0 0 w w N
tiedr#01.Ns
=.1.koeir
® ® fpo BLN-C-1874
s-l6
12 1 1 ^..
s1 1 I
tYPIMM3j1e6Th 09 � %
0. 111 sng,SFII .
I ySB� f� 020 Ac I � 1 9,884 SF .. • i
1020A. I01.7]gB
gy�g 148 r\`
A 1(------77.1\:•1 17�' II] •REA N
' , , \
s W3 ��A569.� $ 0.91 Ac 5-26
S 6 �� �1�'1 0 ----
,1 �A®Pos�l 1p g GROVER LN JONES JR
8406JiF, II A`r` I fl� '\ I 02 nc\ 8 � NLL 28 0. 3 3 /
- 1a 19 AE. 4. - ,9,1 §F--�' 1 ' $\ EA p,81 -z7 \ Ip PIN: 286000357370 O
50 - �- �- .eF1 Ac. '6• P'0 20\ •�G lc-
•. • s•1 D P.B1216,PG.92 07,PG 7 DA 9
e� . -Al \� Y -Ja 2 50 S wM-
.! 61 82 -Oq be( .I '1V.T ZF1'T, ... �� o21TA \ 1 5),.y.•J 01y�/ 8.• _ " • PAS KELLYN LF MILLS«- 1 --- ,}yy'1�" --�11�/" \ \ •t S88'01'15"E 0.0A`.� PIN: g-rs451008 zazez O
Q 9 -.�� v 2g c DB. 2917,PG 227 .R�10'wvP \
1 1s 73.69' I„\1
4' s :NV DA'# �r'��^'1,, _ �'�\
!z am4sF - J� EIP 1 S$7'56:27 - 5-2-.�i. - EIP 1" '4v,
a 2z�
;t` '. TO WET POND 2 ,26�� \� �.,_
_ _ 9, fg ohs sF\ , •'M •C1
P
v 48 3- I " 27.26 Ac �4. % A 1�1 ;: s� �� 62 gF 1 r ® �,$ - - Y I , - 1 ,29 �I 11 , �I � TI„. NEE - J�ii-�11 n '� �� II �$� GR V R L$/J�.O��-N//E��S-J'NKE 1 1 4' 'tI/�120��1 1, '026 Aa I "t,, ,1-.•� tllflJV4PM1J5 _-12 . 11P,ST4lD5F ^�II 020 Ac.1 1 `I �. .,.., :.'?l/ AI\IJAMES A. DELBRIDGE III _ • ;. te � �� jj 5 ___ �2 yy^^ /p({y���7� p`. L n11.��... '�.•��.• �107A1.e) _ ',:C i ��i tl�' Yi W2547 `v5. NV 2S].50PIN: 286000242912 I '( �' )�025 Act �0°O :./
P.B.7,PG. 25 \ I 83 �� II I . '. Q .11/ N_ Oak v, oz'4 II POST DEVELOPMENT ,„...e.-r o s gs ;2 �,/ �' 0.43Ac♦ 662 �yRUNOFF MAP �6.239F�,I 6 s9 litilk . #8 ;29 ,9 S72'37'40"E\�`,p46 qr , �, i_ , _
1p - P + �..� _ — _ ; 1 ^i- •f,Ar � �`X � '.1 II`3.27' "`1
�� � 2 r I I 05d Ak� i/ OFF/ 151 � ��,�� ! 4 o2oAA I o.q a'a�` t. ,,,,, v z3626„At...
Ii •\ 1•i _12r9H SF�� \11 l '�c x .� WIti
.7—-- 1 :�l �\a26 Ac \ �2 le I/ ., WEOT PON 5—�: o1 O$SD4iF` �\ _/ 116$ n t6BFZ®9F 8A 1AK. \ /3'('4331F/ i -1‘.(.....6.66 ' 1 /' ti 6-K i_....)1AVAti AZ Igo/ 1 4 A� .R-I. -. I I�09 A i • NM
/44 ...._ ,.*N...-_-_.----_-_--...----_-_-_--- :- Tcr; ,
' ii/t/f/ s_ ,; / ,., _:z_.Artf,
$ 5& M 8 �,�t4.$(70�`Fsle 13,12�J� \•••ate•.` "I�4 0 125 56 12]299�\ �� /\\ -\ . 1111
1� IZ1 9 c OJO Ac. I rIly .2'2 :':11t:L:ti't
'� l di' ��i •sA �6..wJ s \9? \'c zS' _ LOT S MP7Fz3Ili IieCe
i. I:1 ,m \ `� ` � V r /02r�Ad./ :\' - -E MILLS SUBD '!Z/ , I-:. 29,PG 379 ,� 1 �L 4 i/ i�i€_ 1` ., 11s, 'lei 'j"or, roo]04___ / �r.��. _.� _. 'lam 124"RCP
1n , sz 1 l�� (I�III - - `L I 1., + . 9 - - _ /Ill 0.2 9',i 1� i+ 1 c 96726Xc \ �:' 20'SEWER EASEM`4 3T 02Ie- 1 1 • r 4a Acji• r I , s661 __ . --ss �� ,n„ z szraltos/__ _ _ I �N0 Ac. d��gYh �I _ . 7jI24 limo I L' .2T A.f �,� , 82; M ,.IN/ 1' . ilk j LIFT3STAT ON'NV
.T22851_ I \ + �9 �p . .22,AR1 '118 93 k l� 96 Y , - S ' '. 1 �_ f /. �i{ � �1 ®.( qFp 1IEY e 82 / 1 _�I I,R i$i1c8.2G �1I 158 �1� �� 1 F111 I t� : I,0IBAc. =�`�A_ 6 , 0 - _T ITT- 11 azeie 6-- `` -- dik NV 231.95
I a FV — I I I 6 ] Y !?- 2 rio4a L1 - w IJNE.k. 7 r�13 5lyII6.':. -r8 , - IIII / \I_ —:— -- - _� __ 020 A. Irk �N\ 1 HOPE MILLS SUBD.- r9' -/ t•' e � r - L �" �-v _ sI 1I i �,1 ._, ��. i i1 -. i'' PB 29 PG. 379 II :14
�,, "`444 PP R M z3e 90 •
:c.
�I T - I , ems_36 1l- SI ,fT _ >l, `11��"� g'°] ��'s v 8925 1,,, zg��S 1 9����p 95, ' v:\ '— �v� �• .� -i '-----,� 9 ,es, o, a N wv. z39.4] I INv zs31s c��N�CA
1022 AIL 0.20Ac.1 -18.92$1 ..66`4,51 Ta75iJ' - 159 He
yCi^ II�VI �1a$a6 ,''. �. o.•3Ac s. Al;;'4I �pQL,.p1E55� jyni
I\ �1• ww ' ` I�o 201Ac1 tY 20A I p� il; 1a�4,5� �1�Za-v- 6.2s AC. C2;e ' '4
z3 z`
• iT I ~ ~ I1 �� » �i D2d A. {� '.� I�®AJl �� - �9.EW'JSQF _lY t11 y�F �i _-- 1 V LOT S �'I`\� V.
.. vil ` m u• III a. I
y k 1C R 239.1 Q
m 021 1cY _ M _
,:: . _ II N � o s sueD .wN a lrs =
__ - - - • _ B4 0 9 PG.379 lis,,INEC'4
JI5 ;_ i Ir - G - '*,. ._ �•• s\.1 I Y 1'1 0 00 .1,..4L1.lo`°� `' , r I 1 � , �1 _ ..
