Phase 1 & 2 Report_3-13-23

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
CAR
O,
L
8922
,��'•.y N CH O05
�3b
1

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

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

USGS Map

I lasral ioeie ori'vaw.e ys 4 e�p �� BZOLZ euilo.ieO yLloN
m..oars-misowro a,wuwm,w°Z0ro' o�r� aY g°ye=;, ' A.LN[10031AtlQ'3'i'I[ASNOOW00
o Z 0
�uiaaaui�u3 3`< s ld; 0
NVDIZ13WV yoH �' ' any°y�g o W o' V
3 38� s ..pwPgns f € $
m €3ak8a.5a $ a111nsx�oy�le xaa��s,uosIaN
6sa$
IN €
E_ e$
NOISIMN ON
'a .nor.r.yaw. OW ri I TVJS
•is
vs �
.. .. N i ~3
�r
9"rr
y�
J
y f d
l �N
_ > _ odolSQ-.rios� sms
3YJMetlGVfID]ilIASMJIM tlgY3lM13N1.iO 1NT'i1eYd30'S'�

Drainage Area Maps

•1
Ift
MV _ 1~`* ����� �=
Or a .w�, A II •1
lam
x I _ r. Iz II�I�®' _ mix.,
....►� � _'----- — -------_ sue �ri� �c�lJ �I� JNO
7�••
', r.. ►���.�7���..A�=tea 59&tl r_�--���a. - - --- —J--•�• �_
►a ♦ �
all
-� fOWN
,, _ cp
' `,
1 �4 /llllllii�h1II►y`1 r►iHi1� 1 �`N,�.�' �IN ���'©±; III' I� ►fir
f �■ II* Jll/n� (II,� sJr lhi= J�J��J� ' u trl•V-rllrfrJ�L—it��Nlllll� 'Iy � I��l
I1;LJ I MJ
, - J ... IH
NEW 11
— ► i
�g i
C ,IiLo
\ P'll
Will 1 ��� 'c►r�' ����////� 6♦�� ' Ii"I•, _ Jul �Il r
` ✓la_ 1,j 111� I
Wk.Q�
FOR INFORMATION.ONLY
4 /fig ,,.�l�l;• h11U�n'`'
IF
ON
NW112-24
RNA o 0 1
IL
WE
_ ,� -� ��� :��. �►�� � � -;1� ,/� �®�� �,,� j�! �' � III III. s��
♦ � I �\.
'�
VIA
wa
Me,AVE
LU
DRAINAGE
MAP
PHASE I
SHEET NO,
�-
�• .tip# /�� r //
pll
i �
c`

Z bQ a i
40 41p
/ c
♦ ♦ j % GRAPHIC SCALE Q Lu dS
♦ ; j Tqo Ego
g Q
♦ ♦ // / (1N FEET) .o f
♦ ♦ / 1hwN.SO E e K
�• `�- / ;' _ I ENGINEERING°.T z
ASSOCIATES
♦ o
. \• � ♦ % / i SOUTHEAST p
\• ��� // I %/ ; %/ / FOR INFORMATION,ONLY
i
I
���♦ , `'� .\ ##1� °ab/may/k
------------------------
1 � ♦ \, �.--.____.—._ .. iY— _.-.—.. fE5 MpO1N 0101 , ;. - i l
01,
♦ / / � II, 1 ee
USE
♦ STIPULATION FOR REUSE
♦ ' THI DRAWING'� l `� ,, Y. i CONTEM SPEUf01ASat,WDXPREPAREDITSR
�p y�D�y�{C J OI01 ii ON TXE Si 1 SRf.MTH HEREON,ISSUE
'� 1,1 \ '' ♦ /, /_. 1 � _ i� / / �•�` ,, Y\ _ �L4SQVIRL U-IVG--��_ 1 SHTE ESI FOR ATER ON nMf`16EOE
___ OATS AS t51ED,XEREOL AND IT 6 NOT
FFW
.\ \ �' ♦ 15� ERENT
�- / I ��� y, / " I ON ONN"'NO CEaL
F ixas THE
% '• I / OS !%, CO—
SEWIl O PROPERLYFRINIFE- LICENSED
ANOMSHIIFR NiOECT Rf NOT AMEFOROOq
� 0� iX1 DRAWING fOF M REIKF ON
`\ C-`{� A 0108 � 1 AND NAY BE COMRARY TOTXf LAW.
,\ \ '' ♦ � s�. / I // , OS19 OS ♦ 0306 II \ ~
wo in
/ i 1 u o
Q CN
�`\, \ •♦ �4 aye / _/' / ■:�■ - ---- -
\ #vS W!/•. i � s1R � Lc7 N
o \ '\ ♦ �.! �• �, ` % ♦ T }+ •y W m'I to
♦♦ f ` ?C Z to IS
in o
r
CR110 S 0 a I r
• \ \ \ / / "'FFS INLFT SSA . , .2 I 1 3 I y En O
N
40P All All
am] AlF on sae - — — a
1 1 F
' 1 1 JOB NUMBER: 2LO2
'p :l/ e ■ . ■ I .Il em E CHECKED BY:
_.•_ ! ■
owl
L751 I 1 I 1 DRAWN BY: ALP/EDB/1
MAC
DATE: 073
n ssA ! �'♦ 7 � 1
SHEETTITLEPOST
DRAINAGE
a ♦♦ 't - MAP
-
_ PHASE 1
it
ji

