4-Erosion Control Calcs 3rd Submittal

F., 7"I 0
• �.'t;• ':: • I• � • S ins ill • � ins IC
Erosion Control Calculations
For
Triangle Quarry RDU Expansion
Wake County, North Carolina
Issued:
March 5, 2021
Prepared for:
Wake Stone Corporation
PO Box 190
Knightdale NC 27545

Table of Contents
Section
Appendix A — Sediment Basin Calculations
Appendix B — Sediment Basin Skimmer Sizing Calculations
Appendix C Temporary Diversion Ditch/Slope Drain Calculations
Appendix D — Calculations for Permanent Culverts under Berm
Appendix E — Energy Dissipater Calculations

Appendix A
Sediment Basin Calculations

SEDIMENT BASIN DESIGN DATA
BASIN
DA
(Acres)
C
DESIGN
STORM
INTENSITY
(%hr)
TIMEOF
CONCENTRATION
(min)
Q
(cfs)
REQUIRED
SA
(sf)
REQUIRED
VOLUME
(co
MIN
L
(ft)
MIN
W
(ft)
DEPTH
IN
PROVIDED
SA
(sf)
PROVIDED
VOLUME
(6)
SIDE
SLOPES
DAM
HEIGHT
(ft)
DAM
WIDTH
(ft)
EMERGENCY
SPILLWAYWIDTH
(ft)
BARRELL
DIAMETER
(in)
BARRELL
LENGTH
(ft)
SKIMMER
S1ZE
(in)
SKIMMER
ORIFICE
(in)
DEWATERING
TIME
(days)
TYPE
1
5.7
0.5
10-yr
7.22
S
20.58
6,688
10,260
120
60
2
7,114
12,882
2:1
4
5
20
n/a
n./a
2.5
1.9
3
SKIMMER SEDIMENT BASIN
2
5.7
0.5
10-yr
7.22
S
20.58
6,688
10,260
120
60
2
7,114
12,882
2:1
4
5
20
n/a
n./a
2.5
1.9
3
SKIMMER SEDIMENT BASIN
3
8.0
0.5
25-yr
8.19
S
32.76
10,647
14,400
155
70
2
10,764
19,874
2:1
4
5
13
n/a
n./a
2.5
2.2
3
SKIMMER SEDIMENT BASIN
4
40.0
0.5
25/100 yr
8.19
S
163.80
71,253
72,000
SEE
PLAN
2
72,685
137,511
2:1
S
18
85
36
60
5
4.3
3
RISER BASIN
5
0.8
0.5
10-yr
7.22
S
2.89
939
1,440
46
29
2
1,334
2,084
2:1
4
5
10
n/a
n./a
1.5
0.8
3
SKIMMER SEDIMENT BASIN
6
1.3
0.5
10-yr
7.22
S
4.69
1,525
2,340
77
28
2
2,067
3,388
2:1
4
5
10
n/a
n./a
1.5
1.0
3
SKIMMER SEDIMENT BASIN
7
1 1.7
1 0.5
1 10-yr
1 7.22
S
6.14
1,995
3,060
1 77
36
1 2
1 2,683
4,582
2:1
1 4
5
10
n/a
I n./a
1.5
1.2
3
SKIMMER SEDIMENT BASIN

Sediment Basin #4 — Riser Basin
The following calculations were used to determine the riser and outlet barrel sizes, the emergency
spillway length, and to ensure that l' of freeboard is maintained in the basin for the 100-year
storm.
Hydrograph software by Intelisolve was used to prepare the runoff, time of concentration and
routing calculations. The hydrograph was routed through the riser basin using the design surface
areas and outlet structures. The calculation for the 25 and 100 year storms are provided.
Soil type = Georgeville (hydrological soil group type "B)
Use CN=86
Anti -Flotation Calculations for Riser
36" Riser Submerged
Surface Area Height
s ft (ft)
Water Displacement = 7.1 x 2.0 = 14.1 cf
Bouyant Force = 14.1 cf x 62.4 pcf = 881.09 I bs
Weight of
Length Width Height Concrete
ll ifs
Structure Weight = (4.0) (4.0) (1.0) 150 = 2,400.0 Ibs
M

Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Friday, 09 / 25 / 2020
Pond No. 1 -
Basin #4
Pond Data
Contours -User-defined contour areas.
Conic method used for volume calculation. Begining Elevation = 267.00 ft
Stage / Storage
Table
Stage (ft)
Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00
267.00
64,880
0
0
1.00
268.00
68,762
66,805
66,805
2.00
269.00
72,683
70,706
137,511
3.00
270.00
76,275
74,464
211,976
5.00
272.00
84,350
160,541
372,517
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A] [B]
[C]
[D]
Rise (in)
= 36.00
4.30
0.00
0.00
Crest Len (ft)
= 9.42 85.00
0.00
0.00
Span (in)
= 36.00
4.30
0.00
0.00
Crest El. (ft)
= 269.00 270.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33 3.33
3.33
3.33
Invert El. (ft)
= 263.20
267.00
0.00
0.00
Weir Type
= 1 Rect
---
---
Length (ft)
= 60.00
0.00
0.00
0.00
Multi -Stage
= Yes No
No
No
Slope (%)
= 2.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by Wet area)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv 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
0.00
0
267.00
0.00
0.00 ---
--- 0.00
0.00 ---
--- --- --- 0.000
1.00
66,805
268.00
51.61 is
0.44 is ---
--- 0.00
0.00 ---
--- --- --- 0.440
2.00
137,511
269.00
51.61 is
0.66 is ---
--- 0.00
0.00 ---
--- --- --- 0.655
3.00
211,976
270.00
51.61 is
0.82 is ---
--- 31.37
0.00 ---
--- --- --- 32.18
5.00
372,517
272.00
52.72 is
1.07 is ---
--- 51.65 is
800.59 ---
--- --- --- 853.30

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 09 / 25 / 2020
Hyd. No. 1
Flow to Basin #4
Hydrograph type
= SCS Runoff
Peak discharge
= 271.91 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 728,778 cuft
Drainage area
= 40.000 ac
Curve number
= 86
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 12.03 min
Total precip.
= 6.48 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
280.00
240.00
160.00
120.00
:1 OIt
40.00
0.00 ' 1'
0 2 4
Hyd No. 1
6 8
Flow to Basin #4
Hyd. No. 1 -- 25 Year
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
' ' ' ' 1 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 09 / 25 / 2020
Hyd. No. 1
Flow to Basin #4
Hydrograph type
= SCS Runoff
Peak discharge
= 348.80 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.00 hrs
Time interval
= 2 min
Hyd. volume
= 948,048 cuft
Drainage area
= 40.000 ac
Curve number
= 86
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 12.03 min
Total precip.
= 8.00 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
350.00
250.00
150.00
100.00
50.00
0.00 ' 1'
0 2 4
Hyd No. 1
6 8
Flow to Basin #4
Hyd. No. 1 -- 100 Year
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
' ' ' ' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)

TR55 Tc Worksheet
Hyd. No. 1
Flow to Basin #4
Description
Sheet Flow
Manning's n-value
Flow length (ft)
Two-year 24-hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n-value
Velocity (ft/s)
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
/1
= 0.011
= 250.0
= 3.60
= 1.00
= 3.14
= 950.00
= 6.00
= Unpaved
=3.95
= 4.01
= 24.00
= 16.00
= 0.50
= 0.030
=4.61
B
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
0.00
Flow length (ft) ({0))1350.0 0.0 0.0
Travel Time (min) = 4.88 + 0.00 + 0.00
TotalTravel Time, Tc..............................................................................
Totals
3.14
= 4.01
= 4.88
12.03 min

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 09 / 25 / 2020
Hyd. No. 2
Basin #4 Routing
Hydrograph type
= Reservoir
Peak discharge
= 224.00 cfs
Storm frequency
= 25 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 702,463 cuft
Inflow hyd. No.
= 1 - Flow to Basin #4
Max. Elevation
= 270.73 ft
Reservoir name
= Basin #4
Max. Storage
= 265,519 cuft
Storage Indication method used.
Q (cfs)
280.00
240.00
160.00
120.00
F. 11
40.00
0.00
0 2 4
Hyd No. 2
Basin #4 Routing
Hyd. No. 2 -- 25 Year
Q (cfs)
280.00
240.00
200.00
160.00
120.00
40.00
' ' 0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 1 Total storage used = 265,519 cuft

