20220420_ESC_Calculations

CALCULATIONS
FOR
NEW LONDON QUARRY
317 W. GOLD STREET
NEW LONDON, STANLEY CO., NC 28127
BY
Denver Toler, PE
5917 Tillery Drive
Charlotte, NC 28226
[phone]
[e-mail]
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Time of Concentration Calculations based on SCS Equations
PRE -DEVELOPMENT
PROJECT: New L.n&nO-"
SUMASIN ID: SBt 0.20 Acre. DIVERSION 1181
SHEET FLOW
SEG#i SEG#
MANNINGS'n'
0.2A0
2-YEAR, 24-FIR. RAIN FALL (IN)
3.12
3T2
FLOW LENGTH (FT)
300.00
ELEV UP (NGVD FT)
ELEV DOWN(NGVD FT)
681.0
LAND SLOPE(FT/FT)
0.080
0.000IM
m0
T IME OF CONCENTRATION (HRS)
0318
0.000
0.31]8 19.07
SHALLOW CONCENTRATED FLOW SEG#2
SEG#
SURFACE DESCRIPTION(P OR U)
USE V-br Paved
FLOW LENGTH (FT)
ELEVUP(NGVD FT)
ELEV DOWN (NGVD FT)
M
WATERCOURSE SLOPE (FTIFT)AVERAGE
VELOCITY (FTASEC)
hrTIME
OF CONCENTRATION(FIRS)
00D20�
0.14
RECTANGULAR
CHANNEL
CHANNELFLOW
SEG#
SEG# SEG#
SEG#
BOTTOM WIDTH (FT)
0.0
DEPTH (FT)
0.0
AREA (SO. FT)
0.00
0.00
0.00
0.00
WETTED PERIMETER (FT)
0.00
0.00
0.00
0.00
HYDRAULIC RADIUS (FT)
0.00
0.00
0.00
0,60
FLOW LENGTH (FT)
0.00
ELEV UP (NGVD FT)
D.0
ELEV DOWN (NGVD FT)
0.0
CHANNEL SLOPE(FTIFT)
0.000
0.000
0.D00
0.000
MANNINGS'n'
0.000
AVERAGE VELOCITY (FTISEC)
D.-
D.nuo
0.000
0.000
hr
TIME OF CONCENTRATION (FIRS)
0.000
0.000
0.000
0.000
TRIANGULAR CHANNEL
CHANNEL FLOW
TOP WIDTH (FT)
DEPTH (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NOV) FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FTIFT)
MANNINGS'n'
AVERAGE VELOCITY (FTISEC)
TIME OF CONCENTRATION (HRS)
TRAPEZOIDAL CHANNEL
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (2H:1V) (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NOVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
OF CONCENTRATION (HRS)
CIRCULAR CHANNEL
CHANNEL FLOW SEG#
PIPE DIAMETER (IN)
AREA (SG. FT) 0.00
WETTED PERIMETER ITT) 0.00
HYDRAULIC RADIUS (FT) 0.00
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE(FT/FT) 0."
MANNINGS -n-
AVERAGE VELOCITY(FT/SEC) 0.
TIME OF CONCENTRATION(RES) 0.
(Gravity Fla.)
SEG# SEG# SEG#
hr n
O.000Om 0.00
0.wl
0.00
0.
obw
w
O.Lo
0.w
0.00
0,00
0'"
0.O
0.006
0.000
O.00D
0.000
0000
0.000
0.000
TUTAL TIME OF CONCF NTRA110N RESJ 44/4 111 (MINI
U
. �..••4• +n 02LH4

Time of Concentration Calculations based on SCS Equations
PRE -DEVELOPMENT
PROJECT: New Lorton Q-"
SU"ASIN ID. 1 15.M Acre. DIVERSION 2S131
SHEET FLOW
MANNINGS'ri
BEG at
0240
BEG
2-YEAR, 24- HR. RAIN FALL (IN)
3.121
3.12
FLOW LENGTH (FT)
300.00
ELEV UP (NGVD FT)
J2e.4
ELEV DOWN (NGVD FT)
]00./
LAND SLOPE(FTrTT)
0.0]3
0.000
hr Inn
TIME OF CONCENTRATION (HRS)
0.345
0.000
0.3450 20.]0
SHALLOW CONCENTRATED FLOW
SEGA2
BEG
SURFACE DESCRIPTION (P OR U)
U
USE Y'for Paved
FLOW LENGTH (FT)
532
0
ELEV UP(NGVD FT)
ELEV DOWN (NGVD FT)
WATERCOURSE SLOPE (FTrFT)
0.053
0.000
AVERAGE VELOCITY (FTISEC)
9.]28
D.000
M m
TIME OF CONCENTRATION (HRS)
0.040
0.000
0.039a 2.38
RECTANGULAR CHANNEL
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FTIFT)
MANNINGS'n'
AVERAGE VELOCITY (FTISEC)
TIME OF CONCENTRATION (HRS)
TRIANGULAR CHANNEL
CHANNEL FLOW
TOP WIDTH (FT)
DEPTH (FT)
AREA(SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NOVD FT)
CHANNEL SLOPE (FTIFT)
MAN NIN G'S'n'
AVERAGE VELOCITY (FT/SEC)
TIME DF CONCENTRATION (HRS)
CHANNEL FLOW
BOTTOM WIDTH IFTI
DEPT"(FT)
SIDE SLOPES QHA V) (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FTIFT)
MANNINGS'n"
AVERAGE VELOCITY (FTISEC)
TIME OF CONCENTRATION (HRS)
TRAPEZOIDAL CHANNEL
BEG IT BEG BEG IT SEC
0.01 0.
0.0000
CIRCULAR
CHANNEL FLOW BEG
PIPE DIAMETER (IN)
AREA(SQ.FT) 0.00
WETTED PERIMETER (FT) 0..
HYDRAULIC RADIUS (FT) 0.
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE RJIFT) 0.000
MANNWG5-W
AVERAGE VELOCITY (FTISEC) 0.000
TIME OF CONCENTRATION (HRS) 0.000
CHANNEL (G—iry
BEG
Flay)
BEG
BEG#
0.0000 m 0.00
0.00
0.00
0.w
o.
DAO
07
0.00
0.00
0.00
o.
0.000
0.
o.
.006
0--
o"
0.
.000
O.00D
TOTAL TIME OF CONCENTRATION (HRS) :i'� JS P/ IWNI
I AG TIME iHRS I 6 35��]

