20536 Mine Permit Renewal Calc Package 6-10-21

DESIGN CALCULATIONS
FOR
STALITE MINE
2021 MINE PERMIT RENEWAL
CAROLINA STALITE COMPANY
GOLD HILL, NORTH CAROLINA
PROJECT NO. 20536
JUNE 10, 2021
alley, Williams, carmen, &king, inc.
CONSULTING ENGINEERS
FIRM LICENSE No. F-0203
120 SOUTH MAIN STREET P. O. BOX 1248
KANNAPOLIS, NC 28082 704/938-1515
•oFEssioti ��2'
SEAL -
16883
N

2/13/2020 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: New London, North Carolina,
/ USA*
Latitude: 35.4592°, Longitude:-80.1828°
Elevation: 807.98 ft** T.
source: ESRI Maps
- source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval (years)
Furati �����
1 2 5 10 25 50 100 200 500 1000
5-min 4.82 5.69 6.62 7.27 7.99 8.47 8.90 9.25 9.64 9.89
(4.44-5.24) (5.24-6.20) (6.08-7.21) (6.67-7.90) (7.30-8.66) (7.72-9.19) (8.06-9.65) 1 (8.35-10.0) 1 (8.62-10.5) (8.80-10.8)
10-min 3.85 4.55 5.30 5.81 6.37 6.75 7.07 7.34 7.62 7.79
(3.55-4.19) (4.19-4.96) (4.87-5.77) (5.33-6.31) (5.82-6.91) (6.14-7.32) (6.41-7.67) 1 (6.62-7.96) 1 (6.82-8.27) 1 (6.92-8.47)
15-m i n 2 3.21 3.81 4.47 4.90 5.38 5.70 5.96 6.17 6.39 6.52
( .96-3.49) (3.52-4.16) 1 (4.11-4.87) 1 (4.50-5.32) 1 (4.92-5.84) 1 (5.19-6.18) (5.40-6.46) (5.57-6.70) (5.72-6.94) (5.79-7.08)
30-min 2.20 2.63 3.18 3.55 3.98 4.29 4.56 4.80 5.09 5.28
(2.03-2.39) (2.43-2.87) 1 (2.92-3.46) (3.26-3.86) 1 (3.64-4.32) 1 (3.91-4.65) (4.14-4.95) (4.34-5.21) (4.55-5.52) (4.69-5.73)
60-min 1.37 1.65 2.04 2.31 2.65 2.91 3.14 3.37 3.65 3.85
(1.26-1.49) 1 (1.52-1.80) 1 (1.87-2.22) (2.12-2.51) 1 (2.42-2.88) 1 (2.65-3.15) 1 (2.85-3.41) 1 (3.04-3.66) 1 (3.26-3.96) 1 (3.42-4.19)
2-hr 0.798 0.964 1.20 1.37 1.59 1.75 1.92 2.07 2.27 2.42
(0.732-0.872) (0.882-1.06) 1 (1.10-1.31) 1 (1.25-1.49) 1 (1.44-1.73) 1 (1.72-2.09) 1 (1.85-2.26) (2.01-2.48) (2.12-2.64)
3-hr 0.568 0.686 0.856 0.984 1.15 1.29 1.42 1.55 1.72 1.86
(0.520-0.622) (0.629-0.752) (0.783-0.937) (0.898-1.07) 1 (1.05-1.26) 1 (1.16-1.40) 1 (1.27-1.54) 1 (1.38-1.68) (1.52-1.87) (1.62-2.02)
6-hr 0.346 0.417 0.521 0.600 0.707 0.791 0.876 0.962 F 1.08 1.17
(0.317-0.379) (0.382-0.457) (0.476-0.570) (0.547-0.656) (0.640-0.770) (0.711-0.859) (0.782-0.952) (0.851-1.04) (0.943-1.17) 1 (1.01-1.27)
12-hr 0.205 0.248 0.311 0.360 0.428 0.482 0.538 0.596 F 0.676 F 0.740
(0.189-0.224) (0.228-0.272) (0.285-0.340) (0.330-0.394) (0.388-0.466) (0.434-0.524) (0.479-0.584) (0.525-0.647) (0.586-0.733) (0.632-0.803)
24-hr 0.124 0.150 0.189 0.219 0.260 0.292 0.326 0.360 1 F 0.407 0.445
(0.116-0.134) (0.140-0.162) (0.175-0.203) (0.203-0.236) (0.240-0.279) (0.269-0.314) (0.299-0.351) (0.330-0.388) (0.371-0.440) 1 (0.404-0.481)
2-day 0.073 0.088 0.109 0.126 0.149 0.167 0.186 0.205 0.232 0.252
(0.068-0.078) (0.082-0.094) (0.102-0.118) (0.117-0.136) (0.138-0.160) (0.155-0.180) (0.171-0.200) (0.188-0.221) (0.211-0.250) (0.229-0.273)
3-day 0.052 0.062 0.077 0.089 0.104 0.117 0.130 0.143 0.162 0.176
(0.048-0.055) ( 0.058-0.067) ( 0.072-0.082) ( 0.082-0.095) (0.097-0.112) (0.108-0.126) (0.120-0.140) (0.132-0.154) (0.148-0.174) (0.160-0.190)
4-day 0.041 0.049 0.061 0.070 0.082 0.092 0.102 70.112 70.127 F 0.138
(0.038-0.044) (0.046-0.053) (0.057-0.065) (0.065-0.075) (0.076-0.088) (0.085-0.098) (0.094-0.109) (0.103-0.121) (0.116-0.136) (0.126-0.149)
[�-d:ay7F-0.0-27 0.032 0.039 0.044 0.052 0.058 0.064 0.071 0.079 0.086
(0.025-0.029) (0.030-0.034) (0.036-0.041) (0.042-0.047) (0.049-0.055) (0.054-0.062) (0.060-0.069) (0.065-0.076) (0.073-0.085) (0.079-0.093)
10-day 0.021 0.026 0.031 0.035 0.040 0.044 0.049 0.053 0. 559 0.064
(0.020-0.023) (0.024-0.027) (0.029-0.032) (0.033-0.037) (0.038-0.043) (0.042-0.047) (0.046-0.052) (0.050-0.056) (0.055-0.063) (0.059-0.068)
[20-7day 0.014 0.017 0.020 0.022 0.026 0.028 0.031 0.034 0.037 I 0.040
(0.014-0.015) (0.016-0.018) (0.019-0.021) (0.021-0.024) (0.024-0.027) (0.027-0.030) (0.029-0.033) (0.031-0.035) (0.035-0.039) (0.037-0.042)
30-day 0.012 0.014 0.016 0.018 0.020 0.022 0.024 0.025 0.028 0.030
(0.011-0.012) (0.013-0.015) (0.015-0.017) (0.017-0.019) (0.019-0.021) (0.021-0.023) (0.022-0.025) (0.024-0.027) (0.026-0.029) (0.028-0.031)
45-day 0.010 0.012 0.013 0.015 0.016 0.018 0.019 0.020 0.022 0.023
(0.010-0.010) (0.011-0.012) (0.013-0.014) (0.014-0.015) (0.015-0.017) (0.017-0.018) (0.018-0.020) (0.019-0.021) (0.020-0.023) (0.021-0.024)
60-day 0.009 0.010 0.012 0.013 0.014 0.015 0.016 0.017 0.018 0.019
(0.009-0.009) (0.010-0.011) (0.011-0.012) (0.012-0.013) (0.014-0.015) (0.014-0.016) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.018-0.020)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PIMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https:Hhdsc.nws.noaa.gov/hdsc/pfds/pfds_Printpage.html?lat=35.4592&Ion=-80.1828&data=intensity&units=english&series=pds 1/4

