SW3170804_Calculations_20170830

RMP CALCULATIONS
ALEXAN®ER. GLEN
NC HWY 152
ROCKWELL, ROWAN COUNTY, NORTH CAROLINA
Prepared for:
Lennar Carolinas, LLC
11230 Carmel Commons Blvd.
Charlotte, NC 28226
Prepared by:
ESP Associates, P.A.
3475 Lakemont Blvd.
Fort Mill, SC 29708
[phone]
Project Number: DU20.400
Original: June 30, 2017
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License No. C-0587
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Alexander Glen is a 104 lot subdivision located in Rockwell, Rowan County, North Carolina. The
site consists of 35.93 acres. Treatment of the first inch of rainfall is required.
The runoff volume for the site post -development shall not exceed the pre -development for the 2 -
year, 24-hour storm event. The runoff rate for the site post development shall not exceed pre -
development rates for the 2 -year and 10 -year, 24-hour storm events. Two proposed sand filters
will be utilized to meet these requirements. See summary table for model results.

Watershed Model Schematic Hydraflow HydnogWhs; Extension forAutaCAD® CIA 3D® 2015 by Aulodesk, Inc. VI OA
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Project: RAProjects%2015 (D)1DU20 -Alexander GlenlCalculations%Water QualiLY%BMP H dr'6bmpHay,895?191-t17

Hydrograph summary Repo1"tHydrafiowHydrographsExtensionforAutoCAD®Civil3D®2015byAulodesk,Inc.v10.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cls)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuff)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
I
SCS Runoff
24.07
2
726
78,249
—
—
BMP 1 PRE
2
SCS Runoff
37.32
2
720
96.804
—
BMP 1 POST (without controls)
3
Reservoir
16.89
2
730
78,134
2
698.97
37,150
BMP 1
4
SCS Runoff
20.75
2
726
69,281
—
—
BMP 2 PRE
5
SCS Runoff
33.28
2
720
86,284
—
BMP 2 POST (without controls)
6
Reservoir
16.03
2
730
68,575
5
693.39
34,423
HMP 2
7
SCS Runoff
2.241
2
734
10,204
—
—
Untreated - Pre
8
SCS Runoff
3.352
2
728
11,853
—
—
Untreated Post
9
Combine
46.64
2
726
157,735
1, 4, 7,
—
Total Predevelopmenl
10
Combine
36.15
2
730
158,562
3, 6, 8,
—
Total Post Development
R:1Projects12015 (D)MU20 - Alexander Gle
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Hydrograph Summary Report HydraflowHydmgraphsE ensionforAutoCADOCivil3DQ2015byAulodesk,Inc.v10.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
Interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
SCS Runoff
49.16
2
724
154,654
—
BMP 1 PRE
2
SCS Runoff
66.14
2
720
172,340
—
BMP 1 POST (without controls)
3
Reservoir
48.94
2
726
153,669
2
700.03
53,080
BMP 1
4
SCS Runoff
45.07
2
724
143,232
—
BMP 2 PRE
5
SCS Runoff
58.11
2
720
151,782
—
—
BMP 2 POST (without controls)
6
Reservoir
33.78
2
728
134,074
5
694.52
50,390
BMP 2
7
SCS Runoff
4.619
2
734
20,168
—
Untreated - Pre
8
SCS Runoff
6.496
2
726
22,477
—
—
Untreated Post
9
Combine
97.83
2
724
318,054
1, 4, 7,
Total Predevefopment
10
Combine
88.98
2
726
310,220
3, 6, 8,
Total Post Development
R:\Projects12015 (D)1DU20 -Alexander Gle
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Hydrograph Summary Report 100 ly,'r I1
Hydrallow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cis)
Time
Interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cult)
Hydrograph
Description
1
SCS Runoff
92.43
2
724
289,213
----
BMP 1 PRE
2
SCS Runoff
112.25
2
720
298,021
—
BMP 1 POST (without controls)
3
Reservoir
96.96
2
724
279,350
2
701.01
70,274
BMP 1
4
SCS Runoff
88.52
2
724
276,751
—
BMP 2 PRE
5
SCS Runoff
97.55
2
720
260,096
—
BMP 2 POST (without controls)
6
Reservoir
70.06
2
726
242,387
5
696.01
75,183
BMP 2
7
SCS Runoff
8.730
2
732
37,715
—
—
—
Untreated - Pre
8
SCS Runoff
11.78
2
726
40,764
—
Untreated Post
9
Combine
187.98
2
724
603,679
1.4.7,
—
Total Predevelopment
10
Combine
175.29
2
726
562,500
3, 6, 8,
—
—
Total Post Development
R:1Projects12015 (D)1DU20 - Alexander Gfe
CBb(ulaffled'liQ[a1@0Q(tfitylBMP lyffrWgippba
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(f8 avN) a1Na os
01031N3R10 H1MON
BMP 1 PRE 1-T A, �� /s �, •� n" /
DEVELOPMENT ', :.•'+,'"� ,� I _ _ 'I _
\\ DRAINAGEAREA= \ �, �Rii <` ��):'�;'•/\\ �`t`,r% :�„',4\ /�
\ 17.78 AC)i )i'r -� ` ��'•� "� ,
1 � o4•�'Y,
Y BMP 2 PRE;
\�.I \��,�° �.. -_— - - — DEVELOPMENT
11 �- t 1I !\\� DRAINAGE AREA
18.38 AC
PRE DEVELOPMENT BMP DRAINAGE AREA MAP
GRAPHIC SCALE
0 125' 270• 500'
( IN FEET )
HORIZONTAL 1 mch = 250 ft.

(C8 aVN) MID 3S
01 031143180 HIHON
POST DEVELOPMENT BMP DRAINAGE AREA MAP
GRAPHIC SCALE
0 125' 250' 500•
IN FEET
HORIZONTAL 1 inch = 250 ft.

ESP Associates, P.A.
34751-kamntBIr4 FortIM45C 29M lhoo W-80-2440 F= 9a3 -MM --313
Runoff Curve [dumber and Runoff
Project AkmnderQenn
By JWlF
Dale
0!0)2017
Location Ro*cmf.CabamtsCountv,NC
Checked 130
Date
Clrcle Ons: Fraseot Developed SMP 1 Pre
11NR`unarfD a' a14
'`1^ fi _
`T"�is?�r`•T
-
Soo CovarDesciiption
C
Area
Product
Hydrologic (cover typo, treatment
FIG. FIG.
of
Group and hydrologiccand0on)
2-2 2-3 24
Acres
xarm
II
C =t i?etnwa wand grass: __ wi tnr Pnoregdmm�-
77_11d_o=-
—CH
e54.70
B (cl
- --=
_
C ?�--3rfioas;- - dspvylam,r,__ .r'..�.
70
-5,f
407110
jEnS)
—
t'i�==
I
NMI
' Use only one CN azm per I-ee
Totals=
17.70
1322.30
CH (vretghtod) fatal croduet - 13223 74.4
Use CH=®
total area 17.70
Z3_ WE ,�- ar_�i�=•:s--t`=.,-ami EtY,- ,Op :.:
�,��.?uiiz�y--_.r..�=
StarmGi
StarmV2
St.93
Fmquency yr
2
10
100
Rainfall. P(24 -hour) In
3.40
454
733
Runoff, 0 In
1.17
232
433
(Use Pend CN%%Q Isble3-11, 119. 2-1,
and equation 344)
Refecatim Urban Hydrology rarSm33 W3lamhod4 FU131W4 P, taken Nes
Todirdcl noloono ES, Ed Commotion SarvtmiiOlCng•NVS�$=? _r�� �E
U.S. Depurunad olAgrtaltaa, Juno IMM
W A== h^ FA
P-9= Tom
chdAa He 2x41
SW1Pm
EW MI tw.
w1EM017