Time of Concentration Calculations based on SCS Equations
PRE -DEVELOPMENT
PROJECT:
New Lorton Q."
SUB -BASIN ID: 1
4.10 Acres DIVERSION 3882
SHEET FLOW
SEC 01 SEG #
MPRNINGS'n'
2-AR.24-HR.RAIN FALL(IN)
3.12
FLOW LENGTH (FT)
A
ELEV UP (NGVD FT)
ELEV DOWN(NOW FT)
LAND SLOPE(FTIFT)
0.non
ml n
TIME OF CONCENTRATION (HRS)
0.3BY
0.000
0.3666 21 W
SHALLOW CONCENTRATED FLOW SEGR2 SEG#
SURFACE DESCRIPTION IF OR U)
U USE
T'for Paved
FLOW LENGTH (FT)
360
ELEV UP (NGVD FT)
T0eS
ELEV DOWN INGVD FT)
652.0
WATERCOURSE SLOPE(FTIFT)
0.161
0.000
AVERAGE VELOCITY FTISEC)
6.216
0.000 hr m
TIME OF CONCENTRATION (HRS)
0.01
0.000 0.0166
1.01
RECTANGULAR
CHANNEL
CHANNELFLOW
SEG#
SEG# SEC SEG#
CHANNEL FLOW
BOTTOM WIDTH(FT)
0.0
BOTTOM WIDTH (FT)
DEPTH (FT)
0.o
DEPTH (FT)
AREA(SQ. FT)
0.00
0.00 ON
I,o)
SIDE SLOPES(?H:1V)(FT)
WETTED PERIMETER (FT)
0.00
0.00 0.
0o;
AREA(SQ FT)
HYDRAULIC RADIUS (FT)
0.00
0.00 0..
0.00
WETTED PERIMETER (FT)
FLOW LENGTH ITT)
0.00
HYDRAULIC RADUS(FT)
ELEV UP(NGVD FT)
0.0
FLOW LENGTH (FT)
ELEV DOWN(NGVD FT)
0A
ELEV Up (NOW FT)
CHANNEL SLOPE(FTIFT)
0.DD0
0.000 0.000
D.000
ELEV DOWN(NGVD FT)
MANNING'S'n'
0,000
CHANNEL SLOPE(FTIFT)
AVERAGE VELOCITY (FTISEC)
0000
0.000 0.000
0.000 hr
MANNINGS Yi
TIME OF CONCENTRATION( HRS)
."I
0.000 0.000
0.000
0.0000 AVERAGE VELOCITY(FTR
TRIANGULAR CHANNEL
CHANNEL FLOW
TOP WIDTH (FT)
DEPTH (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS IF T)
FLOW LENGTH (FT)
ELEV UP (NOW FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FTIFT)
MANNING'S'n
AVERAGE VELOCITY(FTSEC)
TIME OF CONCENTRATION (HRS)
TIME OF CONCENTRATION (HRS)
TRAPEZOIDAL CHANNEL
CIRCULAR
CHANNEL FLOW SEG#
?IPE DIAMETER (IN)
4REA(SQ. FT) 0.
WETTED PERIMETER(FT) 0.
HYDRAULIC RADIUS (FT) 0.00
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE(FTIFT) 0.-
MANNINGS if
AVERAGE VELOCITY( FT/SEC) 0.000
TIME OF CONCENTRATION (HRS) 0.000
CHANNEL (Gravity
SEG#
Flow)
SEC if
SEC
In
O.000D m D.03
0.00
D.00
0.00
0..
0.00
0.
0.00
0.00
0.
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
1.' . IL -I. I D/��H
� f..1��I:f 2F1 a4 (MINI
1 . 1.TIME IHRSI 4

Time of Concentratlon Calculations based on SCS Equations
PRE -DEVELOPMENT
PROJECT: New London Q-e
SUB -BASIN ID: 8432 S.]U Acme DIVERSION"B2
SHEET FLOW
MANNINGS'n'
SEG 91
0.240
SEG#
2-YEAR, 24-NR..111 FAIL (IN)
3.121
3,12
FLOW LENGTH ITT)
300.00
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
08B.2
LAND SLOPE (FTIFT)
0.000
0.000
hr min
TIME OF CONCENTRATgN (HRS)
0.321
0.000
D.320
10.24
SHALLOW CONCENTRATED FLOW
SEGN2 SEG#
SURFACE DESCRIPTION IF OR U)
USE
R' (or Paved
FLOW LENGTH LET)
E LEV Up (NGVD FT)
ELEV DOWN (NGVD FT)
M01B
WATERCOURSE SLOPE (FTIFT)AVERAGE
VELOCITY(FT15EC)
mn
hrTIMEOF
CONCENTRATION(HRS)
0.0103
1.10
RECTANGULAR CHANNEL
CHANNEL FLOW
SEG# SEC SEG# SEG#
BOTTOM WIDTH ITT)
0.0
DEPTH (FT)
0.0
AREA (SoFT)
0..
ON
0.00
0.00
WETTED PERIMETER(FT)
0,DO
0,N
Odw
0.00
HYDRAULIC RADIUS (FT)
0.DO
o.
0.00
0.00
FLOW LENGTH (FT)
ow
ELEV UP (NGVD FT)
0.0
ELEV DOWN (NGVO FT)
0.0
CHANNEL SLOPE (FTIFT)
O.M
0.000
0.000
0,OW
MANNINGS-W
0.000
AVERAGE VELOCITY IFT/SEC)
O.OW
0.000
0,000
0,000
hr
TIME OF CONCENTRATION(HRS)
0.000
0.000
D.000
0.000
TRIANGULAR CHANNEL
CHANNELFLOW
TOP WIDTH (FT)
DEPTH (FT)
AR EA(SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FTIFT)
MANNING'S'n'
AVERAGE VELOCITY (FTISEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH(FT)
SIDE SLOPES (?H:1V)(FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FTIFT)
MANNINGS'n'
AVERAGE VELOCITY (FTISEC)
TIME OF CONCENTRATION INNS)
TRAPEZOIDAL CHANNEL
SEC BEG SEG# SEG#
CIRCULAR CHANNEL (Gmviry Flay)
CHANNELFLOW
SEG#
SEG#
SEG#
SEG#
PIPE DIAMETER (IN)
AREA (SO. FT)
0 (10
ow
0.00
0.00
WETTED PERIMETER (FT)
ow
0.
ow
0.00
HYDRAULIC RADIUS ITT)
0.00
0,00
0.00
0.00
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FTIFT)
0.000
0.ON
0.No
0.000
MANNINGS'n'
AVERAGE VELOCITY (FTISEC)
O'No
oNO
0.000
0.000
hr m
TIME OF CONCENTRATION (HRS)
0.00000
0.0
0.000
0.000
0.0000 0.00
IOIAIIIME OFCONCENTRATION'HRS� D3,:it�� I.
ti 110 i.RSI OTIi1T

Time of Concentration Calculations based an SCS Equations
PRE -DEVELOPMENT
PROJECT: Naw L.n nuem,
SUB -BASIN ID: SB2 14 BO Acres DIVERSION 6SB2
SHEET FLOW
MANNINGS "'
SEG#1 SEGN
0.240
2- YEAR, 24 HR.RAIN FALL( IN)
312
3,12
FLOW LENGTH (FT)
300.00
ELEV UP (NGVD FT)
]256
ELEV DOWN (NGVD FT)
899.2
LAND SLOPE (FTIFT)
0.0a5
0.000 hr re
TIME OF CONCENTRATION (HRS)
0.321
0.000 0.320]
19.24
SHALLOW CONCENTRATED FLOW
SEG#2
SEG#
SURFACE DESCRIPTION(P OR D)
U USE
T'br P.ve
FLOW LENGTH (FT)
.5
0
ELEV UP(NOVO FT)
999.2
ELEV DOWN INGVD FT)
S]4.0
WATERCOURSE SLOPE (FTIFT)
0.083
0.000
AVERAGE VELOCITY (FTISEC)
4.03e
0.000 hr min
TIME OF CONCENTRATION (HRS)
0.018
0.000 0.0193
1.10
RECTANGULAR
CHANNEL
CHANNELFLOW
BEG
SEGN SEG# SEG#
BOTTOM WIDTH (FT)
0.0
DEPTH (FT)
0.0
ANEA(SO.FT)
0.00
0. U.00
0.00
WETTED PERIMETER (FT)
Dmw
0.00 ono
D.00
HYDRAULIC RADIUS (FT)
ON
0.00 0.00
0.00
FLOW LENGTH (FT)
D.
ELEV Up (NGVD FT)
0.0
ELEV DOWN (NGVD FT)
0.0
CHANNEL SLOPS (FTIFT)
0.000
0.000 0.D00
0.M,
MANNINGS T'
0.000
AVERAGE VE LCCITY (FT/SEC)
D.000
0.0,000
000
0.000 hr
TIME OF CONCENTRATION(HRS)
o.000l
0.000 0.000
O.OW
TRIANGULAR CHANNEL
CHANNEL FLOW
TOP WIDTH (FT)
DEPTH (FT)
AREA (80. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NOW FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FTIFT)
MANNINGS'W
AVERAGE VELOCITY (FTSEC)
TIME OF CONCENTRATION (HRS)
TRAPEZOIDAL CHANNEL
CHANNELFLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (?HAV) (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FTTT)
MANNWG5'n'
AVERAGE VELOCITY (FTISEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
PIPE DIAMETER (IN)
AREA(SQ. FT)
NETTED PERIMETER ITT)
HYDRAULIC RADIUS ITT)
LOW LENGTH(FT)
LLEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FTIFT)
MANNINGS Yi
AVERAGE VELOCITY(FTISEC)
TIME OF CONCENTRATION (HRS)
CIRCULAR CHANNEL
SEG#
(Gravity
SEGN
FI-)
SEGN
SEGN
0.00
0.00
0.00
0.000
0.0W hr
0.000 D.0000 m 0.00
0.00
0.00
0.00
0.00
0.00
0.on
ON
0.00
0.00
0.000
O.DDO
O.D00
0.000
0.OD0
O.000
0.000
0.000
0.000
0 d')4!: 15411MNI
LAGTIME (HRS) 0 iF41