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Friday, 09 / 25 / 2020
Hyd. No. 2
Basin #4 Routing
Hydrograph type
= Reservoir
Peak discharge
= 317.36 cfs
Storm frequency
= 100 yrs
Time to peak
= 12.07 hrs
Time interval
= 2 min
Hyd. volume
= 921,552 cuft
Inflow hyd. No.
= 1 - Flow to Basin #4
Max. Elevation
= 270.96 ft
Reservoir name
= Basin #4
Max. Storage
= 283,564 cuft
Storage Indication method used.
Q (cfs)
350.00
250.00
150.00
100.00
50.00
0.00 ' '
0 2 4
Hyd No. 2
Basin #4 Routing
Hyd. No. 2 -- 100 Year
Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 1 Total storage used = 283,564 cuft

MATCHLINE - SEE SHEET 2 OF 2 FOR CONTINUATION
PLD
PIEDMONT LAND DESIGN, LLP
xms
-j
F-fta
_J
S
5-7--
�Nag
001,
rf
f
1$1N
11Y
j,
'16
--- ---------
Up
Vf! NP
v� --------
'Aj
f I "vq
0
xl
71
311rJV�4
f W
-
PRELIMINARY
Iz NOT FOR CONMUCTTON
7A rp
'1\1t,�j j
v
yi ;f Z P,
Vv�ll
J
o'
<
x�
z
0
cc <
W
N\`.
go
-9s U) Z
.0,41 —,v I <
w
ix
C3
... . ... ....
-nl
V,
ISSUED: PROGRESS
Ju
RE RFVISIONS:
zz t
. uAq
W
%k
w
1
%
o1r,
V\
IX
0
b-,
-Z\>
! I', :, ,`;;I�:,1 ` '':+.,';II,i�r I: ili 1 ` ix , `\ i \ .i>L �/ ':'r I/., �'/''— 10p�/r
DRAWN BY: RPH
< CHECKED BY: PH
PROJECT: WSRDUO
N
SED BASIN
DA MAP
"OL" NORTH
...... ....
DWG. NO. DA. 1

Appendix B
Sediment Basin Skimmer Sizing Calculations

i
Estimate Volume of Basin Length Width
Top of water surface in feet - Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

&A-Sl,j -4-S
Estimate Volume of Basin Length width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet
Feet
Depth in feet Feet

Estimate Volume of Basin Length Width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

Estimate Volume of Basin Length Width
Top of water surface in feet Feet VOLUME 0';Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

64-511\1 =4-�
Estimate Volume of Basin Length width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet
Feet
Depth in feet Feet

154 'SIW /:tr-7
Estimate Volume of Basin Length Width
Top of water surface in feet . � 5 � _ .. : Feet VOLUME � 0 Cu. Ft.
Bottom dimensions in feet
Feet
Depth in feet Feet

Appendix C
Temporary Diversion Ditch/Slope Drain Calculations

\\DIVE
Ix
Ix
%=-----
DIVERSION 6B
ix
"Ix" \\l \ DA TO THIS SECTION
' \ OF DIVERSION DITCH
3.0 ACRES
(TOTAL DA=4.3 AC)
\`_
�',li/_� -/, i I ;IIII,, I, ; , ; � • � - ,' - _ ;
j %///"'�
- DITCH = 0.7 DITCH = 0 6
y -
vI� V ACRES ACRES
1 ' a 1
�xooe i
•�:,�i==�'-Q 1\ \�, II; �; / i ��;�/�'; ;'; I111 ��; �\VA:A�I /(;' �i��(,1'I � ;;
vIxl'I ///,III /,;�'yv illj lvvv IIII!"/I
Ix
�i'�I�,';/��;
' ''/ '�ii'%I \k �' /'i/ 'i/i ��■■� \ \ \`\\\\)�(/ Il\ � ;i i II i ; 1 I\J '
I I I II IIII///II/�•, =//=�- .`II \
I I /
DIVERSION FA
—]DIVERS
— DAT 11 IIII\',
I I \ I -- / 5I I
� - I '\1 '\=�- ' /'I /I i Ix
_'flliiER I I � � , I
CRES
Ix
Ix
Ix ix
gx
_---------
ix\ I%
•____ �\ , , 1 1 \ \\\\\\ I `� _. ._
--- ---
7, Iv _, � I� �; I � I I I �• DIVERSI
,\,\ \TI
1 1JV
1 \\ \, 1
I11 /III
;`OF DIVERSION
11_.QACR
Ix
I
1 I
11 R D
0k.
;, FP�L,ILLP
RkM NORM 01110M 27615
91OAM70N PROW
9f9AW770! N1%
[NOR. M Ua N-0943
Ix
Ix
v v A- i ✓ v A Uv vvA Avvv vvv�wv.' ,
v�\
DIVERSIPlICIP
- -
II
DI
/ 1 r ACRE;/
DIVERSION11
—
I I I _
RS N ION
-- � - V A l I I - __-✓�. y�� I II IIII II I�I D
H=_ - _- - ,\v � • - , -: - I1 ''1 ; � � 1 ��f li/. �` 1 , II'll ll;�u'���III III��'I ��O�r'rl �1
_ \ \\I,'I ER . /; ; ' = i ; ;�I'nll';III%°°'cl6'0
TO T IS ' ECT(N ' % /' I',`I'I Ij I,'II' I'; I II i 'Ct$:;
_ __ -__ \ • -
vv , OF DIVERSION DITCH
1
v13.0 ACRES ;' ",; l l ; / g
\; =;„ ; , DIVERSION 12-<---
'I 4TOTAL DA=24.0 AC) I /'/„' ;NI 1 I " )
\ '
DIV N7/(, llll'II
I /II'lll'i%/�ii�'ii�/��,i, / / /"i/'11 III,l
' ;
DI
:�;;lllj'IjI I � i llllllj/ii' \
Ix
//// -. I\ \\�/�-/�✓/''',//" 1
DIVERSI
' ' ------- A-
/// I����I��II /I
-DIVER 1 IW'I I'II IL,.`�I /,/„r;'/// �ll/ /l/,,,I,,,,,///,//;✓ �_ ' \ ��/
I
Ix
Ix
\
Ix
DIVERSION
'^
\ y /
I. �I
�= ,
ix
3
loa
I
PRELIMINARY
NOT FOR CONSTRUCTION
ISSUED: PROGRESS
CHECKED BY: RPH
PROJECT: WSRDUQ
DIVERSION DITCHES
DA MAP
NORTH
DWG. No. DA.2