ESP Associates, PA.
3475L2kema HIVd FcaD09,5C 2970tt Phmt803-B0M;40 Fu SM -SM -35l5
Runoff Curve Number and Runoff
Project Alexander Senn By im
Data
GM17
Loca9on Rodcwel, Cabot= County, NC Chackod De
Data
Clrclo Dna; Preoant Developed BMF 1 Pnsl
r” �«M .gym �.:
005-atfCuiSa'�umt,o%„� R _ aL 4''' T — _ �P` .��UL
SO Gamomdption CN'
Area
Product
Hydrologic (coverlype,troatmeri t e- Ig.
of
Group andhydrotogleconduan) 2.2 2-3 2-4
Acres
CNxama
MA i";Lyw araaszoaBIB: ro - ys:=l . pyJM—m5 BB
i -`—
48598
c —. _= oeensnarr�wd taneuwq tgra+scwec} 5a}T-- 74
=_�15Z
11248
(Ensl
EEE C e ice; Good eencium (0lacsmv�,=15is1• 74
"830• ='
088.60
8 tFXBIPxC)
71 —
=eta
' usarsdyono CNsurcaperrela Tatala=
1 14.78
1215.19
CN (weighted) tobrl araduet- 1215.10 822 Uso CW
total arca 14.7a
Storm 01
Storm 112
Stern 113
Froquency yr 2
10
100
RatnfbU.P(24-hmud In 3.40
494
7.33
Runoff,Q in 1.70
3.03
523
(Use P and CNNilh table 3-11, rig. 2-1,
and equation 3-14)
liereren= Drton Hydroko for Smaa Wal mtmda minra0, P fain frmm _
TadmkalRnlaa As1dCanswvaaanSarvta izv�7l'sl�vr
DJi Departmard of Aailcdtme. Juno 1959
ESP A =-sh;PA
P.EL=7ma
CWlaaenC.=41
aAtP i PW
ESP CH Cd=
alt IT

ESP Associates, P.A.
84 Chartwell Center Drive, Suite D Cornelius, NC 28031 Phone [phone] Fax [phone]`_
Time of Concentration (Tc) or Travel Time (Tt)
Project Alexander Glen By JWF
Date 6/9/2017
Location Rockwell, Cabarrus County, NC Checked DB
Date
Circle One: Present Developed BMP I PRE
Now
SEGMENT ID = _T� =--F: E@ ---i
1. Surface description (table 3-1) ........................ _ „Vybods L`i litr=
2. Manning's roughness coefficient, n (table 3-1) ................ =X0:4
3. Flow length, L (total L:5 300 ft) .............................ft 5;E
4. Two-year 24-hour rainfall, P...................................in 3.40
5. Land slope, s..ft/ft = �0 0350_
.... •.... --Compute
6. Tt = 0.007 K)AD.8 Tt ................hr 0 22 +
0.22
P2110.5 s110.4
2=�HAL) H,�W .-[1�ONG�NTt.E - =F t•Q _ �" .= � 5 _ ��
�,.,,.
SEGMENT ID_
--
7. Surface description (paved or unpaved) ...................... Un-aW0 :N-•
8. Flow length, L ii = =X000-!
...........................................
OO -i-0.4•402-
9. Watercourse slope, s ............................ ...........ft& MOO -i-0.4-402-
10. Average velocity, V (figure 3-1) ............................. 3.384
10.
11. Tt= L Compute Tt ..............hr 0.08 +
0.08
3600 V
3 MCktANNEN •" il' 'amlm-
SEGMENT ID
12. Channel type (Pipe or Open Channel)
13. Cross sectional flow area, a ..............
14. Wetted perimeter, pw........................................ft
15. Hydraulic radius r= a/pw Compute r.................ft
16- Channel slope, s ....... ...................................Wit
17. Manning's roughness coefficient, n ..............................
18. V =11.49 r^(2/3) s^(112)] / n Compute V ..............ff/s
19. Flow length, L .................................................. ft
20. Tt = L Compute Tt ...............hr +
0.00
3600 V
21. Watershed or subarea To or Tt (add Tt In steps 6, 11, and 19)
Hr = 6.36
Min = 18.0
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1905
ESP Associates', PA
Po Box 7030
Charlotte NO 20241
Rainfall, P, taken from
NCDEIJR.B ' P -Design N1anu"a! fuly'�007
HMP 1 PRE
ESP TOC Coics
61`1512017

ESP Associates, P.A.
84 Chartwell Center Drive, Suite D Cornelius, NC 28031 Phone [phone] Fax [phone]
Time of Concentration (Tc) or Travel Time (Tt)
Project Alexander Glen By JWF Date 6/9/2017
Location Rockwell, Cabarrus County, NC Checked DB Date
Circle One: Present Developed BMP 1 POST
VA;, -_ - -
SEGMENT ID --= nwa
LQra`s_s-EBJff"- Vda= _Grass Bermuda:
1. Surface description (table 3-1) .......... 4`_ -,a
.-_ _ --
2. Manning's roughness coefficient, n (table 3-1) ............... _ 0;41�� �-=•=�-0:41 -.
3. Flow length, L (total L!; 300 ft)..............................ft O 0295 - -40
4. Two-year 24-hour rainfall, P ...................................In _ _ 3.40 3.40
5. Land slope, s ..................................................... f /ft E = 0X,7.0 2.2
5.x:, �`--�
6. Tt= 0.007 fnLl^0.8 Compute Tt ................ hrl 0.04 + 1 0.06 0.10
P2110.5 s110.4
SIVA tOW CO140EfiLTRi4�fFD F� C]r 4 - - `^ --,..._
SEGMENT ID ��a'==�
7. Surface description (paved or unpaved) um ave`d = :a a =�-
8. Flow length, L .................................................. ....ft §E!:.--32 28F W
9. Watercourse slope, s .......................................... ` =11; CI0 = ::0:0150
10. Average velocity, V (figure 3-1) ............................... 2.282 2.49
11. Tt = L Compute Tt ..............hr 0.02 + 0.01 0.03
3600 V
�� =-
SEGMENT ID �au�� gm �-�.: �_=
12. Channel type (Pipe or Open Channel) pe
---
13. Cross sectional flow area, a.....................................ft2 1.77 4.91
14. Wetted perimeter, pw .............................ft 4.71 7.85
15. Hydraulic radius r = a/pw Compute r................ft 0.38 0.63
16. Channel slope, s ..........................................fflft ffiM 0 0 T == = 91M0`005-
17. Manning's roughness coefficient, n .............................. 0.012 0.012
4
18. V = [1.49 r^(2/3) s"(1/2)] I n Compute V ..............ft/s 8.42 6.42
19. Flow length, L..................................................ft EVURM-- X00
20. Tt = L Compute Tt ...............hr 0.02 + 0.03 0.05
3600 V
21. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19) Hr
Min = 10.8
Reference: Urban Hydrology for Small Watersheds
Technical Release 65, Soil Conservation Service
U.S. Department of Agriculture, June 1985
ESP Associates', PA
Po Box 7030
Charlotte NC 28241
Rainfall, P, taken from
NCDENl�St1AP� Design;Manual;�.2��7=
BMP 1 POST
ESP TOC Cal=
6/1812817