Time of Concentration Calculations based on SCS Equations
PRE -DEVELOPMENT
PROJECT: Naw L.M QVa
SUS -BASIN ID: $83 3,20 Acres DIVERSION 1-SH3
SHEET FLOW
MANN ING.'n'
SEG41
SEGN
IN FALL (IN)
3.12
FLOW LENGTHT)ELEVUP
q2�R.
(NGVD FT)
ELEV DOWN(NGVD FT)
LAND SLOPE TTIFT)
0."hr
min
TIME OF CONCENTRATON (HRS)
0.44]
0.000
0.dd]2 29.83
SHALLOW CONCENTRATED FLOW
SEGN2
SEC
SURFACE DESCRIPTION IF OR U)
USE 9'for Pe,a
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN(NOVO FT)
MOM
WATERCOURSE SLOPE (FT*T)AVERAGE
VELOCITY(FTSEC)
hr m
TIME OF CONCENTRATION (HRS)
0.D000 0.00
RECTANGULAR CHANNEL
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FTIFT)
MANNING.'"'
AVERAGE VELOCITY (FTSEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
BOTTOM WIDTH ITT)
DEPTH (FT)
SIDE SLOPES (?HA V) (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RACES (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FTIFT)
(AVERAGE VELOCITY (FTSEC)
TIME OF CONCENTRATION (HIPS)
TRAPEZOIDAL CHANNEL
TRIANGULAR
CHANNEL FLOW SEGN3
TOP WIDTH (FT) 4.6
DEPTH (FT) 1.OD
AREA (SQ . FT) ZOO
WETTED PERIMETER (FT) 447
HYDRAULIC RADIUS (FT) OAS
FLOW LENGTH (FT) 666.00
ELEV UP (NGVD FT) aee.0
ELEV DOWN (NGVD FT) ae0.0
CHANNEL SLOPE (FTIFT) 0.014
MANNING.-,' 0.040
AVERAGE VELOCITY (FTSEC) 2.-
TIME OF CONCENTRATION(HRS) 0.061
IOIAI (IMF OF CONCENTRATION IHR31
LAG TIME OIRS I
CHANNEL
SEGN SEGN
SEGN
CHANNEL FLOW
PIPE DIAMETER (IN)
AREA (SO. FT)
PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP(NGVDFT)
ELEV DOWN(NGVD FT)
CHANNEL SLOPE (FTIFT)
MANNING.'ri
AVERAGE VELOCITY (FT/SEC)
hr TIME OF CONCENTRATION (HRS)
0.O60B
304NIL,10,
CIRCULAR CHANNEL (Gravity Flow)
SEGN SEC SEGN SEGN
0.00 ON 0.00 0.00
0.00 0.00 O.00 (LOD
obw 0. D.00 0.oa
0.000 0.000 RM 0.000
0.000 0.000 0.000 OMhr "
0.000 0.000 0.000 0.D00 0,0000 m0.
obw
ONWETTED
0.
D.00
0.00
0.
D.00
0.00
=
0.
0.000
O.DOD
0.
0.000
0.000
D.
0.000
0.000
050Pti
D 304H

SWALE CAPACITY ANALYSIS: V-SHAPE
Project Name: New London Quarry Deliver D. Toler, PE
Project Location: New London, Cabarrus Co 5917 Tillery Dr
Charlotte, NC 28226
Phone: [phone]
SECTION: Diversion Swale 1-SI32- C
LOCATION: SB-2- J I/
RUNOFF: Q=C,CIA
U tream Area, A i acre 9.2 Retum Period 1 25
Runoff Coefficient, C 0.3 Frequency Factor, C, 1
Time of Concentration, T,(min) 26.8 Intensity, I (in/hr) 454
RUNOFF, Clio (cfs)
12.5
STORM SEWER CAPACITY:
Q=1.49/n A R S '
Pipe Diameter, D in
0
.Pipe Material
RCP
Cross Sectional Area, As (sgft)
0.0
Roughness Coefficient. n
1 0.012
Wetted Permiter, P (ill
0.00
Pipe Slope, SR (ft/ft)
0.005
Hydraulic Radius, R (ft)
0.00
PIPE CAPACITY, Q,,p (cfs)
0.0
SWALE FLOW, Q-min(Q„y,Ql) (afs)
12.5
SWALE CAPACITY
0=1.49/n A R S
Channel Slope, So (ft/ft)
0.009
Right Bank Slope, SR( H:V)
1.00
Left Bank Slope, SL (H:V)
1.00
Rou hness Coefficient, n
0.040
Reginnincl ❑ it
1.80
Depth Increment R
0.05
T SL d SR -1
DESIGN DISCHARGE:
Flow Rate:
12.5 cis
Depth (d):
2.05 ft 24.6 in
Hyd. Radius (H):
0.72 It
Area (A):
4.20
De of
flow
Cm-
Sectional
Hydraulic
Discharge
(ft)
(ff)
(ft)
(it I-)
1.80
3.24
0.636
8.5
1.85
3.42
0.654
9.1
1.90
3.61
0.672
9.8
1.95
3.80
0.689
10.5
2.00
4.00
0.707
11.2
2.05
4.20
0.725
12.0
2.10
4.41
0.742
12.8
2.15
1 4.62
0.760
13.6
2.20
4.84
0.778
14.5
2.25
5.06
0.795
15.4
2.30
5.29
0.813
16.3
2.35
5.52
0.831
172
2.40
6.76
0.849
18.2
2.45
6.00
0.866
19.3
2.50
6.25
0.884
20.3
2.55
6.50
0.902
21.4
2.60
6.76
0.919
22.6
Veloci:: 3.0 " I I I I I.
COMMENTS: Reference from State of North Carolina Erosion Control Design Manual
Grass Lined channel : V-Shape
VEGETATION: Tall Fescus, Vp= 4.50 fps (Max Allowable Design Velocities)
DESIGN FOR LOW RETARDANCE(D): FESCUE, GOOD STAND, CUT (2--6")
Retardance Class D = (Design to meet Vp)
VR= 3.26
n= 0.0399
d, ft, sfl R n V(fps) Olds: COMMENTS:
2.10 4A1 0.74 0.040 2.90 12.80 V - Vp OK
0-Q1a OK
DESIGN FOR HIGH RETARDANCE(B) FESCUE, GOOD STAND, (11%24-)
d[ft1 Alsf! R Vt(ips) VR= 'n V: ns• Q•,ds COMMENTS:
2.50 6.25 0.88 4.50 3.98 0.0618 2.11 13.16 oK
4.00 3.54 0.0705 1.85 11.54 Tao well, M deeper channel
3.00 2.65 0.0828 1.57 9.82 Too small, try deeper channel
2.00 1.77 0.1130 1.15 7.20 Too wall, try deeper anannal
'n: Refer to Figure 8.05c, NCESC, Manning's n
TEMPORARY LINER NEEDED FOR CHANNEL? - 2 YEAR STORM Use'n' = 0.020 Bare Soil O2 = 8.97 cfs
dft A-sf, R Olcfs] V(fps) COMMENTS:
1.42 2.02 0.50 8.98 4.45 V>2 fps?? N.M. Temporary liner
(V=Q/A)
DESIGN FOR TEMPORARY LINER - 2 YEAR STORM
d ftA sf R 'n VjfpSQ2(CfS) ...T Shear Condition:
1.57 2.46 0.79 0.033 3.64 8.98 0.91 T < Td On
'•Td= 1.45 Ib/ft2 Strawwith Net
ee.T = yds = (64.4XdXs) =
4/1112022