SLOPE DRAIN SIZING CALCULATIONS
Basin Slope Drain
DA
(AC)
Q
(CFS)
DESIGN
STORM
REQUIRED
AREA
(SF)
MINIMUM
DIA
(FT)
MINIMUM
DIA
(INCHES)
USE
(INCHES)
BASIN #1
5.7
20.58
10-YR
3.49
2.11
25.29
30
BASIN #2
5.7
20.58
10-YR
3.49
2.11
25.29
24
BASIN #3 FROM WEST
5.8
23.75
25-YR
4.03
2.26
27.17
30
BASIN #3 FROM EAST
1.1
4.50
25-YR
0.76
0.99
11.83
15
BASIN #4 WEST
10.5
43.00
25-YR
7.29
3.05
36.56
2@24
BASIN #4 NORTH
2.2
9.01
25-YR
1.53
1.39
16.74
18
BASIN #5 FROM SOUTH
0.1
0.36
10-YR
0.06
0.28
3.35
15
BASIN #5 FROM NORTH
0.1
0.36
10-YR
0.06
0.28
3.35
15
BASIN #6 FROM SOUTH
0.1
0.36
10-YR
0.06
0.28
3.35
15
BASIN #6 FROM NORTH
0.3
1.08
10-YR
0.18
0.48
5.80
15
BASIN #7 FROM SOUTH
0.5
1.81
10-YR
0.31
0.62
7.49
15
BASIN #7 FROM NORTH
0.7
2.53
10-YR
0.43
0.74
8.86
15