2/13/2020 Precipitation Frequency Data Server
PDS-based intensity -duration -frequency (IDF) curves
Latitude: 35.45921, Longitude:-80.13281
10.000
3110 [SIC.
e
0
3
9L
0.010
ti
c
c
c
e
e
6. 6.
L-
>, >.
71 >.
},
>.
>, >.
L L
L L
L
rp
rq r4
M r4
r4
r4
r9 r4
O
O
O
N A4/3
r 4
A 4 V
� O
O
O
U' O
-I
H
m
[ar-I
ry
rn
v Ln
Duration
10.000
3Ob [SI4.
0 001 1 1 1 1 1 1 1 L
1 2 5 10 75 50 100 200 500 10DD
Average recurrence interval (years)
NOAAAtlas 14, Volume 2, Version 3 Created {GMT}: Thu Feb 13 15:17:0a 2020
Back to Top
Maps & aerials
Small scale terrain
Average recurrence
inlerval
(years)
— 1
2
— 5
— 1Q
25
50
100
200
500
1000
Duration
— "in —
2-day
— 10-min —
3-day
15-min —
4-aay
— 30-min —
7-day
— 5"in —
1D-day
— 2-hr —
20-day
— 3-hr —
30-day
— 6-hr —
45-day
— 12-hr —
60-day
— 24-hr
https:Hhdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4592&Ion=-80.1828&data=intensity&units=english&series=pds 2/4

2/13/2020
Precipitation Frequency Data Server
.blew London
— f
Large scale terrain
Bristol
l�
�• will Stoll-5 alell}
• • • E]uI'I}al}}
Greensboro
�. I��li Mitchell Greensboro
NORTH L I N A
Charlotte
Fayette'rille
Greenville' +
0 L I N A 1�11II}}II}C�tG:
Large scale map
GI'I:EoI
Johnson City
t ji.stonE EemGreensboro
e Darham
RaEeig h
North
Carolina
arlotte I
F ettevllle
v
Y
le
100km
60mE
Large scale aerial
https:Hhdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4592&Ion=-80.1828&data=intensity&units=english&series=pds 3/4

2/13/2020
Precipitation Frequency Data Server
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: [e-mail]
Disclaimer
https:Hhdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.4592&Ion=-80.1828&data=intensity&units=english&series=pds 4/4

J 0 p
-
+731.9 IT
-
......
00 eEATTY--/—
FpR p
pAD w
SKIMMER SEDIMENT
+73 7.1 BASIN SKB 20-1
—t 3 0. 7 SKB 20-1
A: 10.0 Ac
C: 0.40
0.5 Tc: 10 min
TEMPORARY �a SKB 20-2 110: 5.81 in/hr I
DIVERS
A: 9.2 Ac
DITCH TD 20-4
C: 0.40 kr)
Tc: 10 min +729.3 cy
110: 5.81 in/hr -472 .7
o a
^N
-4716.7
Tp
I �
I �
720.5 TD TD TO
TD — TD
724 TEMPORARY DIVERSION
rB1T6j I TD 20-2
SKIMMER SEDIMENT TEMPORARY DIVERSION \1
725 BASIN SKB 20-2 DITCH TD 20-3 -4728.7
alley, Williams, Carmen, & king, inc. 2020 MINE PERMIT RENEWAL R". No. DESCRIPTION DATE INITIAL SCALE w'M-5-13-21 JOB NO. 20536
PL#t 1. = 120� MAWN �: RCC
CONSULTING ENGINEERS STALITE QUARRY PRORLE NGNo: SEDIMENT BASINS SHEEP NO. 1
FIRM LICENSE N0. F - 0203 20536 DRAINAGE AREA MAP 1 120 SOUTH MAIN STREET P.O. BOX 1248 HOM: Stalite
KANNAPOUS, NC 28082 704/938-1515 CAROLINA STALITE COMPANY vw.: 2021.dwg OF: 5