SWALE CAPACITY ANALYSIS: V-SHAPE
Project Name: New London Quarry Denver D. Toler, PE
Project Location: New London, Cabarrus Co 5917 Tillery Dr
Charlotte, NC 28226
Phone: [phone]
SECTION: Diversion Swale 2.68" 5 (7
LOCATION: SB 2
RUNOFF:
Q=C,CtA
Upstream Area, A: acre)
15.7
Retum Period
25
Runoff Coefficient, C
0.3
Frequency Factor, C,
1
Time of Concentration, T,(min)
28.8
Intensity, I (in/hr)
3.82
RUNOFF, Cho (cfs)
18.0
STORM SEWER CAPACITY:
Q=1.49/n A R S'
P' a Diameter, D in
0
Pipe Material
RCP
ectional Area, As(sgft)
0.0
Rou hness Coefficien n
0.012
Wettetl Penniter, P !fty
0.00
Pipe Slope, Sp (ftlft)
0.005
Hydraulic Radius, R (ft)
0.00
PIPE CAPACITY, CI-(cfs)
0.0
SWALE FLOW, Q-min(Q�,Qi) (cfs)
18.0
SWALE CAPACITY
Q=1.49/n A R ' S '
De of Cross
Depths
Hydraulic Discha e
ay.
flow
Channel Slope, S.(ftlft)
0.018
Right Bank Slope, SR( H:V)
1.00
Left Bank Slope, SL (H:V
1.00
Roughness Coefficient, n
0.040
Be innin^ DecM Mft
1.80
Depth Increment Vl'.
0.05
T - 2.1
c\SL d�, SR 2.22
22
--�(I 2.2
e 22
DESIGN DISCHARGE: 2.4
Flow Rate: 18.0 cfs 2A
Depth (d): 2.05 ft 24.6 In
Hyd. Radius (H): 0.72 ft 2.°
Area (A): 4.20 2.E
Veloci, ,: 4.3 fps
COMMENTS: 'Reference from State of North Carolina Erosion Control Design Manual
Grass Lined channel: V-Shape
VEGETATION: Tall Fescus, Vp= 4.50 fps (Max Allowable Design Velocities)
DESIGN FOR LOW RETARDANCE(D): FESCUE, GOOD STAND, CUT (2--6-)
Retardance Class D = (Design to meet Vp)
VR= 3.26
n= 0.0399
d(ft) A sf) R n V s 0 cfs COMMENTS:
2.10 4.41 0.74 0.040 4.10 18.10 V < Vp OK
O>010 OK
DESIGN FOR HIGH RETARDANCE(B) FESCUE, GOOD STAND, (11--24-)
d(ft) A st] R V1(fps) VR= "n Vrfpsl Qrcfsl COMMENTS:
2.50 6.25 0.88 4.50 3.98 0.0618 2.98 18.61 CM
4.00 3.54 0.0705 2.61 16.32 Too man, trydealm charnel
3.00 2.65 0.0828 2.22 13.89 Too small. try daapar channel
2.00 1.77 0.1130 1.63 10.18 Too email, try deeper d-r d
"n: Refer to Figure 8.05c, NCESC, Manning's n
TEMPORARY LINER NEEDED FOR CHANNEL?- 2 YEAR STORM Use'n' = 0.020 Bare Soil 02 = 12.87 cfs
dlft} A1sf} + Qtcfs} Vifps] COMMENTS:
1.45 2.10 0.51 13.43 6.39 V>2fps?? Need. T-poraryunor
(V=Q/A)
DESIGN FOR TEMPORARY LINER -2 YEAR STORM
tltft; Aisf- R 'n V{Nsy 02(cfs) •"'T Shear Condition:
1.60 2.56 0.80 0.033 5.22 13.35 1.85 T < Td Gr
eeTd= 2 Ib/ft2 Synthetic Mat
•••T = yds = (64.4Hdxs) =
4/11/2022