Sand Filter Design Worksheet
Drainage Area (A)= 14.5s-- = Ac BMP4
Impervious Area = Ac 2 Sand Filters
Percent Impervious (1) _
1 -year 24 hr starm event (P) _ ''mm 2$t T-« inches
Compute Runoff Coeffecient
RV = 0.05+0.009([)
0.36
Compute Water Quality Volume (WO .1
WQv= 1.ORvAl12
0.440 ac -ft
19,177 cf
Convert Water Quality Volume to inches
WQv= 1.0(Rv)
0.36 inches
Pre -Developed Wetahted Curve Number
Soll Type Area (Acres) Use
Hydrologic boll
Group CN
Brush/Gra-§§
we/C , _ -' = 77:•=:-:
=wEne= •_.rw-==a8:58:==_: ==Wooded
"-•'-,'Int ervioUs = =z.` j•.^: = ; 5:06 =--Pav@d=
Total 17.58
CNw,bt,i,d= 74
Post -Developed Weiqhted Curve Number
Soil Type Area (Acres) Use
Hydrologic of
Group CN
P--B/RJtG = = = 8€10 - == =Grass.:
=. _ =- C =- _= '74 =
"-•'-,'Int ervioUs = =z.` j•.^: = ; 5:06 =--Pav@d=
Total 14.58
CNv,evdtd= 82
The modified post -developed curve number
CN„,.yum= 1000/[10+5P+10WQ,r10(WQvz+1.25WQvP)°S)
91.1
Use = 92.0
Compute Water Quality Volume Release Rate (WQ . release re
WQv release rate = WW(40hr x 3600 seclhr)
WQv release rate = 0.133 cis

Compute Sand Filter Area to Treat Water
Quallty Volume
Surface Area filler Bed (ft Z) =
A,- 1,600
filter bed depth (ft) =
dr
coefficient of permeability of=
k -
flier media (ft/day)
Perimeter (P) =
average height of water above =
hf
filler bed (ft)
0.125
design filter bed drain time (days)
ArRequired= (WQ„}(dfy((kXhr+dd(4))
= 1,650 flZ
Use: =_ 9S'•X60jME]
ArProvlded= 1,600 ftz
Compute Stage Discharge for Sand Filler Media
Qa= AKkKhr+drN(dr))
Elevation
Qo = 0.146 cis
Elevation;;,,;
Qo = 0.128 ds
Elevation
Qo — H 0.109 ds
Elevation i ` r t93:5,;r
Q,= 0.091 ds
Elevation ;i69E-q-- •;
Qo = 0.073 cfs
Elevation
%= 0.000 cis
Size Sand Filter Underdrain System
WQ„= 19,177 ft'
WQ„ release rate = 0.133 cis
Assume Pipe length and size
Length of Sand Filter=x_=60' feet
Number of Rows = E_ ry ^2
Size of pipe =
Total length of pipe = 120 feet
Number of perforations = 1,920 holes
50% of perforations = 960
Capacity of one Hole= CA(2gh)OS
0.0076 cfslhole
Total Capacity= 7.52 cis
Perforation Capacity= 7.52 cis
WQ„ release rale = 0.133 cis
Is the Perforation Capacity greater then the WQv release rale?
Answer. Yes
Compute_Underdraln Deslon Capacity
Size of pipe =
6.00
Inches
Slope of pipe (S) 4 _ ' i 0 ;005 _ m? ft/ft
n
'
y
Area of Pipe (A) =
0.1963
ft
Perimeter (P) =
1.57
ft
Wetted Pedmiter (A/P)=
0.125
ft
Capacity of pipe = 1.491nXAXA1P)0-07(S)o5
0.57 cis
Capacity 50% clogged = 0.29 ds
Is the Pipe Capacity greater than the WO , release rate?
Answer. Yes
Is the Pipe Capacity greater than the release rate of the filler media at average depth'
Answer. Yes

Hydrograph Report 3
Hydraflow Hydrographs Extension for AutoCADO CNII MOD 2015 by Autodesk, Inc v10.4 Friday, 06 / 30 12017
Hyd. No. 1
BMP 1 PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 24.07 cfs
Storm frequency
= 2 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 78,249 cuft
Drainage area
= 17.780 ac
Curve number
= 74
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 18.00 min
Total precip.
= 3.46 in
Distribution
= Type Il
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00-
4.00--
BMP
.004.00
BMP 1 PRE
Hyd. No. 1 — 2 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
M
4.00
0.00 1 1 1 1 1 1 --e I I I I I-- �--�t\ 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1
Time (min)

Hydrograph Report
Hydratiow Hydrographs Extension for AutaCAD0 Civil 3D0 2015 by Autodesk, Inc v10.4
Hyd. No. 2
BMP 1 POST (without
controls)
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 14.780 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.46 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
40.00
30.00
20.00
10.00
120 240
Hyd No. 2
BMP 1 POST (without controls)
Hyd. No. 2 — 2 Year
360 480 600 720 840 960
4
Friday, 05 130 / 2017
= 37.32 cfs
= 720 min
= 96,804 cuff
= 82
= Oft
= 10.80 min
= Type 11
= 484
Q (cfs)
40.00
30.00
20.00
10.00
_"• 0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydrallow Hydrographs Extension for AutoCADO civil 3D@2015 by Autodesk. Inc. v10.4
Hyd. No. 3
BMP 1
Hydrograph type
= Reservoir Peak discharge
Storm frequency
= 2 yrs Time to peak
Time interval
= 2 min Hyd. volume
Inflow hyd. No.
= 2 - BMP 1 POST (without contddi#. Elevation
Reservoir name
= BMP 1 Max. Storage
Storage Indication method used.
BMP 1
5
Friday, 06 130 / 2017
= 16.89 cfs
= 730 min
= 78,134 tuft
= 698.97 ft
= 37,150 cult
Q (cfs) Hyd. No. 3 — 2 Year Q (cfs)
40.00 40.00
30.00 30.00
I
20.00 20.00
I
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 2 Total storage used = 37,150 cuff