Diversion Ditch Sizing/Liner Calculations
Diversion
DRAINAGE
AREA (AC)
C
Q
(Cfs)
Design
Storm
SLOPE
(FT/FT)
DEPTH
(FT)
SHEAR STRESS
(PSF)
ALLOWABLE
SHEAR STRESS
(PSF)
LINER
1A
11.00
0.5
45.05
25-yr
0.005 (min/max)
1.92
0.60
1.45
Straw w/net
113
24.00
0.5
98.28
25-yr
0.005 (min/max)
2.14
0.67
1.45
Straw w/net
2
10.50
0.5
43.00
25-yr
0.005 (min.)
0.10 (max.)
1.87
1.24
0.58
7.74
1.45
7.80
Straw w/net
Rip Rap (d50=21")
3
1.50
0.5
5.42
10-yr
0.04 (min/max)
0.45
1.12
1.45
Straw w/net
4
4.10
0.5
14.80
10-yr
10-yr
0.005 (min.)
0.07 (max.)
1.26
0.88
0.39
3.84
1.45
4.00
Straw w/net
Rip Rap (d50=12")
5
1.20
0.5
4.33
10-yr
0.03 (min.)
0.08 (max.)
0.43
0.27
0.80
1.35
1.45
1.45
Straw w/net
Straw w/net
6A
1.30
0.5
4.69
10-yr
0.005 (min.)
0.20 (max.)
0.72
0.30
0.22
3.74
1.45
4.00
Straw w/net
Rip Rap (d50=12")
6B
4.30
0.5
15.52
10-yr
0.005 (min.)
0.06 (max.)
1.29
0.93
0.40
3.48
1.45
4.00
Straw w/net
Rip Rap (d50=12")
7
1.10
0.5
3.97
10-yr
0.005 (min/max)
0.66
0.21
1.45
Straw w/net
8
0.70
0.5
2.53
10-yr
0.005 (min/max)
0.52
0.16
1.45
Straw w/net
9
0.60
0.5
2.17
10-yr
0.005 (min/max)
0.48
0.15
1.45
Straw w/net
10
0.60
0.5
2.17
10-yr
0.025 (min/max)
0.31
0.48
2.45
Straw w/net
11
0.60
0.5
2.17
10-yr
0.005 (min/max)
0.48
0.15
3.45
Straw w/net
12
1.60
1 0.5
1 5.78
10-yr
0.005 (min/max)
0.79
0.25
1 4.45
Istraw whet
Note:
Where Rip Rap is specified as a liner, North American Green C350 Permanent Liner
(or approved equal) may be used as an alternative.

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion 1A
Trapezoidal
Bottom Width (ft)
= 3.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 0.50
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 45.00
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Apr 1 2020
= 1.92
= 45.00
= 13.13
= 3.43
= 11.59
= 1.41
= 10.68
= 2.10
Elev (ft) Section Depth (ft)
103.00
3.00
102.50
102.00
101.50
2.50
2.00
1.50
lie
101.00
1.00
100.50
0.50
100.00
00 rr)
0.00
0 50
2 4 6
8
Reach (ft)
10 12 14
16

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion 1 B
Trapezoidal
Bottom Width (ft)
= 7.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.50
Invert Elev (ft)
= 100.00
Slope (%)
= 0.50
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 98.00
Elev (ft) Section
103.00
102.50
102.00
101.50
101.00
100.50
100.00
99.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Apr 1 2020
= 2.14
= 98.00
= 24.14
= 4.06
= 16.57
= 1.57
= 15.56
= 2.40
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
1 11
_n rn
2 4 6 8 10 12 14 16 18 20 22 VVV
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Westgern Diversion into Basin 4
Trapezoidal
Bottom Width (ft)
= 3.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 0.50
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 43.00
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Apr 1 2020
= 1.87
= 43.00
= 12.60
= 3.41
= 11.36
= 1.38
= 10.48
= 2.05
Elev (ft) Section Depth (ft)
103.00
3.00
102.50
102.00
101.50
2.50
2.00
1.50
101.00
1.00
100.50
0.50
100.00
00 rr)
0.00
0 50
2 4 6
8
Reach (ft)
10 12 14
16

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion #2 @ Maximum Slope
Trapezoidal
Bottom Width (ft)
= 4.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 10.00
N-Value
= 0.078
Calculations
Compute by:
Known Q
Known Q (cfs)
= 43.00
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Sep 23 2020
= 1.24
= 43.00
= 8.04
= 5.35
= 9.55
= 1.24
= 8.96
= 1.69
Elev (ft) Section Depth (ft)
103.00
3.00
102.50
102.00
101.50
2.50
2.00
1.50
101.00
100.50
1.00
0.50
100.00
00 rr)
0.00
0 50
2 4 6
8
Reach (ft)
10 12 14
16

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion #3
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 100.00
Slope (%)
= 4.00
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 5.42
Elev (ft)
102.00
101.50
101.00
100.50
100.00
99.50
1 2 3
Section
4
Reach (ft)
Wednesday, Sep 23 2020
Highlighted
Depth (ft)
= 0.45
Q (cfs)
= 5.420
Area (sqft)
= 1.30
Velocity (ft/s)
= 4.15
Wetted Perim (ft)
= 4.01
Crit Depth, Yc (ft)
= 0.52
Top Width (ft)
= 3.80
EGL (ft)
= 0.72
5 6 7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion #4 @ minimum Slope
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.50
Invert Elev (ft)
= 100.00
Slope (%)
= 0.50
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 14.80
Elev (ft) Section
102.00
101.50
101.00
100.50
100.00
99.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
1 2 3 4 5 6
Reach (ft)
Wednesday, Sep 23 2020
= 1.26
= 14.80
= 5.70
= 2.60
= 7.63
= 0.89
= 7.04
= 1.36
Depth (ft)
2.00
1.50
1.00
0.50
_n Gn
7 8 9 10 v vV