SWALE CAPACITY ANALYSIS: V-SHAPE
Project Name: New London Quarry Denver D. Toler, PE
Project Location: New London, Cabarrus Co 5917 Tillery Dr
Charlotte, NC 28226
Phone: [phone]
SECTION: Diversion Swale 3-SB2
LOCATION: SB 2
RUNOFF:
O=CrCIA
Upstream Area, A I acre)
4.111
Return Period (
25
Pipe Diameter, D in 0
Pipe Material RCP
Roughness Coefficient, n 0.012
Pipe Slope, Sp (ftHt) 0.005
Cross Sectional Area, As (sgft) 0.0
Wettetl Permtter, P ft 0.00
Hydraulic Radius, R (ft) 0.00
PIPE CAPACITY, Q„p (cfs) 0.0
SWALE FLOW, Q-min(Q�,Qf) (cfs) 5.2
SWALE CAPACITY 0=1.49/n A R S
De of Cross mHiu
Hydraulic Discha e
l
flow
Channel Slope, S. (ft/ft) 0.01
R' htBankSlope,SR(H:V) 1.06
Leff Bank Slope, S, (H:V) 1.00
Roughness Coefficient, n 0.040
Beginning Depth ft 1.00
Depth Increment ft 0.05
e -�I
DESIGN DISCHARGE:
Flow Rate: 5.2 cfs
Depth (d): 1.45 ft 17A in
Hyd. Radius (H): 0.51 ft
Area (A): 2.10
of North Carolina Erosion Control Design Manual
Grass Lined channel : V-Shape
VEGETATION: Tall Fescus, Vp= 4.50 fps (Max Allowable Design Velocities)
DESIGN FOR LOW RETARDANCE(D): FESCUE, GOOD STAND, CUT (2--6-)
Retardance Class D = (Design to meet Vp)
V R= 2.31
n= 0.0435
d ft A sf R n V s 0 cfs] COMMENTS:
1.52 2.31 0.54 0.044 2.26 5.22 V <Vp OK
0 > 010 OK
DESIGN FOR HIGH RETARDANCE(B) FESCUE, GOOD STAND, (11--24-)
d(ft) A!sq R Vt(fps) _ VR= n V:Irs Q:cfs. COMMENTS:
1.95 3.80 0.69 4.50 3.10 0.0780 1.49 5.66 oK
4.00 2.76 0.0819 1.42 5.39 oK
3.00 2.07 0.0980 1.19 4.51 Too small. try deeper channel
2.00 1.38 0.1320 0.88 3.35 Teo small, try deeper d,araad
"n: Refer to Figure 8.05c, NCESC, Manning's n
TEMPORARY LINER NEEDED FOR CHANNEL?- 2 YEAR STORM Use'n' = 0.020 Bare Soil Oz = 3.71 cis
t1 ci A(st) R O(cfsl V{ips) COMMENTS:
1.00 1.00 0.35 3.71 3.71 V-2 fps?? Needs Temporary Lk-
(V=Q/A)
DESIGN FOR TEMPORARY LINER - 2 YEAR STORM
(Ip dlftl Al sf) R 'n VsI 02(cfs) """T Shear Condition:
1.12 1.25 0.56 0.033 3.06 3.84 0.72 T < Td uK
••Td= 1.45 Ib/ft2 Straw with Net
•'•T = yds = (64AXd)(s) =
4/11/2022
Cross Sectional Area, As (sgft) 0.0
Wettetl Permtter, P ft 0.00
Hydraulic Radius, R (ft) 0.00
PIPE CAPACITY, Q„p (cfs) 0.0
SWALE FLOW, Q-min(Q�,Qf) (cfs) 5.2
SWALE CAPACITY 0=1.49/n A R S
De of Cross mHiu
Hydraulic Discha e
l
flow
Channel Slope, S. (ft/ft) 0.01
R' htBankSlope,SR(H:V) 1.06
Leff Bank Slope, S, (H:V) 1.00
Roughness Coefficient, n 0.040
Beginning Depth ft 1.00
Depth Increment ft 0.05
e -�I
DESIGN DISCHARGE:
Flow Rate: 5.2 cfs
Depth (d): 1.45 ft 17A in
Hyd. Radius (H): 0.51 ft
Area (A): 2.10
of North Carolina Erosion Control Design Manual
Grass Lined channel : V-Shape
VEGETATION: Tall Fescus, Vp= 4.50 fps (Max Allowable Design Velocities)
DESIGN FOR LOW RETARDANCE(D): FESCUE, GOOD STAND, CUT (2--6-)
Retardance Class D = (Design to meet Vp)
V R= 2.31
n= 0.0435
d ft A sf R n V s 0 cfs] COMMENTS:
1.52 2.31 0.54 0.044 2.26 5.22 V <Vp OK
0 > 010 OK
DESIGN FOR HIGH RETARDANCE(B) FESCUE, GOOD STAND, (11--24-)
d(ft) A!sq R Vt(fps) _ VR= n V:Irs Q:cfs. COMMENTS:
1.95 3.80 0.69 4.50 3.10 0.0780 1.49 5.66 oK
4.00 2.76 0.0819 1.42 5.39 oK
3.00 2.07 0.0980 1.19 4.51 Too small. try deeper channel
2.00 1.38 0.1320 0.88 3.35 Teo small, try deeper d,araad
"n: Refer to Figure 8.05c, NCESC, Manning's n
TEMPORARY LINER NEEDED FOR CHANNEL?- 2 YEAR STORM Use'n' = 0.020 Bare Soil Oz = 3.71 cis
t1 ci A(st) R O(cfsl V{ips) COMMENTS:
1.00 1.00 0.35 3.71 3.71 V-2 fps?? Needs Temporary Lk-
(V=Q/A)
DESIGN FOR TEMPORARY LINER - 2 YEAR STORM
(Ip dlftl Al sf) R 'n VsI 02(cfs) """T Shear Condition:
1.12 1.25 0.56 0.033 3.06 3.84 0.72 T < Td uK
••Td= 1.45 Ib/ft2 Straw with Net
•'•T = yds = (64AXd)(s) =
4/11/2022
Channel Slope, S. (ft/ft) 0.01
R' htBankSlope,SR(H:V) 1.06
Leff Bank Slope, S, (H:V) 1.00
Roughness Coefficient, n 0.040
Beginning Depth ft 1.00
Depth Increment ft 0.05
e -�I
DESIGN DISCHARGE:
Flow Rate: 5.2 cfs
Depth (d): 1.45 ft 17A in
Hyd. Radius (H): 0.51 ft
Area (A): 2.10
of North Carolina Erosion Control Design Manual
Grass Lined channel : V-Shape
VEGETATION: Tall Fescus, Vp= 4.50 fps (Max Allowable Design Velocities)
DESIGN FOR LOW RETARDANCE(D): FESCUE, GOOD STAND, CUT (2--6-)
Retardance Class D = (Design to meet Vp)
V R= 2.31
n= 0.0435
d ft A sf R n V s 0 cfs] COMMENTS:
1.52 2.31 0.54 0.044 2.26 5.22 V <Vp OK
0 > 010 OK
DESIGN FOR HIGH RETARDANCE(B) FESCUE, GOOD STAND, (11--24-)
d(ft) A!sq R Vt(fps) _ VR= n V:Irs Q:cfs. COMMENTS:
1.95 3.80 0.69 4.50 3.10 0.0780 1.49 5.66 oK
4.00 2.76 0.0819 1.42 5.39 oK
3.00 2.07 0.0980 1.19 4.51 Too small. try deeper channel
2.00 1.38 0.1320 0.88 3.35 Teo small, try deeper d,araad
"n: Refer to Figure 8.05c, NCESC, Manning's n
TEMPORARY LINER NEEDED FOR CHANNEL?- 2 YEAR STORM Use'n' = 0.020 Bare Soil Oz = 3.71 cis
t1 ci A(st) R O(cfsl V{ips) COMMENTS:
1.00 1.00 0.35 3.71 3.71 V-2 fps?? Needs Temporary Lk-
(V=Q/A)
DESIGN FOR TEMPORARY LINER - 2 YEAR STORM
(Ip dlftl Al sf) R 'n VsI 02(cfs) """T Shear Condition:
1.12 1.25 0.56 0.033 3.06 3.84 0.72 T < Td uK
••Td= 1.45 Ib/ft2 Straw with Net
•'•T = yds = (64AXd)(s) =
4/11/2022
e -�I
DESIGN DISCHARGE:
Flow Rate: 5.2 cfs
Depth (d): 1.45 ft 17A in
Hyd. Radius (H): 0.51 ft
Area (A): 2.10
of North Carolina Erosion Control Design Manual
Grass Lined channel : V-Shape
VEGETATION: Tall Fescus, Vp= 4.50 fps (Max Allowable Design Velocities)
DESIGN FOR LOW RETARDANCE(D): FESCUE, GOOD STAND, CUT (2--6-)
Retardance Class D = (Design to meet Vp)
V R= 2.31
n= 0.0435
d ft A sf R n V s 0 cfs] COMMENTS:
1.52 2.31 0.54 0.044 2.26 5.22 V <Vp OK
0 > 010 OK
DESIGN FOR HIGH RETARDANCE(B) FESCUE, GOOD STAND, (11--24-)
d(ft) A!sq R Vt(fps) _ VR= n V:Irs Q:cfs. COMMENTS:
1.95 3.80 0.69 4.50 3.10 0.0780 1.49 5.66 oK
4.00 2.76 0.0819 1.42 5.39 oK
3.00 2.07 0.0980 1.19 4.51 Too small. try deeper channel
2.00 1.38 0.1320 0.88 3.35 Teo small, try deeper d,araad
"n: Refer to Figure 8.05c, NCESC, Manning's n
TEMPORARY LINER NEEDED FOR CHANNEL?- 2 YEAR STORM Use'n' = 0.020 Bare Soil Oz = 3.71 cis
t1 ci A(st) R O(cfsl V{ips) COMMENTS:
1.00 1.00 0.35 3.71 3.71 V-2 fps?? Needs Temporary Lk-
(V=Q/A)
DESIGN FOR TEMPORARY LINER - 2 YEAR STORM
(Ip dlftl Al sf) R 'n VsI 02(cfs) """T Shear Condition:
1.12 1.25 0.56 0.033 3.06 3.84 0.72 T < Td uK
••Td= 1.45 Ib/ft2 Straw with Net
•'•T = yds = (64AXd)(s) =
4/11/2022
"n: Refer to Figure 8.05c, NCESC, Manning's n
TEMPORARY LINER NEEDED FOR CHANNEL?- 2 YEAR STORM Use'n' = 0.020 Bare Soil Oz = 3.71 cis
t1 ci A(st) R O(cfsl V{ips) COMMENTS:
1.00 1.00 0.35 3.71 3.71 V-2 fps?? Needs Temporary Lk-
(V=Q/A)
DESIGN FOR TEMPORARY LINER - 2 YEAR STORM
(Ip dlftl Al sf) R 'n VsI 02(cfs) """T Shear Condition:
1.12 1.25 0.56 0.033 3.06 3.84 0.72 T < Td uK
••Td= 1.45 Ib/ft2 Straw with Net
•'•T = yds = (64AXd)(s) =
4/11/2022

