Phase 1 Drainage_Phase 1 Drainage Report_3-14-23

AMERICAN
Engineering
Business License C-3881
Supplemental Drainage Report
Nelson's Creek
Yadkinville Rd./U. S. 601 at Country Lane/SR 1461
Mocksville, North Carolina 27028
Prepared For
C2C Land Development, LLC
P. O. Box 4628
Mooresville, North Carolina 28117
Contact: Richard Denzler (800-369-0120)
Prepared by
American Engineering Associates Southeast
4020 Westchase Blvd., Suite 450
Raleigh, NC 27607
March 13, 2023
C A R o
L
8922
Fes• G,0 -
NCH 01 PS
et"181111140,
1
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1

Drainage Report
1-1
Table of Contents
General 3
Effect at Nelson's Creek Discharge Point 3
Effect at Each Outlet Point 3
Structural Stability of Receiving Surface Waters 4
Appendix 5
2

Nelson's Creek Supplemental
General
This project is located in Mocksville, North Carolina on the east side of U. S. 601 between
Country Lane on the north side and a property line approximately 2500' south of this. Most of
the area fronting Yadkinville Rd. and Country Lane have already been developed though this
project will access both of these roads when complete. The area along Yadkinville Rd. is mostly
commercial property and the developed area along Country Lane is residential property.
Nelson Creek goes through the middle of this project dividing the project between Phase 1 and
Phase 2. Nelson Creek is in the Yadkin River Basin. When the project is complete, there will be
a crossing over Nelson Creek connecting the two parts of the project.
The purpose of the project is to provide for a single family subdivision. Phase 1 will have 198
lots while Phase 2 will have 185 lots for a total of 383 lots. The size of Phase 1 is 68.5 acres
while Phase 2 is 91.74 acres.
The purpose of this report is to provide additional information requested February 22, 2023 by
the 401 & Buffer Permitting Branch of NC DEQ and any related requests which follow. Other
reports for both Phase 1 and Phase 2 show the usually required data.
Effect at Nelson's Creek Discharge Point
The drainage area to the discharge point on Nelson's Creek is 225 ac. This includes a substantial
portion of off-site area which has a lot of existing impervious area. Some single family homes
exist along the northern boundary of this project and on the western side there are shopping
centers and other businesses along U. S. 601.
A dry retention pond has been added in the Phase 1 area. This pond is large enough to restrain
the post-development flow to or below that of the pre-development flow while considering both
phases of the project. Flow calculations by John Harman, P. E. #9810 are in the Appendix. A
summary of the flows are shown below:
Storm Pre-development Flow Post-development Flow
1 Year 171.94 cfs 167.90 cfs
2 Year 206.91 cfs 201.06 cfs
5 Year 251.74 cfs 241.75 cfs
10 Year 283.73 cfs 270.48 cfs
100 Year 376.50 cfs 354.80 cfs
3

As can be seen the peak flows for the post-development condition is less than the pre-
development peak flows. This should not produce any adverse effects on the downstream
environment.
Effect at Each Outlet Point
The calculations at each outlet point are shown in the Appendix. Each outlet has the outlet
velocity calculated by using the width of the outlet end of the rip-rap, the slope of the ground at
the outlet, Manning's n for rip-rap (0.045) and the flow shown for the ten year storm. If this
produces an erosive velocity, then a plunge pool is considered. The calculations for these are in
the Appendix.
The results of the initial calculations show that three outlets have velocities that may be erosive
(greater than 4 fps). If plunge pools are used at these outlets the length of the outlets will be not
only the width of the rip-rap at its end but also including the sides of the rip-rap. This will
spread the flow out and make it more of a sheet flow situation.
Structural Stability of Receiving Surface Waters
As the maximum flow is not increased, the stability of the downstream waters should not be
affected.
Y:Vobs\21-0004 Mocksville(R210004)\Documents\Reports\Supplemental Drainage Report.docx
I
4

Appendix
USGS Map
Drainage Area Maps
Nelson's Creek Calculations
Calculations at Each Outlet
5

USGS Map

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Nelson's Creek Calculations

NELSON CREEK SUBDIVISION-PRE-DEVELOPMENT INFORMATION
JR HARMAN,PE 5/19/2022 Rev 030123
POI @ CREEK; SOUTH PROPERTY LINE DA TO POI
TOTAL AREA: 9829800 S.F.
EXIST'G IMPERVIOUS 52275 S.F. Offices along Country Lane
9712 S.F. Offices Behind conv Store
13068 S.F. Conv.Store
188180 S.F. Aarons Shopping Area
6534 S.F. Residential-Country Lane
34850 S.F. East of Ivy Lane
113256 S.F. Residential-Ivy&Ferwood Lane
43740 S.F. Residential-Quail Ridgel-ane
11760 S.F. NC 601 Pvm't
60115 S.F. Ivy Lane-Pvm't
19602 S.F. Fernwood Lane-Pvm't
116305 S.F. Country Lane Rd-Pvmt
304920 S.F. Victory Arms Shopping Center
Total Exist'g Impervious 669397 S.F.
Estimated Composite"C": Wtd"C"
Impervious: 669397 0.9 0.06
Woods&Grass(Poor Conditon-Logged) 9160403 0.35 0.33
Totals: 9829800 0.39 %Impervious PreDev: 6.8%
Use Conservative Value of: 0.40 Convert to CN: 70
Maximum thalweg Length,Ft. 5245 Area,Ac.= 225.66 Acres
Elevational Difference,Ft. 115
Basin Avg Slope,% 2.19 Tc(Kirpich)=25.1 min Use FEMA 32 Min 7c
Reconcile FEMA Q300 Flows to HydroFlow Model:
Flow,CFS Intinsity,In/hr. Coef C Area,Ac. Resultant,CFS PreDev
A Q100,PreDevelopment(2008)From Regulatory Model 373 4.14 0.4 225 373 Q100
Co-relate Q25,PreDevlopment Conditions 3.57 0.4 225 321 Q25
Co-relate Q10,PreDevlopment Conditions 3.15 0.4 225 283 Q30
Co-relate Q2,PreDevlopment Conditions 2.31 0.4 225 208 Q2
FEMA Steady Flow Data;Reach Sta vs.Flow Q100 Relative Q25 Relative Q10
Sta.9054 373 321 283
Sta.7893 641 552 486
Sta.6443 944 812 716
Sta.4339 1054 907 800
Sta.3381 1085 934 823
Sta.1938 1096 943 832
Sta.485 11701 1007 888

NELSON CREEK SUBDIVISION-POST-DEVELOPMENT INFORMATION
1R HARMAN, PE 5/19/2022 Rev 030123
POI @ CREEK;SOUTH PROPERTY LINE DA TO POI
TOTAL AREA: 9829800 S.F.
EXIST'G IMPERVIOUS 52275 S.F. Offices along Country Lane
9712 S.F. Offices Behind conv Store
13068 S.F. Conv.Store
188180 S.F. Aarons Shopping Area
6534 S.F. Residential-Country Lane
34850 S.F. East of Ivy Lane
113256 S.F. Residential-Ivy&Ferwood Lane
43740 S.F. Residential-Quail Ridgel-ane
11760 S.F. NC 601 Pvm't
60115 S.F. Ivy Lane-Pvm't
19602 S.F. Fernwood Lane-Pvm't
116305 S.F, Country Lane Rd-Pvmt
304920 S.F. Victory Arms Shopping Center
Total Exist'g Impervious 669397 S.F.
Total Tract Area(Phase 1&2): 6981202 S.F.
New Development Areas: 526108 S.F. Roadways,C&G
14105 S.F. Mail Kiosk&Parking
50924 S.F. SIDEWALK
1149000 S.F. Impervious Allowance @ 3000 sf/Lot
Total-New Development Impervious* 1740137 S.F.
*Includes Roads,Sidewalks,etc.
Balance as Grass or Woods: 5255170 S.F. %Impervious: 24.9%
Total Estimated Composite"C":
Offsite Impervious(From Above): 669397
Development Phase 1&2 (From Above): 1740137
Total Impervious to POI(Onsite&Offsite): 2409534
Estimated Composite"C': "C" Wtd"C"
Impervious: 2409534 0.9 0.29
Balance in Woods or Grass(Good Condition): 7420266 0.2 0.20
Totals: 9829800 0.49
Use Conservative Value of: 0.51 Convert to CN: 75
Maximum thalweg Length, Ft. 5330 Area,Ac.= 225.66 Acres
Elevational Difference, Ft. 112
Tc,min.=60*.000132*LA.77/SA.385 53301 1121 24.181 Minutes
Basin Avg Slope,% 2.10 Tc(Kirpich)=25.1 min
Total Tract Area(Phase 1&2): 6981202 S.F.
Total Impervious(Just Phase 1&2): 1740137 S.F.
Percent Impervious:
Total PostDev Impervious(Exist'g& Proposed): 2409534
Totsl D.A.to POI: 9829800
Total PostDev%Impervious(Exist'g&Proposed): 24.5%

Nelson's Creek Sub'd Development-Phase One:
Supplemental & Supporting Info for Hydrograph Generation; DA to SCM #1
Post Development to SCM#1 Total DA= Acres
Land Use: 1301322 S.F. 29.87
La
Land Class/HSG Area,S.F. Rational"C" Wt'd CN
Woods"B" 0 0.25 0.00
Impervious-Sreets,C&G,S/W 177625 0.9 0.12
Mail Kiosk-Rec Area 2500 0.9 0.00
Impervious-Lots:Effective 106 Lots 318000 0.9 0.22
Balance as Grass"B"soils 803197 0.25 0.15
1301322 Composite"C"= 0.50
Percent Impervious 3891.
Tc(Kirpich):
Tc,min.=60*.000132*LA.77/S^.385 2500 75 11.77 Minutes
Tc for Use: 12.00 Minutes
SCM#1Design Elements: VPP,c.f. Perimeter,ft. Vsnelf,c.f. jAbottom,s.f. D Avg,ft
Davg=VPP-Vshelf/Abottom 61100 584 438 1 15415 3.94
(From Hydra Flow Attachment) Design Pond Depth,ft.= 4.50
Treatment Volume Requirement:
DA to SCM: 29.874 Ac.
Rv=0.05-.009*(%Impervious) Composite%Impervious(Above)= 38%
Total Runoff for 1"Event=S in Ac-Ft: Rv=0.05+.009*(%Impervious) 0.39 inch/inch
Treatment"S"in Cu.Ft.= Total Runoff for 1"Event=S in Ac-Ft: 0.98 S=1"*Rv*Drainage Area/1Z
Treatment Volume to Be Stored: Treatment"S"in Cu.Ft.= 42782
Treatment Volume Provided,Cu.Ft. Treatment Volume to Be Stored: 42782 Cu.FT
Volume Achieved at Elev. 741.34 Orifice Dia 3.00 Inch Drawdown Pipe
Drawdown Pipe Elev. 739.00 lev Diff,H.,ft. 2.34
Effective Operating Head(1/3 H) 0.7722 Q=.62.8.02(H^0.5)"A,sq.ft.
Hours to Drawdown Treatm't Vol. 55.4 Hrs.,(48 Hr.Min.)

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1
Watershed Model Schematic HydraflowHydrographs Extension for Autodesk(D Civil 3DObyAutodesk,Inc.v2021
1
2 3
4
R1 5
Legend
Hvd• Origin Description
1 Dekalb PreDev @ POI-Nelsons Crk South Prop Line
2 Rational PostDev @ South Prop Line Less SCM#1 DA
3 Rational PostDev to SCM#1
4 Reservoir Route SCM#1 DA
5 Combine Combine-PostDev @ South Prop Line&Nelsons Crk
Project: Z:\Jobs\21-004 Mocksville (R210004)\Documents\Reports\HydroFlow StuffIE IEMr3r ta<Wga lb(6bQ0sI�@ 2Bre & PostD v-Rz

2
Hydrograph Return Period Rq,cra R Hydrographs Extension forAutodesk@ Civil 3D@ by Autodesk,Inc.v2021
Hyd. Hydrograph Inflow Peak Outflow(cfs) Hydrograph
Description
No. type hyd(s)
(origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 Dekalb ------ 171.94 206.91 ------- 251.74 283.73 322.01 350.04 375.50 PreDev @ POI-Nelsons Crk South
2 Rational ------ 167.59 200.73 ------- 241.40 270.12 303.70 327.65 349.18 PostDev @ South Prop Line Less S
3 Rational ------ 40.69 48.62 ------- 58.10 64.77 72.49 77.93 82.78 PostDev to SCM#1
4 Reservoir 3 0.337 0.357 ------- 1.629 6.406 11.05 11.78 12.23 Route SCM#1 DA
5 Combine 2,4 167.90 201.06 ------- 241.75 270.48 304.23 329.94 354.80 Combine-PostDev @ South Prop Li
Proj. file: Z:\Jobs\21-004 Mocksville (R210004)\Documents\Reports\HydroFI vd/I�ttcfA�J�dhl(3rbM,-[ locksville Pre & Post ev-F

3
Hydrograph Summary Re po- Tiydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021
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 Dekalb 171.94 1 165 711,509 ------ ------ ------ PreDev @ POI-Nelsons Crk South
2 Rational 167.59 1 22 221,223 ------ ------ ------ PostDev @ South Prop Line Less S
3 Rational 40.69 1 17 41,502 ------ ------ ------ PostDev to SCM#1
4 Reservoir 0.337 1 34 39,843 3 741.29 41,039 Route SCM#1 DA
5 Combine 167.90 1 22 261,066 2,4 ------ ------ Combine-PostDev @ South Prop Li
ZAJobs\21-004 Mocksville (R210004)\Doc of KR1?j midSAl-iV YPEROw Stuff\ eMona eo&Mtak�2"Pre & PostDev-Ratio al IV

4
Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3DO by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd, No. 1
PreDev @ POI-Nelsons Crk South Prop Line
Hydrograph type = Dekalb Peak discharge = 171.94 cfs
Storm frequency = 1 yrs Time to peak = 165 min
Time interval = 1 min Hyd. volume = 711,509 cuft
Drainage area = 225.000 ac Runoff coeff. = 0.4
Intensity = 1.910 in/hr Tc by User = 33.00 min
OF Curve = Mocksville-Nelsons Creek.IDRsc/Rec limb fact = n/a
PreDev @ POI-Nelsons Crk South Prop Line Q (cfs)
Q (cfs) Hyd. No. 1 -- 1 Year
1
180.00 80.00
1
160.00 60.00
140.00
140.00
120.00
120.00
100.00
100.00
8
80.00 0.00
6
60.00 0.00
4
40.00 0.00
2
20.00 0.00
0.00 0.00
-
0 30 60 90 120 150 180 210 240 270 300 330
Time(min)
Hyd No. 1

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 31DO by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 2
PostDev @ South Prop Line Less SCM#1 DA
Hydrograph type = Rational Peak discharge = 167.59 cfs
Storm frequency = 1 yrs Time to peak = 22 min
Time interval = 1 min Hyd. volume = 221,223 cuft
Drainage area = 196.000 ac Runoff coeff. = 0.35
Intensity = 2.443 in/hr Tc by User = 22.00 min
OF Curve = Mocksville-Nelsons Creek.ID5ksc/Rec limb fact = 1/1
PostDev @ South Prop Line Less SCM#1 DA Q (cfs)
Q (cfs) Hyd. No. 2 -- 1 Year
180.00
180.00
160.00
160.00
1
140.00 40.00
1
120.00 20.00
1
100.00 00.00
8
80.00 0.00
6
60.00 0.00
4
40.00 0.00
2
20.00 0.00
OF
0.00 V
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Time(min)
Hyd No. 2

6
Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3DO by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 3
PostDev to SCM #1
Hydrograph type = Rational Peak discharge = 40.69 cfs
Storm frequency = 1 yrs Time to peak = 17 min
Time interval = 1 min Hyd. volume = 41,502 cuft
Drainage area = 29.000 ac Runoff coeff. = 0.5
Intensity = 2.806 in/hr Tc by User = 17.00 min
OF Curve = Mocksville-Nelsons Creek.ID9\sc/Rec limb fact = 1/1
PostDev to SCM #1 Q (cfs)
Q (cfs) Hyd. No. 3 -- 1 Year
5
50.00 0.00
40.00
40.00
30.00
30.00
2
20.00 0.00
1
10.00 0.00
. 0.00 0.00
-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34
Time(min)
Hyd No. 3

7
Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3D0 by Autodesk, Inc.v2021 Monday,03/13!2023
Hyd. No. 4
Route SCM #1 DA
Hydrograph type = Reservoir Peak discharge = 0.337 cfs
Storm frequency = 1 yrs Time to peak = 34 min
Time interval = 1 min Hyd. volume = 39,843 cuft
Inflow hyd. No. = 3 - PostDev to SCM #1 Max. Elevation = 741.29 ft
Reservoir name = SCM #1 Max. Storage = 41,039 cuft
Storage Indication method used.
Route SCM #1 DA Q (cfs)
Q (cfs) Hyd. No. 4 -- 1 Year
5
50.00 0.00
4
40.00 0.00
3
30.00 0.00
2
20.00 0.00
10.00
10.00
-
0.00
0.00
-
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 4 Hyd No. 3 Total storage used =41,039 cuft

8
Pond Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3D0 by Autodesk, Inc.v2021 Monday,03/13/2023
Pond No. 1 - SCM #1
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=739.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 739.00 3,620 0 0
1.00 740.00 14,600 9,110 9,110
2.00 741.00 30,800 22,700 31,810
3.00 742.00 33,600 32,200 64,010
4.00 743.00 36,650 35,125 99,135
5.00 744.00 39,900 38,275 137,410
6.00 745.00 43,000 41,450 178,860
7.00 746.00 45,750 44,375 223,235
8.00 747.00 48,550 47,150 270,385
9.00 748.00 51,450 50,000 320,385
10.00 749.00 54,400 52,925 373,310 -
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 18.00 3.00 Inactive 0.00 Crest Len(ft) = 16.00 12.00 0.00 0.00
Span(in) = 18.00 3.00 0.00 0.00 Crest El.(ft) = 741.75 744.00 0.00 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 739.00 739.00 741.50 0.00 Weir Type = 1 Rect --- ---
Length(ft) = 80.00 0.50 0.50 0.00 Multi-Stage = Yes No No No
Slope(%) = 0.50 0.50 0.50 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 Wet area)
Multi-Stage = n/a Yes 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)
749.00
10.00
747.00
8.00
745.00
6.00
743.00
4.00
741.00
2.00 -
739.00
0.00500.0
0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0 Discharge(cfs)
Total Q

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday, 03/ 13/2023
Hyd. No. 5
Combine-PostDev @ South Prop Line & Nelsons Crk
Hydrograph type = Combine Peak discharge = 167.90 cfs
Storm frequency = 1 yrs Time to peak = 22 min
Time interval = 1 min Hyd. volume = 261,066 cuft
Inflow hyds. = 2, 4 Contrib. drain. area = 196.000 ac
Combine-PostDev @ South Prop Line & Nelsons Crk Q (cfs)
Q (cfs) Hyd. No. 5 -- 1 Year
1
180.00 80.00
160.00
160.00
140.00
140.00
120.00
120.00
1
100.00 00.00
8
80.00 0.00
6
60.00 0.00
4
40.00 0.00
20.00
20.00
0.00 0.00
-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Time(min)
Hyd No. 5 Hyd No. 2 -- Hyd No. 4

10
Hydrograph Summary Re po gydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc.v2021
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow I interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
i
1 Dekalb 206.91 1 165 856,255 ----- ---- ------ PreDev @ POI-Nelsons Crk South
2 Rational 200.73 1 22 264,964 ------ ------ ------ PostDev @ South Prop Line Less S
3 Rational 48.62 1 17 49,587 ------ ------ ------ PostDev to SCM#1
4 Reservoir 0.357 1 34 45,890 3 741.54 49,093 Route SCM#1 DA
5 Combine 201.06 1 22 310,854 2,4 ------ ------ Combine-PostDev @ South Prop Li
�,"tuff\ dgond� e N W Pre & PostDev-Ratio al IVZAJobs\21-004 Mocksville (R210004)\Doc r Lwdsk �JM

11
Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3DO by Autodesk, Inc. v2021 Monday, 03/13/2023
Hyd. No. 1
PreDev @ POI-Nelsons Crk South Prop Line
Hydrograph type = Dekalb Peak discharge = 206.91 cfs
Storm frequency = 2 yrs Time to peak = 165 min
Time interval = 1 min Hyd. volume = 856,255 cult
Drainage area = 225.000 ac Runoff coeff. = 0.4
Intensity = 2.299 in/hr Tc by User = 33.00 min
OF Curve = Mocksville-Nelsons Creek.IDP1sc/Rec limb fact = n/a
PreDev @ POI-Nelsons Crk South Prop Line Q (cfs)
Q (cfs) Hyd. No. 1 --2 Year
2
210.00 10.00
1
180.00 80.00
150.00
150.00
1
120.00 20.00
9
90.00 0.00
6
60.00 0.00
3
30.00 0.00
0.00 0.00
-
0 30 60 90 120 150 180 210 240 270 300 330
Time(min)
Hyd No. 1

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,03/ 13/2023
Hyd. No. 2
PostDev @ South Prop Line Less SCM#1 DA
Hydrograph type = Rational Peak discharge = 200.73 cfs
Storm frequency = 2 yrs Time to peak = 22 min
Time interval = 1 min Hyd. volume = 264,964 cuft
Drainage area = 196.000 ac Runoff coeff. = 0.35
Intensity = 2.926 in/hr Tc by User = 22.00 min
OF Curve = Mocksville-Nelsons Creek.IDV\sc/Rec limb fact
PostDev @ South Prop Line Less SCM#1 DA Q (cfs)
Q (cfs) Hyd. No. 2 --2 Year
210.00
210.00
1
180.00 80.00
1
150.00 50.00
1
120.00 20.00
9
90.00 0.00
6
60.00 0.00
3
30.00 0.00
0.00 V
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 0.00
Time (min)
Hyd No. 2

13
Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3DO by Autodesk, Inc.v2021 Monday, 03/ 13/2023
Hyd. No, 3
PostDev to SCM #1
Hydrograph type = Rational Peak discharge = 48.62 cfs
Storm frequency = 2 yrs Time to peak = 17 min
Time interval = 1 min Hyd. volume = 49,587 cuft
Drainage area = 29.000 ac Runoff .coeff. = 0.5
Intensity = 3.353 in/hr Tc by User = 17.00 min
OF Curve = Mocksville-Nelsons Creek.IDV\sc/Rec limb fact = 1/1
PostDev to SCM #1 Q (cfs)
Q (cfs) Hyd. No. 3 --2 Year
5
50.00 0.00
40.00
40.00
30.00
30.00
2
20.00 0.00
1
10.00 0.00
0.00 0.00
-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34
Time (min)
Hyd No. 3

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 31DO by Autodesk, Inc.v2021 Monday, 03/13/2023
Hyd. No. 4
Route SCM #1 DA
Hydrograph type = Reservoir Peak discharge = 0.357 cfs
Storm frequency = 2 yrs Time to peak = 34 min
Time interval = 1 min Hyd. volume = 45,890 cuft
Inflow hyd. No. = 3 - PostDev to SCM #1 Max. Elevation = 741.54 ft
Reservoir name = SCM #1 Max. Storage = 49,093 cuft
Storage Indication method used.
Route SCM #1 DA Q (cfs)
Q (cfs) Hyd. No. 4--2 Year
5
50.00 0.00
4
40.00 0.00
3
30.00 0.00
2
20.00 0.00
10.00
10.00
-
0.00
0.00 -
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time(min)
Hyd No. 4 Hyd No. 3 [ : I ! Total storage used = 49,093 Cuft

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk. Inc.v2021 Monday,03/13/2023
Hyd. No. 5
Combine-PostDev @ South Prop Line & Nelsons Crk
Hydrograph type = Combine Peak discharge = 201.06 cfs
Storm frequency = 2 yrs Time to peak = 22 min
Time interval = 1 min Hyd. volume = 310,854 cuft
Inflow hyds. = 2, 4 Contrib. drain. area = 196.000 ac
Combine-PostDev @ South Prop Line & Nelsons Crk Q (cfs)
Q (cfs) Hyd. No. 5 --2 Year
210.00
210.00
180.00
180.00
150.00
150.00
120.00
120.00
9
90.00 0.00
6
60.00 0.00
3
30.00 0.00
7 Ll L� I J 1 -1 1
0.00 -
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Time(min)
Hyd No. 5 Hyd No. 2 - Hyd No. 4

16
Hydrograph Summary Repo r�lydraflow Hydrographs Extension for AutodeskO Civil 3DO by Autodesk,Inc.v2021
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) (cult) (ft) (cuft)
1 Dekalb 251.74 1 165 1,041,760 ------ ------ ------ PreDev @ POI-Nelsons Crk South
2 Rational 241 40 1 22 318,648 ------ ------ PostDev @ South Prop Line Less S
3 Rational 58.10 1 17 59,259 ------ ------ ------ PostDev to SCM#1
4 Reservoir 1.629 1 34 52,536 3 741.83 58,449 Route SCM#1 DA
5 Combine 241.75 1 22 371,184 2,4 ------ ------ Combine-PostDev @ South Prop Li
I
I
ZAJobs\21-004 Mocksville (R210004)\Doc411 t�t�bd�YMROW Stuff\ edMoncOWO&MtaWEMWPre & PostDev-Ratio al M

17
Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil 31DO by Autodesk, Inc.v2021
Monday,03/13/2023
Hyd, No. 1
PreDev @ POI-Nelsons Crk South Prop Line
Hydrograph type = Dekalb Peak discharge = 251.74 cfs
Storm frequency = 5 yrs Time to peak = 165 min
Time interval = 1 min Hyd. volume = 1,041,760 cuft
Drainage area = 225.000 ac Runoff .coeff. = 0.4
Intensity = 2.797 in/hr Tc by User = 33.00 min
OF Curve = Mocksville-Nelsons Creek.IDRsc/Rec limb fact = n/a
PreDev @ POI-Nelsons Crk South Prop Line Q (cfs)
Q (cfs) Hyd. No. 1 -- 5 Year
280.00
280.00
240.00
240.00
200.00
200.00
160.00
160.00
1
120.00 20.00
80.00
80.00
4
40.00 0.00
0.00 0.00
-
0 30 60 90 120 150 180 210 240 270 300 330
Time (min)
Hyd No. 1

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3De by Autodesk, Inc.v2021 Monday,03/ 13/2023
Hyd. No. 2
PostDev @ South Prop Line Less SCM#1 DA
Hydrograph type = Rational Peak discharge = 241.40 cfs
Storm frequency = 5 yrs Time to peak = 22 min
Time interval = 1 min Hyd. volume = 318,648 cuft
Drainage area = 196.000 ac Runoff coeff. = 0.35
Intensity = 3.519 in/hr Tc by User = 22.00 min
OF Curve = Mocksville-Nelsons Creek.IDRsc/Rec limb fact
PostDev @ South Prop Line Less SCM#1 DA Q (cfs)
Q (cfs) Hyd. No. 2 -- 5 Year
2
280.00 80,00
2
240.00 40.00
2
200.00 00.00
160.00
160.00
120.00
120.00
8
80.00 0.00
4
40.00 0.00
0.00 V
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Time(min)
Hyd No. 2

19
Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3D0 by Autodesk, Inc.v2021 Monday, 03/13/2023
Hyd. No, 3
PostDev to SCM #1
Hydrograph type = Rational Peak discharge = 58.10 cfs
Storm frequency = 5 yrs Time to peak = 17 min
Time interval = 1 min Hyd. volume = 59,259 cuft
Drainage area = 29.000 ac Runoff coeff. = 0.5
Intensity = 4.007 in/hr Tc by User = 17.00 min
OF Curve = Mocksville-Nelsons Creek.ID64sc/Rec limb fact = 1/1
PostDev to SCM #1 Q (cfs)
Q (cfs) Hyd. No. 3 --5 Year
60.00
60.00
50.00
50.00
4
40.00 0.00
3
30.00 0.00
2
20.00 0.00
1
10.00 0.00
0.00 -
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 0.00
Time(min)
Hyd No. 3

20
Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3D0 by Autodesk, Inc.v2021 Monday, 03/ 13/2023
Hyd. No. 4
Route SCM #1 DA
Hydrograph type = Reservoir Peak discharge = 1.629 cfs
Storm frequency = 5 yrs Time to peak = 34 min
Time interval = 1 min Hyd. volume = 52,536 cuft
Inflow hyd. No. = 3 - PostDev to SCM #1 Max. Elevation = 741.83 ft
Reservoir name = SCM #1 Max. Storage = 58,449 cuft
Storage Indication method used.
Route SCM #1 DA Q (cfs)
Q (cfs) Hyd. No. 4 --5 Year
6
60.00 0.00
5
50.00 0.00
4
40.00 0.00
3
30.00 0.00
20.00
20.00 -
10.00 - 10.00
0.00 -
0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time(min)
Hyd No. 4 Hyd No. 3 1 Total storage used = 58,449 cuft

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 5
Combine-PostDev @ South Prop Line & Nelsons Crk
Hydrograph type = Combine Peak discharge = 241.75 cfs
Storm frequency = 5 yrs Time to peak = 22 min
Time interval = 1 min Hyd. volume = 371,184 cuft
Inflow hyds. = 2, 4 Contrib. drain. area = 196.000 ac
Combine-PostDev @ South Prop Line & Nelsons Crk Q (cfs)
Q (cfs) Hyd. No. 5 -- 5 Year
2
280.00 80.00
2
240.00 40.00
2
200.00 00.00
1
160.00 60.00
1
120.00 20.00
8
80.00 0.00
4
40.00 0.00
0.00
0.00
-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Time (min)
Hyd No. 5 Hyd No. 2 - Hyd No. 4

22
Hydrograph Summary Repo r�ydraflow Hydrographs Extension for Autodesk®Civil 3D@ by Autodesk,Inc.v2021
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type iflow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 Dekalb 283.73 1 165 1.174,123 ------ ------ ------ PreDev @ POI-Nelsons Crk South
2 Rational 270.12 1 22 356,565 ------ ------ ------ PostDev @ South Prop Line Less S
3 Rational 64.77 1 17 66,061 ------ ------ ------ PostDev to SCM#1
4 Reservoir 6.406 1 32 59,071 3 741.99 63,538 Route SCM#1 DA
5 Combine 270.48 1 22 415,636 2,4 ------ ------ Combine-PostDev @ South Prop Li
ZAJobs\21-004 Mocksville (R210004)\Doc I L� midskHIy@ll`bF40w Stuff\ eUond�rWO /I ZWE2 Pre & PostDev-Ratio al M

23
Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil 31DO by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 1
PreDev @ POI-Nelsons Crk South Prop Line
Hydrograph type = Dekalb Peak discharge = 283.73 cfs
Storm frequency = 10 yrs Time to peak = 165 min
Time interval = 1 min Hyd. volume = 1,174,123 cuft
Drainage area = 225.000 ac Runoff coeff. = 0.4
Intensity = 3.153 in/hr Tc by User = 33.00 min
OF Curve = Mocksville-Nelsons Creek.IDP\sc/Rec limb fact = n/a
PreDev @ POI-Nelsons Crk South Prop Line Q (cfs)
Q (cfs) Hyd. No. 1 -- 10 Year
3
320.00 20.00
2
280.00 80.00
2
240.00 40.00
2
200.00 00.00
1
160.00 60.00
1
120.00 20.00
8
80.00 0.00
4
40.00 0.00
0.00
0.00 -
0 30 60 90 120 150 180 210 240 270 300 330
Time(min)
Hyd No. 1

24
Hydrograph Report
Hydraflow Hydrog rap hs Extension for AutodeskRD Civil 3DO by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd, No. 2
PostDev @ South Prop Line Less SCM#1 DA
Hydrograph type = Rational Peak discharge = 270.12 cfs
Storm frequency = 10 yrs Time to peak = 22 min
Time interval = 1 min Hyd. volume = 356,565 cuft
Drainage area = 196.000 ac Runoff coeff. = 0.35
Intensity = 3.938 in/hr Tc by User = 22.00 min
OF Curve = Mocksville-Nelsons Creek.ID6gsc/Rec limb fact
PostDev @ South Prop Line Less SCM#1 DA Q (cfs)
Q (cfs) Hyd. No. 2 -- 10 Year
280.00
280.00
2
240.00 40.00
200.00
200.00
1
160.00 60.00
1
120.00 20.00
8
80.00 0.00
40.00
40.00
0.00 V
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Time (min)
Hyd No. 2

25
Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3D0 by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 3
PostDev to SCM #1
Hydrograph type = Rational Peak discharge = 64.77 cfs
Storm frequency = 10 yrs Time to peak = 17 min
Time interval = 1 min Hyd. volume = 66,061 cuft
Drainage area = 29.000 ac Runoff coeff. = 0.5
Intensity = 4.467 in/hr Tc by User = 17.00 min
OF Curve = Mocksville-Nelsons Creek.IDIAsc/Rec limb fact = 1/1
PostDev to SCM #1 Q (cfs)
Q (cfs) Hyd. No. 3 -- 10 Year
7
70.00 0.00
6
60.00 0.00
5
50.00 0.00
4
40.00 0.00
3
30.00 0.00
2
20.00 0.00
1
10.00 0.00
0.00
0.00
-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34
Time(min)
Hyd No. 3

26
Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3D0 by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 4
Route SCM #1 DA
Hydrograph type = Reservoir Peak discharge = 6.406 cfs
Storm frequency = 10 yrs Time to peak = 32 min
Time interval = 1 min Hyd. volume = 59,071 cuft
Inflow hyd. No. = 3 - PostDev to SCM #1 Max. Elevation = 741.99 ft
Reservoir name = SCM #1 Max. Storage = 63,538 cuft
Storage Indication method used.
Route SCM #1 DA Q (cfs)
Q (cfs) Hyd. No. 4 -- 10 Year
7
70.00 0.00
6
60.00 0.00
5
50.00 0.00
4
40.00 0.00
3
30.00 0.00
20.00 - 20.00
10.00 - 10.00
0.00 0.00
-
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 4 Hyd No. 3 ; ' ; ' Total storage used = 63,538 cuft

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 5
Combine-PostDev @ South Prop Line & Nelsons Crk
Hydrograph type = Combine Peak discharge = 270.48 cfs
Storm frequency = 10 yrs Time to peak = 22 min
Time interval = 1 min Hyd. volume = 415,636 cuft
Inflow hyds. = 2, 4 Contrib. drain. area = 196.000 ac
Combine-PostDev @ South Prop Line & Nelsons Crk Q (cfs)
Q (cfs) Hyd. No. 5 -- 10 Year
280.00
280.00
240.00
240.00
2
200.00 00.00
1
160.00 60.00
120.00
120.00
80.00
80.00
4
40.00 0.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (min)
Hyd No. 5 Hyd No. 2 - Hyd No. 4

28
Hydrograph Summary Re p o r�ydraflow Hydrographs Extension for Autodesk®Civil 3D@ by Autodesk, Inc.v2021
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 Dekalb 322.01 1 165 1,332,557 ------ ------ ------ PreDev @ POI-Nelsons Crk South
2 Rational 303.70 1 22 400,883 ------ ------ ------ PostDev @ South Prop Line Less S
3 Rational 72 49 1 17 73,939 ------ ------ ------ PostDev to SCM#1
4 Reservoir 11.05 1 31 66,850 3 742.13 68,594 Route SCM#1 DA
5 Combine 304.23 1 22 467,733 2,4 ------ ------ Combine-PostDev @ South Prop Li
al M
Z:\Jobs\21-004 Mocksville(R210004)\Doc njbatW L@wSAliWht41;kw Stuff\ emonci�WEg,& tak Pre & PostDev-Ratio
d>

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3DO by Autodesk, Inc.v2021 Monday, 03/13/2023
Hyd. No. 1
PreDev @ POI-Nelsons Crk South Prop Line
Hydrograph type = Dekalb Peak discharge = 322.01 cfs
Storm frequency = 25 yrs Time to peak = 165 min
Time interval = 1 min Hyd. volume = 1,332,557 cuft
Drainage area = 225.000 ac Runoff coeff. = 0.4
Intensity = 3.578 in/hr Tc by User = 33.00 min
OF Curve = Mocksville-Nelsons Creek.ID64sc/Rec limb fact = n/a
PreDev @ POI-Nelsons Crk South Prop Line Q (cfs)
Q (cfs) Hyd. No. 1 --25 Year
350.00 350.00
300.00 300.00
250.00 250.00
200.00 200.00
150.00 150.00
100.00 100.00
50.00 50.00
0.00 - 0.00
0 30 60 90 120 150 180 210 240 270 300 330
Time(min)
Hyd No. 1

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 2
PostDev @ South Prop Line Less SCM#1 DA
Hydrograph type = Rational Peak discharge = 303.70 cfs
Storm frequency = 25 yrs Time to peak = 22 min
Time interval = 1 min Hyd. volume = 400,883 cuft
Drainage area = 196.000 ac Runoff .coeff. = 0.35
Intensity = 4.427 in/hr Tc by User = 22.00 min
OF Curve = Mocksville-Nelsons Creek.IDP\sc/Rec limb fact
PostDev @ South Prop Line Less SCM#1 DA Q (cfs)
Q (cfs) Hyd. No. 2 --25 Year
320.00 320.00
280.00
280.00
N.
240.00 240.00
200.00 200.00
160.00 160.00
1
120.00
20.00
80.00 80.00
40.00 40.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Time (min)
Hyd No. 2

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday, 03/13/2023
Hyd, No. 3
PostDev to SCM #1
Hydrograph type = Rational Peak discharge = 72.49 cfs
Storm frequency = 25 yrs Time to peak = 17 min
Time interval = 1 min Hyd. volume = 73,939 cuft
Drainage area = 29.000 ac Runoff coeff. = 0.5
Intensity = 4.999 in/hr Tc by User = 17.00 min
OF Curve = Mocksville-Nelsons Creek.IDAsc/Rec limb fact = 1/1
PostDev to SCM #1 Q (cfs)
Q (cfs) Hyd. No. 3 --25 Year
8
80.00 0.00
70.00
70.00
6
60.00 0,00
5
50.00 0.00
4
40.00 0.00
3
30.00 0.00
I LNS
20.00 0.00
Ole
10.00
10.00
0.00 -
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 0.00
Time (min)
Hyd No. 3

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 4
Route SCM #1 DA
Hydrograph type = Reservoir Peak discharge = 11.05 cfs
Storm frequency = 25 yrs Time to peak = 31 min
Time interval = 1 min Hyd. volume = 66,850 cuft
Inflow hyd. No. = 3 - PostDev to SCM #1 Max. Elevation = 742.13 ft
Reservoir name = SCM #1 Max. Storage = 68,594 cuft
Storage Indication method used.
Route SCM #1 DA Q (cfs)
Q (cfs) Hyd. No. 4 --25 Year
80.00
80.00
70.00
70.00
6
60.00 0.00
5
50.00 0.00
4
40.00 0.00
3
30.00 0.00
20.00 - 20.00
10.00 - 10.00
0.00 0.00
-
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 4 Hyd No. 3 Total storage used = 68,594 cuft

33
Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3DO by Autodesk, Inc.v2021 Monday,03/13 12023
Hyd. No. 5
Combine-PostDev @ South Prop Line & Nelsons Crk
Hydrograph type = Combine Peak discharge = 304.23 cfs
Storm frequency = 25 yrs Time to peak = 22 min
Time interval = 1 min Hyd. volume = 467,733 cuft
Inflow hyds. = 2, 4 Contrib. drain. area = 196.000 ac
Combine-PostDev @ South Prop Line & Nelsons Crk Q (cfs)
Q (cfs) Hyd. No. 5 --25 Year
3
320.00 20.00
280.00
280.00
240.00
240.00
200.00
200.00
160.00
160.00
1
120.00 20.00
8
80.00 0.00
4
40.00 0.00
0.00
0.00 - 60
0 10 20 30 40 50
Time(min)
Hyd No. 5 Hyd No. 2 - Hyd No. 4

34
Hydrograph Summary RepoMydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc.v2021
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) (cult)
1 Dekalb 350.04 1 165 1,448,530 ------ ------ ------ PreDev @ POI-Nelsons Crk South
2 Rational 327.65 1 22 432,501 ------ ------ ------ PostDev @ South Prop Line Less S
3 Rational 77.93 1 17 79,485 ------ ------ ------ PostDev to SCM#1
4 Reservoir 11.78 1 31 72,332 3 742.25 72,644 Route SCM#1 DA
5 Combine 329.94 1 22 504,833 2,4 ------ ------ Combine-PostDev @ South Prop Li
I
jf\
cflp(nI�9ga�Pre & PostDev
-Ratio al IV
Z.\Jobs\21-004 Mocksville (R210004)\Doc 11 \� ItbsAlfd(i'b��w St eMon 5e

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 1
PreDev @ POI-Nelsons Crk South Prop Line
Hydrograph type = Dekalb Peak discharge = 350.04 cfs
Storm frequency = 50 yrs Time to peak = 165 min
Time interval = 1 min Hyd. volume = 1,448,530 cuft
Drainage area = 225.000 ac Runoff coeff. = 0.4
Intensity = 3.889 in/hr Tc by User = 33.00 min
OF Curve = Mocksville-Nelsons Creek.ID64sc/Rec limb fact = n/a
PreDev @ POI-Nelsons Crk South Prop Line Q (cfs)
Q (cfs) Hyd. No. 1 -- 50 Year
4
400.00 00.00
3
350.00 50.00
3
300.00 00.00
2
250.00 50.00
2
200.00 00.00
1
150.00 50.00
1
100.00 00.00
5
50.00 0.00
0.00 0.00
-
0 30 60 90 120 150 180 210 240 270 300 330
Time(min)
Hyd No. 1

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2021 Monday,03/ 13/2023
Hyd. No. 2
PostDev @ South Prop Line Less SCM#1 DA
Hydrograph type = Rational Peak discharge = 327.65 cfs
Storm frequency = 50 yrs Time to peak = 22 min
Time interval = 1 min Hyd. volume = 432,501 cuft
Drainage area = 196.000 ac Runoff coeff. = 0.35
Intensity = 4.776 in/hr Tc by User = 22.00 min
OF Curve = Mocksville-Nelsons Creek.ID64sc/Rec limb fact
PostDev @ South Prop Line Less SCM#1 DA Q (cfs)
Q (cfs) Hyd. No. 2 -- 50 Year
3
350.00 50.00
300.00
300.00
2
250.00 50.00
2
200.00 00.00
150.00
150.00
1
100.00 00.00
5
50.00 0.00
0.00 V I 1 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Time (min)
Hyd No. 2

37
Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3D0 by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 3
PostDev to SCM #1
Hydrograph type = Rational Peak discharge = 77.93 cfs
Storm frequency = 50 yrs Time to peak = 17 min
Time interval = 1 min Hyd. volume = 79,485 cuft
Drainage area = 29.000 ac Runoff coeff. = 0.5
Intensity = 5.374 in/hr Tc by User = 17.00 min
OF Curve = Mocksville-Nelsons Creek.ID5ksc/Rec limb fact = 1/1
PostDev to SCM #1 Q (cfs)
Q (cfs) Hyd. No. 3 -- 50 Year
80.00
80.00
7
70.00 0.00
60.00
60.00
50.00 50.00
4
40.00 0.00
3
30.00 0.00
2
20.00 0.00
10.00
10.00
0.00 0.00
-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34
Time(min)
Hyd No. 3

38
Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3D0 by Autodesk, Inc.v2021 Monday, 03/13!2023
Hyd. No. 4
Route SCM #1 DA
Hydrograph type = Reservoir Peak discharge = 11.78 cfs
Storm frequency = 50 yrs Time to peak = 31 min
Time interval = 1 min Hyd. volume = 72,332 cuft
Inflow hyd. No. = 3 - PostDev to SCM #1 Max. Elevation = 742.25 ft
Reservoir name = SCM #1 Max. Storage = 72,644 cuft
Storage Indication method used.
Route SCM #1 DA Q (cfs)
Q (cfs) Hyd. No. 4 -- 50 Year
80.00
80.00
70.00
70.00
6
60.00 0.00
5
50.00 0.00
40.00
40.00
3
30.00 0.00
20.00 - 20.00
10.00 - 10.00
L 1
0.00 0.00
-
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time(min)
Hyd No. 4 Hyd No. 3 Total storage used = 72,644 cult

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday, 03/ 13/2023
Hyd. No. 5
Combine-PostDev @ South Prop Line & Nelsons Crk
Hydrograph type = Combine Peak discharge = 329.94 cfs
Storm frequency = 50 yrs Time to peak = 22 min
Time interval = 1 min Hyd. volume = 504,833 tuft
Inflow hyds. = 2, 4 Contrib. drain. area = 196.000 ac
Combine-PostDev @ South Prop Line & Nelsons Crk Q (cfs)
Q (cfs) Hyd. No. 5 -- 50 Year
350.00
350.00
300.00
300.00
2
250.00 50.00
200.00
200.00
1
150.00 50.00
1
100.00 00.00
5
50.00 0.00
0.00 - 0.00
60
0 10 20 30 40 50
Time(min)
Hyd No. 5 Hyd No. 2 - Hyd No. 4

40
Hydrograph Summary Re po t-�Iydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021
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) (tuft) (ft) (cuft)
1 Dekalb 375.50 1 165 1,553,897 ------ ------ ------ PreDev @ POI-Nelsons Crk South
2 Rational 349.18 1 22 460,917 ------ ------ ------ PostDev @ South Prop Line Less S
3 Rational 82.78 1 17 84,436 ------ ------ ------ PostDev to SCM#1
4 Reservoir 12.23 1 31 77,222 3 742.36 76,523 Route SCM#1 DA
5 Combine 354.80 1 22 538,140 2,4 ------ ------ Combine-PostDev @ South Prop Li
ZAJobs\21-004 Mocksville (R210004)\Doc @WK%KHWdFdenv Stuff\ eMoncOWO& taWE2"Pre & PostDev-Ratio al N
i '

41
Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3DO by Autodesk, Inc.v2021 Monday,03/ 13/2023
Hyd. No. 1
PreDev @ POI-Nelsons Crk South Prop Line
Hydrograph type = Dekalb Peak discharge = 375.50 cfs
Storm frequency = 100 yrs Time to peak = 165 min
Time interval = 1 min Hyd. volume = 1,553,897 cuft
Drainage area = 225.000 ac Runoff coeff. = 0.4
Intensity = 4.172 in/hr Tc by User = 33.00 min
OF Curve = Mocksville-Nelsons Creek.ID64sc/Rec limb fact = n/a
PreDev @ POI-Nelsons Crk South Prop Line Q (cfs)
Q (cfs) Hyd. No. 1 -- 100 Year
4
400.00 00.00
3
350.00 50.00
3
300.00 00.00
250.00
250.00
2
200.00 00.00
1
150.00 50.00
7
1
100.00 00.00
5
50.00 0.00
0.00
0.00 -
0 30 60 90 120 150 180 210 240 270 300 330
Time (min)
Hyd No. 1