OW 'Amw
lit
WIN
►— !�?ii� i //. �. .►- r►i �c ►1r �.1
WIIA
.�.� « � �„�'• �m -� s� ;� a; i-a== 007
—
fl �,: . ,, �. ►Ir �� �:. �
INC, RTAi \ i
. /..
2 - t
��
'-o"
�M
uj r,
m �� ►Ir is Ilr�c�.y �:
\ ``\'v ;� ��,� /, • � -`�\��`�-�L.���1 %/�it I _
\��.rrc�. a '� y .�. � III • - _
I'
.41, Im
\\ /•yea y `�` ` ti II III !��,l
SHEFTTlTUEooST
ri opla IPA DRAINAGE
GRAPHIC SCALI
. �• ��.:� _ .�.�� ICI
;� . MAP
d� Ili
i p L(IN FEW) , III PHASE 1
�� , , •

= `
LIM MIA
Nvx"
1 7 ME,
4, L W1,
\, � uwagII► .
FOR INFORMA110%.ONLY
F Am
1810
va
CL
JOB NUMBER: 21-004
SHEETnTIE
\, � _ '� -!:- - - -=a—._jar. ►� ■ar. rc....✓ + .
.� ►iE_ ® ==__=_� ,. � _ i III �� �:
. ►, ' \\
I
" w '•
ST
R /
MAP
PHASE 1

,i
e
�� �� �. �!1 �•� ��,� ` � psi -. � ����
,,Y. Y �. \;lam ` ••
i�� I ,� •�
M7FAI Wills
ON 1p WPM,
FOR[NFORMATION.ONLY
co
LLJ
j's it
:CHECKED BY
•.
DRAINAGE
1•Ir�ifil_�� ��_ ♦ ;
�., .�.
\�..'IVA _ �� a� IL�

1 �►7i �mm��y\\u� W f���G�� � ����//fit 'il II /��� •�.
\ � �� ��1 �`✓ ,i�.. -� �'���:• _ �i---�ICI°'�i SO
oo
14
.13
�" 4ryy'+1 � f11� 19�!
JR,
DRAWN BY: ALP/EDS/jMAC/lAR
MEN
op
ji
eq
lw Rig
gill
IL
ZI
CL
40
ii� �� rK

vo
TV.
I now
emn r*�
WHIAST
lot,
FOR INFORMATION ONLY
M
NalILL A
f, W!
IF
-.7110
WIUMMI, pr., w
Mul
JigII/ ,/ �IIIIIIIIIII
loar
roll, AM
Lu
4-1
In W
!� .,�► t7
_
oZI
SHFUTITLE POST
DRAINAGE
MAP
PHASE 2

�9
a
,�I // � �► �•a�{�,,°�� .; \ � s��,_\��\� ®--ice I``�•-_� �\\`� � ��IF
ill
,��!l!� � ����► 'ma's � ;: �
r �.�. .
/i — -- l�i r �+�a • . rgF
II ► � � �ill � ♦� �-/i�
r� . �� z,��► r 1 !{ JOB NUMBER: 1-004
��� Ilk��j�, i ,� i =had, DRAWN BY:

�r� ' ,�! III ►I ,1 II '��``�, i� � \\\ \\\ � � ,�\-
.r � III ►I� �, \ �I � . �, :_ �IIIIIIIIIII
'� ►'IrL�I•'f � 11,E j I\�' I�.�!\��' _ iliir -ail- ��.�II��— ,���,� _ i I II ��
�`_. I ;.. II .._j _.. I�I �' �� �I , • I �•�r1� ( ! I � _ :: �IIII III
Em
FOR INFORMATION ONLY
;�o`•�L:�:��� �—���1.��1i�� � I� � III,-���1�� I
4'-lei► ► `���—��� ��� ���.r:*_ .. N. _ _ — r —
uj
a -�- -.erg :�1:�rLi■ WA
JOB NUMBER: 21-004
I! I
Dom:� �`�,���r��C�`l���l�le i �-�_ � ---=�.� ►_ 1�► 1:'
• —_mil
• - 4. DRAINAGE
GRAPHIC SCALE r PHASE 2
MAP
(IN FEET
I ,

/
1W
v,► �� ,,- ,l I ,�� �� .,
FAM
� Wo
RAW
FOR INFORMATION ONLY
wo
Aw
GRAPHIC SCALE
IN FEET)
AAL
, ,-
ilfilll I !I �I �!
\ � �\��� � � •%��� � ,� � �. � it I ;� ,
. Ik
. � �
. illir
MO�L:7:f� �� I �� I
W,
� � mi ,� ���. • ��
. ,
-�!
POST

Z
a
I I NN W q
I _ W I
?5
W �m'
qZ
-=-
I W
ENGINEERING°
I I I I _^° ASSOCIATES �o
SOUTHEAST
OF.,
FOR� I �
I I I
I
FOR INFORMATION ONLY
\ -- "Ell GRAPHIC SCALE
SIP Sp
IN PELTIs
Y
Z STIPULATION FOR REUSE _
L \ \
\ Y
THIS
TNREASPEICG WAS
S.PREPARED
ED HEREON,
' II`
\ �Af _ _ /'\\— f f � r1 ONTHE CONTEMPORANEOUSLY WITH ITS ISSUE
DATE AS UR M,,HEREON AND R IS HOT
SUITABLE FOR USE ON A DIFFERENT
— PROJECT SITE OR AT A LATER TIME.USEOF
S __ •I BU 6 _ —_ THIS�NA�G H1R REFENEa OR EWJANE
• r , 1 \ I - \✓ 1 .L_ ` ON PROJECTREfN➢ES THE
.� \` _ - SERVICES Of PROPERLY LICENSED
400
•• +�' \ -- _._` \ -- __ G " REUSE ON
_. ANOT ER PROJEUCTION CV HIS �I5E NOT�AUTHORIZED
\_rxb- ` ANDMAY Bf CON1RPRYTO TXEIPW.
ro az co
_ �/ W nt
Z d
JOB NUMBED: 21-004
CHECKED BY:
DRAWN 8Y: ALP(EDS(jMACIIAR
DATE: 2022
cB eox J —
\\ SHEET TITIE`rOST
1
I / _\ DRAINAGE
\ \ MAP
PHASE 2
- - -
'minGREENWAY TEUR SHEET NO.:
/ � C1.5
—
I B� /

VALVOIKINAMS
- OF A01
ter. AS ATU
loppp-
All
0
.� (( �hl ill-Irl rNm-ME FOR INFORMATION ONLY
Ito
`` �\\ AIV
-41
SHEETTITLE
..ST
DRAINAGE
MAP
PHASE 2
iC1.6

Z a�El
Lu IN
QLu
/ v
" zo
/
„N"CAR....
........,(��'�.
ASSOCIATES 1 0
�1�.1f ?�SOUTHEAST 8�
OIIUU\N,,
t
FOR INFORMATION ONLY
e / "
oe
i
\\ I
0
/ -
FOR REUSE
/'/ ` _ iX15 DRAWING WAS PREPARED FOR VY
ON THE SPECIFIC SITE.NAMED HEREON,
CONTEMPORANEOUSLY WITH ITS ISSUE
DATE AS USTED,HEREON.AND IT 5 NOT
\• — - /��f—. SURABLE FOR USE ON A DIFFERENT
PROJECT SITE OR AT A LATER TIME.USE aF
ON ANOTHER FIRAM REQUI THE
SERVICES OF PROPERLY UCENSEO
NOIIfCC15 AND ENGINEERS AEPRODIILIK
ELSE
OF
PNO MAY BE COINTRARYOTOTHE LAWON
/ ANOTHER PROJECT IS NCl AUTMA12ED
GRAPHIC SCALE \ V r W w N
W Q .
(IN FEET)
T NKN.s0 y CC
In
•.i _
Y
CBBM FWBW CJ v~i cx,z
r:
z a
`
JOB NUMBER 21004
CHECKED BY:
DRAWN BY: ALP/EDS/IMAC/IAA
DATE: }s 7033
SHEETTITLErOST
/ NW WS
\ DRAINAGE
\ v� j' i� �� �' = MAP
PHASE 2
\ / FE - SHEET NO.:
\ �_ �,�� C1.7