SWALE CAPACITY ANALYSIS: V-SHAPE
Project Name: New London Quarry Denver D. TOlerr, PE
Project Location: New London, Cabarrus Co 5917 Tillery Dr
Charlotte, NC 28226
Phone: [phone]
SECTION: Diversion Swale 4-S132
LOCATION: S132
RUNOFF: Q=C,CIA
Jupstream Area, A [acrel 6.Retum Period, W 1 25
Runoff Coefficient, C T 0.3 Frequency Factor, C, 1
Time of Concentration, Tc (min) 22.0. Intensity, I (in/hr) j 4.94
RUNOFF, Clio (cfs) 9.9
STORM SEWER CAPACITY: Q=1.49/n A R' S"
Pie Diameter, D in
0
Pipe Material
RCP
Roughness Coefficient, n
0.012
Pipe Slope, Sp (flift)
0.005
Cross Sectional Area, As (sgft)
0.0
Wetted Penniter, P R1
0.00
Hydraulic Radius, R (ft)
0.00
PIPE CAPACITY, Q� (cfs)
0.0
SWALE FLOW, G-min(Q,w,Qi) (cfs)
9.9
SWALE CAPACITY
Q=1.49/n A W S "
Depth of
_ Cross
nal
Hydraulic
>;aaiu�
Discharge
flow
Channel Slope, So (fUft)
0.028
Right Bank Slope, SR( H:V)
1.00
Left Bank Slope, 3, (H:V)
1.00
Roughness Coefficient, n
0.040
B innirr Depthfftl
1.20
Depth Increment Ift
0.05
T `I iau e
E 1.55
\SL d SR 1.60
1.65
70
1.70
e 1.75
DESIGN DISCHARGE: 1.80
Flow Rate: 9.9 cfs 1.85
Depth (d): 1.5 ft 18.0 in 1.90
Hyd. Radius (H): 0.53 ft 1.95
Area (A): 2.25 2.00
Velocin•: 4.4 lus
COMMENTS: 'Reference from State of North Carolina Erosion Control Design Manual
Grass Lined channel : V-Shape
VEGETATION: Tall Fescus, Vp= 4.50 fps (Max Allowable Design Velocities)
DESIGN FOR LOW RETARDANCE(D): FESCUE, GOOD STAND, CUT (2'-6-)
Retardance Class D = (Design to meet Vp)
V R= 2.39
n= 0.0435
d(ftl A(sf) R n V fs} Q[�_ COMM_E_NTS: _
1.60 2.56 0.57 0.044 3.91 10.02 V < Vp ok
0>Qto OK
DESIGN FOR HIGH RETARDANCE(B) FESCUE, GOOD STAND, (11%24-)
daft A,sf, R Vt(fps) VR= 'n Vrts Qlcis i COMMENTS:
2.00 4.00 0.71 4.50 3.18 0.0780 2.53 10.14 cnc
4.00 2.83 0.0810 2.44 9.76 Too small, ay daeper ch.nnd
3.00 2.12 0.0940 2.10 8.41 Too .mail.try deewchannel
2.00 1.41 0.1260 1.57 6.27 Too .mall, by deeps channel
'n: Refer to Figure 8.05c, NCESC, Manning's n
TEMPORARY LINER NEEDED FOR CHANNEL? - 2 YEAR STORM Use'n' = 0.020 Bare Soil 02 = 7.10 cfs
d(ft) A(sf) R 0[cfsl V(fpsl COMMENTS:
1.06 1.12 0.37 7.26 6.46 V>2 fps?? Need. Temp-y U-
(V=Q/A)
DESIGN FOR TEMPORARY LINER -2 YEAR STORM
deft) A(sf) R 'n V(fps) Q2(Cfs) "'T Shear Condition:
1.10 1.21 0.55 0.025 6.68 8.08 1.98 T < Td ❑K
"Td= 2 Ib/ft2 Synthetic Mat
...T = yds = (64.4XdXs) =
4/11/2022

SWALE CAPACITY ANALYSIS: V-SHAPE
Project Name: New London Quarry Denver D. Toler, PE
Project Location: New London, Cabarrus Co 5917 Tillery Dr
Charlotte, NC 28226
Phone: [phone]
SECTION: Diversion Swale 5-S132
LOCATION: S132
RUNOFF: Q=C,CIA
Upstream Area,A acre
14.8
Runoff Coefficient, C
0.3
Time of Concentration, Tc (min)
25.5
Re Period y )
25
Frequency Factor, Ct
1
Intensity, I (inRv)
4.68
RUNOFF, Q10 (cfs)
20.8
STORM SEWER CAPACITY:
Q=1.49/n A R S
Pipe Diameter, D; in)
0
Pipe Material
RCP
Cross Sectional Area, As (sgft)
0.0
Rou hness Coefficient, in
0.012
Wetted Penniter, P ft
0.00
Pipe Slope, Sp (ftt)
0.005
Hydraulic Radius, R (ft)
0.00
PIPE CAPACITY, Q� (cfs)
0.0
SWALE FLOW, Q-min(Q,,Qi) (cfs)
20.8
SWALE CAPACITY
0=1.49/n A R' S"'
Goss
Depth of Sectional
Hydraulic
Radices Discharge
flow
Channel Slope, S. (fVft)
0.035
Rght Bank Slope, Sn( H:V)
1.00
Left Bank Slope, SL (H:V)
1.00
Roughness Coefficient, n
0.040
B2gini%122 Depth ft
1.50
Depth Increment ft
0.05
��
�- T �I
e -�I
DESIGN DISCHARGE:
Flow Rate: 20.8 cfs
Depth (d): 1.95 ft 23.4 in
Hyd. Radius (H): 0.69 it
Area (A): 3.80
State of North Carolina Erosion Control Design Manual
Grass Lined channel : V-Shape
VEGETATION: Tall Fescus, Vp= 4.50 fps (Max Allowable Design Velocities)
DESIGN FOR LOW RETARDANCE(D): FESCUE, GOOD STAND, CUT (2"-6")
Retardance Class D = (Design to meet Vp)
VR= 3.10
n= 0.0400
ftA sf R n V s Q cfs: COMMENTS:
1.96 3.84 0.69 0.040 5.45 20.94 V c Vp Too Fligr
0>Q10 OK
DESIGN FOR HIGH RETARDANCE(B) FESCUE, GOOD STAND, (11 "-24")
dift'• A!sfi R Vt(fps)
VR=
'n
yilps:•
Ql cfs) COMMENTS:
2.40 5.76 0.85 4.50
3.82
0.0687
3.63
20.94 c o
4.00
3.39
0.0730
3A2
19.70 Too amali, try deeper channel
3.00
2.55
0.0838
2.98
17.16 Too smali, try deeper channel
2.00
1.70
0.1190
2.10
12.09 Too email, try deeper channel
'n: Refer to Figure 8.05c, NCESC, Manning's n
TEMPORARY LINER NEEDED FOR CHANNEL? - 2 YEAR STORM Use'n' = 0.020 Bare Soil Qz = 14.87 cis
dtftl Aaf} R Q[cfsl V;bs:i COMMENTS: _
1.35 1.82 0.48 15.48 8.49 V>2 fps?? Needa Temporary Liner
(V=Q/A)
DESIGN FOR TEMPORARY LINER -2 YEAR STORM
dlft} A{sfl R "n Vtfps+ Q2(cfs) '"'T Shear Condition:
1.47 2.16 0.74 0.033 6.87 14.85 3.31 T - Td Adwal channel Dimension
.."T& 3 Ib1f 2 Riprap-d50=9"
.T = yds = (64AXdXs) =
4/11/2022