42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 2
PostDev @ South Prop Line Less SCM#1 DA
Hydrograph type = Rational Peak discharge = 349.18 cfs
Storm frequency = 100 yrs Time to peak = 22 min
Time interval = 1 min Hyd. volume = 460,917 cuft
Drainage area = 196.000 ac Runoff coeff. = 0.35
Intensity = 5.090 in/hr Tc by User = 22.00 min
OF Curve = Mocksville-Nelsons Creek.IDlAsc/Rec limb fact
PostDev @ South Prop Line Less SCM#1 DA Q (cfs)
Q (cfs) Hyd. No. 2 -- 100 Year
350.00
350.00
3
300.00 00.00
2
250.00 50.00
200.00
200.00
150.00
150.00
100.00
100.00
5
50.00 0.00
0.00 0.00
-
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Time (min)
Hyd No. 2

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd, No. 3
PostDev to SCM #1
Hydrograph type = Rational Peak discharge = 82.78 cfs
Storm frequency = 100 yrs Time to peak = 17 min
Time interval = 1 min Hyd. volume = 84,436 cuft
Drainage area = 29.000 ac Runoff coeff. = 0.5
Intensity = 5.709 in/hr Tc by User = 17.00 min
OF Curve = Mocksville-Nelsons Creek.IDVksc/Rec limb fact = 1/1
PostDev to SCM #1 Q (cfs)
Q (cfs) Hyd. No. 3-- 100 Year
90.00
90.00
8
80.00 0.00
7
70.00 0.00
60.00
60.00
50.00
50.00 OF
4
40.00 0.00
3
30.00 0.00
2
20.00 0.00
10.00
10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34
Time (min)
Hyd No. 3

44
Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3DO by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 4
Route SCM #1 DA
Hydrograph type = Reservoir Peak discharge = 12.23 cfs
Storm frequency = 100 yrs Time to peak = 31 min
Time interval = 1 min Hyd. volume = 77,222 cuft
Inflow hyd. No. = 3 - PostDev to SCM #1 Max. Elevation = 742.36 ft
Reservoir name = SCM #1 Max. Storage = 76,523 cuft
Storage Indication method used.
Route SCM #1 DA Q (cfs)
Q (cfs) Hyd. No. 4 -- 100 Year
9
90.00 0.00
80.00
80.00
7
70.00 0.00
6
60.00 0.00
5
50.00 0.00
4
40.00 0.00
30.00
30.00
-
20.00
20.00
-
1
10.00 0.00
0.00 0.00
-
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 4 Hyd No. 3 ; I 1 ; Total storage used = 76,523 cuft

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 31DO by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 5
Combine-PostDev @ South Prop Line & Nelsons Crk
Hydrograph type = Combine Peak discharge = 354.80 cfs
Storm frequency = 100 yrs Time to peak = 22 min
Time interval = 1 min Hyd. volume = 538,140 cuft
Inflow hyds. = 2, 4 Contrib. drain. area = 196.000 ac
Combine-PostDev @ South Prop Line & Nelsons Crk Q (cfs)
Q (cfs) Hyd. No. 5 -- 100 Year
400.00
400.00
3
350.00 50.00
300.00
300.00
250.00
250.00
200.00
200.00
1
150.00 50.00
1
100.00 00.00
5
50.00 0.00
0.00 - L'- - 1 1 70 0.00
0 10 20 30 40 50 60
Time (min)
Hyd No. 5 Hyd No. 2 - Hyd No. 4

46
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3DO by Autodesk, Inc.v2021 Monday,03/13/2023
I Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period ---------------
(Yrs) B D E (NIA)
1 61,1757 13.2000 0,9044 --------
2 66.7394 12.9000 0.8803 --------
3 ! 0.0000 0.0000 0.0000 -
5 67.0365 12.6000 0.8316 -------
10 i 65.8484 12.2000 0.7974 -
25 59.4509 11.1000 i 0.7422
50 �I 54.0916 10.2000 0.6990
100 50,2830 9.5000 0.6639 --------
I
File name:Mocksville-Nelsons Creek.IDF
Intensity = B/ (Tc + D)"E
Return Intensity Values(in/hr)
Period so
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55
1 4.44 3.56 2.99 2.58 2.27 2.03 1.84 1.68 1.55 1.44 1.34 1.26
2 5.27 4.24 3.56 3.08 2.72 2.44 2.21 2.03 1.87 1.74 1.63 1.53
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.17 5.01 4.25 3.70 3.28 2.96 2.70 2.48 2.30 2.15 2.02 1.90
10 6.81 5.56 4.73 4.13 3.68 3.33 3.05 2.81 2.61 2.44 2.30 2.17
25 7.56 6.18 5.28 4.64 4.15 3.77 3.46 3.21 2.99 2.81 2.65 2.51
50 8.07 6.62 5.67 5.00 4.49 4.09 3.77 3.50 3.28 3.08 2.92 2.77
100 8.52 7.00 6.01 5.32 4.79 4.38 4.05 3.77 3.54 3.34 3.16 3.01
Tc=time in minutes.Values may exceed 60.
ville(R210004)\Documents\Re orts\H droFlow Stuff\Preci Runoff-Nelson Creek Mocksville NOAA 24Hr Rain. c
Rainfall Precipitation Table (in)
Storm
Distribution r82
2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 3.40 0.00 4.29 4.97 5.92 6.67 7.44
SCS 6-Hr 2.34 0.00 2.94 3.40 4.02 4.51 5.01
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Calculations at Each Outlet
9

RIP-RAP PADS
Phases 1 & 2
Date: 3/13/23
Y:\Jobs\21-004 Mocksville(R210004)\documents\Schedules\Rip-Rap Pads.xlsx
Using NYSDOT Method
OUTLET PIPE DIA. VELOCITY ZONE STONE STONE WIDTH LENGTH DEPTH
NO. (IN.) (FPS) SIZE CLASS (FT.)* (FT.) (IN.)
A 72" & 60" 9.06 4 13" 1 35.5 48 36
B
C 48" 5.01 2 6" B 16 24 18
A- Nelson Creek Dr.
B- Murphy Meadow Rd. (Crossing eliminated)
C- Frontiersman Dr.
*Downstream width, use 3 x pipe diameter upstream (single pipe), 3 x pipe diameter+ center
to center distance between pipes upstream (multiple pipes).
FES 100 18" 5.98 1 3" A 5.5 6 12
FES 102 18" 8.8 2 6" B 6 9 18
FES 200 42" 9.29 3 13" 1 15.5 28 24 44
FES 400 15" 6.8 1 3" A 5 5 12
FES 450 18" 12.46 2 6" B 6 9 18
FES 500 42" 11.9 3 13" 1 15.5 28 24
FES 601 15" 6.5 1 3" A 5 5 12
FES 10 15" 16.38 3 13" 1 5.5 10 24
EW 11 54" 16.78 5 23" 2 21 45 36
FES 610 15" 4.65 1 3" A 5 5 12
FES 615 15" 5.99 1 3" A 5 5 12
FES 630 24" 11.53 3 13" 1 9 16 24
FES 700 24" 8.7 2 6" B 8 12 18 t
FES 750 18" 5.07 1 3" A 8 20 12 19
FES 760 15" 6.52 1 3" A 5 5 12
FES 800 24" 11.66 2 6" B 8 12 18
FES 820 36" 9.46 3** 13" 1 13 24 24
FES 810 18" 7.84 2 6" B 6 9 18
FES OS1 18" 3.1 1 3" A 5.5 6 12
**Next higher zone due to >10%grade on slope
#Plunge Pool, see detail for lowered bottom

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AMERICAN
` Engineering
Business License C-3881
Drainage Report
Nelson's Creek
Phase 1
Yadkinville Rd./U. S. 601 at Country Lane/SR 2 1461
Mocksville, North Carolina 27
Prepared For
C2C Land Development,LLC
P. O. Box 4628
Mooresville,North Carolina 28117
Contact: Richard Denzler(800-369-0120)
Prepared by
American Engineering e tchase Blvd Associates
to 450heast
4020 W
Raleigh,NC 27607
June 17,
2022 ���..•9ttt,tt,,
CARp1''
� �s
Rev. 9/9/22 '
Rev. 11/18/22 ,.�w, , 'F S� •'••"� �'�.
Rev. 2/8/23
�a
Rev. 3/13/23 g922 c
oy NICH005
�Rrt n n
3/1�/)3
1

Drainage Report
Table of Contents
3
General 3
Drainage Calculations 3
Erosion Control 4
Major Stream Crossings and Other Outlet Rip-Rap Calculations
4
Geotechnical Report 4
post-Construction permitting and Stream Buffer Requirement 4
Flow Control and Stream Quality
6
Appendix
2
I
I

Nelson's Creek, Phase I
General
is located in Mocksville, North Carolina on the
atel east
2500e south of this between
Most of
This projectproperty line approxim Y
Country Lane on the north side and a prop Y yadkinville Rd. is mostly
Yadkinville Rd. and Country Lane have already rbeen developed though this
the area fronting lete. The area along project will access both of these roads when comp County Lane is residential property
commercial property and the developed area along Y project between Phase 1 and
Nelson Creek goes through the middle of this project dividing the
ct is complete,there will be
Phase 2. Nelson Creek is in the Yadkin het Bo s arts n. of en tpropect.
a crossing over Nelson Creek connecting t p
.ect is to provide for a single family subdivision.
The e ofphasell�ill have is 68 5 acre$
lots while Phase 2 will
The purpose of the pro J
have 185 lots for a total of 383 lots. The s
while Phase 2 is 91.74 acres.
Drainage Calculations
Calculations for the permanent storm drain system are in the Appendix with the rainfall rates for
the location of this project. These include profiles showing HGL.
Erosion Control
or this project will largely be by the use of sediment basins.roD ct t These will
Erosion control f p ll be necessary to construct part of the
nature of the project many of the basins needed will It i the interior
not discharge directly to the outside o the project.so that it can be used to drain the clean water exiting the
storm drain system early in the project
interior sediment basins.
only
weir as
uc
These interior sedim
ent basins will not have an emergency overflow th�full s year flowo the
send the water over other bare areas. Instead the riser is sized to carry
pipe system. g overflow
of the project will have emergency
Sediment basins adjacent to the downstream edgesins will have a skimmer
with a drainage area of larger than five acres will ent basins combination of riser an
weirs. Those w year storm. All sedim
emergency overflow weir to drain the ten y
sized to draw down the water below the emergency overflow weir or riser between two and rve
days after a storm has ended. Appendix. The
' ent basins are in the Erosion Control section of the Soft Excel to
Calculations for these sediment am written in M
first erosion control calculations in the section will be a program
3

identify the size of the
basin needed. For the basins which have a riser discharging directly to
tion of the rip-rap needed is shown using the New York State DOT method.
the off-site a calcula
pert elevations and dimensions,
seconhe
d sheet not on the plans is shown for the calculation or the
Following this is the schedule showing the Contractor the p outlet velocity
etc. for each sediment bas this is a sheet calculating ther this
skimmer size for each basin. Following calculation method. Following
sediment basin discharges to b for each sed in the YSDOnt basin.
rip-rap
is the NCDENR calculation sheets
Major Stream Crossings s and Other Outlet Rip-Rap Calculations
Drive
' s are in the project. The one across Nelson Creek dix showing thek rip-rap
Two stream crossing outlets are also
will be in Phase 1 of the project. Calculations are e the Appendix
pipe
calculations for the crossings. Rip-rap calculationsfor, . E other
g
shown. The flow calculations are by John R. Harm
Geotechnical Report
The geot echnical report by Ground Technological Services, Inc. is in the Appendix.
'on Permitting and Stream Buffer Requirement
Post-Constructs post-construction
� relation to areas which require p
Exhibits in the Appendix show our project in
project is outside the area where post-construction
permitting. As can be seen on this exhibit our
permitting is required. Administrative
' it shows that the stream is Classified Class C Yaedkin Per ee Dee Basin,which
The other exhibit
Code 15A NCAC 02B our site drains to Nelson Creek within ter NSW), and not
water. This receiving water is not a Trout Stream,`Na of (n Outstanding
is a Class C surface w W Nutrient Sens
Resource Water(OWR), High Quality Waters (HQ ),
he Town of
le
within a Water Supply
Watershed, or the Goose Creek Watershed. Should not be a minimum
does not have a local approved buffer requirement. Therefore, there
buffer required.
F1oW Control and Stream Quality
a dry retention pond has
Due to concerns about the stream quality downstream of this project
eak flow for the storms listed to or
restrain tle Phase 2. As shown�the
been added to Phase 1 of this project.
flows for the l entire project including an the re-development
below the peak pre-develop
table below,the peak flows for the post-developmentbJohndR oHarrman5 P. E. # 9g10 are in the
flow for the storms listed. The calculationsY
Appendix.
4

Storm
Pre-development Flow Post-develo ment Flow
167.90 cfs
1 Year 171.94 cfs 201.06 cfs
2 Year 206.91 cfs 241.75 cfs
5 Year 251.74 cfs 270 48 cfs
10 Year 283.73 cfs 354.80 cfs
I 100 Year 376.50 cfs
Y:\lobs\21-0004 Mocksville(R210004)\Documents\Reports\Drainage Report.docx
5

Appendix
USGS Map
Geotechnical Report
Drainage Calculations
Erosion Control Calculations
Major Stream Crossings and Permanent Rip-rap Outlets
Post-Construction Permitting Exhibit and Stream Buffer Exhibit
Pre- and Post-development Flow Calculations
6

USGS Map

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suiaaaui�u3 rail
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Odo1S(l'* awsum3u.su.adaa+a3a sn
lYM�••�nOT Y]tl..

Geotechnical Report

E AND GENERAL SOILS
ROCK PROB CLASSIFICATION EVALUATION REPORT
FOR
Nelson Site
Yadkinville Road
Mocksville, North Carolina
GTSI-GE0202112-402
January 129 2022
Prepared for:
evelo ment LLC
C2C Land D P
SEAL
s
i
031005 A �2
Prepared By:
Ground Technological Services,Inc•
2067 North Flighway 16
Denver,North Carolina 28037
[phone]

completed the subsurface rock and general soils
Inc. GTSI has comp Seven (27) fifteen-foot borings were
Ground Technological Services, project. Twenty-
classification evaluation for the proposed er to perform these services.
attempted with a Track Mounted Power Aug a a preliminary site
GTSI utilizing GPS coordinates. Site access
The bori
ng locations were determined by C2C Land Development LLC utilizing
plan. The boring locations were Feld determined Y terminationaa)
rin locations due to dense woods. 5oilas not d atbon within
the on
was required for all bo g silts to fine sandy silts.No water w �, location plan and boring
ranged from fine sandy clayey erformance of the borings. The boring
no rock was encountered in Yohe ur review-
coordinates are attached for y
red in accordance with generally accepted soil and foundation
occur in the design, nature, or location of the
This report has been preps licabihty of
engineering practices. In the event any changesInc. should review the app
proposed facilities, Ground Technological Services,
conclusions and recommendations in this report• you should have any questions
GTSI appreciates the opportunity to provide these services to you.If
please c its at your convenience.
L c r,
Pres ent
r j ,L
r � 3
Y�
f
Donna H. Barbour,P.E•
Professional Engineer `*OV )4' l,�}�,��+
d1111 \11\\\\
l
I
I

Table of Location Coordinates and Boring Termination
Depths
ocksvi►le, NC(Davie County)
Nelsons Creek- M florin
Pla►�_. Lati_ tude Lon itude Term�1°n
Borin # Qepth.
B-1 15
35*54'54.62"N 80034'44.7611W
35°54'S1.90"N 80°34'42.77"W
B-2 15 B-3 15' 35°54148.90"N
15
35°54'45.07"N 880°34'40.30"W
0°34'38.71"W
B-4
B-5 15
35°54'46.99"N $0°34'37.49"W
B-6 15' 35°54153.79"N 80034'35.30"W
B_7 15' 35°54'35.48��N 80 34 33 26''W
B 8 15' 35054'47.16"N BMP
35°54'48.58"N 80°34'29.81'W BMP
B-9 35°54'52.15"N 80°34130.77 W
6 0 15' 80034'24.5411W
B-11 15' 35°54'34.04"N
°34'24.48"W
B-12 15' 35°54'37.41"N 80
B-13
15' 35°54'41.85"N 80°34'26.55"W
B-14 15
35°54'42.36"N 80°34'23.02"W BMP
B 15 15' 35°54`43.34"N 80°34`20.93"W
B-16 15
35°5433.40"N 80°34'16.52"W BMP
35°54'37.31"N 80°34'16.88"W
B-17 15 8 15' 35°54'42.12"N0°34'18.71"W
B-18
35.54'47.26"N 80°34'19.22"W
B-19 15 $0°34'4.61"W
8-20 15' 35°54'33.02 N
15' 35°5q'37.42"N 80°34'4.08"W
8-21 80°34'11.36"W
8-22 15' 35°54'38.03"N
8-23 15
35°54'40.65"N 80°34'11.57"W
B-24 15' 35°54140.29"N 80°34'3.97"W
15
35°54141.05"N 80°34'9.42"W
B-25
' 35°54'45.67"N 80°34'13.03"W
8-26 15 �� 80°34'15.82"W
B-27 15' 35054'48.21 N

Drainage Calculations
I
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Drainage Calculations

12/9/21 3 0 P'v! Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
r...a
Location name: Nlocksville, North Carolina, USA* _
_ Latitude: 35.9124°, Longitude: -80.5717°
Q] , Elevation:756.8 ft-
�✓ 'source ESRI Maps ti•M r .
source:USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M Bonnin,D iviartin,B.Lin,T.Parzybok,M.Yakta.and D Riley
NOAA National Weaiher Service,Silver Spring,Maryland
�r tadu(ar� Pr graptl� � ,;lap. � aerials
PF tabular
PDS-rased point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval(years)
Duration�. -1 I 2 - 5�- --(- 1�0 25 50 - 100 200 -500_;� 1000
--I 14.10 1--
8 � - 95� 9.42 74
4.44 F�5 010.8)7 5-min 7. 0) 21) ' 47.6 ( 5
-4.82) 691B608I (
.67
_2 6.02
? 3I6 [��7.45
' 4 5) 610 819)m (3.894$$) (4.56538! 0y5. 9 ) 5_ 4) ( . . . . ( (6.6984$)
15-min 2.96 3.53 4.97 4.50 5.D9 i 5 2 5.72 5.96 ` 6.25 ! 6.42
(2_73-3.21)J (3.26-3.64) (3-85-4.54) (4.22-4,99) (4,66-5.53) (4.93-5 O j5.15-6 22) L(5.33-6.52) 1 (5.51-6.67)
4&.957.47) ( 53.20
2.03 2.44 2.96 347 4.09 4.3 4564
09) 94 1 -5.08) 4.5 -5-753 -2.20) (2.25-2:85) ; (273_:22) (3.71-4.44) (3: 7 (41.87
2.17� 25 . 2.77 32.03 28 3.26 3.57 �I3.80
E1137 ' (2:91-3.56) 3s15-3:92) (3.31-4.19)
236)(117-1:37 ( 4 51.75-2.60-min 1.261.9
4 1.52 1.69 1.8
. (131 6 2.03 2.25 F 2.42
Z-hr -1. ) -1,84) 1.67-2, 3) ( . 02. ) (1-97-2.48) Z0Z•68)
(0.684-0.804) (0.8290.978) 1.19-1.41) (1.36 3 =55-2
1.49 123 1.67 0}1.1 �0833-hr 0.529 0.641 f 04 0.928� 1.10 1.35 1
- . 6)I(0.592-0. 00) (D.741-0.877).t(0851- 0 ) (0:996-1.(0488 1.13
F - 0.568 0.837 D.922
hr 1(0.521-0.618) 7 .967-1 2 4
0269
-055). l
(0.299-0.353) (0.362-0,428) (0.452-0-536) 681.0.820) (0.749-0.911 0.816-1.01 093-1.14)
193 0.233 0.293 0.340 0.404 0.455 0.507 0.561 J
(D.178-0.210)i 9 1(0.31
24-hr 0.117 0.142 0.179 0.207 0.247 0.278 0.310 0.343 0.389 0.425
(0.109-0.126);(0.132-D.153) (0.166.0a93)i(0.192.0.224) (0.228-0266),(0.256-0.300 (0.285-0.334) (0.314-0.370)!(0.354-0.420),I(038' 5-0.460)
2-d 0.069 1 0.083
I0.103 0.119 I0.140 0.157 0.1-75 0.192 0.216 � 0.235
-0.074) ( .p7-0.069)!�.0A 45-O. 69(D064 , 0 011 10.161D.188) 076-0.207)I(0.197-0.233) 0 2�
54)i
:3dT 0.122 0.134 0.151 0.164
.
68 000
-0. - 18) 113-0.131) 0.123-0.145 0.138-0.163 150-0,178)0.055-0.063)i 0 ( 9J
4-day 0.039 0.046 0.057 0.066 0.077 0.087 D.096 0.106 I 0.119 0.129
y (0.036-0.041) (0:043•D.O50),(0,054-0.061) (0.061-0.071) 0.072-0.0811(0.080-0.093) (0089A.103) 0.097-0.113) (0.109-0.128) (0.117-0.139)
7-da 0.025 0.030 0.037 0.042 0.049 0.054 0.060 0.065 0.073 0.079
y (0.024.Ou07) (0.028-0.032)'(0034 0.039) (0.039-0.045) (0046-0.052)'(0.050-0.0581 (D.055-a:064) (6061.0.074)!(0.067-0.079)'(D.072-0.085)
10-day 0.020 0.024 0.029 0.033 0.038 0.042 1 0.046 0.050 0.055 0.059
(( 019-0.022) (0.023-0.026) (0:027-0.031) 0.031-0,035) (O._ 35-0.040) (0.039-0.044) 1(0043-0.049),(0.046.0.053)'(0.051-0.059) (0.055-0.063
0.014 0.06 0.019 0.021 0.024 0.027 0.029 0.032 0.035 0.037
20-day (D.013-0.014) (0.015-0.017)I(0.018-0.020) 0.020-0.022) (0.023-0.026) (0.025-0.028) (0.027 0.031)'(0.029-0.033) (0.032-0.037)11
(0.035-0.040)
0.027
22 1
[30�
(0.011 0 012) (0.01oll 3-0 014)I!(0.01 -0(0.01 016)j O.D16-0 018)1 0:018-0 020)i. O.019-D 021) (0.02 30023)j0023)i(0.02-0 025)I 0.024-0 027) (D,025-0 029)
14
09
60-day � , O OO D0 013) 0.01 30 5
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20
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I(0.0$-000�9) (0.090�010) D( ofi 012) 0( 010013 00�1001� H( 10015)ID( .�014-0016).L(0.01.0017)�(0.016�-0010)!(OO1-0019
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.
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PF graphical
https://hdsc.nws.noaa gov/hdsc/pfds/pfds_printpage.html?lat=35.9124&Ion=-80.5717&data=intensity&units=english&series=pds 1/4

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Concrete Riser Anti-flotation Block
Project: Nelsons Creek Riser: DP#1
Date: 3/10/23
Side 1: 4 ft Wall thickness = 2 5 in.
Side 2: 4 ft. X-Sect. Area = 19.51 s. f.
Top of Riser Elev 741.75
Bottom Elev. 738.80
Height 2.95
Volume of Water Displaced 57.55 c. f. Weight of Water Displaced 3592.56 lbs.
Assume:
Concrete weighs 150#/c. f. and water weighs 62.43#/c. f.
Weight above bottom (no slots or weirs cut in)
1551.82 lbs.
Deduct for 1 st slot or weir ft. long
Deduct for 2nd slot or weir ft. high 0.00 lbs.
ft. long ft. high 0.00 lbs.
Deduct for 3rd slot or weir ft. long ft. high 0.00 lbs.
Total Weight above bottom 1551.82 lbs.
Net weight of concrete bottom is 2040.74 lbs.
Volume of concrete block required is 23.30 c. f.
Bottom thickness required is 1.1947 ft. = 14.3359 in.
Use 14.5 in. thick
Y:\Jobs\21-004 Mocksville(R210004)\Documents\Reports\Anti-flotation DP#1.xls

RIP-RAP PADS
Phases 1 & 2
Date: 3/10/23
Y:\Jobs\21-004 Mocksville(R210004)\documents\Schedules\Rip-Rap Pads.xlsx
Using NYSDOT Method
OUTLET PIPE DIA. I VELOCITY ZONE STONE STONE WIDTH LENGTH DEPTH
NO. (IN.) (FPS) SIZE CLASS (FT.)* (FT.) (IN.)
A 72" & 60" 9.06 4 13" 1 35.5 48 36
B
C 48" 5.01 2 6'' B 16 24 18
A- Nelson Creek Dr.
B- Murphy Meadow Rd. (Crossing eliminated)
C- Frontiersman Dr.
*Downstream width, use 3 x pipe diameter upstream (single pipe), 3 x pipe diameter+ center
to center distance between pipes upstream (multiple pipes).
FES 100 18" 5.98 1 3'' A 5.5 6 12
FES 102 18" 8.8 2 6" B 6 9 18
FES 200 42" 9.29 3 13" 1 15.5 28 24
FES 400 15" 6.8 1 3" A 5 5 12
FES 450 18" 12.46 2 6" B 6 9 18
FES 500 42" 11.9 3 13" 1 15.5 28 24
FES 601 15" 6.5 1 3'' A 5 5 12
FES 10 15" 16.38 3 13" 1 5.5 10 24
EW 11 54" 16.78 5 23" 2 21 45 36
FES 610 15" 4.65 1 3" A 5 5 12
FES 615 15" 5.99 1 3" A 5 5 12
FES 630 24" 11.53 3 13" 1 9 16 24
FES 700 24" 8.7 2 6'' B 8 12 18
FES 750 18" 5.07 1 3" A 5.5 6 12
FES 760 15" 6.52 1 3" A 5 5 12
FES 800 24" 11.66 2 6'' B 8 12 18
FES 820 36" 9.46 3** 13" 1 13424 24
FES 810 18" 7.84 2 6" B 9 18
FES OS1 18" 3.1 1 3" A 56 12
**Next higher zone due to >10%grade on slope

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Retention Pond Volume
Date: 03/10/23 Project: Mocksville
Pond#: DP#1 Trial# 1
Y:\Jobs\21-004 Mocksville(R210004)\Documents\Reports\Retention Pond VolumeAs
Elev. Surface Area dVolume Volume Remarks Stage
(ft.) (s. f.) (c. f.) (c.f.) (ft.)
740 0.00 0.00 0.00 Outlet Elev. 0.00
741 30826.79 15413.40 15413.40 1.00
742 33632.62 32229.71 47643.10 2.00
743 36640.17 35136.40 82779.50 3.00
744 39761.59 38200.88 120980.38 4.00
745 43063.70 41412.65 162393.02 5.00
746 45789.68 44426.69 206819.71 Top of dam 6.00
0.00 0.00 0.00 0.00
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0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00

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SEDIMENT BASIN DESIGN SB 1-1
5/30/22
This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User Input Data
Calculated Value
Reference Data
YAJobs121-004 Mocksville(R210004)1DocumentslReports\DENR SB 1-1.xls
Designed By: PNJ Date: 7 3o/zz
Checked By: Date:
Company: American EA
Project Name: Nelson's Creek
Project No.: 21-004
Site Location (City/Town) Mocksville
Sediment Basin Id. SB 1-1
Total Drainage Area (acres) 0.49
Step 1. Determine peak flow- Q,,, for the basin draulage area S.0 )
Q10 (cfs) 2.03
Step ?. Detennine ante site limitations for the sediment pool elevation,emergency
spillwaN or top of the dmu_
Minimum pool elevation (ft) 783
Maximum pool elevation (ft) 788
Step 3. Detertume basin voluuues:
• Compute nnununum volume required (1800 ft-',"acre disturbed).
• Specih, sediment cleanout level to be marked on riser (one-half the design
ohune referenced to the top of the riser) and seduuent storage area to be
cleared after the drum is built.
Disturbed acreage (ac) 0.49
Min Volume (ft) 882
Sediment cleanout elevation (ft) 784
Sediment Storage Area 203

SB 1-1
Step 4. Determine area and shape of basin-
• Check length width ratio (should be _':1 to 6:1). 5/30/22
• Compute the basin surface area at principal spillway elevation. Page 2
• Check the ratio of basin surface area to peak inflow rate (should be greater
than or equal to 435 ft cfs)- Employ diversions with additional traps and
basums to reduce area drained_
Deteruine barrel capacity required for site conditions (minimum capacity for Q.,,
is the 2-year peak runoff. Q_
Length/width ratio 2.05
Is length/width ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (ft2) 903
Ratio: basin surface area/Q10 444.827586
Is ratio >= 435 ft2/cfS? YES
Y:\Jobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-1.x1s
Step 5. Determine the principal spillway discharge capacitriy.
• The combined capacities of the principal and emergency spillways must be
at least the 10-near peak flow for the entire watershed of the basum_
• The principal spillway is analyzed for three possible li mntrng flow types:
Weir flow, Orifice flow. and Pipe float- The prucipal spillway discharge
capacity is the smallest of these three flow rates. Discharges through a
skimmer should be disregarded during this computation. Weir. orifice and
pipe flow may be determine by the followfilg equations:
1. «Veir Flow: Q = CLH'
where:
Q =discharge iu cubic feet per second(cfs)
C =weir coefficient- use 3.1 for corrugated metal pipe risers
L = circumference of the riser in feet
H =head above riser crest in feet
Weir coefficient, C 3.3
Riser circumference, L (ft)
Head above riser crest, H (ft)
QW (cfs) 0
Orifice Flow: Q = CA (2gH)`-`
where:

0 = discharge iii cubic feet per second (cfs) SB 1-1
C = orifice coefficient, use C = 0.6 for comlgated metal pipe risers.
A = cross-sectional area of the riser pipe in square teet 5/30/22
g = acceleration due to gravity. 32.1 ft.sec'
H =head above riser crest in feet
Page 3
Orifice coefficient, Co
Riser cross-sectional area, A (ft2)
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft)
Discharge, Qo (cfs) 0
YAJobs121-004 Mocksville(R210004)1Documents\Reports\DENR SB 1-1.xis
gh
3 Pipe Flow: O = a [1 _K, +kF L
where.-
Q =discharge in cubic feet per second(cfs)
a =cross-sectional area of the barrel in square feet
g = acceleration due to gra v icy. 32.2 ft sec'
h =head above the centerline of the outlet end of the barrel
Kam, = coefficient of minor losses, can be assumed to be 1.0 for
most principal spillway systems
L =barrel length in feet
K, =pipe friction coefficient:
_ 5087n2 (See TableE for KF values for
641 common size of pipe.)
n =Maniung s coefficient of roughness. use n = 0.01-5 for
corrugated metal pipe
n = 0.015 for reinforced concrete pipe
di = inside diameter of the barrel in inches
Select riser and barrel dimensions so that the riser has a cross-sectional area
at least 1.5 tunes that of the barrel. Spillway hydraulics are unproved by
maximizing weir flow and minimizing orifice flow- See Table 9-0;b for
recommended riser?"barrel proportions.
Barrel diameter (ft)
Barrel cross-sectional area, a (ft2) 0.0
Accleration due to gravity, g (ft/s2)
Head above outlet end of barrel, h (ft)
Minor loss coefficieint, Km 1.0
Barrel length, L (ft)

Mannings coeffienct of roughness, n 0.025 SB 1-1
Inside diameter of barrel, di (in) 48 5/30/22
Pipe friction coefficient, KP 0.01823
Discharge, Qo (cfs) 0 0
RISER Page 4
Select sail rises and barrel dirneasioas Use the weir- orifice and pipe f cox
equations to determine if the ,.ear peak discharge is passed without acu;ating
the emergency,• spiIlwa_,-. Determine riser size from Figure 3.07b. Check the
head and stage requirements. If the design stage is too high. choose larger Table 8.07b
dimensions and recalculate Asa mimmu m.set the elevation of the riser at the
same elevation as the top of the sediment pool. A riser height' to` times the
barrel diameter is recommended. Select the type of trash guard
Select a dewatenng device. If a skimmer is used. refer to the manufactuters
de,vaterina data. or Table 6.64 b.
Step 6. Design antiseep collar.
Ensure that antiseep collars are no closer than 2 ft from a pipe joint. Collar
must project at least 1.5 ft from the pipe. Indicate watertight connections.
Step-. Design antifiotation block_
Determine the weieht of water displaced by the empty riser, and design a
block with buoy:ant Freight 1.I times the Zseight of seater displaced.
YAJobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-1.xis
Weight of water displaced by the empty riser
Buoyant weight 0
Step S. Design outlet.
Determine discharge velocity- from the barrel. Design outlet protection tc
assure stable conditions. Riprap placement is usually necessar Y (Apper!dix
S 0Oj
Discharge velocity, V (ft/s) #DIV/0! #DIV/0!
See Appendix 8.06 for riprap sizing, if necessary
Step 9. Design emergence spillway
• Determine the required capacir:for the emergency spillway as
Qe= Q_0—Qp (QF-! Q:)
• From Table=or Table®select the width and depth of the outlet. Table 8.07c
depending on soil conditions. In general. the bider bottom widths and Table 8.07d
lower slopes are preferred to minimize exit velocities at supercritical
Hots•
• An acceptable alternative is the use of the weir equation
Q = CLH'`

%Vhere this option is used, the maximum.-clue of C should be' S. L SIB 1-1
is the botrom width of the soillwav at the crest, and H is the depth of
£o<<• above the spilla:as;crest in feet. Note llanning's channel equart�n
should not be used to size the spill:-a-.,-crest Ho:z-e-:er. it should be used 5/30/22
to design the outlet channel below the-_pilht•av crest.
• The rotal of the emergent:and principle :pill:t-a ,capacities must equal Page 5
cr exceed the required 10-Fear peals discharge.
• Set the elevation of the crest of the emet?eucy spillway a ntintmum of 1
foot above the crest of the riser.
OPTION 1
Q10 2.03
Qp 0
Emergency spillway capacity, Qe (cfs) 2.03
Qp + Qe 2.03
Does (Qp + Qe) equal or exceed Q10? YES, PROCEED
Step 10. Spilliva-;approach section.
Adjust the spillway alignment so that the control section and outlet section
are straight_ The entrance width should be 1 - times the width of the control
section kith a smooth transition to the width of the control section. Approach
channel should slope toward the reser:otr no less than 210
Width of control section (ft) 6
Width of entrance (ft) 4
Slope of approach channel (%) 2
Is width of the entrance section 1.5xcontrol section
width? YES, PROCEED
Is approach channel >/= 2%? YES, PROCEED
Step 11. Spillway control section
• Locate the control section in the spillway near where it intersects the
extension of the centerline of the dam
• Keep a level area to extend at least 20 ft upstream from the cutlet end of
the control section_to ensure a straight alignment
• Side slopes should be 3:1.
Y:1Jobs121-004 Mocksville(R210004)IDocumentslReportslDENR SB 1-1.xls
Step 12. Design spillway exit section.
• Spillwav exit should align with the control section and have the same

bottom width and side slopes. SB 1-1
• Slope should be sufficient to maintain supercritical flow.but make sure it
does not create etosive velocities for site conditions. (Star within slope 5/30/22
ranges in appropriate design tables)
• Extend the exit channel to a point where the water may be released without Page 6
damage.
Step 13. Size the embankment.
• Set the design elevation of the top of the dam a minimum of 1 ft above the
water surface for the design flow in the emergency spilhvay.
• Constructed height should be 10% greater than the design to allow for
settlement.
• Base top width on the design height.
• Set side slopes 2.5:1 or flatter.
• Determine depth of cutoff trench from site borings_ It should extend to a
stable,tight soil layer(a minimum of 2 ft deep).
• Select borrow site—the emergency spillway cut will provide a significant
amount of fill_
Step 14. Erosion control
• Locate and design diversions to protect embankment and spillway
(.practice Standards and Specicarions: 6.20, Temporary Diversions).
• Select surface protection measures to control erosion(Pracdce Srandards
and Specifications: 6.10, Temporary Seeding; 6 14, 3fulching;and 6.15,
Ripr ap)-
• Select groundcover for emergency spillway to provide protection for
design flow velocity and site conditions. Riprap stone over geotextile
fabric may be required in erodible soils or when the spillway is not in
undisturbed soils_
Y:IJobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-1.xis
Gaiety.
• Construct a fence and install warning sins as needed.

SB 1-1
Y:\Jobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-1.x1s
5/30/22
Page 5A
OPTION 2
Weir coefficient, C 3.3
Bottom width of spillway crest, L (ft) 4
Depth of flow above spillway crest, H (ft) 0.5
Emergency spillway capacity, Qe (cfs) 4.6669
4.6669
YES, PROCEED
SPILLWAY IS ADEQUATE
(Print Page 16)

SB 1-1A
SEDIMENT BASIN DESIGN 5/30/22
This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User Input Data
Calculated Value
Reference Data
YAJobs121-004 Mocksville(R210004)IDocumentslReports\DENR SB 1-1A.x1s
Designed By: PNJ Date:Checked By: Date:
Company: American EA
Project Name: Nelson's Creek
Project No.: 21-004
Site Location (City/Town) Mocksville
Sediment Basin Id. SB 1-1A
Total Drainage Area (acres) 0.49
Step 1. Determuie peak flow- 0 .1 for the basin drainage area S.03)
Q10 (cfs) 2.03
Step 2. Determne any site linutarions for the sedunent pool elevation,emergency
spillwa}-or top of the dun.
Minimum pool elevation (ft) 809
Maximum pool elevation (ft) 812.5
Step 3. Determine basin volumes:
• Compute iminnuuim volume required(1800 ft 3,. disturbed)_
• Specif-v sediment cleanout level to be marked on riser (one-half the design
olume referenced to the top of the riser) and sediment storaae area to be
cleared after the &wl is built
Disturbed acreage (ac) 0.49
Min Volume (ft) 882
Sediment cleanout elevation (ft) 810
Sediment Storage Area 203

YAJobs121-004 Mocksville(R210004)1Documents\ReportslDENR SB 1-MAS SB 1-1 A
Step 4. Determine area and shape of basin:
• Check length width ratio (should be 2:1 to 6:1) 5/30/22
• Compute the basin surface area at pruicipal spillway elevation. Page 2
• Check the ratio of basin surface area to peak inflow- rate (should be grreater
than or equal to 4 5 ft' cfs)_ Employ diversions with additional traps and
basins to reduce area drained.
Deternune barrel capacity required for site conditions (minimum capacity for 0-
is the ?-Fear peak- runoff. Q,.
Length/width ratio 2.05
Is length/width ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (ft) 903
Ratio: basin surface area/Q10 444.827586
Is ratio >= 435 ft2/cfs? YES
Step 5. Detemnine the principal spill-way discharge capacity'.
• The combined capacities of the principal and emergency spillways must be
at least the 10-year peak flow for the entire watershed of the basin.
• The principal spilhray is analyzed for three possible limiting flow, types:
«eir flow, Orifice flora-, and Pipe flow. The principal spillway discharge
capacity is the smallest of these three flow rates. Discharges through a
sknnuner should be disregarded during this computation. Weir. orifice and
pipe flow-may be determined by the followuno equations:
1. I eir Flog;-: Q = CLH'-`
where:
Q = discharge iii cubic feet per second(cfs)
C ='%veir coefficient. use 3.1 for corrugated metal pipe risers.
L=circiunference of the riser in feet
H =head above riser crest un feet
Weir coefficient, C
Riser circumference, L (ft)
Head above riser crest, H (ft)
QW (cfs) 0
?. Orifice Flow: Q = CA (2gH)-
where:

Q = discharge in cubic feet per second (cfs) SB 1-1A
C = orifice coefficient_ use C = 0.6 for corrugated metal pipe risers.
A= cross-sectional area of the riser pipe in square feet 5/30/22
g =acceleration due to Qravlm7. 32.2 ft.;sec=
H =head above riser crest in feet
Y:1JobM21-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-1A.xls Page 3
Orifice coefficient, Co
Riser cross-sectional area, A (ft2)
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft)
Discharge, Qo (cfs) 0
gh c
i. pipe Flo«v: Q = a [1 +K,+K, L
where:
Q =discharge in cubic feet per second(cfs)
a =cross-sectional area of the barrel in square feet
g = acceleration due to gra;iry_ 31) ft'see
h =head above the centerline of the outlet end of the barrel
K, = coefficient of minor losses- can be asstimed to be 1.0 for
most principal spilhti-ay systems
L =barrel length vn feet
Kr =pipe friction coefficient:
5087n2 (See Table $.ova far Kp values for
dig'' common size of pipe_)
n =-Ivlaiuuug-s coefficient of roughness. use n =0.015 for
corrugated metal pipe
n = 0.015 for reinforced concrete pipe
di = inside diameter of the barrel in inches
Select riser and barrel dimensions so that the riser has a cross-sectional area
at least 1.5 tulles that of the barrel. Spilht-ay hydraulics are improved by
maximizing weir flog and Inurunll712nQ orifice flow. See Table S 0?b for
recommended riser:barrel proportions.
Barrel diameter (ft)
Barrel cross-sectional area, a (ft2) 0.0
Accleration due to gravity, g (ft/s2)
Head above outlet end of barrel, h (ft)
Minor loss coefficieint, Km 1.0
Barrel length, L (ft)

Mannings coeffienct of roughness, n 0.025 SB 1-1A
Inside diameter of barrel, d; (in) 5/30/22
Pipe friction coefficient, Kp #DIV/O!
Discharge, Qo (cfs) #DIV/O! 0
Y:1Jobs121-004 Mocksville(R210004)IDocumentslReportslDENR SB 1-1A.x1s
RISER Page 4
Select trail riser and barrel dimensions Use the weir. orifice and pipe floe-
equations to determine if the 2-year peak discharge is passed without activating
the emergency spillway,•. Deternne riser size from Figure 8.0 rb Check the
head and stage requirements. It the design stage is too high- choose larger Table 8.07b
dimensions and recalculate. As a nuninitmi_set the elevation of the riser at the
sauce elevation as the top of the sediment pool A riser height to ` times the
bariel diameter is recommended. Select the type of trash gtiar-d-
Select a deivaterius device If a skimmer is used. refer to the manufacturer;
dewaterrna data. or Table 6.64_b.
Step 6. Design anttseep collar
Ensure that antrseep collars are no closer than ft from a pipe joint. Collar
must project at least 1_5 ft from the pipe_ Indicate watertight connections.
Step ?. Design antiflotation block.
Determine the :weight of:eater displaced by the empry riser, and design a
block with buoyant weight 1.1 times the weight of water displaced.
Weight of water displaced by the empty riser
Buoyant weight 0
Step S. Design outlet.
Determine discharge velocity- from the barrel_ Design outlet protection to
assure stable conditions. Riprap placement is usuall, necessai-v (dppendix
S 06)
Discharge velocity, V (ft/s) #DIV/O! #DIV/O!
See Appendix 8.06 for riprap sizing, if necessary
Step 9. Design emergency spillway-.
• Determine the required capacity for the emergency spiffiva}-as
Qe= 0.0—Qr: (QF,z Q')
• From Table-8- Table®select the width and depth of the outlet. Table 8.07C
depending on soil conditions In general, the wider bottom widths and Table 8.07d
lower slopes are preferred to minimize exit velocities at supercritical
flow
• An acceptable alternative is the use of the weir equation
Q = CLHI`

.S`here:his option n used. the mnaxim.uu.-alue of C should be '_ 3 t_ SIB 1-1 A
is the bottom:width of the scilh,;ay at the crest. and H is the depth of
flow above the spill.:a-:crest in fee-. lsote: �launintg s channel equation 5/3O/ZZ
should not be used to size the spillway crest. Ho:we-:er. it should be used
to design the outlet channel below the spill;.av crest.
• The total of the emergency and principle spillway capacities must equal Page 5
or exceed the required 10-wear peak discharge
• Set the elevation of the crest of the emergency spilli-a •a minimum of 1
foot above the crest of the riser.
OPTION 1
Q10 2.03
Qp #DIV/0!
Emergency spillway capacity, Qe (cfs) #DIV/0!
Qp + Qe #DIV/0!
Does (Qp + Qe) equal or exceed Q10? #DIV/0!
'Step 10. Spillway approach section.
Adjust the spilI:way alienment so that the control section and outlet section
are straight_ The entrance width should be 1 5 times the:width of the control
section with a smooth transition to the width of the control section. Approach
channel should slope tcwai d the re,en oir no less than 10 0.
Width of control section (ft) 6
Width of entrance (ft) 4
Slope of approach channel (%) 2
Is width of the entrance section 1.5xcontrol section
width? YES, PROCEED
Is approach channel >/= 2%? YES, PROCEED
Step 11. Spillway control section
• Locate the control section in the spillway near where it intersects the
extension of the centerline of the dam
• Keep a level area to extend at least ?r ft upstream from the cutlet end of
the control section_ to ensure a straight alignment.
• Side slopes should be 3:1.
Y:1Jobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-1A.xls
Step 12. Design spillway exit section.
• Spillway exit should alien with the control section and have the same

SB 1-1A
Y:\Jobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-1A.x1s
5/30/22
Page 5A
OPTION 2
Weir coefficient, C 3.3
Bottom width of spillway crest, L (ft) 4
Depth of flow above spillway crest, H (ft) 0.5
Emergency spillway capacity, Qe (cfs) 4.6669
#DIV/0!
#DIV/0!
SPILLWAY IS ADEQUATE
(Print Page 16)

bottom width and side slopes. SB 1-1 A
• Slope should be sufficient to maintain supercritical flow,but make sure it
does not create erosive velocities for site conditions. (Stay within slope 5/30/22
ranges in appropriate design tables.)
• Extend the exit channel to a porn where the water may be released without Page 6
damage.
Step 13. Size the embankment.
• Set the design elevation of the top of the dam a minimum of 1 ft above the
water surface for the design floe in the emergency spillway.
• Constructed height should be 10°'o greater than the design to allow for
settlement.
• Base top width on the design height.
• Set side slopes 5-1 or flatter.
• Determine depth of cutoff trench from site borings- It should extend to a
stable,tight soil layer(a niiainrum of 2 ft deep)_
• Select borrow site—the emergence spillway cut will provide a significant
amount of fill.
Step 14. Erosion control
• Locate and design diversions to protect embankment and spillway
(Practice Standards and Specicarions: 6.20, Temporary Diversions).
• Select surface protection measures to control erosion(Practice Standards
and Specifications. 6.10, Temporan,Seeding,6.14,fulching;and 6.15,
Riprap).
• Select groundcover for emergency spillway to provide protection for
design flow velocity and site conditions_ Riprap stone over geotextde
fabric may be required in erodible soils or when the spilh;gay is not in
undisturbed soils_
Step 1-5. Safety.
• Construct a fence and install warning signs as needed.