d�?'' - 8:6 ',�,r ' or
1.3 5 5F 0.268Ac 1 1 NI ,29u`SF f I2{5 5 T 66JSF ^-I 16 . �� i••i '6640 166 O MH 09� I NV�23881 11-12-21
lJI p , / t I @
I O26 Ao. 6126 AC\ �261Ac 0 6 Ac.l I__ I '�u "N�. of ;5 ��4/ n '855 2,, 62,, \\�, �'jl�� ,L 1%234.81
S88'10'S4'E - I� I 1 i P A F I ;TA 2].:S • to r7 INV-
a41.13'(tie) .. ,. r-,a .. I�. I; I i �:i N 114.'' �. lzbeAs-II6 ..v 'yP zsw. ,G-z ' s -za49D (RUNT
WATERvBB- .r 1 0. o; i .2 uy — _ 71 4AC _: F MAP
ESI - -
a_ihi i - E � 2.242 ga i 849"99' _ _ 6 S88 09 11 REwsloes
N8870'54"W 441.71' ���► <a
N88.19'10"W IRE " N88'OB'45'W 1c e
qq�`�r�8fl:k1'25"W • 102.92' ��' .:
h it 4 N88'04'S0 W
N/E ! DA#5 185.48' zr' 2 s. Nv. z4a.]9 INv 24.4]
PAT RICK D.JONES I I� 4 t C♦D/IL IF7 ,�k
RAMONA NU.FWIWAMS WILKTNSNETR.AAL I CLARK`BYPASS • I _ I I `""A` ll'J7r3IPfl-
PIN: 286014234930 `
D.B. 2663,PG. 472 FREDRICK D.WILLIAMS PIN: 286014334713 �Q��1If1�� /. N FP 0 P
P.B.37,PG.382 PIN: 2860142366480 I D.B.2553,PG. 254 PIN 28 T43S/6 v♦ CLARK H./MILLS JR. Yo� I II - - `r coD•• ;: 1%
D.B. 2663,PC.476 20�
P.B. 37,PG. 382 D.B. 2385,PG.400 PIN: 286014349037 I N .�
D.B. 2799,PG. 98 �3.1�/ 1 N' - IA°�
P.B.11,PG. 212 OA. II p� N I
P.B.39,PG 196 � ! � A29 A
SCALE: 1" = 100' ili_ - _ -028
LOT 3 FILE AL 2021"=10
I I� 1 HOPE MILLS SUBDI`• `� HORZ SCALE: 1'=100'
19 '�I P B.29 PC 379 1I I 1 DERT.SCALE: NONE ii POST DEVELOPMENT (! 2] 9 D 1 9-245.] • •
0 0o zoo 2so 30o II `I '' 2 1
t 0.p Af ('II' i 114q EIP D-09
1,
erunfl6,m•P ii 1 id
BUT GOD,WHO IS RICH IN MERCY,BECAUSE OF HIS GREAT LOVE THAT HE HAD FOR US,MADE US ALIVE WITH CHRIST EVEN THOUGH WE WERE DEAD IN TRESPASSES.YOU ARE SAVED BY uRAQ! OH.24-5 - 1
1 -

4
BEFORE YOU DIG,
CALL
� om�
0g mn
o^
NORTH CAROLINA
@NE CALL CENTER
www.ncacc.org x a
0
U
K
V) W V
Z
IX
UWw3
3
O W �,
Zom
W x
I' 3z
Oil V) W �J
ws
BLN-C-1874
POST DEVELOPMENT
RUNOFF MAP int
Clui; z �
fra � o
iilll 1 CC
O Q
, 0,
DA #2 y
TO WET POND 3
5.98 Ac. �C41
2624 .2tq
h
\\\, •....� 0q \\y
DA#3 •;
LOW DENSITY BYPAS
20.01 Ac. „121 23 25,39 25266
.s 20 /;•
M.
♦. o`-0-11 CAR.
..U. +_., Ell gaz rip I ••5-22 \ , _ e
- )41P"ni 7F9 - Ar .. -
, ....
AEL
s 1 71 ,911, r
�� 141 ., /j' ,_I{_+ 11-12-21„ 0.20Ac 9,884 SF ��0.23 Ac % ♦,(/ozs7ma ♦ STORMWATER 1s • mo , V _ \ RUNOFF MAP J
i� 1(5�I7 SF�
7 ASF I C0A ON '�b'7Y�c REVISIONS •
(VArifli II �i ", i 9.899.�i 0911 Ac-K .,�` �' ; .,
022 Ac.I ,
,061164
li II gam¢5FloiNik
ro JSS\ GROVER L/JON ES JR.
1019 A III \ ♦ p ELLEN M.JONES
I '� ttrilii*-
,aa®,� FBI rrirAft_____...\
0.24 Ac ; \ PIN: 286000357370DA#9
1A AF 1 I -
� �\ B 207 PG 47
50 _��- _ I -6' 3]\ 1 0,20 X. 2` �{ 150 \\\�� D.P.B�16,PG.92 7
864ZSF1 E' - z 020 A ISORr2 �y{/y�� "7 ‘ F \". !
82 1 1n 96i� � A` FILE NOR■vP
i'I-0-19 Z- Nowlin!
SCALE: 1" = 100' •
s 14 484g6' I1 7^ k- S2S,, 0,00 ,�/i 0. Z - HORZ.SCA 1
�� - Iw 9 � �ip 1 e -- oV �,V�" ��� ��� 11 r_� S88'01'15"E �, �C_
�� mia4y ` r U y �� •� cS *, 73.69 VERT.SCALE: NONE
0 100 200 250 300 DA#'Tm�� -A111' � I rao >, �� \
I z,573 5FI
1c� os �� IP" t� �022 ♦ EIP I s,47,6 27"
0 WET PONI zsa 1 . �= --� Q—�
♦ BUT GOD,WHO IS RICH IN MERCY,BECAUSE OE HIS GREAT LOVE THAT HE HAD FOR US,MADE US ALIVE WITH CHRIST EVEN THOUGH WE WERE DEAD IN TRESPASSES.YOU ARE SAVED BY GRACE EPH.2:4 5 �'� \ t

Swale Calculations Package

VI 00.0N12,133NI`JN3SN001S.MMM " "�'�" •. �, �,
17.."--
618-6Sb(ZSZ) ,3N. d9S8LZ"O N '3llInHSVN �l' ,�`• P.r011 XOB'0'd 1332llS NaLONIHSVM 1SV3 l08 �i ��.' m Q
'�N12i33N1'�N3 VN170!/d3 HLMON 3dOH ONIUIdS '�o�P J ▪ � Q� °°
_�.w W g W
s>I D of s NOISI/1108I1S 3901�1 SINOSa118 f�d`�� �• _ o Q
CO
) 1 V
1. {z 9/l' V 75V II V vV A
\ 14�,0.. SF� 00 \
MILLS SPRING BRANCH
u N64°47'52"E S56°25'08"E\,\ ` • �
, ,
s i 99.00' I 96.00'.% • iso" ..� i t i i _ 38 1°20'08"E� %c 1"''-\ i
�'♦�♦\ �2 / / i / N27°48'52'E 95.00'
_;,r, / i ,
00' 3 S9°34'52"W
;��•1 ��♦♦'� _- - 43.00'
�9 ♦`*� � ♦♦0� •• ..•`�a S59°52'08"E
��i i ��i a i 5D=SAR-P-AM-.RFA ,- 6 f- - jr .♦: `_/ • 4* 1 1
�.,���•i e• TOP ♦ ♦ N
/v- I * % � .• „�_w __,' / syv, to10 0'08"E
w IB�FFE \�= ;� I_
,/,
� v r 1�1 �'- al r i1v� , STORMWAT i, . S50°10'27"E ��
- " , '„52' �i ; I :,•: F ., 0g-!•Ea/ lio y8:ol, 8 0s �1� � fB�F ar • `°\ v 125.61'
r /�l Ac. 1 a Ac. /7u Ac. 078 Ac. 0.78 Aa � \" MILLS SPRING BRANCH N
_-� I I - - �i - 1R 2 .68"�\ 2r18
1 ■1.. ♦ SDR-21 W' • OFF /C v v A
11 9
b2$�.•y1C E� 61-5 °•.0 \ B_,�� .•� ,/ \ \ \\ 9. P TOP
..........■ o■on0000■r■0000■000■■■000■■0000■■■uMMMMMM�" '/ FP S64°32'37'E
i •••.... �_ A72.82'
12•i yr .0 26+W S 26000\\ Ir. " 1-- •••.\ • \\� �'2 % li r b.
/ ) '- \ �I v1�0 1 • 1 115 - ♦'0 B•Q♦♦ © ., 5-23 �"3h".�•c
j- 1".;� / 1 78 ,.1.�1 g gv F H.:-
' 143 I vl�- ♦�O �a•v�.. a99, 146 /ei _ ? o
CO rik. 1 1 + 1 1 0.24 Ac.1 1 1 �D 7 Ac.\ 0.2 \4c. I 8 o#SF , N, ` , "•�
_.___1c i ,
di ,
z56.62 (' 1 ms,fs •6 i '➢-:ils
;. �a, -_• • 11v1� i� 5.20 ../ • 0 s�. S 24 • o 11
/0. 3 c } ■ 1 -+ zs. vw 'camsos2 .� ��_ �� :1.�1 1YJ11 11vi ■ vv _ ��/ �/__141 vv vv�-- vz v 747.
i� �� 44 1 ��4�sF _ C vI � °2a�9� 44sF v v .:\ �T 96.c vv
i tr 18117'''�F 1:7056.ii_.
",: 0 20 Ac y �e 1 9,884 SF'11_\: __ t _ \ 0 23 Ac: / -� R► l
C o.2o AAI v- �� :° y o.2�7a� ��,
/52/ / • i I_1_-- °II: _ �'zs 15;t I, ■ I I _ '�' / \ \s'�.= o
7l trys_e. ■ I - _�-r ■ ■ I I_- _ .000.0.