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 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.
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.1 5245 Area,Ac.= 225.66 Acres
Elevational Difference,Ft.1 115
Basin Avg Slope,%1 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 Area,Ac. Resultant,CFS PreDev
A Q300,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 Q10
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.7983 641 552 496
Sta.6443 944 812 716
Sta.4339 1054 907 800
Sta.3381 10851 9341 823
Sta.1939 10961 9431 832
Sta.485 11701 10071 888

NELSON CREEK SUBDIVISION-POST-DEVELOPMENT INFORMATION
1R HARMAN, PE 5/19/2022 Rev 030123
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 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: 0.5 Convert to CN: 75
Maximum thalweg Length, Ft. 5330 jArea,Ac.= 225.66 Acres
Elevational Difference, Ft. 112
Tc,min.=60*.000132*LA.77/SA.385 53301 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:
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
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#iDesign Elements: VPP,c.f. Perimeter,ft. Vshelf,c.f. Abottom,s.f. D Avg,ft
Davg=VPP-Vshelf/Abottom 61100 584 1 438 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 lev Diff,H.,ft. 2.34
Effective Operating Head(1/3 H) 0.7722 Ct=.62*8.02(H^- *A,sq.ft.
Hours to Drawdown Treatm't Vol. 55.4 Hrs.,(48 Hr Min.)

Lf) 00 LD
r- r\ w m
-1 t.0 Ln
LD N O LD
00 lD 1p Ql
+� rn ry) m
O
F-
N Lrl Ln ill
LD 00 LD Lrl
O r� cI cI
00 LD rl r-i
r-i rn 00 r-
I, 00 O N
N rV m ro
N d' N 00
>. LD Lrl 00 ct
(0 00 LD Lrl c-I
m m O lyy
m N 00 ill
O ri 00 M I-
LL N rrl Lrl
00
- N 00 O 0)
a) m N m N
LO rlj
M � LLr) lD
LL
C
O
L
a)
>
C C
O O -4 N m -zt
VIz
V
f0 > n n n n
C a!
LL W
0
Ill
-4
L
c-I aJ O
4t R C
c 3 `�
o° L00D o
LM = io
>- co
0 V)
co
v
Q O O � r- r- I ^ l.D Ln LD
N N 00 O m m � � tT �' N
v N m � N rl '4 O 00 LD r�
fu O � O O � 00 O m rr N N
r-i Lf1 N m m m t
LI)
C
fo
m
4- C
C O
(v 'Z 00 Ol O c-I N m d' Lr) LD
ro m m Ict Itt
> r�
=a a,
cn w

I
Watershed Model Schematic HydraflowHydrographsExtensionforAutodesk@Civil3D@byAutodesk, Inc.v2021
1
2 3
I
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: Z:\Jobs\21-004 Mocksville (R210004)\Documents\Reports\HydroFlow Stuff\N IsMareht plGgIbd t�2Bre & PostD v-R�

2
Hydrograph Return Period Ri ,cd afilR Hydrographs Extension forAutodesk@ 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 ------- 241.40 270.12 303.70 327.65 349.18 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: ZAJobs\21-004 Mocksville (R210004)\Documents\Reports\HydriD tj[ffiN0§0h1(3rbMMocksvi11e Pre & Post ev-F

3
Hydrograph Summary Re po gydraflow Hydrographs Extension for AutodeskO 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 j 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
Z:\Jobs\21-004 Mocksville (R210004)\Doc rr RePO dHy YZRow Stuff\ eftAoncbWEO& baWE2"Pre & PostDev-Ratio al IV

4
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 = 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.I D5ksc/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
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
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 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 = 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)
Q (cfs) Hyd. No. 2 -- 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
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
Hydraflow Hydrographs Extension for Autodesk0 Civil 31DO 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.IDIAsc/Rec limb fact = 1/1
PostDev to SCM #1 Q (cfs)
Q (cfs) Hyd. No. 3 -- 1 Year
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