Pond Report s
Hydraflow Hydrographs Extension for AutoCAD® C!vn 3D@)2015 by Autodesk. Inc. v10.4 Friday, 06 / 3012017
Pond No.1 - BMP 1
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 695.00 it
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cult)
0.00
695.00
5,216
Stage 1
0
0
1.00
696.00
Stage
7,193
Elevation
6,177
6,177
PrtRsr Wr A
Wr B
2.00
697.00
ft
9,348
ft
8,246
14,424
cls cis
cis
3.00
698.00
0.00
11,592
695.00
10,449
24,873
- 0.00
0.00
4.00
699.00
1.00
13,896
696.00
12,725
37,598
- 0.00
0.00
5.00
700.00
2.00
16,256
697.00
15,059
52,657
- 0.00
0.00
6.00
701.00
3.00
18,675
698.00
17,450
70,107
- 0.00
0.00
7.00
702.00
4.00
21,150
699.00
19,898
90,004
- 0.00
0.00
Culvert / Orifice Structures
- 17.45
5.00
52,657
Weir Structures
48.20 is
2.38 is -
- 15.89
[A]
[B]
[C]
[PrfRSr]
70,107
[Al [B]
[C]
[D]
Rise pn)
= 30.00
6.00
0.00
0.00
Crest Len (ft)
= 13.50 30.00
2.50
0.00
Span (in)
= 30.00
6.00
0.00
0.00
Crest EI. (ft)
= 699.50 700.50
697.50
0.00
No. Barrels
= 1
2
0
0
Weir Coeff.
= 3.33 3.33
3.33
3.33
Invert EI. (ft)
= 693.00
697.45
0.00
0.00
Weir Type
= 1 Clpllf
Rect
Rect
Length (ft)
= 64.00
0.00
0.00
0.00
Multi -Stage
= Yes No
Yes
No
Slope (%)
= 1.09
0.00
0.00
Na
N -Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.50
0.60
Exiil.0whr)
= 0.000 (by Contour)
Mulu-Stage
= nla
Yes
No
No
TW Elev. (ft)
= 0.00
Note: Culved rifte aut lows are analyzed under mint go)and outlet (oc) control. Weir dsars chocked for orifice conditions (Ic) and submergence (s).
Stage 1
Storage / Discharge Table
Stage
Storage
Elevation
Clv A
CIV B Civ C
PrtRsr Wr A
Wr B
Wr C Wr D Exfil
User Total
ft
cult
ft
cfs
cfs cis
cls cis
cis
cfs cis cis
cis cis
0.00
0
695.00
0.00
0.00 -
- 0.00
0.00
0.00 - -
- 0.000
1.00
6,177
696.00
20.20 oc
0.00 -
- 0.00
0.00
0.00 - -
- 0.000
2.00
14,424
697.00
20.20 cc
0.00 -
- 0.00
0.00
0.00 - -
- 0.000
3.00
24,873
698.00
20.20 ac
1.04 is -
- 0.00
0.00
2.94 - -
--- 3.979
4.00
37,598
699.00
20.20 cc
2.16 is -
- 0.00
0.00
15.29 - -
- 17.45
5.00
52,657
700.00
48.20 is
2.38 is -
- 15.89
0.00
29.92s - -
- 48.20
6.00
70,107
701.00
60.6610
0.761c -
- 40.4gs,
35.32
19.41s - -
- 95.98
7.00
90,004
702.00
65.55 lc
0.451c -
- 47.95s
183.53
17.12s - -
- 249.05

Hydrograph Report
Hydrailow Hydrogrephs Extension for AuloCADS Civil 3130 2015 by Autodesk, Inc. v10.4
Hyd. No. 1
BMP 1 PRE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 17.780 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.04 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0
BMP 1 PRE
Hyd. No. 1 —10 Year
8
Friday, 06 / 30 12017
= 49.16 cfs
= 724 min
= 154,654 cult
= 74
= 0 f
= 98.00 min
= Type 11
= 484
Q (CN)
50.00
40.00
30.00
20.00
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydr®graph Report
HydraRow Hydrographs Extension for AutoCAD® Civil 3139) 2015 by Autodesk, Inc. v10.4
Hyd. No. 2
BMP 1 POST (without
controls)
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 14.780 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.04 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs
70.00
60.00
50.00
40.00
30.00
20.00
10.00
9
Friday, 06 130 12017
= 66.14 cfs
= 720 min
= 172,340 cuft
= 82
= Oft
= 10.80 min
= Type II
= 484
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31M 2015 by Autodesk, Inc, v10.4
Hyd. No. 3
BMP1
Hydrograph type
= Reservoir Peak discharge
Storm frequency
= 10 yrs Time to peak
Time interval
= 2 min Hyd. volume
Inflow hyd. No.
= 2 - BMP 1 POST (without contiMla*. Elevation
Reservoir name
= BMP 1 Max. Storage
Storage Indication method used.
Q (cfs
70.00
60.00
40.00
30.00
rI II
10.00
BMP 1
Hyd. No. 3 —10 Year
10
Friday, 06130/2017
= 48.94 cfs
= 726 min
= 153,669 cuft
= 700.03 ft
= 53,080 cuft
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Hyd No. 2 ® Total storage used = 53,080 cuft Time (min)

12
Hydrograph Report
Hydraffow Hydrographs Extension for AutoCAD@ Civil 3D02015 by Autodesk, Inc. v10.4
Friday, 05 13012017
Hyd. No. 1
BMP 1 PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 92.43 cfs
Storm frequency
= 100 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 289,213 cuft
Drainage area
= 17.780 ac
Curve number
= 74
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 18.00 min
Total precip.
= 7.50 in
Distribution
= Type 11
Storm duration
= 24 hrs
Shape factor
= 484
BMP 1 PRE
Q (cfs) Hyd. No. 1 —100 Year Q MS)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 nn
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 Oo
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D@ 2015 by Autodesk, Inc. vi 0.4
Hyd. No. 2
BMP 1 POST (without
controls)
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 14.780 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 7.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs
120.00
100.00
80.00
60.00
40.00
20.00
BMP 1 POST (without controls)
Hyd. No. 2 —100 Year
13
Friday, 06 / 30 12017
= 112.25 cfs
= 720 min
= 298,021 cuft
= 82
= Oft
= 10.80 min
= Type 11
= 484
Q (cfs)
120.00
100.00
T-1 We
40.00
20.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph
Report
14
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2015 by Autodesk, Inc. v10.4
Friday, 06 130 / 2017
Hyd. No. 3
BMP 1
Hydrograph type
= Reservoir Peak discharge
= 96.96 cfs
Storm frequency
= 100 yrs Time to peak
= 724 min
Time interval
= 2 min Hyd. volume
= 279,350 cuft
Inflow hyd. No.
= 2 - BMP 1 POST (without contd+di#. Elevation
= 701.01 ft
Reservoir name
= BMP 1 Max. Storage
= 70,274 cult
Storage Indication method used.
Q (Cfs
120.00
100.00
40.00
20.00
BMP1
Hyd. No. 3 —100 Year
Q (cfs)
120.00
100.00
20.00
0.00" `
��� 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Hyd No. 2 Total storage used = 70,274 cult Time (min)

ESP Associates, P-A-
347Stahcrm"lRPod. FavI6914512 MDR PhmcfiflM(1 -1_440 Fu 803.903--515
Runoff Curve Number and Runoff
Project AlarcandsrGEnn
BY JWF
Dala
WBte'IIt7
Locauaa Radweel, Cabanas County. NC
Checked DS
Dale
Circle Dna: Pmsent Developed BMP 2 Pre
iXRt3noRCOivaj um6a I'�_'�=-- `A_ —
wrIMF�w
.I
Sall caval3ascripuca
CN,
Area
Product
HydroiagTc (covartype, huabnad
Tbl. Fig. Ffg.
of
Group and drata icrmnduon)
2.2 2-3 2.4
Ates
CNxama
iF^gJ
7a
=13 _
-- —
SOM
C ----Y.aaa;tiFaroonoRian_-- _ �=
D (PxPJPxC
73
— 91
- -
33653
• UsaodyanaCNsourceparrne
Totals=
ISM
130043
CH (waFghtad) total ct = 1300.43 v 709
Use CN. i 1
total area 18.38
--m-M1
Sterm Rt
Slarzn 42
Slorm 93
Frequanry yr
2
10
100
RalnUI. P (24-hour) In
3.40
4.44
7.33
Runoff,a in
190
297
4.00
(Use Farad Chiv4lh tabla 3.11, rig. 2-1,
and equararl 3.14)
Relere = UrbaaHydmSWfor Small Mlemhmld Rehtd4P,bftnban
Technical Release SS. Sell QxmmallanSemi=
U.S. Da edmmddA
ESP AL=W a; PA
Faeaa7=
Chuklla 1=7141
SUP a Pr■
ESP crr CAI=
ChErZO17