■
■ ■ I 140 • •24/Ac/ • i `IOp. ij T6a 20 _' i, -' - vI`�i I' • 000.00 T 1 78 SF V ♦♦ r 'n 148
/ I I 1 , I 108 II 'l� ��u.P_~� - "- -_COS' ON \ O.. A \\ \\ •♦ ♦♦�j6i es ■1. ,,475EI Aco2oAc,, It
� . 1
-- 1II
.'_�i ■ 10.72 Arc. I , I \ ■ I 9,849-AT 1 '° 0..9'1 Ac_. •,� � 1\�Q �i \\ S 26
ot;
o
\ ..li
�2-'7 ■' 283.gd_>\ I''1 1 .Sf / L--411g41114111.022.1111.M-.......k1 -----/---..'-` \50\ p
-2e36 A : i : 1 87 1 , 1 c/PO I. I ■ al A 1- ��� \ A • ♦♦•. O L 1
I- i . . I I" •, 1 0 19 Ac v % . 1 d v 24 Ac. AV A� I . v 'o E,•"
•., 8, 7sF fib m ��__ 8 • . o k
7. 1 0.19 k V •',_I_ _ -1rn : :.4-i9,k \ �, A v OSF' VA I �; L° "R
■I ■ �1 F I 1' -�zs]o ■ ■w I r_a \ 1 .H ,• I' - '� 0o
_ ■ r 1 \ I° ■ I r_I I�CX21 Ac. 1 �eS� \b\\:_)20 ,W crir.. k�6-,� :■ ♦�` ��, \ • '`�-
1y�'0 -a __; i rI 137 \\ • ..�a.� .&� -\ \,, 1••
11
0;7Ac � , i A' - ® 0.20Ac. A1 .♦s' ♦ .u9�'/?.•v\I"
I \ 1 •Ir�� 1864�Y SF . ■1��c. ■ - � 26.��I �\ '♦►• � �'��i ,\•i �0.22 Ac.\
■ •
\82 , In1 I,. 9,917 S \o: V/ .•,�s�I •■ m 8.••n/. � 1 _I AI ■ ■ I o.2.�AC \ .:'.35 ♦•• �� \. ♦ �h�'
I p 1 : .7.',;',,,
� �- z',.a2__--- ' • : / \__ \
A i %r � ♦• ''�\ h •• . �• ',88°01'1 -
iii
A 1 .. : I \\ L z III I d. Y 70.0796 4r•�/ �, ♦•■•� Ste,'%/ \ \ _ ■• a.: 3•
-
. ■-- I sl1 ■ r / 3 a•♦•• ..�����- \ . ♦ g3,\ 15R 3.69'
P �; +=� ros .e : 1 ■ 1 / '� = /� � `e 12 Aa : Q o Pr 0yo00001 EIP 1"
�1 \ �__ .6, • ■ -, 1 t'o t\!, • / l 1 fi • \26a. \ i _ - • • \ fik\' _S: ■ ■g,l I ■ 1. 3' : / ■♦� • • \\ rPv.�>��� i�• �.•� laI9,�'/$t�1 r--O�l�c Imo. � /�� �- a♦- 1A - ,A•� ■ A � : / t >r-1- ■ ■ I -Ac •363.z • I �� • ten, 3s. • • 069 SF \ \ ■ 1 / / /
\ 1 ■ ■ 1 %\ ' _ > i •a� X \\•• \A!
••. ` .28 A �` �9g? 11 71 b III / / / \
1 ■ ■ nunsice j ,. ..�'.. a v w 1' \ : , ■ / / /
I : �I a9r nrr' • V '
/�i SF/ , l
/ _ hF6S.]•. ■..� ��- �� Ahli I 13.E l X,•1• \'V AV ♦ z _ cI�D3g1 SFl lmi•: � v I 4 A¢/
II
1-_ ■ � ' .. ■ \18=A7SF1m� \o\ \ IG� 62- • III•' III _- NT_ n' �o+6 na. _' •en•�s■■ ■1 �' ■ z a.,20 Aa 11 ■' ■ f 1 `1�SEM —i-
• 9_� ,00�=. ••►s_n■ •\"1
120I �� 26A\c� � \ L . � �g __ �.� � ",111 � :��� ♦•■■■■•■•••■••� I
1 9,017 SFII '�; \ z \ ♦•i \ I 0.25 = 1 - _ - _ _
sos v� 1 ■ I o.2'16Ac0 v zsz:6o V A A �r v 110 �F i il�IL,...--
'��Sil I 1 1
Eili
104
i 53-I c. I I' / i I 84-�1 , I '�S SFI h ■ � \------- 4 v v A,O� v ... Y \ 2b3<aa I 1 I . ■ I / o ,r,
19 I ■ s l 1 2 ti- 284122 Ac. \ `IV A v\ ' v 7 zsysa 128 , i i �`3 1 I j />_" /,
I I _ 39874 ■ ■ 1 8,��`�J SFI l 'I"1 1 I ■ 266.zd•_"--, ` 'C \ \� k \. \V I p> SF1 i I i
■ ■.1 020 Ac I -�--- +- •� 1 V A A I 'r- \.�o R I I i l iJ 1 /
�s _ ■ Y I i�'r 8 6 8 1 1 6,21 SF \ z .oa\263.59 A A�` 0 A I• I 1 .� 0.4.1 •1 1 I /1 l /
i I I i i 1 266 2 A
�- ■o. 0 2 1 I AIa�.°37�,4`evv I \ \ \ ve . zsa.6o�/ ♦ 255.52.410100 1 �. / '4 N ■ a05o 1 C" 0 Ac. A I V IVA V / ►' 'oo. ' 'llI,fi� 1/ 11 r / /I ■ , '� '(- 1I ■ 1 I � Yx13, \ \ / l�r� °' - \■ . 1 IIV 1 i/1 I 1 ', 1 SFI _L v A \ 21,857\SF1 1/ z � 1 / ��/�. I �/ I I / / /�/.316 A� ■ ■ ^85_ I�6i I r- .: r I A,�lI1 I -I 1 I 1 1 -I- i F- v , I I A 0.5(Y A A /� rr / )27 /ti . , I T/ I 'Y / 165
g,/$�® , 10.79 Ac. 1 s 1 v h / / ♦ 1 154 ,,',,,A',,,,,,
_ 26..9• ■ ■o l \ I , � I ■ o V I \ \' \ ffiSs���'F ♦I/ // I �
\� s / • ��� .o.lf o79 Ac. ■ +1 ■� 2608-.--- �� v Ivv / v 1 ♦ '`/\ igi ■ ■ / � ■ 1■ \1•"" � \ r z5].3fi 0.20 AA/ • ♦ I .,:•®95 // / �/
\\ ■ � I , 1__--z66o6 � � 1_ - vv N. v 1 A v A /{ ]' /I♦♦ „ 1♦ V 1 ,r // / ���/ 2.9-
_GBL-f*--Nktallill� -i � � /269 e3•_ ,, 1 0��°�Q \.- _72�7�'F�\ \ z \,
1 I /I H /��>o>� / �♦• / ♦ y,� 1 / � • �o�-_
b
� � ��e�.1: ■ ■� I � 1 \ � 6��- T02--7-V �i �♦♦pV \ ,••••••1/4.7\ J�-_1 d z / 7 r♦• •1♦ .,, V � / /� zs0.9 r���� • i1 86 V , ' I . &5ID4SF \ V •i ,7, v v �X/ / 126 ♦• ♦♦ \ /// 764 •'k\N
■ ■.. 8°117104.gF , 1 ♦� - •_ . I 1 ♦ 1+� r
_ 1• ■o l I 023 Ac A • ♦ vAv / I v 1 / 9; .$ V ♦ • v 1,55 h /--i,�l 1\0.19 Ac ,'.•, \ A -a ♦i \ \/ \ ,1ss ,., r♦. g�`1�1 \ /� se�sa 1 � - 0.22�c. l A T �� 02.� �
\�� �� v A _ n♦�� /28
III
1 \ h \ � 1 I -___ / ♦ \ zv 2\ \2 7 � I � �� \ / �/fri......