P 20-4
50 LF "RCP @ 2.00%
INV :732.0 I
OUT: 731.0 I
TEMPORARY DIVERSION
DUCH TD 20-5
NOTE:
SEE SHEET 5 FOR DRAINAGE
AREAS TO TD 20-5 AND TD 20-7
=nfilknall
CLASS 1 RrPMP
OUTLET PROTE N
r:40'T RY GRAVEL ACCES�
ROAD WITH `
CONSTRUCTIONION ENENTR �
CONTACT NCDOT AND OBTAI
TEMPORARY DRIVEWAY PERMIT `
PRIOR TO INSTALLATION
SKIMMER SEDIMENT
BASIN SKB 20-4
+724.8
ODD g FATTY
FORD ROAD
725
I SKB 20-4 & TD -6
A: 1.9 Ac
0 0
C: 0.40
o Tc: 5.0 min
~ 110: 7.27 in/hr �o
+737.1
�(� 1
TEMPORARY DIVER ON
DITCH TD 20-6
o +720.5
I TEMPORARY
DI ERS SKB 20 2
TEM DIVERSION D CH TD 20-4 A: 9.2 Ac
I DITCH TD 20-8 C: 0.40
I�
Tc: 10 min
110: 5.81 in/hr
J SKB 20-3 & TD 20-
o A: 1.9 Ac
C: 0.40 V
0
Tc: 5.0 min
0 110: 7.27 in/hr
�� To
TEMPORARY DIVERSION— „ \ DITCH TD 20-7
.5 / 16.7
T
` 740.5
720.5 TD
� 724
SKIMMER SEDIMENT
BASIN SKB 20-3 SK MMER SEDIMENT TEMPOR,
BASI SKB 20-2 DITCH TD
725 r�
alley, williams, carmen, & king, inc. 2020 MINE PERMIT RENEWAL REV. No. DESCRIPNON DATE NRIAL SCALE d'TE5-19-21 JOB NO. 20536
PIiJt 1 " = 120' MAN �: RCC
CONSULTING ENGINEERS STALITE QUARRY PROFILE �N.: SEDIMENT BASINS SHEEP NO. 2
FIRM LICENSE F 0203 20536 DRAINAGE AREA MAP
120 SOUTH MAINAIN STREET
�
P.O. BOX 1248 H0'` Stalite
KANNAPOLIS, NC 28082 704/938-1515 CAROLINA STALITE COMPANY vw.: 2021.dwg On 5

+731.9
OtD eEAr'Y
_ FORD ROAD
NOTE:
THE INITIAL EASTERN SIDE BERM
TD 20-4 — CONSTRUCTION WILL DIVERT
° A: 1.71 Ac RUNOFF TO THE SOUTH
C: 0.40 37.1
Tc: 10.0 min
125: 6.37 in/hr +730.7
TD 20-2
A: 7.44 Ac
J ° Tc: 10.0 min
TEMPORARY
DIVERSION 125: 6.37 in/hr
D TCH TD 20-4 \ TD 20-3
A: 6.24 Ac +729.3 cv
Tc: 10.0 min
125: 6.37 in/hr
n
SKIMMER SEDIMENT
BASIN SKB 20-1
4716.7
— TD TD TD
720.5 TD TD TD
—724 TEMPORARY DIVERSION
TD 20-A
A: 0.57 Ac DITCH TD 20-2
C: 0.40 SKIMMER SEDIMENT TEMPORARY DIVERSION
Tc: 5 min BASIN SKB 20-2 DITCH TD 20-3
�7 p
/25 125: 7.99 in/hr 47ZO.7
a11ey, Williams, Carmen, & king, inc. 2020 MINE PERMIT RENEWAL REV. No. DESCRIPTION DATE INITIAL SCALE CAh5-19-21 FOR.
O. 20536
1" = 120' mm W.' RCc INITIAL DIVERSION
CONSULTING ENGINEERS STALITE QUARRY DITCHES DRAINAGE NO. 3
FIRMNO.PROFlLE 036E120 DCENSE AIN F R 0203 Stalite
120 SOUTH MAIN STREET P.O. BOX 1515 CAROLINA STALITE COMPANY . 2021.dwg 5
KANNAPOLIS, INC 28082 704/938-1515 AREA MAP

+731.9
v / i
ODD EEgTTy '/--
!0.5
TEMPORARY
DIVERSION
D TCH TD 20-4
TD 20-4
A: 1.41 Ac
C: 0.30
Tc: 5.0 m i n
125: 7.99 in/hr
4716.7
725
0
"A S
37.1
I /
720.5
-724
SKIMMER SEDIMENT
BASIN SKB 20-2
100'SHEET '\
FLOW @ 1.3%
755.7
7S5.0 100'SHEET
/FLOW @ 2.2%
752.8 -/ 3 0.7
I' �
YI 20-2
A: 5.38 Ac
C: 0.30
Tc: 12.4 min
/
125: 5.89 in/hr
1s3'sHALLow
CONC. FLOW @ 3.1%�/ 472 7
�7
7SO /
410' CHANNEL
FLOW @ 5.0% �
- - - 750.0
- -
750
.vAS WsW �
TEMPORARY DIVERSION -
DITCH TD 20-3
YI
20-1
A: 5.62.62 Ac
C: 0.30 -
Tc: 11.3 min
125: 6.11 in/hr
750
334'SHALLOW
\ /CONC. FLOW @ 2.3%
+729.3
294'CHANNEL
FLOW @ 5.0%
\ 1745.0 - - -
TD \ TD
TEMPORARY DIVERSION-
7TD 20-2
TD 20-2
TD .58 �28.7 A: 1.Ac
A:
A: 1.58 Ac C: 0.3030
C: 0.30 Tc: 5.0 min
Tc: 5.0 min 125: 7.99 in/hr
125: 7.99 in/hr
TD
SKIMMER SEDIMENT
BASIN SKB 20-1
LQ),
Q
alley, williams, carmen, & king, inc.
CONSULTING ENGINEERS
F R 0203
LICENSE NO.MAIN
KANNAPOLISMNC 80 2 704/938-15is
a
2020 MINE PERMIT RENEWAL
STALITE QUARRY
I130
CAROLINA STALITE COMPANY
DATE
I 1N1TAL
SCALE
""5-19-21
FINAL STORM DRAINAGE
&DIVERSION DITCHES
DRAINAGE AREA MAP
- 20536
1" = 120'
mm Ff: RCC
SHEEP NO.
OF: 5
PROFILE
0 36
2021.dwg
LUZI.
"°��

0
—N—
/ / / RogO
SHEET
0% LOW
/ \ 786.0 780.0 / ' \ 1162' S ALLOW CONC. P 20-4
FLOW @ 4.0% A: 10.65 Ac \ CLASS 1 RIPRAP
/ / \ C: 0.25 ` OUTLET PROTECTION
Tc: 15.0 min `
/ 125: 5.38 in/hr \
/ / \ IX \ P 20-4
/ 50 / LF " RCP @ 2.00% INV :732.0 j 7 3.0
OUT: 731.0 I \
40' TEMPORARY\L ACCESS
ROAD WITH STONE \
TEMPORARY DIVERSION I CONSTRUCTION ENTRANCE.
TCH TD 20-5 CONTACT NCDOT AND OBTAIN A
TEMPORARY DRIVEWAY PERMIT / `
PRIOR TO INSTALLATION
TD 20-5 w SKIMMER SEDIMENT
A: 1.13 Ac N BASIN SKB 20-4
\ Tc: 5.0 min I� 24.8
i 125: 7.99 in/hr ~ 0 725
0 to 0
` \I TEMPORARY DIVER ON
` O DITCH TD 20-6
\ I
TE
\ ` I
\ ` I DITCH TO 20-DIVERSION
TD 20-6 0
A: 0.95 Ac
C: 0.30 0
\ 125: 7.99 in/hr I �
0
\ TO
TEMPORARY DIVERSION �, _ j, 0.5
DITCH TO 20-7 (�l�
7405
F
\ N3 \ ` SKIMMERS MENT
BASIN 20-3
alley, wiuiams, Carmen, & king, Inc. 2020 MINE PERMIT RENEWAL RED. NO. DESCRIPTION DATE INmAL SCALE d 5-13-21 'IDB NO.
20536
1" = 160' �: Rcc FINAL STORM DRAINAGE
CONSULTING ENGINEERS STALITE QUARRY & DIVERSION DITCHES �"�F"D- 5
120 FIRM LICENSE N0. F — 0203 PROFILE 0536
KANNAPOLIS, INC UTH MAIN 8082 7 4/938-1515 CAROLINA STALITE COMPANY "°�'° St°lire DRAINAGE AREA MAP
2021.dwg OF: 5

WIN TR-55 CALCULATIONS
20536
Carolina Stalite Mine Modification
Rowan NOAA County, North Carolina
Sub -Area Time of Concentration Details
Sub -Area
Flow
Mannings's End Wetted
Travel
Identifier/
Length
Slope
n Area Perimeter
Velocity Time
--------------------------------------------------------------------------------
(ft)
(ft/ft)
(sq ft) (ft)
(ft/sec) (hr)
YI 20-1
SHEET
100
0.0220
0.130
0.135
SHALLOW
334
0.0230
0.050
0.038
CHANNEL
294
5.000 0.016
Time of Concentration .189
YI 20-2
SHEET 100 0.0130 0.130 0.166
SHALLOW 183 0.0310 0.050 0.018
CHANNEL 410 5.000 0.023
Time of Concentration .207
P 20-4
SHEET 100 0.0600 0.240 0.147
SHALLOW 1162 0.0400 0.050 0.100
Time of Concentration .247