SWALE CAPACITY ANALYSIS: V-SHAPE
Project Name: New London Quarry Denver D. Toler PE
Project Location: New London, Cabarrus Co 5917 Tillery Dr
Charlotte, NC 28226
Phone: [phone]
SECTION: Diversion Swale 1 SB 3
LOCATION: Se 3 Exist.
RUNOFF: Q=C,CIA
U tream Area, A (acre i 3.2
Runoff Coefficient, C 0.25
Time of Concentration, T. (min) 10.0
Retum Period (yr7
25
Frequency Factor, C,
1
Intensity, I (inlhr)
6.83
RUNOFF, Qta (cfs) 5.5
STORM SEWER CAPACITY: 0=1.491n A R S
Pi �e Diameter. D viol
0
Pipe Material
RCP
Roughness Coefficient n
Pipe Slope, Sp (ft/ft)
SWALE CAPACITY
Channel Slope, Sa(fVft)
0.014
Right Bank Slope, SR( H:V)
2.00
Left Bank Slope, SL (H:V)
2.00
Roughness Coefficient, n
0.040
Beginning Depth ft
0.30
Depth Increment [ft
0.1
DESIGN DISCHARGE:
Flow Rate:
5.5 cis
Depth (d):
1 It 12.0 in
Hyd. Radius (H):
0.45 ft
Area (A):
2.00
Cmss Sectional Ala, As (sgft)
0.0
Wettetl PennRer, P ftl
0.00
Hydraulic Radius, R (ft)
0.00
PIPE CAPACITY, Q� (cfs)
0.0
SWALE FLOW, Q-min(Q_,QI) (cfs)
5.5
0=1.491n A Rm S
Depth of Cross
Sectbnel
flow
Hydraulic Discharge
Radius
'Reference from State of North Carolina Erosion Control Design Manual
Grass Lined channel : V-Shape
VEGETATION: Tall Fescus, Yp= 4.50 fps (Max Allowable Design Velocities)
DESIGN FOR LOW RETARDANCE(D): FESCUE, GOOD STAND, CUT (2"-6')
Retartlance Class D = (Design to meet Vp)
VR= 2.01
n= 0.0450
tl(tU A{sf} R n Al Ofcrsi COMMENTS:
0.90 1.62 0.40 0.025 3.83 6.21 V<Vp •ac
Q>Qto ox
DESIGN FOR HIGH RETARDANCE(B) FESCUE, GOOD STAND, (11"-24")
dlftl Aish R Vt(fps)
VR=
'n
Vtfps;
Q;cfs: COMMENTS:
7.40 3.92 0.63 4.50
2.82
0.0810
1.59
6.23 ot<
4.00
2.50
0.0838
1.54
6.03 ac
3.00
1.88
0.1070
1.20
4.72 Taoanae,aydaaparchannd
2.00
1.25
0.1380
0.93
3.66 70o smeu, try4aaper channel
'n: Refer to Figure 8.05c, NCESC, Monolog's n
TEMPORARY LINER NEEDED FOR CHANNEL? - 2 YEAR STORM Use'n' = 0.020 Bare Soil Qz = 4.02 cfs
di
ft, A•: sf, R O:cfsi V!fG, COMMENTS:
0.71 1.01 0.32 4.12 4.09 V>2 fps?? � rteeasremporery t„er
(V=0lA)
DESIGN FOR TEMPORARY LINER - 2 YEAR STORM
dffil. A(sf} R 'n Vifp-; Q2(cts) ...7 ShearCondition:
0.85 1.45 0.38 0.033 2.79 4.04 0.77 T < Td ••
"Td= 1.45 Iblft2 Straw with Net
41121202.2

Sediment Basin #1
Project: New London Quarry
Date: 4/1112022
Flow
Disturbed Area
(A)= 21.50
acres
Runoff Coefficient
(C)= 0.30
Rainfall Intensity
(1) = 4.36
(25-Year Storm) Storrs year depends upon which method is chosen -See pgs 8.07.16 thru 8.07.26)
Flow: r
(Q)= 28.12
cfs
Drainage Area
(A)= 21.5
acres
Runoff Coefficient
(C)= 0.30
Rainfall Intensity
(1) = 4.36
(25-Year Storm) Storm year depends upon which method is chosen -See pgs 8.07.16 thru 8.07.26)
Flow:
(Q)= 28.12
cfs
Basin Volume Required
Drainage Area
21.50 acres
Slope = 2
adj. factor
1800 ft3/ac
Riser to TOFB= 0.50
Volume Required:
38,700 ft3 71
DRAINAGE
STORAGE VOL. STORAGE
DIMS AT STORAGE DEPTH
AREA DIMS AT TRAP BOTTOM AREA
STORAGE VOL.
AREA
REQUIRED DEPTH
length width
1 length width 2
PROVIDED
(acres)
(cf) (ft)
(ft) R
(sf) (ft) (ft) (sf)
(cf)
21.50
38,700 6
154
80
12,320 130
56 7,280
58,800
Trap Efficiency :
12,250 = Required Surface Area at Peak Inflow Rate (sq. ft.)
12,320 = Provided Surface Area at Peak Inflow Rate (sq. ft.)
Veloci
O,o= 0 ft3/s
Andfloatation Block AR = 0.00 ft2
Riser Heicli t & Diameter
Riser Height (HR) 0.0 ft V = #DIV101 f /S
(table 8.07b)
Riser Diameter 0.0 ft
cfs for drainage
0.0
lRequired Volume: ft3
Height (HR)
ft
(1.1 " riser height' (riser radius^2) pi 62.4)/(140 (unit weight of concrete)-62.4)
Diameter (DR)
in.
Head at Top of Riser (h)
ft
Block Dimensions: Height Length Width Provided Volume
(concrete) 0 W
Actual LxW #DIV/01 (based on 1.5 ht.)
Barrel Diameter & Length
frcr
'Round up for Construction
(per figure 8.07b)
' provided weight must exceed required weight
cfs for drainage
0.0
' block height minimum 0.8 to maximum 1.5 ft
Length
daylight
Diameter (DB)
in.
Rig -Rao Outlet Protection
(per figure 8.06a)
Emergency Spillway
cfs for drainage 0
(per table 8.07c)
Outlet Width (W) ft d_= 0.00
Bottom Width (W)
25.0 ft
Length (La) ft D = 0.00
Stage Feet
0.5 ft
Inlet Width (3Do) 0 ft do= 0.00
d50 ft
Dewaterin4
Perforate bottom 24" of riser
above the first 3".
8 rows of 18 (1/2" holes spaced 3 inches apart)