-36.u1 <,
w I I 270.6: I ,i - �w , v,• _ \ \\ 0.19 Nc. il I a.a], i, ,� i ®- - Y� zss�cai// y
/"'I�'Ac.l I ■ I 1 87 I ,g° /I 101 / \ ♦• .\ \�\ \ I 945'190r \ . i / :, \ / �i
IB,�db1 '�'' 1/ 73, 71�g�F v/lv ♦ y� II IIO.P7 A2. ......... i v�125 #11 ; v v 156 I vv /'/i /163,/ ��•
■ ��1 •/ , 11\ 1 i,.l 110.19 c I l� I 0.30 Ac. /2 3 vv I ♦♦'� - •M 1 . vI 71'"93F l � V 4" Slr / 12'7 581 / e♦
1\ 1110- ■
�r ♦ - 0.26?�c. I tariff; \ O.I28 Ac. / l •
\ \ / �a" - � : :: I IA �B I I,..' // / 270.9.p1-_'�°I� ...........................; '��� - /'���;�_��Ls A
so \ \ ��'t ■ I 8,,?db 653E I / / / / / ''1 a0 , V A / / / : .���
A AV A 1•�V I { , / / 100 / / / V� 1` has., ♦♦••■■♦u. ao°5v 1 1 7 /16 / ➢
\ V L-' �\111 It69.0' I t\ .o.11 1 0.19 Ac. IV , �� I// , Y9,073 SF/ / 1 I V •pp o•••i��'�za or ,'�a+oo a. v .. L. F / 1 7�,�2 / /I a �s�
♦ r ■ 1 I -/- • .•44 Ac gg 1 / L -t-- ssssss�+•n.0 \/' ■ \ Qpg\Aa • Q29 A,i / I • 1 r�s
\ _ I ■ ■ II -r- _ � , IV / Y 1 ( \� V - _ \ - - •v■♦■♦ A, 1 \ 1I / / 1/ / I/ ♦it t i11
\ \ 4i
I,�■ ,o1_- , , 1 / ^/ 1 093 SF• /1 . l \ \ -.5a - _ ♦ ; •s e3-- A 1 / _ / /w1 : •\ 1 Iwl■ ; z+.3-_ , I \ / / , , a/1 8 a\I \ 84 . , 13S (- 'o4 ' 1, ,
- 4110
'4i ■ I 1 f / / 0.30 Ac. / , It ?' ,7V \97 : 'I• _�1 5 _ - , .7.� rot
I ,
V AI ■ 8, , �, A �.22��z1$F 4. 1 1 16f I- ■ 11 1 , ! - IV02�sxz. 11 tit? AA11� / / / / ■1 0.19 Ac. .19Ac.\ h ;_ „,,
_ tAII42 `` , ■IIII j 1 sy ,r �•� _ .: . : 1�. \I I N t cl I; /00 T,1 11•.II1 i Iit
, ;
7 SFI 1.3 '8 ISF 16,�0q /3 11 i --Y- - - III \ Y= —�_ �� ■ ` / I l ` • ■
e •'�3. 0:�'sB°' �°7" 6A ' III a ;: LF 4 ,� _i--_ r- _ r--,_,,_
: A ..I .. yl/l I - _, % 1' _Al I i
J I I , :, '. i"1 /I /90 )( .,,/ 1 1 j -I 2 7 1 2 .8 I' 1,1�\ \ rill �w � 1 1 tl �vll -.
I .. le ) 1 9,' S7i�' I �°- R� Qs2s s o1A 8,9 s IA of A 2 12 I 1 1 ' 1 I l ° ` l • r
iiim __-- ■•� 0 I I/0.22 Ac I 0.23/Ac. 0.20 Ac.\I �' S 1207 , l - I 11'9 I l 1 1 1 l V. -' �'14 `► i 2]22� ■ 0.20\Ac. I �I e1,� I,,../ , ■ -� A Iz]..A2 �2F71. a IV 14,y 1.l
605-v �! iL. --..1.-7--...---...g
/ .63s '�' k nI .32 dI / 11 ■I�- 1 r2/ __-� A _\ , lA _1_ I .00!.o`pl / 0/32/A7 , •r��oimmimmimmes,
- ■■u't ,u� �� escr Ammwimmw, - = I. ���'„ I W1r.•� MI,MI - I I� 3 •
41
EE
0zs' ram- zo+ob _ d , lLAILW- 0_ n••.2■or■, E,:1 .■■■
2 T .• . l t-
�]]99
269. 3 ,, I / 1 \ \ .\ \ \ \ 1 / I - -' r�r�.il, 5i�-T .�' /
/2'70.03 Q7265 11 V A V A \ I 1 •1' v --- Mrdl / •,F - l-T-
39 I z�"�k 38 l Y 275,95 \ 278 �79.351 A \ 8 41 vv I 1 1 1 1 2.7. 1 1 II\
.a.ra 7--- /--4- / ir_-,
1 ,4351SF I / 37 - 36 A AV9 1 I I 2,. A 1 1 v 1- 1I I 1l1 11 II v / .,.a1 / / �I/ T -1-%-1/,41' 1 338 S' A35 \ 1 In I A 27:.4\� I I 11 I I , l\ I '° 34 I I 27:62 I I 1 / � 1/ / I
.31 AS- .. 1,315 SF 1,295\SF 1 25 S' I\= a I "I 1 ./ 2r / I l I 61 \ 6 / I� / I 4 III 1 II
Q26 Ac. \ 11, 55 6I -1 I S / / /
0.26 Ac. b, 6 As. I \ I 7,2 _' I -I � 2 5 S' / / / I/ � 11 \26�.94 /I 288.93/ Q'➢4 I
1�26\Ac 0.86 Ac.l I� I � 171• S' I / / / I '8 / 26b.a,. 1 I I 2,
�� z6aea- 4
- v V A �� v I TS 16' 1 / 11ki;A-' // / 27/ T y8 -
\ 1 I p 0.25 Ac. 02: Acl / - 7170 SF / l 1l,,6•
11,11y5 SF IT 1 2.815'f• • 174
���_ - ---_ -�,� _�_L � Irz:.6y1 - 1 vim_ V I / 6�2. �r ,. / / IN ••'C'�' •�! -Q2" A_c/ 0. 'S Aa/ I I l /,
\ 4� , slim,-. n (o / 2 Ac 0
•- -- A A ve] '' - I / 1v-� / / Ill 1 I I 11 ,1/
/' 2-1 \ / / - -1- -I I`
849.99' \ v v11,1 �a.9' /
v v N88°10'54"W P TOP 441.71'^ •
\ \ \ EIP
N88°09'10"W 1.
I
I N/F
N/F STEVEN RAY I N/F
' .eu•\A 1 Au A A _

.—
,. 4.
0,1 „",W00'0NIa33N10N3SN001/MMM
9618-6SV(ZSZ) 3N0Hd 9S8LZ 0 N '311IAHSVN l " .. V, 2 8011 xoe 0'd 133815 N010NIHSVM 15V3 log dNI70l►d9 H.LUON `idOH JNdS ��v�p d u o J DN12133NIDN3 ,a,„ a =,W, RE
p_
zu NNo►sIA►a8ns 3oa►a s,Nosaae 01
zo
''/'04,,,ii 01001s ••0 = :
ilimme
N�E 580.03'41'W
BISSETT INVESTMENTS LLC EIP 1"
PIN: 286000284723
D.B. 3000, PG. 168 SO°16'52"W
23.85' (tie)
1' P TOP
\ \ EIP
429' �7, A V A
�{-2g.__`---, 1 I
° a
tie EIP 1" �r.•°Q13'/48 E , I I
24' 80 1- ," I TN 368. 1N V
i t vv Is V
112
/ I � 11 \\ \V 1„71 w\\ vv \
5'22"E I 00 I 1 1 v II ,, v , v
N/E CA1 I I I V 1 I v\W _---- v\ v -u
ROBERT CLARK N i I I v 1 I �I ��, ,, . _ __ A 0 r w �"
PIN: 286000260736 )
_ n1 i K _-s �� Q
D.B. 1324, PG. 520 �1v I I I vI I ) /A;,w -� 67 \ v vC -
66
I 151,355 SFV I I /` .,91-'48 SF\ \V v 0
v H \ ) A\ v A \I \IA \vA �V,i,V I / S-45 V y;;w
\V A I vv (6-85 \ \V', w \\ 1 1
�- I A\ \V 11 v / I� I I \\ \4 w r�L�
Tv�yv vv I yr'
•
•
♦• A A /I / ( 1 / / tl \ V A A\ 1\
♦• \ \ h 64 O4F7 ((:,/, / % S 44 I 1 1 ,},, \ 1 \
♦ V AVAI 1 i
1 i 1 9^ 1 A l
♦ V A A .� 1 •hr /k 1345' - 1 A 1 i
• A IV A V A V� I •••ma � l 10�1 Ae. ! 1
•
1p I 1 ,
♦•
• \\ 11; fitV A III V 1 1 / /_ -A- � I
SANDRANBREED�OVE 6� 4 v I / / �V ���
65
Y61.3 1 / J �L _
m 11 4
_©— PIN: 286000163 02 \ \0:\?0� F \ 11 ■ 69 I
1 S 4 . 2
D.B. 2007, PG •
807 SF i
\--1-\- -\-�� til y48\4s, I II
I l l 6,4 1 '\',."'81 S-42 125L.6: �L z ♦ 11�"�. �I , o I If .10 -II I
Z n ; c_, 1 012 I4 I I ..1 1 70 I I\ Il
GI 0 ♦ 6 _ I I I I p 1 ,�568 SF7- v
'�/ Y I !47AcI /
CA GI
1'i
N Z 612 I I / )01 1, -4 _ _ ��6sse• I ,- I
03I1I i N E
' I 012 A1cl I / 1 1 �7 CLARK H. MILLS
z 1 N 1 Az SF PIN: 286000361475
1 II IJ-0+-1J- 1 P se.-1 Ao;a\Ac.1I D.B. 2053, PG. 39
i T ■ i Dr-
II ;IG• .040" _I /I i P.B. 31, PG. 69
i ;lI, i 1 I 1 1 1 j 11 Il�ill •I ■ L- : \1`,z'I _
1 jll I 1 161 I 1 I m■ ■ \ _ � 1-
1 I A 7.,,g8�67 1 1 I IIN■ _\ 0-P l- `j
1 'll Id13b bcl 11 11 1 II ■ T 1 \ .\
7: ilk5F
i I vI 11 1 -A- t , v 2.r_ I 0.„
1 CO 2r9, 1 1\ ■ 1 • \ 1 11 \ -�
0011‘
1 �4,$2i'CE94. v1 1v i \ �'� 1
I '263:4\_ __3,_,0,,,,,,,,1-'-'-' )tA it 4/11010100101,c7\-- _--\---\II ,.