SKIMMER SEDIMENT BASIN DESIGN - E.S.C.P.D.M. PRACTICE 6.64
Stalite Quarry RCC
2021 Mine Permit Renewal 5/13/2021
20536
REQUIRED PROVIDED
FREEBOARD
SPILLWAY
SEDIMENT
SURFACE
SEDIMENT
(SPILLWAY TO
BASIN BOTTOM
CLEANOUT
SEDIMENT
SURFACE AREA
AREA
LENGTH
STORAGE
AREA
DEPTH
TOP OF DAM)
DIMENSIONS
DEPTH
STORAGE
DIMENSIONS
SURFACE AREA
ACRES
FT
(FT')
(FT2)
FT
FT
FT
FT
(FT')
FT
(FT2)
Lu
w
c7
F-
D
Z
C
110 (IN/HR)
U
o
z
z
Q
CO
(n
w
J
w
J
Q
SKB 20-1
2.0
10.0
0.40
5.81
23.2
24.0
3,600.0
7,553.0
2.0
1.5
IRREGULAR - SEE BELOW
1.2
11,800.0
IRREGULAR - SEE BELOW
7,921.0
SKB 20-2
2.0
9.2
0.40
5.81
21.4
22.0
3,600.0
6,948.8
2.0
1.5
IRREGULAR - SEE BELOW
1.2
12,931.0
IRREGULAR - SEE BELOW
7,441.0
SKB 20-3
1.5
1.9
0.40
7.27
5.5
6.0
2,700.0
1,795.7
2.0
1.5
12.0
90.0
1.2
3,040.0
20.0
98.0
1,960.0
SKB 20-4
1.3
1.9
0.40
7.27
5.5
6.0
2,340.0
1,795.7
2.0
1.5
12.0
90.0
1.2
3,040.0
20.0
98.0
1,960.0
BASIN #
STORAGE AREA
CLEANOUT
DEPTH
SEDIMENT
STORAGE
SURFACE
AREA
SPILLWAY
LENGTH
W1 L1 D1 W2 L2 D2 W3 L3
D3
(FT3)
A2
FT
SKB 20-1
IRREGULAR - SEE BELOW
1.2
11,800.0
7,921.0
24.0
SKB 20-2
IRREGULAR - SEE BELOW
1.2
12,931.0
7,441.0
22.0
SKB 20-3
12.0
90.0
2.0
20.0
98.0
3.5
26.0
104.0
1 1.2
1 3040.0
1 1960.0
1 6.0
SKB 20-4
12.0
90.0
2.0
20.0
98.0
3.5
26.0
104.0
1 1.2
1 3040.0
1 1960.0
1 6.0
L1 = BASIN LENGTH AT THE BOTTOM OF THE BASIN
W1 = BASIN WIDTH AT THE BOTTOM OF THE BASIN
L2 = BASIN LENGTH AT THE TOP OF THE SEDIMENT STORAGE
W2 = BASIN WIDTH AT THE TOP OF THE SEDIMENT STORAGE
L3 = BASIN LENGTH AT THE TOP OF THE EMBANKMENT
W3 = BASIN WIDTH AT THE TOP OF THE EMBANKMENT
D1 = THE DEPTH OF SEDIMENT STORAGE
D2 = THE OVERALL DEPTH OF THE SEDIMENT BASIN
D3 = THE CLEANOUT DEPTH OF SEDIMENT
A2 = SURFACE AREA AT THE TOP OF THE SEDIMENT STORAGE
SKB 20-1
ELEVATION
SURFACE
AREA
SF
INC.
VOLUME
FT
STORAGE
VOLUME
FT
NOTES
720.5
3897
0.00
0.00
BASIN FLOOR
721.0
4891
2197.00
2197.00
722.0
1 6903
1 5897.00
1 8094.00
CLEANOUT 721.7
722.5
7921
3706.00
11800.00
SEDIMENT STORAGE
723.0
8948
4217.25
16017.25
724.0
11024
9986.00
26003.25
TOP OF DAM
DESIGN NOTES:
1
2
3
4
5
6
7
8
SKB 20-2
SEDIMENT STORAGE = 1800 CUBIC FEET PER DISTURBED ACRE
REQUIRED SURFACE AREA = 325'Q10
CLEANOUT DEPTH = 60% OF THE DESIGN STORAGE
ALL RUNOFF HAS BEEN CALCULATED USING THE RATIONAL METHOD
SKIMMER DESIGN BASED ON FAIRCLOTH SKIMMER DESIGN STANDARDS
DESIGN STORM IS 10-YEAR TO PASS THROUGH SPILLWAY
THE SPILLWAY LENGTH IS BASED ON THE STANDARD IN THE EROSION CONTROL MANUAL
SEDIMENT VOLUME CALCULATIONS BASED ON AVERAGE END AREA METHOD
ELEVATION
SURFACE AREA
SF
INC. VOLUME
FT
STORAGE
VOLUME
FT
NOTES
720.5
5526
0.00
0.00
BASIN FLOOR
721.0
5981
2876.75
2876.75
722.0
1 6938
1 6459.50
1 9336.25
ICLEANOUT 721.7
722.5
7441
3594.75
12931.00
SEDIMENT STORAGE
723.0
7958
3849.75
16780.75
724.0
9041
8499.50
25280.25
TOP OF DAM

FAIRCLOTH SKIMMER CALCULATIONS
Job Name:
Stalite Quarry 2021 Mine Permit Renewal
20536
Job Description:
Material Storage Erosion Control
RCC
Job Location:
Gold Hill, NC
5/13/2021
SEDIMENT
BASIN
FAIRCLOTH
HEAD
TARGET
TARGET
TARGET
TARGET
ACTUAL
ACTUAL
ACTUAL
ACTUAL
BASIN
DESIGN
SKIMMER
ABOVE
DEWATER
ORIFICE
ORIFICE
ORIFICE
ORIFICE
ORIFICE
ORIFICE
DEWATER
ID
VOLUME
SIZE USED
ORIFICE
TIME
FLOW
AREA
DIA.
DIA.
AREA
FLOW
TIME
(cf)
(in)
(in)
(hr)
(cfs)
(in2)
(in)
(in)
(in2)
(cfs)
(hr)
SKB 20-1
11,800.0
2.0
2.0
72
0.0455
3.3915
2.08
2.00
3.1416
0.0422
77.7
SKB 20-2
12,931.0
2.0
2.0
1 72
0.0499
1 3.7166
2.18
2.00
3.1416
0.0422
85.2
SKB 20-3
3,040.0
1.5
1.5
1 72
0.0117
1 1.0089
1.13
1 1.00
0.7854
0.0091
92.5
SKB 20-4
3,040.0
1.5
1.5
1 72
0.0117
1 1.0089
1.13
1 1.00
0.7854
0.0091
92.5
Notes:
1. Design calculations are based on the orifice equation Q = CA(2gh)112, where C = 0.59
2. Design head is based on the Faircloth Skimmer design standards

Job No.: 20536
Job Description: Stalite 2021 Mine Permit Modification
Date: 5/13/2021
RATIONAL METHOD RUNOFF CALCULATIONS (10-YR STORM EVENT)
Structure No.
C-Value
110 in/hr
A acres
Q10 cfs
Notes
YI 20-1
0.40
5.57
5.62
12.52
Tc = 11.3 min, Final Grading
YI 20-2
0.40
5.37
5.38
11.56
Tc = 12.4 min, Final Grading
P 20-4
0.25
4.90
10.65
13.05
Tc = 15 min, West Berm Final Grading
RATIONAL METHOD RUNOFF CALCULATIONS (25-YR STORM EVENT)
Structure No.
C-Value
125 in/hr
A acres
Q25 cfs
Notes
TD 20-2
0.40
6.37
7.44
18.96
Tc = 10 min, PH 1-3 Initial Grading
TD 20-3
0.40
6.37
2.47
6.29
Tc = 10 min, Initial Grading
TD 20-4
0.40
6.37
1.71
4.36
Tc = 10 min, Initial Grading
TD 20-A
0.40
7.99
0.57
1.82
Initial Grading
YI 20-1
0.40
6.11
5.62
13.74
Tc = 11.3 min, Final Grading
YI 20-2
0.40
5.89
5.38
12.68
Tc = 12.4 min, Final Grading.
P 20-3 (TD 20-2)
0.40
6.37
7.44
18.96
Tc = 10 min, PH 1-3 Initial Grading
P 20-4
0.25
5.38
10.65
14.32
Tc = 15 min, West Berm Final Grading
TD 20-5
0.30
7.99
1.13
2.71
Tc = 5 min, West Berm Final Grad'n
TD 20-6
0.40
7.99
1.90
6.07
Tc = 5 min, West Berm Initial Grading
TD 20-7
0.30
7.99
0.95
2.28
Tc = 5 min, West Berm Final Grading
TD 20-8
0.40
7.99
1.90
6.07
Tc = 5 min, West Berm Initial Grading
Notes: Time of Concentration is 5.0 minutes unless otherwise noted.
Rational method calculations using a runoff coefficient C-value of 0.40 are a brush, weed, grass &
bare earth mix.
Design drainage areas listed for structures represent the largest area for all phases of construction.