ESPAssociates, P.A.
7S7Ct.1..,.•.reRim Pmtxtn1 sC 3108 PinMEUM86'_-7440 Fm 9!1}•6@-2515
Runoff Curve Number and Runufi
Pm]ed Atm=darl3an0
By JwF
Date
61@m
Location Nodrwa4Cabaml9Ceun1Y NC
Chocked OB
Data
Circle Ona: Pteaant Developed HMP 2 Post
soti Cavar esc;VUon
H•
AM
Product
Hydralo0le (eavertype, fraafined
1g. 0•
of
Gro andhydrole IccandUon
2� 2.3 2-0
Acres
CN%arna
A — .avedarpa,� 'ma ° _ yse- a ,RO =ga
-
463.64
�~
j orassmvanl �} =
74
9_ �i,�
43436
IF�e
T"�Opan_ppp:eW od 511)7 t—
74
T-
15012
{pt9leayej}
B mpicl
• UssulyonoCN=aacoperOne
Total$=
1 1203
1046.14
cN(Walghted)Iotaiaroduct= 1046.14 = 030
UsOCN=�e3
totalarm 1263
Storm 92
Storm 93
Fmquanty yr
N3.4
10
1100
RalydaU,P(24•hour) In
494
7.33
Runoff.0 In
3.12
534
(Use P and CN%%M table 3.11, fl0.2-1,
and equation 3.14)
Wiearaw Urban Hyftb0ykrrSmalWaknJods AokttAP.lakunIMM
7odmkalHmmm6s sdlcmnmrotlonSotvsm UAA'SNlVs�"'-�__..
U80opwtmetdoFAUrfruftco, June 160=
SP Agate-, PA
Fo8ca 7030
Cfmbao h07041
EUP 2 P --
ESP
-ESP a1 Cala
WM7nls

ESP Associates, P.A.
RA rl ..I Al Center Drive._ suite n Cornelius, NC 28031 Phone [phone] Fax [phone]!
Time of Concentration (Tc) or Travel Time (Tt)
Project Alexander Glen By JWF
Date 6/912017
Location Rockwell, Cabarrus County, NC Checked 1313
Date
Circle One: Present Developed BMP 2 PRE
NO—
IM
M
SEGMENT ID nmgu.-�B
1. Surface description (table 3-1) ................................. dbds= - Eft
2. Manning's roughness coefficient, n (table 3-1) ................ M -FRE �-71WKBRV=
3. Flow length, L (total L:5 300 ft)............................... ft
4. Two-year 24-hour rainfall, P ...................................in 3.40
5- Land slope, s ...................................................... fuRl
6. Tt = 0.007 (WAG. 8 Compute Tt ................hr 0.16 —1 + I
0.16
P210.6 s10.4
SEGMENT ID
7. Surface description (paved or unpaved) ....................... WUnJYffVdd7E05F
8. Flow length, L ......................................................ft 83501—EFR37
9. Watercourse slope, s .......................................... fifft
10. Average velocity, V (figure 3-1) ............................... 3.227
11. Tt= L Compute Tt ..............hr 0.12 +
0.12
3600 V
—5 LIM
MORION
M
SEGMENT 10
12. Channel type (Pipe or Open Channel)
13. Cross sectional flow area, a ..................................... fF
14. Wetted perimeter, pw .........................................ft
15. Hydraulic radius r= alpw Compute r ................It
16. Channel slope, S .............................................. ft/ft
17. Mannings roughness coefficient n ..............................
18. V = [1.49 rA(213) SA(1/2)] I n Compute V .............. ftfs
19- Flow length, L ................................................... ft
0.00
20. Tt= L Compute Tt ...............hr +
3600 V
21. Watershed or subarea Tc, or Tt (add Tt In steps 6, 11, and 19)
Hr — FF ---0,28
Min = 16-8
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Sall Conservation Service
U.S. Department of Agriculture, June 1286
ESP Associates`, PA
Po Box 7030
Chadofte NC 28241
Rainfall, P, taken cram
BMP ZPRE
ESP TOC CaIUS
61159017

C
0
0
J
ES- P Associates, P.A.
84 Chartwel% Center Drive, Suite D Cornelius, NC 28031 Phone [phone] Fax [phone]-
Time of Concentration (Tc) Or Travel Time (Tt)
Project Alexander Glen By JWF Date 6/9/2017
(Location Rockwell, Cabarrus County, NC Checked DB Date
Circle One: Present <Developed RMP 2 POSY
SEGMENT ID 9 : __a
1. Surface description (table 3-1) u !; i
Gras
2. Manning's roughness coefficient, n (table 3-1) ................ !N =`'0:4
_-
3. Flow length, L (total L <_ 300 ft)...............................ft gf I
4, Two-year 24-hour rainfall, P..................................in 3.4
5. Land slope, s ..................................................... fi/fi _ - Q ,
G. Tt = 0.007 (nL)110.8 Compute Tt ................ hrl 0.12
P2110.5 s"0.4
SEGMENT ID M22599t
7. Surface description (paved or unpaved) m _un t
8. Flow length, L......................................................tt
S. Watercourse slope, s ....................................ft/ft
10. Average velocity, V (figure 3-1) ............................... 2.3
11. Tt= L Compute Tt .............. hrl 0.01
3600 V
+ I 0.01
SEGMENT ID
- E � _
12. Channel type (Pipe or Open Channel)
4@r§=P_;i a MiR9912NPQ_ ; -=
13. Cross sectional flow area, a.....................................ftz
1.77
4.91
14. Wetted perimeter, pw.........................................ft
4.71
7.85
15. Hydraulic radius r = a/pw Compute r.................ft
0.38
0.63
16. Channel slope, s
^r
i---
17. Manning's roughness coefficient, n ..............................
0.012
0.012
18. V = [1.49 r"(2/3) s"(1/2)j / n Compute V ..............fi/s
12.91
12.84
19. Flow length, L...................................................ft
=�=500= i
58 -mi -
20. Tt= L Compute Tt ... ........... hr
0.01
+ 0.01
3600 V
21. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19)
Hl' =
Min =
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Associates', PA
Po Bax 7030
Chadotie NC 28241
0.1
0.021
Rainfall, P, taken from
iNCDENR�-M �gn�Manua; Ju_xa 1y2007
BMP 2 POST
ESP TOC Cates
6115/2017