TO 3
1 ,
1 J I ,p5o \fit\\'6 J \ \\ \ ,'I
SANDRA LANGLE` 1 % °
T o.n 58 1 1\/•♦ I • Y J�' 1 y s
PIN: 28600015567yF 5F v ) 4 il♦Iv z6tsri v 751 i
D.B. 1057, PG. 429jilt A 0.21 Ayl .'\v •• 1, v I I {,0.. SF
--I — 61 'I .14 vI a) v
r
�I_STGRMWATE' \\/ \ 3 N
/ W 1� W€fi�OND 57 /v v - �' I• i s.`v N64°47 7_'E
/' d- ::= A0.21 Ac. /,' A. 71,/s% -F I I I I I / �0'
y
/ /
______:__:_ i
65
z I ���„ till N27°48'52"E
G e v
•
1 1117,11--..11 ,...:A....3\ ,,,1 ——‘—_,.....—t,,,e2\ i_A,.., ....00,,, OV, .41,N\I_C` X\eu _— __
/ 1 � L 6�� EI♦eA•t / / I 53.00' vv.
/� JAMES P. LONG � _= ♦�•� ♦y �Ub
/ SHEILA M. LONG Sb`�ARP M �TREBA4 BL3F€€ r `\!\% .1TtP
�O �p S2H PAMR�A: �g� f i
PIN: 286000157207 R- �� • -
16
D.B. 2686, PG. 290 w o -a - w , .Oi w _w � wIV 1, -/ ' _ ���■�
w w
w 'w w 11`w w A BL FFE ,—
EIP 1" 300.89' N87 i— 81 106'40" AK w - `,/i \\ V \\
�� / /' - 1 \
„5r,- • \ r 8,,'� s >b 8 03�1 B
-I _ I 1 I 1
-I _ _ C IT 2.21 Ac. 1 ' 1 172,Ac. I 1 0.18 Ac 6
. _ 1. -
/ = 1l !Ili1.. �6, SOR_21 W''R: 'OFF :OC425z66V .'8
-mtaissom
8.•// /ME. i 61.5' :00' \ "
I I / .
— z.. / Q, � S956I
' 11 'irriffermrm.. :, .. pik-7.--_7 -----a.---. .......•: 80:.:-.. ..*,---.11\ :11,- • ite._--,- ,,,..
:_L, _,, ,,,,T,
_ _
1, 0..2 Ac// IIM r�l
,,, __ __1,
1 ' \,78 �I �710 1 1 15. 1
y'I 2�$ 91 Sri
N I 1 lit 0.24 Ac. 11 .�11 h\ \t _ 0, c. I
101
256.62 ll I 105 as .6 I l 25520
l 0.2'3 4/C / fl+ I u I 1-�
j.
II
1 ,ve NI
� 18#7 FI •,�i. 020 Ac.ti Io 19,1 SF'11-' r 1
c:ac_ . i _ _ _ _ r I ■ ..I,.16---:-.;"--:-------- -.60A\L I I__ i,
f3124/Aq � P r1-� 6i.2o_' ‘1,rvc i '1' : I 000.0.��/ // , :m1 . ,jr2g_t7SFl ■ 1t1 �S
Ilm•fill*Illeal°1111"1114. I .1,:r 87` 85 I" 0.20 7(c5 k i , 7

Swale Calculation Summary Rational Method
Q=CIA
1= 6.64 in/hr (10 year storm,5 min ToC)
Geometry
Swale# Depth(ft) Sideslopes(H:1) Slope Drainage Area(Acres) BUA(ac) Pervious C Q Vallow Vactual Flow depth
5-1 0.5 15 1.5% 0.21 0.07 0.14 0.58 0.81 4.50 1.12 0.22
S-2 1 4 1.5% 0.31 0.07 0.24 0.52 1.08 4.50 1.69 0.40
S-3 1 4 5.0% 0.24 0.07 0.17 0.56 0.89 4.50 2.47 0.30
S-4 1 15 1.5% 0.21 0.07 0.14 0.58 0.81 4.50 1.12 0.22
S-5 1 15 1.5% 0.21 0.07 0.14 0.58 0.81 4.50 1.12 0.22
S-6 1 10 5.0% 0.19 0.07 0.12 0.60 0.76 4.50 1.90 0.20
S-7 1 6 1.5% 0.31 0.10 0.21 0.58 1.19 4.50 1.53 0.36
S-8 1 15 1.5% 0.15 0.07 0.08 0.66 0.65 4.50 1.08 0.20
S-9 1 10 2.5% 0.15 0.07 0.08 0.66 0.65 4.50 1.47 0.21
S-10 1 15 1.5% 0.16 0.07 0.09 0.64 0.68 4.50 1.03 0.21
S-11 1 15 2.0% 0.15 0.07 0.08 0.66 0.65 4.50 1.22 0.19
S-12 1 15 4.0% 0.15 0.07 0.08 0.66 0.65 4.50 1.52 0.17
5-13 1 10 5.0% 0.15 0.07 0.08 0.66 0.65 4.50 1.69 0.16
S-14 1 10 1.5% 0.15 0.07 0.08 0.66 0.65 4.50 1.13 0.24
5-15 1 10 1.5% 0.16 0.07 0.09 0.64 0.68 4.50 1.18 0.24
S-16 1 10 1.5% 0.17 0.07 0.10 0.63 0.71 4.50 1.23 0.24
5-17 1 10 1.5% 0.15 0.07 0.08 0.66 0.65 4.50 1.13 0.24
S-18 1 10 1.5% 0.15 0.07 0.08 0.66 0.65 4.50 1.13 0.24
5-19 1 10 1.5% 0.13 0.07 0.06 0.70 0.60 4.50 1.13 0.23
S-20 1 15 1.5% 0.10 0.07 0.03 0.79 0.52 4.50 0.96 0.19
5-21 1 15 1.5% 0.09 0.07 0.02 0.83 0.49 4.50 1.01 0.18
S-22 1 15 3.3% 0.10 0.07 0.03 0.79 0.52 4.50 1.35 0.16
S-23 1 15 5.0% 0.11 0.07 0.04 0.75 0.55 4.50 1.63 0.15
S-24 1 15 1.5% 0.17 0.07 0.10 0.63 0.71 4.50 1.07 0.21
S-25 1 15 1.5% 0.15 0.07 0.08 0.66 0.65 4.50 1.08 0.20
S-26 1 10 5.0% 0.12 0.07 0.05 0.72 0.57 4.50 1.76 0.18
S-27 1 15 1.5% 0.12 0.07 0.05 0.72 0.57 4.50 0.66 0.24
S-28 1 15 1.5% 0.13 0.07 0.06 0.70 0.60 4.50 1.00 0.20
S-29 1 15 1.5% 0.16 0.07 0.09 0.64 0.68 4.50 1.07 0.20
S-30 1 15 1.5% 0.22 0.07 0.15 0.58 0.84 4.50 1.16 0.84
5-31 1 15 1.5% 0.18 0.07 0.11 0.61 0.73 4.50 1.10 0.21
S-32 1 15 1.5% 0.13 0.07 0.06 0.70 0.60 4.50 1.00 0.20
S-33 1 3 1.5% 0.15 0.07 0.08 0.66 0.65 4.50 1.58 0.37
S-34 1 10 1.5% 0.17 0.07 0.10 0.63 0.71 4.50 1.23 0.24
S-35 1 10 1.5% 0.17 0.07 0.10 0.63 0.71 4.50 1.23 0.24
S-36 1 10 1.5% 0.17 0.07 0.10 0.63 0.71 4.50 1.23 0.24
S-37 1 10 1.5% 0.17 0.07 0.10 0.63 0.71 4.50 1.23 0.24
S-38 1 10 1.5% 0.18 0.07 0.11 0.61 0.73 4.50 1.17 0.25
S-39 1 10 1.5% 0.16 0.07 0.09 0.64 0.68 4.50 1.18 0.24
S-40 1 10 1.5% 0.17 0.07 0.10 0.63 0.71 4.50 1.23 0.24
5-41 1 10 1.5% 0.17 0.07 0.10 0.63 0.71 4.50 1.23 0.24
S-42 1 10 1.5% 0.17 0.07 0.10 0.63 0.71 4.50 1.23 0.24
S-43 1 10 1.5% 0.17 0.07 0.10 0.63 0.71 4.50 1.23 0.24
S-44 1 10 1.5% 0.16 0.07 0.09 0.64 0.68 4.50 1.18 0.24
S-45 1 10 1.5% 0.21 0.07 0.14 0.58 0.81 4.50 1.20 0.26
S-46 1 10 1.5% 0.08 0.00 0.08 0.40 0.21 4.50 0.82 0.16

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-1
Triangular Highlighted
Side Slopes (z:1) = 15.00, 15.00 Depth (ft) = 0.22
Total Depth (ft) = 1.00 Q (cfs) = 0.810
Area (sqft) = 0.73
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.12
Slope (%) = 1.50 Wetted Perim (ft) = 6.61
N-Value = 0.035 Crit Depth, Yc (ft) = 0.18
Top Width (ft) = 6.60
Calculations EGL (ft) = 0.24
Compute by: Known Q
Known Q (cfs) = 0.81
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 5 10 15 20 25 30 35 40
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-2
Triangular Highlighted
Side Slopes (z:1) = 4.00, 4.00 Depth (ft) = 0.40
Total Depth (ft) = 1.00 Q (cfs) = 1.080
Area (sqft) = 0.64
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.69
Slope (%) = 1.50 Wetted Perim (ft) = 3.30
N-Value = 0.035 Crit Depth, Yc (ft) = 0.34
Top Width (ft) = 3.20
Calculations EGL (ft) = 0.44
Compute by: Known Q
Known Q (cfs) = 1.08
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 v 0.50
100.00 0.00
99.50 -0.50
0 1 2 3 4 5 6 7 8 9 10
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-3
Triangular Highlighted
Side Slopes (z:1) = 4.00, 4.00 Depth (ft) = 0.30
Total Depth (ft) = 1.00 Q (cfs) = 0.890
Area (sqft) = 0.36
Invert Elev (ft) = 100.00 Velocity (ft/s) = 2.47
Slope (%) = 5.00 Wetted Perim (ft) = 2.47
N-Value = 0.035 Crit Depth, Yc (ft) = 0.32
Top Width (ft) = 2.40
Calculations EGL (ft) = 0.40
Compute by: Known Q
Known Q (cfs) = 0.89
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 1 2 3 4 5 6 7 8 9 10
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-4
Triangular Highlighted
Side Slopes (z:1) = 15.00, 15.00 Depth (ft) = 0.22
Total Depth (ft) = 1.00 Q (cfs) = 0.810
Area (sqft) = 0.73
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.12
Slope (%) = 1.50 Wetted Perim (ft) = 6.61
N-Value = 0.035 Crit Depth, Yc (ft) = 0.18
Top Width (ft) = 6.60
Calculations EGL (ft) = 0.24
Compute by: Known Q
Known Q (cfs) = 0.81
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 5 10 15 20 25 30 35 40
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-5
Triangular Highlighted
Side Slopes (z:1) = 15.00, 15.00 Depth (ft) = 0.22
Total Depth (ft) = 1.00 Q (cfs) = 0.810
Area (sqft) = 0.73