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 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 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(sqft) Incr.Storage(cuft) Total storage(cult)
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)
10.00 749.00
8.00 747.00
6.00 745.00
4.00 743.00
2.00 741.00
0.00 739.00
0.0 50.0 100.0 150.0 200.0 250.0 300.0 350.0 400.0 450.0 500.0
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
&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 rtydraflow 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 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
ZA,lobs\21-004 Mocksville (R210004)\Doc rrt W1 mwid8 F V YHriow Stuffl Moncfly��]]3MbakgORBPre & PostDev-Ratio IN IV

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.ID6gsc/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 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 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 = 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.IDRsc/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
150.00
150.00 /or
120.00
120.00
90.00
90.00
6
60.00 0.00
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. 2

13
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 = 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 DV\sc/Rec limb fact = 1/1
PostDev to SCM #1 Q (cfs)
Q (cfs) Hyd. No. 3 -- 2 Year
50.00
50.00
40.00
40.00
30.00
30.00
OF
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 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 cult
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
50.00 50.00
40.00 40.00
30.00 30.00
20.00 ,
20.00
J
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 cuft

15
Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO Civil 3DO 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
60.00
60.00
3
H-
30.00 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

16
Hydrograph Summary Re po rtydraflow Hydrographs Extension for AutodeskO Civil 3138 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
ZAJobs\21-004 Mocksville (R210004)\Doc n%ffisW9*idSKFf/aYfflE6riow Stufffl erdoncQWO&WZWE3 Pre & PostDev-Ratio al IV!

17
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 = 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.ID64sc/Rec limb fact = n/a
PreDev @ POI-Nelsons Crk South Prop Line Q (cfs)
Q (cfs) Hyd. No. 1 -- 5 Year
2
280.00 80.00
2
240.00 40.00
2
200.00 00.00
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 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.IDV\sc/Rec limb fact = 1/1
PostDev @ South Prop Line Less SCM#1 DA Q (cfs)
Q (cfs) Hyd. No. 2 -- 5 Year
280.00 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 0/ 80.00
40.00 40.00
LN
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 Autodesk0 Civil 3DO 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.IDAsc/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
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 Autodesk0 Civil 3DO 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 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
280.00 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 OOOF
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 rtydraflow Hydrographs Extension for Autodesko 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 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 n%FdS\R&Wild kFWh5FJVw Stuff\ eUondDWEO,&MtZWaaRBPre & PostDev-Ratio al 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.IDV\sc/Rec limb fact = n/a
PreDev @ POI-Nelsons Crk South Prop Line Q (cfs)
Q (cfs) Hyd. No. 1 -- 10 Year
320.00
320.00
280.00 280.00
240.00
240.00
2
200.00
00.00
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 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 = 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.ID5ksc/Rec limb fact
PostDev @ South Prop Line Less SCM#1 DA Q (cfs)
Q (cfs) Hyd. No. 2 -- 10 Year
2
280.00 80.00
240.00
240.00
2
200.00 00.00
160.00
160.00
1
120.00 20.00
80.00
80.00
:F
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. 2

25
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 = 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.ID64sc/Rec limb fact = 1/1
PostDev to SCM #1
Q (cfs)
Q (cfs)
Hyd. No. 3 -- 10 Year
70.00 70.00
60.00 60.00
50.00 50.00
40.00 OF
40.00
30.00 30.00
20.00 20.00
10.00 1 ft-\L 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

26
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 = 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
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 = 63,538 cuft

27
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 = 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
200.00 200.00
160.00 160.00
120.00 120.00
80.00 80.00
40.00 40.00
000(
/ I i I I I I I I , --I-
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�Iydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc.v2021
Hyd. Hydrograph Peak Time ;Time to Hyd. Inflow iMaximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cult) (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
ZAJIobs\21-004 Mocksville (R210004)\DOCL r PWild HVAMM w Stuff\ eMoncQWEEUMME� �Pre & PostDev-Ratio al M
i L

29
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 = 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.IDPksc/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 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 = 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.IDlAsc/Rec limb fact
Q (cfs)
PostDev @ South Prop Line Less SCM#1 DA
Q (cfs)
Hyd. No. 2 --25 Year
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 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.IDRsc/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
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