e
Sall Type
Sand Filter Design Worksheet
Hydrologic
Group CN
Drainage Area (A) = i;! i!:-12:6 = . _ :AC BMP -2
ISICI:::;_1 .:-73-_.
impervious Area =-• ' . `'; '4.73 ; I Ac 2 Sand Filters
—C": - •s,70:-.
Percent Impervious (1) _ ' = 3696 ;
Total
"car 24 hr storm event (P) = '..:2.ai ,Inches
Total 12.6
Compute Runoff Coerfeclant
R„ = 0.05 +D.0119(i)
0.39
e
CamouteWater Qual' VolumfWQ.i
WQ,= 1.DR„AI12
— 0.407 20-11
= 17.740 d
Canvert Water Qua1Hv Volume to Inches
WQr=-DIRrI
0.39 Itches
IIraneval..nnrT Wnlnhlnrt r`irun Nmhnr
Sall Type
Area Acres Use
Hydrologic
Group CN
=-'-PxBIPxC::•-::^ ; 1, --4.50,„ -Wooded
ISICI:::;_1 .:-73-_.
-':EnB i37T 1•'• Wooded
—C": - •s,70:-.
ions- - 7,4.73.•paved
Total
18.35
Total 12.6
SoliT a Area Acres
CN.%tw =
Hydrulagic Sall
Group CN
71
Grass: t !':,74=1:
---.dm
SoliT a Area Acres
Use
Hydrulagic Sall
Group CN
The mod10ed post-daveloped curve number
Grass: t !':,74=1:
---.dm
Grass•, " 1) '-74:':-
ions- - 7,4.73.•paved
Use = 02.0
Total 12.6
ri
u
1
CN„,kH.d= 03
The mod10ed post-daveloped curve number
CN„,g1r,n = iooaql0-E5p+i0WQr70(WQv2+1.25WQ„P)°�
— 91.7
Use = 02.0
Cargpute Water Quallty Valuma Release Rpte IWQ„ release
WQ, Masse rate= WO)(40hrx 3600 serlhr)
WQ, release rale = 0.123 ds
ri
u
1

I
I
IComouto Sand Filter Area to Treat Water Oualltv Volume
Is the Pipe Capacity greater than the WO, release rata?
Answer. Yes
Is the Pipe Capacity greater than Iha release rate of the filtarmadia, at average dept
Answer. Yes
Surface Area filter Bad (fe)
A,= 1,800
Elevation:590.: 'i ' ': '
ffharbaddepth(R)=
dr=','?ad..
coefficient. of permeability or =
k=•:• _35
I fa
filter media (111day)
Elevation ::!"--S
average height afwaler above =
hf- .-:-:2.9:
C),)=-11O.OD1 G115
filter bad (111)
�OD73
design filter be time drain e (days) ff=
AlRequl-d= (WQj(ddq(k)(hrWd(h))
'
—
Eavailan
1,527 IF
Q,= 0.1100 ck
use.,'.
Irik
At PrWded=
1.800 IF
WO, release rate = 0.123 Cis
Compute Stage Discharge for Sand
Filter Media
Is the Pipe Capacity greater than the WO, release rata?
Answer. Yes
Is the Pipe Capacity greater than Iha release rate of the filtarmadia, at average dept
Answer. Yes
%= A&A + ONOM
Elevation:590.: 'i ' ': '
Qo= 0,146 cis
Elevation-Qo= 689.5:
--6.-k' ""c,
I fa
Elevation ::!"--S
Elevation . �koy
C),)=-11O.OD1 G115
�OD73
Qa= cts,
'
—
Eavailan
Q,= 0.1100 ck
Size Sand Miter Underdrain Sysla
WQv = 17.740 fe
WO, release rate = 0.123 Cis
Assume Fine lanalh and size
Length or Sand Filter=.:: Gi
Sim of pipe
Total length of pipe =
Number ol'perrarallarts = I'm holes
5Q%ofpLqf3raUans= 960
Capacity of ons- Hole= CA(2gh)u
O.UD7a cls/hole
Total Cape* - 7.52 cls
Perforation Capacity- 7.62 ds
WO, release rate - 0.1123 cis
Is the Perforation Capacity greaterthan the WQv release rate?
Answer. Yes
Compute Undefdroln Deslnn Capacity
Size ufplpe 6.00Inches
. ""-. WR
Slope of pipe (S)=
n=
Area of Pipe (A) = 0.1953 to
Forftneler (P) = i.57 R
Wailed Pedmfter(A(P)= 0.125 R.
Capacity of pipe a 1.4g1nXAj(A1PfO(Srs
0-57 cis
Capacity 50% clogged 029 Urs
Is the Pipe Capacity greater than the WO, release rata?
Answer. Yes
Is the Pipe Capacity greater than Iha release rate of the filtarmadia, at average dept
Answer. Yes

1
1
1
1
1
1
Hydrograph Report
Hydraflow Hydrographs Exterw1un for AutoCAD® Cfvfl 3D@)2015 by Autodesk. Inc. v10A
Thursday, 0$11512017
Hyd, No. 4
BMP 2 PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 20.75 cfs
Storm frequency
= 2 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 69,281 cult
Drainage area
= 18.380 ac
Curve number
= 71
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 16.80 min
Total precip.
= 3.46 in
Distribution
= Type 11
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
2'1.00
18.00
15.00
12.00
9.00
6.00
3.00
BMP 2 PRE
Hyd. No. 4 — 2 Year
Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00 1 I I I r i Z i i , I I -I1 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 4

Hydrograph Report
HydraQow Hydrographs i denstorn farAutuCAO® CIA 3D@ 2015 by Autodesk, Inc. v10.4
Hyd. No. 5
BMP 2 POST (without controls)
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 12.630 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.46 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
BMP 2 POST (without controls)
Hyd. No. 5 -- 2 Year
Thursday, 06/15/2017
= 33.28 cfs
= 720 min
= 86,284 cuff
= 83
= Oft
= 10.00 min
= Type Il
= 484
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 1 1 1 1 1 1 1 1 1 ------h 1 0.00
0 120 240 360 4$0 600 720 840 960 1080 1200 1320 1440 1560
Time (mitt)
Hyd No_ 5

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO C10 3D02015 by Autadesk Inc. ADA
Hyd. No. 6
BMP 2
Hydrograph type
= Reservoir Peak discharge
Storm frequency
= 2 yrs Time to peak
Time interval
= 2 min Hyd. volume
Inflow hyd. No.
= 5 - BMP 2 POST (without conbM4. Elevation
Reservoir name
= BMP 2 Max. Storage
Storage WcaUon method used
Q (Cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
BMP2
Hyd. No. 6 — 2 Year
Thursday. 05 115 12017
= 16.03 cfs
= 730 min
= 68,575 cult
= 693.39 ft
= 34,423 tuft
Q (cfs)
35.00
30.00
25.00
20.00-
15.00
10.00
5.00
0.00 f .1 i f 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Hyd No. 5 FFTITI Total storage used = 34,423 cuts Time (min)