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.12
Slope (%) = 1.50 Wetted Perim (ft) = 6.61
N-Value = 0.035 Crit Depth, Yc (ft) = 0.18
Top Width (ft) = 6.60
Calculations EGL (ft) = 0.24
Compute by: Known Q
Known Q (cfs) = 0.81
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 5 10 15 20 25 30 35 40
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-6
Triangular Highlighted
Side Slopes (z:1) = 10.00, 10.00 Depth (ft) = 0.20
Total Depth (ft) = 1.00 Q (cfs) = 0.760
Area (sqft) = 0.40
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.90
Slope (%) = 5.00 Wetted Perim (ft) = 4.02
N-Value = 0.035 Crit Depth, Yc (ft) = 0.21
Top Width (ft) = 4.00
Calculations EGL (ft) = 0.26
Compute by: Known Q
Known Q (cfs) = 0.76
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-7
Triangular Highlighted
Side Slopes (z:1) = 6.00, 6.00 Depth (ft) = 0.36
Total Depth (ft) = 1.00 Q (cfs) = 1.190
Area (sqft) = 0.78
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.53
Slope (%) = 1.50 Wetted Perim (ft) = 4.38
N-Value = 0.035 Crit Depth, Yc (ft) = 0.31
Top Width (ft) = 4.32
Calculations EGL (ft) = 0.40
Compute by: Known Q
Known Q (cfs) = 1.19
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
0
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-8
Triangular Highlighted
Side Slopes (z:1) = 15.00, 15.00 Depth (ft) = 0.20
Total Depth (ft) = 1.00 Q (cfs) = 0.650
Area (sqft) = 0.60
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.08
Slope (%) = 1.50 Wetted Perim (ft) = 6.01
N-Value = 0.035 Crit Depth, Yc (ft) = 0.17
Top Width (ft) = 6.00
Calculations EGL (ft) = 0.22
Compute by: Known Q
Known Q (cfs) = 0.65
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 5 10 15 20 25 30 35 40
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-9
Triangular Highlighted
Side Slopes (z:1) = 10.00, 10.00 Depth (ft) = 0.21
Total Depth (ft) = 1.00 Q (cfs) = 0.650
Area (sqft) = 0.44
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.47
Slope (%) = 2.50 Wetted Perim (ft) = 4.22
N-Value = 0.035 Crit Depth, Yc (ft) = 0.20
Top Width (ft) = 4.20
Calculations EGL (ft) = 0.24
Compute by: Known Q
Known Q (cfs) = 0.65
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-10
Triangular Highlighted
Side Slopes (z:1) = 15.00, 15.00 Depth (ft) = 0.21
Total Depth (ft) = 1.00 Q (cfs) = 0.680
Area (sqft) = 0.66
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.03
Slope (%) = 1.50 Wetted Perim (ft) = 6.31
N-Value = 0.035 Crit Depth, Yc (ft) = 0.17
Top Width (ft) = 6.30
Calculations EGL (ft) = 0.23
Compute by: Known Q
Known Q (cfs) = 0.68
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 5 10 15 20 25 30 35 40
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-11
Triangular Highlighted
Side Slopes (z:1) = 15.00, 15.00 Depth (ft) = 0.19
Total Depth (ft) = 1.00 Q (cfs) = 0.660
Area (sqft) = 0.54
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.22
Slope (%) = 2.00 Wetted Perim (ft) = 5.71
N-Value = 0.035 Crit Depth, Yc (ft) = 0.17
Top Width (ft) = 5.70
Calculations EGL (ft) = 0.21
Compute by: Known Q
Known Q (cfs) = 0.66
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 5 10 15 20 25 30 35 40
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-12
Triangular Highlighted
Side Slopes (z:1) = 15.00, 15.00 Depth (ft) = 0.17
Total Depth (ft) = 1.00 Q (cfs) = 0.660
Area (sqft) = 0.43
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.52
Slope (%) = 4.00 Wetted Perim (ft) = 5.11
N-Value = 0.035 Crit Depth, Yc (ft) = 0.17
Top Width (ft) = 5.10
Calculations EGL (ft) = 0.21
Compute by: Known Q
Known Q (cfs) = 0.66
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 5 10 15 20 25 30 35 40
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-13
Triangular Highlighted
Side Slopes (z:1) = 15.00, 15.00 Depth (ft) = 0.16
Total Depth (ft) = 1.00 Q (cfs) = 0.650
Area (sqft) = 0.38
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.69
Slope (%) = 5.00 Wetted Perim (ft) = 4.81
N-Value = 0.035 Crit Depth, Yc (ft) = 0.17
Top Width (ft) = 4.80
Calculations EGL (ft) = 0.20
Compute by: Known Q
Known Q (cfs) = 0.65
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
•
•
•
•
101.00 1.00
•
•
•
•
•
•
•
100.50 •
•
0.50
•
•
•
•
100.00 •
0.00
99.50 -0.50
0 5 10 15 20 25 30 35 40
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-14
Triangular Highlighted
Side Slopes (z:1) = 10.00, 10.00 Depth (ft) = 0.24
Total Depth (ft) = 1.00 Q (cfs) = 0.650
Area (sqft) = 0.58
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.13
Slope (%) = 1.50 Wetted Perim (ft) = 4.82
N-Value = 0.035 Crit Depth, Yc (ft) = 0.20
Top Width (ft) = 4.80
Calculations EGL (ft) = 0.26
Compute by: Known Q
Known Q (cfs) = 0.65
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-15
Triangular Highlighted
Side Slopes (z:1) = 10.00, 10.00 Depth (ft) = 0.24
Total Depth (ft) = 1.00 Q (cfs) = 0.680
Area (sqft) = 0.58
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.18
Slope (%) = 1.50 Wetted Perim (ft) = 4.82
N-Value = 0.035 Crit Depth, Yc (ft) = 0.20
Top Width (ft) = 4.80
Calculations EGL (ft) = 0.26
Compute by: Known Q
Known Q (cfs) = 0.68
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-16
Triangular Highlighted
Side Slopes (z:1) = 10.00, 10.00 Depth (ft) = 0.24
Total Depth (ft) = 1.00 Q (cfs) = 0.710
Area (sqft) = 0.58
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.23
Slope (%) = 1.50 Wetted Perim (ft) = 4.82
N-Value = 0.035 Crit Depth, Yc (ft) = 0.20
Top Width (ft) = 4.80
Calculations EGL (ft) = 0.26
Compute by: Known Q
Known Q (cfs) = 0.71
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-17
Triangular Highlighted
Side Slopes (z:1) = 10.00, 10.00 Depth (ft) = 0.24
Total Depth (ft) = 1.00 Q (cfs) = 0.650
Area (sqft) = 0.58
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.13
Slope (%) = 1.50 Wetted Perim (ft) = 4.82
N-Value = 0.035 Crit Depth, Yc (ft) = 0.20
Top Width (ft) = 4.80
Calculations EGL (ft) = 0.26
Compute by: Known Q
Known Q (cfs) = 0.65
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-18
Triangular Highlighted
Side Slopes (z:1) = 10.00, 10.00 Depth (ft) = 0.24
Total Depth (ft) = 1.00 Q (cfs) = 0.650
Area (sqft) = 0.58
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.13
Slope (%) = 1.50 Wetted Perim (ft) = 4.82
N-Value = 0.035 Crit Depth, Yc (ft) = 0.20
Top Width (ft) = 4.80
Calculations EGL (ft) = 0.26
Compute by: Known Q
Known Q (cfs) = 0.65
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-19
Triangular Highlighted
Side Slopes (z:1) = 10.00, 10.00 Depth (ft) = 0.23
Total Depth (ft) = 1.00 Q (cfs) = 0.600
Area (sqft) = 0.53
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.13
Slope (%) = 1.50 Wetted Perim (ft) = 4.62