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 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
8
80.00 0.00
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 Total storage used =68,594 cuft

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 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 cult
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
2
240.00 40.00
2
200.00 00.00
160.00
160.00
120.00
120.00
80.00 80.00
4
40.00 0.00
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 Mydraflow 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 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
ZAJobs\21-004 Mocksville (R210004)\Doc r1feeri$\RpWidsRFWMEF-Jow Stuff\ eMond! yW& bak9aRBPre & PostDev-Ratio r ial IV

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.ID9\sc/Rec limb fact = n/a
PreDev @ POI-Nelsons Crk South Prop Line Q (cfs)
0 (cfs) Hyd. No. 1 -- 50 Year
4
400.00 00.00
350.00
350.00
300.00
300.00
250.00
250.00
200.00
200.00
1
150.00 50.00
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

36
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 = 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.ID9\sc/Rec limb fact
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 - 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 Autodesk0 Civil 31DO 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.ID64sc/Rec limb fact = 1/1
PostDev to SCM #1 Q (cfs)
Q (cfs) Hyd. No. 3 -- 50 Year
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 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

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 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
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
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 3DO 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
300.00
300.00
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 10 20 30 40 50 60 0.00
Time(min)
Hyd No. 5 Hyd No. 2 Hyd No. 4

40
Hydrograph Summary Repo gydraflow 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 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
I
ZAJobs\21-004 Mocksville (R210004)\Doc Stuffl eMondOWO&MtZW9"Pre & PostDev-Ratio al N

41
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 = 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.IDAsc/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
350.00
350.00
300.00
300.00
2
250.00 50.00
200.00
200.00
150.00
150.00
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

42
Hydrograph Report
Hydraflow Hydrographs Extension for AutodeskO 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
200.00 200.00
150.00
150.00
1
100.00
00.00
50.00 50.00
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.IDV\sc/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
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
7
70.00 0.00
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 = 76,523 cult

45
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 = 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
Q (cfs)
Combine-PostDev @ South Prop Line & Nelsons Crk
Q (cfs)
Hyd. No. 5 100 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 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 Autodesk0 Civil 3DO by Autodesk, Inc.v2021 Monday, 03/13/2023
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period -----F - -
(Yrs) B D E (N/A)
1 61.1757 13.2000 0.9044 -
I
2 1 66.7394 12.9000 0.8803
3 0.0000 0.0000 0.0000 ------
5 67.0365 12.6000 0.8316 --------
10 65.8484 12.2000 0.7974
25 59A509 11.1000 0.7422 --------
50 54,0916 10.2000 0.6990 --------
100 50.2830 9.5000 0.6639 ------
I I
File name:Mocksville-Nelsons Creek.lDF
Intensity = B/ (Tc + D)^E
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 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 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 1
1 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.pc
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 3.40 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-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
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
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 j 2 6" B 6 9 18
FES OS1 18" 3.1 1 1 13" A 5.5 6 12
**Next higher zone due to >10%grade on slope
#Plunge Pool, see detail for lowered bottom