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion #4 @ Maximum Slope
Trapezoidal
Bottom Width (ft)
= 3.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 100.00
Slope (%)
= 7.00
N-Value
= 0.078
Calculations
Compute by:
Known Q
Known Q (cfs)
= 14.80
Elev (ft) Section
102.00
101.50
101.00
100.50
100.00
99.50
1 2 3 4 5
Reach (ft)
Wednesday, Sep 23 2020
Highlighted
Depth (ft)
= 0.88
Q (cfs)
= 14.80
Area (sqft)
= 4.19
Velocity (ft/s)
= 3.53
Wetted Perim (ft)
= 6.94
Crit Depth, Yc (ft)
= 0.77
Top Width (ft)
= 6.52
EGL (ft)
= 1.07
Depth (ft)
2.00
1.50
1.00
0.50
_n Gn
6 7 8 9 V VV

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion #5 @ Minimum Slope
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 100.00
Slope (%)
= 3.00
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 4.33
Elev (ft)
102.00
101.50
101.00
100.50
100.00
99.50
1 2 3
Section
4
Reach (ft)
Wednesday, Sep 23 2020
Highlighted
Depth (ft)
= 0.43
Q (cfs)
= 4.330
Area (sqft)
= 1.23
Velocity (ft/s)
= 3.52
Wetted Perim (ft)
= 3.92
Crit Depth, Yc (ft)
= 0.45
Top Width (ft)
= 3.72
EGL (ft)
= 0.62
5 6 7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion #5 @ Maximum Slope
Trapezoidal
Bottom Width (ft)
= 3.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 100.00
Slope (%)
= 8.00
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 4.33
Elev (ft) Section
102.00
101.50
101.00
100.50
100.00
99.50
1 2 3 4 5
Reach (ft)
Wednesday, Sep 23 2020
Highlighted
Depth (ft)
= 0.27
Q (cfs)
= 4.330
Area (sqft)
= 0.96
Velocity (ft/s)
= 4.53
Wetted Perim (ft)
= 4.21
Crit Depth, Yc (ft)
= 0.37
Top Width (ft)
= 4.08
EGL (ft)
= 0.59
Depth (ft)
2.00
1.50
1.00
0.50
_n Gn
6 7 8 9 V VV

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion NA @
Minimum Slope
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 0.50
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 4.69
Elev (ft) Section
103.00
102.50
102.00
101.50
101.00
100.50
100.00
99.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Sep 23 2020
= 0.72
= 4.690
= 2.48
= 1.89
= 5.22
= 0.48
= 4.88
= 0.78
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
_n Gn
1 2 3 4 5 6 7 8 9 10 11 12 V VV
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion NA @
Maximum Slope
Trapezoidal
Bottom Width (ft)
= 4.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 20.00
N-Value
= 0.078
Calculations
Compute by:
Known Q
Known Q (cfs)
= 4.69
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Sep 23 2020
= 0.30
= 4.690
= 1.38
= 3.40
= 5.34
= 0.34
= 5.20
= 0.48
Elev (ft) Section Depth (ft)
103.00
3.00
102.50
102.00
101.50
2.50
2.00
1.50
101.00
100.50
1.00
0.50
100.00
00510)
0.00
0 50
2 4 6
8
Reach (ft)
10 12 14
16

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion #613 @
Minimum Slope
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 0.50
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 15.52
Elev (ft) Section
103.00
102.50
102.00
101.50
101.00
100.50
100.00
99.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Sep 23 2020
= 1.29
= 15.52
= 5.91
= 2.63
= 7.77
= 0.92
= 7.16
= 1.40
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
_n Gn
1 2 3 4 5 6 7 8 9 10 11 12 V VV
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion #613 @
Maximum Slope
Trapezoidal
Bottom Width (ft)
= 3.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 100.00
Slope (%)
= 6.00
N-Value
= 0.078
Calculations
Compute by:
Known Q
Known Q (cfs)
= 15.52
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Sep 23 2020
= 0.93
= 15.52
= 4.52
= 3.43
= 7.16
= 0.79
= 6.72
= 1.11
Elev (ft) Section Depth (ft)
103.00
3.00
102.50
102.00
101.50
2.50
2.00
1.50
101.00
1.00
100.50
100.00
0.50
00 rr)
0.00
0 50
2 4 6
8
Reach (ft)
10 12 14
16