N-Value = 0.035 Crit Depth, Yc (ft) = 0.19
Top Width (ft) = 4.60
Calculations EGL (ft) = 0.25
Compute by: Known Q
Known Q (cfs) = 0.60
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
0
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-20
Triangular Highlighted
Side Slopes (z:1) = 15.00, 15.00 Depth (ft) = 0.19
Total Depth (ft) = 1.00 Q (cfs) = 0.520
Area (sqft) = 0.54
Invert Elev (ft) = 100.00 Velocity (ft/s) = 0.96
Slope (%) = 1.50 Wetted Perim (ft) = 5.71
N-Value = 0.035 Crit Depth, Yc (ft) = 0.15
Top Width (ft) = 5.70
Calculations EGL (ft) = 0.20
Compute by: Known Q
Known Q (cfs) = 0.52
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 5 10 15 20 25 30 35 40
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-21
Triangular Highlighted
Side Slopes (z:1) = 15.00, 15.00 Depth (ft) = 0.18
Total Depth (ft) = 1.00 Q (cfs) = 0.490
Area (sqft) = 0.49
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.01
Slope (%) = 1.50 Wetted Perim (ft) = 5.41
N-Value = 0.035 Crit Depth, Yc (ft) = 0.15
Top Width (ft) = 5.40
Calculations EGL (ft) = 0.20
Compute by: Known Q
Known Q (cfs) = 0.49
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
0
100.00 0.00
99.50 -0.50
0 5 10 15 20 25 30 35 40
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-22
Triangular Highlighted
Side Slopes (z:1) = 15.00, 15.00 Depth (ft) = 0.16
Total Depth (ft) = 1.00 Q (cfs) = 0.520
Area (sqft) = 0.38
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.35
Slope (%) = 3.33 Wetted Perim (ft) = 4.81
N-Value = 0.035 Crit Depth, Yc (ft) = 0.15
Top Width (ft) = 4.80
Calculations EGL (ft) = 0.19
Compute by: Known Q
Known Q (cfs) = 0.52
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
•
•
•
•
101.00 1.00
•
•
•
•
•
•
•
100.50 •
•
0.50
•
•
•
•
100.00 •
0.00
99.50 -0.50
0 5 10 15 20 25 30 35 40
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-23
Triangular Highlighted
Side Slopes (z:1) = 15.00, 15.00 Depth (ft) = 0.15
Total Depth (ft) = 1.00 Q (cfs) = 0.550
Area (sqft) = 0.34
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.63
Slope (%) = 5.00 Wetted Perim (ft) = 4.51
N-Value = 0.035 Crit Depth, Yc (ft) = 0.16
Top Width (ft) = 4.50
Calculations EGL (ft) = 0.19
Compute by: Known Q
Known Q (cfs) = 0.55
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
•
•
•
•
101.00 1.00
•
•
•
•
•
•
•
•
100.50 •
•
0.50
•
•
•
•
v •
100.00 •
0.00
99.50 -0.50
0 5 10 15 20 25 30 35 40
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-24
Triangular Highlighted
Side Slopes (z:1) = 15.00, 15.00 Depth (ft) = 0.21
Total Depth (ft) = 1.00 Q (cfs) = 0.710
Area (sqft) = 0.66
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.07
Slope (%) = 1.50 Wetted Perim (ft) = 6.31
N-Value = 0.035 Crit Depth, Yc (ft) = 0.17
Top Width (ft) = 6.30
Calculations EGL (ft) = 0.23
Compute by: Known Q
Known Q (cfs) = 0.71
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 5 10 15 20 25 30 35 40
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-25
Triangular Highlighted
Side Slopes (z:1) = 15.00, 15.00 Depth (ft) = 0.20
Total Depth (ft) = 1.00 Q (cfs) = 0.650
Area (sqft) = 0.60
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.08
Slope (%) = 1.50 Wetted Perim (ft) = 6.01
N-Value = 0.035 Crit Depth, Yc (ft) = 0.17
Top Width (ft) = 6.00
Calculations EGL (ft) = 0.22
Compute by: Known Q
Known Q (cfs) = 0.65
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 5 10 15 20 25 30 35 40
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-26
Triangular Highlighted
Side Slopes (z:1) = 10.00, 10.00 Depth (ft) = 0.18
Total Depth (ft) = 1.00 Q (cfs) = 0.570
Area (sqft) = 0.32
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.76
Slope (%) = 5.00 Wetted Perim (ft) = 3.62
N-Value = 0.035 Crit Depth, Yc (ft) = 0.19
Top Width (ft) = 3.60
Calculations EGL (ft) = 0.23
Compute by: Known Q
Known Q (cfs) = 0.57
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-27
Triangular Highlighted
Side Slopes (z:1) = 15.00, 15.00 Depth (ft) = 0.24
Total Depth (ft) = 1.00 Q (cfs) = 0.570
Area (sqft) = 0.86
Invert Elev (ft) = 100.00 Velocity (ft/s) = 0.66
Slope (%) = 0.50 Wetted Perim (ft) = 7.22
N-Value = 0.035 Crit Depth, Yc (ft) = 0.16
Top Width (ft) = 7.20
Calculations EGL (ft) = 0.25
Compute by: Known Q
Known Q (cfs) = 0.57
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 5 10 15 20 25 30 35 40
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-28
Triangular Highlighted
Side Slopes (z:1) = 15.00, 15.00 Depth (ft) = 0.20
Total Depth (ft) = 1.00 Q (cfs) = 0.600
Area (sqft) = 0.60
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.00
Slope (%) = 1.50 Wetted Perim (ft) = 6.01
N-Value = 0.035 Crit Depth, Yc (ft) = 0.16
Top Width (ft) = 6.00
Calculations EGL (ft) = 0.22
Compute by: Known Q
Known Q (cfs) = 0.60
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 5 10 15 20 25 30 35 40
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-29
Triangular Highlighted
Side Slopes (z:1) = 15.00, 15.00 Depth (ft) = 0.20
Total Depth (ft) = 1.00 Q (cfs) = 0.640
Area (sqft) = 0.60
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.07
Slope (%) = 1.50 Wetted Perim (ft) = 6.01
N-Value = 0.035 Crit Depth, Yc (ft) = 0.17
Top Width (ft) = 6.00
Calculations EGL (ft) = 0.22
Compute by: Known Q
Known Q (cfs) = 0.64
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 5 10 15 20 25 30 35 40
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-30
Triangular Highlighted
Side Slopes (z:1) = 15.00, 15.00 Depth (ft) = 0.22
Total Depth (ft) = 1.00 Q (cfs) = 0.840
Area (sqft) = 0.73
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.16
Slope (%) = 1.50 Wetted Perim (ft) = 6.61
N-Value = 0.035 Crit Depth, Yc (ft) = 0.19
Top Width (ft) = 6.60
Calculations EGL (ft) = 0.24
Compute by: Known Q
Known Q (cfs) = 0.84
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 5 10 15 20 25 30 35 40
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-31
Triangular Highlighted
Side Slopes (z:1) = 15.00, 15.00 Depth (ft) = 0.21
Total Depth (ft) = 1.00 Q (cfs) = 0.730
Area (sqft) = 0.66
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.10
Slope (%) = 1.50 Wetted Perim (ft) = 6.31
N-Value = 0.035 Crit Depth, Yc (ft) = 0.18
Top Width (ft) = 6.30
Calculations EGL (ft) = 0.23
Compute by: Known Q
Known Q (cfs) = 0.73
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 5 10 15 20 25 30 35 40
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-32
Triangular Highlighted
Side Slopes (z:1) = 15.00, 15.00 Depth (ft) = 0.20
Total Depth (ft) = 1.00 Q (cfs) = 0.600
Area (sqft) = 0.60
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.00
Slope (%) = 1.50 Wetted Perim (ft) = 6.01