SB 1-2
SEDIMENTDESIGN
5/30/22
This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User Input Data
Calculated Value
Reference Data
Y:Wobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-2.xls
Designed By: PNJ Date:
Checked By: Date:
Company: American EA
Project Name: Nelson's Creek
Project No.: 21-004
Site Location (City/Town) Mocksville
Sediment Basin Id. SB 1-2
Total Drainage Area (acres) 1.33
Step 1. Determine peak Ho-w, Q,,, for the basin drainage area (-jRDe;.,air.- S.0 )
Q10 (cfs) 5.51
Step 2. Determine and site limitations for the sedunent pool elevation,emergency,•
spillway or top of the clam.
Minimum pool elevation (ft) 806
Maximum pool elevation (ft) 809.5
Step 3. Deterimuie basin vol uses:
• Compute nnuiirnum voliune required(1800 ft= acre disturbed)
• Specift sediment cleanout level to be marked on riser (one-half the design
ohune referenced to the top of the riser) and sediment storage area to be
cleared after the dam is built
Disturbed acreage (ac) 1.33
Min Volume (ft) 2394
Sediment cleanout elevation (ft) 807
Sediment Storage Area 636

YAJobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-2-As SB 1-2
Step 4. Determiirie area and shape of basin:
• Check lenath'width ratio (should be 2:1 to 6:1). 5/30/22
• Compute the basin surface area at principal spillway elevation_ Page 2
• Check the ratio of basin surface area to peak inflow rate (should be greater
than or equid to 435 ft' cfs). Employ diversions with additional traps and
basins to reduce area drained.
Deternrine barrel capacity required for site conditions (minitnumn capacity for Q,
is the 2-year peak runoff, Q,.
Length/width ratio 6
Is length/width ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (ft) 2400
Ratio: basin surface area/Q10 435.571688
Is ratio >= 435 ft2/cfs? YES
Step �. Determine the principal spy.1-kvay discharge capacit.
• The combined capacities of the principal and emergency spillways must be
at least the 10-rear peak floc for the entire watershed of the basin.
• The principal spill;-ay is analyzed for three possible limiting flog;- types:
Weir flow, Orifice flow. and Pipe flouu•_ The principal spillw-ay discharge
capacity is the smallest of these three flow rates. Discharges through a
skimmer should be disregarded during this computation. Weir, orifice and
pipe flog- may be determined by the follo� mi c, equations:
1_ Weir Floe-: Q = C LH'-~`
where-
0 = discharge ui cubic feet per second(cfs)
C =weir coefficient_ use 3.1 for cornigated metal pipe risers.
L =circumference of the riser in feet
H =head above riser crest in feet
Weir coefficient, C
Riser circumference, L (ft)
Head above riser crest, H (ft)
QW (cfs) 0
?. Orifice Flow: Q = CA (2gH)P-
where

y 0 = discharge ui cubic feet per second (cfs) SB 1-2
C = orifice coefficient. use C = 0.6 for cornigated metal pipe risers.
A= cross-sectional area of the riser pipe in square feet 5/30/22
g = acceleration due to grayitn-. 312 ft sec'
H =head above riser crest in feet
Y:1Jobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-2.xis Page 3
Orifice coefficient, Co
Riser cross-sectional area, A (ft2)
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft)
Discharge, Qo (cfs) 0
?gh a=
3. Pipe Flow: Q = a 1 + +Kt L
where:
Q =discharge in cubic feet per second(cfs)
a =cross-sectional area of the barrel in square feet
g =acceleration due to gravity_ 3 2.2 ft sec'
11 =head above the centerline of the outlet end of the barrel
K, = coefficient of minor losses, can be assumed to be 1.0 for
most principal spillway systems
L =barrel length in feet
Kr =pipe friction coefficient:
_ 5087n2 (See Table EEfor KF values for
di4'3 common size of pipe_)
n =Vlarinuna s COeffiCient of roughness, use n =0.0'> for
corrugated metal pipe
Il = 0.015 for reinforced concrete pipe
di =inside diameter of the barrel in inches
Select riser and barrel dimensions so that the riser has a cross-sectional area
at least 1.5 times that of the barrel. Spillwav hydraulics are unproved by
maximlzing weir flow and minimizing orifice flou._ See Table 8.07b for
recouunended riser.Uarrel proportions.
Barrel diameter (ft)
Barrel cross-sectional area, a (ft2) 0.0
Accleration due to gravity, g (ft/s2)
Head above outlet end of barrel, h (ft)
Minor loss coefficieint, Km 1.0
Barrel length, L (ft)

Mannings coeffienct of roughness, n 0.025 SB 1-2
Inside diameter of barrel, di (in) 5/30/22
Pipe friction coefficient, Kp #DIV/0!
Discharge, Qo (cfs) #DIV/0! 0
YAJobs121-004 Mocksville(R210004)IDocumentslReportslDENR SB 1-2.xls
RISER Page 4
Select trail rise: and barrel dimensions. Use the weir. orifice and pipe flow
equations to determine if the,=:ear peal:discharge is passed:without activating
the emergency spillway.: Determine riser size from Figure 8.0�b Check the
head and stage requirements. If the design stage is too high. choose ltrger Table 8.07b
dimensions and recalculate. As a minimum_set the elevation of the rises at the
same elevation as the top of the sediment pool A riser height' tO times the
barrel diameter is recommended. Select the type of trash`card.
Select a den atermg de-:ice. If a skimmer is used_ refer to the manufacturers
dewaterinE data_ or Table 6.64-b.
Step 6. Design antrseep collar
Ensure that antrseep collars are no closer than_' ft from a pipe joint. Collar
must project at least 1_5 ft from the pipe. Indicate watertight connections_
Step '. Design antiflotation black_
Determine the :weight of water displaced by the empty riser. and design a
block with buoyant weight I.I times the weight of water displaced.
Weight of water displaced by the empty riser
Buoyant weight 0
Step S. Design outlet
Determine discharge velocity from the barrel. Design outlet protection to
assure stable conditions. R.iprap placement is usually. necessaz, (Appendix
S.06)-
Discharge velocity, V (ft/s) #DIV/0! #DIV/0!
See Appendix 8.06 for riprap sizing, if necessary
Step 9. Design emergency spillway.
• Determine the required capacity for the emergenc-y spillway-as
QE— Q.o—Qa (Qp a Q_)
• From Table=or Table®select the width and depth of the outlet Table 8.07e
depending on soil conditions. In general_ the wider bottom widths and Table 8.07d
lower Slopes are preferred to nunintize exit velocities at supercritical
flow
• An acceptable alteinati:-e is the use of the weir equation
0 = CLH15

:Vhere this option n used. the maximum value of C should be?.8. L SIB 1-2
is the bottom width of the spillway at the crest. and H is the depth of
tow above the spillway crest in feet. dote: Manning's channel equation 5/30/22
should not be used to size the spillway crest_ Ho:rerer. it should be used
tc design the outlet channel below the spillway crest
• The total of the emergency and principle =pill:cay capacities must equal Page 5
cr exceed the requited 10-vear peak discharge.
• Set the elevation of the crest of the emergency: spill:z-ay a minimum of 1
foot above the crest of the riser
OPTION 1
Q1 0 5.51
Qp #DIV/0!
Emergency spillway capacity, Qe (cfs) #DIV/0!
Qp + Qe #DIV/0!
Does (Qp + Qe) equal or exceed Q10? #DIV/0!
Step 10. Spillwav approach section.
Adjust the spillwav alignment so that the control section and outlet section
are straight. The entrance width should be 1.5 times the width of the control
section with a smooth transition to the width of the control section. Approach
channel should slope toward the reser:oir no less than 2°o.
Width of control section (ft) 9
Width of entrance (ft) 6
Slope of approach channel (%) 2
Is width of the entrance section 1.5xcontrol section
width? YES, PROCEED
Is approach channel >/= 2%? YES, PROCEED
Step 11. Spillway control section
• Locate the control section in the spillway near where it intersects the
extension of the centerline of the dam.
• Keep a level area to extend at least 20 ft upstream from the outlet end of
the control section. to ensure a straight alignment
• Side slopes should be 3:1.
Y:IJobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-2.xis
Step 12. Design spillway exit section.
• Spillwav exit should align with the control section and have the same

SB 1-2
Y:\Jobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-2-As
5/30/22
Page 5A
OPTION 2
Weir coefficient, C 3.3
Bottom width of spillway crest, L (ft) 6
Depth of flow above spillway crest, H (ft) 0.5
Emergency spillway capacity, Qe (cfs) 7.00036
#DIV/0!
#DIV/0!
SPILLWAY IS ADEQUATE
(Print Page 16)

bottom width and side slopes. SB 1-2
• Slope should be sufficient to maintain supercritical flow,but make sure it
does not create erosive velocities for site conditrens. (Stay within slope 5/30/22
ranges in appropriate design tables.)
• Extend the exit channel to a point where the water may be released without Page 6
damage.
Step 13. Size the embankment_
• Set the design elevation of the top of the dam a minimum of 1 ft above the
water surface for the design flow in the emergency spillway.
• Constructed height should be 10% greater than the design to allow for
settlement.
• Base top width on the design height.
• Set side slopes 2.5:1 or flatter
• Determine depth of cutoff trench from site borings. It should extend to a
stable,tight soil layer(a minimum of 2 ft deep).
• Select borrow.site—the emergency spillway cut will provide a significant
amount of fill.
Step 14. Erosion control
• Locate and design diversions to protect embankment and spillway
(Practice Standards and Specifications: 6.20, Temporary Diversions).
• Select surface protection measures to control erosion(Practice Standards
and Specifications: 6.10, Temporary Seeding;6.14,Mulching;and 6.15,
Riprap).
• Select groundcover for emergency spillway to provide protection for
design flow velocity and site conditions_ Riprap stone over geotextile
fabric may be required in erodible soils or when the spillway is not in
undisturbed soils.
Step 15. Safety.
• Construct a fence and install warning signs as needed.

SB 1-3
SEDIMENT BASIN
1 DESIGN
5/30/22
This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User Input Data
Calculated Value
Reference Data
YAJobs121-004 Mocksville(R210004)1Documents\Reports\DENR SB 1-3.xls
Designed By: PNJ Date: 5/3a/22,
Checked By: Date:
Company: American EA
Project Name: Nelson's Creek
Project No.: 21-004
Site Location (City/Town) Mocksville
Sediment Basin Id. SB 1-3
Total Drainage Area (acres) 1.47
Step 1. Deternune peak flow. Q . for the basin draulage area S.O3)
Q10 (cfs) 5.77
Step 2. Determine any site linutations for the sediment pool elevation,elllergencv
spillway or top of the dam.
Minimum pool elevation (ft) 811
Maximum pool elevation (ft) 814.5
Step 3. Determine basal vole Cues:
• Compute luu, i nlunl volume required (1800 fr':'acre disturbed).
• 5pecift- sediment cleanout level to be marked on riser (one-half the design
volume referenced to the top of the riser) and sedunent storage area to be
cleared after the dam is built.
Disturbed acreage (ac) 1.47
Min Volume (ft) 2646
Sediment cleanout elevation (ft) 812
Sediment Storage Area 1512

Y:1Jobs121-004 Mocksville(R210004)1Documents\ReportslDENR SB 1-3.xis SB 1-3
Step 4. Determine area and shape of baser:
• Check length�width ratio (should be :1 to 6:1)- 5/30/22
• Compute the basin surface area at principal spillway elevation- Page 2
• Check the ratio of basin surface area to peal: inflow rate (should be greater
than or equal to 435 ft=.cfs)_ Employ diversions with additional traps and
basins to reduce area drained-
Determine barrel capaciry required for site conditions (minimum capacity for cr,
is the -Near peak runoff. Q_-
Length/width ratio 2
Is length/width ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (ft) 2520
Ratio: basin surface area/Q10 436.741768
Is ratio >= 435 ft2/cfs? YES
Step 5. Determine the principal spillway discharge capacit--.
• The combined capacities of the principal and emergence spillways must be
at least the 10-Near peak flow for the entire watershed of the basin.
• The principal spillway is analyzed for three possible limiting flow types:
NV'eir flow•_ Orifice flow-. and Pipe flow. The principal spillway discharge
capacity is the smallest of these three flow- rates. Discharges through a
skiinuner should be disregarded during this computation Weir, orifice and
pipe flow may be determined by the followmi g equations-.
1. N eir Flow: Q = CLH'-`
where:
Q= discharge in cubic feet per second(cfs)
C =weir coefficient- use 3.1 for corrugated metal pipe risers.
L=eirc-unference of the riser in feet
H =head above riser crest in feet
Weir coefficient, C
Riser circumference, L (ft)
Head above riser crest, H (ft)
QW (cfs) 0
?. Orifice Flow: Q = CA(29H)C
`there:

Q=discharge in cubic feet per second(cfs) SB 1-3
C =orifice coefficient_ use C=0.6 for corrugated metal pipe risers.
A=cross-sectional area of the riser pipe in square feet 5/30/22
g =acceleration due to gravity, 322 ft'sec=
H=head above riser crest in feet
YAJobM21-004 Mocksville(R210004)IDocuments\Reports\DENR SB 1-3.xis Page 3
Orifice coefficient, Co
Riser cross-sectional area, A (ft2)
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft)
Discharge, Qo (cfs) 0
3. Pipe Floe: Q = a [1 +Km+Kp L
where:
Q =discharge in cubic feet per second(cfs)
a =cross-sectional area of the barrel in square feet
g =acceleration due to gravity, 322 ft/sec'-
h =head above the centerline of the outlet end of the barrel
K,,, = coefficient of minor losses, can be assumed to be 1.0 for
most principal spillway systems
L =barrel length in feet
Kp =pipe friction coefficient:
_ 5087n2 (See Table $.ova for KQ-values for
dla's common size of pipe_)
n =Nlanning's coefficient of roughness, use n =0.025 for
corrugated metal pipe
n =0.015 for reinforced concrete pipe
di =inside diameter of the barrel in inches
Select riser and barrel dimensions so that the riser has a cross-sectional area
at least 1.5 times that of the barrel. Spillway hydraulics are improved by
maximizing weir flow and minimizing orifice flow. See Table 8.07b for
recommended riser/barrel proportions.
Barrel diameter (ft)
Barrel cross-sectional area, a (ft2) 0.0
Accleration due to gravity, g (ft/s2)
Head above outlet end of barrel, h (ft)
Minor loss coefficieint, Km 1.0
Barrel length, L (ft)

Mannings coeffienct of roughness, n 0.025 SB 1-3
Inside diameter of barrel, d; (in) 5/30/22
Pipe friction coefficient, Kp #DIV/0! 0.024
Discharge, Qo (cfs) #DIV/0! 0
Y:1Jobs121-004 Mocksville(R210004)IDocumentslReportslDENR SB 1-3-As
RISER Page 4
Select tr3il riser and barrel dimensions Use the weir. orifice and pipe flow
equations to determine if the' ear peak discharge is passed.vithcut acti;-atiuQ
the emergenc,-spillivay. Determine riser size from Figure 8.07-b Check the
head and ,rage requirements. If the design stage is too high. choose larger Table $.07b
dimensions and recalculate. As a minimum-set the elevation of the riser at the
same elevation as the top of the sediment pool A riser height-' to 15 times the
barrel diameter is recommended. Select the type of trash guard
Select a dewatermQ device. If a skimmer is used. refer to the manufacturers
detratetine data. or Table 6.64_b_
Step 6. Design anmeep collar
Ensure that antiseep collars are no closer than-1 ft from a pipe joint. Collar
must project at least 1.5 ft from the pipe. Indicate watertight connections-
Step 7. Design antifiotation block_
Determine the weight of water displaced by the empty riser_ and design a
block with buoyant:weight 1.1 times the Lveight of water displaced.
Weight of water displaced by the empty riser
Buoyant weight 0
Step S. Design outlet_
Determine discharge velocity from the barrel. Design outlet protection to
assure stable conditions. Riprap placement is usually necessary (Appezadix
S 06)_
Discharge velocity, V (ft/s) #DIV/0! #DIV/0!
See Appendix 8.06 for riprap sizing, if necessary
Step 9. Design emergency spillway
• Determine the required capacity;for the emergenc.;spillivay as
Qe= Q.c—Qp (QP�! Q,)
• From Table®or Table®select the width and depth of the outlet Table 8.07c
depending on soil conditions. In general. the wider bottom widths and Table 8.07d
lower slopes are preferred to minimize exit velocities at supercritical
flow
• An acceptable alternative is the use of the weir equation
0 = CLH'

'?,"here this option is used. the maximum slue of C should be 2.3. L SIB 1-3
is the bottom width of the spillway at the crest_ and H is the depth of
flow above the spillwav crest in feet. dote- Manning's channel equation 5/30/22
should not be used to size the Spillway crest_ Ho e.-er.it should be used
to design the outlet channel below the spill av crest.
• The total of the emergency and principle spill:rav capacities must equal Page 5
er exceed the required 10-year peak discharge.
• Set the elevation of the crest of the emeraeucv spillwav a mintmiun of 1
foot above the crest of the riser.
OPTION 1
Q10 5.77
Qp #DIV/0!
Emergency spillway capacity, Qe (cfs) #DIV/0!
Qp + Qe #DIV/0!
Does (Qp + Qe) equal or exceed Q10? #DIV/0!
Step 10. Spillway approach section.
Adjust the spillway alignment so that the control section and outlet section
are straight_ The entrance width should be 1 5 times the width of the control
section with a smooth transition to the width of the control section. Approach
channel should slope toward the resen-oir no less than-100.
Width of control section (ft) 9
Width of entrance (ft) 6
Slope of approach channel (%) 2
Is width of the entrance section 1.5xcontrol section
width? YES, PROCEED
Is approach channel >/= 2%? YES, PROCEED
Step 11. Spills;:control section
• Locate the control section in the spillway near where it intersects the
extension of the centerline of the dam
• Keep a level area to extend at least 24 ft upstream from the cutlet end of
the control section, to ensure a straight alignment.
• Side slopes should be 3:1.
YAJobsl21-004 Mocksville(R210004)1Documents\Reports\DENR SB 1-3.xls
Step 12. Design spillway exit section.
• Spill:rar exit should alien with the control section and have the same

SB 1-3
YAJobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-3.x1s
5/30/22
Page 5A
OPTION 2
Weir coefficient, C 3.3
Bottom width of spillway crest, L (ft) 6
Depth of flow above spillway crest, H (ft) 0.5
Emergency spillway capacity, Q. (cfs) 7.00036
#DIV/0!
#DIV/0!
SPILLWAY IS ADEQUATE
(print Page 16)

bottom width and side slopes. SB 1-3
• Slope should be sufficient to maintain supercritical flog,but make sure it
does not create erosive velocities for site conditions. (Stay within slope 5/30/22
ranges in appropriate design tables.)
• Extend the exit channel to a point where the water may be released without Page 6
damage.
Step 13. Size the embankment.
• Set the design elevation of the top of the dam a minimum of 1 ft above the
water surface for the design floe in the emergency spillway.
• Constructed height should be 10% greater than the design to allow for
settlement.
• Base top width on the design height.
• Set side slopes 15:1 or flatter.
• Determine depth of cutoff trench from site borings. It should extend to a
stable,tight soil layer(a mimmumi of 2 R deep)_
• Select borrow site-the emergency spillway cut will provide a signiftcant
amount of fill.
Step 14. Erosion control
• Locate and design diversions to protect embankment and spillway
(Practice Standards and Specyicarions: 6.20, Temporary Diversions).
• Select surface protection measures to control erosion(Practice Standards
and Specifications: 6.10, Temporan°Seeding; 6.14,?Mulching;and 6.15,
Riprap).
• Select groundcover for emergency spillway to provide protection for
design flow velocity and site conditions_ Riprap stone over geotextile
fabric may be required in erodible soils or when the spillway is not in
undisturbed soils.
Step 15. Safety
• Construct a fence and install warning signs as needed_

SB 1-4
SEDIMENTDESIGN
5/30/22
This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User Input Data
Calculated Value
Reference Data
YAJobs121-004 Mocksville(R210004)IDocumentslReports\DENR SB 1-4.xis
Designed By: PNJ Date:
Checked By: Date:
Company: American EA
Project Name: Nelson's Creek
Project No.: 21-004
Site Location (City/Town) Mocksville
Sediment Basin Id. SB 1-4
Total Drainage Area (acres) 1.84
Step 1. Deternune peak flog". Q1,,. for the basin draMage area 0Rvei,cr'ix S.0:3;)
Q10 (cfs) 6.7
Step 2. Deternune an-,•site liniitatioiis for the sedinientpool elevation,emergency
spillwati-or top of the dam.
Minimum pool elevation (ft) 804
Maximum pool elevation (ft) 808
Step 3. Deterlun- le basiii volumes
• Compute nunirMin vohune required(1800 ft' acre disturbed).
• Speciffi- sediment cleatiout level to be marked on riser (one-half the design
ohune referenced to the top of the riser) and sediment storage area to be
cleared after the dam is built.
Disturbed acreage (ac) 1.52
Min Volume (ft) 2736
Sediment cleanout elevation (ft) 805
Sediment Storage Area 1512

Y:1Jobs121-004 Mocksville(R210004)1DocumentslReports\DENR SB 1-4-XIS SB 1-4
Step 4. Determuie area and shape of basin:
• Check length width ratio (should be 2-1 to 6:1} 5/30/22
• Compute the basin surface area at principal spillway elevation. Page 2
• Check the ratio of basin surface area to peak Inflow rate (should be greater
than or equal to 435 ft=,cfs)_ Employ- diversions with additional traps and
basins to reduce area drained
Determine barrel capacity required for site conditions (minimum capacity for Q`
is the 2-year peak nuioff. Q—
Length/width ratio 2.03
Is length/width ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (ft) 2926
Ratio: basin surface area/Q10 436.716418
Is ratio >= 435 ft2/cfs? YES
Step 5. Deterruuie the principal spilhyay discharge capacity.
• The combined capacities of the principal and emergency spillways insist be
at least the 10-year peak flow for the entire watershed of the baser_
• The principal spillway is anab-zed for three possible limiting flow, types:
Weir flo,.ti,, Orifice flow. and Pipe flow. The principal spillway discharge
capacity is the smallest of these three flow rates. Discharges through a
skinuuer should be disregarded during this computation. Weir, orifice and
pipe floe nnay be determined by the following equations:
1. Weir Flow Q = CLH'-
where:
Q =discharge in cubic feet per second (cfs)
C =weir coefficient_ use 3.1 for corrugated metal pipe risers
L=circumference of the riser in feet
H =head above riser crest in feet
Weir coefficient, C 3.3
Riser circumference, L (ft) 6.28318531
Head above riser crest, H (ft)
QW (cfs) 0
i_ Orifice Flour: Q = CA(2gH)'
where:

Q = discharge ui cubic feet per second(cfs) SB 1-4
C = orifice coefficient. use C = 0.6 for comigated metal pipe risers
A= cross-sectional area of the riser pipe in square feet 5/30/22
g =acceleration due to gratiity. 32.2 ft:sec'
H =bead above riser crest in feet
YAJobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-4.xls Page 3
Orifice coefficient, Co 0.6
Riser cross-sectional area, A (ft2) 3.14159265
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft) 0.5
Discharge, Qo (cfs) 10.6961888
Riser Diameter (in.) r 24
,gh
3. Pipe Flow- Q = a 1 1,+K,L
where:
Q =discharge in cubic feet per second(cfs)
a =cross-sectional area of the barrel in square feet
g = acceleration due to gravity_ 312 fusee'
h =head above the centerline of the outlet end of the barrel
K,,, = coefficient of nunor losses, can be assumed to be 1.0 for
most principal spillway systems
L =barrel length in feet
Kr =pipe friction coefficient:
_ 5087n' (See Table EEfor KF values for
di4l common size of pipe_)
n =Manning-s coefficient of roughness, use n =0.022-5 for
corrugated metal pipe
n =0.015 for reinforced concrete pipe
di =inside diameter of the barrel in inches
Select riser and barrel dimensions so that the riser has a cross-sectional area
at least 1.5 times that of the barrel. Spillway hydraulics are improved by
maximizing Heir flow and minitnizino orifice flow. See Table 8.0?b for
reconimended riser.,barrel proportions_
Barrel diameter (ft) 2.5
Barrel cross-sectional area, a (ft2) 4.9
Accleration due to gravity, g (ft/s2) 32.2
Head above outlet end of barrel, h (ft) 1
Minor loss coefficieint, Km 1.0
Barrel length, L (ft) 94

Mannings coeffienct of roughness, n 0.025 SB 1-4
Inside diameter of barrel, d; (in) 30 5/30/22
Pipe friction coefficient, KP 0.03411 0.025
Discharge, Qo (cfs) 17.2646325 18.8872272
YAJobs121-004 Mocksville(R210004)IDocumentslReportslDENR SB 1-4.xls
RISER Page 4
Select trail riser and barrel dimensions. Use the weir. orifice and pipe flow
equations to determine if the'-year peak discharge is passed withcut acti atine
the emeigenc v 1-pill,eay. Determine riser size from Fiaure 8.07b Check the
head and stave requirements. If the design stage is too high. choose larger Table $.07b
dimensions and recalculate. As a nun mien_set the elevation of the riser at the
same elevation as the top of the sediment pool A riser height 2 to ` times the
barrel diameter is reccmunended_ Select the type of trash guard
Select a dewatering de*:ice. If a skimmer is used.refer to the manufacturers
dewaterintl data. or Table 6.64.b.
Step 6. Design antiseep collar
Ensure that antiseep collars are no closer than 2 ft from a pipe joint. Collar
must project at least 1.5 ft fi-om the pipe. Indicate watertight connections_
Step 7. Design antiflotation block.
Determine the weight of water displaced by the empty riser. and design a
block with buoyant weight 1.1 times the weight of water displaced.
Riser height 3.5
Weight of water displaced by the empty riser 686.453703
Buoyant weight 755.099073
Step 8. Design outlet.
Determine discharge velocinr from the barrel. Design outlet protection to
assure stable conditions. Riprap placement is usually necessary (_3ppe?idi_Y
Discharge velocity, V (ft/s) 3.51712205 3.84767432
See Appendix 8.06 for riprap sizing, if necessary
Step 9. Design emergence spillway.
• Determine the required capacir;for the emergency spillway as
Qe= Q.a—Q, (Op a Q')
• From Table=or Table®select the width and depth of the cutlet. Table 8.07c
depending on soil conditions_ In general. the cider bottom widths and Table 8.07d
lower slopes are preferred to minimize exit velocities at supercritical
floi.-
• :an acceptable alternative is the use of the weir equation
Q = CLH1

%� here this option is used. the maxumu nn slue of C should be 2 S. L SIB 1-4
is the bottom width of the spillway:at the crest_ and H is the depth of
flow above the spilbj.-a, crest in feet- Note: Manning's channel equation 5/30/22
should not be used to size the spilhi-a=;crest. However. it should be used
to design the outlet channel below-the spillway crest.
• The total of the emergency:and principle Spillway capacities must equal Page 5
cr exceed the required 10-year peak discharge.
• Set the elevation of the crest of the emergeucv spill:va",a minimum of 1
foot above the crest of the riser
OPTION 1
Quo 6.7
Qp 0
Emergency spillway capacity, Qe (cfs) 6.7
Qp + Qe 6.7
Does (Qp + Qe) equal or exceed Q10? YES, PROCEED
Step 10. Spillway approach section.
Adjust the spillway; aligenment so that the control section and outlet section
are straight_ The entrance width should be 1.5 times the width of the control
section with a smooth transition to the width of the control section. Approach
channel should slope tow ai d the re5er:oir no less than?°o.
Width of control section (ft) 14
Width of entrance (ft) 9
Slope of approach channel (%) 2
Is width of the entrance section 1.5xcontrol section
width? YES, PROCEED
Is approach channel >/= 2%? YES, PROCEED
Step 11. Spillway control section
• Locate the control section in the spillway near :there it intersects the
extension of the centerline of the dam
• Keep a level area to extend at least 1-4 ft upstream from the outlet end of
the control section- to ensure a straight alignment.
• Side slopes should be 3:1
Y:Wobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-4.xis
Step 12. Design spillway exit section.
• Spillway exit should align with the control section and have the same

bottom width and side slopes. SB 1-4
• Slope should be sufficient to maintain supercritical flow,but make sure it
does not create erosive velocities for site conditions. (Stay-within slope 5/30/22
ranges in appropriate design tables.)
• Extend the e3it channel to a point where the water may be released without Page 6
damage.
Step 13. Size the embankment.
• Set the design elevation of the top of the dam a minimum of 1 ft above the
water surface for the design flow in the emergency spillway.
• Constructed height should be 10% greater than the design to allow for
settlement.
• Base top width on the desire height
• Set side slopes 2.5:1 or flatter.
• Determine depth of cutoff trench from site borings_ It should extend to a
stable,tight soil layer(a mininnuxi of 2 ft deep).
• Select borrow site—the emergency spillway cut will provide a significant
amount of fill.
Step 14. Erosion control
• Locate and design diversions to protect embankment and spillway
(Practice Standards and Specyicarions: 6.20, Temporary Diversions).
• Select surface protection measures to control erosion(Practice Standards
and Specifications: 6.10, Temporary Seeding; 6.14,Mulching;and 6.15,
Riprap).
• Select groundcover for emergency spillway to provide protection for
design flow velocity and site conditions_ Riprap stone over geotextile
fabric may be required in erodible soils or when the spillway is not in
undisturbed soils.
Step 15. Safety.
• Construct a fence and install warning signs as needed.

SB 1-4A
SEDIMENT BASIN DESIGN
5/30/22
This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User Input Data
Calculated Value
Reference Data
Y:Wobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-4A.xls
Designed By: PNJ Date:
Checked By: Date:
Company: American EA
Project Name: Nelson's Creek
Project No.: 21-004
Site Location (City/Town) Mocksville
Sediment Basin Id. SB 1-4A
Total Drainage Area (acres) 1.35
Step 1. Determine peak flow. Q,., for the basin drainage area S.N)
Q10 (cfs) 2.7
Step 2. Determine anv site limitations for the sednnent pool elevation,ernergencv
spfflway or top of the darn_
Minimum pool elevation (ft) 788
Maximum pool elevation (ft) 791.5
Step 3. Deternmine basin volumes
• Compute inuninlunn voliune required(1800 fr acre disturbed)_
• Specify sediment clea.nnout level to be marked on riser (one-half the design
y olunle referenced to the top of the riser) and sediment storage area to be
cleared after the dun is built
Disturbed acreage (ac) 0.3
Min Volume (ft) 540
Sediment cleanout elevation (ft) 789
Sediment Storage Area 350

YAJobs121-004 Mocksville(R210004)1Documents\Reports\DENR SB 1-4A.zls SB 14A
Step 4. Determine area and shape of basin:
• Check length width ratio (should be 1:1 to 6:1 5/30/22
• Compute the basin surface area at principal spillway elevation. Page 2
• Check the ratio of basin surface area to peak unflo« rate (should be greater
than or equal to 435 ft':cfs). Employ diversions with additional traps and
basins to reduce area drained.
Determine barrel capacity required for site conditions (minimum capacity for Q`
is the 2-year peak runoff. Q.
Length/width ratio 2.04
Is length/width ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (ft) 1176
Ratio: basin surface area/Q10 435.555556
Is ratio >= 435 ft2/cfs? YES
Step 5. Determine the principal spill"-ay discharge capacity
• The combined capacities of the principal and emergency spillways must be
at least the 10-}-ear peak floe-for the entire watershed of the basil.
• The principal spillway is analh-zed for three possible limiting flog tees:
Weir floe-, Orifice flora-. and Pipe flow. The principal spillway discharge
capacity is the smallest of these three flow rates. Discharges through a
skimmer should be disregarded during this computation. Weir. orifice and
pipe flow may be determined by the following equations:
1. I eir Flow-. Q = CLH''-°
where:
Q = discharge in cubic feet per second(cfs)
C =weir coefficient- use 3.1 for corrugated nnetid pipe risers.
L= circumference of the riser in feet
H =head above riser crest iu feet
Weir coefficient, C 3.3
Riser circumference, L (ft) 3.92699082
Head above riser crest, H (ft) 0.5
QW (cfs) 4.58172303
?. Orifice Flow: Q = CA(29H)c
where:

Q = discharge In cubic feet per Second (cfs) SB 1-4A
C = orifice coefficient_ use C =0.6 for corrugated metal pipe risers.
A=cross-sectional area of the riser pipe in square feet 5/30/22
g =acceleration due to gravim-. 3_'_' ft.sec'
H =head above riser crest in feet
Y:\Jobsk21-004 Mocksville(R210004)1Documents\Reports\DENR SB 1-4A.xls Page 3
Orifice coefficient, Co 0.6
Riser cross-sectional area, A (ft2) 1.22718463
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft) 0.5
Discharge, Qo (cfs) 4.17819874
Riser Diameter (in.) 15
,gh
3_ Pipe Flow Q = a [I -Kir +kt L
where:
Q = discharge in cubic feet per second(cfs)
a =cross-sectional area of the barrel in square feet
9
= acceleration due to gravity_ 32-' ft�sec-
h =head above the centerline of the outlet end of the barrel
K, = coefficient of minor losses, can be assumed to be 1.0 for
most principal spillway systems
L =barrel length in feet
K, =pipe friction coefficient:
_ 5087n2 (See Table 8.07a for K.values for
di4)3 common size of pipe.,)
n =_Nfannuig-s coefficient of roughness_ use n =0.0'5 for
comlgated metal pipe
n = 0.015 for reinforced concrete pipe
di =inside diameter of the barrel in inches
Select riser and barrel dimensions so that the riser has a cross-sectional area
at least 1.5 times that of the barrel. Spillway hydraulics are improved by
maximizing N%,eir flow and nlini,ni7ing orifice flow. See Table 9.07b for
recommended riser.-barrel proportions
Barrel diameter (ft) 1.5
Barrel cross-sectional area, a (ft2) 1.8
Accleration due to gravity, g (ft/s2) 32.2
Head above outlet end of barrel, h (ft) 1
Minor loss coefficieint, Km 1.0
Barrel length, L (ft) 35

Mannings coeffienct of roughness, n 0.025 SB 14A
Inside diameter of barrel, d; (in) 18 5/30/22
Pipe friction coefficient, KP 0.06740
Discharge, Qo (cfs) 6.79244151 10.027677
YAJobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 14A.As
RISER Page 4
Select trail riser and barrel dimensions Use the v:ert. orifice and pipe Pow
equations to determine if the'-%ear-perk discharge is passed x thout activating
the emergency spill;vaz•. Determine riser size from Figure 8.07b Check the
head and stage requirements. If the design stage is too high. choose larger Table 8.07b
dimension_and recalculate- As a minimum.set the elevation of the riser at the
same elevation as the top of the sediment pool a riser height 2 to times the
barrel diameter is recommended- Select the type of trash guard
Select a dewatenng device If a skimmer is used. refer to the manufactuters
de;catering data. or Table 6.64 b-
Step 6. Design anttseep collar
Ensure that anttseep collars are no closer than '_ ft from a pipe joint- Collar
must project at least 1-` ft fi•om the pipe- Indicate watertight connections_
Step 7. Design antrflotatron block-
Determine the weight of:eater displaced by the empty riser. and design a
block with buoyant weight 1.1 times the tceight of;cater displaced.
Riser Height f 3.5
Weight of water displaced by the empty riser 268.145978
Buoyant weight 294.960575
Step S. Design outlet
Determine discharge velocity from the barrel- Design outlet protection to
assure stable conditions_ Riprap placement is usually necessar (Appendix
8.06)-
Discharge velocity, V (ft/s) 3.84373562 5.67450438
See Appendix 8.06 for riprap sizing, if necessary
Step 9. Design emergency spillway.
• Determine the required capacir,•for the emergency spill+:ay as
Q£= Q,o—Or lQp Qz)
• From Table®or Table®select the width and depth of the cutlet. Table 8.07c
depending on soil conditions. In general. the wider bottom widths and Table 8.07d
loner slopes are preferred to minimize exit velocities at supercritical
flow
• A n acceptable alternative is the use of the weir equation
Q = CLH'`

'.Vliere this option is used.the maximum:-aloe of C should be 2 8- L SB 14A
is the bottom width of the spillway at the crest. and H is the depth of
hogs above the spillwa-;crest in feet. Note: Manning"s channel equation
should not be used to size the spillv,a-y crest. However.it should be used 5/30/22
to design The outlet channel below-the wdl a av crest
• The total of the emergency and principle spillwiv capacities must equal Page 5
or exceed the required 10-gear peak discharge.
• Set the elevation of the crest of the emergency spillwav a minimum of 1
foot above the crest of the riser.
OPTION 1
Q10 2.7
Qp 4.17819874
Emergency spillway capacity, Qe (cfs) -1.4781987
Qp + Qe 2.7
Does (Qp + Qe) equal or exceed Q10? YES, PROCEED
Step 10. Spillway approach section-
Adjust the spillway,• alignment so that the control section and cutlet section
are straight The entrance width should be 1 5 times the width of the control
section with a smooth transition to the width of the control section. Approach
channel should slope toward the reset:oir no less than 100
Width of control section (ft)
Width of entrance (ft)
Slope of approach channel (%)
Is width of the entrance section 1.5xcontrol section
width? #DIV/0!
Is approach channel >/= 2%? NO, REVISE DESIGN
No emergency spillway on this basin.
Step 11. Spilh,av control section
• Locate the control section in the spillway near where it intersects the
extension of the centerline of the dam
• Keep a level area to extend at least 20 ft upstream from the outlet end of
the control section_to ensure a straight alignment-
• Side slopes should be 3:1
Y:IJobs121-004 Mocksville(R210004)IDocumentslReportslDENR SB 1-4A.xls
Step 12. Design spillway exit section.
• Spillway exit should align with the control section and have the same

bottom width and Side slopes. SB 1-4A
• Slope should be sufficient to maintain supercritical floc.but make sure it
does net create erosive velocities for site conditions_ (Stay vathin slope 5/30/22
ranges in appropriate design tables.)
• Extend the exit channel to a point where the water may be released without Page 6
damage.
Step 13. Size the embankment.
• Set the design elevation of the top of the dam a minimum of 1 ft above the
water surface for the design flow in the emergency spillway.
• Constructed height should be 10% greater than the design to allow- for
settlement.
• Base top width on the design height.
• Set side slopes 15:1 or flatter.
• Determine depth of cutoff trench from site borings_ It should extend to a
stable,tight soil layer(a minimum of?ft deep).
• Select borrow site—the emergency spillway cut will provide a significant
amount of fill_
Step 14. Erosion control
• Locate and design diversions to protect embankment and spillway
(Practice Standards and Snecyicarions: 6.20, Temporwy Diversions)-
• Select surface protection measures to control erosion(Practice Standards
and Specifications: 6.10, Temporari�Seeding; 6.14,inciting;and 6.15,
Riprap)-
• Select gsoundcover for emergency spillway to provide protection for
design flow- velocity and site conditions- Riprap stone over geotextile
€abric may be required in erodible soils or when the spillway is not in
undisturbed soils_
Step 15. Safety.
• Construct a fence and install warning signs as needed.
Y:\Jobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-4Axls

SB 1-4B
SEDIMENT BASIN DESIGN 5/30/22
This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User Input Data
Calculated Value
Reference Data
Y:1Jobs121-004 Mocksville(R210004)1Documents\Reports\DENR SB 1-4B.x1s
Designed By: PNJ Date: 5I3o/z-2-
Checked By: Date:
Company: American EA
Project Name: Nelson's Creek
Project No.: 21-004
Site Location (City/Town) Mocksville
Sediment Basin Id. SB 1-4B
Total Drainage Area (acres) 1.59
Step 1. Determine peak flo«-, Q,,_ for the basin drainage area GjRve -,d7x S,Oi)
Q10 (cfs) 5.94
Step ?. Deternune any site limitations for the sedilnentpool elevation,emergency
spillway or top of the dam_
Minimum pool elevation (ft) 798
Maximum pool elevation (ft) 801.5
Step 3. Determine basin voltunes=
• Compute nninimum volume required (1800 ft' acre disturbed)
• Specif sediment cleanout level to be narked on riser (one-half the design
--ohune referenced to the top of the riser) and sedinent storage area to be
cleared after the darn is built_
Disturbed acreage (ac) 1.48
Min Volume (ft) 2664
Sediment cleanout elevation (ft) 799
Sediment Storage Area 1260

Y:1Jobs121-004 Mocksville(R210004)1DocumentslReports\DENR SB 1-4Bxls SB 1-46
Step 4. Determine area and shape of baser=
• Check leng-th'«-idth ratio (should be 2:1 to 6:1) 5/30/22
• Compute the basin Surface area at principal spillwa-' elevation. Page 2
• Check the ratio of basin surface area to peal- ulflow rate (should be greater
than or equal to 435 ft=:cfs)_ Employ- diversions with additional traps and
basins to reduce area drained.
Determmie barrel capaciry required for site conditions (minimum capacity for Q`
is the 2-year peak runoff. Q_
Length/width ratio 2.11
Is length/width ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (ft) 2590
Ratio: basin surface area/Q10 436.026936
Is ratio >= 435 ft2/cfs? YES
Step -. Determine the principal spilhcay discharge capacity-.
• The combined capacities of the principal and emergency spillways must be
at least the 10-rear peak flow for the entire watershed of the basal.
• The principal spillway is analyzed for three possible limiting flo-% types:
Weir flow, Orifice flog-. and Pipe flow. The principal spillway discharge
capacity is the smallest of these three flow rates. Discharges through a
skimmer should be disregarded during this computation. Weir, orifice and
pipe floe-may be determined by the followiug equations:
1. 11,'eir Flow: Q = CLH'•'
where-
Q = discharge in cubic feet per second(cfs)
C =weir coefficient. use 3.1 for corrugated metal pipe risers
L=circuniference of the riser in feet
H =head above riser crest ur feet
Weir coefficient, C 3.3
Riser circumference, L (ft) 4.71238898
Head above riser crest, H (ft) 0.5
QW (cfs) 5.49806764
?_ Orifice Floe: Q = CA (29H)'='
where

Q = discharge ill cubic feet per second (cfs) SB 14B
C = orifice coefficient_ use C = 0.6 for corugated metal pipe risers.
A= cross-sectional area of the riser pipe in square feet 5/30/22
g =acceleration due to gravity. 32__' ft'sec'
H =head above riser crest in feet
YAJobs121-004 Mocksville(R210004)1Documents\Reports\DENR SB 1-4B.xls Page 3
Orifice coefficient, Co 0.6
Riser cross-sectional area, A (ft2) 1.76714587
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft) 0.5
Discharge, Qo (cfs) 6.01660618
Riser Diameter (in.) 18
I Pipe Flow: Q = a I 1 -K:r +1;F L
where:
Q =discharge in cubic feet per second(cfs)
a =cross-sectional area of the barrel in square feet
g =acceleration due to gravity. 32.2 fttisec'
h =head above the centerline of the outlet end of the barrel
K,,, = coefficient of minor losses, can be assumed to be 1.0 for
most principal spillway systems
L =barrel length in feet
KF =pipe friction coefficient:
5087n= (See Table $.ova for KF values for
di4:s common size of pipe.)
n =Manning-s coefficient of roughness. use n =0.025, for
corrugated metal pipe
n = 0.01 5 for reinforced concrete pipe
di = inside diameter of the barrel in inches
Select riser and barrel dimensions so that the riser has a cross-sectional area
at least 1.5 times that of the barrel. Spilhvay hydraulics are improved by
maximizing weir flow and minuiiizing orifice flow gee Table 9_07b for
recommended riser.-barrel proportions.
Barrel diameter (ft) 2
Barrel cross-sectional area, a (ft2) 3.1
Accleration due to gravity, g (ft/s2) 32.2
Head above outlet end of barrel, h (ft) 0.5
Minor loss coefficieint, Km 1.0
Barrel length, L (ft) 35

Mannings coeffienct of roughness, n 0.025 SB 1-413
Inside diameter of barrel, di (in) 24 5/30/22
Pipe friction coefficient, Kp 0.04593
Discharge, Qo (cfs) 9.38598221 12.6055794
Y:WobM21-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-4B.xls
RISER Page 4
Select trail riser and barrel dimensions- Use the weii. orifice and pipe Botii-
equations to determine if the 2-yew peak discharge is passed without acti ating
the emergencz,spillvav- Determine riser size from Figure 8-0-1b Check the
head and stage requirements. If the design stage is too high. choose larger Table 8.07b
dimensions and recalculate- As a minimum-set the elevation of the riser at the
same elevation as the top of the sediment pool A riser height-' to ` times the
barrel diameter is recommended. Select the type of trash guard.
Select a deiratering device- If a skimmer n used_ refer to the manufacturers
dewatering data. or Table 6-6.1.b.
Step 6. Design antiseep collar
Ensure that anti.seep collars are no closer than 21 ft from a pipe joint_ Collar
must project at least L; ft from the pipe- Indicate watertight connections.
Step 7. Design antiflotation block-
Determine the weight of:cater displaced by the empty riser_ and design a
block with buoyant weieht 1.1 times the weight of water displaced.
Riser Height 3.5
Weight of water displaced by the empty riser 386.130208
Buoyant weight 424.743229
Step 8. Design outlet_
Determine discharge velocity from the barrel. Design outlet protection to
assure stable conditions. Riprap placement is usually necessary (Appatldit
Discharge velocity, V (ft/s) 2.98765093 4.01248053
See Appendix 8.06 for riprap sizing, if necessary
Step 9. Design emergency spillway.
• Determine the required capacity for the emergency spillwav as
QC = Q. —Or �QF� Q2)
• From TablE=or TableE=select the width and depth of the outlet, Table 8.07c
depending on soil conditions. In general. the wider bonem widths and Table 8.07d
lower dopes are preferred to minimize exit velocities at supercritical
flow-
• An acceptable alternative is the use of the weir equation
Q = CLH'5

%V here this option n used, the maximum value of C should be= S. L SB 1-413
is the bottom width of the spill-xay at the crest. and H is the depth of
how above the spillo.-ay crest in feet. dote Manning, channel equate-an
should not be used to size the spillwaycrest. However it_hould be used 5/30/22
to design the outlet channel below the spill av crest
• The total of the emergency and principle spillway capacities must equal Page 5
cr exceed the requited 10-gear peak discharge.
• Set the elevation of the crest of the emergency spillway a minimum of I
foot above the crest of the riser.
OPTION 1
Quo 5.94
QP 5.49806764
Emergency spillway capacity, Qe MS) 0.44193236
Qp + Qe 5.94
Does (Qp + Qe) equal or exceed Q10? YES, PROCEED
Step 10. Spillway approach section.
Adjust the spillway alignment so that the control section and outlet section
are straight. The entrance width should be 1 j times the ividth of the control
section with a smooth transition to the width of the control section. approach
channel should slope toward the reser:oir no less than 10 0.
Width of control section (ft)
Width of entrance (ft)
Slope of approach channel (%)
Is width of the entrance section 1.5xcontrol section
width? #DIV/0!
Is approach channel >/= 2%? NO, REVISE DESIGN
No emergency spillway
Step 11. Spillway control section
• Locate the control section in the spillivay near where it intersects the
extension of the centerline of the dam.
• Keep a level area to extend at least _n ft upstream fiom the outlet end of
the control section_ to ensure a straight alignment.
• Side slopes should be 3:1
Y:IJobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-4B.xls
Step 12. Design spillway exit section.
• Spillwa exit should alien with the control section and have the same

bottom width and side dopes. SB 14B
• Slope should be sufficient to maintain supercritical floor.but make sure it
does not create erosive velocities for site conditions. (Stay within slope 5/30/22
ranges in appropriate design tables.)
• Extend the exit channel to a point where the water mat_-be released without Page 6
damage
Step 13. Size the embankment.
• Set the design elevation of the top of the dam a nummum of 1 ft above the
water surface for the design flow in the emergency spillway.
• Constructed height should be 100o greater than the design to allow for
settlement.
• Base top width on the design height.
• Set side dopes 2.5:1 or flatter
• Determine depth of cutoff trench from site borings_ It should extend to a
stable,tight soil layer(a minimum of 2 ft deep).
• Select borrow site—the emergency spillway cut will provide a significant
amount of fill-
Step 14. Erosion control
• Locate and design diversions to protect embankment and spillway
(Practice Standards and Spectficarions: 6.20, Temporary Diversions).
• Select surface protection measures to control erosion(Practice Standards
and Specifications: 6.10, Temporary Seeding; 6.14,Mulching;and 6.1 S,
Riprap).
• Select groundcover for emergency spillway to provide protection for
design flow .velocity and site conditions. Riprap stone over geotestile
fabric may be required in erodible .soils or when the spillway is not in
undisturbed.soils_
Step 15. Safety.
• Construct a fence and install warning signs as needed.