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion #7
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 100.00
Slope (%)
= 0.50
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 3.97
Elev (ft)
102.00
101.50
101.00
100.50
100.00
99.50
1 2 3
Section
4
Reach (ft)
Wednesday, Sep 23 2020
Highlighted
Depth (ft)
= 0.66
Q (cfs)
= 3.970
Area (sqft)
= 2.19
Velocity (ft/s)
= 1.81
Wetted Perim (ft)
= 4.95
Crit Depth, Yc (ft)
= 0.43
Top Width (ft)
= 4.64
EGL (ft)
= 0.71
5 6 7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion #8
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 100.00
Slope (%)
= 0.50
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.53
Elev (ft)
102.00
101.50
101.00
100.50
100.00
99.50
1 2 3
Section
4
Reach (ft)
Wednesday, Sep 23 2020
Highlighted
Depth (ft)
= 0.52
Q (cfs)
= 2.530
Area (sqft)
= 1.58
Velocity (ft/s)
= 1.60
Wetted Perim (ft)
= 4.33
Crit Depth, Yc (ft)
= 0.33
Top Width (ft)
= 4.08
EGL (ft)
= 0.56
5 6 7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion #9
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 100.00
Slope (%)
= 0.50
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.17
Elev (ft)
102.00
101.50
101.00
100.50
100.00
99.50
1 2 3
Section
4
Reach (ft)
Wednesday, Sep 23 2020
Highlighted
Depth (ft)
= 0.48
Q (cfs)
= 2.170
Area (sqft)
= 1.42
Velocity (ft/s)
= 1.53
Wetted Perim (ft)
= 4.15
Crit Depth, Yc (ft)
= 0.30
Top Width (ft)
= 3.92
EGL (ft)
= 0.52
5 6 7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion #10
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 100.00
Slope (%)
= 2.50
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.17
Elev (ft)
102.00
101.50
101.00
100.50
100.00
99.50
1 2 3
Section
4
Reach (ft)
Thursday, Mar 4 2021
Highlighted
Depth (ft)
= 0.31
Q (cfs)
= 2.170
Area (sqft)
= 0.81
Velocity (ft/s)
= 2.67
Wetted Perim (ft)
= 3.39
Crit Depth, Yc (ft)
= 0.30
Top Width (ft)
= 3.24
EGL (ft)
= 0.42
5 6 7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion #11
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 100.00
Slope (%)
= 0.50
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.17
Elev (ft)
102.00
101.50
101.00
100.50
100.00
99.50
1 2 3
Section
4
Reach (ft)
Thursday, Mar 4 2021
Highlighted
Depth (ft)
= 0.48
Q (cfs)
= 2.170
Area (sqft)
= 1.42
Velocity (ft/s)
= 1.53
Wetted Perim (ft)
= 4.15
Crit Depth, Yc (ft)
= 0.30
Top Width (ft)
= 3.92
EGL (ft)
= 0.52
5 6 7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Diversion #12
Trapezoidal
Bottom Width (ft)
= 2.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 1.00
Invert Elev (ft)
= 100.00
Slope (%)
= 0.50
N-Value
= 0.033
Calculations
Compute by:
Known Q
Known Q (cfs)
= 5.70
Elev (ft)
102.00
101.50
101.00
100.50
100.00
99.50
1 2 3
Section
4
Reach (ft)
Thursday, Mar 4 2021
Highlighted
Depth (ft)
= 0.79
Q (cfs)
= 5.700
Area (sqft)
= 2.83
Velocity (ft/s)
= 2.02
Wetted Perim (ft)
= 5.53
Crit Depth, Yc (ft)
= 0.53
Top Width (ft)
= 5.16
EGL (ft)
= 0.85
5 6 7
Depth (ft)
2.00
1.50
1.00
0.50
L -0.50
8