N-Value = 0.035 Crit Depth, Yc (ft) = 0.16
Top Width (ft) = 6.00
Calculations EGL (ft) = 0.22
Compute by: Known Q
Known Q (cfs) = 0.60
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 5 10 15 20 25 30 35 40
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-33
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.37
Total Depth (ft) = 1.00 Q (cfs) = 0.650
Area (sqft) = 0.41
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.58
Slope (%) = 1.50 Wetted Perim (ft) = 2.34
N-Value = 0.035 Crit Depth, Yc (ft) = 0.32
Top Width (ft) = 2.22
Calculations EGL (ft) = 0.41
Compute by: Known Q
Known Q (cfs) = 0.65
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 1 2 3 4 5 6 7 8
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-34
Triangular Highlighted
Side Slopes (z:1) = 10.00, 10.00 Depth (ft) = 0.24
Total Depth (ft) = 1.00 Q (cfs) = 0.710
Area (sqft) = 0.58
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.23
Slope (%) = 1.50 Wetted Perim (ft) = 4.82
N-Value = 0.035 Crit Depth, Yc (ft) = 0.20
Top Width (ft) = 4.80
Calculations EGL (ft) = 0.26
Compute by: Known Q
Known Q (cfs) = 0.71
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 — 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-35
Triangular Highlighted
Side Slopes (z:1) = 10.00, 10.00 Depth (ft) = 0.24
Total Depth (ft) = 1.00 Q (cfs) = 0.710
Area (sqft) = 0.58
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.23
Slope (%) = 1.50 Wetted Perim (ft) = 4.82
N-Value = 0.035 Crit Depth, Yc (ft) = 0.20
Top Width (ft) = 4.80
Calculations EGL (ft) = 0.26
Compute by: Known Q
Known Q (cfs) = 0.71
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-36
Triangular Highlighted
Side Slopes (z:1) = 10.00, 10.00 Depth (ft) = 0.24
Total Depth (ft) = 1.00 Q (cfs) = 0.710
Area (sqft) = 0.58
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.23
Slope (%) = 1.50 Wetted Perim (ft) = 4.82
N-Value = 0.035 Crit Depth, Yc (ft) = 0.20
Top Width (ft) = 4.80
Calculations EGL (ft) = 0.26
Compute by: Known Q
Known Q (cfs) = 0.71
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-37
Triangular Highlighted
Side Slopes (z:1) = 10.00, 10.00 Depth (ft) = 0.24
Total Depth (ft) = 1.00 Q (cfs) = 0.710
Area (sqft) = 0.58
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.23
Slope (%) = 1.50 Wetted Perim (ft) = 4.82
N-Value = 0.035 Crit Depth, Yc (ft) = 0.20
Top Width (ft) = 4.80
Calculations EGL (ft) = 0.26
Compute by: Known Q
Known Q (cfs) = 0.71
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-38
Triangular Highlighted
Side Slopes (z:1) = 10.00, 10.00 Depth (ft) = 0.25
Total Depth (ft) = 1.00 Q (cfs) = 0.730
Area (sqft) = 0.63
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.17
Slope (%) = 1.50 Wetted Perim (ft) = 5.02
N-Value = 0.035 Crit Depth, Yc (ft) = 0.21
Top Width (ft) = 5.00
Calculations EGL (ft) = 0.27
Compute by: Known Q
Known Q (cfs) = 0.73
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-39
Triangular Highlighted
Side Slopes (z:1) = 10.00, 10.00 Depth (ft) = 0.24
Total Depth (ft) = 1.00 Q (cfs) = 0.680
Area (sqft) = 0.58
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.18
Slope (%) = 1.50 Wetted Perim (ft) = 4.82
N-Value = 0.035 Crit Depth, Yc (ft) = 0.20
Top Width (ft) = 4.80
Calculations EGL (ft) = 0.26
Compute by: Known Q
Known Q (cfs) = 0.68
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-40
Triangular Highlighted
Side Slopes (z:1) = 10.00, 10.00 Depth (ft) = 0.24
Total Depth (ft) = 1.00 Q (cfs) = 0.710
Area (sqft) = 0.58
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.23
Slope (%) = 1.50 Wetted Perim (ft) = 4.82
N-Value = 0.035 Crit Depth, Yc (ft) = 0.20
Top Width (ft) = 4.80
Calculations EGL (ft) = 0.26
Compute by: Known Q
Known Q (cfs) = 0.71
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-41
Triangular Highlighted
Side Slopes (z:1) = 10.00, 10.00 Depth (ft) = 0.24
Total Depth (ft) = 1.00 Q (cfs) = 0.710
Area (sqft) = 0.58
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.23
Slope (%) = 1.50 Wetted Perim (ft) = 4.82
N-Value = 0.035 Crit Depth, Yc (ft) = 0.20
Top Width (ft) = 4.80
Calculations EGL (ft) = 0.26
Compute by: Known Q
Known Q (cfs) = 0.71
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-42
Triangular Highlighted
Side Slopes (z:1) = 10.00, 10.00 Depth (ft) = 0.24
Total Depth (ft) = 1.00 Q (cfs) = 0.710
Area (sqft) = 0.58
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.23
Slope (%) = 1.50 Wetted Perim (ft) = 4.82
N-Value = 0.035 Crit Depth, Yc (ft) = 0.20
Top Width (ft) = 4.80
Calculations EGL (ft) = 0.26
Compute by: Known Q
Known Q (cfs) = 0.71
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-43
Triangular Highlighted
Side Slopes (z:1) = 10.00, 10.00 Depth (ft) = 0.24
Total Depth (ft) = 1.00 Q (cfs) = 0.710
Area (sqft) = 0.58
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.23
Slope (%) = 1.50 Wetted Perim (ft) = 4.82
N-Value = 0.035 Crit Depth, Yc (ft) = 0.20
Top Width (ft) = 4.80
Calculations EGL (ft) = 0.26
Compute by: Known Q
Known Q (cfs) = 0.71
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-44
Triangular Highlighted
Side Slopes (z:1) = 10.00, 10.00 Depth (ft) = 0.24
Total Depth (ft) = 1.00 Q (cfs) = 0.680
Area (sqft) = 0.58
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.18
Slope (%) = 1.50 Wetted Perim (ft) = 4.82
N-Value = 0.035 Crit Depth, Yc (ft) = 0.20
Top Width (ft) = 4.80
Calculations EGL (ft) = 0.26
Compute by: Known Q
Known Q (cfs) = 0.68
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-45
Triangular Highlighted
Side Slopes (z:1) = 10.00, 10.00 Depth (ft) = 0.26
Total Depth (ft) = 1.00 Q (cfs) = 0.810
Area (sqft) = 0.68
Invert Elev (ft) = 100.00 Velocity (ft/s) = 1.20
Slope (%) = 1.50 Wetted Perim (ft) = 5.23
N-Value = 0.035 Crit Depth, Yc (ft) = 0.21
Top Width (ft) = 5.20
Calculations EGL (ft) = 0.28
Compute by: Known Q
Known Q (cfs) = 0.81
Elev (ft) Section Depth (ft)
102.00 2.00
101.50 - 1.50
101.00 1.00
100.50 0.50
100.00 0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD®Civil 3D®by Autodesk, Inc. Thursday,Sep 1 2022
S-46
Triangular Highlighted
Side Slopes (z:1) = 10.00, 10.00 Depth (ft) = 0.16
Total Depth (ft) = 1.00 Q (cfs) = 0.210
Area (sqft) = 0.26
Invert Elev (ft) = 100.00 Velocity (ft/s) = 0.82
Slope (%) = 1.50 Wetted Perim (ft) = 3.22
N-Value = 0.035 Crit Depth, Yc (ft) = 0.13
Top Width (ft) = 3.20
Calculations EGL (ft) = 0.17
Compute by: Known Q
Known Q (cfs) = 0.21
Elev (ft) Section Depth (ft)
102.00 2.00
•
•
101.50 — 1.50
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
•
101.00 1.00
100.50 •
•
•
•
0.50
v
100.00 •
•
•
0.00
99.50 -0.50
0 2 4 6 8 10 12 14 16 18 20 22 24
Reach (ft)