SB 1-4A
SEDIMENT BASIN DESIGN 5/30/22
This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User Input Data
Calculated Value
Reference Data
YAJobs121-004 Mocksville(R210004)IDocumentslReports\DENR SB 1-4A.xls
Designed By: PNJ Date:
Checked By: Date:
Company: American EA
Project Name: Nelson's Creek
Project No.: 21-004
Site Location (City/Town) Mocksville
Sediment Basin Id. SB 14A
Total Drainage Area (acres) 1.35
Step 1. Determne peak fio-%N-, Q ic. for the basin drainage area GjRvewiix S.r O
Q10 (cfs) 2.7
Step 2. Determine an- site limitations for the sediment pool ele'�-ation.einergencV
spillway or top of the dame.
Minimum pool elevation (ft) 788
Maximum pool elevation (ft) 791.5
Step 3. Determine basui voluunes:
• Compute muiumum voltnne required(1800 fr' acre disturbed)
• Specif-v sediment cleanout level to be marked on riser (one-half the design
olumie referenced to the top of the riser) and sediment storage area to be
cleared after the dam is built
Disturbed acreage (ac) 0.3
Min Volume (ft) 540
Sediment cleanout elevation (ft) 789
Sediment Storage Area 350

Y:1Jobs121-004 Mocksville(R210004)1Documents\Reports\DENR SB 1-4A.x1s SB 14A
Step 4. Determine area and shape o€basin_
• Check length width ratio (should be 2:1 to 6:1). 5/30/22
• Compute the basin surface area at pruictpal spillway elevation. Page 2
• Check the ratio of basin surface area to peak infloi. rate (should be greater
than or equal to 43D ft-',cfs)- Employ diversions with additional traps and
basins to reduce area drained.
Determine barrel capacity required for site conditions (nunimtun capacity for Q`
is the -year peak runoff. Q`.
Length/width ratio 2.04
Is length/width ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (ft) 1176
Ratio: basin surface area/Q10 435.555556
Is ratio >= 435 ft2/cfs? YES
Step 5. Determine the principal spill-way discharge capacity.
• The combined capacities of the principal and emergency spillways must be
at least the 10-year peak flog;-for the entire watershed of the basic.
• The principal spillway is analyzed for three possible limiting flow, tiWs:
Weir floiv, Orifice floe-. and Pipe floc-. The principal spillway discharge
capacity is the smallest of these three flow rates. Discharges through a
skinnier should be disregarded during this computation. IV ir, or and
pipe floe may be detennuied by the follots•ing equations:
1. l eir Flory: Q = CLH'
where:
Q= discharge in cubic feet per second(cfs)
C =-weir coefficient. use 3.1 for corrugated metal pipe risers.
L=circumference of the riser ui feet
H =head above riser crest in feet
Weir coefficient, C 3.3
Riser circumference, L (ft) 3.92699082
Head above riser crest, H (ft) 0.5
QW (cfs) 4.58172303
�. Orifice Flow: Q = CA(2gH)-
where:

0 = discharge lll cubic feet per iecond (cfs) SB 14A
C = orifice coefficient. use C = 0.6 for corrugated metal pipe risers.
A=cross-sectional area of the riser pipe in square feet 5/30/22
g =acceleration due to gra`-itv_ 3_'_2 ft.-sec'
H =head above riser crest ill feet
YAJobs121-004 Mocksville(R210004)1Documents\ReportslDENR SB 1-4A.xls Page 3
Orifice coefficient, Co 0.6
Riser cross-sectional area, A (ft2) 1.22718463
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft) 0.5
Discharge, Qo (cfs) 4.17819874
Riser Diameter (in.) 15
gh o;
3_ Pipe Flow: 0 _ � [1 Km+K,L
where:
Q =discharge in cubic feet per second(cfs)
a =cross-sectional area of the barrel in square feet
g
= acceleration due to grac-iry_ 32.2 ft.,�sec-
h =head above the centerline of the outlet end of the barrel
K,,, = coefficient of minor losses, can be assumed to be 1.0 for
most principal spillway systems
L =barrel length iri feet
K;: =pipe friction coefficient:
5087n2 (See Table $.ova for KF values for
dla'' common size of pipe)
n =Manning's coefficient of rougghness_ use n =0.0"'a for
corrugated metal pipe
n = 0_015 for reinforced concrete pipe
di =inside diameter of the barrel in inches
Select riser and barrel dimensions so that the riser has a cross-sectional area
at least 15 times that of the barrel Spill-way hydraulics are improved by
nkaxiuiizina weir floe- and minimizing orifice flow. See Table $.0?b for
recommended riser..barrel proportions.
Barrel diameter (ft) 1.5
Barrel cross-sectional area, a (ft2) 1.8
Accleration due to gravity, g (ft/s2) 32.2
Head above outlet end of barrel, h (ft) 1
Minor loss coefficieint, Km 1.0
Barrel length, L (ft) 35

Mannings coeffienct of roughness, n 0.025 SB 14A
Inside diameter of barrel, di (in) 18 5/30/22
Pipe friction coefficient, KP 0.06740
Discharge, Qo (cfs) 6.79244151 10.027677
Y:IJobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-4A.x1s
RISER Page 4
Select trail riser and barrel dimensions Use the vveii. orifice and pipe Row
equations to determine if the ear peal_discharge is passed without acti ataig
the emergeac spilE<%-av- Determine riser-size from Figure 8.0+b Check the
head and stage requirements. I:the design stage is too high. choose larger Table 8.07b
dimensions and recalculate. As a nuninium-set the elevation of the riser at the
same ete:-arion as the top of the sediment pool A riser height 2 to ` times the
barrel diameter u,recommended. Select the ryTe of trash guard
Select a dewatenng de-:ice. If a skimmer is used. refer to the manufacturers
deNvaterine data. or Table 6.64 b.
Step 6. Design anti.seep collar
Ensure that antuseep collar, are no closer than ' ft from a pipe joint Collar
must project at least 1.5 ft from the pipe. Indicate aratertight connections.
Step '. Design antiflotation block.
Determine the weight of:rater displaced by the empty riser. and design a
block with buo-vant freight 1.1 times the weight of water displaced.
Riser Height T 3.5
Weight of water displaced by the empty riser 268.145978
Buoyant weight 294.960575
Step $. Design outlet.
Determine discharge velocit,- from the barrel. Design outlet protection to
assure stable conditions. Riprap placement is usually- necessary (ARvendix
Discharge velocity, V (ft/s) 3.84373562 5.67450438
See Appendix 8.06 for riprap sizing, if necessary
Step 9. Design emergency:spillway.
• Determine the required capacity for the emergency spillwa,a as
Qe= Q.c-or (QF,' Q')
• From Table®ot Table 8.07d f select the width and depth of the outlet. Table 8.07c
depending on soil conditions. In general. the wider bottom widths and Table 8.07d
lower slope_- are preferred to minimize exit velocities at supercritical
flow
• An acceptable alternate:e is the use of the weir equation
Q = CLH'`

'i.'here this option n used, the maxi mtun value of C should be ? S. L S B 14A
is the bottom width of the >pillwa:-at the crest. and H is the depth of
flow above the spill,ca-;crest in feet. \ote: Manning's channel equation 5/30/22
should not be used to size the spillwa-;crest_ However.it should be used
to design the outlet channel below the -.ptllhi 3v crest
• The total of the emergenc•, and principle spill:t-av capacities must equal Page 5
cr exceed the requited 10- °ear peal.discharge.
• Set the elevation of the crest of the emergenc :pill:zat a Minimum of I
foot above the crest of the riser.
OPTION 1
Q10 2.7
QP 4.17819874
Emergency spillway capacity, Qe (cfs) -1.4781987
Qp + Qe 2.7
Does (Qp + Qe) equal or exceed Q10? YES, PROCEED
Step 10. Spillway approach section.
Adjust the spillway alignment so that the control section and outlet section
aie straight_ The entrance width should be 15 times the width of the control
section with a smooth transition to the width of the control section. Approach
channel should slope toward the reset:oir no less than 10 0.
Width of control section (ft)
Width of entrance (ft)
Slope of approach channel (%)
Is width of the entrance section 1.5xcontrol section
width? #DIV/0!
Is approach channel >/= 2%? NO, REVISE DESIGN
No emergency spillway on this basin.
Step 11. Spillway control section
• Locate the control section in the spillwa--v near where it intersects the
extension of the centerline of the dam
• Keep a level area to extend at least 1_0 ft upstream from the outlet end of
the control section,to ensure a straight alignment.
• Side slopes should be 3:1.
Y:1Jobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-4A.xls
Step 12. Design spillway exit section.
• Spillway exit should alien with the control section and have the same

bottom width and side slopes.
SB 1-4A
Slope should be sufficient to maintain supercritical flow,but make sure it
does not create erosive velocities for site conditions. (Star within slope 5/30/22
ranges inappropriate design tables.)
• Extend the exit channel to a point where the water may be released without Page 6
damage-
Step 13. Size the embankment.
• Set the design elevation of the top of the dam a nunimum of 1 ft above the
water,surface for the design flow in the emergency spillwav
• Constructed height should be 10% greater than the design to allow for
settlement.
• Base top width on the design height.
• Set side slopes 2.5:I or flatter_
• Determine depth of cutoff trench from site borings. It should extend to a
stable,tight soil layer(a miatmum of 2 ft gyp)
• Select borrow site—the emergency spillway cut will provide a significant
amount of fill
Step 14. Erosion control
• Locate and design diversions to protect embankmenr and spillway
(Practice Standards and SpecYications. 6 10, Te►ttuo►•m;t Dwetsions).
• Select surface protection measures to control erosion(Practice Standards
and Spec(fications: 6.10, Temporary Seeding; 6.14,Mulching;and 6.1.i,
Ripra p)
• Select 4roundcot•er for emerzenc-.- spiilwav to provide protection fol
design flow t elocrty and site conditions_ Riprap stone over eeotextile
fabric may be required in erodible soils or when the spillway is not in
undisturbed soils.
Step 1 Safety
• Construct a fence and install warning signs as needed_
YAJobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-4A.xls

SEDIMENT BASIN DESIGN SB 1-5
6/14/22
This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User Input Data
Calculated Value
Reference Data
YAJobs121-004 Mocksville(R210004)IDocumentslReports\DENR SB 1-5.xls
Designed By: PNJ Date:
Checked By: Date:
Company: American EA
Project Name: Nelson's Creek
Project No.: 21-004
Site Location (City/Town) Mocksville
Sediment Basin Id. SB 1-5
Total Drainage Area (acres) 1.83
Step 1. Determuie peak floe. 01C, for the basin drainage area (_!Rve�,or v S,0 )
Q10 (cfs) 7.5
Step 2. Deternune any site limitations for the sedinientpool elevation,emergency
spillway or top of the duii_
Minimum pool elevation (ft) 755
Maximum pool elevation (ft) 758.5
Step 3. Determine basui;-ohuiies:
• Compute umiirnuin volume required (1800 fr-acre disturbed)_
• Specify sediment cleanout lei el to be marked on riser (one-half the desian
volume referenced to the top of the riser) and seduient storage area to be
cleared after the dam is built
Disturbed acreage (ac) 1.62
Min Volume (ft) 2916
Sediment cleanout elevation (ft) 756
Sediment Storage Area 1240

Y:1Jobs121-004 Mocksville(R210004)1Documents\Reports\DENR SB 1-5.xls SB 1-5
Step 4. Deterllune area a11d shape of basin:
• Check length w dth ratio (should be 11 to 6:1). 6/14/22
• Compute the basil surface area at principal splll a-, elevation. Page 2
• Check the ratio of basin surface area to peak inflow rate 11
(should be greater
than or equal to 435 ft, cfs)_ Employ diversions with additional traps and
basins to reduce area drained_
Deternlule barrel capacity required for site conditions (111inimum capacity for Or
is the 2-year peak runoff. Q,.
Length/width ratio 5.75
Is length/width ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (ft) 3312
Ratio: basin surface area/Q10 441.6
Is ratio >= 435 ft2/cfs? YES
Step 5. Determine the principal spill-way discharge capacity
• The combined capacities of the principal and emergency spillways must be
at least the 10-year peak flow for the entire watershed of the basin_
• The principal spillway is analyzed for three possible limiting floe- ropes:
N eir flow, Orifice flog;-. and Pipe flow. The principal spillway discharge
capacity is the smallest of these three flow rates. Discharges through a
skinimer should be disregarded during this computat1411_ ��'etr. oflfice aind
pipe floe-may be determined by the followina,equations:
1. ) eir Flow- Q = CLH"g
where-
0= discharge iA cubic feet per second(cfs)
C =weir coefficient- use 3.1 for corrugated metal pipe risers
L= circumference of the riser in feet
H =head above riser crest in feet
Weir coefficient, C
Riser circumference, L (ft)
Head above riser crest, H (ft)
QW (cfs) 0
z. Orifice Flow: Q = CA(29H)�'x
where:

Q = discharge in cubic feet per second (cfs) SB 1-5
C = orifice coefficient_ use C = 0.6 for corrugated metal pipe risers.
A= cross-sectional area of the riser pipe in square feet 6/14/22
g = acceleration due to gravity. 3 2. ). ft.sec'
H = head above riser crest in feet
YAJobs121-004 Mocksville(R210004)IDocumentslReports\DENR SB 1-5.xls Page 3
Orifice coefficient, Co
Riser cross-sectional area, A (ft2)
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft)
Discharge, Q. (cfs) 0
ugh
3. Pipe Flows Q = a [1 -Im+Kt L J ,
where:
Q =discharge in cubic feet per second(cfs)
a =cross-sectional area of the barrel in square feet
g = acceleration due to gravity- 32.2 ft.sec-
h =head above the centerline of the outlet end of the barrel
K, = coefficient of minor losses. can be assumed to be 1.0 for
most principal spillway systems
L =barrel length in feet
K,� =pipe friction coefficient:
_ 5087n- (See TableE7a for KF values for
diva common size of pipe.)
n =Nlanning's coefficient of roughness_ use n =0.0_5 for
corrugated metal pipe
n = 0.015 for reinforced concrete pipe
di = inside diameter of the barrel in inches
Select riser and barrel dimensions so that the riser has a cross-sectional area
at least 1.5 tulles that of the barrel. Spillway hydraulics are improved by
tnaxlunizing weir flow and minimizing orifice flo,,v- See Table 8.07b for
recommended riser'barrel proportions.
Barrel diameter (ft)
Barrel cross-sectional area, a (ft2) 0.0
Accleration due to gravity, g (ft/s2)
Head above outlet end of barrel, h (ft)
Minor loss coefficieint, Km 1.0
Barrel length, L (ft)

Mannings coeffienct of roughness, n 0.025 SB 1-5
Inside diameter of barrel, d; (in) 6/14/22
Pipe friction coefficient, Kp #DIV/O!
Discharge, Qo (cfs) #DIV/O! 0
Y:1Jobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-5.x1s
RISER Page 4
Select trail rise: and barrel diuien t.ns Use the weir. orifice and pipe flow
equations to determine if the, ear peak discharge is passed without activating
the emergency spil[cea:;. Determine riser size from Figure 3.0.b Check the
head and stage requirements. If the design stage is too high. choose lamer Table 8.07b
dimensions and recalculate. As a mimmtmi,set the ele:orlon of the riser at the
same elevation as the top of the sediment pool A riser height 2 to` times the
barrel diameter is recommended. Select the rope ofuash pra=.d
Select a dewatering device. If a skimmer is used. refer to the manufacturers
dewatering data. or Table 6.64 b.
Step 6. Design anuseep collar
Ensure that antiseep collars are no closer than -2 ft from a pipe joint. Collar
must project at least 15 ft from the pipe. Indicate watertight connections_
Step 7. Design antiflotation block_
Determine the weight of:cater displaced by the empt-• riser. and design a
block with buoyant weight 1.1 times the weight of water displaced.
Weight of water displaced by the empty riser
Buoyant weight 0
Step S. Design outlet
Determine discharge velocity from the ban-el Design outlet protection to
assure stable conditions. Riprap placement is usually necessar-r (Appendi_Y
S 06).
Discharge velocity, V (ft/s) #DIV/O! #DIV/O!
See Appendix 8.06 for riprap sizing, if necessary
Step 9. Design emergence spillway-.
• Determine the required capacir;for-the emergency spillway as
Qe = Q.o—Q, (Qt,? Q,)
• From Tabl a o7c]or Table®select the width and depth of the cutlet. Table 8.07c
depending on soil conditions_ In genetal, the :cider bcttem widths and Table 8.07d
lower slopes are preferred to minimize exit velocities at supercritical
flow
• :4n acceptable alternative is the use of the crew equation
0 = CLN'5

'.`here this option is used. the mamintun:-alue of C should be 2 S- L SIB 1-5
is the bottom wrdih of the spilhv3v at the crest. and H is the depth of
flow above the sn.11 .-ay crest in feet Vote: Manning-s channel equation 6/14/22
should not be used to size the spillwa-;crest_ Howe-:er.it should be used
to design the outlet channel bel-o,.-.-the :pillwav crest
• The total of the emereenev and principle spilhva:v capacities must equal Page 5
cr exceed the requited 10- °ear peak discharge
• Set the ele:-aticn of the crest of the emergeuc: a minimum of 1
foot above the crest of the riser.
OPTION 1
Q10 7.26
Qp #DIV/0!
Emergency spillway capacity, Qe (cfs) #DIV/0!
Qp + Qe #DIV/0!
Does (Qp + Qe) equal or exceed Q10? #DIV/0!
Step 10. Spillway approach section.
Adjust the spillway ali¢nment so that the control section and outlet section
are straight_ The entrance width should be 1 �i times the width of the control
section with a smooth transition to the width of the control section. Approach
channel should slope toward the reser:oir no less than 20 0-
Width of control section (ft) 12
Width of entrance (ft) 8
Slope of approach channel (%) 2
Is width of the entrance section 1.5xcontrol section
width? YES, PROCEED
Is approach channel >/= 2%? YES, PROCEED
Step 11. Spillway control section
• Locate the control section in the spillway near where it intersects the
extension of the centerline of the dam.
• Keep a level area to extend at least 20 ft upstream fiom the cutlet end of
the control section_to ensure a straight alizMent.
• Side slopes should be 3.-1.
YAJobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-5.x1s
Step 12. Design spillway exit section.
• Spillway exit should align with the control section and have the Same

SB 1-5
Y:\Jobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-5.x1s
6/14/22
Page 5A
OPTION 2
Weir coefficient, C 3.3
Bottom width of spillway crest, L (ft) 8
Depth of flow above spillway crest, H (ft) 0.5
Emergency spillway capacity, Qe (cfs) 9.33381
#DIV/0!
#DIV/0!
SPILLWAY IS ADEQUATE
(Print Page 16)

bottom width and side slopes. SB 1-5
• Slope should be sufficient to maintain supercritical flow.but make sure it
does nct create erosive velocities for site conditions. (Star within slope 6/14/22
ranges in appropriate design tables.)
• Extend the exit channel to a point where the water may-be released without Page 6
damage.
Step 13. Size the embankment_
• Set the design elevation of the top of the dam a uuminum of 1 ft above the
water surface for the design flow in the emergency spillway.
• Constructed height should be 10°o greater than the design to allow for
settlement.
• Base top width on the design height.
• Set side slopes 2.5:1 or flatter.
• Determine depth of cutoff trench from site borings_ It should extend to a
stable,tight soil layer(a minimum of 2 R deep).
• Select borrow site—the emergency spillway cut will provide a significant
amount of fill.
Step 14. Erosion control
• Locate and design diversions to protect embankment and spillway
(Practice Standards and Specificarions: 6.'0, Tempora►y Diversions).
• Select surface protection measures to control erosion(Practice Standards
and Specifications: 6.10, Temporary Seeding;6.14,_•lfulching;and 6.15,
Riprap).
• Select groundcover for emergency spillway to provide protection for
design flow velocity and site conditions_ R.iprap stone over geotextile
fabric may be required in erodible soils or when the spillway is not in
undisturbed soils_
Step 15. Safety.
• Construct a fence and install warning signs as needed.

SEDIMENT BASIN DESIGN SB 1-6
6/14/22
This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User Input Data
Calculated Value
Reference Data
Y:IJobs121-004 Mocksville(R210004)1Documents\Reports\DENR SB 1-6.xls
Designed By: PNJ Date: 6//4-122-
Checked By: Date:
Company: American EA
Project Name: Nelson's Creek
Project No.: 21-004
Site Location (City/Town) Mocksville
Sediment Basin Id. SB 1-6
Total Drainage Area (acres) 0.67
Step 1. Determmne peak flog-, Q,,. for the basin draiiiage area (_1p.�Ez�,cri� S.0 )
Q10 (cfs) 2.76
Step 2. Determine an-,,site limitations for the sediment pool elevation,emergency,
spillway-or top of the clam_
Minimum pool elevation (ft) 751
Maximum pool elevation (ft) 754.5
Step 3. Determine basui voltuues:
• Compute nunimtuni volume required(1800 ft' acre disturbed)
• "Speci' 'f---k- sediment cleanout level to be marked on riser (one-half the design
ti olimie referenced to the top of the riser) and sediment storage area to be
cleared after the dam is built.
Disturbed acreage (ac) 0.67
Min Volume (ft) 1206
Sediment cleanout elevation (ft) 752
Sediment Storage Area 370

YAJobs121-004 Mocksville(R210004)IDocuments\ReportslDENR SB 1-6.xis SB 1-6
Step 4. Deternnine area and shape of basin:
• Check length width ratio (should be "A to 6:1) 6/14/22
• Compute the basin surface area at principal spill ay elevation- Page 2
• Check the ratio of basin surface area to peak inflow rate (should be greater
thain or equal to 43-5 ft cfs)_ Emplo-, diversions with additional traps and
basins to reduce area drained.
Determine barrel capacity required for site conditions (muiimum capacity for Q"
is the ,-year peak runoff, Q_
Length/width ratio 2.13
Is length/width ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (ft2) 1224
Ratio: basin surface area/Q10 443.478261
Is ratio >= 435 ft2/cfs? YES
Step 5. Determine the principal spill-way discharge capacity.
• The combined capacities of the principal and emergency spillways must be
at least the 10-rear peak flow, for the entire watershed of the basin.
• The principal spillway is analyzed for three possible hnniting flow types:
X eir flow°, Orifice flow. and Pipe flow- The principal spilh,,-ay discharge
capacity- is the smallest of these three floe- rates. Discharges through a
skinnmer should be disregarded during this computation Weir, orifice and
pipe flow may be determined by the followinng equations:
1. IXeir Flow-. Q = CLH` =
.•here:
Q = discharge un cubic feet per second(cfs)
C =weir coefficient. use 3.1 for corrugated metal pipe risers.
L= circumference of the riser um feet
H =head above riser crest in feet
Weir coefficient, C 3.3
Riser circumference, L (ft) 0
Head above riser crest, H (ft) 0.5
QW (cfs) 0
?_ Orifice Flow: Q = CA(2gH)
where:

Q = discharge nil cubic feet per second (cfs) SB 1-6
C = orifice coefficient_ use C = 0.6 for corrugated metal pipe risers.
A=cross-sectional area of the riser pipe in square feet 6/14/22
g = acceleration due to gravity. 32_2 ft sec'
H = head above riser crest in feet
Y:Wobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-6.xls Page 3
Orifice coefficient, Co
Riser cross-sectional area, A (ft2)
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft)
Discharge, Qo (cfs) 0
Riser Diameter (in.)
'Qh
3. Pipe Flog-: Q = a 11 - K:,.-+KF L
where:
Q = discharge in cubic feet per second(cfs)
a =cross-sectional area of the barrel in square feet
g = acceleration due to gravity. 31.1 fuser'
h =head above the centerline of the outlet end of the barrel
Km = coefficient of Honor losses, can be assumed to be 1.0 for
most principal spillway systems
L =barrel length in feet
Kr =pipe friction coefficient:
5087n' (See TableEa for K. values for
d14,3 conunon size of pipe_)
n =Nfaming s coefficient of roughness. use n = 0.025 for
comigated metal pipe
n = 0.015 for reinforced concrete pipe
di = inside diameter of the barrel in inches
Select riser and barrel dimensions so that the riser has a cross-sectional area
at least 1.> times that of the barrel. Spillway hydraulics are iniprot ed by
maximizing -%i-eir floxv and minmi mizina. orifice floe See Table S 0?b for
reeonunended riser,barrel proportions
Barrel diameter (ft)
Barrel cross-sectional area, a (ft2) 0.0
Accleration due to gravity, g (ft/s2) 32.2
Head above outlet end of barrel, h (ft)
Minor loss coefficieint, Km 1.0
Barrel length, L (ft)

Mannings coeffienct of roughness, n 0.025 SB 1-6
Inside diameter of barrel, d; (in) 0 6/14/22
Pipe friction coefficient, KP #DIV/0!
Discharge, Qo (cfs) #DIV/0! 0
YAJobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-6.xis
RISER Page 4
Select trail riser and barrel dimensions- U:se the weii_ orifice and pipe ft ow
equations to determine if the 1=year-peak discharge is passed:without acti;ating
The emergenc-; spillway Determine riser size from Figme 3.0'b- Check the
head and stage requirements. If the design stage is too high. choose larger Table 8.07b
dimensions and recalculate. As a minimum_set the ele,-ativn of the riser at the
same elevation as the top cf the sediment pool. A riser height '- to 5 times the
barrel diameter is recommended- Select the type of trash guard.
Select a detwatering device- If a skimmer is used_ refer to the manufacturers
dewatering data. or Table 6-6.1-b.
Step 6. Design antiseep collar
Ensure that antrseep collars are no closer than 2 ft from a pipe joint Collar
must project at least 1 > ft from the pipe- Indicate watertight connections.
Step 7. Design antiflotation block_
Determine the :weight of water displaced by the empty riser. and design a
block with buowant:weight 1.1 times the weight of water displaced.
Weight of water displaced by the empty riser
Buoyant weight 0
Step S. Design outlet_
Determine discharge velocity from the barrel. Design outlet protection to
assure stable conditions- Riprap placement is usually, necessary- (Appendix
8 06-)-
Discharge velocity, V (ft/s) #DIV/0! #DIV/0!
See Appendix 8.06 for riprap sizing, if necessary
Step 9. Design emergency spillway.
• Determine the required capacity for the emergency spillway as
Qe= Q,-Op (Q9 2 Q,)
• From Table®or Table®select the width and depth of the cutlet. Table 8.07c
depending on soil conditions. In general. the wider bottom widths and Table 8.07d
lower slopes are preferred to minimize exit velocities at supercritical
flow
• An acceptable alternative is the use of the weir equation
Q = CLH'

There this option is used. the maximtim value of C should be 2 S. L SB 1-6
is the bottom width of the spillva- at the crest. and H is the depth of
flow: above the spill::at;crest in fee:. dote Nlanniug's channel equation 6/14/22
should not be used to size the spillway crest. However. it should be used
to design the outlet channel below the spillway cie:st
• The total of the emergency and principle spillway capacities must equal Page 5
or exceed the required 10-:ear peal:discharge.
• Set the elevation of the west of the emergency spill„gar a numintun of 1
foot above the crest of the riser.
OPTION 1
Quo 2.76
Qp #DIV/0!
Emergency spillway capacity, Qe (cfs) #DIV/0!
Qp + Qe #DIV/0!
Does (Qp + Qe) equal or exceed Q10? #DIV/0!
Step 10. Spillway approach section_
Adjust the spill:vai alignment so that the control section and outlet section
are straight_ The entrance width should be 1.5 times the width of the control
section with a smooth transition to the width of the control section. Approach
channel should slope toward the reser:•oir no less than?°o
Width of control section (ft) 6
Width of entrance (ft) 4
Slope of approach channel (%) 2
Is width of the entrance section 1.5xcontrol section
width? YES, PROCEED
Is approach channel >/= 2%? YES, PROCEED
Step 11. Spill:*ay control section
• Locate the control section in the spillway near where it intersects the
extension of the centerline of the dam.
• Keep a le,:el area to extend at least 20 ft upstream fiom the outlet end of
the control section_to ensure a straight alignment.
• Side slopes should be 3:1.
Y:IJobs121-004 Mocksville(R210004)IDocumentslReportslDENR SB 1-6.xis
Step 12. Design spillway exit section.
• Spill:ca • exit should alien %vith the control section and have the same

SB 1-6
Y:\Jobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-6-As
6/14/22
Page 5A
OPTION 2
Weir coefficient, C 3.3
Bottom width of spillway crest, L (ft) 4
Depth of flow above spillway crest, H (ft) 0.5
Emergency spillway capacity, Qe (cfs) 4.6669
#DIV/0!
#DIV/0!
SPILLWAY IS ADEQUATE
(Print page 16)

bottom width and side slopes. SB 1-6
• Slope should be sufficient to maintain supercritical flow.but make sure it
does not create erosiz:e velocities for site conditions (Stay within slope 6/14/22
ranges in appropriate design tables.)
• Extend the exit channel to a point where the water maybe released without Page 6
damage-
Step 13. Size the embankment.
• Set the design elevation of the top of the dam a minimum of I ft above the
water surface for the design flow in the emergency spillway.
• Constructed height should be 10°o greater than the design to allow for
settlement.
• Base top width on the design height.
• Set side slopes 2.5:1 or flatter.
• Determine depth of cutoff trench from site borings_ It should extend to a
stable.tight soil layer(a mrmmum of 2 ft deep)_
• Select borrow site—the emergency spillway cut will provide a significant
amount of fill.
Step 14. Erosion control
• Locate and design diversions to protect embankment and spillway
(Practice Standards and Specfcations: 6.20, Temporary Diversions).
• Select surface protection measures to control erosion(Practice Standat ds
and Specifications. 6.10, Temporary Seeding;6.14,Mulching,-and 6.15,
Riprap).
• Select groundcover for emergency spillway to provide protection for
design flow velocity and site conditions_ Riprap stone over geotextile
fabric may be required in erodible soils or when the spillway is not in
undisturbed soils.
Step 1-5. Safety.
• Constiuct a fence and install warning signs as needed.
Y:\Jobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-6.xls

SEDIMENT BASIN DESIGN SB 1-6A
6/14/22
This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
E
er Input Data
lculated Value
ference Data
Y:Wobs121-004 Mocksville(R210004)IDocumentslReportslDENR SB 1-6A.xis
Designed By: PNJ Date: 6 i�
Checked By: Date:
Company: American EA
Project Name: Nelson's Creek
Project No.: 21-004
ESediment
ion (City/Town) Mocksville
Basin Id. SB 1-6A
nage Area (acres) 1.39
Step 1. Determine peak-flow- Q1C_ for the basin drauiage area ORDcmdix S.03)-
Q 10 (cfs)
4.95
Step 2. Deteriiune and site limitations for the sedunentpool elevation.einergenc`•
spill«aY or top of the dani.
Minimum pool elevation (ft) 754
Maximum pool elevation (ft) 757.5
Step 3. Deterinine basin 1:ohuiies:
• Compute niuumum Volume required 0 800 ft .acre disturbed)_
• Specifi- sediment cleZuiout level to be miarbed on riser (one-half the design
olinue referenced to the top of the riser) and sediment storage area to be
cleared after the dais is built.
Disturbed acreage (ac) 1.39
Min Volume (ft) 2502
Sediment cleanout elevation (ft) 755
Sediment Storage Area 500

Y:Wobs121-004 Mocksville(R210004)IDocuments\R eportslDENR SB 1-6A.x1s SB 1-6A
Step 4. Determine area and shape of basin:
• Check length width ratio (should be ?:1 to 6:1) 6/14/22
• Compute the basin surface area at principal spillway elevation.
Page 2
• Check the ratio of basin stufaee area to peak inflow rate (should be greater
than or equal to 435 ft' cfs)_ Eniploz- dit-ersious with additional traps and
basins to reduce area dramed-
Deteriume barrel capacity'required for site conditions (nlininlum capacity for C`
is the 2-year peak nuloff. Q,,_
Length/width ratio 6
Is length/width ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (ft) 2166
Ratio: basin surface area/Q10
437.575758
Is ratio >= 435 ft2/cfs? YES
Step �. Determine the principal spillway discharge capacity.
• The combined capacities of the principal and emergency spillways niust be
at least the 10-year peak flow for the entire watershed of the basin_
• The principal spillway is analyzed for three possible Brining flog- types
Weir flow-. Orifice floe-. and Pipe flog. The principal spillway discharge
capacity is the smallest of these three flow- rates. Discharges through�a
slununer should be disregarded during this compuratlon JZ�ejr. orifice and
Pipe floc may be detenuuned b-,-the following equations:
1- Reir Flom.: Q = CLH
where:
0=discharge in cubic feet per second(cfs)
C =weir coefficient_ use 3.1 for corrugated metal pipe risers.
L= circiuniference of the riser in feet
H =head above riser crest in feet
Weir coefficient, C
3.3
Riser circumference, L (ft) 0
Head above riser crest, H (ft)
QW (cfs) 0.5
0
Orifice Flow-: Q = CA(2gH)'
where

Qdischarge in cubic feet per second (cfs) SB 1-6A
C =onfiee coefficient. us
e se C =0.6 for corrugated metal pipe risers
A=crass-sectional area of the riser pipe in square feet
g =acceleration due to gravity. 32.2 ft sec' 6/14/22
H=head above riser crest in feet
Y:kJobs121-004 Mocksville(R210004)IDocumentslReportslDENR SB 1-6A.xls
Orifice coefficient, Co Page 3
Riser cross-sectional area, A (ft2) 0.6
Accleration due to gravity, g (ft/s2) 0
32.
Head above riser crest, H (ft) 5
Discharge, Qo (cfs) 0.0
0
Riser Diameter (in.)
,Qh
3. Pipe Flog-: a 1 _K,+IMF L
where:
CQ=discharge in cubic feet per second(cfs)
a=cross-sectional area of the barrel in square feet
g =acceleration due to gravity. 32.2 ft'sec'
h =head above the centerline of the outlet end of the barrel
Kn, = coefficient of minor losses. can be assumed to be l 0 for
most principal spillway s}-stems
L =barrel length m feet
Kp =pipe friction coefficient:
5087n2 (See Table EEfor Kr; values for
di4'3 common size of pipe-)
n =-mannuig-s coefficient of rougluness. use n=0.025 for
comigated metal pipe
n = 0.015 for reinforced concrete pipe
di = inside diameter of the barrel ui inches
Select riser and barrel diulension.s so that the riser has a cross-sectional area
at least 1.5 times that of the barrel. Spilhvay hydraulics are unproved by
maxinnizung weir floxv and mununnizwg orifice flow See Table 8.07b for
recommended riser'barrel proportions-
Barrel diameter (ft)
Barrel cross-sectional area, a (ft2)
gravity, 0.0
Accleration due to
g y, g (ft/s2) 32.2
Head above outlet end of barrel, h (ft)
Minor loss coefficieint, K.
Barrel length, L (ft) 1.0

Mannings coeffienct of roughness, n
0.025 SB 1-6A
Inside diameter of ba
rrel, d; (in)
Pipe friction coefficient, Kp 0 6/14/22
#DIV/0!
Discharge, Qo (cfs)
R210 #DIV/0!
Y:IJobs121-004 Mocksville
( 004)IDocumentslReportslDENR SB 1-6A.xis
RISER
Select nail riser and barrel dirnensic:ns. Use the weir. orifice and pipe $ovv Page 4
equations to determine if the'-veai peal;discharge is passed,.i-ithcut acti;a-,irig
the emergency sPill"'Iy. Determme riser size from Fire 3.n'b. Check the
head and stage requirements. If the design stage is too high. choose larger
I dimensions and recalculate. As a nuninituu.set the elevation of the riser at the
same ele-.-ation as the top of the sediment pool A riser height' co times the Table 8.07b
barrel diameter is recommended. .Select the type of trash,card
J Select a den aterina de;ice. If a skimmer is used, iefer to the manufacturers
de:i•ateting data. or Table 6.64.b.
Step 6. Design anuseep collar.
Ensure that antiseep collar; are no cicser than , ft from a pipe joint_ Collar
must project at least 1.5 ft from the pipe. Indicate Mratertight connections_
Step ?. Design anh$otation block_
Determine the weight of:cater displaced by the empty riser. and design a
block n-ith buoyant weight 1.1 tunes the«•eight of water displaced.
Weight of water displaced by the empty riserer Height
Buoyant weight 0
0
Step S. Design outlet_
Determine discharge -;elocit_V from the barrel. Design outlet protection to
assure stable conditions. Riprap placement is usually necessa .fpYertdir
8.06) ry (
Discharge velocity, V (ft/s)
See Appendix 8.06 for riprap sizing, if necessary #DIV/0! #DIV/0!
Step 9. Design emergency spillway..
• Determine the required capacity for the emergent_;spillway as
QC = Q.C'-Q� (QF > Q2}
• Ficm Tabie �,r Table select the width and
depending on sort conditions In g depth of the outlet. Table 8.07C
eneral. the wider bottom widths and
lower slopes are preferred to minmuze exit velocities at stipercriucal Table 8.07d
flog
• An acceptable alternative is the use of the n-eir equation
Q = CLH'`

here this option is 11 --
ed the maximum value i�should be= �;. L
ns the batrom,�ldth of the spillway at the crest, and i?1s the dep S B 1-6A
ROW above the spi11;viv crest in feet. Note:hl:innd F.7 - �of
should not be used to sire the ;pill, a. ;:e,t 'channel a uation
to deslga the outlet channel below 'a� sp�ll,c'aHc1eet`er.it should be used 6/14/22
• The total of the ,
eme.�ene;, and principle spillwav capacities must equal
cr exceed the required I0-rear peak discharge.
Page 5
• Set the elevation of the crest of the emerQencl,spilhvar a minimum °f l
foot above the crest of the riser.
Q10 OPTION 1
Qp 4.95
Emergency spillway capacit #DIV/0!
Y� Qe (cfs) #DIV/0!
QP + Qe
Does (Qp + Qe) equal or exceed Q10? #DIV/0!
#DIV/0!
Step 10. Spiilw3v approach section.
Adjust the Sprllli'31' 1
118nment so that the control section
are straight The entrance width should be 1S and outlet section
section with a smooth times the width of the control
channel should slope toward thereservoiron to d o less than
16 section. Approach
than?,o_
Width of control section (ft)
Width of entrance (ft) 9
Slope of approach channel (%) 6
Is width of the entrance section 1.5xcontrol section 2
Width?
Is approach channel >/= 2%? YES, PROCEED
YES, PROCEED
Step 11. Spillway control section
• Locate the :outrol section in the spillway near where it intersects
extension of the centerline of the dam the
Keep a level area to extend at least 20 ft upstream from the outlet end o
the control section to ensure a straight alignment f
• Side slopes should be ,:l
Y:Uobs121-004 Mocksville(R210004)IDocumentslReportslDENR SB 1-6A.xis
Step 12. Design spillwav exit section.
• Spillway exit should align with the control section and have the same

YAJobM21-004 Mocksville(R210004)IDocumentslReportslDENR SB 1-6A.xls SB 1-6A
6/14/22
Page 5A
Weir coefficient, C OPTION 2
Bottom width of spillway crest, L (ft) 3.3
Depth of flow above spillway crest, H (ft) 6
Emergency spillway capacity, 0.5
Qe (Cfs)
7.00036
#DIV/0!
SPILLWAY IS ADEQUATE #DIV/0!
(Print Page 16)

bottom width and side slopes. SB 1-6A
• Slope should be sufficient to maintain supercritical flow.but make sure it
does not create erosive velocities for site conditions. (Stag within slope 6/14/22
ranges in appropriate design tables.)
• Extend the emt channel to a point where the water may be released without Page 6
damage.
Step 13. Size the embankment.
• Set the design elevation of the top of the dam a minimum of 1 ft above the
water surface for the design flow in the emergency spillway.
• Constructed height should be 100!b greater than the design to allow for
settlement.
• Base top width on the design height.
• Set side slopes 2.5:1 or flatter.
• Determine depth of cutoff trench from site borings_ It should extend to a
stable,tight soil layer(a nun:mum of 2 R deep).
• Select borrow site—the emergency spillway cut will provide a significant
amount of fill-
Step 14. Erosion control
• Locate and design diversions to protect embankment and spillway
(Practice Standards and Specifications: 6.10, Temporary Diversions).
• Select surface protection measures to control erosion(Practice Standards
and Specifications: 6.10, Temporary Seeding;6.14, Mulching;and 6.15,
Riprap).
• Select groundcover for emergency spillway to provide protection for
design flow velocity and site conditions. Riprap stone over geotextile
fabric may be required in erodible soils or when the spillway is not in
undisturbed soils.
Step 15. Safety.
• Construct a fence and install warning signs as needed.
YAJobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-6A.xls

SEDIMENT BASIN DESIGN SB 1-6A
5/31/22
This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User Input Data
Calculated Value
Reference Data
YAJobs121-004 Mocksville(R210004)IDocuments\Reports\DENR SB 1-6A.xls
Designed By: PNJ Date:
Checked By: Date:
Company: American EA
Project Name: Nelson's Creek
Project No.: 21-004
Site Location (City/Town) Mocksville
Sediment Basin Id. SB 1-6A
Total Drainage Area (acres) 1.39
Step 1. Determine peal- flow, Q,,. for the basin drainage area (_!pperi ix S-0-1Y
Q10 (cfs) 4.95
Step ?. Determne any site li111itations for the sediment pool elevation,elnergencN
spillway or top of the dam.
Minimum pool elevation (ft) 695
Maximum pool elevation (ft) 698.5
Step 3. Deter111ine basin vollnues
• Compute 1111nununl voltune required (1800 fC'acre disrurbed).
• Specift- sediment cleanout level to be marked on riser (one-half the design
olmne referenced to the top of the riser) and sedilent Storage area to be
cleared after the cktm is built.
Disturbed acreage (ac) 1.39
Min Volume (ft) 2502
Sediment cleanout elevation (ft) 696
Sediment Storage Area 500

YAJobs121-004 Mocksville(R210004)1Documents\Reports\DENR SB 1-6A.xls SB 1-6A
Step 4. Detenmine area and shape of basitl:
• Check lenath width ratio (,should be 2-1 to 6:1 X 5/31/22
• Compute the basin surface area at principal spillway elegy:ation_ Page 2
• Check the ratio of basin surface area to peak inflow rate (should be greater
than or equal to 435 ft-,,cfs), Employ diversions lyith additional traps and
basuis to reduce area draiIled.
Determine barrel capacity required for site conditions (nunimum capacitN'for 0-
is the 2-year peak runoff. 0"-
Length/width ratio 6
Is length/width ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (ft) 2166
Ratio: basin surface area/Q10 437.575758
Is ratio >= 435 ft2/cfs? YES
Step 5. Determine the principal spill-ray discharge capacity-
• The combined capacities of the principal and emergency spillways must be
at least the 10-y ear peak floe;-for the entire watershed of the basin.
• The principal spillway is analyzed for three possible limiting flow tv-pes-
Weir flog; Orifice flow. and Pipe flow- The principal spillway discharge
capacity is the smallest of these three flog- rates. Discharges through a
skumuer should be disregarded during this computation. Weir, orifice and
pipe floe-may be determined by the following equations:
1. N eir Flout-: Q = CLH'-
where
Q= discharge in cubic feet per second(cfs)
C =weir coefficient. use 3.1 for corrugated metal pipe risers.
L=circumference of the riser III feet
H =head above riser crest iu feet
Weir coefficient, C 3.3
Riser circumference, L (ft) 0
Head above riser crest, H (ft) 0.5
QW (cfs) 0
2_ Orifice Flom•: Q = CA(29H)='
where:

-.Q = discharge un cubic feet per second (cfs) SB 1-6A
C =orifice coefficient_ use C =0.6 for comugated metal pipe risers.
A= cross-sectional area of the riser pipe in square feet 5/31/22
g =acceleration due to gravity-. 32.2 ft.sec'
H =head above riser crest in feet
Y:Wobs\21-004 Mocksville(R210004)1Documents\Reports\DENR SB 1-6A.xls Page 3
Orifice coefficient, Co 0.6
Riser cross-sectional area, A (ft2) 0
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft) 0.5
Discharge, Qo (cfs) 0
Riser Diameter (in.)
a(-Yh c.
3. Pipe Flog-: Q = a [1 +1,+Kt L
where:
Q =discharge in cubic feet per second(cfs)
a =cross-sectional area of the barrel in square feet
g =acceleration due to gravity. 32.2 ft'sec-
h =head above the centerline of the outlet end of the barrel
KR, = coefficient of minor losses.. can be assumed to be 1.0 for
most principal spillway systems
L =barrel length in feet
KF =pipe friction coefficient:
5087n2 (See Table $.ova for KF values for
common size of pipe_)
n =1,hatuiin!? s coefficient of roughness. use Il = 0.02� for
corrugated metal pipe
n = 0.015 for reinforced concrete pipe
di = inside diameter of the barrel -in inches
Select riser and barrel dimensions so that the riser has a cross-sectional area
at least 1.5 times that of the barrel. Spill`xay hydraulics are improved b}-
maxillnizing weir flow and 12 minnnztnQ orifice flow-. See Table 9.07b for
recommended riser.,barrel proportions.
Barrel diameter (ft)
Barrel cross-sectional area, a (ft2) 0.0
Accleration due to gravity, g (ft/s2) 32.2
Head above outlet end of barrel, h (ft)
Minor loss coefficieint, Km 1.0
Barrel length, L (ft)

Mannings coeffienct of roughness, n 0.025 SB 1-6A
Inside diameter of barrel, d; (in) 0 5/31/22
Pipe friction coefficient, Kp #DIV/O!
Discharge, Qo (cfs) #DIV/O! 0
Y:Wobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-6A.xls
RISER Page 4
Select tail riser and barrel dimensions- Use the wein orifice and pipe Sa;v
equations to determine if the :ear peal:dtscharge is passed:t�ithcut activating
the emergency spillwa_,. Determine riser size from FLFUre 3.0-1 b Check the
head and stage requirements. If the design stage is tea high. choose larger Table 8.07b
dimerzsions and recalculate. As a minimum-set the elevation of the riser at the
same elevation as the top of the sediment pool A riser height'_to ` times the
barrel diameter is recommended. Select the type of trash guard
Select a dewatering device If a skimmer is used_ refer to the manufactuters
dewatering data. of Table 6-64-b.
Step 6. Design antueep collar
Ensure that antiseep collars are no closer than 2 ft from a pipe joint. Collar
must project at least 1.-5 ft fi-om the pipe_ Indicate watertight connections.
Step -. Design antiflotation block-
Determine the weight of Crater displaced by the empty riser. and design a
block with buo_>*ant weight 1.1 times the weight of water displaced_
Riser Height 3.5
Weight of water displaced by the empty riser 0
Buoyant weight 0
Step S. Design outlet-
Determine discharge velocity from the barrel. Design oudet protection to
assure stable conditions Riprap placement is usually necessary "Appei!dix
5.061-
Discharge velocity, V (ft/s) #DIV/O! #DIV/O!
See Appendix 8.06 for riprap sizing, if necessary
Step 9. Design emergency spilla:ay.
• Determine the required capacity for the emergency spillway, as
Q,= Q.o—Qa. (QF
• From Tablf=oi Table®select the width and depth of the outlet. Table 8.07c
depending on soil conditions. In general. the :cider bcttcm widths and Table 8.07d
lower dope; are preferred to minimize exit velocities at supercritical
flow-
• An acceptable alternative is the use of the weir equation
Q = CLHt

't.Iere This option is used. the maximum value of C should be _1 8. L SIB 1-6A
is the bottom width of the spillway at the crest. and H is the depth of
flow above the spillwa-,crest in feet. Note: Minnmg's channel equation 5/31/22
should not be used to size the spillwa-;crest. Hotrerer.it should be used
to design the outlet channel below The spillway crest.
• The total of the emergency and principle spillwa•:capacities must equal Page 5
cr exceed the required 10-year peak discharge
• Set the elevation of the crest of the emergency spi11;4av a mintinum of 1
foot above the crest of the riser.
OPTION 1
Q10 4.95
Qp #DIV/0!
Emergency spillway capacity, Qe (cfs) #DIV/0!
Qp + Qe #DIV/0!
Does (Qp + Qe) equal or exceed Q10? #DIV/0!
Step 10. Spillway approach section.
:adjust the spillway alienment so that the control section and outlet section
aie straight_ The entrance width should be 1 i times the tridth of the control
section with a smooth transition to the width of the control section. Approach
channel should slope toward the reser.-oir no less than 100.
Width of control section (ft) 9
Width of entrance (ft) 6
Slope of approach channel (%) 2
Is width of the entrance section 1.5xcontrol section
width? YES, PROCEED
Is approach channel >/= 2%? YES, PROCEED
Step 11. Spillway control section
• Locate the control section in the spillway near where it intersects the
extension of the centerline of the dam.
• Keep a level area to extend at least 20 ft upstream from the outlet end of
the control section.to ensure a straight ah2=ent_
• Side slopes should be 3:1
Y:IJobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-6A.xis
Step 12. Design spilhray exit section.
• Spillway exit should align with the control section and have the same

SB 1-6A
Y:\Jobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-6A.x1s 5/31/22
Page 5A
OPTION 2
3.3
Weir coefficient, C 6
Bottom width of spillway crest, L (ft) 0.5
Depth of flow above spillway crest, H (ft) 7.00036
Emergency spillway capacity, Qe (cfs) #DIV/0!
#DIV/0!
SPILLWAY IS ADEQUATE
(Print Page 16)

bottom width and side slopes. SB 1-6A
• Slope should be sufficient to maintain supercritical flow_but make sure it
does not create erosive velocities for site conditions. (Stay within slope 5/31/22
ranges in appropriate design tables.)
• Extend the exit channel to a point where the water may be released without Page 6
damage.
Step 13. Size the embankment.
• Set the design elevation of the top of the dam a minimum of 1 ft above the
water surface for the design flow in the emergency spillway.
• Constructed height should be 10% greater than the design to allow for
settlement.
• Base top width on the design height.
• Set side slopes 2.5:1 or flatter_
• Determine depth of cutoff trench from site borings_ It should extend to a
stable,tight soil layer(a minimum of 2 R deep)_
• Select borrow site—the emergency spillway cut will provide a significant
amount of fill.
Step 14. Erosion control
• Locate and design diversions to protect embankment and spillway
(Practice Standards and Specifications: 6.20, Temporary Diversions)_
• Select surface protection measures to control erosion(Practice Standards
and.Specification: 6.10. Temporary Seeding; 6_I4,'Mulching;and 6.15,
Riprap).
• Select groundcover for emergency spillway to provide protection for
design flow velocity and site conditions_ R.iprap stone over geotextile
fabric may be required in erodible soils or when the spillway is not in
undisturbed soils.
Step 15. Safety.
• Construct a fence and install warning signs as needed
Y:\Jobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-6A.xls

SB 1-6B
SEDIMENTBASIN
5/31/22
This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User Input Data
Calculated Value
Reference Data
Y:Wobs121-004 Mocksville(R210004)IDocuments\Reports\DENR SB 1-6B.xis
Designed By: PNJ Date:
Checked By: Date:
Company: American EA
Project Name: Nelson's Creek
Project No.: 21-004
Site Location (City/Town) Mocksville
Sediment Basin Id. SB 1-613
Total Drainage Area (acres) 4.57
Step 1. Determine peak flow_ Q,,. for the basin drainage area GjR9e1;c'iX S.Oi)
Q10 (cfs) 18.23
Step 2. Determ111e any site 111111tatlons for the sediment pool elevation,e111efLMICY
spiU-vvaN-or top of the dun
Minimum pool elevation (ft) 761
Maximum pool elevation (ft) 764.5
Step 3. Deterinnie basin volumes.
• Compute ini uinum volume required(1800 fr'.'acre disturbed)_
• 5pecifV sediment cleanout level to be marked on riser (one-half the design
oltune referenced to the top of the riser) and sediment storage area to be
cleared after the dam is built_
Disturbed acreage (ac) 3.65
Min Volume (ft) 6570
Sediment cleanout elevation (ft) 762
Sediment Storage Area 4853

YAJobs121-004 Mocksville(R210004)IDocuments\Reports\DENR SB 1-6B.x1s SB 1-613
Step 4. Determine area and shape of basin:
• Check length width ratio (should be 'A to 6:1)- 5/31/22
• Compute the basin surface area at principal spill gay elevation. Page 2
• Check the ratio of basin surface area to peak inflow rate (should be greater
than or equal to -13 5 ft-',,cfs). Ennnploz diversions with additional traps and
basins to reduce area drained.
Deterunune barrel capacity required for site conditions (nunimntun capacity for Q_
is the ?-`ear peak runoff, Q`.
Length/width ratio 5.81
Is length/width ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (ft) 7955
Ratio: basin surface area/Q10 436.368623
Is ratio >= 435 ft2/cfs? YES
Step 5. Determine the principal spill-%vav discharge capacity
• The combined capacities of the principal and emergency spillways must be
at least the 10-year peak flow for the entire watershed of the basin_
• The principal spillway is analyzed for three possible limiting flow ti-pes:
N 'eir flow, Orifice flow_ and Pipe flow_ The principal spillway discharge
capacity is the smallest of these three flow rates. Discharges through a
skimmer should be disregarded during this computation. Weir. orifice and
pipe flow may be deternnined by the followinng equations:
1. l eir Flow: Q = CLH'-
where:
Q = discharge M cubic feet per second(cfs)
C =weir coefficient_ use 3.1 for corrugated metal pipe risers_
L= circumference of the riser in feet
H =head abot e riser crest in feet
Weir coefficient, C 3.3
Riser circumference, L (ft) 7.85398163
Head above riser crest, H (ft) 0.5
QW (cfs) 9.16344606
2. Orifice Flow: Q = CA(2gH)=-�
where:

yNQ =discharge nil cubic feet per second (cfs) SB 1-6B
C =orifice coefficient_ use C = 0.6 for corntgated metal pipe risers
A=cross-sectional area of the riser pipe in square feet 5/31/22
g =acceleration due to gravlmr_ 3?? ft sec`
H =head above riser crest in feet
Y:kJobs121-004 Mocksville(R210004)1DocumentslReports\DENR SB 1-6B.xls Page 3
Orifice coefficient, Co 0.6
Riser cross-sectional area, A (ft2) 4.90873852
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft) 0.75
Discharge, Qo (cfs) 20.4689099
Riser Diameter (in.) 30
gh
3. Pipe Flow: Q = a � K.+K;L
where:
0 = discharge in cubic feet per second(cfs)
a =cross-sectional area of the barrel in square feet
g =acceleration due to gravity. 312 ft,sec'
h =head above the centerline of the outlet end of the barrel
K,, = coefficient of miinor losses, can be assumed to be 1.0 for
most principal spiflway- systems
L =barrel length in feet
KP =pipe friction coefficient:
_ 5087n= (See TableF07a for KR values for
diva conunon size of pipe_)
n =Maunnng s coefficient of roughness. use n =0.02f, for
corrugated metal pipe
n = 0.015 for reinforced concrete pipe
di = inside diameter of the barrel in inches
Select riser and barrel dimensions so that the riser has a cross-sectional area
at least 1_5 times that of the barrel. Spillway hydraulics are improt ed by
maximizniQ weir f3o«- and minimiziilQ orifice flow See Table 9_07b for
recommendedriser:barrel proportions.
Barrel diameter (ft) 6
Barrel cross-sectional area, a (ft2) 28.3
Accleration due to gravity, g (ft/s2) 32.2
Head above outlet end of barrel, h (ft) 0.5
Minor loss coefficieint, Km 1.0
Barrel length, L (ft) 26

Mannings coeffienct of roughness, n 0.025 SB 1-613
Inside diameter of barrel, d; (in) 72 5/31/22
Pipe friction coefficient, Kp 0.01061
Discharge, Qo (cfs) 106.349745 113.450214
Y:IJobs121-004 Mocksville(R210004)IDocumentslReportslDENR SB 1-6B.xls
RISER Page 4
Select trail riser and barrel dimensions. Use the Weil. orifice and pipe flog
equations to determine if the'-year peak discharge is passed without acti axing
the emergency spilliT.-al;. Determine riser size from Ftzare 8.07b Check the
head and stage requirements. If the desim stage is TOO high. choose larger Table 8.07b
dimensions and recalculate As a minim mr_set the elevation of the rises at the
same elevation as the tc*p of the sediment pool. A riser height'to ` times the
barrel diameter is tecommended. Select the type of trash guard.
Select a dewaterina de.:ice If a skimmer is used_refer to the manufacturers
dewatering data_ or Table 6.64.b.
Step 6. Design antiseep collar
Ensure that antiseep cellars are no closer than i ft from a pipe Joint. Collar
must project at least 1` ft from the pipe_ Indicate watertight connections.
Step 7. Design antiflotation block-
Determine the :height of-pater displaced by the empty riser_ and design a
block with buoyant--eight 1.1 times the weight of water displaced.
Riser Height 3.5
Weight of water displaced by the empty riser 1072.58391
Buoyant weight 1179.8423
Step 8. Design outlet_
Determine discharge velocity from the barrel. Design outlet protection to
assure stable conditions. Riprap placement is usually necessary (Appetldix
5.06).
Discharge velocity, V (ft/s) 3.76135279 4.01248053
See Appendix 8.06 for riprap sizing, if necessary
Step 9. Design emergency spillway.
• Determine the required capacity;for the emesgencr;spillway as
(QF
• From Table®or Table=select the-width and depth of the outlet. Table 8.07c
depending on soil conditions In general. the wider bottom widths and Table 8.07d
lower slopes are preferred to minimize exit velocities at superctitical
flovv-
• An acceptable alternative is the use of the weir equation
0 = CLHt

tt,"ltere this optton is used the maximtuat value of C should be 2 S. L SB 1-613
is the bottom width of the ,pillLray at the crest. and H is the depth of
flow above the spt11L,a-.cre'A in- fee:. dote: Manning"s channel equatton 5/31/22
should not be used to size the spill a crest. H-coxe er. it _hould be used
to destzn the outlet channel below the sptlheav crest
• The total of the emetgeucy and principle =pillwa:•capacities must equal Page 5
or exceed the requited 10-year peak discharge.
• Set the elevation of the crest of the emergeucy pill;Lay a mintnntun of 1
foot above the crest of the riser_
OPTION 1
Q10 18.23
Qp 9.16344606
Emergency spillway capacity, Qe (cfs) 9.06655394
Qp + Qe 18.23
Does (Qp + Qe) equal or exceed Q10? YES, PROCEED
Step 10. Spillway approach section_
.adjust the spillway alignment so that the control section and outlet section
are straight_ The entrance vadth should be 1 - times the width of the control
section with a smooth transition to the width of the control section. Approach
channel should slope tcLcard the rer:etvoir no less than 100
Width of control section (ft) 1.5
Width of entrance (ft) 1.2
Slope of approach channel (%) 3
Is width of the entrance section 1.5xcontrol section
width? NO, REVISE DESIGN
Is approach channel >/= 2%? YES, PROCEED
No spillway this basin
Step 11. Spillway control section
• Locate the control section in the spilN;a_: near where it mtersects the
extension of the centerline of the dam.
• Deep a level area to extend at least 20 ft upstream from the outlet end of
the control section_to ensure a straight alignment.
• Side slopes should be ?:1.
Y:IJobs121-004 Mocksville(R210004)\DocumentslReportslDENR SB 1-6B.xls
Step 12. Design spillway exit section.
• Spilhra_; exit should align a:ith the control section and have the same

bottom width and side slopes. SB 1-6B
• Slope should be sufficient to maintain supercritical flow,but make sure it
does not create erosive velocities for site conditions. (Stag-within slope 5/31/22
ranges in appropriate design tables.)
• Extend the exit channel to a point where the water may be released without Page 6
damage.
Step 13. Size the embankment.
• Set the design elevation of the top of the dam a minimum of 1 ft above the
water surface for the design Sow in the emergency spillway.
• Constructed height should be 10% greater than the design to allow for
settlement.
• Base top width on the design height.
• Set side slopes 2.5:1 or flatter.
• Determine depth of cutoff trench from site borings. It should extend to a
stable,tight soil layer(a minimum of 2 ft deep).
• Select borrow site—the emergency spillway cut will provide a significant
amount of fill.
Step 14. Erosion control
• Locate and design diversions to protect embankment and spillway
(Practice Standards and Specifications: 6.10, Temporary Diversions).
• Select surface protection measures to control erosion(Practice Srandards
and Specifications: 610, Temporary Seeding; 6.1 t,llfulching;and 6.15,
Riprap).
• Select groundcover for emergency spillway to provide protection for
design floe- velocity and site conditions. Riprap stone over geotextile
fabric may be required in erodible soils or when the spillway is not in
undisturbed soils_
Step 1_. Safety,
• Construct a fence and install warning signs as needed.
Y:\Jobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-6B.xls

SEDIMENT BASIN DESIGN SB 1-7
5/31/22
This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User Input Data
Calculated Value
Reference Data
YAJobs121-004 Mocksville(R210004)1Documents\Reports\DENR SB 1-7.xls
Designed By: PNJ Date:
Checked By: Date:
Company: American EA
Project Name: Nelson's Creek
Project No.: 21-004
Site Location (City/Town) Mocksville
Sediment Basin Id. SB 1-7
Total Drainage Area (acres) 1.68
Step 1. Determne peak fio«-, C 1c, for the basin drainage area S.03)
Q10 (cfs) 6.93
Step ?. Detenlune any site linutations for the sedlnlentpool elevation,e111eraencN
spillxvav or top of the dam
Minimum pool elevation (ft) 750
Maximum pool elevation (ft) 753.5
Step 3. Determine basiu volimiles:
• Conlpllte 1111nuilllnl volume required (1800 fr acre disturbed)_
• Specify sediment cleanout level to be narked on riser (one-half the desiall
volume referenced to the top of the riser) and sed1111ent storage area to be
cleared after the cLuil 1s built.
Disturbed acreage (ac) 1.68
Min Volume (ft) 3024
Sediment cleanout elevation (ft) 751
Sediment Storage Area 3880

YAJobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-7.xls SB 1-7
Step 4. Deternune area and shape of basin:
• Check length'w-idth ratio (should be 2:1 to 6:1) 5/31/22
• Compute the basin surface area at pruic' al spill way-elegy:ation. Page 2
• Check the ratio of basin surface area to peak inflow rate (should be greater
than or equid to 435 ft':'cfs)_ Employ- diversions with additional traps and
basins to reduce area drained
Deterinnune barrel capacity required for site conditions (nnini rum capaciry for Q-,
is the ,-year peak runoff. Q`.
Length/width ratio 2.11
Is length/width ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (ft) 5994
Ratio: basin surface area/Q10 864.935065
Is ratio >= 435 ft2/cfs? YES
Step -. Determine the principal spill-,vay discharge capacity..
• The combined capacities of the principal and emergency spillways must be
at least the 10-rear peak flow for the entire watershed of the basin.
• The principal spills-ay is analyzed for three possible limiting flow types:
Weir flowv, Orifice flog-. and Pipe flow•. The principal spillway discharge
capacity is the smallest of these three flow- rates_ Discharges through a
skinuner should be disregarded during this computation. Weir, orifice and
pipe flow may be determined by the following equations:
1. � eir Flow: Q = CLH'.�
where:
Q= discharge in cubic feet per second(cfs)
C. =weir coefficient_ use 3.1 for corrugated metal pipe risers.
L=circumference of the riser inn feet
H =head above riser crest inn feet
Weir coefficient, C 3.3
Riser circumference, L (ft) 0
Head above riser crest, H (ft) 0.5
Qw (cfs) 0
'. Orifice Flow: Q = CA(2gH):--
where:

Q = discharge in cubic feet per second (cfs) SB 1-7
C =orifice coefficient. use C = 0.6 for corrugated metal pipe risers.
A= cross-sectional area of the riser pipe in square feet 5/31/22
g =acceleration due to gravity. 32.2 ft.sec
H =head above riser crest in feet
YAJobs121-004 Mocksville(R210004)1Documents\ReportslDENR SB 1-7.xis Page 3
Orifice coefficient, Co 0.6
Riser cross-sectional area, A (ft2) 0
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft) 0.5
Discharge, Qo (cfs) 0
Riser Diameter (in.)
�izh Jc.
3. Pipe Flog-: Q = a 1 =1.+K7 L
where:
Q =discharge in cubic feet per second(cfs)
a =cross-sectional area of the barrel in square feet
g =acceleration due to gravirv. 32_2 ft-'sec'
h =head above the centerline of the outlet end of the barrel
K, = coefficient of nunor losses, can be assumed to be 1.0 for
most principal spillway systems
L =barrel lenLyth in feet
K� =pipe friction coefficient:
5087n2 (See TableF07a for KF values for
dlaa common size of pipe_)
Il =Ivianning s coefficient of roughness. use it =0.025 for
corrugated metal pipe
n = 0.015 for reinforced concrete pipe
di = inside diameter of the barrel in inches
Select riser and barrel dimensions so that the riser has a cross-sectional area
at least 1_5 times that of the barrel. Spilht ay hydraulics are improved by
maximizing -%veir floss- and murinuzing orifice flog- See Table 8.07b for
recommended risevbarrel proportions.
Barrel diameter (ft)
Barrel cross-sectional area, a (ft2) 0.0
Accleration due to gravity, g (ft/s2) 32.2
Head above outlet end of barrel, h (ft)
Minor loss coefficieint, Km 1.0
Barrel length, L (ft)

Mannings coeffienct of roughness, n 0.025 SB 1-7
Inside diameter of barrel, d; (in) 0 5/31/22
Pipe friction coefficient, Kp #DIV/O!
Discharge, Qo (cfs) #DIV/O! 0
Y:1Jobs121-004 Mocksville(R210004)IDocumentslReportslDENR SB 1-7.x1s
RISER Page 4
Select tzail riser and barrel dimensions Use The r:eiz_ orifice and pipe f 1w
equations to determine rf the ear peal:discharge is passed xithcut acti,atiug
The emergenc_, spillwa- Determine riser size from Ftgure 8.07b Check the
head and craze tequirements. If the design stage is too high. choase larger Table 8.07b
dimensions and recalculate. A—.a minimum.set the elevation of the riser at the
same elevation as the top of the sediment pool. A riser heigllT 2 to ` times the
barrel diameter i_=;recommended. Select the n-pe cf wash ward
Select a dewatering de-ice. If a skimmer is used_refer to the manufacturers
dea,aterine data. or Table 6-64.b_
Step 6. Design anuseep collar
Ensure thnat antiseep collars are no closer than_' ft from a pipe joint. Collar
must project at least 1_= ft from the pipe. Indicate watertight connections.
Step '. Design antiflotation block.
Determine the weight of:cater displaced by the empty riser. and design a
block with buocant,-eight 1.1 time,the weight of;cater displaced.
Riser Height
Weight of water displaced by the empty riser 0
Buoyant weight 0
Step S. Design outlet_
Determine discharge velocitr,- from the barrel Design outlet protection to
assure stable conditions- Riprap placement is usually necessary (Apnendii
3.Odl.
Discharge velocity, V (ft/s) #DIV/O! #DIV/O!
See Appendix 8.06 for riprap sizing, if necessary
Step 9. Design emergency:spilhva r.
• Determine the required capacity for the emergency,spillway as
Q,= Q.t,—Qr (Q� a Q')
• Frem Table=oi Table®select the width and depth of the outlet. Table 8.07c
dependrng on soil conditions. In general_ the :eider bottom widths and Table 8.07d
loner slopes are preferred to minimize exit velocities at supercritical
flow-
• -An acceptable alternative is the use of the weir equation
Q = CLH'`

'%here this option is used. the maximiun value of C should be IS. L SB 1-7
is the bottom width of the spillway at the crest. and H is the depth of
f:otiv above the s°itlw a-;crest in feet. dote :planning's channel equation 5/31/22
should not be used to size the 3pillw-,ry crest. Ho x-e v er.it should be used
to desr2n the outlet channel below*he spillway crest.
• The total of the emergency and principle -piliwav capacities must equal Page 5
or exceed the required 10=year peak discharge.
• Set the elevation of the crest of the emergenev spill;sav a mimmtun of 1
foot above the crest of the riser.
OPTION 1
Q10 6.93
Qp #DIV/0!
Emergency spillway capacity, Qe (cfs) #DIV/0!
Qp + Qe #DIV/0!
Does (Qp + Qe) equal or exceed Q10? #DIV/0!
Step 10. Spillway approach section.
Adjust the spillway alignment so that the control section and outlet section
are straight_ The entrance width should be 1.5 times the width of the control
section with a smooth transition to the width of the control section. Approach
channel should slope to,,vard the reservoir no less than 10 0.
Width of control section (ft) 9
Width of entrance (ft) 6
Slope of approach channel (%) 2
Is width of the entrance section 1.5xcontrol section
width? YES, PROCEED
Is approach channel >/= 2%? YES, PROCEED
Step 11. Spillway control section
• Locate the control section in the spillway near where it intersects the
extension of the centerline of the dam.
• Keep a level area to extend at least ?4 ft upstream from the outlet end of
the control section-to ensixe a strateht alignment.
• Side slopes should be 3:1.
Y:1Jobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-7.x1s
Step 12. Design spillway exit section.
• Spillway exit should alien with the control section and have the same

SB 1-7
Y:\Jobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-7-As
5/31/22
Page 5A
OPTION 2
Weir coefficient, C 3.3
Bottom width of spillway crest, L (ft) 6
Depth of flow above spillway crest, H (ft) 0.5
Emergency spillway capacity, Qe (cfs) 7.00036
#DIV/0!
#DIV/0!
SPILLWAY IS ADEQUATE
(Print Page 16)

bottom width and side slopes. SB 1-7
• Slope should be sufficient to maintain supercritical How.but make sure it
does not create erosive velocities for site conditions. (Stay within slope 5/31/22
ranges in appropriate design tables.)
• Extend the exit channel to a point where the water may be released without Page 6
damage.
Step 13. Size the embankment.
• Set the design elevation of the top of the dam a minimum of 1 ft above the
water surface for the design How in the emergency spillway.
• Constructed height should be 100b greater than the design to allow for
settlement.
• Base top width on the design height.
• Set side slopes 2.5:1 or flatter.
• Determine depth of cutoff trench from site borings_ It should extend to a
stable,tight soil layer(a minimum of 2 R deep).
• Select borrow site—the emergency spillway cut will provide a significant
amount of fill.
Step 14. Erosion control
• Locate and design diversions to protect embankment and spillway
(Practice.Standards and Specifications: 6.'0, Temporary Diversions).
• Select surface protection measures to control erosion(Practice Standards
and Specifications: 6.10, Tempormy Seeding; 614, 4tulching;and 6.15,
Riprap).
• Select groundcover for emergency spillway to provide protection for
design flow velocity and site conditions_ Riprap stone over geotextde
fabric may be required in erodible soils or when the spillway is not in
undisturbed soils.
Step 1.9. Safety.
• Construct a fence and install warning signs as needed.
YAJobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-7.x1s

SB 1-7A
BASINSEDIMENT DESIGN
5/31/22
This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User Input Data
Calculated Value
Reference Data
Y:1Jobs121-004 Mocksville(R210004)IDocuments\Reports\DENR SB 1-7A.xls
Designed By: PNJ Date:
Checked By: Date:
Company: American EA
Project Name: Nelson's Creek
Project No.: 21-004
Site Location (City/Town) Mocksville
Sediment Basin Id. SB 1-7A
Total Drainage Area (acres) 1.2
Step 1. Deternune peak fiou-. (� . for the basin drainage area (-lRDeniaix S'.OS).
Q10 (cfs) 4.94
Step 2. Deternune an% site limitations for the sediment pool elevation,emergency
spillway or top of the d<-un.
Minimum pool elevation (ft) 767
Maximum pool elevation (ft) 770.5
Step 3. Detennuie basin voltunes:
• Compute nivaununt volume required(1800 fr'"acre disturbed)
• Spec& sediment cleanout level to be marked on riser (one-half the design
voltune referenced to the top of the riser) and sedunent storage area to be
cleared after the dam is built.
Disturbed acreage (ac) 1.2
Min Volume (ft) 2160
Sediment cleanout elevation (ft) 768
Sediment Storage Area 972

Y:IJobs121-004 Mocksville(R210004)IDocumentslReports\DENR SB 1-7A.x1s SB 1-7A
Step 4. Derernune area and shape of basin:
• Check length width ratio (should be -2 A to 6:1). 5/31/22
• Compute the basin Surface area at principal spillway elevation. Page 2
• Check the ratio of basin surface area to peak unflotN- rate (should be greater
than or equal to 435 fr:cfs). Employ diversions, with additional traps and
basins to reduce area drained.
Determine barrel capacity required for site conditions (ninimum capacity for Q-
is the ,-`'ear peak runoff. Q_
Length/width ratio 2.13
Is length/width ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (ft) 2176
Ratio: basin surface area/Q10 440.48583
Is ratio >= 435 ft2/cfs? YES
Step 5. Determine the principal spillway discharge capacity
• The combined capacities of the principal and emergency spi.11a-ays must be
at least the 10-rear peak flog- for the entire watershed of the basin.
• The principal spillway is anal-zed for three possible limiting flo-%v types:
Weir floe,•_ Orifice flow. and Pipe flow. The principal spillway discharge
capacity is the smallest of these three flow rates. Discharges through a
skinuner should be disregarded during this computation -Weir, orifice and
pipe flo-%v nnay be determined b-, the following equations.
1. % eir Flow: Q = CLH'-'
where:
Q = discharge iri cubic feet per second(cfs)
C =-,weir coefficient_ use 3.1 for corrugated metal pipe risers.
L= circnnnference of the riser in feet
H =head above riser crest ui feet
Weir coefficient, C
3.3
Riser circumference, L (ft) 4.71238898
Head above riser crest, H (ft) 0.5
QW (cfs) 5.49806764
?. Orifice Flow- Q = CA (29H)'
where:

-•Q = discharge ui cubic feet per second(cfs) SB 1-7A
C = orifice coefficient_ use C = 0.6 for corrugated metal pipe risers
A= cross-sectional area of the riser pipe in square feet 5/31/22
g =acceleration due to 4rati in. 3'.' ft.sec'
H =head above riser crest in feet
Y:IJobs121-004 Mocksville(R210004)1Documents\Reports\DENR SB 1-7A.xis Page 3
Orifice coefficient, Co 0.6
Riser cross-sectional area, A (ft2) 1.76714587
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft) 0.5
Discharge, Qo (cfs) 6.01660618
Riser Diameter (in.) 18
gh
3_ Pipe Flop-: a = a [1 _Km+Kt L J'
where:
Q = discharge in cubic feet per second(cfs)
a =cross-sectional area of the barrel in square feet
g =acceleration due to gra v its'. 312 ft:sec'-
h =head above the centerline of the outlet end of the barrel
K, = coefficient of nunor losses. can be assumed to be 1.0 for
most principal spiffivav systems
L =barrel length in feet
KG =pipe friction coefficient:
5087n2 (See Table 8'07a for KR values for
di4'3 conunon size of pipe_)
n =Malinmz s coefficient of roughness. use n =0.025 for
corrugated metal pipe
n = 0.01? for reinforced concrete pipe
di = inside diameter of the barrel in inches
Select riser and barrel dunensious so that the riser has a cross-sectional area
at least 1.5 tunes that of the barrel Spilhvay livdraulics are improred by
maximizing weir floe,- and muuuiuzms! orifice flora. See Table 8.07b for
recommended riseribarrel proportions.
Barrel diameter (ft) 2
Barrel cross-sectional area, a (ft2) 3.1
Accleration due to gravity, g (ft/s2) 32.2
Head above outlet end of barrel, h (ft) 1
Minor loss coefficieint, Km 1.0
Barrel length, L (ft) 43

Mannings coeffienct of roughness, n 0.025 SB 1-7A
Inside diameter of barrel, d; (in) 24 5/31/22
Pipe friction coefficient, KP 0.04593
Discharge, Qo (cfs) 12.6454362 17.8269813
Y:Wobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-7A.x1s
RISER Page 4
Select ttail rise: and bartel dunen-i ns Use the weir, orifice and pipe Pon'
equations to determine if the 2-year peak dtscharge is passed without activating
the emergenc-.spillivav- Determine riser size from Figure 8.0^b Check the
head and stage requirements. If the desiM stage is too high. choose larger Table 8.07b
dimensions and tecalculate. As a minimum.set the elevation of the riser at the
same elevation as the top of the sediment pool A riser height' to ` times the
barrel diameter is recommended. Selec:the rope of trash guard
Select a dewatering de-:ice. If a skimmer is used. iefet to the manufacturers
dewatering data. or Table 6.64.b.
Step b. Design antiseep collar
Ensure that antrseep collars are no closer than ' ft from a pipe joint. Collar
must project at least 1 = ft from the pipe. Indicate watertight connections.
Step ?. Design antiflotation block
Determine the weight of .rater displaced by the empty- riser_ and design a
block with buoyant weight 1.1 times the i eight of water displaced_
Riser Height 3.5
Weight of water displaced by the empty riser 386.130208
Buoyant weight 424.743229
Step S. Design outlet.
Determine dischuge velecit,; ficm the barrel. Design outlet piotection to
assure stable conditions Riprap placement is usually-necessar,; (Appendix
3.06)
Discharge velocity, V (ft/s) 4.02516736 5.67450438
See Appendix 8.06 for riprap sizing, if necessary
Step 4. Design emergency spillwa�.
• Determine the required capacir.,for the emergency spill-wa,;as
• From TablEE=or Table®select the width and depth of the cutlet. Table 8.07c
depending on soil conditions in general. the wider bettcm widths and Table 8.07d
lower slopes are preferred to minimize esit velocities at supercritical
flow
• An acceptable alternative is the use of the weir equation
0 = CLHi

- SB 1-7A
'3:here this Dption is used. the ntaxini,un'altie o i" should he -.S. L
is the bottom of the spilliva y at the cres is the depth cf
t_ and F< 5/31/22
flow above the spillo,a ti crest in fee:. \ate �'[ann n ' ch b
- annel e us a
should na size t be used to the �pillwa-y crest. HQR'e.-er.it _hould be used
to design the nutlet channel elo:: the spillt4 a':crest
• ciple Spillway must equal Page 5
The total of the eniergenct' and prin
cr exceed the requited 10 ear peak discharge.
. Set the ele•:atien of the crest of the emergeilcY ,pillwav a minimum of 1
foot above the crest of the riser.
OPTION 1
4.94
Q10
5.49806764
Qp
Emergency spillway capacity, Qe (cfs) -0.5580676
4.94
Qp + Qe YES, PROCEED
Does (Qp + Qe) equal or exceed Q10. No Spillway this basin
Step 1Q. spillway apprtach section.
ntrol
Adjust the spillway alimantent so that the co sec and outlet section
he width of the control
n
are straight The entrance width should be h � times the
section with a smooth transition to the.Width of the control-ection. approach
channel should slope toward the resen air no less than
Width of control section (ft)
Width of entrance (ft)
Slope of approach channel (%)
Is width of the entrance section 1.5xcontrol section #DIV/01
width? ° NO, REVISE DESIGN
Is approach channel >/= 2 /° . No spillway this basin
Step 11. Spillway control section
• Locate the control section in the spilhca_; near where it intersects the
extension of the centerline of the dam.
• Keep a le..-el area to extend at least '_0i ft upstteam fr'-m the outlet end of
the control section-to ensure a straight aliment
• Side slopes should be 3:1.
Y:\Jobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-7A.x1s
Step 12. Design spillway exit section.
• spill:ti-aV exit should align with the control section and ha a the same

bottom width and side slopes. SB 1-7A
• Slope should be sufficient to maintain supercritical flow.but make sure it
does not create erosive velocities for site conditions. (Stay within slope 5/31/22
ranges in appropriate design tables.)
• Extend the exit channel to a point where the water may be released without Page 6
damage.
Step 13. Size the embankment
• Set the design elevation of the top of the dam a minimum of 1 ft above the
water surface for the design flow in the emergency spillway.
• Constructed height should be 1ON greater than the design to allow for
settlement.
• Base top width on the design height.
• Set side slopes 15.1 or flatter.
• Determine depth of cutoff trench from site borings. It should extend to a
stable.tight soil layer(a minimum of 2 ft deep).
• Select borrow site—the emergency spillway cut will provide a significant
amount of fill.
Step 14. Erosion control
• Locate and design diversions to protect embankment and spillway
(P►•actice Standards and Specicarions: 6.20, Temporary Diversions).
• Select surface protection measures to control erosion(Pr,acrire Srandards
and Specifications. 6.10. Tempora►y Seeding, 614,futching;and 6.15,
pipr'ap)-
• Select groundcover for emergency spilhray to provide protection for
design flora• velocity and site conditions_ Riprap stone over geotextile
fabric may be required in erodible soils or when the spillway is not in
undisturbed soils_
Step 15. Safety
• Construct a fence and install warning signs as needed.
Y:\Jobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-7A.xls

SB 1-8
SEDIMENT BASIN DESIGN
6/8/22
This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User Input Data
Calculated Value
Reference Data
YAJobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-8.xls
Designed By: PNJ Date: 618/Z2,
Checked By: Date:
Company: American EA
Project Name: Nelson's Creek
Project No.: 21-004
Site Location (City/Town) Mocksville
Sediment Basin Id. SB 1-8
Total Drainage Area (acres) 4.61
Step 1. Deterinune peak low- 01c, for the basin dramaQe area (4ppe};cix S.Ui)
Q10 (cfs) 19
Step 2. Deternune ail-,'site limitations for the sediment pool elevation,einergencN
spill,vz-am or top of the darn_
Minimum pool elevation (ft) 783
Maximum pool elevation (ft) 786.5
Step 3. Determine basin voluines:
• Compute mii>iruum Voltune required(1800 fr- acre disturbed')
• Specift sediment cleanout level to be marked on riser (one-Half the design
tiolume referenced to the top of the riser) anti sediment storage area to be
cleared after the dam is built.
Disturbed acreage (ac) 4.61
Min Volume (ft) 8298
Sediment cleanout elevation (ft) 784
Sediment Storage Area 4896

Y:1Jobs121-004 Mocksville(R210004)1Documents\Reports\DENR SB 1-8.xls SB 1-8
Step 4. Deterinune area and shape of basin:
• Check len4th'width ratio (should be '_1 to 6:1) 6/8/22
• Compute the basin surface area at principal spillway elevation. Page 2
• Check the ratio of basin surface area to peak inflow rate (should be greater
than or equal to 435 ft':cfs)_ Ennplov diversions with additional traps and
basins to reduce area drained
Deternune barrel capacity_ required for site conditions (nunimuni capacity for Q,
is the 2-year peak runoff. Q
Length/width ratio 5.74
Is length/width ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (ft2) 8284
Ratio: basin surface area/Q10 436
Is ratio >= 435 ft2/cfs? YES
Step 5. Determine the principal spillway discharge capacity.
• The combined capacities of the principal and emergence spillways must be
at least the 10-year peak flow for the entire watershed of the basin_
• The principal spillway is analyzed for three possible limiting floe- apes:
1 'eir flow, Orifice flow. and Pipe flow. The principal spillway discharge
capacity is the smallest of these three flow rates. Discharges through a
skiminer should be disregarded during this computation Weir. orifice and
pipe flow may be determined by the followinc, equations:
1. � eir Floxt-: Q = CLH'E
where:
0=disclkar-e in cubic feet per second(cfs)
C =weir coefficient. use 3.1 for corrugated metal pipe risers.
L=circumference of the riser in feet
H =head above riser crest in feet
Weir coefficient, C
Riser circumference, L (ft)
Head above riser crest, H (ft)
QW (cfs) 0
?. Orifice Flogs: Q = CA (2gH)
where:

~� 0= discharge in cubic feet per second (cfs) SB 1-8
C = orifice coefficient- use C = 0.6 for cornigated metal pipe risers.
A= cross-Sectional area of the riser pipe in square feet 6/8/22
g =acceleration due to gravity. 32.2 ft sec'
H =head above riser crest in feet
Y:1Jobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-8.xls Page 3
Orifice coefficient, Co
Riser cross-sectional area, A (ft2)
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft)
Discharge, Qo (cfs) 0
�Qh ll
?. Pipe Flo«: (� _ �l 1 — + K; L J
t�-here:
Q =discharge in cubic feet per second(cfs)
a =cross-sectional area of the barrel in square feet
g = acceleration due to gra its•. `-21 ft:sec-
h =head above the centerluie of the outlet end of the barrel
K coefficient of minor losses, can be assunned to be 1-0 for
most principal spiRway systems
L =barrel length in feet
K, =pipe friction coefficient:
_ 5087n2 (See Table $.ova for KF values for
di4'3 common size of pipe.)
n =Maiming's coefficient of roughness. use n = 0.0_15 for
comigated metal pipe
n =0.01? for reinforced concrete pipe
di =inside diameter of the barrel in inches
Select riser and barrel dimensions so that the riser has a cross-sectional area
at least 1-5 times that of the barrel. Spillway hydraulics are m1proved by
maximizma «-eir float- and minimizing orifice flow. See Table 9.07b for
recommended riser..barrel proportions.
Barrel diameter (ft)
Barrel cross-sectional area, a (ft2) 0.0
Accleration due to gravity, g (ft/s2)
Head above outlet end of barrel, h (ft)
Minor loss coefficieint, Km 1.0
Barrel length, L (ft)

Mannings coeffienct of roughness, n 0.025 SB 1-8
Inside diameter of barrel, di (in) 6/8/22
Pipe friction coefficient, Kp #DIV/0!
Discharge, Qo (cfs) #DIV/0! 0
Y:1Jobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-8.xis
RISER Page 4
Selec: trail riser and barrel dimensions Use the ,serr. orifice and pipe
equations to determine if the'-_:ear peak discharge is passed:i ithew acti:-at Ilz
The emergency Determine riser size from Flame 8 07b. Check the
head and stage requirements. If the design stage is too high. choose larger Table 8.07b
dimensions and recalculate_ As a Minimum.set the elevation of the riser at the
same elevation as the top of the sediment pool A riser height' to ` times the
barrel diameter is recommended. Select the rtipe of trash guard.
Select a dev.-aterm-, derive. If a skimmer is used_ refer to the manufacturers
det;;ateting data. or Table 6.64_b.
Step 6. Design antiseep collar
Ensure that antrseep collars are no closes than 2 ft from a pipe joint Collar
must project at least 1.= ft fi•om the pipe. Indicate watertight connections.
Step 7. Design antr$otation block.
Determine the weight of:grater displaced by the empty riser. and design a
block with buoyant weight 1.1 times the weight ofwater displaced.
Weight of water displaced by the empty riser
Buoyant weight 0
Step 8. Design outlet.
Determine discharge ,.elocirr from the ban-el. Design outlet protection to
assure stable conditions. Riprap placement is usually necessar r (-4ppendix
S 46)_
Discharge velocity, V (ft/s) #DIV/0! #DIV/0!
See Appendix 8.06 for riprap sizing, if necessary
Step 9. Design emergency spilhvay
• Determine the required capacity for the emergency spillway as
Q£= Q.G—Q' (QP z Q-a)
• From Table$ or Table®select the width and depth of the cutlet Table 8.07c
,07
depending on soil conditions. In general. the wider bottom widths and Table 8.07d
lo,xer slopes are preferred to minimize exit velocities at supercritical
flow
• A n acceptable alternative is the use of the weir equation
Q = CLH'

'.'here this option i.used. the maximum value of C should be '_. L SIB 1-8
is the bottom width of the spillv.av at the crest. and H is the depth of
flow above the spillwa-; crest in feet.. Note- N13iinings channel equation 6/8/22
should not be used to size the spillwa-.,crest_ However.it should be used
to design the outlet channel below the spill:s-a%.crest
• The total of the emergency and principle _pillwa:t capacities must equal Page 5
or exceed the requited 10-•.ear peak dischar?e.
• Set the elevation of the crest of the emezgenc-- spill;v av a minimum of I
foot above the crest of the riser.
OPTION 1
Quo 19
QP #DIV/0!
Emergency spillway capacity, Qe (cfs) #DIV/0!
Qp + Qe #DIV/0!
Does (Qp + Qe) equal or exceed Q10? #DIV/0!
Step 10. Spillway approach section.
:adjust the spillway alignment so that the control section and outlet section
are straight The entrance width should be 1 5 times the width of the control
section with a smooth transition to the width of the control section. Approach
channel should slope toward the reser.•oir no less than 100.
Width of control section (ft) 27
Width of entrance (ft) 18
Slope of approach channel (%) 2
Is width of the entrance section 1.5xcontrol section
width? YES, PROCEED
Is approach channel >/= 2%? YES, PROCEED
Step 11. Spill av control section
• Locate the control section in the 5pillwav near where it intersects the
extension of the centerline of the dam.
• Keep a level area to extend at least 20 ft upstream from the cutlet end of
the control section.to ensure a stratght alignment.
• Side slopes should be 3:1.
YAJobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-8.xls
Step 12. Design spillway-exit section.
• Spillway exit should align with the control section and have the same

SB 1-8
Y:\Jobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-8-As 6/8/22
Page 5A
OPTION 2
3.3
Weir coefficient, C 18
Bottom width of spillway crest, L (ft) 0.5
Depth of flow above spillway crest, H (ft) 21.0011
Emergency spillway capacity, Qe (cfs) ##DIV/O!
#DIV/O!
SPILLWAY IS ADEQUATE
(Print Page 16)

bottom width and side slope:. SB 1-8
• Slope should be sufficient to maintain supercritical flow,but make sure it
does not create erosive velocities for site conditions. (Stay witlun slope 6/8/22
ranges in appropriate design tables.)
• Extend the exit channel to a point where the water may be released without Page 6
damage.
Step 13. Size the embankment.
• Set the design elevation of the top of the dam a minimum of 1 ft above the
water surface for the design flow in the emergency spillway.
• Constructed height should be 1Q°o greater than the design to allow for
settlement.
• Base top width on the design height.
• Set side slopes 2.5:1 or flatter_
• Determine depth of cutoff trench from site borings. It should extend to a
stable.tight soil layer(a minimum of?ft deep)_
• Select borrow site—the emergency spillway cut will provide a significant
amount of fill.
Step 14. Erosion control
• Locate and design diversions to protect embankment and spillway
(Practice Standards and Specifications: 6.20, Temporary Diversions).
• Select surface protection measures to control erosion(Practice Standards
and Specifications: 6.10, Temporary Seeding,-6.14, Mulching:and 6.15,
Riprap)_
• Select groundcover for emergency spillway to provide protection for
design flow velocity and site conditions_ Riprap stone over geotextile
fabric may be required in erodible soils or when the spillway is not in
undisturbed soils.
Step 1.4. Safety
• Construct a fence and install warning signs as needed_
Y:\Jobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-8.xls