Pond Report
E
Hydraflow Hydrographs Extension for AutoCADO CiviI 3 D 2015 by Autodesk, Inc v10 4
Friday, 06 / 30 / 2017
Pond No. 2 - BMP 2
Note Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for onfice conditions (ic) and submergence (s)
Weir Structures
Storage I Discharge Table
Pond Data
[A]
Contours -User-defined contour areas
Conic method used for volume
calculation Begining
Elevation = 690 00 ft
Stage / Storage Table
[B]
[C]
[D]
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
000 69000
7,135
0
0
100 69100
8,844
7,973
7,973
2.00 69200
10,609
9,712
17,686
300 69300
12,430
11,506
29,192
400 69400
14,308
13,357
42,549
500 69500
16,243
15,264
57,812
600 69600
18,234
17,227
75,040
700 69700
20,282
19,247
94,287
Culvert / Orifice Structures
Note Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for onfice conditions (ic) and submergence (s)
Weir Structures
Storage I Discharge Table
[A]
[B]
[C]
[PrfRsr]
Elevation
[A]
[B]
[C]
[D]
Rise (in)
= 2400
600
000
000
Crest Len (ft)
= 11 00
25.00
500
000
Span (in)
= 2400
600
000
000
Crest EI. (ft)
= 69450
69550
692.50
000
No. Barrels
= 1
2
0
0
Weir Coeff.
= 333
333
333
333
Invert EI. (ft)
= 68800
69201
000
000
Weir Type
= 1
Cipltl
Rect
---
Length (ft)
= 6400
000
000
000
Multi -Stage
= Yes
No
Yes
No
Slope (%)
= 084
000
000
n/a
— --- 3019
500
57,812
69500
36 56 is
N -Value
= 013
013
013
n/a
600
75,040
69600
39 92 ic
0 35 ic --
Orifice Coeff.
= 060
060
060
060
Exfil.(in/hr)
= 0 000 (by
Contour)
0 22 ic ---
--- 22 66 s
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 000
Note Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for onfice conditions (ic) and submergence (s)
Stage I
Storage I Discharge Table
Stage
Storage
Elevation
Civ A
Clv B CIV C
PrfRsr Wr A
Wr B
Wr C Wr D
Exfil User Total
ft
cuft
ft
cfs
cfs cfs
cfs cfs
cfs
cfs cfs
cfs cfs cfs
000
0
69000
000
000 ---
--- 000
000
000 ---
--- -- 0 000
1 00
7,973
691 00
12 22 oc
000 ---
--- 000
000
000 --
-- --- 0 000
200
17,686
69200
12 22 oc
0.00 -
— 000
000
000 --
--- --- 0 000
300
29,192
69300
12 22 oc
1.63 ic ---
-- 000
000
589 ---
-- --- 7 513
400
42,549
69400
30 19 ic
1.90 Ic ---
--- 0.00
000
28 29 s ---
— --- 3019
500
57,812
69500
36 56 is
0 75 ic ---
--- 9 39 s
000
2641 s ---
-- --- 3655
600
75,040
69600
39 92 ic
0 35 ic --
--- 18 23 s
2943
21 34s —
- — 6935
700
94,287
69700
42 74 ic
0 22 ic ---
--- 22 66 s
15294
19 84 s —
-- --- 19567

Hydrograph Report
HydraTlow Hydwgraphs ExtensTan for AutoCACO GIA 3M2015 by Autadesk, Inc. v10.4
Hyd. No. 4
BMP 2 PRE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 18.380 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.04 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
50.00
40.00
30.00
20.00
10.00
BMP 2 PRE
Hyd. No. 4-10 Year
0.00 r-
0 120 240 360 480 600 720
Hyd No. 4
Thursday, 05/15/2017
= 45.07 cfs
= 724 min
= 143,232 cult
= 71
= 01t
= 16.80 min
= Type it
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
I i i i --M 1 0.00
840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydratlow Hydrographs Extension for AuIaCADE C A 31392M by Autodesk, Inc. MA
Hyd. No. 5
BMP 2 POST (without
controls)
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 12.630 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.04 in
Distribution
Stone duration
24 hrs
Shape factor
Q ps)
60.00 -
50.00
40.00
30.00
20.00
10.00
0.00 ' '
0 120 240
Hyd No. 5
BMP 2 POST (without controls)
Hyd. No. 5 —10 Year
Thursday, OB 115 / 2017
= 58.11 cfs
= 720 min
= 151,782 cuft
83
= Oft
= 10.00 min
= Type 11
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
i r, rr rr;
I 1 1 1 1 - ' 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydrallow Hydrographs Extension for AutoCAD® Civil 3M 2015 by Autodesk, Inc. v10.4
Hyd. No. 6
BMP 2
Hydrograph type
= Reservoir Peak discharge
Storm frequency
= 10 yrs Time to peak
Time interval
= 2 min Hyd. volume
Inflow hyd. No.
= 5 - BMP 2 POST (without contMl#. Elevation
Reservoir name
= BMP 2 Max. Storage
Storage Indication method used.
Q (cls)
60.00
40.00
30.00
20.00
10.00
0.00 r 1
0 120 240 360
Hyd No, 6
BIUIP 2
Hyd. No. 6 —10 Year
480 600 720
Hyd No. 5
Thursday, 06 / 15 / 2017
33.17 cfs
= 728 min
= 134,074 cult
= 694.55 ft
= 50,788 cult
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
--- 0.00
840 960 1080 1200 1320 1440 1560
Time (min)
� Total storage used = 50,788 cuff

Hydrograph Report
Hydraflow Hydrographs Extension for AuteCADO Civil 3DO 2015 by Autodesk, Inc. v10.4
Thursday, 08/15/2017
Hyd. No. 4
BMP 2 PRE
Hydrograph type
= SCS Runoff
Peak discharge
= 88.52 cfs
Storm frequency
= 100 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 276,751 cuft
Drainage area
= 18.380 ac
Curve number
= 71
Basin Slope
= 0.0%
Hydraulic length
= Oft
Tc method
= User
Time of conc. (TO
= 16.80 min
Total precip.
= 7.50 In
Distribution
= Type ll
Storm duration
= 24 hrs
Shape factor
= 484
Q (Oft)
90.00
80.00
70.00
60.00 •
50.00
40.00
30.00
20.00
10.00
BMP 2 PRE
Hyd. No. 4 —100 Year
Q (cis)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 I 1—`_i 1t —ter I r i i — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 4

Hydrograph Report
Hydraffow Hydmgraphs Extension for AuIoCADD Civil 3EXD 2015 by Auladesk, Inc. v10.4
Thursday, 05 115 / 2017
Hyd. No. 5
BMP 2 POST (without controls)
Hydrograph type
= SCS Runoff
Peak discharge
= 97.55 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 260,096 cuff
Drainage area
= 12.630 ac
Curve number
= 83
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 7.50 in
Distribution
= Type ll
Storm duration
= 24 hrs
Shape factor
= 484
BMP 2 POST (without controls)
Hyd. No. 5 —100 Year
Elm 0001 : =1 ME 001
M w �, "
D
1�
11111
SMIN
120
d®2001
IIMSM
.M
200

Hydrograph Report
Hydrallow Hydrographs Extension far AutoCADS Civil ZD@ 20'15 by Autodesk, lna. v10.4
Hyd. No. 6
BMP 2
Hydrograph type
= Reservoir Peak discharge
Storm frequency
= 100 yrs Time to peak
Time interval
= 2 min Hyd. volume
Inflow hyd. No.
= 5 - BMP 2 POST (without contdrdl#. Elevation
Reservoir name
= BMP 2 Max. Storage
Storage Indication method used
mrsday, 0B 115 I
70.53 cfs
= 726 min
= 242,387 cuff
= 696.02 ft
= 75,360 cuff