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Thursday, May 13 2021
Temporary Diversion Ditch TD 20-A (25-yr storm)
Triangular
Highlighted
Side Slopes (z:1)
= 2.00, 2.00
Depth (ft)
= 0.69
Total Depth (ft)
= 1.50
Q (cfs)
= 1.820
Area (sqft)
= 0.95
Invert Elev (ft)
= 724.00
Velocity (ft/s)
= 1.91
Slope (%)
= 1.00
Wetted Perim (ft)
= 3.09
N-Value
= 0.035
Crit Depth, Yc (ft)
= 0.56
Top Width (ft)
= 2.76
Calculations
EGL (ft)
= 0.75
Compute by:
Known Q
Known Q (cfs)
= 1.82
Elev (ft)
726.00 -
725.50
725.00
724.50
724.00
723.50
1 2 3
Section
4
Reach (ft)
5 6 7
Depth (ft)
2.00
1.50
1.00
0.50
1 11
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, May 13 2021
Temporary Diversion Ditch TD 20-2 (25-yr storm, minimum slope)
Triangular
Highlighted
Side Slopes (z:1)
= 2.00, 2.00
Depth (ft)
= 1.66
Total Depth (ft)
= 2.00
Q (cfs)
= 18.96
Area (sqft)
= 5.51
Invert Elev (ft)
= 725.00
Velocity (ft/s)
= 3.44
Slope (%)
= 1.00
Wetted Perim (ft)
= 7.42
N-Value
= 0.035
Crit Depth, Yc (ft)
= 1.42
Top Width (ft)
= 6.64
Calculations
EGL (ft)
= 1.84
Compute by:
Known Q
Known Q (cfs)
= 18.96
Elev (ft) Section Depth (ft)
728.00
3.00
727.50
727.00
2.50
2.00
726.50
1.50
726.00
1.00
725.50
0.50
725.00
724 50
0.00
0 50
1 2 3 4 5 6 7
Reach (ft)
8 9 10