SB 1-9
SEDIMENT BASIN DESIGN 6/1/22
This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User Input Data
Calculated Value
Reference Data
Y:IJobs121-004 Mocksville(R210004)1Documents\ReportslDENR SB 1-9.xis
Designed By: PNJ Date:Checked By: Date:
Company: American EA
Project Name: Nelson's Creek
Project No.: 21-004
Site Location (City/Town) Mocksville
Sediment Basin Id. SB 1-9
Total Drainage Area (acres) 3.45
Step 1. Determine peal-floe-, Q,, for the basin drauiage area (_lppelydix S.OS)
Q10 (cfs) 13.71
Step I Detenine-my site liuutarions for the sediment pool elevation,emergence
spillwa- or top of the dani
Minimum pool elevation (ft) 745
Maximum pool elevation (ft) 748.5
Step 3. Determine basin voluumes:
• Compute uiuumum 1-olume required (1800 friaere disturbed')
• Specify- sediment cleanout level to be marked on riser (one-half the design
voluune referenced to the top of the riser) and sedunent storage area to be
cleared after the dam is built.
Disturbed acreage (ac) 3.45
Min Volume (ft) 6210
Sediment cleanout elevation (ft) 746
Sediment Storage Area 3114

Y:IJobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-9.xis SB 1-9
Step 4. Determine area and shape of basin:
• Check length width ratio (should be 2:1 to 6:1). 6/1/22
• Compute the basin surface area at principal spillNN ay elevation. Page 2
• Check the ratio of basin surface area to peak uifiou rate (should be greater
than or equal to 435 ft';cfs)- Employ diversions, with additional traps and
basins to reduce area drained.
Deteriuuie barrel capacity required for site conditions (nunimu ni capacity for Q`
is the 2-year peak runoff. Q,.
Length/width ratio 5.84
Is length/width ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (ft2) 5984
Ratio: basin surface area/Q10 436.46973
Is ratio >= 435 ft2/cfs? YES
Step 5. Determne the principal spillway- discharge capacity.
• The combined capacities of the principal and emergency spillways must be
at least the 10-rear peak flog;-for the entire watershed of the basin.
• The principal spillway is analyzed for three possible limiting flo« types:
)X'eir floe- Orifice flour. and Pipe flow. The principal spillway discharge
capacity is the smallest of these three flow rates. Discharges through a
skimmer should be disregarded during this computation Weir_ orifice and
pipe flow may be determined by the following equations:
1. l eir Flow: Q = CLH'
where-
0= discharge in cubic feet per second(cfs)
C =weir coefficient. use 3.1 for corrugated metal pipe risers
L=cireuinference of the riser in feet
H =head above riser crest ii feet
Weir coefficient, C 3.3
Riser circumference, L (ft) 0
Head above riser crest, H (ft) 0.5
QW (cfs) 0
?_ Orifice Flog-: Q = CA (29H)c-'
%where:

Q = discharge ui cubic feet per second (cfs) SB 1-9
C = orifice coefficient. use C =0.6 for corrugated metal pipe risers.
A= cross-sectional area of the riser pipe in square feet 6/1/22
g = acceleration due to gran ty. 3?' ft:sec'
H =head above riser crest in feet
Y:IJobs121-004 Mocksville(R210004)1DocumentslReports\DENR SB 1-9.xis Page 3
Orifice coefficient, Co 0.6
Riser cross-sectional area, A (ft2) 0
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft)
Discharge, Qo (cfs) 0
Riser Diameter (in.)
�Crh �.
3. Pipe Flow: Q = a I 1 + K:,:+Imo- L J
r
where:
Q = discharge in cubic feet per second(cfs)
a =cross-sectional area of the barrel in square feet
g =acceleration due to gravity. 312 ft'sec'
h =head above the centerline of the outlet end of the barrel
K, = coefficient of minor losses. can be assumed to be 1.0 for
most principal spillway systems
L =barrel length in feet
KQ =pipe friction coefficient:
5087n' (See Table 8 07a for KF values for
di4,3 coinmon size of pipe.)
n =.Nfannin_g's coefficient of roughness. use n = 0.025 for
corrugated metal pipe
n = 0.015 for reinforced concrete pipe
di = inside diameter of the barrel in inches
Select riser and barrel dimensions so that the riser has a cross-sectional area
at least 1.5 times that of the barrel. Spilhvay hydraulics are rovedimp by
maximizing weir $ov; and uurunuzing orifice floe- See Table 8.07b for
recommended risevbarrel proportions.
Barrel diameter (ft)
Barrel cross-sectional area, a (ft2) 0.0
Accleration due to gravity, g (ft/s2)
Head above outlet end of barrel, h (ft)
Minor loss coefficieint, Km 1.0
Barrel length, L (ft)

Mannings coeffienct of roughness, n 0.025 SB 1-9
Inside diameter of barrel, di (in) 0 6/1/22
Pipe friction coefficient, Kp #DIV/0!
Discharge, Q. (cfs) #DIV/0! 0
YAJobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-9.x1s
RISER Page 4
Select trail riser and barrel dimensions. Use the weir. orifice and pipe flaw
equations to determine if the 2-vear peak discharge is passed;w:thcut activating
the emergenc spillway. Determine riser size from Figure 8.0 rb. Check the
head and stave requirements. If the design stage is too high. choose larger Table $.07b
dimensions and recalculate. As a minimum_set the elevation of the riser at the
same elevation as the top of the sediment pool A riser height.1 to : times the
barrel diameter is recommended_ Select the type of trash guard
Select a dewaterin? device- If a skimmer is used. refer to the manufacturers
dewatering data. or Table 6.64.b_
Step 6. Design antiseep collar
Ensure that anti-seep collars are no closer than 3 ft from a pipe joint. Collar
must project at least 1.5 ft from the pipe. Indicate watertight connections.
Step 7. Design antiflotation block.
Determine the weight of water displaced by the emprY riser. and design a
block with buoy_ant weight 1.1 times the weight of water displaced_
Riser Height
Weight of water displaced by the empty riser 0
Buoyant weight 0
Step S. Design outlet_
Determine discharge velocity from the barrel. Design outlet protection to
assure stable conditions. Riprap placement is usually necessary- (-4ppeiidix
Discharge velocity, V (ft/s) #DIV/0! #DIV/0!
See Appendix 8.06 for riprap sizing, if necessary
Step 9. Design emergency spilluw,•ay.
• Determine the required capacity for the emergenc-;spillway as
QE= Q.o—Q, (Qp z Q2)
• From Table=or TableE=select the width and depth of the outlet. Table 8.07c
depending on soil conditions. In general. the wider bottom widths and Table 8.07d
lower slopes are preferred to minimize exit velocities at supercritical
flow.
• An acceptable alternative is the arse of the,,weir equation
Q = CLHS

',;�'here this option i.-:used, the maxiinitm:-alue of C should be 2.8 t_ S B 1-9
is the bottom width of the spillwa:-at the crest. and H is the depth of
Poi.*.-above the sptll;.a-, crest in feet_ "-\Tote Manning's channel equanon 6/1/22
should not be used to size the spillway crest. However. it should be used
to design the outlet channel below the =pillu av crest.
• The total of the emergency and principle spilh-aav capacities must equal Page 5
or exceed the required 10-Near peal-discharge.
• Set the elevation of the crest of the emergentv spill:Za: a ntimmum of 1
foot above the crest of the riser.
OPTION 1
Q10 13.71
Qp #DIV/0!
Emergency spillway capacity, Qe (cfs) #DIV/0!
Qp + Qe #DIV/0!
Does (Qp + Qe) equal or exceed Q10? #DIV/0!
Step 10. Spillway approach section.
Adjust the spillwav alignment so that the control section and outlet section
are straight_ The entrance width should be 1 J times the width of the control
section with a smooth transition to the width of the control section. Approach
channel should slope toward the resei voir no less than 210
Width of control section (ft) 18
Width of entrance (ft) 12
Slope of approach channel (%) 2
Is width of the entrance section 1.5xcontrol section
width? YES, PROCEED
Is approach channel >/= 2%? YES, PROCEED
Step 11. Spillwav control section
• Locate the control section in the spillway near where it intersects the
extension of the centerline of the dam.
• Keep a level area to extend at least 20 ft upstream$om the outlet end of
the control section_to ensure a straight alignment.
• Side slopes should be 3:1.
Y:\Jobs121-004 Mocksville(R210004)1DocumentslReports\DENR SB 1-9.x1s
Step 12. Design spillway-exit section.
• Spillway exit should align with the control section and have the same

SB 1-9
YAJobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-9.xls
6/1/22
OPTION 2
Weir coefficient, C 3.3
Bottom width of spillway crest, L (ft) 12
Depth of flow above spillway crest, H (ft) 0.5
Emergency spillway capacity, Qe (cfs) 14.0007
#DIV/0!
#DIV/0!
SPILLWAY IS ADEQUATE

bottom width and side slopes. SB 1-9
• Slope should be sufficient to maintain supercritical flow.but make sure it
does not create erosive velocities for site conditions. (Stay within slope 6/1/22
MUM,in appropriate design tables.)
• Extend the exit channel to a point where the water may be released without Page 6
damage.
Step 13. Size the embankment.
• Set the design elevation of the top of the dam a a,izumtun of 1 ft above the
water surface for the design flow in the emergency spillway
• Constructed height should be 10% greater than the design to allow for
settlement.
• Base top width on the design height.
• Set side slopes 2.5:1 or flatter.
• Determine depth of cutoff trench from site borings. It should extend to a
stable,tight soil layer(a minumum of 2 ft deep).
• Select borrow site—the emergency spillway cut will provide a significant
amount of fill.
Step 14. Erosion control
• Locate and design diversions to protect embankment and spillway
(Practice Standards and Specifications: 6.20, Tempora?y Diversions).
• Select surface protection measures to control erosion(Practice Standards
and Specifications: 6.10, Temporary Seeding; 6.14,Mulching;and 6.15,
Riprap).
• Select groundcover for emergency spillway to provide protection for
design flow velocity and site conditions. R.iprap stone over geotextile
fabric may be required in erodible soils or when the spillway is not in
undisturbed soils.
Step 1-5. Safety
• Construct a fence and install warning signs as needed.

SEDIMENT BASIN DESIGN SB 1-9A
6/1/22
This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User Input Data
Calculated Value
Reference Data
YAJobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-9A.xis
Designed By: PNJ Date:
Checked By: Date:
Company: American EA
Project Name: Nelson's Creek
Project No.: 21-004
Site Location (City/Town) Mocksville
Sediment Basin Id. SB 1-9A
Total Drainage Area (acres) 2.53
Step 1. Deterntute peak flow, Q10, for the basin drainage area ORvet,,a t S.03)
Q10 (cfs) 10.42
Step 2. Deternune any site linutations for the sediment pool elevation,emergency
spiEway or top of the dam.
Minimum pool elevation (ft) 765
Maximum pool elevation (ft) 768.5
Step 3. Determuie basin voltuues_
• Compute ntuuutum volume required(1800 fr' acre disturbed)
• Specifc- sediment cleanout level to be marked on riser (one-half the design
voluuiie referenced to the top of the riser) and sediement storage area to be
cleared after the dam is built.
Disturbed acreage (ac) 2.53
Min Volume (ft) 4554
Sediment cleanout elevation (ft) 766
Sediment Storage Area 2739

Y:1Jobs121-004 Mocksville(R210004)1DocumentslReports\DENR SB 1-9A.xls SB 1-9A
Step 4. Detemmne area and shape of basic:
• Check length width ratio (should be 1:1 to 6:1). 6/1/22
• Compute the basin surface area at principal spillway elevation. Page 2
• Check the ratio of basin surface area to peak Inflow rate (should be heater
than or equal to 435 ft'rcfs)_ Employ diVersions with additional traps and
basins to reduce area drained.
Detenillne barrel capacity required for site conditions (niininium capacity for Q`
is the 21-year peak runoff. Qom.
Length/width ratio 2.06
Is length/width ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (ft) 4559
Ratio: basin surface area/Q10 437.523992
Is ratio >= 435 ft2/cfs? YES
Step 5. Determine the principal spillway discharge capacity_
• The combined capacities of the principal and emergency spillways must be
at least the 10-year peak flow for the entire watershed of the basin.
• The principal spillway is analyzed for three possible limiting flow types:
NVeir flow, Orifice floxv. and Pipe flow. The principal spillway discharge
capacity is the smallest of these three flow rates. Discharges through a
skimmer should be disregarded during this computation. VVerr, orifice and
pipe flow may be determined by the following equations:
1. l eir Flow_ Q = CLH'
where:
Q = discharge in cubic feet per second(cfs)
C = weir coefficient. use 3.1 for corrugated metal pipe risers
L= circumference of the riser ni feet
H =head above riser crest in feet
Weir coefficient, C 3.3
Riser circumference, L (ft) 9.42477796
Head above riser crest, H (ft) 0.5
QW (cfs) 10.9961353
?_ Orifice Flow. Q = CA (2gH)'~
where:

Q = discharge in cubic feet per second (cfs) SB 1-9A
C = orifice coefficient. use C = 0.6 for corrugated metal pipe risers
A,= cross-sectional area of the riser pipe in square feet 6/1/22
g =acceleration due to gravity. 32.1 ft sec'
H =head above riser crest in feet
YAJobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-9A.xis Page 3
Orifice coefficient, Co 0.6
Riser cross-sectional area, A (ft2) 7.06858347
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft) 0.5
Discharge, Qo (cfs) 24.0664247
Riser Diameter (in.) I 36
,gh r
3. Pipe Flow: Q = a �1 1=+�_ L
r
where:
Q = dischame in cubic feet per second(cfs)
a =cross-sectional area of the barrel in square feet
g =acceleration due to gravity. 32? ftfsec'
h =head above the centerline of the outlet end of the barrel
K,,, = coefficient of minor losses_ can be assumed to be 1.0 for
most principal spilbxay systems
L =barrel length in feet
KF =pipe friction coefficient-
_ 5087n2 (See TableF07a for Kp values for
di4;3 common size of pipe.)
n =Manning's coefficient of roughness. use n =0.025 for
comigated metal pipe
n = 0.015 for reinforced concrete pipe
di = inside diameter of the barrel in inches
Select riser and barrel dimensions so that the riser has a cross-sectional area
at least 1.5 times that of the barrel. Spillway hydraulics are improved by
maxunizrx- t-eir flo«- and miniin nc, orifice flora-- See Table 8.07b for
recommended riser,barrel proportions.
Barrel diameter (ft) 3
Barrel cross-sectional area, a (ft2) 7.1
Accleration due to gravity, g (ft/s2) 32.2
Head above outlet end of barrel, h (ft) 1
Minor loss coefficieint, Km 1.0
Barrel length, L (ft) 55

Mannings coeffienct of roughness, n 0.025 SB 1-9A
Inside diameter of barrel, di (in) 36 6/1/22
Pipe friction coefficient, Kp 0.02675
Discharge, Qo (cfs) 30.4469227 40.1107079
Y:1Jobs121-004 Mocksville(R210004)IDocumentslReportslDENR SB 1-9A.xls
RISER Page 4
Select trail riser and barrel dimensions Use the weir. orifice and pipe flow
equations to determine if the -year peak discharge is passed without activating
the emergency spillway;. Determine riser size from Figure 8_07b Check the
head and stage requirements If the design stage is too high_ chcose larger Table 8.07b
dimensions and recalculate. As a nummum_set the elevation of the riser at the
same elevation as the top of the sediment pool A riser height' to 5 times the
barrel diameter is recommended. Select the type of wash Guard
Select a dewatenna de-:ice. If a skimmer is used. refer to the manufacturers
dewatering data. or Table 6.64_b.
Step 6. Design antrseep collar
Ensure that antiseep collars are no closer than ? ft from a pipe joint. Collar
must project at least 1.5 ft from the pipe_ Indicate watertight connections.
Step+. Design antrflotation block_
Determine the weight of water displaced by the empty riser. and design a
block with buoyant weight 1.1 times the weight of water displaced.
Riser Height ' 3.5
Weight of water displaced by the empty riser 1544.52083
Buoyant weight 1698.97291
Step 8. Design outlet.
Determine discharge velocity from the ban-el. Design outlet protection to
assure stable conditions. Riprap placement is usually necessary- (Appendix
8.06).
Discharge velocity, V (ft/s) 4.30735844 5.67450438
See Appendix 8.06 for riprap sizing, if necessary
Step 9. Design emergency spilh,vaV.
• Determine the required capacity for the emergence spillway as
QC= Q,c—QG (Q� Q2)
• From TableE=or Table®select the width and depth of the outlet. Table 8.07c
depending on soil conditions. In general. the wider bottom widths and Table 8.07d
lower dopes are preferred to minimize exit velocities at supercritical
flow.
• An acceptable alternative is the use of the weir equation
Q = CLFir`-

% here this option i.used the maximum value of C should be , S. L S B 1-9A
is the bottom width of the spillway at the crest. and H is the depth of
flow above the spills:a-;crest in feet. dote: Manning's channel equation 6/1/22
shculd not be used to size the spillwa 'crest_ However. it should be used
to design the outlet channel below the spillway crest
• The total of the emeigency and principle _pill:rav capacities must equal Page 5
or exceed the required 10-year peak discharge.
• Set the elevation of the crest of the emergency spillway a ntimmum of 1
foot above the crest of the riser.
OPTION 1
Q10 10.42
Qp 10.9961353
Emergency spillway capacity, Qe (cfs) -0.5761353
Qp + Qe 10.42
Does (Qp + Qe) equal or exceed Q10? YES, PROCEED
Step 10. Spillway approach section.
Adjust the spillway alignment so that the control section and outlet section
are staiglit_ The entrance vndth should be 1.5 times the width of the control
section with a smooth transition to the width of the control section. Approach
channel should slope toward the reservoir no less than 1%.
Width of control section (ft)
Width of entrance (ft)
Slope of approach channel (%) 2
Is width of the entrance section 1.5xcontrol section
width? #DIV/0!
Is approach channel >/= 2%? YES, PROCEED
No spillway on this basin
Step 11. Spilbva:,control section
• Locate the control -section in the spillway near where it intersects the
extension of the centerline of the dam
• Keep a Ie..el area to extend at least 20 ft upstream fiom the outlet end of
the control section_to ensure a straight alignment
• Side slopes should be 3:1_
Y:Wobs\21-004 Mocksville(R210004)1Documents\Reports\DENR SB 1-9A.xis
Step 12. Design spillway exit section.
• Spillway exit should align with the control section and have the same

bottom width and side slopes. SB 1-9A
• Slope should be sufficient to maintain supercritical flow-.but make sure it
does not create erosive velocities for site conditions_ (Stay within slope 6/1/22
ranges in appropriate design tables.)
• Extend the exit channel to a point where the water may be released without Page 6
damage.
Step 13. Size the embankment.
• Set the design elevation of the top of the dam a minimum of 1 ft above the
water surface for the design flow in the emergency spillway.
• Constiucted height should be 10% greater than the design to allow- for
settlement_
• Base top width on the design height.
• Set side slopes 2.5A or flatter.
• Determine depth of cutoff trench from site borings_ It should extend to a
stable,tight soil layer(a minimum of 2 ft deep).
• Select bon•ow site—the emergency spillway cut will pronde a significant
amount of fill.
Step 14. Erosion control
• Locate and design diversions to protect embankment and spillway
(Practice Srandar&and Specifications: 6.'0, TemporaiT Dtversions).
• Select surface protection measures to control erosion(Practice Srandards
and Specifications: 6.10, Temporant Seeding; 6.14,Afulching;and 6.15,
R(prap).
• Select groundcover for emergency spillway to provide protection for
design flow velocity and site conditions. Riprap stone over geotextile
fabric may be required in erodible soils m when the spillway is not in
undisturbed soils.
Step 15. Safety
• Construct a fence and install warning signs as needed.
YAJobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-9A.xls

SEDIMENT BASIN DESIGN SB 1-9B
6/1/22
This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User Input Data
Calculated Value
Reference Data
Y:1Jobs121-004 Mocksville(R210004)1Documents\Reports\DENR SB 1-9B.xls
Designed By: PNJ Date: W1I2-2-
Checked By: Date:
Company: American EA
Project Name: Nelson's Creek
Project No.: 21-004
Site Location (City/Town) Mocksville
Sediment Basin Id. SB 1-913
Total Drainage Area (acres) 1.61
Step 1. Determine peak flow, Oic- for the basin drauiage area ( RDe1,cix S.Q;)
Q10 (cfs) 6.64
Step ?. Deternune any site liniitarioiis for the sediment pool elevation,emergencN
spill,,ti-av or top of the dain-
Minimum pool elevation (ft) 785
Maximum pool elevation (ft) 788.5
Step 3. Determine basin voliunes:
• Compute inuunium volume required(1SOO fr acre disturbed)
• Speciffi sediment cleauout level to be marked on riser (one-half the desigiu
volume referenced to the top of the riser) and sediment storage area to be
cleared after the dani is built.
Disturbed acreage (ac) 1.61
Min Volume (ft) 2898
Sediment cleanout elevation (ft) 786
Sediment Storage Area 1328

Y:1Jobs121-004 Mocksville(R210004)1Documents\ReportslDENR SB 1-9Bxls SB 1-96
Step 4. Derernune area and shape of basui:
• Check length width ratio (should be 2:1 to 6:1) 6/1/22
• Compute the basin surface area at pruncipal spillway el--vanon. Page 2
• Check the ratio of basin Surface area to peak uzfiow rate (.should be greater
than or equal to -lid ft cfs)_ Emplo.. diVersioins w th additional traps and
basins to reduce area drained
Determine barrel capacity required for site conditions (minimum capacity for Q-
is the ,-year peak runoff. Q.,-
Length/width ratio 3.23
Is length/width ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (ft) 2910
Ratio: basin surface area/Q10 438.253012
Is ratio >= 435 ftz/cfs? YES
Step 5. Deternune the principal spillway discharge capacit-
• The combined capacities of the principal and emergency spillways mast be
at least the 10-year peak flow for the entire watershed of the basut.
• The principal spillway is analyzed for three possible limiting flo-% types:
Weir floxv- Orifice flow. and Pipe flow. The principal spillway discharge
eapaciry is the smallest of these three flow rates. Discharges through a
skininier should be disregarded during this computation. ` -eir. orifice and
pipe floe-may be determined by the following equations:
1. � eir Flow: Q = CLH'-'
where:
Q = discharge im cubic feet per second(cfs)
C =weir coefficient_ use 3_"1 for corrugated metal pipe risers
L= circumference of the riser m feet
H =head above riser crest in feet
Weir coefficient, C 3.3
Riser circumference, L (ft) 6.28318531
Head above riser crest, H (ft) 0.5
QW (cfs) 7.33075685
?_ Orifice Flow: Q = CA(2gH)'=~'
where:

Q = discharge In cubic feet per Second (cfs) SB 1-9B
C = orifice coefficient_ use C = 0.6 for coriagated metal pipe risers
A= cross-sectional area of the riser pipe ni square feet 6/1/22
g =acceleration due to gravity. 32.2 ft.sec=
H =head above riser-crest ili feet
Y:IJobs121-004 Mocksville(R210004)1Documents\ReportslDENR SB 1-9B.xis Page 3
Orifice coefficient, Co 0.6
Riser cross-sectional area, A (ft2) 3.14159265
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft) 0.5
Discharge, Qo (cfs) 10.6961888
Riser Diameter (in.) 24
lg
3. Pipe Flog-_ Q = a j 1 l 1m+I L J
where:
Q =discharge in cubic feet per second(cfs)
a =cross-sectional area of the barrel in square feet
g =acceleration due to gravity. 32.2 ft.sec'
h =head above the centerline of the outlet end of the barrel
Km = coefficient of minor losses_ can be assumed to be 1.0 for
most principal spillway systems
L =barrel length in feet
K� =pipe friction coefficient:
_ 5087n= (See Table Ta for KP values for
diva CoUlMoIi size of pipe_)
n =Maiming's coefficient of rouahness. use n = 0.02-5 for
comlgated metal pipe
n = 0.015 for reiiiforced concrete pipe
di = inside diameter of the barrel M inches
Select riser and barrel dimensions so that the riser has a cross-sectional area
at least 1.5 times that of the barrel. Spilhyav hydraulics are improved by
Illaximlzlllg weir floe- and minuuizuig orifice flow See Table S 07b for
recommendedriser.barrel proportions.
Barrel diameter (ft) 2.5
Barrel cross-sectional area, a (ft2) 4•9
Accleration due to gravity, g (ft/s2) 32.2
Head above outlet end of barrel, h (ft) 0.5
Minor loss coefficieint, Km 1.0
Barrel length, L (ft) 36

0.025 SB 1-9B
Mannings coeffienct of roughness, n 30 6/1/22
Inside diameter of barrel, di (in) 0.03411
Pipe friction coefficient, Kp 15.5038806 19.6962177
Discharge, Qo (cfs)
Y:\Jobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-913.xis Page 4
RISER
Select ttatl riser and barrel dimensions. use the tcei:, orifice and Pape
equations to determine if the 2- ear peak disclim-Re is passed xitheut act:,'M na
the enaersenc, spallwati• Determine tiset sue 4an3 FI-sure S.U'b check. the Table 8.07b
Lead and stave tequuements I'the desisn stage is too high_ choose latser
dimensions and recalculate a;a mni lf��olt arose aTI ht,the ti Lnes the
s-�e ere ataan as the top of the sod P
barrel diameter v,teccnimended Select the rype of uash 2atard
Select a dewate-na device. If a skuumer is used. refer to the manufacturers
dewaterins 31a or Table 6.64.b.
tep 6. Desasif antaseep collaa pie joint.r
l nstue that ant l23?P 1 c ftrfiom the pipe. Indicate atet 47htpconnectiens Collar
IOUs-
must piojec
Step 7. Design antiflotation block.
of:rater displaced by the empt•; riser_ and de�rQn a
Determine the weightblock pith buOvant weight I A times the v�eight of water displaced.
Riser Height
riser 686.453703
Weight of water displaced by the empty 755.099073
Buoyant weight
Step S. Design outlet
Determine discharendix
ge ,elocit� from the barrel. Design outlet protection to
aS.06)
+ssu//,,re stabie conditions. Riprap placement is usualh necessat Y (- .F
S.6)
3.15842461 4.01248053
Discharge velocity, V (ft/s) if necessary
See Appendix 8.06 for riprap sizing,
Step 9. Design emergenc,spilhvaN
• Determine the required capacity for the emergency spill,vay as
Q�= Q.0—Q� (QP a Q
• Table 8.07c
ble select the width and depth of the cutlet.
From TaUleot Ta
dependant cn sail conditons In ene:elej .elocit eat bottom superc widths Table 8.07d
rt al
lo:set slopes are preferred to ma unuz
flow
• ka acceptable alternatr:•e is the use of the weir equation
Q = CLH'``

'.L'here this option i.-_ used the maximum.value of C should be 2 S. L SIB 1-913
is the bottom width of the spill,vav at the crest. and H is the depth cf
fico:v above the spill:;a; crest in feet \ote: Manning s channel equauca
should not be used to size the spillwa_v crest. Ho::e-:er it should be used 6/1/22
to design the outlet channel below the spol a% crest
• The total of the emergeiic-; and principle spillwa_r capacities must equal Page 5
cr exceed the required 10:,ear peak d►sch.uge
• Set the elevation of the crest of the emergenc:� r, ll;say a nuntmtun of 1
foot above the crest of the riser
OPTION 1
Quo 6.64
Qp 7.33075685
Emergency spillway capacity, Qe (cfs) -0.6907568
Qp + Qe 6.64
Does (Qp + Qe) equal or exceed Q10? YES, PROCEED
Step 10. Spillway approach section.
:adjust the spillway alignment so that the control section and outlet section
are straight. The entrance width should be 1.5 times the width of the control
section with a smooth transition to the width of the control section. Approach
channel should slope toward the reser•:oir no less than 100.
Width of control section (ft)
Width of entrance (ft)
Slope of approach channel (%) 2
Is width of the entrance section 1.5xcontrol section
width? #DIV/0!
Is approach channel >/= 2%? YES, PROCEED
No spillway this basin
Step 11. Spillway control section
• Locate the control section in the near where it intersects the
extension of the centerline of the dam.
• Keep a level area to extend at least 20 ft upstream from the outlet end of
the control section.to ensure a straight alignment_
• Side slopes should be 3:1
Y:1JobM21-004 Mocksville(R210004)1Documents\ReportslDENR SB 1-9B.xis
Step 12. Design spillway exit section.
• Spillway exit should align with the control section and ha,,e the same

bottom width and side slope,. SB 1-9B
- Slope should be sufficient to maintain superctiticai flow_but make sure it
does net create erosive velocities for site conditions. (Stay within slope 6/1/22
ranges in appropriate design tables.)
• Extend the extt channel to a point where the water may be released without Page 6
damage.
Step 13. Size the embankment.
• Set the design elevation of the top of the dam a minimum of 1 ft above the
water surface for the design flow in the emergency spillway
• Constructed height should be 10°o greater than the design to allow for
settlement.
• Base top width on the design height.
• Set side slopes 2.5:1 or flatter_
• Determine depth of cutoff trench from site borings_ It should extend to a
stable,tight soil layer(a minimum of 2 ft deep).
• Select borrow site—the emergency spillway cut will provide a significant
amount of fill_
Step 14. Etosion control
• Locate and design diversions to protect embankment and spillway
(Fractice Standards and Specifications: 6.20, Temporary Diversions).
• Select surface protection measures to control erosion(ar•acrice Standard.:
and Specifications: 6.10, Temporary Seeding; 6 14, fulciring;and 6.15,
Ripr•ap).
• Select grotmdcover for emergency spillway to provide protection for
design flow velocity and site conditions. Riprap stone over geotextde
fabric may be required in erodible soils or when the spillway is not in
undisturbed soils.
Step 15. Safety.
- Construct a fence and install warning signs as needed.
Y:\Jobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-9B.xls

SB 1-9C
SEDIMENT BASIN DESIGN
8/30/22
This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User Input Data
Calculated Value
Reference Data
YAJobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-9Cxls
Designed By: PNJ Date:
Checked By: Date:
Company: American EA
Project Name: Nelson's Creek
Project No.: 21-004
Site Location (City/Town) Mocksville
Sediment Basin Id. SB 1-9C
Total Drainage Area (acres) 2.45
Step 1. Deternulle peak- floe.-, 011.1, for the basin drainage area (_lppE>>;rr,:}. S.O;}
Q10 (cfs) 9.88
Step 2. Deterllune an-y site lin itarions for the sediment pool elevation,elllergerlcN
spihway or top of the cl<ani-
Minimum pool elevation (ft) 788
Maximum pool elevation (ft) 791.5
Step 3. Deternlille basal t oluuues
• Compute nlulimum volume required(1800 ft- acre disturbed)_
• Specifi sediment cleanout level to be marked on riser (One-halt the deslall
vohune referenced to the top of the riser) and sediment storage area to be
cleared after the darn is built.
Disturbed acreage (ac) 2.45
Min Volume (ft) 4410
Sediment cleanout elevation (ft) 789
Sediment Storage Area 2560

Y:IJobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-9C.xis SB 1-9C
Step 4. Deternune area and shape of basin:
• Check length width ratio (should be 2:1 to 6:1). 8/30/22
• Compute the basin surface area at principal spill ay elevation. Page 2
• Check the ratio of basin surface area to peak inflow rate (should be greater
than or equal to 435 fr cfs)_ Employ diversions with additional traps and
basins to reduce area drained.
Detertniue barrel capacity required for site conditions (minimum.capacity for Q,:
is the 2-year peak runoff. Q,.
Length/width ratio 2.04
Is length/width ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (ft) 4324
Ratio: basin surface area/Q10 437.651822
Is ratio >= 435 ftz/cfs? YES
Step 5. Determine the principal spillway discharge capacitz-.
• The combined capacities of the principal and emergency spillways must be
at least the 10--,.ear peak floe-for the entire watershed of the basin_
• The principal spillway is analyzed for three possible limiting floe, types:
Weir flow, Orifice flow, and Pipe flow- The principal spillway discharge
capacity is the smallest of these three flog- rates_ Discharges through a
skimmer should be disregarded during this computation_ Weir, orifice and
pipe floc may min in be determined by the following equations:
I. l eir Flow: Q = CLH'-g
where:
Q= discharge in cubic feet per second(cfs)
C =weir coefficient_ use 3.1 for corrugated metal pipe risers.
L= circumference of the riser in feet
H =head above riser crest in feet
Weir coefficient, C 3.3
Riser circumference, L (ft) 6.28318531
Head above riser crest, H (ft) 0.5
QW (cfs) 7.33075685
2. Orifice Floe-: Q = CA(2gH)'''-
where:

Q= discharge in cubic feet per second (cfs) SB 1-9C
C =orifice coefficient_ use C =0.6 for corrugated metal pipe risers
A=cross-sectional area of the riser pipe in square feet 8/30/22
g =acceleration due to gravity, 32.2 ft-sec'
H =head above riser crest in feet
YAJobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-9C.xis Page 3
Orifice coefficient, Co 0.6
Riser cross-sectional area, A (ft2) 3.14159265
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft) 0.5
Discharge, Qo (cfs) 10.6961888
Riser Diameter (in.) 24
2gh 110;
3. Pipe Flow: Q = a E 1 +K.+Kp L J
where:
Q=discharge in cubic feet per second(cfs)
a =cross-sectional area of the barrel in square feet
g =acceleration due to gravity, 322 ftfsec'-
h =head above the centerline of the outlet end of the barrel
K,,, = coefficient of minor losses, can be assumed to be 1.0 for
most principal spillway systems
L =barrel length in feet
Kp =pipe friction coefficient:
5087n2 (See Table 8 07a for K, values for
d0II common size of pipe_)
n =Manning's coefficient of roughness, use n =0.025 for
corrugated metal pipe
n =0.015 for reinforced concrete pipe
di = inside diameter of the barrel in inches
Select riser and barrel dimensions so that the riser has a cross-sectional area
at least 1.5 times that of the barrel. Spillway hydraulics are improved by
maximizing weir flout= and minimizing orifice flow. See Table 8.07b for
recommended riser/barrel proportions.
Barrel diameter (ft) 2.5
Barrel cross-sectional area, a (ft2) 4.9
Accleration due to gravity, g (ft/s2) 32.2
Head above outlet end of barrel, h (ft) 1
Minor loss coefficieint, Km 1.0
Barrel length, L (ft) 46

Mannings coeffienct of roughness, n 0.025 SB 1-9C
Inside diameter of barrel, d; (in) 30 8/30/22
Pipe friction coefficient, Kp 0.03411
Discharge, Qo (cfs) 20.8518021 27.8546583
YAJobs121-004 Mocksville(R210004)IDocumentslReportslDENR SB 1-9C.xls
RISER Page 4
Select trail :isei and baitel dimensions Use the V.-elf. Orifice and pipe Row
equations to determine.f the�-:ear peal:discharge is passed ithcut acti acing
the eruergenc-; spilln•ay- Determine riser size from Ftgure 3-07b Check the
head and stage tequrrements. I:the design stage is too high. choose lamer Table 8.07b
dimensions and recalculate Asa minimum.set the elevation of the riser at the
same ele:-atron as the top of the sediment pool A ricer height' to ` times the
barrel diameter r,tecemmended Select the Type of trash?uaid
Select a detiraterine device If a skimmer is used, refer to the manufacturers
dewatering data_ Or Table 6 64 b-
Step 6. Design anti,eep collar
Ensure that antrseep collars are no closer than 2 ft from a pipe joint Collar
must project at least 1_5 ft from the pipe- Indicate watertight connections.
Step —. Design antiflotation block
Determine the .velaht of water displaced by the empty riser. and design a
block with buo-:ant weight 1.1 tunes the ii-eight of water displaced.
Riser Height 3.5
Weight of water displaced by the empty riser 686.453703
Buoyant weight 755.099073
Step 3. Desiprr outlet
Determine discharge -:elociny from the barrel Design outlet protection to
assure stable conditioas Riprap placement is usually necessar-; (Appeitrlis
8.06)-
Discharge velocity, V (ft/s) 4.24789424 5.67450438
See Appendix 8.06 for riprap sizing, if necessary
Step 9. Design emergency spilhvay
• Determine the required capacity for the emergency spill,vay as
QE= 0.0—Q. (QF.' Qz�
• From Table®or Table®select the width and depth of the outlet. Table 8.07c
depending on soil conditions In general. the wider bortem widths and Table $_07d
lower slopes are preferred to minimize exit velocities at supercritical
flow
• An acceptable alternative is the use of the weir equation
0 = CLHr

`Vhere this option iv used. the maximum vale of C should be 2.8. L SB 1-9C
is the bottom width of the spillway at the crest. and H is the depth of
flow above the soffl-:a-V crest in feet. -Note: Manning s channel equation 8/30/22
should not be used t6 size the spill.ra crest. Ho:t -:e er, it should be used
to design the outlet channel belc-il' the sprll:c a:crest
• The total of the emergent•:and prmciple spill:ca_:capacities must equal Page 5
cr exceed the required 10-year peak d1wharge.
• Set the elevation of the crest of the emeraencv spill:vav a minimum of 1
foot abcv-e the crest of the riser.
OPTION 1
Q10 9.88
Qp 7.33075685
Emergency spillway capacity, Qe (cfs) 2.54924315
Qp + Qe 9.88
Does (Qp + Qe) equal or exceed Q10? YES, PROCEED
No spillway at this basin
Step 10. Spillway approach section.
Adjust the spill- -ay alignment so that the control section and outlet section
are straight_ The entrance width should be 1 5 times the width of the control
section 1.rith a smooth transition to the width of the control section. Approach
channel should slope toward the reservoir no less than?°0.
Width of control section (ft)
Width of entrance (ft)
Slope of approach channel (%) 2
Is width of the entrance section 1.5xcontrol section
width? #DIV/0!
Is approach channel >/= 2%? YES, PROCEED
Step 11. Spillway control section
• Locate the control section in the spillwa--- near .There it intersects the
extension of the centerline of the dam.
• Keep a level area to extend at least 20,ft upstream from the outlet end of
the control section_ to ensure a straight alignment.
• Side slopes should be '3:1.
YAJobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-9C.xis
Step 12. Design spillway exit section.
• Spillway e%it should alien with the control section and have the same

bottom width and side slopes. SB 1-9C
• Slope should be sufficient to maintain supercritical flow-but make sure it
does not create erosive velocities for site conditions (Star within slope 8/30/22
ranges in appropriate design tables.)
• Extend the exit channel to a point where the water may be released without Page 6
damage.
Step 13. Size the embankment_
• Set the design elevation of the top of the dam a minimum of 1 ft above the
water surface for the design flow in the emergency spilhvav
• Constructed height should be 10"b greater than the design to allow for
settlement_
• Base top width on the design height.
• Set side slopes 2.5:1 or flatter.
• Determine depth of cutoff trench from site borings. It should extend to a
stable,tight soil layer(a ini uruum of 2 ft deep).
• Select borrow site—the emergency spillway cut will provide a significant
amount of fill.
Step 14. Erosion control
• Locate and design diversions to protect embankment and spillway
(Practice Standa►ds and Specifications: 6.20, Temporary Diversions).
• Select surface protection measures to control erosion(Practice Standards
and Speciftca;ions. 6.10, Temporary Seeding; 6.14, 3fulching;and 6.15,
Riprap).
• Select groundcover for emergency spillway to provide protection for
design flow velocity and site conditions_ Riprap stone over geotestde
fabric may be required in erodible soils or when the spillway is not in
undisturbed soils.
Step 15. Safety_
• Construct a fence and install warning signs as needed.
Y:\Jobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-9C.xls

SB 1-9D
SEDIMENT BASIN DESIGN 6/2/22
This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User Input Data
Calculated Value
Reference Data
Y:IJobs121-004 Mocksville(R210004)1Documents\Reports\DENR SB 1-9D.xls
Designed By: PNJ Date: G12-122
Checked By: Date:
Company: American EA
Project Name: Nelson's Creek
Project No.: 21-004
Site Location (City/Town) Mocksville
Sediment Basin Id. SB 1-91D
Total Drainage Area (acres) 2.58
Step 1. Deternuile peak flo,,v. Q1.- for the basin drainage area S.03)
Q10 (cfs) 9.36
Step?. Detemune ail-,'site lin itarions for the sediment pool elevation,enlergeIlc`-
spillz ay or top of the chill.
Minimum pool elevation (ft) 804
Maximum pool elevation (ft) 807.5
Step 3. Deternune basic vohuues:
• Compute muillnurn voltune required(1800 fC acre disturbed)
• Specifz sediment cleanout level to be narked oil riser (one-half the design
olunie referenced to the top of the riser) and sediment storage area to be
cleared after the dauii is built
Disturbed acreage (ac) 2.58
Min Volume (ft) 4644
Sediment cleanout elevation (ft) 805
Sediment Storage Area 2387

Y:1Jobs121-004 Mocksville(R210004)IDocuments\Reports\DENR SB 1-9D.xls SB 1-9D
Step 4. Determine area and shape of basin:
• Check length width ratio (should be -2.--1 to 6:1). 6/2/22
• Compute the basin Surface area at principal splll.av elevation. Page 2
• Check the ratio of basin surface area to peak Inflow. rate (.should be greater
than or equal to 435 ft"cfs). Employ di erslonS with additional traps and
basins to reduce area drained
Determine barrel capacir,'required for site conditions(ninlmunn capacity for 0-
is the '-`'ear peak runoff. Q_
Length/width ratio 2.02
Is length/width ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (ft2) 4095
Ratio: basin surface area/Q10 437.5
Is ratio >= 435 ft2/cfs? YES
Step -. Determine the principal spillway discharge capacity-
• The combined capacities of the principal and emergency spillways must be
at least the 10-rear peak flow.for the entire watershed of the basin.
• The principal spillway is analyzed for three possible limiting flow, types:
NN'eir flow., Orifice flow.. and Pipe flow. The principal spillway discharge
capacity is the smallest of these three flow. rates. Discharges through a
skinuner should be disregarded during this computation Weir, orifice and
pipe flow may be determined by the follow mi or equations:
1. %heir Flow.: Q = CLH'
where:
Q = discharge in cubic feet per second(cfs)
C =weir coefficient. use 3.1 for corrugated innetal pipe risers_
L= circiiiniference of the nser in.feet
H =head above riser crest in feet
Weir coefficient, C 3.3
Riser circumference, L (ft) 7.85398163
Head above riser crest, H (ft) 0.51
QW (cfs) 9.43971941
?_ Orifice Flow.: Q = CA(29H)'
where:

•Q = discharge ul cubic feet per second (cfs) SB 1-9D
C = orifice coefficient. use C = 0.6 for colrtiaated metal pipe risers
A= cross-sectional area of the riser pipe in sgtk^tre feet 6/2/22
g =acceleration due to gravity. 31_2 ft sec'
H =head above riser crest iu feet
YAJobs121-004 Mocksville(R210004)1Documents\Reports\DENR SB 1-9D.xls Page 3
Orifice coefficient, Co 0.6
Riser cross-sectional area, A (ft2) 4.90873852
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft) 0.51
Discharge, Qo (cfs) 16.8790955
Riser Diameter (in.)OP 30
ugh 1a
3. Pipe Flom-: Q = a [1 -- 1,+Kt L J
,where:
Q = discharge in cubic feet per second(cfs)
a =cross-sectional area of the barrel in square feet
g =acceleration due to gra`-it_y. 32.2 ft%sec'
h =head above the centerline of the outlet end of the barrel
Km = coefficient of minor losses, can be assumed to be 1.0 for
most principal spillway systems
L =barrel length irl feet
KF =pipe friction coefficient:
5087n= (See Table Elfor KR values for
041 common size of pipe_)
n =Mannuig-s coefficient of roughness. use n = 0.025 for
corrugated metal pipe
n = 0.015 for reinforced concrete pipe
di = inside diameter of the barrel in inches
Select riser and barrel dimensions so that the riser has a cross-sectional area
at least 1.5 times that of the barrel. Spillway hydraulics are improved by
maximizing t,veir flo-,�- and minima-mig orifice flow See Table 8.07b for
reeomnmended riser barrel proportions.
Barrel diameter (ft) 2.5
Barrel cross-sectional area, a (ft2) 4.9
Accleration due to gravity, g (ft/s2) 32.2
Head above outlet end of barrel, h (ft) 1
Minor loss coefficieint, Km 1.0
Barrel length, L (ft) 55

0.025 SB 1-9D
Mannings coeffienct of roughness, n 30 6/2/22
Inside diameter of barrel, di (in) 0.03411
Pipe friction coefficient, Kp 20.0090565 27.8546583
Discharge, Qo (cfs)
Y:\Jobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-9D.xls Page 4
RISER
Select trail riser and barrel dunensions- Use the weir. orifice aad pipe .o::
equations to determine if the'_-•'em peak:discharge is passed:s•ithcut 3cti atlll f
the enmereenc�; sptlhva}•- Determune riser size firm Figure S.O-b t:heclt the Table 8.07b
head and stage requirements If the design stage is too high. choose larger
dunensiens and recalculate Asa nunimiuu.set the elevation of the riser at the
s3iue ete:-ation as the top of the sediment pool A rt°-ei height'to ` times the
barrel diameter is tecemmended. Select the type of wash?uard-
Select a deii'ates in. de-:ice If a skimmer is used_ refer to the nianufaCturers
de-xateiiug data. or Table 6-64-b.
Step 6. Desist anti,eep collar , ft fr•`m a pipe}a oint- Collar
Ensure that antiseep collars are no closer than _
must project at least 1 ft from the pipe. Indicate watertight connections-
Step 7, Design antiflotati.n block.
Determine the weight of water displaced b� the empty riser. and dessert a
block:;'Ithbuo:*ant:tei2ht 1.1 tiiues th�:r.i=ht ofi� ater dssplaced_ 3.5
Riser Height
1072.58391
Weight of water displaced by the empty riser 1179 8423
Buoyant weight
Step
t S. De,isu.utle
Determine discharge velocit-�- frcm the biurel. Design outlet protection to
assure stable conditions Riprap placement is ustiallg necessar V (_ipp�ndit
5.06)-
4.07621151 5.67450438
Discharge velocity, V (ft/s) if necessary
See Appendix 8.06 for riprap sizing,
Step 9. Design emergency:spillxay.
• Determine the required capacitz fey the emergeuc_;spilliti-a, as
> 02) Table 8.07c
E
• Front Tabl a o ri %Vldtbs and of Table OEM select the«tdth and depth of the outlet,
depending on soil conditions' in general. the eideitbe tt3� Table 8.07
supescrital
lower slopes are piefened to mniumze e
xit
flow
• An acceptable alternative is the use of the weir equation
Q = CLHI