ESP Associates, P.A.
W751 - -9Wd- F-IIA8LSC 29708 Phone MMMT -24.40 Fn eo3•Boz-2515
Runoff Curve Number and Runoff
Project Alaxandarl3ann
ey .IV1r
Date
6=17
Dation RBdnwl.CahanusCounty, NG
Checked Ce
Data
Clrcla one(:Pmient Owmiaped Untreated Pre
nAiio"a CUtva•F4tirphQ -di Fu..- =.
_r. --L --
--
Ball CoverDesrfpum
Or
Ama
Pm
Hydmlcglc {Ccvottyperheatmen!
g 111.
of
Group and hydmlgot ceend00n)
2-2 12-312-4
Acral
CNzaraa
It atlmnm0on
-M
1
7@.80
C—_--yao{�tuan—:-=
70
115'
805U
• UseordyanaCN�urcep�dte
TaWa-
239
18030
CH (walgUW fatal omduct a 1603 n 7"
Uia CH.
total area 2.29
afro MERS
-
l
Storm 91
Stamr l42
Mcrzn 43
Freitumlry 4R
2
in
100
RalnFrO.P(244our) in
3411
494
7.33
Rtmoir.0 kl
OAS
199
3.89
(Use P and CNwllh tab10341. 60.2.1.
and e4t a8an 3-14)
Reference Urban Hydralmimrs-zayhlz� Hakd4P.takanrmrt
TadvOcal Hutaam 5% 5d Garsana8m Sandra �r?Wr dl's��lggs
U.S.Oepart ardalAOdcdtmv.JUMIBsO--_-
ESP A=ca4t. PA
PDUrA WO
Cr&l:CPI CMZ4r
W4+" Pry
BSP Crl Cob
am mtr

ESP Associates, P.A.
347512Ecmn-Bl%-& Fmtbttll,SC 3=8 pNam803-801-2.140 F= E03 -SM -2515
Runoff Curve Number and Runoff
project AlaxanderGenn
13y JWF Data
6tarMl7
Laca0m Radmd,CabarrratCounN.NC
Chadcad O9 Date
ClmlaOna prasaat bovalopad UntrealedPost
i.RnaofrCiawAupdmr >3'°a
tom• >__.—
_-�
Sall CavorOesalpUna
Hydmfagfa (eave Wa,tmatmnrd
Group and hydmlonlceondUan)
Cal Area
g. g,
2.2 12-312-4 Ayes
Product
or
CNzaran
(fA?sscawr?-iii=
C74
74 �T =Tis==
85tH
C�= Opae apawAGoad cant m (grass mvari- Sl—
1 xC)
74 ~ice=74 w
04M
_M.^vL--..-
Use anly ena M mursa par 0na
Totals = 2.29
169.40
CH (welsh lotal mdurt= 169.48 = 74.0
uau CN=
WE= 2�9
-"nom.
Storm 0i 51tam 02
Storm 03
pmquancy yr
2 10
100
Ralnrall, P (24•hcur) In
3.40 4.94
733
Runoff, Q In
(trsa Panel CN%flh table 3.11, 8g.24.
1.17 232
433
and aquas= 344)
Reramnan Urban nalnfaltP.takvnums
Tadmkd Rdoosa 55, Sol r, SmvFm }JOAAS NNS- -•="3M1z--
O.S. OeFutmont or Agla ra, luno taea c_--,�•v'r'.=`- =_moi : _
ESPAsa=Wos,PA
Po8os7=
ch.i.pa ec=ut
Lhd,v =Ped
ESP 01 rata
IVISRai7

ESP Associates, P.A.
Aa rhnrrwAl rm,ter nrivr~ Suite D Cornelius. NC 28031 Phone [phone] Fax 903-802--)'
Time of
(Tc) or Travel Time
Project Alexander Glen By JWF
Location Rockwell, Cabarrus County, NC Checked DB
Circle One: CPresent Developed Untreated Pre
SEGMENT ID
1. Surface description (table 3-1) .................................
2. Manning's roughness coefficient, n (table 3-1) ................
3. Flow length, L (total L s300 ft)...............................ft
4. Two-year 24-hour rainfall, P ................................. in
5. Land slope, s.....................................................ft/ft
6. Tt = 0.007 K1110.8 Compute Tt ................hr
P2^0.5 S^0.4
0.46 1 +
SEGMENT ID.�s a—
7. Surface descriptlon (paved or unpaved) ......................=!!ri aed
8. Flow length, L .................................................. ...ft =- =74735
9_ Watercourse slope, s ..........................................Rift 22 0101'6
10. Average velocity, V (figure 3-1) 2.073
11. Tt = L Compute Tt ..............hr 0.10 +
3600 V
SEGMENT ID
12. Channel type (Pipe or Open Channel)
13. Cross sectional flow area, a .....................................ftp
14. Wetted perimeter, pw.........................................ft
16. Hydraulic radius r = a/pw Compute r ................. fl,
16. Channel slope, s............................................ftifE
17. Manning's roughness coefficient, n ............................
18. V = 11.49 x"(213) s"(112)] / n Compute V ..............ft/s
19. Flow length, L ...................................................fit
20. Tt = L Compute n ...............hr
3600 V
21. Watershed or subarea To or Tt (add Tt in steps 6, 11, and 19)
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Assoclatas', PA
Po Box 7030
Charlotte NC 28241
Date 6/9/2017
Date
0.
0.001
Hr
Min
Rainfall, P, taken from
p1EUENftBNfP_=Qesign wiluggI: y2007=
Untreated Pre
ESP TOC Calm
811512017

EMP Associates, P.A.
84 Chartwell Center Drive, Suite D Cornelius, NC 28031 Phone [phone] Fax [phone].'
Time of Concentration (Tc) or Travel Time (Tt)
Project Alexander Glen By JWF
Location Rockwell, Cabarrus County, NC Checked DB
Circle One: QPresent Developed Untreated Post
SEGMENT ID
Date 6/9/2017
Date
1. Surface description (table 3-1) ................................. =Woods L'i ht
2. Manning's roughness coefficient, n (table 3-1) ................ N—RE--
3. Flow length, L (total L:; 300 ft) ....ft X 150 T=
4. Two-year 24-hour rainfall, P................................in 3.40
5. Land slope, s.....................................................ft/ft X0:0800
6. Tt = 0.007 (nQA0.8 Compute Tt ................ hrl 0.28 + 0.28
P2"0.5 9"0.4
SEGMENT ID
7. Surface description (paved or unpaved)......................M__
=Un ailed==
8. Flow length, L .................................................. ..ft X682== - -
9. Watercourse slope, s ............ ..............................ftlft Mt".-. M01.65. 11
10. Average velocity, V (figure 3-1) ............................... 2.073
11. Tl =- L Compute Tt ..............hr 0.09 +
3600 V
SEGMENT ID
12. Channel type (Pipe or Open Channel)
13. Cross sectional flow area, a ......................... I ........ ..A2
14. Wetted perimeter, pw.........................................ft
15. Hydraulic radius r= a/pw Compute r.................ft
16. Channel slope, s..............................................Rift
17. Manning's roughness coefficient, n ..............................
18. V = [1.49 r"(2/3) s"(1/2)] / n Compute V ..............ftls
19. Flow length, L...................................................ft
120. Tt = L Compute Tt ......... ......hr +
3600 V
21. Watershed or subarea Tc or Tt (add Tt In steps 5, 11, and 19) Hr =
Min =
Reference: Urban Hydrology for Small Watersheds Ralnfall� P, taken from
Technical Release 55, Soil Conservation Service °NODENR13MP_05MEM5n�fa1�-JUIV-2007
U.S. Department of Agriculture, June 1986
ESP Associates', PA Untreated Post
Po Box 7030 ESP TOC Ca►s
Charlotte NC 28241 8/15/2017