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Thursday, May 13 2021
Temporary Diversion Ditch TD 20-2 (25-yr storm, maximum slope)
Triangular
Highlighted
Side Slopes (z:1)
= 2.00, 2.00
Depth (ft)
= 1.46
Total Depth (ft)
= 2.00
Q (cfs)
= 18.96
Area (sqft)
= 4.26
Invert Elev (ft)
= 722.50
Velocity (ft/s)
= 4.45
Slope (%)
= 2.00
Wetted Perim (ft)
= 6.53
N-Value
= 0.035
Crit Depth, Yc (ft)
= 1.42
Top Width (ft)
= 5.84
Calculations
EGL (ft)
= 1.77
Compute by:
Known Q
Known Q (cfs)
= 18.96
Elev (ft) Section
725.00
724.50
724.00
723.50
723.00
722.50
722.00
Depth (ft)
2.50
2.00
1.50
1.00
0.50
M
_n Fn
1 2 3 4 5 6 7 8 9 10 vVV
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Thursday, May 13 2021
Temporary Diversion Ditch TD 20-3 (25-yr storm, minimum slope)
Triangular
Highlighted
Side Slopes (z:1)
= 2.00, 2.00
Depth (ft)
= 1.10
Total Depth (ft)
= 1.50
Q (cfs)
= 6.290
Area (sqft)
= 2.42
Invert Elev (ft)
= 725.00
Velocity (ft/s)
= 2.60
Slope (%)
= 1.00
Wetted Perim (ft)
= 4.92
N-Value
= 0.035
Crit Depth, Yc (ft)
= 0.91
Top Width (ft)
= 4.40
Calculations
EGL (ft)
= 1.21
Compute by:
Known Q
Known Q (cfs)
= 6.29
Elev (ft)
727.00 -
726.50
726.00
725.50
725.00
724.50
1 2 3
Section
4
Reach (ft)
5 6 7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Thursday, May 13 2021
Temporary Diversion Ditch TD 20-3 (25-yr storm, maximum slope)
Triangular
Highlighted
Side Slopes (z:1)
= 2.00, 2.00
Depth (ft)
= 0.96
Total Depth (ft)
= 1.50
Q (cfs)
= 6.290
Area (sqft)
= 1.84
Invert Elev (ft)
= 722.50
Velocity (ft/s)
= 3.41
Slope (%)
= 2.00
Wetted Perim (ft)
= 4.29
N-Value
= 0.035
Crit Depth, Yc (ft)
= 0.91
Top Width (ft)
= 3.84
Calculations
EGL (ft)
= 1.14
Compute by:
Known Q
Known Q (cfs)
= 6.29
Elev (ft)
Section
Depth (ft)
725.00
724.50
2.50
724.00
2.00
1.50
723.50
723.00
1.00
0.50
722.50
722 00
0.00
0 50
0
1 2 3
4
Reach (ft)
5 6 7
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Thursday, May 13 2021
Temporary Diversion Ditch TD 20-4 (25-yr storm, minimum slope)
Triangular
Highlighted
Side Slopes (z:1)
= 2.00, 2.00
Depth (ft)
= 0.96
Total Depth (ft)
= 1.50
Q (cfs)
= 4.360
Area (sqft)
= 1.84
Invert Elev (ft)
= 725.00
Velocity (ft/s)
= 2.37
Slope (%)
= 1.00
Wetted Perim (ft)
= 4.29
N-Value
= 0.035
Crit Depth, Yc (ft)
= 0.79
Top Width (ft)
= 3.84
Calculations
EGL (ft)
= 1.05
Compute by:
Known Q
Known Q (cfs)
= 4.36
Elev (ft)
727.00 -
726.50
726.00
725.50
725.00
724.50
1 2 3
Section
4
Reach (ft)
5 6 7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Thursday, May 13 2021
Temporary Diversion Ditch TD 20-4 (25-yr storm, maximum slope)
Triangular
Highlighted
Side Slopes (z:1)
= 2.00, 2.00
Depth (ft)
= 0.84
Total Depth (ft)
= 1.50
Q (cfs)
= 4.360
Area (sqft)
= 1.41
Invert Elev (ft)
= 722.50
Velocity (ft/s)
= 3.09
Slope (%)
= 2.00
Wetted Perim (ft)
= 3.76
N-Value
= 0.035
Crit Depth, Yc (ft)
= 0.79
Top Width (ft)
= 3.36
Calculations
EGL (ft)
= 0.99
Compute by:
Known Q
Known Q (cfs)
= 4.36
Elev (ft)
Section
Depth (ft)
725.00
2.50
724.50
2.00
724.00
1.50
1.00
723.50
723.00
0.50
0.00
722.50
722 00
0 50
0
1 2 3
4
Reach (ft)
5 6 7
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Thursday, May 13 2021
Temporary Diversion Ditch TD 20-5 (25-yr storm, minimum slope)
Triangular
Highlighted
Side Slopes (z:1)
= 2.00, 2.00
Depth (ft)
= 0.80
Total Depth (ft)
= 1.50
Q (cfs)
= 2.710
Area (sqft)
= 1.28
Invert Elev (ft)
= 732.00
Velocity (ft/s)
= 2.12
Slope (%)
= 1.00
Wetted Perim (ft)
= 3.58
N-Value
= 0.035
Crit Depth, Yc (ft)
= 0.65
Top Width (ft)
= 3.20
Calculations
EGL (ft)
= 0.87
Compute by:
Known Q
Known Q (cfs)
= 2.71
Elev (ft)
734.00 -
733.50
733.00
732.50
732.00
731.50
1 2 3
Section
4
Reach (ft)
5 6 7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Thursday, May 13 2021
Temporary Diversion Ditch TD 20-5 (25-yr storm, maximum slope)
Triangular
Highlighted
Side Slopes (z:1)
= 2.00, 2.00
Depth (ft)
= 0.55
Total Depth (ft)
= 1.50
Q (cfs)
= 2.710
Area (sqft)
= 0.60
Invert Elev (ft)
= 732.00
Velocity (ft/s)
= 4.48
Slope (%)
= 7.30
Wetted Perim (ft)
= 2.46
N-Value
= 0.035
Crit Depth, Yc (ft)
= 0.65
Top Width (ft)
= 2.20
Calculations
EGL (ft)
= 0.86
Compute by:
Known Q
Known Q (cfs)
= 2.71
Elev (ft)
734.00 -
733.50
733.00
732.50
732.00
731.50
1 2 3
Section
4
Reach (ft)
5 6 7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Friday, May 14 2021
Temporary Diversion Ditch TD 20-6 (25-yr storm, minimum slope)
Triangular
Highlighted
Side Slopes (z:1)
= 2.00, 2.00
Depth (ft)
= 1.08
Total Depth (ft)
= 1.50
Q (cfs)
= 6.070
Area (sqft)
= 2.33
Invert Elev (ft)
= 740.00
Velocity (ft/s)
= 2.60
Slope (%)
= 1.00
Wetted Perim (ft)
= 4.83
N-Value
= 0.035
Crit Depth, Yc (ft)
= 0.90
Top Width (ft)
= 4.32
Calculations
EGL (ft)
= 1.19
Compute by:
Known Q
Known Q (cfs)
= 6.07
Elev (ft)
742.00 -
741.50
741.00
740.50
740.00
739.50
1 2 3
Section
4
Reach (ft)
5 6 7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Friday, May 14 2021
Temporary Diversion Ditch TD 20-6 (25-yr storm, maximum slope)
Triangular
Highlighted
Side Slopes (z:1)
= 2.00, 2.00
Depth (ft)
= 0.73
Total Depth (ft)
= 1.50
Q (cfs)
= 6.070
Area (sqft)
= 1.07
Invert Elev (ft)
= 735.00
Velocity (ft/s)
= 5.70
Slope (%)
= 8.60
Wetted Perim (ft)
= 3.26
N-Value
= 0.035
Crit Depth, Yc (ft)
= 0.90
Top Width (ft)
= 2.92
Calculations
EGL (ft)
= 1.23
Compute by:
Known Q
Known Q (cfs)
= 6.07
Elev (ft)
737.00 -
736.50
736.00
735.50
735.00
734.50
1 2 3
Section
4
Reach (ft)
5 6 7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Thursday, May 13 2021
Temporary Diversion Ditch TD 20-7 (25-yr storm, minimum slope)
Triangular
Highlighted
Side Slopes (z:1)
= 2.00, 2.00
Depth (ft)
= 0.75
Total Depth (ft)
= 1.50
Q (cfs)
= 2.280
Area (sqft)
= 1.12
Invert Elev (ft)
= 742.50
Velocity (ft/s)
= 2.03
Slope (%)
= 1.00
Wetted Perim (ft)
= 3.35
N-Value
= 0.035
Crit Depth, Yc (ft)
= 0.61
Top Width (ft)
= 3.00
Calculations
EGL (ft)
= 0.81
Compute by:
Known Q
Known Q (cfs)
= 2.28
Elev (ft)
Section
Depth (ft)
745.00
744.50
2.50
744.00
2.00
1.50
743.50
743.00
1.00
0.50
742.50
742 00
0.00
0 50
0
1 2 3
4
Reach (ft)
5 6 7
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Thursday, May 13 2021
Temporary Diversion Ditch TD 20-7 (25-yr storm, maximum slope)
Triangular
Highlighted
Side Slopes (z:1)
= 2.00, 2.00
Depth (ft)
= 0.49
Total Depth (ft)
= 1.50
Q (cfs)
= 2.280
Area (sqft)
= 0.48
Invert Elev (ft)
= 742.50
Velocity (ft/s)
= 4.75
Slope (%)
= 10.40
Wetted Perim (ft)
= 2.19
N-Value
= 0.035
Crit Depth, Yc (ft)
= 0.61
Top Width (ft)
= 1.96
Calculations
EGL (ft)
= 0.84
Compute by:
Known Q
Known Q (cfs)
= 2.28
Elev (ft)
Section
Depth (ft)
745.00
744.50
2.50
744.00
2.00
1.50
743.50
743.00
1.00
0.50
742.50
742 00
0.00
0 50
0
1 2 3
4
Reach (ft)
5 6 7
8

Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc.
Friday, May 14 2021
Temporary Diversion Ditch TD 20-8 (25-yr storm)
Triangular
Highlighted
Side Slopes (z:1) = 2.00, 2.00
Depth (ft)
= 1.08
Total Depth (ft) = 1.50
Q (cfs)
= 6.070
Area (sqft)
= 2.33
Invert Elev (ft) = 742.00
Velocity (ft/s)
= 2.60
Slope (%) = 1.00
Wetted Perim (ft)
= 4.83
N-Value = 0.035
Crit Depth, Yc (ft)
= 0.90
Top Width (ft)
= 4.32
Calculations
EGL (ft)
= 1.19
Compute by: Known Q
Known Q (cfs) = 6.07
Elev (ft)
744.00 -
743.50
743.00
742.50
742.00
741.50
1 2 3
Section
4
Reach (ft)
5 6 7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Culvert Report
Hydraflow Express Extension forAutoCAD® Civil 3D® 2009 byAutodesk, Inc. Tuesday, Nov 3 2020
Pipe P 20-3 (25-yr storm)
Invert Elev Dn (ft)
= 720.50
Calculations
Pipe Length (ft)
= 100.00
Qmin (cfs)
= 18.96
Slope (%)
= 1.00
Qmax (cfs)
= 18.96
Invert Elev Up (ft)
= 721.50
Tailwater Elev (ft)
= 2
Rise (in)
= 24.0
Shape
= Cir
Highlighted
Span (in)
= 24.0
Qtotal (cfs)
= 18.96
No. Barrels
= 1
Qpipe (cfs)
= 18.96
n-Value
= 0.013
Qovertop (cfs)
= 0.00
Inlet Edge
= Projecting
Veloc Dn (ft/s)
= 7.16
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.5
Veloc Up (ft/s)
= 7.16
HGL Dn (ft)
= 722.07
Embankment
HGL Up (ft)
= 723.07
Top Elevation (ft)
= 727.00
Hw Elev (ft)
= 724.03
Top Width (ft)
= 90.00
Hw/D (ft)
= 1.27
Crest Width (ft)
= 50.00
Flow Regime
= Inlet Control
Elev (R)
726.00
727.00
726.00
725.00
724.00
723.00
722.00
721.00
720.00
719.00
Pipe P 20-3 (25-yr storm)
Cif Culvert HGL Embank
H,v Depth (R)
6.50
5.50
4.50
3.50
2.50
1.50
0.50
0.50
1.50
2.50
Reach (ft)

Culvert Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Tuesday, May 11 2021
Pipe P 20-4 (25-yr storm)
Invert Elev Dn (ft)
= 731.00
Calculations
Pipe Length (ft)
= 50.00
Qmin (cfs)
= 14.32
Slope (%)
= 2.00
Qmax (cfs)
= 14.32
Invert Elev Up (ft)
= 732.00
Tailwater Elev (ft)
= 1.33
Rise (in)
= 24.0
Shape
= Circular
Highlighted
Span (in)
= 24.0
Qtotal (cfs)
= 14.32
No. Barrels
= 1
Qpipe (cfs)
= 14.32
n-Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 9.24
Culvert Entrance
= Groove end projecting (C)
Veloc Up (ft/s)
= 6.28
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.2
HGL Dn (ft)
= 731.99
HGL Up (ft)
= 733.36
Embankment
Hw Elev (ft)
= 734.05
Top Elevation (ft)
= 737.00
Hw/D (ft)
= 1.02
Top Width (ft)
= 40.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 50.00
Elev (it)
73S.OD
737. D---
736.00
735.00
734.OD
733.00
732."vim
731.00
730.00
0
Pipe P 20A (25-yr storm)
Hw Depth (ft)
6.DD
5.00
dID
3.00
21n
IA0
OAn
-t.00
-2.00
5 10 15 20 25 30 35 40 45 50 55 60 65 70
CircularCulvert HGL Embank
Reach (ft)

Appendices
2
1
n..
3
}
3 5 10 20 50 100 200 500 1000
Discharge (0/Sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum taiiwaler condition (Tw c 0.5 diameter).
Rev. 3 2/93 8.06.3

Appendices
2
1
n..
3
}
3 5 10 20 50 100 200 500 1000
Discharge (0/Sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum taiiwaler condition (Tw c 0.5 diameter).
Rev. 3 2/93 8.06.3

Appendices
2
1
n..
3
}
3 5 10 20 50 100 200 500 1000
Discharge (0/Sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum taiiwaler condition (Tw c 0.5 diameter).
Rev. 3 2/93 8.06.3