SB 1-9D
;t:here this ogtr.n is used tae mass""m:clue, C� should be s. L
is the bottom :dth of the sp 11, a`- at the crest- and H is the depth cf 6�2�22
flocs abo':e the zpAl17:a:;crest in feet.
\ote: 'iannina s channel equanon
should not be used to size the spillwa.;crest_ Ho�,�'e er.it should be used
to design the outlet charwel belo.; the spill:. :crest page 5
a
• The total of the eme±gene,; and principle spill:ra"capacities must equal
or exceed the required 10 ear peaik discharge-
Set the elevation of the crest of the emeigeucv .pillway a minimum of 1
foot above the crest of the riser.
OPTION 1
9.36
Q10 9.43971941
QP -0.0797194
Emergency spillway capacity, Qe (cfs)
9.36
Qp + Qe YES, PROCEED
Does (Qp + Qe) equal or exceed Q109 No spillway at this basin
Step 10. Spdiway approach section.
adjust the spill�rar ahgament so tha- the control ;ecacn and outlet secnou
ol
are straight- The entrance width t�they dth of the cin e]Sec
n.width of_3p�'�ch
section with a smacth
channel should slope toward the reservoir no 1e>;than�°°
Width of control section (ft)
Width of entrance (ft) 2
Slope of approach channel (%)
Is width of the entrance section 1.5xcontrol section #DIV/0!
width? YES, PROCEED
Is approach channel >/= 2%?
Step 11. Spillwa-,'control section
• Locate the control section in the spillwa=, near where it intersects the
extension of the centerline of the dam.
• Keep a level area to extend at least '_ri ft upstream h-om the outlet end of
the control section.to ensure a straight aliment.
• Side slopes should be 31:1.
Y:\Jobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-9Dxls
Step 11. Design spillwa}'exit section.
• Spillwa-. exit should alien with the control section and ha`e the 'arise
I

bottom:width and side slopes. SB 1-9D
• Slope should be sufficient to maintain supercritical flog,but make sire it
does not create ezosive velocities for site conditions. (Stay within slope 6/2/22
ranges in appropriate design tables.)
• Extend the exit channel to a point where the.rater may be released xithout Page 6
damage
Step 13. Size the embankment_
• Set the design elevation of the top of the dam a mimmum of 1 ft above the
water surface for the design flow in the emergency spillway.
• Constructed height should be 10"o greater than the design to allow for
settlement.
• Base top width on the design height.
• Set side slopes 2.5=1 or flatter_
• Determine depth of cutoff trench from site borings_ It should extend to a
stable,tight soil layer(a minimum of 2 ft deep).
• Select borrow site—the emergency spillway cut will provide a significant
amount of fill.
Step 14. Erosion control
• Locate and design diversions to protect embankment and spillway
(Practice Standards and Specifications: 6.20, Temporar;►-Diversions).
• Select surface protection measures to control erosion(Practice Standards
and Specifications. 6.10, Temporary Seeding; 614,lulching;and 6.1 J,
Ripr'ap)-
• Select groundcover for emergency spills-ay to provide protection for
design flow velocity and site conditions_ Riprap stone over eeotextile
fabric may be required in erodible soils or when the spillway is not in
undisturbed soils.
Step 15. Safety_
• Construct a fence and install warning signs as needed_
YAJobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-9D.xls

SB 1-10A
DESIGNSEDIMENT BASIN
6/2/22
This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User Input Data
Calculated Value
Reference Data
Y:Wobs121-004 Mocksville(R210004)1Documents\Reports\DENR SB 1-10A.As
Designed By: PNJ Date:
Checked By: Date:
Company: American EA
Project Name: Nelson's Creek
Project No.: 21-004
Site Location (City/Town) Mocksville
Sediment Basin Id. SB 1-10A
Total Drainage Area (acres) 3.03
Step 1. Deternune peak floe-_ Q,,,1 for the basin drainage area ,(3.vpe;,c,:X S-0-3)
Q10 (cfs) 12.37
Step 2. Deteniline wiv site liniitarions for the sediment pool elevation.e111ergencN
spillwav or top of the dani_
Minimum pool elevation (ft) 765
Maximum pool elevation (ft) 768.5
Step 3. Deterinnie basin volin 1es_
• Compute 1111111111uni volume required(1800 ft -acre disturbed)
• Specify sediment cleanout level to be marked on riser (one-half the desiall
oltitue referenced to the top of the riser) and. sediment Storage area to be
cleared after the dale is built
Disturbed acreage (ac) 3.03
Min Volume (ft) 5454
Sediment cleanout elevation (ft) 766
Sediment Storage Area 3146

Y:IJobs121-004 Mocksville(R210004)IDocuments\Reports\DENR SB 1-10A.x1s SB 1-10A
Step 4. Deternine area and shape of basin:
• Check lemQth width ratio (should be 21:1 to 6:1) 6/2/22
• Compute the basin surface area at principal spillwaY elevation. Page 2
• Check the ratio of basin surface area to peak iunfiow rate (should be greater
than or equal to 435 ft':cfs)_ Ennplo diversions with additional traps and
basuns to reduce area drained.
Deternnune barrel capacity required for site conditions (nunlnmuni capaciy for 0-
is the 2-vear peak runoff, Q—
Length/width ratio 3.38
Is length/width ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (ft) 5400
Ratio: basin surface area/Q10 436.540016
Is ratio >= 435 ft2/cfs? YES
Step �5. Determine the principal spillway discharge capacim
• The combined capacities of the principal and emergency spillways must be
at least the 10-x ear peak flog- for the entire watershed of the basin_
• The principal spillway is analyzed for three possible limiting floc;y nws:
NVeir flow. Orifice flow. and Pipe flo,,).-_ The principal spillway discharge
capacity, is the smallest of these three flow rates. Discharges through a
skimmer should be disregarded during. this computation Weir, orifice and
pipe flow may be determined by the followni is equations.
1. � eir Flow-. Q = CLH'�x
where-
0= discharge ui cubic feet per second(cfs)
C =weir coefficient_ use 3_'1 for corrugated metal pipe risers_
L=circumference of the nser un feet
H =head above riser crest in feet
Weir coefficient, C 3.3
Riser circumference, L (ft) 10.9955743
Head above riser crest, H (ft) 0.5
QW (cfs) 12.8288245
�. Orifice Flow. Q = CA (2gH)''
where:

Y` Q = discharge In cubic feet per -'second (cfs) SB 1-10A
C = orifice coefficient. use C = 0 6 for corrugated metal pipe risers.
A= cross-secrional area of the riser pipe in square feet 6/2/22
g =acceleration due to Qravin,-. 3_'_' ft sec'
H =head above riser crest In feet
Y:Wobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-10A.xis Page 3
Orifice coefficient, Co 0.6
Riser cross-sectional area, A (ft2) 9.6211275
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft) 0.5
Discharge, Qo (cfs) 32.7570781
Riser Diameter (in.) 42
�Qh r:
3. Pipe Flog-: Q _ 1 +K:,+Kt L
where:
Q =discharge in cubic feet per second(cfs)
a =cross-sectional area of the barrel iii square feet
g =acceleration clue to grravim% 32.2 fuser'
h =head above the centerline of the outlet end of the barrel
K,,, = coefficient of minor losses. can be assumed to be 1.0 for
most principal spillway systems
L =barrel length in feet
K� =pipe friction coefficient:
5087n2 (See Table E for KG values for
diva common size of pipe-')
n =Manning s coefficient of roughness. use n = 0.015 for
corrugated metal pipe
n = 0.015 for reinforced concrete pipe
di = uiside diameter of the barrel in inches
Select riser and barrel dimensions so that the riser has a cross-sectional area
at least 1.5 times that of the barrel. Spillway hydraulics are improved by
maxinllzma. «weir floe- and iizing orifice flora, See Table 8.07b for
recommended riser.,barrel proportions
Barrel diameter (ft) 3.5
Barrel cross-sectional area, a (ft2) 9.6
Accleration due to gravity, g (ft/s2) 32.2
Head above outlet end of barrel, h (ft) 1
Minor loss coefficieint, Kn, 1.0
Barrel length, L (ft) 42

Mannings coeffienct of roughness, n 0.025 SB 1-10A
Inside diameter of barrel, di (in) 42 6/2/22
Pipe friction coefficient, KP 0.02178
Discharge, Qo (cfs) 45.2246396 54.5951302
Y:IJobs121-004 Mocksville(R210004)IDocumentslReportslDENR SB 1-10A.As
RISER Page 4
Select trail user and Bartel dimensioas U:se the wei:. orifice lad pipe f,Ow
equations to determine if the-,-year peak discharge i-I passed r.:thcut acti;atii;s
the emergenc_; spiliwav- Detelnune n:,er size from Fistue S.07b Check the
:read and stage requirements_ If the design stage is too high. choose huser Table 8.07b
dimeasioas and recalculate As a minimum.set the eleva-cii or'the riser at the
same ele•:an,.a as the top of the sedinieat pool A riser height to = times the
barrel diameter is recommended. Select the type of trash guard
Select a dewateruis de=:ice. If a skimmer is used. refet to the ma;au actiltefs
den:atetinz data. or Table 6.64 b.
Step 6. Design anaseep collar
Ensure that antiseep collars are no closer than 21 fr from a pipe joint- Collar
must project at least 1.5 ft from the pipe. Indicate vrateright connections_
Step 7. Design antiffotation block_
Determine the :height of .rater displaced by the empty riser. and design a
block with buoyant weieht 1.1 times the weight of v.-ater displaced_
Riser Height 3.5
Weight of water displaced by the empty riser 2102.26446
Buoyant weight 2312.49091
Step S. Design cutlet.
Determine discimrse velocity from the barrel. Design outlet protection ro
assure stable conditions. Riprap placement is usually necessary (Appendix
�C_�J61
Discharge velocity, V (ft/s) 4.70055507 5.67450438
See Appendix 8.06 for riprap sizing, if necessary
Step9. Design emersenc spilliva—.
• Determine the required capacir;for the emergency spillwa,,.as
Qe= Q.c,—Q, (Qt.z Q')
• From Table 8 07c or Table select the width and depth of the cutlet. Table 8.07c
depending on soil conditions in general. the :rider bottom xidths and Table 8.07d
lower slopes are preferred to minimize exit velocities at superctitical
flo1,.-
• An acceptable alternative is the u_-e of the weir equation
Q = CLH'

1.ere this option n rued the maxmiuni:-clue of C should be ' 8. L SB 1-10A
is the ottom.;::d,h of the at the crest_ and H is the depth cf
Po;:-above the spill;a-., crest iu fee-. \.,e Manning s channel equatton 6/2/22
should not be used to size the spill%va_:crest Howe er. it should be used
to desrga the outlet chamiel bel•3%v the�_pdh ay rest
• The total of the emergency and principle spill a-: capacities must equal Page 5
et exceed the requited 10 ear peak dischatge-
• Set the elevation of the crest of the emergeric,: spill,;a.a nurunium of 1
foot above the crest of the riser.
OPTION 1
Quo 12.37
Qp 12.8288245
Emergency spillway capacity, Qe (cfs) -0.4588245
No spillway this basin
Qp + Qe 12.37
Does (Qp + Qe) equal or exceed Q10? YES, PROCEED
Step 10. Spillway approach section-
Adjust the spillwa--. alignment so that the control section and cutlet section
are straight. The entrance vadth should be 1 5 times the width of the control
section with a smooth transition to the width of the control section. Approach
channel should slope toward the reser:orr no less than 210
Width of control section (ft)
Width of entrance (ft)
Slope of approach channel (%) 2
Is width of the entrance section 1.5xcontrol section
width? #DIV/0!
Is approach channel >/= 2%? YES, PROCEED
Step 11. Spillway control section
• Locate the control section in the spillwa--v near ::-here it intersects the
extension of the centerline of the dam
• Beep a level area to extend at least 24 P. upstream$om the cutlet end of
The control section- to ensure a straight alignment-
• Side slopes should be 3:1
Y:1Jobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-10A.xis
Step 12. Design spillway exit section.
• Spills~ exit should align with the control section and hate the same

bottom width and side slopes. SB 1-1 OA
• Slope should be sufficient to maintain supercritical flow.but make sure it
does not create erosi,:e velocities for site conditions (Stay within slope 6/2/22
ranges in appropriate design tables.)
• Extend the exit channel to a point where the water may be released without Page 6
damage.
Step 13. Size the embankment.
• Set the design elevation of the top of the dam a minimum of 1 ft above the
water surface for the design flow in the emergency spillway.
• Constructed height should be 10% greater than the design to allow- for
settlement.
• Base top width on the design height.
• Set side slopes 2.5:1 or flatter.
• Determine depth of cutoff trench from site borings. It should extend to a
stable.tight soil layer(a minimum of 2 ft deep)_
• Select borrow site—the emergency spillway cut will provide a significant
amount of fill.
Step 14. Erosion control
• Locate and design diversions to protect embankment and spillway
(.Practice Standards and Specifications: 6.20, Ternpor•ail,Diversions)_
• Select surface protection measures to control erosion(Practice Standards
and Specifications: 6.10, Temporary Seeding; 6.14, lfulching;and 6.15,
Ripr•ap).
• Select groundcover for emergency spillway to provide protection for
design flow velocity and site conditions_ Riprap stone over geotextrle
fabric may be required in erodible soils or when the spillway is not in
undisturbed soils.
Step 1-5. Safery
• Construct a fence and install warning signs as needed.
Y:\Jobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-10A.x1s

SB 1-11
SEDIMENT BASIN DESIGN 6/2/22
This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User Input Data
Calculated Value
Reference Data
Y:IJobs121-004 Mocksville(R210004)1Documents\Reports\DENR SB 1-11.xis
Designed By: PNJ Date:
Checked By: Date:
Company: American EA
Project Name: Nelson's Creek
Project No.: 21-004
Site Location (City/Town) Mocksville
Sediment Basin Id. SB 1-11
Total Drainage Area (acres) 2.02
Step 1. Determne peek fiolN-- 0,12. for the basin drainage area (:�pnE�f;c'i}. S'.03)
Q10 (cfs) 8.1
Step 2. Deteriiliue ruin site linutations for the sediment pool elevation,eniergencN
spillwav or top of the dani-
Minimum pool elevation (ft) 760
Maximum pool elevation (ft) 763.5
Step 3. Determine basin voltunes:
• Compute nuiruuuin volume required (1 SOO ft-` acre disturbed)
• Specify sediment cleanout level to be marked on riser (one-half the design
ohune referenced to the top of the riser) and sediment storage area to be
cleared after the dani is built.
Disturbed acreage (ac) 2.02
Min Volume (ft) 3636
Sediment cleanout elevation (ft) 761
Sediment Storage Area 1408

YAJobs121-004 Mocksville(R210004)IDocumentslReportslDENR SB 1-11.x1s SB 1-1 1
Step 4. Determine area and shape of basin:
• Check length width ratio (should be ":1 to 6:1) 6/2/22
• Compute the basin surface area at principal spill 3V eleVation_ Page 2
• Check the ratio of basin surface area to peal- inflow rate (.should be greater
than or equal to 13 ft':cfs)_ Elnplot dim ersions with additional traps and
basins to reduce area drained
Determine barrel capaclm'required for site conditions (nunimum capaclr� for Q`
is the '-`'ear peak runoff. Q.,.
Length/width ratio 5.68
Is length/width ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (ft) 3550
Ratio: basin surface area/Q10 438.271605
Is ratio >= 435 ft2/cfs? YES
Step 5. Deternvlue the principal spillway discharge capacity-
• The combined capacities of the principal and emergency spillways must be
at least the 10-rear peal-flow for the entire watershed of the basin.
• The principal spillway is analyzed for three possible liuniting flow types:
' 'eir flokv, Orifice flow_ and Pipe floxw. The principal spillway discharge
capacity is the smallest of these three floe- rates. Discharges through a
skimmer should be disregarded during this computation � eir. orifice and
pipe flog;-may be determined by the following equations:
1. I eir Flow: Q = C LH'
where:
Q = discharge 111 cubic feet per second (cfs)
C = weir coefficient_ use 3_1 for corrugated metal pipe risers.
L = circumference of the riser in feet
H =head above riser crest in feet
Weir coefficient, C 3.3
Riser circumference, L (ft) 0
Head above riser crest, H (ft) 0.5
QW (cfs) 0
?. Orifice Flow: Q = CA(2gH)'=
where:

Y.Q = discharge rrl cubic feet per second (cfs) SB 1-11
C = orifice coefficient_ use C = 0.6 for corrugated metal pipe risers
A=cross-sectional area of the riser pipe in square feet 6/2/22
g =acceleration due to gray in. 32.2 ft sec'
H =head above riser crest in feet
YAJobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-11.xis Page 3
Orifice coefficient, Co 0.6
Riser cross-sectional area, A (ft2) 0
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft) 0.5
Discharge, Qo (cfs) 0
Riser Diameter (in.)
gh
�- Pipe Flow: 0� = a �1 T K. It L
F
where:
0 = discharge in cubic feet per second(cfs)
a =cross-sectional area of the barrel in square feet
g =acceleration due to gravity- 21.2 ftn'sec'
h =head above the centerline of the outlet end of the barrel
K,r = coefficient of minor losses, can be assumed to be 1.0 for
most principal spillway systems
L =barrel length in feet
KF =pipe friction coefficient:
_ 5087n2 (See Table $.ova for KF values for
diaa common size of pipe-)
n =viann' -s coefficient of roughness. use n = 0.02-5 for
corrugated metal pipe
n = 0-01 5 for reinforced concrete pipe
di = inside diameter of the barrel irl inches
Select riser and barrel dimensions so that the riser has a cross-sectional area
at least 1-5 times that of the barrel- Spillway hydraulics are improved by
rilaXuillZlilg weir flow and mirjunizing orifice flora See Table 9.07b for
reconunended riser barrel proportions
Barrel diameter (ft)
Barrel cross-sectional area, a (ft2) 0.0
Accleration due to gravity, g (ft/s2) 32.2
Head above outlet end of barrel, h (ft) 0.5
Minor loss coefficieint, K, 1.0
Barrel length, L (ft)

Mannings coeffienct of roughness, n 0.025 SB 1-11
Inside diameter of barrel, di (in) 0 6/2/22
Pipe friction coefficient, Kp #DIV/O!
Discharge, Qo (cfs) #DIV/O! 0
Y:IJobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-11.xis
RISER Page 4
Selec: :rail rise: and barrel dinies_ious Use the weir. orifice and pipe flotr
equations to determine lfthe -:ear peak discharge is passed'.t"lthcut acti a:1ng
:he emiergenc_. spillway. Determine riser size from Figure S.C' Check the
head and stage tequi:enients. If the design :cage is too lush. choose lamer Table 8.07b
chmensicns and recalculate. As a minimum.set the elevation of the riser at the
same ele:"aticn as the top of the sediment pool A riser height to 5 times the
baiael diameter is recommended. Select The type of tray:a--uard
Select a de.':aterins devlce. If a skimmer is used. refer to the manufactuters
de% atetina data. or Table 6.6. -b
Step 6. Design anuseep cc,11ar
Ensure that antrseep collar: are no closer than 2 ft from a pipe joint Collar
must project at least 1.` ft from the pipe Indicate watertight connections.
Step -. Design antiflotation block.
Determine the weight of'.cater displaced by the empry riser. and design a
block with buoyant;weight 1.1 times the weight of water displaced_
Riser Height
Weight of water displaced by the empty riser 0
Buoyant weight 0
Step S. Design outlet.
Determine discharge 4elocir; ;icm the barrel_ Design outle: ptotection to
assure stable conditions_ Riprap placement is usually necessa:v 4ppe?idir
S_Qo;.
Discharge velocity, V (ft/s) #DIV/O! #DIV/O!
See Appendix 8.06 for riprap sizing, if necessary
Step 9, Design emergency spilhl;aw.
• Determine the required capaciry for the emersenc-y.spillway as
QE= Q.o—Q, (QP
• From Table®or Table=select the width and depth of the cutlet. Table 8.07c
depending on soil conditions In general. the .cider bottom widths and Table $.07d
lo•,t"er slopes are preferred to minimize exit velocities at supercritical
flora•_
• An acceptable alternative is the use of the weir equation
Q = CLH''

'.'here this option is used. lice masim:uu:clue of C should be = 8. L SIB 1-11
is the bottom lvidth of the spill ra; at the crest_ and H is the depth of
P_o:•:above the spill-ova-; crest in feet. Note Manning's claannel equation 6/2/22
should not be used to size the spillwa crest. Holvve ef. it should be used
to design the outlet channel below the �.pilhva-:crest
• The totai of the emergency and principle spilhva_:capacities must equal Page 5
ci exceed the required 10 veai peak dischar?e
• Set the elevation of the crest of the emergenc: spill.tia_r a minimum of 1
foot above the crest of the riser.
OPTION 1
Q10 8.1
QP #DIV/0!
Emergency spillway capacity, Qe (cfs) #DIV/0!
Qp + Qe #DIV/0!
Does (Qp + Qe) equal or exceed Q10? #DIV/0!
Step 10. Spillway approach section.
Adjust the spillway alignment so that the control section and cutlet section
are straight. The entrance icidth should be 1.5 times the width of the control
section with a smooth transition to the width of the control section. Approach
channel should slope toward the re ervoir no less than 100
Width of control section (ft) 12
Width of entrance (ft) 8
Slope of approach channel (%) 2
Is width of the entrance section 1.5xcontrol section
width? YES, PROCEED
Is approach channel >/= 2%? YES, PROCEED
Step 11. Spillw.av control section
• Locate the control section in the spillway near where it intersects the
extension of the centetline of the dam.
• KeelN a level area to extend at least _20 R upstream fiona the outlet end of
the control section-to ensure a straight alignment.
• Side slopes should be 3:1.
Y:Wobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-11.xis
Step 12. Design spillway exit section.
• Spillway exit should alien with the control section and have the same

SB 1-11
Y:\Jobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-11Als 6/2/22
Page 5A
OPTION 2
3.3
Weir coefficient, C 8
Bottom width of spillway crest, L (ft) 0.5
Depth of flow above spillway crest, H (ft) 9.33381
Emergency spillway capacity, Qe (cfs) #DIV/0!
#DIV/0!
SPILLWAY IS ADEQUATE
(Print Page 16)

bottom width and side slopes, SB 1-1 1
• Slope should be sufficient to maintain supercritical flow_but make sure it
does not create erosne velocities for site conditions. (Star•errthin slope 6/2/22
ranges in appropriate design tables.)
• Extend the exit channel to a point where the watez may be released without Page 6
damage.
Step 13. Size the embankment
• Set the design elevation of the tcp of the dam a minimum of 1 t3 above the
water surface for the design flow in the emergency spillway
• Constructed height should be 10°0 greater than the design to allow for
settlement.
• Base top width on the design height.
• Set side slopes 2.5:1 or flatter.
• Determine depth of cutoff trench from site bormgs_ It should extend to a
stable,tight,oil layer(a minimum of'_ft deep).
• Select borrow site—the emergency spillway cut will provide a significant
amount of fill.
Step 14. Erosion control
• Locate and design diversions to protect embankment and spillway
(Practice Standards and Specifications: 6 10, Tempora►;r Diversions)_
• Select surface protection measures to control erosion(Practice Standard::
and Specffrcations. 6.10, Temporary Seeding; 6 14, Vulcning; and 6_1?.
Ripr ap).
• Select groundcover for emergency spillway to provide protection for
design flow velocity and site conditions. Riprap stone over geotextile
fabric may be required in erodible soils or when the spillvaj; is not in
undisturbed soils.
Step 15. Safety.
• Construct a fence and install warning signs as needed.
Y:\Jobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-11.x1s

SEDIMENT BASIN DESIGN SB 1-12
3/10/23
This structure is intended for less than 3 years of use. Structures intended
for more than 3 years of use should be desinged as permanent structures.
User Input Data
Calculated Value
Reference Data
Y:1Jobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-12.xis
Designed By: PNJ Date: 31/01Z3
Checked By: Date:
Company: American EA
Project Name: Nelson's Creek
Project No.: 21-004
Site Location (City/Town) Mocksville
Sediment Basin Id. SB 1-12
Total Drainage Area (acres) 11.21
Step 1. Determine peal- flog-_ Q1,, for the basin drainage area (-�Rvea it S.03)
Q10 (cfs) 43.86
Step 2. Deternne any site lirnnitations for the sedinnent pool elevation,emergency
spillv av or top of the darn
Minimum pool elevation (ft) 739
Maximum pool elevation (ft) 744
Step 3. Determine basin t-olumes=
• Compute n unununi volume required(1800 fr- acre disturbed')
• Specifi• sedirment cleanout level to be marked on riser (one-half the design
volume referenced to the top of the riser) and sedinnent storage area to be
cleared after the dani is built.
Disturbed acreage (ac) 11.07
Min Volume (ft) 19926
Sediment cleanout elevation (ft) 740
Sediment Storage Area 1014

Y:IJobs121-004 Mocksville(R210004)1Documents\Reports\DENR SB 1-12.x1s SB 1-12
Step 4. Determine area and shape of basin:
• Check length'widtln ratio (should be 2:1 to 6:1) 3/10/23
• Compute the basin surface area at principal spill ay elevation. Page 2
• Check the ratio of basin surface area to peak inflow rate (should be greater
than or equal to 435 ft-refs). Ennplo-,' diversions with additional traps and
basins to reduce area drained.
Detenniue barrel capaciy required for site conditions (minimum capacity for 0
is the 2-year peak runoff. Q,.
Length/width ratio 2
Is length/width ratio between 2-6? YES, PROCEED
Basin surface area @ principal spillway (ft) 34840
Ratio: basin surface area/Q10 794.345645
Is ratio >= 435 ft2/cfs? YES
Step -5. Determine the principal spill-way discharge capacity.
• The combined capacities of the principal and emergency spillways must be
at least the 10-year peak floe;- for the entire watershed of the basin.
• The principal spill-t ay is analyzed for three possible lirniting flow types:
«'eir flow, Orifice flow, and Pipe flow. The principal spillway discharge
capacity- is the smallest of these three floe- rates. Discharges through a
skimmer should be disregarded during this computation Weir, orifice and
pipe floe may be determined by the followmi g equations:
1. NX."eir Flow: Q = CLH'
where:
O= discharge in cubic feet per second(cfs)
C =weir coefficient. use 3.1 for corrugated metal pipe risers.
L= circumference of the riser in feet
H =head above riser crest ui feet
Weir coefficient, C 3.3
Riser circumference, L (ft) 15.9998696
Head above riser crest, H (ft) ik= 2.75
QW (cfs) 240.784997
?. Orifice Flow: Q = CA QgH)=-`
where:

Q = discharge in cubic feet per second (cfs) SB 1-12
C = orifice coefficient. use C = 0.6 for coinigated metal pipe risers
A= cross-sectional area of the riser pipe ui square feet 3/10/23
g =acceleration due to gravity. 32.2 ft-
H =head above riser crest iu feet
YAJobs121-004 Mocksville(R210004)1Documents\ReportslDENR SB 1-12.xis Page 3
Orifice coefficient, Co 0.6
Riser cross-sectional area, A (ft2) 20.3715006
Accleration due to gravity, g (ft/s2) 32.2
Head above riser crest, H (ft) 2.75 Actual
Discharge, Qo (cfs) 162.661043 Square
Riser Diameter (in.) 61.115 Riser
?:�h -
3 Pipe Flom-_ Q = a 11 _K..+y,, L J"
where:
Q=discharge in cubic feet per second(cfs)
a =cross-sectional area of the barrel in square feet
g =acceleration due to graviry 32.2 ftrsec'
h =head above the centerline of the outlet end of the barrel
KR, = coefficient of minor losses, can be assumed to be 1.0 for
most principal spillway systems
L =barrel leneth in feet
Kv =pipe friction coefficient:
_ 5087n2 (See TableEfl for K. values for
di4-1 conuiion size of pipe-)
n =Manning-s coefficient of roughness, use n = 0.015 for
corrugated metal pipe
n =0.015 for reinforced concrete pipe
di = inside diameter of the barrel un inches
Select riser and barrel dimensions so that the riser has a cross-sectional area
at least 1.5 times that of the barrel. Spillway hydraulics are unproved by
n R- lzmg weir flow and muumizulg orifice flow. See Table 8.07b for
reconunended riser,barrel proportions.
Barrel diameter (ft) 4
Barrel cross-sectional area, a (ft2) 12.6
Accleration due to gravity, g (ft/s2) 32.2
Head above outlet end of barrel, h (ft) 1
Minor loss coefficieint, Km 1.0
Barrel length, L (ft) 60

Mannings coeffienct of roughness, n 0.025 SB 1-12
Inside diameter of barrel, d; (in) 48 3/10/23
Pipe friction coefficient, Kp 0.01823
Discharge, Qo (cfs) 57.3355969 71.3079251
Y:IJobs121-004 Mocksville(R210004)1DocumentslReportslDENR SB 1-12.xis
RISER Page 4
Select trail riser and barrel dimensions. U e the ,vei.. orifice and pipe Bon-
equations to determine if the'-year peak discharge is passed w-,Thcut acti 7 ating
the emergency spillway. Determine riser size fiom Fistue S.07.b. Check the
head and stage requirements. If the design stave is too high. choose lamer Table 8.07b
dimensions and recalculate. As a minimum.set the ele;-a6 n of the riser at the
same elevation as the top of the sediment pool A riser height to ` times the
barrel diameter is recommended. Select the ry e of trash--ita=-d
Select a de-,watering de-:ice. If a shimmer is used, refer to the rnanufac tilt ers
de,waterine data, or Table 6.64.b.
Step 6. Design antiseep collar
Ensure that anuseep collars are no closer than 2 ft from a pipe joint Collar
must project at least 1_= ft from the pipe. Indicate w aterti?ht connections_
Step ?. Design antiflotation block_
Determine the weight of water displaced by the empty- riser_ and design a
block with buoyant weight 1.1 times the weight of water displaced. See
Riser Height calculation
Weight of water displaced by the empty riser Q' in report for
Buoyant weight 0amti-flotation
calculation.
Step S. Design outlet-
Determine discharge velocity- from the barrel. Design outlet protection to
assure stable conditions. Riprap placement is usually necessary, (4ppeiidix
3.0 )-
Discharge velocity, V (ft/s) 4.56262183 5.67450438
See Appendix 8.06 for riprap sizing, if necessary
Step 9. Design emergency spillway.
• Determine the required capaciry for the emergent;spills:ay is
Oe= Q.0-Q, (oc Qz)
• Rem Table®or Table®select the:width and depth of the outlet. Table 8.07c
depending on soil conditions. In general. the ,wider bottom,widths and Table 8.07d
lower slopes are preferred to minimize emit Velocities at supercritical
flow-
• An acceptable alternative is the u=_e of the,,-err equation
0 = CLH'`

'zlhere this option is used the maximuni:-slue of C should be 2 3 L SB 1-12
is the bottom width of the spillway at the crest, and H is the depth of
Po-%v above the spillwa-v crest in feet. dote- -Manning's channel equanon
should not be used to size the spillway,crest. Howweti et.it should be used 3/10/23
to design the outlet channel below the spilhv av nest
• The total of the emeigency and principle spill:wav capacities must equal Page 5
er exceed the required 10-year peak discharge.
• Set the elevation of the crest of the emergeuc: a minimum of 1
foot alcove the crest of the riser
OPTION 1
Q10 43.86
Qp 57.3355969
Emergency spillway capacity, Qe (cfs) -13.475597
Qp + Qe 43.86
Does (Qp + Qe) equal or exceed Q10? YES, PROCEED
Step 10. Spill1way approach section.
Adjust the spillway alienment so that the control section and outlet section
are strzight_ The entrance width should be 1-5 times the width of the control
section with a smooth transition to the;width of the control section_ Approach
ch mel should slope toward the reservoir no less than lU o.
Width of control section (ft) 18
Width of entrance (ft) 12
Slope of approach channel (%) 2
Is width of the entrance section 1.5xcontrol section
width? YES, PROCEED
Is approach channel >/= 2%? YES, PROCEED
Step 11. Spillwav control section
• Locate the control section in the spillway near where it intersects the
extension of the centerline of the dam.
• Keep a level area to extend at least 20 ft upstream from the outlet end of
the control section-to ensure a stratght alignment.
• Side slopes should be 3:1.
YAJobs121-004 Mocksville(R210004)1Documents%ReportslDENR SB 1-12.xis
Step 12. Design spillway exit section.
• Spillway exit should align with the control section and hive the same

SB 1-12
YAJobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-12.x1s
3/10/23
Page 5A
OPTION 2
Weir coefficient, C 3.3
Bottom width of spillway crest, L (ft) 12
Depth of flow above spillway crest, H (ft) 0.5
Emergency spillway capacity, Qe (cfs) 14.0007
71.3363
YES, PROCEED
SPILLWAY IS NOT ADEQUATE
176.662
SPILLWAY + RISER IS ADEQUATE
(Print Page 16)

bottom width and side slopes. SB 1-12
• Slope should be sufficient to maintain supercritical flow.but make sure it
does not create erosive velocities for site conditions. (Stay within slope 3/10/23
ranges in appropriate design tables.)
• Extend the exit channel to a point where the water may be released without Page 6
damage.
Step 13. Size the embankment.
• Set the design elevation of the top of the dam a minimum of 1 ft above the
water surface for the design flow in the emergency spillway.
• Constructed height should be 10°'o greater than the design to allow for
settlement.
• Base top width on the design height.
• Set side slopes 2.5:1 or flatter.
• Determine depth of cutoff trench from site borings. It should extend to a
stable,tight soil layer(a minimum of 2 ft deep).
• Select borrow site—the emergency spillway cut will provide a significant
amount of fill_
Step 14. Erosion control
• Locate and design diversions to protect embankment and spillway
(Practice Standards and Specifications: 6 20, Temporaty Diversions).
• Select surface protection measures to control erosion(Practice Standards
and Specifications: 6.10, Temporary Seeding; 6.14,lfulching;and 6.15,
Riprap).
• Select groundcover for emergency spillway to provide protection for
design flow velocity and site conditions_ Riprap stone over geotextile
fabric may be required in erodible soils or when the spillway is not in
undisturbed soils.
Step 1-5. Safety.
• Construct a fence and install warning signs as needed_
Y:\Jobs\21-004 Mocksville(R210004)\Documents\Reports\DENR SB 1-12.x1s

Major Stream Crossings and Permanent Rip-Rap Outlets

I
Watershed Model Schematic HydraflowHydrographsExtensionforAutodesk@Civil3D@byAutodesk,Inc.v2021
4
1 2 3
Legend
Hvd• Ori in Description
1 SCS Runoff Culvert @ Nelson Crk Dr
2 SCS Runoff Culvert @ Murphy Meadow
3 SCS Runoff Culvert @ Frontiersman Dr
4 SCS Runoff Yard inlet Lot 42
2022.gpw Friday, 01 120 2023
Project: Nelson Creek-Estimated Storm Flows to Culvert Crossings 05 /

2
h Return Rgpddratlbw Hydrographs Extension for AutodeskO Civil 3D0 by Autodesk,Inc v2021
Hydrograp Period - - - — --
Hydrograph I
-- — Peak Outflow(cfs) Description
Hyd. (Hydrograph Inflow — —
No. type hyd(s) 1- r 2-yr 3-yr 5_yr 10-Yr 125 Yr 50 Yr 100 Yr
(origin) y 4 `
______ 95.67 14877 ------- 238.89 313.97 423 70 513.04 606.42 Culvert @
Nelson Crk Dr
1 SCS Runoff Murphy Meadow
______ 37.26 55.13 ------- 84.78 108.99 14435 172.88 202.52 Culvert @
2 SCS Runoff 97.25 Culvert @ Frontiersman Dr
3 SCS Runoff
30A0 38.86 ------- 51.85 61.73 75.45 86 23
4 SCS Runoff
______ 12.99 21 52 ------- 36•29 48.54 66.61 81.42 97.46 Yard inlet Lot 4
II
�I
052022.grpiMay, 01 1 20/2023
Proj file: Nelson Creek-Estimated Storm Flows to Culvert Crossings --

Hydra
flow Table of Contents Nelson Creek-Estimated Storm Flows to Culvert Crossings 052022.gpw
Friday,01 /20 1 2023
Hydraflow Hydrographs Extension for Autodesk0 Civil 31DO by Autodesk,Inc.v2021
Watershed Model Schematic.....................................................••••••
............
Hydrograph Return Period Recap........................................................................ 2

Culvert Report Friday,Jan 20 2023
Hydraflow Express Extension for Autodesk@ Civil 3D®by Autodesk, Inc.
Prelim sizing Culverts at Nelson Crk Dr (Q10)
= 743.00 Calculations = 314.00
Invert Elev Dn (ft) = 95.00 Qmin (cfs) = 314.00
Pipe Length (ft) Qmax (cfs) = (dc+D)/2
Slope N = 743.95 Tailwater Elev (ft)
Invert Elev Up (ft) = 60.0
Rise (in) = Circular Highlighted = 314.00
Shape = 60.0 Qtotal (cfs) = 314.00
_ 2
Span (in) Qpipe (cfs)
No. Barrels Qovertop (cfs) = 0.00
n-Value = 0.012 Veloc Dn (ft/s) = 8.75
Culvert Type = Circular Concrete Veloc Up (ftls) = 10.40
Culvert Entrance = Square edge w/headwall (C) D = 747.30
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Up (ft) 747.54
749.82
Hw Elev (ft) = 1.17
Embankment Hw/D (ft) = Inge
Top Elevation (ft) = 50-00 00 Flow Regime = Inlet Control
Top Width (ft) = 100.0
Crest Width (ft) = 100.00
Hw Depth (ft)
Elev (ft) Prelim sizing Culverts at Nelson Crk Dr (Q10) 17.05
761.00
14.05
758.00 -
11.05
755.00
8.05
752.00
In etca roI 505
749.00
2.05
746.00
-0.95
743.00
-3.95
740.00 60 70 80 90 100 110 120 130 140
0 10 20 � � �
CircidarCulaert
- HGL -� Embank Reach (ft

Culvert • `epo _ � Friday,Jan 20 2023
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk,Inc.
Prelim sizing Culverts at Nelson Crk Dr (Q25)
= 743.00 Calculations = 424.00
Invert Elev Dn (ft) = 95.00 Qmin (cfs) = 424.00
Pipe Length (ft) 00 Qmax (cfs) = do+D)/2
Slope (%) = 743.95 Tailwater Elev (ft)
Invert Elev Up (ft) = 60.0
Rise (in) = Circular Highlighted = 424.00
Shape = 60.0 Qtotal (cfs) = 424.00
_ 2
Span (in) Qpipe (cfs)
No. Barrels Qovertop (cfs) = 0.00
n-Value = 0.012 Veloc Dn (ft/s) = 11.27
Culvert Type = Circular Concrete Veloc Up (ft/s) = 747.57
= 12.20
= Square edge w/headwall (C)
Culvert Entrance
= 0.0098, 2, 0.0398, 0.67, 0.5 HGL �p (ft)
= 748.09
Coeff. K,M,c,Y,k
=
751-91
Hw Elev (ft) 1.59
Embankment Hw/D (ft) = Inge
Top Elevation (ft) = 50-00 00 Flow Regime = Inlet Control
Top Width (ft) = 500.0
Crest Width (ft) 100.00
Hu!Depth (ft)
Elev ( 7 Prelim sizing Culverts at Nelson Crk Dr(Q25) 17.05
761.00
14.05
758.00
11.05
755.00
752.00
5.05
749.00
2.05
746.00
743.00
-3.95
740.00 50 60 70 g0 g0 10o 110 120 130 14U
0 10 20 30 - Embank Reach M
Circular Culvert - HGL

Culvert Report Friday,Jan 20 2023
Hydraflow Express Extension for AutodeskO Civil 3DO by Autodesk,Inc.
Prelim sizing Culverts at Nelson Crk Dr (Q50)
= 743.00 Calculations = 513.00
00 = 513.00
Invert Elev Dn (ft) = 95. Qmin (cfs)
Pipe Length (ft) Qmax (cfs) = 13.00/2
Slope (%) = 1.00 Tailwater Elev (ft)
Invert Elev Up (ft) = 743.95
Rise (in) = 60.0 Highlighted
Shape = Circular Qtotal (cfs) = 513.00
Span (in) = 20.0 Qpipe (cfs) = 0100 0
No. Barrels = 0 012 Qovertop (cfs) = .00
n-Value Veloc Dn (ft/s) = 13.84
Culvert Type = Circular Concrete Veloc Up (ft/s)
Culvert Entrance = Square edge w/headwall (C) = 747.73
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Up (ft) = 748.41
Hw Elev (ft) = 754.07
Embankment Hw/D (ft) 2.02
59.00
Top Elevation (ft) = 79-0 Flow Regime = Inlet Control
=
Top Width (ft) 50-00
Crest Width (ft) = 100.00
H�Depth (ft)
Elev(ft) Prelim sizing Culverts at Nelson Crk Dr (Q50) Depth
761.00
14.05
750.00
11.05
In etco trol
755.00
3.05
752.00
5.05
749.00
L,�
746.00
743.00
_.95
740.00 0 10 20 30 40 50 60 70 80
90 100 110 120 130 140
Circular Culvert
- HGL Embank Reach (it)

Culvert Report Friday,Jan 202023
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk,Inc.
Prelim sizing Culverts at Nelson Crk Dr (Q100)
= 743.00 Calculations = 606.00
Invert Elev Dn (ft) = 95.00 Qmin (cfs) = 606.00
Pipe Length (ft) Qmax (cfs) = (dc+D)/2
Slope (%) = 743.95 Tailwater Elev (ft)
Invert Elev Up (ft) = 60.0
Rise (in) = Circular Highlighted = 606.00
Shape = 60.0 Qtotal (cfs) = 606.00
Span (in) _ = 0.00
No. Barrels 15.
= 5.Qovertop (cfs)
n-Value = 0.012 Veloc Dn (ftJs) 58
Culvert Type = Circular Concrete Veloc Up (ft/s) = 15.85
Culvert Entrance = Groove end w/headwall (C) = 747.84
Coeff. K,M,c,Y,k = 0.0018, 2, 0.0292, 0.74, 0.2 HGL Up (ft) = 748.63
=
754.58
Hw Elev (ft) = 2.13
Embankment Hw/D (ft)
Top Elevation (ft) = 5 - 00 Flow Regime = Inlet Control
0
=
Top Width (ft) .
00
Crest Width (ft) = 100
Elev UO Prelim sizing Culverts at Nelson Crk Dr (Q100) 17.05
761.00
1.
758.00
11"
In et co rol
755.00
8.05
752.00
5.05
749.00
2.05
746- 0
09
743.00
740.00 50 60 70 80 90 100 110 120 130 140
0 10 20 30 40 Embank Reach (ft)
Circular Culvert HGl

RIP-RAP PADS
Phases 1 &2
Date: 1/20/23
Y:\Jobs\21-004 Mocksville(R7.10004)\documents\schedUsingpNYSDOTIMethod DEPTH
STONE STONE WIDTH LENGTH
OUTLET PIPE DIA. VE PS)Y ZONE SIZE CLASS (FT.)* (FT.)
(IN.)
NO. (IN.) ( 36
A 72" &60" 9.06 4
13" 1 35.5 48
2 6 B
16 24 18
B
C 481' 5.01
A- Nelson Creek Dr.
B- Murphy Meadow Rd. (Crossing eliminated)
C - Frontiersman Dr.
e diameter upstream (single pipe), 3 x pipe diameter+center
*Downstream width, use 3 x pipe es a stream (multiple pipes).
to center distance between pipes p 12
A 5.5 6
5.98
FES 100 18 2 15.5 28 24
FES 102 18 6�� B
8.8 13" 1
12
�� 12.9 3 5 5
FES 200 42 3" A
6.8 1 5.5 6 12
11 FES 400 15 3�� A
5.6 1
FES 450 18 24
1 15.5 28
�� 11.9 3 13 5 12
FES 500 42 3" A 5
FES 601 1511
6.5 1
23" 2
19 40 36
15.15 5 5 5 12
EW 11 48" 1 3" A 12
FES 610 15" 4.65 A 5 5
�� 5.99 1 3 16 24
FES 615 15 13" 1 9
24" 11.53 3 8 12 18
FES 630 2 6° B
FES 700 2411 8.7
3„ A 5.5 6 12
5.07 1 5 5 12
FES 750 18 3�� A
6.52 1 8 12 18
FES 760 �� B
FES 800 � 11.66 2 6"
13 24 24
FES 820 36" 9.46 3**
13" 1
g
6 9 18
FES 810 18" 7.84 2 6„
**Next higher zone due to>10%grade on slope

Post-Construction Permitting Exhibit and Stream Buffer Exhibit

�!z
Post-Construction Stormwater Permitting Information
County DAVIE
Where am I? DAVIE CO
Permitting None
Type None, Unincorporated
b area, County
Basis No Program Identified
C� Notes Verify with local authority
r Contact DAVIE CO
DEQ Region Winston-Salem
l� 4
Q j Category No Stormwater Program
Zoom to
SIT !I 9AU
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Mocksville, North Carolina
1 September 7, 2022
.�1 AMERICAN Page 1 of I
Engineering
8008 Corporate Center Drive,Suite 110 1 Charlotte, NC 28226 1 704.375.2438 Note: Conceptual plans only,lot yield and layout subject to change based on final design and approvals.