Appendix D
Calculations for Permanent Culverts Under Berm

v
---------------
-- _-_-- --_ _-
- - - - - - - -
•1ON iBill
sm
r--7777
—
-- ---
\
----
!! �\
I\IN
\ II 1 \II
\\
IN,
\ I I I
1 I 1
NORTH
� �. ,ILI P
RKM RQRM Qk%MM 47613
9RA13.7m p"m 1.7m p"m
Dw m iu l N-0l43
PRELIMINARY
NOT FOR CONSTRUCTION
ISSUED: PROGRESS
=
DRAWN BY: RPH
CHECKED BY: RPH
PROJECT: WSRDUQ
STORM SEWER
DA MAP
-
DWG. No. DA.3

Storm Sewer Tabulation
Page 1
Station
Len
Drng Area
Rnoff
Area x C
Tc
Rain
Total
Cap
Vel
Pipe
Invert Elev
HGL Elev
Grnd / Rim Elev
Line ID
coeff
(I)
flow
full
Line
To
Incr
Total
Inn cr
Total
Inlet
Syst
Size
Slope
Dn
Up
Dn
Up
Dn
Up
Line
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/hr)
(cfs)
(cfs)
(ft/s)
(in)
(%)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
1
End
140.306
3.90
3.90
0.40
1.56
1.56
5.0
5.0
8.2
12.77
20.40
10.49
15
9.98
331.00
345.00
332.21
346.22
0.61
347.00
pipe 1
2
End
175.966
2.00
2.00
0.40
0.80
0.80
5.0
5.0
8.2
6.55
20.94
6.23
15
10.51
323.50
342.00
324.47
343.03
0.43
345.00
pipe 2
3
End
40.000
0.10
0.10
0.40
0.04
0.04
5.0
5.0
8.2
0.33
5.53
2.23
15
0.63
344.20
344.45
344.42
344.67
0.00
346.00
pipe 3
Project File: WSRDUQ storm.stm
Number of lines: 3
Run Date: 3/3/2021
NOTES:Intensity = 118.92 / (Inlet time + 17.60) ^ 0.86; Return period =Yrs. 25 ; c = cir e = ellip b = box
Storm Sewers v2019.20

Appendix E
Energy Dissipater Calculations

Energy Dissipater Calculations
LOCATION
MAX
VELOCITY
(fps)
DESIGN
STORM
Q
(cfs)
OUTLET PIPE
DIAMTER
(in)
d50
(in)
APRON
LENGTH
(ft)
APRON WIDTH
AT PIPE OUTLET
(ft)
APRON WIDTH
AT OUTLET END
(ft)
MAXIMUM STONE
DIAMETER
(in)
APRON
THICKNESS
(in)
outlet of slope drain into basin #1
13.2
10 YR
20.58
30
12
15
7.5
17.5
18
27
outlet of slope drain into basin #2
11.4
10 YR
20.58
24
10
12
6.0
14.0
15
22.5
outlet of slope drain into basin #3 (west)
13.2
25 YR
23.75
30
12
15
7.5
17.5
18
27
outlet of slope drain into basin #3 (east)
8.3
25 YR
4.50
15
6
8
3.8
9.3
9
13.5
outlet of slope drain into basin #4 (west)
11.4
25 YR
43.00
(2)24
1 10
15
12.0
18.0
15
22.5
outlet of slope drain into basin #4 (north)
12.4
25 YR
9.01
18
6
6
4.5
7.5
9
13.5
outlet of slope drain into basin #5 (south)
8.3
10 YR
0.36
15
6
6
3.8
7.3
9
13.5
outlet of slope drain into basin #5 (north)
8.3
10 YR
0.36
15
6
6
3.8
7.3
9
13.5
outlet of slope drain into basin #6 (south)
8.3
10 YR
0.36
15
6
6
3.8
7.3
9
13.5
outlet of slope drain into basin #6 (north)
8.3
10 YR
1.08
15
6
6
3.8
7.3
9
13.5
outlet of slope drain into basin #7 (south)
8.3
10 YR
1.81
15
6
6
3.8
7.3
9
1 13.5
outlet of slope drain into basin #7 (north)
8.3
10 YR
2.53
1 15
1 6
6
3.8
7.3
9
13.5
Pipe #1 (permanent pipe under berm)
9.3
10 YR
11.26
15
6
10
3.8
11.3
9
13.5
Pipe #2 (permanent pipe under berm)
5.7
10 YR
5.77
15
6
6
3.8
7.3
9
13.5
Pipe #3 (permanent pipe under entrance)
2.10
10 YR
0.29
15
6
6
3.8
7.3
9
13.5