+�+ W D_ w w - - w - - - - - W w w D W D_ W w w w W W
O Z D Z Z Z Z Z Z Z Z Z Z Z Z Z Z o Z Z Z Z Z Z
Z
v
N N N
t
a
LD N O ('n `� O O O O O O Ln 0 -1 O o C' 0 0 0 0 0
M M r r � 0 0 0 0 0 0 r 0 DD O O m 0 I- O O
rvl lD 0 0 0 0 0 0 N O lD O O 1� O L n 1-0.., O O
r»
N O m m 0 0 0 0 0 0 o r- 0 00 O M O Ln m o rn m 0 0
00 > Q N LD lD n T 0 0 0 OO O c-i O m 00 O Ql M O O
rV
O
O
Qj N c-I I� N 0 0 0 0 0 0 u'1 O c-1 0 O) O N M O tT Ln O CD a)
1- 0 0
0 n 0 O O O 0 o O O O o O 0 O 0 O O O O O 0 O O O 0
O..
m 00 LD LT 00 0 0 0 0 0 0 -4 0 0 0 o M LD O m 0 O
a m o o O o O o O m O I� O LD O N I� o l0 0 0
ri r- o 0 0 0 0 0 Ln 0 Ln 0 W 0 � Ln 0 LD o o Cl—Ln 0 0 0 0 0 0 00 O Ln O LD O N rI O 0 00 O O
0J `~ N N c-i to N 0 0 0 0 0 0 I- O r- 0 0 0 Ol O Ol 0 0
Q v N -1 c 1 r-1 O O O O O O O O r4 o r�l O N r O � r 0 0
!Z o 0 0 0 CD 0 0 0 0 0 0 0 0 0 00 0 0 0 0 0 0 o 0
O 6 Ln . CDLn . 0 0 0 0 0 0 0 0 0 0 0 0 Ln 0 0 0 0 0
F- Lr1 LrI Ln Ln � 0 0 0 0 0 0 Ln o Ln o 00 o Ln Ln O LD 0 0 j
Ln
O
OCL
L
a+ N 41
O
� � O O O O O O O O O O O O O O O O O O O O O O O O �
u N CD 0 O 0 O O O 0 o O O O O O CD CD O O O O CDZ
f6 N x O O O O O O O O O O O O O O O O O O O O O O O O
U O w
Ln Z
_O x
LL z C
o C CD
-- O p 0 O O o 0 0 OO
++ Ln O Ln O O O Ln o O
@ m
O "6 Ln Ln Ln Ln Ln 00 Ln Ln lD O
ra
U m j ro
3 �
O u
Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln Ln O
O E O O O O O 0 O O O O O O O
�^ m O O O O O O O O O O O O =
`o
a a �
v
i
Ln m r-i zt Ln Ln
v *' '• .--1 00 re) Ql Ol Ln Ln O lD 00 �
N N ^ M m M M 00
p v O O O O O O O cu
o 0 O O 0
o
0
i
Y o
v o +�
a� o —
v o m iD m r- rn r\ M r- 00 Ln 0
V C 1l 0 " LD -4 O lD m 110 00 m Ln
V) — S= m m Ln 1\ N cn lD 00 LD Ln r1 i
v O O O O o O o O r 0 O O L
C - a) +
O N CJ Q 0 0 0 0 0 O CD CD CD O a)O O
Y O
N o Vl
Z � v
r a
o v 0 0 0 0 0 o Ln 0 0 0 O o -O
} r 0 0 0 Ln O c- c-1 O Ln LD r1 N v
u E c 1 N 'tlzt Ln LD LD r- r- 00 00
N (� Ln N Ln N N Ln Ln Ln Ln In Ln Ln
o LL uo w w w w w Lu w w w Lu w w
L % (, LnL.L. Li- Ll w L.L. w w L- w L- L- LL
D_ }

v
LA
m —4 N N
L
a
rr) CD o o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
o o 09 o 0 o o o o O o o o o o 0 o O o o 0 o
ID o 0 o � 0 0 0 0 0 0 0 0 0 0 o o 0 o 0 0 0 0 0
cn
m olzzr O 1,D O o O o O o O o O O O O o O o O O O O
rn > n Ln o � O C, o O O O o O o 0 o O o 0 0 0 o O O o 0
N O N O M O O O O O O O O O O O O O O O O O O O
ro
v o o M o �.D O O O O O O o O O O O O O O O 0 O o 0
+ `~ m o o - O O O O O O O O O O O O O O O O O O O
V O O O O O O O O O O O O O O O O o O O O O O O O
O O N CD O O O O O O O O O O O O O O O O O
a �! o `'"! o " O O O O o 0 o O O o O o 0 0 0 o o O O
o m o o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
n o r- O M O O O o o O O O O O O O O O O O O O O
Q N O O m O O O O O O CD CD O O O O O O O CD
Q a.Z Ln O O 0 0 0 0 O O O O O O O O O O O O O O O O
O CDO O CDO O O O O CDO O O O O O CDO O O
� F- ^ O m O N O O O O O O O O O O O O O O O O O O O O
O
to
v
3 Q
v O O O O
m N O O O
_V N x O O O
O �
O Ln
a
x
0o X
7 O O L UI O O an
d `m O N CD
M N
cr
u r
0
O U
a _vi
7
m Ln 111 Ln fD
i O O O
O
Q
N
i
cr O N
v Q a O M lD
m ,-
u u
0
0
a
1' O
O
v Q
O M lD
M 00 lD L-
v a N O O v
O Y U o O O O
U _
O N L
z v
C
0 41 O O O
O O Ln N
u N n r y
N cm Ln Ln un
'O 0 _� LU LJ.J III
L i u N Li- L.L Ll