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Surface Water Classifications:
Stream Index: 12-102-15-1
�pll�rr ;
Stream Name: Nelson Creek a
Description: From source to Elisha Creel 158
"e
Classification: C
a
Date of Class.: August 31, 1974
ET
What does this Class. mean? View
River Basin: Yadkin Pee-Dee
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r� dj 61 �� - - `�`���,� Elisha Creek `r
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Mocksville, North Carolina
((Ill September 7, 2022
AAMERICAN Page 1 of 1
Engineering
8008 Corporate Center Drive,Suite 110 1 Charlotte, NC 28226 1 704.375.2438 Note: Conceptual plans only,lot yield and layout subject to change based on final design and approvals.

Pre- and Post-Development Calculations

Table 17 - Limited Detailed Flood Hazard Data
Cross Section Stream Station Flood Discharge(cfe) 1%Annual Chance Water- Non-Encroachment Width(feet)
Surface Elevation(feet NAVD Left/Right from Stream
88 Centerline
Nelson Creek
073 7272.0 641.0 725.9 133.0/33.0
079 7883.0 641.0 730.6 56.0/7.0
0
065 8451.0 373. 735.7 31.0 17.0
091 9054.0 373.0 740.0 7.0/7.0
NC Floodplain Mapping Program
Print Date:March 6,2023
http://fris.nc.gov/FRIS Page 1 of 1

NELSON CREEK SUBDIVISION-PRE-DEVELOPMENT INFORMATION
JR HARMAN,PE 5/19/2022 —,,.,---3
POI @ CREEK;SOUTH PROPERTY LINE DATO POI
TOTAL AREA: 9829800 S.F.
EXIST'G IMPERVIOUS 52275 S.F. Offices along Country Lane
9712 S.F. Offices Behind conv Store
13068 S.F. Conv.Store
188180 S.F. Aarons Shopping Area
6534 S.F. Residential-Country Lane
34850 S.F. East of Ivy Lane
113256 S.F. Residential-Ivy&Ferwood Lane
43740 S.F. Residential-Quail Ridge Lane
11760 S.F. NC 601 Pvm't
60115 S.F. Ivy Lane-Pvm't
19602 S.F. Fernwood Lane-Pvm't
116305 S.F. Country Lane Rd-Pvmt
304920 S.F. Victory Arms Shopping Center
Total Exist'g Impervious 669397 S.F.
Estimated Composite"C": "C" Wtd"C"
Impervious: 669397 0.9 0.06
Woods&Grass(Poor Conditon-Logged) 9160403 0.35 0.33
Totals: 9829800 0.39 %Impervious PreDev: 6.8%
Use Conservative Value of: 0.40 Convert to CN: 70
Maximum thalweg Length,Ft. 5245 jArea,Ac.= 225.66 Acres
Elevational Difference,Ft. 115
Basin Avg Slope,% 2.19 Tc(Kirpich)=25.1 min Use FEMA 32 Min Tc
Reconcile FEMA Q100 Flows to HydroFlow Model: Flow,CFS Intinsity,In/hr. Coef C jArea,Ac. Resultant,CFS PreDev
A Q100,PreDevelopment(2008)From Regulatory Model 373 4.14 0.41 225 373 Q300
Co-relate Q25,PreDevlopment Conditions 3.57 0.41 225 321 Q25
Co-relate Q10,PreDevlopment Conditions 3.15 0.41 225 283 Q10
Co-relate Q2,PreDevlopment Conditions 2.31 0.4 225 208 QZ
FEMA Steady Flow Data;Reach Sta vs.Flow Q100 Relative Q25 Relative Q10
Sta.9054 373 321 283
Sta.7883 641 552 486
Sta.6443 944 812 716
Sta.4339 1054 907 800
Sta.33811 10851 934 823
Sta.19381 10961 943 832
Sta.4851 11701 1007 888

NELSON CREEK SUBDIVISION-POST-DEVELOPMENT INFORMATION
JR HARMAN, PE 5/19/2022
POI @ CREEK;SOUTH PROPERTY LINE DATO POI
TOTAL AREA: 9829800 S.F.
EXIST'G IMPERVIOUS 52275 S.F. Offices along Country Lane
9712 S.F. Offices Behind conv Store
13068 S.F. Conv.Store
S.F. Aarons Shopping Area
6534 S.F. Residential-Country Lane
34850 S.F. East of Ivy Lane
113256 S.F. Residential-Ivy&Ferwood Lane
43740 S.F. Residential-Quail RidgeLane
11760 S.F. NC 601 Pvm't
60115 S.F. Ivy Lane-Pvm't
19602 S.F. Fernwood Lane-Pvm't
116305 S.F. Country Lane Rd-Pvmt
304920 S.F. Victory Arms Shopping Center
Total Exist'g Impervious 669397 S.F.
Total Tract Area(Phase 1&2): 6981202 S.F.
New Development Areas: 526108 S.F. Roadways,C&G
14105 S.F. Mail Kiosk&Parking
50924 S.F. SIDEWALK
1149000 S.F. Impervious Allowance @ 3000 sf/Lot
Total-New Development Impervious* 1740137 S.F.
*Includes Roads,Sidewalks,etc.
Balance as Grass or Woods: 5255170 S.F. %Impervious: 24.9%
Total Estimated Composite"C":
Offsite Impervious(From Above): 669397
Development Phase 1&2(From Above): 1740137
Total Impervious to POI(Onsite&Offsite): 2409534
Estimated Composite"C": "C" Wtd"C"
Impervious: 2409534 0.9 0.29
Balance in Woods or Grass(Good Condition): 7420266 0.2 0.20
Totals: 9829800 0.49
Use Conservative Value of: 0.51 Convert to CN: 75
Maximum thalweg Length,Ft. 5330 jArea,Ac.= 225.66 Acres
Elevational Difference,Ft. 112
Tc, min.=60*.000132*L^.77/S^.385 5330 112 24.18 Minutes
Basin Avg Slope,% 2.10 Tc(Kirpich)=25.1 min
Total Tract Area(Phase 1&2): 6981202 S.F.
Total Impervious(Just Phase 1&2): 1740137 S.F.
Percent Impervious: 24.9%
Total PostDev Impervious(Exist'g&Proposed): 2409534
Totsl D.A.to PCI: 9829800
Total PostDev%Impervious(Exist'g&Proposed)- 24.5%

Nelson's Creek Sub'd Development-Phase One:
Supplemental & Supporting Info for Hydrograph Generation; DA to SCM #1
Post Development to SCM#1 Total DA= jAcres
Land Use: 1301322 S.F. 1 29.87
Land Class/HSG Area,S.F. Rational"C" Wt'd CN
Woods"B" 0 0.25 0.00
Impervious-Sreets,C&G,S/W 177625 0.9 0.12
Mail Kiosk-Rec Area 2500 0.9 0.00
Impervious-Lots:Effective 106 Lots 318000 0.9 0.22
Balance as Grass"B"soils 803197 0.25 0.15
1301322 Composite"C"= 0.50
Percent Impervious 38%
Tc(Kirpich):
Tc,min.=60*.000132*LA.77/SA.385 25001 75 11.77 Minutes
Tc for Use: 12.00 Minutes
SCM#1Design Elements: VPP,c.f. Perimeter,ft. Vshelf,c.f. jAbottom,s.f. D Avg,ft
Davg=VPP-Vshelf/Abottom 61100 584 438 1 15415 3.94
(From Hydra Flow Attachment) Design Pond Depth,ft- 4.50
Treatment Volume Requirement:
DA to SCM: 29.874 Ac.
Rv=0.05-.009*(%Impervious) Composite%Impervious(Above)= 38%
Total Runoff for 1"Event=S in Ac-Ft: Rv=0.05+.009*(%Impervious) 0.39 inch/inch
Treatment"S"in Cu.Ft.= Total Runoff for 1"Event=S in Ac-Ft: 0.98 S=1"*Rv*Drainage Area/12
Treatment Volume to Be Stored: Treatment"S"in Cu.Ft.= 42782
Treatment Volume Provided,Cu.Ft. Treatment Volume to Be Stored: 42782 Cu.FT
Volume Achieved at Elev. 741.34 Orifice Dia 3.00 Inch Drawdown Pipe
Drawdown Pipe Elev. 739.00 Elev Diff,H.,ft. 2.34
Effective Operating Head(1/3 H) 0.7722 Q=.62*8.02(HA0.5)*A,sq.ft.
Hours to Drawdown Treatm't Vol. 55.4 Hrs.,(48 Hr Min.)

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Watershed Model Schematic HydraflowHydrographs Extension for AutodeskO Civil 3DObyAutodesk, Inc.v2021
1
2 3
4
5
Legend
Hvd• Origin Description
1 Dekalb PreDev @ POI-Nelsons Crk South Prop Line
2 Rational PostDev @ South Prop Line Less SCM#1 DA
3 Rational PostDev to SCM#1
4 Reservoir Route SCM#1 DA
5 Combine Combine-PostDev @ South Prop Line&Nelsons Crk
Project: ZAJobs\21-004 Mocksville (R210004)\Documents\Reports\HydroFlow S ftu fl eN I Ida POW 1,011Ibd9sWW-Bre & PostD v-Rs

2
Hydrograph Return Period Rqy�rafl6 Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc v2021
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 Dekalb —-- 171.94 206.91 ------- 251.74 283.73 322.01 350.04 375.50 PreDev @ POI-Nelsons Crk South
2 Rational 167.59 200.73 ------- 241.40 270.12 303.70 327.65 34918 PostDev @ South Prop Line Less S
3 Rational ------ 40.69 48.62 ------- 58.10 64.77 72.49 77.93 82.78 PostDev to SCM#1
4 Reservoir 3 0.337 0.357 ------- 1.629 6.406 11.05 11.78 12.23 Route SCM#1 DA
5 Combine 2.4 167.90 201.06 ------ 241 75 270.48 30423 329.94 354.80 Combine-PostDev @ South Prop Li
Proj. file: Z:\Jobs\21-004 Mocksville (R210004)\Documents\Reports\HydroFl val{8ftAV4E9§otl1Grk ocksville Pre &Post ev-R

3
Hydrograph Summary Re p o r�ydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc.v2021
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) (cult) (ft) (cuft)
1 Dekalb 171.94 1 165 711,509 ------ ...... PreDev @ POI-Nelsons Crk South
2 Rational 167.59 1 22 221,223 — ------ --- PostDev @ South Prop Line Less S
3 Rational 40-69 1 17 41,502 ------ ----- ------ PostDev to SCM#1
4 Reservoir 0.337 1 34 39,643 3 741 29 41,039 Route SCM#1 DA
5 Combine 167.90 1 22 261,066 2,4 ------ ------ Combine-PostDev @ South Prop Li
Z:\Jobs\21-004 Mocksville (R210004)1DocurREtLsiR@WilbskHi YmPow Stuffl eRAondDWO&MtaK!2MPre & PostDev-Ratio al M

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021 Monday,03/13/2023
Hyd. No. 1
PreDev @ POI-Nelsons Crk South Prop Line
Hydrograph type = Dekalb Peak discharge = 171.94 cfs
Storm frequency = 1 yrs Time to peak = 165 min
Time interval = 1 min Hyd. volume = 711,509 tuft
Drainage area = 225.000 ac Runoff .coeff. = 0.4
Intensity = 1.910 in/hr Tc by User = 33.00 min
OF Curve = Mocksville-Nelsons Creek.IDIAsc/Rec limb fact = n/a
PreDev @ POI-Nelsons Crk South Prop Line
Q (cfs) Q (cfs)
Hyd. No. 1 -- 1 Year
180.00 180.00
160.00 160.00
1
140.00
40.00
120.00 120.00
100.00 - 100.00
80.00
80.00
60.00 � 60.00
40.00 - 40.00
20.00
-� 20.00
0.00 - 0.00
0 30 60 90 120 150 180 210 240 270 300 330
Time(min)
- Hyd No. 1

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 2
PostDev @ South Prop Line Less SCM#1 DA
Hydrograph type = Rational Peak discharge = 167.59 cfs
Storm frequency = 1 yrs Time to peak = 22 min
Time interval = 1 min Hyd. volume = 221,223 cuft
Drainage area = 196.000 ac Runoff coeff. = 0.35
Intensity = 2.443 in/hr Tc by User = 22.00 min
OF Curve = Mocksville-Nelsons Creek.ID64sc/Rec limb fact
PostDev @ South Prop Line Less SCM#1 DA
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
180.00 180.00
160.00 160.00
140.00 140.00
120.00 y 120.00
OOF
100.00 , 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 - 20.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Time(min)
Hyd No. 2

6
Hydrograph Report
Hydraf low Hydrographs Extension for AutodeskO Civil 3DO by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 3
PostDev to SCM #1
Hydrograph type = Rational Peak discharge = 40.69 cfs
Storm frequency = 1 yrs Time to peak = 17 min
Time interval = 1 min Hyd. volume = 41,502 cuft
Drainage area = 29.000 ac Runoff coeff. = 0.5
Intensity = 2.806 in/hr Tc by User = 17.00 min
OF Curve = Mocksville-Nelsons Creek.IDRsc/Rec limb fact = 1/1
PostDev to SCM #1
Q (cfs) Q (cfs)
Hyd. No. 3 -- 1 Year
�
50.00 — — 50.00
FTT
40.00 40.00
30.00
30.00
20.00 20.00
10.00 X 10.00
L
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34
Time(min)
Hyd No. 3

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday, 03/13/2023
Hyd. No. 4
Route SCM #1 DA
Hydrograph type = Reservoir Peak discharge = 0.337 cfs
Storm frequency = 1 yrs Time to peak = 34 min
Time interval = 1 min Hyd. volume = 39,843 cuft
Inflow hyd. No. = 3 - PostDev to SCM #1 Max. Elevation = 741.29 ft
Reservoir name = SCM #1 Max. Storage = 41,039 cuft
Storage Indication method used
Route SCM #1 DA
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
50.00 --— � 50.00
40.00 40.00
30.00 30.00
20.00 2000.
10.00 - 10.00
0.00 - - - - - - - - 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time(min)
Hyd No. 4 Hyd No. 3 ILIFM I Total storage used =41,039 cult

Pond Report 8
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc v2021 Monday,03/13/2023
Pond No. 1 - SCM #1
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=739.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cuft) Total storage(cuft)
0.00 73900 3,620 0 0
1.00 740.00 14,600 9,110 9,110
2.00 741.00 30,800 22,700 31,810
300 74200 33,600 32,200 64,010
400 743.00 36,650 35,125 99,135
5.00 744.00 39,900 38,275 137,410
6.00 745.00 43,000 41,450 178,860
7.00 746.00 45,750 44,375 223,235
8.00 747.00 48,550 47,150 270,385
9.00 748.00 51,450 50,000 320,385
10.00 749.00 54,400 52,925 373,310
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 18.00 3.00 Inactive 0.00 Crest Len(ft) = 16.00 1200 0.00 000
Span(in) = 1800 3.00 000 000 Crest El.(ft) = 741.75 744.00 000 0.00
No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 739.00 73900 741 50 0.00 Weir Type = 1 Rect --- ---
Length(ft) = 8000 0.50 0.50 0.00 Multi-Stage = Yes No No No
Slope(%) = 050 0.50 050 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 060 0.60 Exfil.(in/hr) = 0.000(by Wet area)
Multi-Stage = n/a Yes No No TW Elev.ift) = 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)
10.00 - 749.00
8.00 - 747.00
6.00 745.00
4.00 743.00
J
2.00 - 741.00
0.00 - 739 00
0.0 500 1000 150.0 200.0 250.0 300.0 3500 4000 450.0 500.0
Discharge(cfs)
Total Q

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D@ by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 5
Combine-PostDev @ South Prop Line & Nelsons Crk
Hydrograph type = Combine Peak discharge = 167.90 cfs
Storm frequency = 1 yrs Time to peak = 22 min
Time interval = 1 min Hyd. volume = 261,066 cuft
Inflow hyds. = 2, 4 Contrib. drain. area = 196.000 ac
Combine-PostDev @ South Prop Line & Nelsons Crk
Q (cfs) Q (cfs)
Hyd. No. 5-- 1 Year
180.00 - 180.00
160.00 160.00
140.00 — 140.00
120.00 ` 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
OF-
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Time(min)
Hyd No. 5 Hyd No. 2 Hyd No. 4

10
Hydrograph Summary Repo"�Iydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc v2021
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 Dekalb 206.91 i 165 856,255 ----- --- ----- [PrelDev @ POI-Nelsons Crk South
2 Rational 200.73 1 22 264,964 ------ ------ ----- PostDev @ South Prop Line Less S
3 Rational 48.62 1 17 49,587 ------ - -- -
----- PostDev to SCM#1
4 Reservoir 0.357 1 34 45,890 3 741.54 49,093 Route SCM#1 DA
5 Combine 201.06 1 22 310,854 2,4 Combine-PostDev @ South Prop Li
Z:\Jobs\21-004 Mocksville (R210004)\Doc @�wirfls 46ridtlow Stuff\ e14Bonc[AWO W11bBW"Pre & PostDev-Ratio al M.

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 1
PreDev @ POI-Nelsons Crk South Prop Line
Hydrograph type = Dekalb Peak discharge = 206.91 cfs
Storm frequency = 2 yrs Time to peak = 165 min
Time interval = 1 min Hyd. volume = 856,255 cuft
Drainage area = 225.000 ac Runoff coeff. = 0.4
Intensity = 2.299 in/hr Tc by User = 33.00 min
OF Curve = Mocksville-Nelsons Creek.IDlAsc/Rec limb fact = n/a
PreDev @ POI-Nelsons Crk South Prop Line
Q (cfs) Q (cfs)
Hyd. No. 1 --2 Year
210.00 —� 210.00
\
180.00 - - - - 180.00
150.00 - 150.00
120.00 - 120.00
90.00 90.00
60.00 � 60.00
30.00 - ` 30.00
0.00 0.00
0 30 60 90 120 150 180 210 240 270 300 330
Time (min)
Hyd No. 1

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D®by Autodesk,Inc.v2021 Monday,03/13/2023
Hyd. No. 2
PostDev @ South Prop Line Less SCM#1 DA
Hydrograph type = Rational Peak discharge = 200.73 cfs
Storm frequency = 2 yrs Time to peak = 22 min
Time interval = 1 min Hyd. volume = 264,964 cuft
Drainage area = 196.000 ac Runoff coeff. = 0.35
Intensity = 2.926 in/hr Tc by User = 22.00 min
IDF Curve = Mocksville-Nelsons Creek.ID9ksc/Rec limb fact
PostDev @ South Prop Line Less SCM#1 DA
Q (cfs) Q (cfs)
Hyd. No. 2 --2 Year
210.00 -� � 210.00
I
180.00 — 180.00
OOP
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
OOF
30.00 30.00
-0.00 V. 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Time(min)
--- Hyd No. 2

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc v2021 Monday,03/13/2023
Hyd. No. 3
PostDev to SCM #1
Hydrograph type = Rational Peak discharge = 48.62 cfs
Storm frequency = 2 yrs Time to peak = 17 min
Time interval = 1 min Hyd. volume = 49,587 cuft
Drainage area = 29.000 ac Runoff coeff. = 0.5
Intensity = 3.353 in/hr Tc by User = 17.00 min
OF Curve = Mocksville-Nelsons Creek.I DlAsc/Rec limb fact = 1/1
PostDev to SCM #1
Q (cfs) Hyd. No. 3 --2 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 OF
20.00 20.00
i
10.00 14 10.00
0.00
- 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34
Time (min)
Hyd No. 3

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc v2021 Monday,03/13/2023
Hyd. No. 4
Route SCM #1 DA
Hydrograph type = Reservoir Peak discharge = 0.357 cfs
Storm frequency = 2 yrs Time to peak = 34 min
Time interval = 1 min Hyd. volume = 45,890 cuft
Inflow hyd. No. = 3 - PostDev to SCM #1 Max. Elevation = 741.54 ft
Reservoir name = SCM #1 Max. Storage = 49,093 cuft
Storage Indication method used
Route SCM #1 DA
Q (cfs) Hyd. No. 4--2 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
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time(min)
Hyd No. 4 Hyd No. 3 Total storage used =49,093 cult

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 5
Combine-PostDev @ South Prop Line & Nelsons Crk
Hydrograph type = Combine Peak discharge = 201.06 cfs
Storm frequency = 2 yrs Time to peak = 22 min
Time interval = 1 min Hyd. volume = 310,854 cuft
Inflow hyds. = 2, 4 Contrib. drain. area = 196.000 ac
Combine-PostDev @ South Prop Line & Nelsons Crk
Q (cfs) Hyd. No. 5 --2 Year Q (cfs)
210.00 — 210.00
180.00 / - 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 -
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Time(min)
Hyd No. 5 Hyd No. 2 Hyd No. 4

16
Hydrograph Summary Re po r`�ydraflow Hydrographs Extension for Autodesk®Civil 3D@ by Autodesk, Inc.v2021
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 Dekalb 251.74 165 1,041,760 ---- ------ ------ PreDev @ POI-Nelsons Crk South
2 Rational 241 40 22 318,648 ------ ------ - ---- PostDev @ South Prop Line Less S
3 Rational 58.10 1 17 59,259 ------ ------ --- PostDev to SCM#1
4 Reservoir 1.629 34 52,536 3 741.83 58,449 Route SCM#1 DA
5 Combine 241 75 22 371,184 2,4 -- ------ Combine-PostDev @ South Prop Li
Z:\Jobs\21-004 Mocksville (R210004)\DoctinibMsARE*WFEYdNDROW Stuff\ d18ondaWd13KAtt>aM9MPre & PostDev-Ratio al M.

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 31DO by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 1
PreDev @ POI-Nelsons Crk South Prop Line
Hydrograph type = Dekalb Peak discharge = 251.74 cfs
Storm frequency = 5 yrs Time to peak = 165 min
Time interval = 1 min Hyd. volume = 1,041,760 cuft
Drainage area = 225.000 ac Runoff coeff. = 0.4
Intensity = 2.797 in/hr Tc by User = 33.00 min
OF Curve = Mocksville-Nelsons Creek.IDWksc/Rec limb fact = n/a
PreDev @ POI-Nelsons Crk South Prop Line
Q (cfs) Q (cfs)
Hyd. No. 1 --5 Year
280.00 - — — 280.00
240.00 ! - 240.00
200.00 200.00
I -
160.00 160.00
120.00 - 120.00
80.00 80.00
r
40.00
oop, 40.00
0.00 - I - 0.00
0 30 60 90 120 150 180 210 240 270 300 330
Time (min)
Hyd No. 1

18
Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3D®by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 2
PostDev @ South Prop Line Less SCM#1 DA
Hydrograph type = Rational Peak discharge = 241.40 cfs
Storm frequency = 5 yrs Time to peak = 22 min
Time interval = 1 min Hyd. volume = 318,648 cuft
Drainage area = 196.000 ac Runoff coeff. = 0.35
Intensity = 3.519 in/hr Tc by User = 22.00 min
OF Curve = Mocksville-Nelsons Creek.IDPksc/Rec limb fact
PostDev @ South Prop Line Less SCM#1 DA
Q (cfs) Q (cfs)
Hyd. No. 2 --5 Year
280.00 280.00
240.00 I 240.00
200.00 - — 200.00
160.00 160.00
120.00 120.00
k.
80.00 80.00
40.00 40.00
Oor
0.00 — 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Time(min)
- Hyd No. 2

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 3
PostDev to SCM #1
Hydrograph type = Rational Peak discharge = 58.10 cfs
Storm frequency = 5 yrs Time to peak = 17 min
Time interval = 1 min Hyd. volume = 59,259 cuft
Drainage area = 29.000 ac Runoff coeff. = 0.5
Intensity = 4.007 in/hr Tc by User = 17.00 min
OF Curve = Mocksville-Nelsons Creek.IDIAsc/Rec limb fact = 1/1
PostDev to SCM #1
Q (cfs) Hyd. No. 3--5 Year Q (cfs)
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 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34
Time(min)
Hyd No. 3

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 4
Route SCM #1 DA
Hydrograph type = Reservoir Peak discharge = 1.629 cfs
Storm frequency = 5 yrs Time to peak = 34 min
Time interval = 1 min Hyd. volume = 52,536 cuft
Inflow hyd. No. = 3 - PostDev to SCM #1 Max. Elevation = 741.83 ft
Reservoir name = SCM #1 Max. Storage = 58,449 cuft
Storage Indication method used
Route SCM #1 DA
Q (cfs) Q (cfs)
Hyd. No. 4--5 Year
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
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 4 Hyd No. 3 Total storage used = 58,449 cult

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 5
Combine-PostDev @ South Prop Line & Nelsons Crk
Hydrograph type = Combine Peak discharge = 241.75 cfs
Storm frequency = 5 yrs Time to peak = 22 min
Time interval = 1 min Hyd. volume = 371,184 cuft
Inflow hyds. = 2, 4 Contrib. drain. area = 196.000 ac
Combine-PostDev @ South Prop Line & Nelsons Crk
Q (cfs) Hyd. No. 5 --5 Year Q (cfs)
280.00 280.00
240.00 240.00
200.00 200.00
160.00 I 160.00
120.00 120.00
80.00 80.00
40.00 40.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Time (min)
Hyd No. 5 Hyd No. 2 Hyd No. 4

22
Hydrograph Summary Repo r�ydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc.v2021
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) (cult) (ft) (cuft) —
1 Dekalb 283.73 1 165 1,174,123 ------ ------ PreDev @ POI-Nelsons Crk South
2 Rational 270 12 1 22 356,565 ---- - -- PostDev @ South Prop Line Less S
3 Rational 6477 1 17 66,061 ---- ---- - ...... PostDev to SCM#1
4 Reservoir 6.406 1 32 59,071 3 741.99 63,538 Route SCM#1 DA
5 Combine 270.48 1 22 415,636 2,4 -- Combine-PostDev @ South Prop Li
Z:\Jobs\21-004 Mocksville (R210004)\Doc rrik L�widd\*Htyfd MFdOw Stuff\NeHoncQ5gO&KftZW,<YWPre & PostDev-Ratio Inal M.

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 1
PreDev @ POI-Nelsons Crk South Prop Line
Hydrograph type = Dekalb Peak discharge = 283.73 cfs
Storm frequency = 10 yrs Time to peak = 165 min
Time interval = 1 min Hyd, volume = 1,174,123 cuft
Drainage area = 225.000 ac Runoff coeff. = 0.4
Intensity = 3.153 in/hr Tc by User = 33.00 min
OF Curve = Mocksville-Nelsons Creek.IDAsc/Rec limb fact = n/a
PreDev @ POI-Nelsons Crk South Prop Line
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
320.00 320.00
280.00
— - - _ � 280.00
240.00 240.00
200.00 200.00
160.00 - 160.00
120.00 - 120.00
80.00 80.00
40.00 40.00
0.00 - 0.00
0 30 60 90 120 150 180 210 240 270 300 330
Time(min)
- Hyd No. 1

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk(D Civil 3D®by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 2
PostDev @ South Prop Line Less SCM#1 DA
Hydrograph type = Rational Peak discharge = 270.12 cfs
Storm frequency = 10 yrs Time to peak = 22 min
Time interval = 1 min Hyd. volume = 356,565 cuft
Drainage area = 196.000 ac Runoff coeff. = 0.35
Intensity = 3.938 in/hr Tc by User = 22.00 min
OF Curve = Mocksville-Nelsons Creek.IDAsc/Rec limb fact
PostDev @ South Prop Line Less SCM#1 DA
Q(cfs) Hyd. No. 2 -- 10 Year Q (cfs)
280.00 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 I 80.00
40.00 40.00
0.00 - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Time(min)
— Hyd No. 2

25
Hydrograph Report Monday,03/13/2023
Hydraflow Hydrographs Extension for Autodesk®Civil 3D9)by Autodesk,Inc.v2021
Hyd. No. 3
PostDev to SCM 01 Peak discharge = 64.77 cfs
Hydrograph type = Rational Time to peak = 17 min
Storm frequency = 10 yrs Hyd. volume = 66,061 cuft
Time interval = 1 min Runoff coeff. = 0.5
Drainage area = 29.000 ac Tc by User = 17.00 min
Intensity = 4.467 inlhr
= Mocksville-Nelsons Creek.IDBksc/Rec limb fact = 1/1
OF Curve ——
PostDev to SCM 91 Q (cfs)
Q (cfs) Hyd. No. 3-- 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
0.00 — g 10 12 14 16 18 20 22 24 26 28 30 32 Time 34 (min)
0 2 4 6
Hyd No. 3

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc v2021 Monday,03/13/2023
Hyd. No. 4
Route SCM #1 DA
Hydrograph type = Reservoir Peak discharge = 6.406 cfs
Storm frequency = 10 yrs Time to peak = 32 min
Time interval = 1 min Hyd. volume = 59,071 cuft
Inflow hyd. No. = 3 - PostDev to SCM #1 Max. Elevation = 741.99 ft
Reservoir name = SCM #1 Max. Storage = 63,538 cuft
Storage Indication method used
Route SCM #1 DA
Q (cfs) Q (cfs)
Hyd. No. 4 -- 10 Year
70.00 70.00
i
60.00 60.00
50.00 - 50.00
40.00 - 40.00
30.00 30.00
20.00 - 20.00
� 1
10.00 - 10.00
0.00 - - ' - - 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time(min)
Hyd No. 4 Hyd No. 3 Total storage used =63,538 cult

27
Hydrograph Report Monday,03/13/2023
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc.v2021
Hyd. No. 5
South Prop Line & Nelsons Crk
Combine-PostDev @ Peak discharge = 270.48 cfs
Hydrograph type = Combine Time to peak = 22 min
Storm frequency = 10 yrs Hyd, volume = 415,636 cuft
Time interval = 1 min Contrib. drain. area = 196.000 ac
Inflow hyds. = 2, 4 - - - - - -- -- --- - -- - -- - - - - - -
Combine-PostDev @
South Prop Line & Nelsons Crk Q (cfs)
Q (cfs) Hyd. No. 5-- 10 Year 280.00
280.00 -
240.00
240.00 -
200.00
200.00
160.00
160.00
120.00
120.00
80.00
80.00
40.00
40.00
0.00
48
0.00 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46T me(min)
0 2 4 6 8 10
Hyd No. 5
Hyd No. 2 --- Hyd No. 4

28
Hydrograph Summary Repoq ydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021
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 Dekalb 322.01 1 165 1,332,557 ------ ------ ----- PreDev @ POI-Nelsons Crk South
2 Rational 30370 1 22 400,883 — -- ------ PostDev @ South Prop Line Less S
3 Rational 7249 1 17 73,939 ---
---- ----- PostDev to SCM#1
4 Reservoir 11.05 1 31 66,850 3 742.13 68,594 Route SCM#1 DA
5 Combine 304.23 1 22 467,733 2,4 ---- Combine-PostDev @ South Prop Li
i
Z:\Jobs\21-004 Mocksville (R210004)\DocurREtLE�R@widsAFgillf§kw Stuffl IdAondalWO&MtaME2MPre & PostDev-Ratiolpal M

29
Hydrograph Report
Monday,03/13/2023
esk�Civil 3D®by Autodesk,Inc.v2021
Hydraflow Hydrographs Extension for Autod
Hyd. No. 1
Crk South Prop Line
PreDev @ POI-Nelsons Peak discharge = 322.01 cfs
Hydrograph type = Dekalb Time to peak = 165 min
= 25 yrs Hyd. volume = 1,332,557 cuft
Storm frequency = 1 min = 0.4
Time interval = 225.000 ac Runoff coeff. = 33.00 min
Drainage area Tc by User
Intensity = Mock vine
= Mocksville-Nelsons Creek.ID�sclRec lim/hrb fact = n a
OF Curve --—— - --- - - - - ---
PreDev @
POI-Nelsons Crk South Prop Line Q(cfs)
Q (cfs) Hyd. No. 1 --25 Year - 350.00
I
350.00 -
300.00
300.00
250.00
250.00
200.00
200.00
150.00
150.00
100.00
100.00 —
50.00
50.00
0.00
L � 180 210 240
270 300 330
0
0.00 30 60 90 120 150 Time(min)
Hyd No. 1

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 2
PostDev @ South Prop Line Less SCM#1 DA
Hydrograph type = Rational Peak discharge = 303.70 cfs
Storm frequency = 25 yrs Time to peak = 22 min
Time interval = 1 min Hyd. volume = 400,883 cuft
Drainage area = 196.000 ac Runoff coeff. = 0.35
Intensity = 4.427 in/hr Tc by User = 22.00 min
OF Curve = Mocksville-Nelsons Creek.IDVksc/Rec limb fact = 1/1
PostDev @ South Prop Line Less SCM#1 DA
Q (cfs) Q (cfs)
Hyd. No. 2 --25 Year
320.00 320.00
280.00 280.00
240.00 / \ 240.00
Oor
200.00 200.00
/0" &
160.00 160.00
120.00 -- 120.00
80.00 - 80.00
40.00 40.00
0.00 - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Time(min)
— Hyd No. 2

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 3
PostDev to SCM #1
Hydrograph type = Rational Peak discharge = 72.49 cfs
Storm frequency = 25 yrs Time to peak = 17 min
Time interval = 1 min Hyd. volume = 73,939 cuft
Drainage area = 29.000 ac Runoff coeff. = 0.5
Intensity = 4.999 in/hr Tc by User = 17.00 min
OF Curve = Mocksville-Nelsons Creek.ID5lksc/Rec limb fact = 1/1
PostDev to SCM #1 Q (cfs)
Q (cfs) Hyd. No. 3--25 Year
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
F \L
10.00 10.00
0.00 'OF 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34
Time(min)
Hyd No. 3

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 4
Route SCM #1 DA
Hydrograph type = Reservoir Peak discharge = 11.05 cfs
Storm frequency = 25 yrs Time to peak = 31 min
Time interval = 1 min Hyd. volume = 66,850 cuft
Inflow hyd. No. = 3 - PostDev to SCM #1 Max. Elevation = 742.13 ft
Reservoir name = SCM #1 Max. Storage = 68,594 cuft
Storage Indication method used.
Route SCM #1 DA Q (cfs)
Q (cfs) Hyd. No. 4--25 Year
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
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
- Hyd No. 4 Hyd No. 3 Total storage used = 68,594 cuft

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 5
Combine-PostDev @ South Prop Line & Nelsons Crk
Hydrograph type = Combine Peak discharge = 304.23 cfs
Storm frequency = 25 yrs Time to peak = 22 min
Time interval = 1 min Hyd. volume = 467,733 cuft
Inflow hyds. = 2, 4 Contrib. drain. area = 196.000 ac
Combine-PostDev @ South Prop Line & Nelsons Crk Q (cfs)
Q (cfs) Hyd. No. 5--25 Year
320.00 320.00
280.00 - 280.00
240.00 — - - — 240.00
AL
200.00 200.00
160.00 160.00
120.00 f -- 120.00
80.00 80.00
40.00 40.00
0.00 .. 0.00
0 10 20 30 40 50 60
Time(min)
Hyd No. 5 Hyd No. 2 — Hyd No. 4

34
Hydrograph Summary Re po rtHydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc.v2021
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 Dekalb 350.04 1 1 165 1,448,530 ------ ------ ------ PreDev @ POI-Nelsons Crk South
2 Rational 327.65 1 22 432,501 — — PostDev @ South Prop Line Less S
3 Rational 77.93 1 17 79,485 ------ ------ ------ PostDev to SCM#1
4 Reservoir 11.78 1 31 72,332 3 742.25 72,644 Route SCM#1 DA
5 Combine 329.94 1 22 504,833 2,4 -- Combine-PostDev @ South Prop Li
ZAJoW21-004 Mocksville(R210004)1DocunibEfis�RPWrdsAl-bAh6£'JOw Stuff\ ,erdoncQ5p6& IbH§UWPre & PostDev-Rational

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021 Monday,03/13/2023
Hyd. No. 1
PreDev @ POI-Nelsons Crk South Prop Line
Hydrograph type = Dekalb Peak discharge = 350.04 cfs
Storm frequency = 50 yrs Time to peak = 165 min
Time interval = 1 min Hyd. volume = 1,448,530 cuft
Drainage area = 225.000 ac Runoff coeff. = 0.4
Intensity = 3.889 in/hr Tc by User = 33.00 min
OF Curve = Mocksville-Nelsons Creek.IDAsc/Rec limb fact = n/a
PreDev @ POI-Nelsons Crk South Prop Line Q MS)Q (cfs) Hyd. No. 1 --50 Year
400.00 400.00
7
350.00 350.00
300.00 300.00
250.00 250.00
200.00 - 200.00
150.00 —� 150.00
100.00 - 100.00
50.00 50.00
00
0 30 60 90 120 150 180 210 240 270 300 330
Time (min)
- - Hyd No. 1

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 2
PostDev @ South Prop Line Less SCM#1 DA
Hydrograph type = Rational Peak discharge = 327.65 cfs
Storm frequency = 50 yrs Time to peak = 22 min
Time interval = 1 min Hyd. volume = 432,501 cuft
Drainage area = 196.000 ac Runoff coeff. = 0.35
Intensity = 4.776 in/hr Tc by User = 22.00 min
IDF Curve = Mocksville-Nelsons Creek.IDAsc/Rec limb fact = 1/1
PostDev @ South Prop Line Less SCM#1 DA
Q (cfs) Q (cfs)
Hyd. No. 2 --50 Year
350.00
350.00
300.00
300.00
250.00 250.00
200.00 200.00
150.00 150.00
100.00 100.00
50.00 50.00
0.00 V - - - - - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Time (min)
Hyd No. 2

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021 Monday,03/13/2023
Hyd. No. 3
PostDev to SCM #1
Hydrograph type = Rational Peak discharge = 77.93 cfs
Storm frequency = 50 yrs Time to peak = 17 min
Time interval = 1 min Hyd. volume = 79,485 cuft
Drainage area = 29.000 ac Runoff coeff. = 0.5
Intensity = 5.374 in/hr Tc by User = 17.00 min
OF Curve = Mocksville-Nelsons Creek.ID9ksc/Rec limb fact = 1/1
PostDev to SCM #1
Q (cfs) Hyd. No. 3 --50 Year Q (cfs)
80.00 80.00
70.00 — 70.00
60.00 60.00
50.00 \ 50.00
40.00 40.00
Jr
30.00 30.00
20.00 20.00
OF
10.00 10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34
Time(min)
Hyd No. 3

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 31DO by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 4
Route SCM #1 DA
Hydrograph type = Reservoir Peak discharge = 11.78 cfs
Storm frequency = 50 yrs Time to peak = 31 min
Time interval = 1 min Hyd. volume = 72,332 cuft
Inflow hyd. No. = 3 - PostDev to SCM #1 Max. Elevation = 742.25 ft
Reservoir name = SCM #1 Max. Storage = 72,644 cuft
Storage Indication method used.
Route SCM #1 DA Q (cfs)
Q (cfs) Hyd. No. 4 --50 Year
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
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time(min)
- Hyd No. 4 Hyd No. 3 Total storage used = 72,644 cuft

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 31DO by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 5
Combine-PostDev @ South Prop Line & Nelsons Crk
Hydrograph type = Combine Peak discharge = 329.94 cfs
Storm frequency = 50 yrs Time to peak = 22 min
Time interval = 1 min Hyd. volume = 504,833 cuft
Inflow hyds. = 2, 4 Contrib. drain. area = 196.000 ac
Combine-PostDev @ South Prop Line & Nelsons Crk Q (cfs)
Q (cfs) Hyd. No. 5--50 Year
350.00 350.00
300.00XX 300.00
250.00 � - - -- - — - - - 250.00
200.00 - — - --- - - - - - - - 200.00
150.00 150.00
100.00 100.00
50.00
50.00
000 - 0.00
0 10 20 30 40 50 60
Time(min)
Hyd No. 5 Hyd No. 2 — Hyd No. 4

40
Hydrograph Summary Re po rtydraflow Hydrographs Extension for AutodeskO Civil 3DO by Autodesk, Inc.v2021
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 Dekalb 375.50 165 1,553,897 - --- ------�PreDev @ POI-Nelsons Crk South
2 Rational 349.18 1 22 460,917 -- ----- ------- PostDev @ South Prop Line Less S
3 Rational 82.78 1 17 84,436 -----
---- PostDev to SCM#1
4 Reservoir 12.23 1 31 77,222 3 74236 76,523 Route SCM#1 DA
5 Combine 354.80 1 22 538,140 2,4 ------ ------ Combine-PostDev @ South Prop Li
Z:\Jobs\21-004 Mocksville (R210004)\DOCt rfbfftsW€DNt:HtfflcW� Stuff\PJeUondAWO&MtftEMMPre & PostDev-Ratio al M.

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 1
PreDev @ POI-Nelsons Crk South Prop Line
Hydrograph type = Dekalb Peak discharge = 375.50 cfs
Storm frequency = 100 yrs Time to peak = 165 min
Time interval = 1 min Hyd. volume = 1,553,897 cuft
Drainage area = 225.000 ac Runoff coeff. = 0.4
Intensity = 4.172 in/hr Tc by User = 33.00 min
OF Curve = Mocksville-Nelsons Creek.IDlAsc/Rec limb fact = n/a
PreDev @ POI-Nelsons Crk South Prop Line
Q (cfs) Q (cfs)
Hyd. No. 1 -- 100 Year
400.00 400.00
350.00 _ 350.00
300.00 - - 300.00
250.00 - 250.00
200.00 200.00
150.00 - 150.00
100.00 100.00
50.00 50.00
0.00 0.00
0 30 60 90 120 150 180 210 240 270 300 330
Time(min)
-- Hyd No. 1

42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3DO by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 2
PostDev @ South Prop Line Less SCM#1 DA
Hydrograph type = Rational Peak discharge = 349.18 cfs
Storm frequency = 100 yrs Time to peak = 22 min
Time interval = 1 min Hyd. volume = 460,917 cuft
Drainage area = 196.000 ac Runoff coeff. = 0.35
Intensity = 5.090 in/hr Tc by User = 22.00 min
OF Curve = Mocksville-Nelsons Creek.ID64sc/Rec limb fact
PostDev @ South Prop Line Less SCM#1 DA
Q (cfs) Q (cfs)
Hyd. No. 2 -- 100 Year
350.00 350.00
300.00 300.00
250.00 250.00
200.00 N 200.00
150.00 150.00
100.00 - 100.00
50.00 50.00
0.00 V 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Time(min)
Hyd No. 2

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2021 Monday,03/13/2023
Hyd. No. 3
PostDev to SCM #1
Hydrograph type = Rational Peak discharge = 82.78 cfs
Storm frequency = 100 yrs Time to peak = 17 min
Time interval = 1 min Hyd. volume = 84,436 cuft
Drainage area = 29.000 ac Runoff coeff. = 0.5
Intensity = 5.709 in/hr Tc by User = 17.00 min
OF Curve = Mocksville-Nelsons Creek.IDIAsc/Rec limb fact = 1/1
PostDev to SCM #1 Q (cfs)
Q (cfs) Hyd. No. 3-- 100 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 OO—F 1 - 10.00
0.00 - - — - - - 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34
Time(min)
Hyd No. 3

44
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,03/13/2023
Hyd. No. 4
Route SCM #1 DA
Hydrograph type = Reservoir Peak discharge = 12.23 cfs
Storm frequency = 100 yrs Time to peak = 31 min
Time interval = 1 min Hyd. volume = 77,222 cuft
Inflow hyd. No. = 3 - PostDev to SCM #1 Max. Elevation = 742.36 ft
Reservoir name = SCM #1 Max. Storage = 76,523 cuft
Storage Indication method used
Route SCM #1 DA Q (cfs)
Q (cfs) Hyd. No. 4-- 100 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 - (-7. -- - -1 - — 1 -.60-
10.00
0.00 -
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time(min)
Hyd No. 4 Hyd No. 3 I=I F Total storage used = 76,523 cuft

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D@ by Autodesk,Inc.v2021 Monday,03 11312023
Hyd. No. 5
Combine-PostDev @ South Prop Line & Nelsons Crk
Hydrograph type = Combine Peak discharge = 354.80 cfs
Storm frequency = 100 yrs Time to peak = 22 min
Time interval = 1 min Hyd. volume = 538,140 cuft
Inflow hyds. = 2, 4 Contrib. drain. area = 196.000 ac
Combine-PostDev @ South Prop Line & Nelsons Crk Q (cfs)
Q (cfs) Hyd. No. 5 -- 100 Year
400.00 400.00
350.00 T 350.00
300.00 300.00
250.00 / - - - - - - — — 250.00
200.00 - 200.00
\ - - -
150.00 - - 150.00
100.00 - 100.00
50.00 50.00
0.00 0.00
0 10 20 30 40 50 60 70
Time(min)
- = Hyd No. 5 Hyd No. 2 — Hyd No. 4

46
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2021 Monday,03/13/2023
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) F B D E I -(N/A)
1 61.1757 13.2000 09044 --------
2 66.7394 12.9000 0.8803 --------
3 0.0000 0.0000 00000
5 67.0365 126000 0.8316 -- --
10 65.8484 12.2000 0.7974 --------
25 594509 11.1000 0.7422 --------
50 54.0916 102000 0.6990 --------
100 50.2830 9.5000 0.6639 --------
File name:Mocksville-Nelsons Creek.IDF
Intensity= B/ (Tc+ D)^E
Return Intensity Values(in/hr)
Period Yrs) 5 min 10 15 20 25 30 35�F41 45 50 55 60
1 4.44 3.56 2.99 2.58 2.27 2.03 1.84 1.68 1.55 1.44 134 1.26
2 5.27 4.24 3.56 3.08 2.72 2.44 2.21 203 1.87 1.74 1 63 1.53
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.17 5.01 4.25 3.70 3.28 2.96 2.70 2.48 2.30 2.15 2.02 1.90
10 6.81 5.56 4.73 4.13 3.68 3 33 3.05 2 81 2.61 2.44 2.30 2.17
25 756 6.18 528 4.64 4.15 3.77 3.46 3.21 2.99 2.81 2.65 2.51
50 8.07 6.62 5.67 5.00 4.49 4.09 3.77 3.50 3.28 3.08 2.92 2.77
100 8.52 I 7.00 6.01 5.32 4.79 4.38 4.05 3.77 3.54 3.34 3.16 3.01
Tc=time in minutes.Values may exceed 60.
ville(R210004)IDocuments\Re orts1H droFlow StufflPreci Runoff-Nelson Creek Mocksville NOAA 24Hr Rain pcp
Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 2.82 340 0.00 4.29 4.97 5.92 6.67 7.44
SCS 6-Hr 1 94 2.34 0.00 2.94 3.40 4.02 4.51 5.01
Huff-1 st 0.00 0.00 0.00 0.00 000 000
0.00 0.00
Huff-2nd 0.00 0.00 0.00 000 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00