Sediment Basin #2
Project: New London Quarry
Date: 4/11/2022
Flow
Disturbed Area
(A)= 22.30
acres
Runoff Coefficient
(C)= 0.30
Rainfall Intensity
(I) = 4.28
(25-Year Storm) Stone year depends upon which method is chosen -See pgs 8.07.16 thru 8.07.26)
Flow:
(Q)= 28.63
cfs
Drainage Area
(A)= 22.3
acres
Runoff Coefficient
(C)= 0.30
Rainfall Intensity
(1) = 4.28
(25-Year Storm) Stone year depends upon which method is chosen -See pgs 8.07.16 thru 8.07.26)
Flow: r
(Q)= 28.63
cfs
Basin Volume Required
Drainage Area
22.30 acres
Slope = 2
adj. factor
1800 ft3/ac
Riser to TOFB= 0.50
Volume Required:
40,140 ft3
DRAINAGE STORAGE VOL.
STORAGE
DIMS AT STORAGE DEPTH
AREA DIMS AT TRAP BOTTOM AREA STORAGE VOL.
AREA
REQUIRED
DEPTH
length width
1 length width 2 PROVIDED
(acres)
(cf)
(ft)
(ft) (ft)
(sf) ft (ft) (sf) (cf)
22.30 '
40,140
6
156
80
12,480 132
56 7,392 59,616
Trap Efficiency :
12,473 = Required Surface Area at Peak Inflow Rate (sq. ft.)
12,480 = Provided
Surface Area at Peak Inflow Rate (sq. ft.)
Vetocf
Q10 = ft3/s
Antifloatation Block AR = 0.00 ft2
Riser Helyht & Diameter
Riser Height (HR) 0.0 ft V = #VALUE[ ft/s
(table 8.07b)
Riser Diameter 0.0 ft
cfs for drainage
Required Volume: - ft3
Height (HR)
ft
(1.1 * riser height * (riser radius^2) * pi * 62.4)/(140 (unit weight of concrete)-62.4)
Diameter (DR)
in.
Head at Top of Riser (h)
ft
Block Dimensions: Height Length Width Provided Volume
(concrete) #VALUE! ft3
Actual LxW #VALUE! (based on 1.5 ht.)
Barrel Diameter & Leap th irc
*Round up for Construction
(per figure 8.07b)
* provided weight must exceed required weight
cfs for drainage
* block height minimum 0.8 to maximum 1.5 ft
Length
Diameter (De)
in.
Rip -Rap Outlet Protection
(per figure 8.06a)
Emergency Spillway
cfs for drainage
(per table 8.07c)
Outlet Width (W) ft dmax= 0.00
Bottom Width (W)
25.0 ft
Length (La) ft D = 0.00
Stage Feet
0.5 ft
Inlet Width (313o) 0 ft do= 0.00
d50 ft
Dewaterin❑
Perforate bottom 24" of riser
above the first 3".
8 rows of 18 (1/2" holes spaced 3 inches apart)

Sediment Basin #3
Project: New London Quarry
Date: 4/11/2022
Flow
Disturbed Area
(A)= 3.20
acres
Runoff Coefficient
(C)= 0.30
Rainfall Intensity
(1) = 4.83
(25-Year Storm) Storm year depends upon which method is chosen -See pgs 8.07.16 thru 8.07.26)
Flow:
r (Q)= 4.64
cfs
Drainage Area
(A)= 3.2
acres
Runoff Coefficient
(C)= 0.30
Rainfall Intensity
(1) = 4.83
(25-Year Storm) Storm year depends upon which method is chosen -See pgs 8.07.16 thru 8.07.26)
Flow:
(Q)= 4.64
cfs
Basin Volume Reoulred
Drainage Area
3.20 acres
Slope = 2
adj. factor
1800 ft'/ac
Riser to TOFB= 0.30
Volume Required:
5,760 ft'
DRAINAGE
STORAGE VOL. STORAGE
DIMS AT STORAGE DEPTH AREA DIMS AT TRAP BOTTOM AREA STORAGE VOL.
AREA
REQUIRED DEPTH
length width 1 length width 2 PROVIDED
(acres)
(cf) (ft)
(ft) (ft) (so (ft) (ft) (sf) (cf)
3.20
5,760 6
80
40 3,200 56
16 896 12,288
Trap Efficiency:
2,020 = Required Surface Area at Peak Inflow Rate (sq. ft.)
3,200 = Provided
Surface Area at Peak Inflow Rate (sq. ft.)
Veloci
Qio= 0 ft'/s
Antifloatation Block AR = 0.00 ft2
Riser Height & Diameter
Riser Height (HR) 0.0 ft V = #DIV/01 f /s
(table 8.07b)
Riser Diameter 0.0 ft
cfs for drainage
0.0
Required Volume: - W
Height (HR)
ft
(1.1 * riser height * (riser radiusA2) * pi * 62.4)/(140 {unit weight of concrete)-62.4)
Diameter (DR)
in.
Head at Top of Riser (h)
ft
Block Dimensions: Height Length Width Provided Volume
(concrete) 0 ft'
Actual LxW #DIV/01 (based on 1.5 ht.)
Barrel Diameter & Length ircp;
*Round up for Construction
(per figure 8.07b)
* provided weight must exceed required weight
cfs for drainage
0.0
* block height minimum 0.8 to maximum 1.5 ft
Length
daylight
Diameter (DB)
in.
Rip -Rap Outlet Protection
(per figure 8.06a)
Emergency Spillway
cfs for drainage 0
(per table 8.07c)
Outlet Width (W) ft cl_= 0.00
Bottom Width (W)
10.0 ft
Length (La) ft D= 0.00
Stage Feet
0.3 ft
Inlet Width (313o) 0 ft do= 0.00
d50 ft
Dewaterinu
Perforate bottom 24" of riser above the first 3".
8 rows of 18 (1/2" holes spaced 3 inches apart)

Solve for: Click to Calculate Initial Values
Discharge v
Discharge, Q: 29.760357 ft3/s (cfs)
Head, h:�.5 ft
Length, L: 25 ft
© 2013 LMNO Research, and Software, Ltd. http://www.LMNOeng.com
Engineering,
Units in Cipoletti weir calculation: ft=foot, gal=US gallon, m=meter, min=minute, s=second.
Cipoletti Weir:

Solve for: j Click to Calculate Initial Values
Discharge v
Discharge, Q: 5.5325456 ft3/s (cfs)
Head, h:.3 ft
Length, L: 10 ft
© 2013 LMNg,
Engineering, Research, and Software, Ltd. http://www.LN4NOeng.com
Engineering,
Units in Cipoletti weir calculation: ft=foot, gal=US gallon, m=meter, min=minute, s=second.
Cipoletti Weir: