SW4210704_Design Calculations_20210803

EROSION CONTROL &
HYDRAULIC CALCULATIONS
DOLCETTO
DAVIDSON COUNTY, NC
PROJECT:
2019-091
MAY 2020
JAMESTOWN ENGINEERING CROUP, INC.
117 EAST MAIN STREET P. 0. .BOX 365
JAMESTOWN, NC 27282
[phone]
C - 0626

JAMESTOWN ENGINEERING GROUP, INC.
117 E. MAIN STREET
JAMESTOWN, NC 27282
DESIGN OF WATER QUALITY POND
I. GENERAL
A. DESIGN CRITERIA
DESIGN IS BASED UPON NCDEQ STORMWATER GUIDELINES
B. SITE INFORMATION
THE PROPOSED SITE IS NOT LOCATED WITHIN A DESIGNATED WATER SUPPLY WATERSHED
GENERAL SITE DATA IS LISTED BELOW:
SITE AREA
OFF -SITE AREA
TOTAL SITE AREA
OFF -SITE DRAINAGE AREA
SITE DRAINAGE AREA
DIVERTED AREA
DISTURBED AREA
# UNITS PROPOSED
DOLCETTO DRY POND #1
77.73
0,00
77.73
0.00
13
0.0
13.0
48
IMPERVIOUS AREA SF/UNIT
3000
UNITS
3.31
STREETS, DRIVEWAYS & SIDEWALKS
0.95
TOTAL
4.26
% BUILT UPON (FOR SITE DRAINAGE AREA)
32.74%
A DRY DETENTION POND IS TO BE USED
C. DRY POND INFORMATION/REQUIREMENTS
VOLUME REQUIREMENTS OF POND 1
32.7% IMPERVIOUS 0.3
POOL SURFACE AREA REQUIRED .3 x 13.00 x
118 PERM SED STORAGE .0 x 13,00 x
1/2 TEMP SED STORAGE .0 x 13.00 x
TEMPORARY SEDIMENT TO BE REMOVED FROM POND PRIOR TO FINAL CERTIFICATION
INIAC OF DRAINAGE AREA
3630 - 14157 CF
3630 - 0 CF
3630 - 0 CF
D. METHOD OF ANALYSIS
INFLOW HYDROGRAPHS: SMALL WATERSHED METHOD
PEAK INFLOWS: RATIONAL METHOD
POND ROUTING: REGRESSION ANALYSIS FOR STAGE STORAGE RELATIONSHIP
G:\2019\2019091\drypond-rev.xlsx
Page I

II POND N1 DESIGN
A. INFLOW HYDROGRAPHS
1.PRE-DEVELOPEMENT
OFF -SITE AREA
(1 AC LOTS)
ON -SITE AREA
(UNIMPROVED)
PEAK FLOW
Tc =
1(10) _
1(25) _
1(50) _
1(2) _
1000).
Q00) _
Q(25) _
Q(50) _
0(2) _
0(100).
2.POST-DEVELOPEMENT
OFF -SITE AREA
(1 AC LOTS)
ON -SITE AREA
IMPERVIOUS
LAWN
SITE DRAINAGE AREA
COMPOSITE
Tc =
Q=CIA
0.00 ACRES
13.00 ACRES
13.0 ACRES
10.0 min
5.8 iMv
6.2 in/hr
7.3 in/hr
4.3 iNhr
8.0 in/hr
30 CFS
32 CFS
38 CFS
22 CFS
42 CFS
0 ACRES
32.74% IMPERVIOUS
4.26 ACRES
21.74 ACRES
26.00 ACRES
26.00 AVERAGE
10,0 min
PEAK FLOW Q = CIA
1(10) = 5.1 inthr
1(25) = 6.0 in/hr
I(50) = 6.8 inlhr
1(2) = 4.3 in/hr
1(100) = 8.0 infir
Q(10) = 66 CFS
Q(25) = 78 CFS
0(50) = 88 CFS
Q(2) = 56 CFS
0000) = 104 CFS
DEPTH OF RUNOFF
10-YEAR 6-HOUR PRECIPATION (P) =
25-YEAR 6-HOUR PRECIPATION (P) =
50-YEAR 6-HOUR PRECIPATION (P) =
2-YEAR 6-HOUR PRECIPATION (P) =
100-YEAR 6-HOUR PRECIPATION (P) _
CN =
S = (1000/CN)-10 =
RUNOFF DEPTH(Q-) = (P-0.2 x S)A21(P+0.8 x S) _
RUNOFF DEPTH(Q7 = (P-0.2 x S)A2/(P+0.8 x S) _
RUNOFF DEPTH(Q*) = (P-0.2 x S)42/(P+0.8 x S) _
RUNOFF DEPTH(Q-) _ (P.0.2 x S)A2/(P+0.8 x S) _
RUNOFF DEPTH(Q7 - (P.0.2 x S)A2/(P+0.8 x S) =
TIME TO PEAK = RUNOFF VOLUME/(1.39 x Qp)
TIME TO PEAK = RUNOFF VOLUME/(1.39 x Qp)
TIME TO PEAK = RUNOFF VOLUME/(1.39 x Op)
TIME TO PEAK = RUNOFF VOLUME/(1.39 x Qp)
TIME TO PEAK - RUNOFF VOLUME10.39 x Dip)
C= 0.40
C= 0.40
C= 0.40
INLET'A'
ADDITIONAL FLOWS (CFS)
PIPE IN FROA AREA AROUND
18"
PRE-DEV
INLET'B'
INLET'A'
BYPASS
FLOW TOTAL
24
3
22
79
26
4
24
86
31
4
31
104
18
2
13
55
33
5
35
115
C= 0.40
C= 1.00
0.40
C= 0.50
INLET'A'
ADDITIONAL FLOWS (CFS)
PIPE IN FROA AREA AROUND
18'
TOTAL LESS
INLET'B'
INLET' A
BYPASS
'OND OUTFLOW
21
2
3
26
22
2
4
28
26
2
7
35
15
1
0
16
29
2
9
40
3.71 in
4.39 in
4.93 in
2.52 in
5.46 in
72
3.89 in
1.26 in
1.74 in
2.14 in
.54 In
2.56 in
10-YEAR
10.80 HR
25-YEAR
12.66 HR
50-YEAR
13.77 HR
2-YEAR
5.48 HR
100-YEAR
13.97 HR
1D•YEAR 6-HOUR RUNOFF DEPTH
25-YEAR 6-HOUR RUNOFF DEPTH
50-YEAR 6-HOUR RUNOFF DEPTH
2-YEAR 6-HOUR RUNOFF DEPTH
100-YEAR 6-HOUR RUNOFF DEPTH
G:\2019\2019091\drypond-rev.xlsx
Page

B. ESTIMATE STORAGE
1. S = (Q(Post)-Q(Pre)) ' TP
S = 21542 CF
2. POND ELEVATIONS/AREA/VOLUME
TEMPIPERM SED STORAGE REO'D
PERMANENT STORAGE REQ'D
ESTIMATED STAGE STORAGE
ASSUME POND INVERT (BOTTOM OF POND)
SEDIMENT STORAGE REQUIRED
WATER QUALITY STORAGE CAPACITY REQUIRED
ACCUMALATED
ELEV AREA
VOLUME
VOLUME
720.00 479
0
0
722.00 1270
1686
1686
724.00 2462
3667
5353
726.00 3995
6395
11748
728.00 5816
9754
21502
730.00 7926
13688
35190
732.00 10325
18198
53388
734.00 12724
23007
76396
736.00 15123
27812
104208
ASSUME SEDIMENT STORAGE ELEVATION
SEDIMENT STORAGE VOLUME PERMANENT
ASSUME ORIFICE ELEVATION
ASSUME RISOR ELEVATION
TEMPORARY WATER QUALITY VOLUME
ASSUME EMERGENCY SPILLWAY ELEVATION
ASSUME BARREL INVERT ELEVATION
3. REGRESSION ANALYSIS SUMMARY OUTPUT PERFORMED ON MIDDLE
where
b=(sum(In(Z)*In(Z))-1 fi•sum(tn(Z))'sum(in(S)))/(sum(In(Z)A2)-1/n'(sum(In(S)))42)
b= 2.23
a=1 /n•sum(tn(S))-b/n•sum(tn(Z))
a= 5.35
RA2=(sum(In(Z)'In(S))-nln(Z) In(SUA2/((sum(In(z)A2)•n'tn(Z)_A2)•(sum(tn(S)A2}n'In(S)_A2)
RA2= 1.00
Ks=e4a
Ks= 211
CUMULATIVE
0 CF
0 CF
0 CF
0 CF
21542 CF
21542 CF
=
720.0
0
CF
=
14157
CF
Z
STAGE
In S
In Z
0.0
2.0
7.430
0.693
4.0
8.585
1.386
6.0
9.371
1.792
8.0
9.976
2.079
10.0
10.469
2.303
12.0
10.885
2.485
14.0
11.244
2.639
16.0
11.554
2.773
AVERAGE =
10.583
2.345
=
0.0
=
0
CF
=
720.0
=
729.0
=
28381
CF
=
730.5
=
720.0
6
ENTRIES
Z
est
0.00
2.54
4.26
6.06
7.95
9.91
11.95
14.03
16.13
14157CF ncC'J:REi
G:\2019\2019091\drypond-rev.xlsx Page 3

C. OUTLET STRUCTURES
1. PRINCIPLE SPILLWAY
INVERT ELEVATION
ASSUME RISOR ELEVATION
SOLVE FOR ROUGH RISOR SIZE
DIAMETER(in)=0.12/(Cw•(HA3/2)'3.14159)
SOLVE FOR ROUGH BARREL SIZE
DIAMETER(in)= (0.4/(3.14159'Cd'(2'9'h)A.5)A.5
ASSUME RISOR DIA
=
36
ASSUME BARREL CIA
=
24
ASSUME ORIFICE PLATE DIA
=
24.0
ASSUME GATE DIA
=
12.0
2. EMERGENCY
SPILLWAY
SOLVE FOR WEIR LENGTH
USE h=
ASSUME SPILLWAY ELEV
=
L=Q/(Cw'hA3/2)
where O(100)
_
RISOR 0 @ ELEV
729.00
=
EMERGENCY SPILLWAY 0
=
WEIR LGTH (h)
_
100-YEAR H.W.L.
_
TOP OF DAM
=
WEIR ORIFICE
ORIFICE
PRINCIPAL
ELEV
RISOR BARREL
RISOR
SPILLWAY
729.0
0.0 42.8
0.0
0.0
729.2
2.8 43.3
15.2
2.8
729.4
7.9 43.8
21.5
7.9
729.6
14.5 44.4
26.4
14.5
729.8
22.3 44.9
30.4
22.3
730.0
31.1 45.4
34.0
31.1
730.2
40.9 45.9
37.3
37.3
730.4
51.5 46.4
40.3
40.3
730.6
62.9 46.9
43.1
43.1
730.8
75.1 47.4
45.7
45.7
731.0
88.0 47.8
48.1
47.8
731.2
101.5 48.3
50.5
48.3
731.4
115.6 48.8
52.7
48.8
731.6
130.4 49.2
54.9
49.2
ALLOWABLE OUTFLOW
=
0.0
= 729.0
{� 32.2 CFS
in 24
in 15
in 15
in
0.5 ft
730.5
103.6 cis
42.8 ds
60.8 ds
57 ft
730.72
732.5
EMERGENCY
TOTAL
SPILLWAY OUTFLOW
0.0
0.0
0.0
2.8
0.0
7.9
0.0
14.5
0.0
22.3
0.0
31.1
0.0
37.3
0.0
40.3
5.7
48.7
29.6
75.2
63.6
111.5
105.4
153.7
153.7
202.5
207.7
256.9
32.2 CFS
G:\2019\2019091\drypond-rev.xlsx Page 4

D. ROUTING 10, 25, 50, 2, & 100 YEAR POST-DEVELOPEMENT STORM THRU POND
1. INPUT DATA FOR 10-YEAR STORM
0(10)
66.1
TP
10.80
TIME INCREMENT
2.00 min
Ks
211
b
2.23
INVERT ELEVATION
720.00
ORIFICE ELEVATION
720.00
RISOR ELEVATION
729.00
EM SPILLWAY ELEV
730.50
WEIR
ORIFICE
ORIFICE
ORIFICE
PRINCIPAL
EMERGENCY
TOTAL
TIME INFLOW
STORAGE
STAGE
RISOR
GATE
BARREL
RISOR
SPILLWAY
SPILLWAY
0.00 0.0
0
720.00
0.0
0.0
0.0
0.0
0.0
0.0
2.00 5.4
0
720.00
0.0
0.0
0.0
0.0
0.0
0.0
c; . u
4.00 20.0
653
721.66
0.0
4.1
0.0
0.0
4.1
0.0
4,1
6.00 38.8
2560
723.06
0.0
6.1
0.0
0.0
6.1
0.0
8.00 55.7
6488
724.64
0.0
7.7
0.0
0.0
7.7
0.0
10.00 65.2
12250
726.18
0.0
9.0
0.0
0.0
9.0
0.0
12.00 64.1
18991
727.52
0.0
10.0
0.0
0.0
10.0
0.0
14.00 53.1
25476
728.57
0.0
10.7
0.0
0.0
10.7
0.0
16.00 41.8
30561
729.30
5.2
11.2
43.6
18.8
16.4
0.0
18.00 32.8
33601
729.71
18.5
11.5
44.6
28.6
30.0
0.0
20.00 25.8
33940
729.76
20.3
11.5
44.7
29.5
31.8
0.0
22.00 20.3
33224
729.66
16.6
11.4
44.5
27.6
28.1
0.0
2 5 .
24.00 15.9
32288
729.54
12.2
11.4
44.2
24.9
23.6
0.0
2j, 6
26.00 12.5
31372
729.41
8.3
11.3
43.9
21.9
19.6
0.0
28.00 9.8
30528
729.30
5.1
11.2
43.6
18.6
16.3
0.0
30.00 7.7
29752
729.19
2.6
11 A
43.3
14.9
13.8
0.0
32.00 6.1
29028
729.09
0.9
11.1
43.0
10.3
11.9
0.0
..
34.00 4.8
28324
728.99
0.0
11.0
0.0
0.0
11.0
0.0
36.00 3.8
27576
728.88
0.0
1 t.0
0.0
0.0
11.0
0.0e-
38.00 3.0
26712
728.76
0.0
10.9
0.0
0.0
10.9
0.0
0 .
40.00 2.3
25763
728.62
0.0
10.8
0.0
0.0
10.8
0.0
'. o . E
42.00 1.8
24748
728.46
0.0
10.7
0.0
0.0
10.7
0.0
44.00 1.4
23686
728.30
0.0
10.6
0.0
0.0
10.6
0.0
46.00 1.1
22591
728.12
0.0
10.4
0.0
0.0
10.4
0.0
48.00 0.9
21473
727.94
0.0
10.3
0.0
0.0
10.3
0.0
50.00 0.7
20342
727.75
0.0
10.2
0.0
0.0
10.2
0.0
52.00 0.5
19203
727.55
0.0
10.0
0.0
0.0
10.0
0.0
54.00 0A
18063
727.35
0.0
9.9
0.0
0.0
9.9
0.0
56.00 0.3
16927
727.14
0.0
9.7
0.0
0.0
9.7
0.0
58.00 0.3
15799
726.92
0.0
9.6
0.0
0.0
9.6
0.0
60.00 0.2
14681
726.70
0.0
9.4
0.0
0.0
9.4
0.0
62.00 0.2
13576
726.47
0.0
9.2
0.0
0.0
9.2
0.0
64.00 0.1
12487
726.23
0.0
9.1
0.0
0.0
9.1
0.0
4.1
66.00 0.1
11417
725,98
0.0
8.9
0.0
0.0
8.9
0.0
5
68.00 0.1
10366
725.73
0.0
8.6
0.0
0.0
8.6
0.0
70.00 0.1
9338
725.47
0.0
8.4
0.0
0.0
8.4
0.0
e.4
72.00 0.0
8334
725.20
0.0
8.2
0.0
0.0
8.2
0.0
74,00 0.0
7357
724.91
0.0
7.9
0.0
0.0
7.9
0.0
76.00 0.0
6408
724.62
0.0
7.7
0.0
0.0
7.7
0.0
78.00 0.0
5491
724.31
0.0
7.4
0.0
0.0
7.4
0.0
a
80.00 0.0
4608
723.98
0.0
7.1
0.0
0.0
7.1
0.0
82.00 0.0
3763
723.64
0.0
6.7
0.0
0.0
6.7
0.0
84.00 0.0
2961
723.27
0.0
6.3
0.0
0.0
6.3
0.0
86.00 0.0
2208
722.86
0.0
5.8
0.0
0.0
5.8
0.0
88.00 0.0
1511
722.42
0.0
5.2
0.0
0.0
5.2
0.0
2
90.00 0.0
884
721.90
0.0
4.5
0.0
0.0
4.5
0.0
4.5
92.00 0.0
348
721.25
0.0
3.3
0.0
0.0
3.3
0.0
3.3
PEAK INFLOW
- 66.1 CFS
PEAK OUTFLOW
- 31.8 CFS
PEAK ALLOWABLE OUTFLOW
79 CFS
PEAK OUT. +ADD. FLOWS
- 58 CFS
PEAK ELEV
- 729.75
PEAK STORAGE
- 33940 CF
G:\2019\2019091\drypond-rev.xlsx Page 5

2. INPUT DATA FOR 25-YEAR STORM
0(25)
78
TP
12.66 min
TIME INCREMENT
1.50 min
Ks
211
b
2.23
INVERT ELEVATION
720.00
ORIFICE ELEVATION
720.00
RISOR ELEVATION
729.00
PERMANENT STORAGE
0
EM SPILLWAY ELEV
730.50
TIME INFLOW
STORAGE
STAGE
WEIR
ORIFICE
ORIFICE
ORIFICE
PRINCIPAL
EMERGENCY
-.,....
RISOR
GATE
BARREL
RISOR
SPILLWAY
SPILLWAY
o ::
0.00 0.0
0
720.00
0.0
0.0
0.0
0.0
0.0
0.0
1.50 2.7
120
720.78
0.0
0.0
0.0
0.0
0.0
0.0
0 .
3.00 10.3
531
721.51
0.0
3.8
0.0
0.0
3.8
0.0
4.50 21.8
1565
722.45
0.0
5.3
0.0
0.0
5.3
0.0
5.3
6.00 35.7
3615
723.57
0.0
6.6
0.0
0.0
6.6
0.0
7.50 50.0
6819
724.75
0.0
7.8
0.0
0.0
7.8
0.0
9.00 62.7
11144
725.92
0.0
6.8
0.0
0.0
8.8
0.0
10.50 72.3
16388
727.04
0.0
9.7
0.0
0.0
9.7
0.0
12.00 77.2
22210
728.06
0.0
10.4
0.0
0.0
10.4
0.0
13.50 76.9
28180
728.97
0.0
11.0
0.0
0.0
11.0
0.0
15.00 71 A
33117
729.64
16.1
11.4
44.5
27.3
27.5
0.0
_
16.50 62.0
35944
730.01
31.4
11.7
45.4
34.1
43.0
0.0
18.00 53.2
36974
730.13
37.5
11.7
45.7
36.2
49.3
0.0
4
19.50 45.6
36981
730.13
37.6
11.7
45.7
36.2
49.3
0.0
,
21.00 39.1
36489
730.07
34.6
11.7
45.6
35.3
46.3
0.0
_ .
22.50 33.5
35779
729.98
30.4
11.6
45.3
33.8
42.1
0.0
4 2 . :
24.00 28.7
34996
729.89
26.0
11.6
45.1
32.0
37.5
0.0
25.50 24.6
34212
729.79
21.7
11.5
44.8
30.2
33.2
0.0
27.00 21.1
33457
729.69
17.8
11.5
44.6
28.3
29.3
0.0
29.
28.50 18.1
32747
729.60
14.3
11.4
44.4
26.3
25.7
0.0
25.
30.00 15.5
32083
729.51
11.3
11.4
44.1
24.3
22.6
0.0
31.50 13.3
31463
729.43
8.6
11.3
43.9
22.2
19.9
0.0
33.00 11.4
30884
729.35
6.4
11.2
43.7
20.1
17.6
0.0
34.50 9.8
30340
729.27
4.4
11.2
43.5
17.8
15.6
0.0
36.00 8.4
29823
729.20
2.8
11.2
43.3
15.3
14.0
0.0
37.50 7.2
29326
729.13
1.5
11.1
431
12.4
12.6
0.0
12.
39.00 6.2
28837
729.06
0.5
11.1
43.0
8.6
11.6
0.0
40.50 5.3
28335
728.99
0.0
11.0
0.0
0.0
11.0
0.0
42.00 4.5
27786
728.91
0.0
11.0
0.0
0.0
11.0
0.0
43.50 3.9
27180
728.83
0.0
10.9
0.0
0.0
10.9
0.0
45.00 3.3
26525
728.73
0.0
10.8
0.0
0.0
10.8
0.0
46.50 2.9
25829
728.63
0.0
10.8
0.0
0.0
10.8
0.0
48.00 2.4
25100
728.52
0.0
10.7
0.0
0.0
10.7
0.0
49.50 2.1
24344
728.40
0.0
10.6
0.0
0.0
10.6
0.0
' 0.:.
51.00 1.8
23566
728.28
0.0
10.5
0.0
0.0
10.5
0.0
52.50 1.5
22771
728.15
0.0
10.5
0.0
0.0
10.5
0.0
54.00 1.3
21962
728.02
0.0
10.4
0.0
0.0
10.4
0.0
55.50 1.1
21143
727.89
0.0
10.3
0.0
0.0
10.3
0.0
57.00 1.0
20317
727.75
0.0
10.2
0.0
0.0
10.2
0.0
58.50 0.8
19487
727.60
0.0
10.1
0.0
0.0
10.1
0.0
PEAK INFLOW =
77.72 CFS
PEAK OUTFLOW =
49.30 CFS
PEAK ALLOWABLE OUTFL
86 CFS
PEAK OUT. +ADD. FLOWS
77 CFS
PEAK ELEV =
730.13
PEAK STORAGE =
36981 CF
G:\2019\2019091\drypond-rev.xlsx Page 6

3. INPUT DATA FOR 50-YEAR STORM
0(50)
88
Tp
13.77 min
TIME INCREMENT
1.50 min
Ks
211
b
2.23
INVERT ELEVATION
720.00
ORIFICE ELEVATION
720.00
RISOR ELEVATION
729.00
PERMANENT STORAGE
0
EM SPILLWAY ELEV
730.50
TIME INFLOW
STORAGE
STAGE
WEIR
ORIFICE
ORIFICE
ORIFICE
PRINCIPAL
EMERGENCY
TCT-.:.
RISOR
GATE
BARREL
RISOR
SPILLWAY
SPILLWAY
0.00 0.0
0
720.00
0.0
0.0
0.0
0.0
0.0
0.0
1.50 2.6
115
720.76
0.0
0.0
0.0
0.0
0.0
0.0
3.00 9.9
507
721.48
0.0
3.7
0.0
0.0
3.7
0.0
4.50 21.2
1506
722.41
0.0
5.2
0.0
0.0
5.2
0.0
2
6.00 35.2
3513
723.53
0.0
6.6
0.0
0.0
6.6
OD
7.50 50.2
6710
724.71
0.0
7.8
0.0
0.0
7.8
0.0
9.00 64.5
11123
725.91
0.0
8.8
0.0
0.0
8.8
0.0
10.50 76.4
16628
727.08
0.0
9.7
0.0
0.0
9.7
0.0
12.00 84.5
22960
728.18
0.0
10.5
0.0
0.0
10.5
0.0
i ..
13.50 88.0
29646
729.18
2.3
11.1
43.3
14.3
13.5
0.0
15.00 86.4
35156
729.91
26.9
11.6
45.1
32.4
38.5
0.0
16.50 79.8
39099
730.39
51.0
11.9
46.4
40.1
40.1
0.0
18.00 69.9
41485
730.67
67.1
12.1
47.0
44.0
44.0
12.6
5..5
19.50 60.7
41949
730.72
70.4
12.1
47.2
44.7
44.7
19.0
? ,
21.00 52.7
41577
730.68
67.8
12.1
47.1
44.1
44.1
13.8
22.50 45.7
41090
730.62
64.4
12.0
46.9
43.4
43.4
7.9
24.00 39.7
40577
730.56
60.9
12.0
46.8
42.6
42.6
3.0
4 -. .
25.50 34.4
39991
730.50
56.9
12.0
46.6
41.6
41.6
0.0
27.00 29.9
39199
730A0
51_6
11.9
46.4
40.3
40.3
0.0
28.50 25.9
37527
730.20
40.9
11.8
45.9
37.3
52.7
0.0
30.00 22.5
35514
729.95
28.9
11.6
45.3
33.2
40.5
0.0
C .
31.50 19.6
34113
729.77
21.2
11.5
44.8
29.9
32.7
0.0
33.00 17.0
33059
729.64
15.8
11.4
44.5
27.2
27.3
0.0
34.50 14.7
32214
729.53
11.9
11.4
44.2
24.7
23.2
0.0
36.00 12.8
31502
729.43
8.8
11.3
43.9
22.3
20.1
0.0
37.50 11.1
30880
729.35
6.4
11.2
43.7
20.1
17.6
0.0
39.00 9.6
30320
729.27
4.4
11.2
43.5
17.7
15.6
0.0
40.50 8.4
29802
729.20
2.8
11.2
43.3
15.2
13.9
0.0
42.00 7.3
29312
729.13
1.5
11.1
43.1
12.3
12.6
0.0
43.50 6.3
28835
729.06
0.5
11.1
43.0
8.6
11.6
0.0
45.00 5.5
28347
729.00
0.0
11.0
0.0
0.0
11.0
0.0
46.50 4.7
27817
728.92
0.0
11.0
0.0
0.0
11.0
0.0
48.00 4.1
27231
728.83
0.0
10.9
0.0
0.0
10.9
0.0
49.50 3.6
26597
728.74
0.0
10.9
0.0
0.0
10.9
0.0
51.00 3.1
25924
728.64
0.0
10.8
0.0
0.0
10.8
0.0
PEAK INFLOW =
88.08 CFS
PEAK OUTFLOW a
63.68 CFS
PRE•DEV. FLOW c
104 CFS
PEAK OUT. + ADD. FLOWS
99 CFS
PEAK ELEV =
730.72 EMERGENCY SPILLWAY ACTIVATED
PEAK STORAGE =
41949 CF
G:\2019\2019091\drypond-rev.xlsx Page 7

4. INPUT DATA FOR 2-YEAR STORM
Q(2)
56
TP
10,00 min
TIME INCREMENT
1.00 min
Ks
211
b
2.23
INVERT ELEVATION
720.00
ORIFICE ELEVATION
720.00
RISOR ELEVATION
729.00
PERMANENTSTORAGE
0
EM SPILLWAY ELEV
730.50
TIME INFLOW STORAGE
STAGE
WEIR
ORIFICE
ORIFICE
ORIFICE
PRINCIPAL
EMERGENCY
-cTa
RISOR
GATE
BARREL
RISOR
SPILLWAY
SPILLWAY
0.00 0.0
0
720.00
0.0
0.0
0.0
0.0
0.0
0.0
1.50 1.6
73
720.62
0.0
0.0
0.0
0.0
0.0
0.0
3.00 6.3
290
721.15
0.0
3.1
0.0
0.0
3.1
0.0
3.1
4.50 13.4
841
721.66
0.0
4A
0.0
0.0
4.4
0.0
, . i
6.00 22.3
1994
722.74
0.0
5.7
0.0
0.0
5.7
0.0
7.50 31.7
3865
723.68
0.0
6.7
0.0
0.0
6.7
0.0
9.00 40.8
6478
724.64
0.0
7.7
0.0
0.0
7.7
0.0
10.50 48.3
9755
725.58
0.0
8.5
0.0
0.0
8.5
0.0
12.00 53.5
13535
726.46
0.0
9.2
0.0
0.0
9.2
0.0
13.50 55.6
17587
727.26
0.0
9.8
0.0
0.0
9.8
0.0
15.00 54.6
21641
727.97
0.0
10.3
0.0
0.0
10.3
0.0
16.50 50.5
25422
728.57
0.0
10.7
0.0
0.0
10.7
0.0
18.00 44.2
28690
729.04
0.3
11.1
42.9
7.1
11.3
0.0
19.50 38.4
31070
729.37
7.1
11.3
43.8
20.8
18.3
0.0
21.00 33.3
32389
729.55
12.7
11.4
44.2
25.2
24.0
0.0
..,.
22.50 28.9
32913
729.62
15.1
11.4
44A
26.8
26.5
0.0
24.00 25A
32947
729.62
15.3
11.4
44A
26.9
26.7
0.0
_ ..
25.50 21 A
32706
729.59
14.1
11 A
44.3
26.2
25.5
0.0
27.00 18.9
32321
729.54
12.3
11.4
44.2
25.0
23.7
0.0
2 .
28.50 16.4
31867
729.48
10.3
11.3
44.0
23.6
21.7
0.0
30.00 14.2
31388
729.42
8.3
11.3
43.9
21.9
19.6
0.0
31.50 12.4
30905
729.35
6.5
11.3
43.7
20.2
17.7
0.0
33.00 10.7
30430
729.29
4.7
11.2
43.5
18.2
16.0
0.0
34.50 9.3
29965
729.22
3.2
11.2
43.4
16.0
14.4
0.0
.4 . .
36.00 8.1
29510
729.16
2.0
11.1
432
13.6
13.1
0.0
37.50 7.0
29060
729.10
0.9
11.1
43.0
10.5
12.0
0.0
39.00 6.1
28604
729.03
0.2
11.0
42.9
6.1
11.2
0.0
PEAK INFLOW =
55.70 CFS
PEAK OUTFLOW =
26.70 CFS
PRE-DEV. FLOW =
55 CFS
PEAK OUT. +ADD. FLOWS
43 CFS
PEAK ELEV =
729.62
PEAK STORAGE =
32947 CF
G:\2019\2019091\drypond-rev.xlsx Page 8

5. INPUT DATA FOR 100-YEAR STORM
O(100)
104
TP
10.00
rein
TIME INCREMENT
2.00
min
Ks
211
b
2.23
INVERT ELEVATION
720.00
ORIFICE ELEVATION
720.00
RISOR ELEVATION
729.00
PERMANENT STORAGE
0
EM SPILLWAY ELEV
730.50
TIME
INFLOW
STORAGE
STAGE
WEIR
ORIFICE
ORIFICE
ORIFICE
PRINCIPAL
EMERGENCY
RISOR
GATE
BARREL
RISOR
SPILLWAY
SPILLWAY
OcrFuO.,
0.00
0.0
0
720.00
0.0
0.0
0.0
0.0
0.0
0.0
1.50
3.0
135
720.82
0.0
0.0
0.0
0.0
0.0
0.0
3.00
11.7
615
721.62
0.0
4.0
0.0
0.0
4.0
0.0
i .
4.50
25.0
1836
722.64
0.0
5.5
0.0
0.0
5.5
0.0
6.00
41.4
4263
723.85
0.0
6.9
0.0
0.0
6.9
0,0
7.50
59.0
8106
725.13
0.0
8.1
0.0
0.0
8.1
0.0
9.00
75.8
13395
726.43
0.0
9.2
0.0
0.0
9.2
0,0
n . 2
10.50
89.8
19980
727.69
0.0
10.1
0.0
0.0
10.1
0.0
10. i
12.00
99.4
27549
728.88
0.0
10.9
0.0
0.0
10.9
0.0
13.50
103.5
34600
729.84
23.8
11.6
45.0
31.1
35.3
0.0
5.3
15.00
101.6
40299
730.53
59.0
12.0
46.7
42.1
42.1
1.0
16.50
93.9
43239
730.87
79.5
12.2
47.5
46.5
46.5
40.5
18.00
82.2
43288
730.88
79.9
12.2
47.5
46.6
46.6
41.4
19.50
71.4
42749
730.61
76.0
12.1
47.4
45.8
45.8
31.7
21.00
62.0
42203
730.75
72.2
12.1
47.2
45.1
45.1
22.8
22.60
53.8
41681
730.69
68.5
12.1
47.1
44.3
44.3
15.2
24.00
46.7
41171
730.63
64.9
12.0
47.0
43.5
43.5
8.8
25.50
40.5
40657
730.57
61.4
12.0
46.8
42.7
42.7
3.6
27.00
352
40093
730.51
57.6
12.0
46.6
41.8
41.8
0.1
28.50
30.5
39338
730.42
52.6
11.9
46.4
40.5
40.5
0.0
4 C . 5
30.00
26.5
37668
730.22
41.8
11.8
45.9'
37.6
53.6
0.0
31.50
23.0
35630
729.97
29.5
11.6
45.3
33.5
41.2
0.0
33.00
20.0
34215
729.79
21.7
11.5
44.8
30.2
33.2
0.0
34.50
17.3
33151
729.65
16.3
11.4
44.5
27.4
27.7
0.0
2 - .
36.00
15.0
32298
729.54
12.2
11 A
44.2
24.9
23.6
0.0
2 ! .
37.50
13.1
31580
729.44
9.1
11.3
43.9
22.6
20.4
0.0
.4
39.00
11.3
30953
729.36
6.6
11.3
43.7
20.3
17.9
0.0
40.50
9.8
30389
729.28
4.6
11.2
43.5
18.0
15.8
0.0
42.00
8.5
29869
729.21
3.0
11.2
43.3
15.5
14.1
0.0
43.50
7.4
29377
729.14
1.6
11.1
43.2
12.7
12.7
0.0
45.00
6.4
28900
729.07
0.6
11 A
43.0
9.2
11.7
0.0
46.50
5.6
28418
729.01
0.0
11.0
42.8
2.5
11.0
0.0
48.00
4.8
27896
726.93
0.0
11.0
0.0
0.0
11.0
0.0
49.50
4.2
27318
728.85
0.0
10.9
0.0
0.0
10.9
0.0
1 cs a
51.00
3.7
26691
726.76
0.0
10.9
0.0
0.0
10.9
0.0
10.9
52.50
3.2
26023
728.66
0.0
10.8
0.0
0.0
10.8
0.0
54.00
2.8
25320
728.55
0.0
10.7
0.0
0.0
10.7
0.0
10.'
55.50
2.4
24589
728.44
0.0
10.7
0.0
0.0
10.7
0.0
57.00
2.1
23834
728.32
0.0
10.6
0.0
0.0
10.6
0.0
58.50
1.8
23OW
728.20
0.0
10.5
0.0
0.0
10.5
0.0
0.5
60.00
1.6
22271
728.07
0.0
10A
0.0
0.0
10.4
0.0
61.50
1 A
21470
727.94
0.0
10.3
0.0
0.0
10.3
0.0
1 G .
63.00
1.2
20659
727.81
0.0
10.2
0.0
0.0
10.2
0.0
1
64.50
1.0
19843
727.67
0.0
10.1
0.0
0.0
10.1
0.0
66.00
0.9
19022
727.52
0.0
10.0
0.0
0.0
10.0
0.0
u
67.50
0.8
18199
727.37
0.0
9.9
0.0
0.0
9.9
0.0
69.00
0.7
17377
727.22
0.0
9.8
0.0
0.0
9.8
0.0
70.50
0.6
16555
727.07
0.0
9.7
0.0
0.0
9.7
0.0
72.00
0.5
15737
726.91
0.0
9.6
0.0
0.0
9.6
0.0
73.50
0.4
14923
726.75
0.0
9.5
0.0
0.0
9.5
0.0
ti
PEAK INFLOW =
103.63 CFS
PEAK OUTFLOW -
88.03 CFS
PRE•DEV. FLOW =
115 CFS
PEAK EXCEEDS ALLOWABLE
PEAK OUT.
+ ADD. FLOW
128 CFS
PEAK ELEV =
730.88
EMERGENCY SPILLWAY ACTIVATED
PEAK STORAGE a
43288 CF
G:\2019\2019091\drypond-rev.xlsx Page 9

E. FLOTATION OF RISER
VOLUME OF RISOR
ASSUME INVERT ELEV =
720.0
ASSUME RISOR ELEV =
729.0
RISER DIAMETER =
36 In
V - 3.14159'r42'h
V a 63.6 CF
VOLUME OF BARREL
ASSUME LENGTH =
16.00 ft
BARREL DIAMETER =
24 in
V = 3.14159'r"2'L
V = 47.1 CF
TOTAL VOLUME
=
110.7 CF
CONCRETE REO'D
DISPLACED WATER
=
6910 LB
BOUYANT WEIGHT OF CONCRETE
=
87.60 LBICF
CONCRETE REO'D
=
78.9 CF
ADD 15% SAFETY FACTOR
=
90.7 CF
SUMMARY
TOP OF DAM
732.5
100-YEAR HIGH WATER
730.9
50-YEAR HIGH WATER
730.7
25•YEAR HIGH WATER
730.1
10•YEAR HIGH WATER
729.8
2-YEAR HIGH WATER
729.6
EMERGENCY SPILLWAY ELEV
730.5
RISER ELEV
729.00
ORIFICE ELEV
720.00
RISOR DIAMETER
36
in
BARREL DIAMETER
24
in
ORIFICE PLATE DIAMETER
24.00
In
GATE DIAMETER
12.00
In
WEIR LENGTH
57
It
G:\2019\2019091\drypond-rev.xlsx Page 10

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SWALE
NO.
AREA
1
10
C
Q
10
BOTTOM
WIDTH
LT
SS
RT
SS
LINING
SLOPE MATERIAL
n
EPT
VEL
SHEAR
STRESS
WP
A
1-13
1.17
5.810.71
4.4
1.0
3 :1
3:11
2.0%
EXCEL R-1
0.066
0.55
1.99
0.69
4.5
2.2
1-13
1.17
5.810.71
4.4
1.0
3 :1
3 :1
2.0%
VEGETATED
0.035
0.33
3.42
0.41
3.1
1.3
1-12
1.41
5.810.71
5.3
1.0
3 : 1
3 : 1
2.0%
EXCEL R-1
0.066
0.65
2.03
0.81
5.1
2.6
1-12
1.41
5.8
0.7
5.3
1.0
3 : 1
3:1
2.0%
VEGETATED
0.0361
0.38
3.52
0.47
3.4
1.5
1-11
0.86
5.8
0.7
3.2
1.0
3 : 1
3 : 1
2.6%
EXCEL R-1
0.066
0.38
2.13
0.62
3.4
1.5
1-11
0.86
5.8
0.7
3.2
1.0
3 : 1
3 :1
2.6%
VEGETATED
0.035
0.23
3.57
0.37
2.5
0.9
1-10A
1.20
5.8
0.7
4.5
1.0
3:1
3 : 1
2.6%
EXCEL R-1
0.066
0.51
2.24
0.83
4.2
2.0
1-10A
1.20
5.8
0.7
4.5
1.0
3:1
3:1
2.6%
VEGETATED
0.035
0.30
3.81
0.49
2.9
1.2
1-10B
1.79
5.8
0.7
6.7
1.0
3 : 1
3 : 1
2.6%
EXCEL S-2
0.066
0.72
2.35
1.17
5.6
2.9
1-10B
1.79
5.8.0.7.
6.7
1.0
3 :1
3:1
2.6%
VEGETATED
0.0351
0.42
4.08
0.67
3.6
1.7
1-9A
0.39
5.810.71
1.5
1.0
3 : 1
3-1
4.8%
EXCEL R-1
0.066
0.16
2.30
0.48
2.0
0.6
1-9A
0.39
5.810.71
1.5
1.0
3:1
3 :11
4.8%
VEGETATED
0.035
0.10
3.65
0.30
1.6
0.4
1-98
0.63
5.810.71
2.4
1.0
3 :1
3 : 11
4.8%
EXCEL S-2
0.066
0.23
2.57
0.69
2.5
0.9
1-98
0.63
5.810.71
2.4
1.0
3 :1
3 : 1
4.8%
VEGETATED
0.035
0.14
4.16
0.42
1.9
0.6
1-8.1
0.14
5.810.71
0.5
1.0
3 :1
3 :1
7.4%
EXCEL R-1
0.066
0.07
1.99
0.30
1.4
0.3
1-8.1
0.14
5.810.71
0.5
1.0
3 :1
3 :1
7.4%
VEGETATED
0.0351
0.04
3.05
0.20
1.3
0.2
1-8.2
0.42
5.810.71
1.6
1.0
3 : 1
3 : 1
4.8%
EXCEL R-1
0.0661
0.17
2.36
0.51
2.1
0.7
1-8.2
0.42
5.810.71
1.6
1.0
3:1
3:1
4.8%
VEGETATED
0.0351
0.11
3.72
0.31
1.7
0.4
1-7A-A
0.40
5.810.71
1.5
1.0
3 : 1
3 :11
5.3%
EXCEL R-1
0.066
0.16
2A0
0.52
2.0
0.6
1-7A-A
0.40
5.810.71
1.5
1.0
3 : 1
3 :1
5.3%
VEGETATED
0.035
0.10
3.84
0.33
1.6
0.4
1-7A-B
1.42
5.8
0.7
5.4
1.0
3 : 1
3 :1
5.3%
EXCEL S-2
0.066
OA3
3.11
1.42
3.7
1.7
1-7A-B
1.42
5.8
0.7
5.4
1.0
3 : 1
3 : 1
5.30/6
VEGETATED
0.035
0.26
5.26
0.86
2.6
1.0
1-7A
0.40
5.8
0.7
1.5
1.0
3 :1
3 :1
5.3%
EXCEL R-1
0.066
0.16
2.40
0.62
2.0
0.6
1-7A
0.40
6.8
0.7
1.5
1.0
13:1
3:1
5.3oh
VEGETATED
0.0361
0.10
3.84
0.33
1.6
0.4
1-7B
0.97
5.8
0.7
3.7
1.0
13 :1
3 :11
5.3%
1 EXCEL S-2
0.066
0.32
2.92
1.04
3.0
1.3
1-713
0.97
5.8
0.7
1 3.7
1.0
13 :1
3 :11
5.3%
VEGETATED
0.035
0.19
4.62
0.63
2.2
0.8
1-6A
0.32
5.8
0.71
1.2
1.0
3 :1
3 : 1
6.1%
EXCEL R-1
0.066
0.13
2.38
0.48
1.8
0.5
1-6A
0.32
5.8
0.7
1.2
1.0
3 :1
3:1
6.1%
VEGETATED
0.035
0.08
3.74
1 0.30
1.5
0.3
1-68
0.39
5.8
0.7
1.5
1.0
3 :1
3 :1
6.1%
EXCEL S-2
0.056
0.15
2.54
0.67
1.9
0.6
1-68
0.39
5.8
0.7
1.5
1.0
3 :1
3:1
6.1%
VEGETATED
0.0351
0.10
4.03
0.36
1.6
0.4
1-5A
0.40
5.8
0.7
1.5
1.0
3 :1
3 :1
5.0%
EXCEL R-1
0.066
0.16
2.35
0.60
2.0
0.6
1-5A
0.40
5.810.7.
1.5
1.0
3 : 1
3 :1
5.0%
VEGETATED
0.035
0.10
3.73
0.31
1.6
0.4
1-5B
0.70
5.810.71
2.6
1.0
13 :1
3 :1
5.0%
EXCEL S-2
0.066
0.25
1 2.68
0.78
2.6
1.0
1-58
0.70
5.810.71
2.6
1.0
3: 1
3:1
5.00lo
VEGETATED
0.035
0.15
4.34
1 0.47
1.9
0.6
14A
0.20
5.810.71
0.8
1.0
3 : 1
3 : 1
10.0%
EXCEL R-1
0.066
0.08
2.47
0.47
1.5
1 0.3
1-4A
0.20
5.810.71
0.8
1.0
13 :1
3 : 1
10.0%
VEGETATED
0.035
0.05
3.83
0.31
1.3
0.2
1-48
0.37
5.8
0.7
1.4
1.0
13 :1
3:1
10.0%
EXCEL S-2
0.066
OAF
3.00
0.76
1.8
0.5
1-48
0.37
6.8
0.7
1.4
1.0
13 :1
3 : 1
10.0%
VEGETATED
0.035
0.08
4.66
0.47
1.5
0.3
1-3
0.10
5.8
0.7
0.4
1.0
13 :1
3 :11
7.8%
EXCEL R-1
0.066
0.06
1.88
0.27
1.3
0.2
1-3
0.10
6.8
0.7
0.4
1.0
13 :1
3 :11
7.8%
VEGETATED
0.035
0.04
2.81
0.17
1.2
1-2A
0.24
5.8
0.7
0.9
1.0
3 :1
3 : 1
7.8%
EXCEL R-1
0.066
0.10
2.42
0.46
1.6
1-2A
0.24
5.80.7
0.9
1.0
3 :1
3 :1
7.8%
VEGETATED
0.035
0.06
3.71
0.29
1.4
NO.4
1-28
0.78
5.8
0.7
2.9
1.0
3 :1
3:1
7.8%
EXCEL S-2
0.066
0.23
3.26
1.10
2.4
1-26
0.78
5.8
0.7
2.9
1.0
3 :1
3 :1
7.8ok
VEGETATED
0.035
0.14
5.29
0.68
1.9
1-1A
0.24
5.8
0.71
0.9
1.0
3 : 1
3 : 1
8.2%
EXCEL R-1
0.066
0.10
2.48
0.49
1.6
0.4
1-1A
0.24
5.8
0.71
0.9
1.0
3 :1
3:1
8.2%
IVEGETATED
0.035
0.06
3.80
0.31
1.4
0.2
1-113
0.44
5.6
0.71
1.7
1.0
3:1
3:1
8.2°%
EXCELS-2
0.066
0.16
2.91
0.74
1.9
0.6
1-113
0.44
5.8
0.7
1.7
1.0
3:1
3 :11
8.2%
VEGETATED
0.035
0.09
4.57
0.46
1.6
0.4
EX B
0.16
5.8
0.7
0.6
1.0
3 :1
3 :11
9.5%
EXCEL R-1
0.066
0.06
2.17
0.36
1.4 1
0.2
EX B
0.15
5.8
0.7
0.6
1.0
3 : 1
3 :11
9.5%
VEGETATED
0.0351
0.04
3.33
0.24
1.3
0.2
EX A
0.50
5.8
0.7
1.9
1.0
3 : 1
3 :11
1.5%
EXCEL R-1
0.066
0.31
1.54
0.29
2.9
1.2
EX A
0.50
5.8
0.7
1.9
1.0
3 : 1
3 : 1
1.5%
VEGETATED
0.035
0.19
2.54
0.17
2.2
0.7

SWALE
NO.
AREA
I
10
C
Q
10
BOTTOM
WIDTH
LT
I SS
RT
SS
LINING
ISLOPEF MATERIAL
n
DEPTFI
VEL
SHEAR
ISTRESS
WP
A
2-6
0.76
5.8
0.7
2.9
1.0
3 :1
3:11
3.2%
EXCEL R-1
0.066
0.32
2.28
0.64
3.0
1.3
2-6
0.76
5.8
0.7
2.9
1.0
3 :1
3 :11
3.2%
VEGETATED
0.035
0.19
3.75
0.38
2.2
0.8
2-5
0.37
5.8
0.7
1.4
1.0
3 :1
3 :1
6.3%
EXCEL R-1
0.066
0.14
2.52
0.55
1.9
0.6
2-5
0.37
5.8.0.7.
1.4
1.0
3 :1
3 :1
6.3%
VEGETATED
0-0351
0.09
3.97
0.36
1.6
1 0.4
2-4A
0.29
5.8
0.7
1 A
1.0
3 :1
3 : 1
7.40,E
EXCEL R-1
0.0661
0.11
2.50
0.51
1.7
0.4
2-4A
0.29
5.8
0.7
1.1
1.0
3 :1
3 : 1
7.4%
VEGETATED
0.035
0.07
3.88
0.32
1.4
0.3
2-46
0.36
5.8
0.7
1.4
1.0
3 : 1
3 : 1
7.4%
EXCEL S-2
0.066
0.13
2.66
0.60
1.8
0.5
2-48
0.36
5.8
0.71
1.4
1.0
3 :1
3 : 1
7.4%
VEGETATED
0.035
0.08
4.17
0.38
1.5
0.3
2-3A
0.40
5.8
0.71
1.5
1.0
3 :1
3 :1
5.3%
EXCEL R-1
0.066
0.16
2.40
0.51
1 2.0
0.6
2-3A
0.40
5.810.7
1.5
1.0
3 :1
3 : 1
5.3%
VEGETATED
0.035
0.10
3.84
0.33
1.6
0.4
2-3B
0.92
5.8
0.71
3.5
1.0
3 :1
3 : 1
5.3%
EXCEL S-2
0.0661
0.30
2.89
0.99
2.9
1.2
2-38
0.92
5.810.71
3.5
1.0
3 : 1
3 : 1
5.3%
VEGETATED
0.035
0.19
4.78
0.61
2.2
0.7
2-2A
0.40
5.810.71
1.5
1.0
3 :1
3 :1,
5.3%
EXCEL R-1
0.066
0.16
2.40
0.52
2.0
0.6
2-2A
0.40
5.810.71
1.5
1.0
3 : 1
3 -:lF
5.3%
VEGETATED
0.035
0.10
3.84
0.33
1.6
0.4
2-28
0.61
6.8
0.71
2.3
1.0
3 :1
3 :11
5.3%
EXCEL S-2
0.066
0.22
2.67
0.73
2.4
0.9
2-28
0.61
5.810.71
2.3
1.0
3 :1
3 :11
5.3%
VEGETATED
0.035
0.14
4.31
0.45
1.9
0.5
4-7A
0.40
5.8
0.7
1.5
1.0
3 :1
3 :11
5.2%
EXCEL R-1
0.066
0.16
2.40
0.62
2.0
0.6
4-7A
0.40
5.8
0.71
1.5
1.0
3 :1
3 :11
5.2%
VEGETATED
0.035
0.10
3.80
0.32
1.6 1
0.4
4-713
1.07
5.8
0.7
F 4.0
1.0
3 :1
3 :11
5.2%
EXCEL S-2
0.066
0.34
2.94
1 1.10
3.2
1.4
4-78
1.07
5.8
0.71
4.0
1.0
3 :1
3 :11
5.2%
VEGETATED
0.036
0.21
4.89
0.67
2.3
0.8
4-6A
0.40
5.8
0.71
1.5
1.0
3 : 1
3 :11
5.2%
EXCEL R-1
0.0661
0.16
2.40
0.62
2.0
0.6
4-6A
0.40
5.8
0.71
1.5
1.0
3 : 1
3 :11
5.2%
VEGETATED
0.0351
0.10
3.60
0.32
1.6
0.4
4-6B
1.08
5.8
0.71
4.1
1.0
3 : 1
3 : 1
5.2%
EXCEL S-2
0.066
0.35
2.95
1.12
3.2
1.4
4-68
1.06
6.8
0.71
4.1
1.0
3 : 1
3 :1
5.2%
VEGETATED
0.035
0.21
4.92
0.68
2.3
0.8
4-5A
0.40
5.8
0.7
1.5
1.0
3 : 1
3 :1
5.2%
EXCEL R-1
0.066
0.16
2.40
0.52
2.0
0.6
4-5A
0.46
5.8
0.7
1.5
1.0
3 :1
3 :1
5.2%
VEGETATED
0.035
0.10
3.80
0.32
1.6
0.4
4-56
0.61
5.8
0.7
2.3
1.0
3 :1
3 :1
5.2%
EXCEL S-2
0.066
0.22
2.64
0.71
2.4
0.9
4-58
0.61
5.8
0.7
2.3
1.0
3 : 1
3 : 1 1
5.2%
VEGETATED
0.0351
0.14
4.27
0.44
1.9
0.5
44A
0.40
5.81
0.7
1.5
1.0
3 : 1
3 : 1
5.2%
EXCEL R-1
0.066
0.16
2.40
0.52
2.0
0.6
4-4A
0.40
6.8
0.71
1.5
1.0
3 : 1
3 :1
5.2%
VEGETATED
0.035
0.10
3.80
0.32
1.6
0.4
4-48
0.80
6.8
0.71
3.0
1.0 13
:1
3 :1
5.2%
EXCEL S-2
0.066
0.28
2.80
0.89
2.7
1.1
4-4B
0.80
5.8
0.7
3.0
1.0 13
:1
3 :1
5.2%
VEGETATED
0.035
0.17
4.57
0.64
2.0
0.7
441A
0.33
5.8
0.71
1.2
1.0
3 : 1
3 :1
6.4%
EXCEL R-1
0.066
0.13
2.48
0.52
1.8
0.5
4-3.1A
0.33
5.8
0.71
1.2
1.0 13
:1
3 :11
6.4%
VEGETATED
0.0351
0.08
3.83 1
0.32
1.5
0.3
4-3.113
0.46
5.8
0.7
1.7
1.0 13
:1
3 :11
6.4%
EXCEL S-2
0.066
0.16
2.67 1
0.64
2.0
0.6
4-3.1 B
0.46
5.8
0.7
1.7
1.0 13
:1
3 :11
6.4%
VEGETATED
0.036
0.10
4.28
0.42
1.7 1
0.4
4-3.2
0.50
5.8
0.7
1.9
1.0
3 :1
3 :1
3.6%
EXCEL R-1
0.066
0.22
2.19
0.48
2.4
0.9
4-3.2
0.50
5.8
0.7
1.9
1.0
3 :1
3 : 1
3.69%
VEGETATED
0.035
0.14
3.55
0.30
1.9
0.5
4-2
0.47
5.8
0.7
1.8
1.0
3 :1
3 : 1
2.0%
EXCEL R-1
0.066
0.26
1.71
0.32
2.6
1.0
4-2
0.47 .5.8.0.7.
1.8
1.0
3 : 1
3 : 1
2.0% IVEGETATED
1
0.0351
0.16
2.61
0.20
2.0
0.6

SWALE
NO.
AREA
1
10
C
0
10
BOTTOM
WIDTH
LT
SS
RT
SS
I LINING
ISLOPEF MATERIAL
n
DEPTH
VEL
SHEAR
STRESS
WP
A
5-9.1
0.30
5.8
0.7
1.1
1.0
3 :1
3 :1
3.7%
EXCEL R-1
0.066
0.15
1.96
0.33
1.9
0.6
5-9.1
0.30
5.8
0.7
1.1
1.0
3 : 1
3 :1
3.7%
VEGETATED
0.0351
0.09
3.10
0.21
1.6
0.4
5-9.2
1.49
5.8
0.7
5.6
1.0
3 :1
3 : 1
1.2%
EXCEL R-1
0.0661
0.86
1.63
0.64
6.4
3.4
5-9.2
1.49
5.8
0.7
5.6
1.0
3 :1,
3 :1
1.2%
VEGETATED
0.035
0.50
2.86
0.37
4.1
2.0
5-8
1.33
5.8
10.7
5.0
1.0
3 : 1
3 :11
1.2%
EXCEL R-1
0.066
0.78
1.61
0.58
5.9
3.1
5-8
1.33
5.810.71
5.6
1.0
3 : 1
3 :11
1.2%
VEGETATED
0.035
0.45
2.81
0.33
3.8
1.8
5-7A
0.56
5.810.71
2.1
1.0
3 : 1
3 :11
4.6%
EXCEL R-1
0.066
0.21
2.45
0.60
2.3
0.8
5-7A
0.55
5.8
0.7
2.1
1.0
3 : 1
3 :11
4.6%
VEGETATED
0.036
0.13
3.96
0.37
1.8
0.5
5-7B
2.01
5.810.71
7.6
1.0
1 3 :1
3 :11
4.60A
EXCEL S-2
0.0661
0.62
3.07
1.78
4.9
2.5
5-78
2.01
6,810.71
7.6
1.0
3 : 1
3 :11
4.6%
VEGETATED
0.0351
0.36
5.28
1 1.03
3.3
1 1.4
5-6
0.49
5.8
0.7
1.8
1.0
3 : 1
3 :11
4.6%
EXCEL R-1
0.066
0.20
2.40
0.56
2.2
0.8
5-6
0.49
5.810.71
1.8
1.0
13 :1
3 :11
4.6%
VEGETATED
0.036
0.12
3.84
0.34
1.8
0.5
5-5.1
1.25
5.810.71
4.7
1.0
3 : 1
3 :11
1.9%
EXCEL R-1
0.066
0.60
1.96
0.71
4.8
2.4
5-5.1
1.26
6.810.71
4.7
1.0
3 :1
3 :11
1.9%
VEGETATED
0.035
0.35
3.37
0.41
3.2
1.4
5-5.2A
1.00
5.810.71
3.8
1.0
3 :1
3 : 1
2.8%
EXCEL R-1
0.066
0.42
1 2.25
0.73
3.7
1.7
5.5.2A
1.00
5.810.71
3.8
1.0
3 :1
3 : 1
2.8%
VEGETATED
0.035
0.25
3.79
1 0.44
2.6
1 1.0
6-5.28
1.36
5.810.71
5.1
1.0
3 :1
3 :1
2.8%
EXCEL S-2
0.066
0.55
2.35
1 0.96
4.5
2.2
5-5.28
1.36
5.810.71
5.1
1.0
3 : 1
3 :1
2.8%
VEGETATED
0.035
0.32
4.02
0.56
3.0
1.3
SA-1
0.50
5.810.71
1.9
1.0
3 : 1
3 : 1
1.9%
EXCEL R-1
0.066
0.28
1.70
0.33
2.8
1.1
5-4.1
0.50
5.8
0.7
1.9
1.0
3 : 1
3 :1.
1.9%
VEGETATED
0.0351
0.17
2.79
0.20
2.1
0.7
5-4.2
0.68
5.8
0.7
2.6
1.0
3 : 1
3 :11
2.8%
EXCEL R-1
0.066
0.31
2.11
0.53
2.9
1.2
5-4.2
0.68
5.8
0.7
2.6
1.0
3 : 1
3 :11
2.8%
VEGETATED
0.035
0.19
3.48
0.32
2.2
1 0.7
5-3
0.16
5.8
0.7
0.6
1.0
3 : 1
3 :1
2.0%
EXCEL R-1
0.066
0.12
1.32 1
0.14
1.7
0.5
5-3
0.16
5.8
0.7
0.6
1.0
3 :1
3 : 1
2.0%
VEGETATED
0.035
0.07
2.06
0.09
1.5
0.3
6-5
0.38
5.810.71
1.4
1.0
3 : 1
3 : 1
2.9%
EXCEL R-1
0.066
0.19
1.89
0.34
2.2
0.8
6-5
0.38
5.810.71
1.4
1.0
3 :1
3 :1
2.9%
VEGETATED
0.035
0.12
3.06
0.22
1.8
0.5
6-4.1
0.65
5.810.71
2.5
1.0
3 :1
3 :11
3.3%
EXCEL R-1
0.066
0.2$
2.23
0.57
2.7
1.1
6-4.1
0.66
5.810.71
2.5
1.0
3 :1
3 :11
3.3%
VEGETATED
0.035
0.17
3.68
0.35
2.1
0.7
6-4.2
0.33
5.810.71
1.2
1.0 13
:1
3 : 1
5.1 %
EXCEL R-1
0.066
0.14
2.27
0.46
1.9
0.6
6-4.2
0.33
5.810.71
1.2
1.0 13
:1
3 : 1
5.1 %
VEGETATED
0.036
0.09
3.55
0.28
1.6
0.3
6-3
0.45
6.8
0.7
1.7
1.0
3 :1
3 :1
3.70,E
EXCEL R-1
0.066
0.20
2.17
0.46
2.3
0.8
6-3
0.45
5.8
0.7
1.7
1.0
3 : 1
3 : 1
3.7% IVEGETATED
0.035
0.12
3.48
0.28
1.8
0.5
6-2
1
0.44
5.8
0.7
1.7
1.0
3 : 1
3 : 1
2.0% 1
EXCEL R-1
0.0661
0.25
1.70
0.31
2.6
1.0
6-2
0.44
5.8
0.7
1.7
1.0
3 : 1
3 :11
2.0% IVEGETATED
0.035
0.15
2.75
0.19
LINER
MAX. SHEAR
MAX. YELOCITY
EXCEL R-1
1.6 PSF
5.5 FPS
EXCEL S-2
2.0 PSF
7.0 FPS
EXCEL PP5-8
1.5 PSF
6.0 FPS
EXCEL PP5-10
2.3 PSF
7.0 FPS
EXCEL PP5-12
2.7 PSF
8.0 FPS
VEG. VELOCITY
5.5 FPS
7.0 FPS
10 FPS
12 FPS
15 FPS

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�1
Calculate Skimmer Size
Basin Volume in Cubic Feet 27,000 CuTt Skimmer Size 3.0 Inch
Days to Drain' 3 Days Orifice Radius 1.41nch(es)
Orifice Diameter 2.9 Inch[es]
'tn NC asswna 3 days to drain
,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

W
Calculate Skimmer Size
Basin Volume In Cubic Feet 14,400 Cu.Ft Skimmer Size 2.6 Inch
Days to Drain" 3 Days Orifice Radius 1.1 Inch[es]
'Orifice Diameter 2.2 inch[esJ
In NC assume 3 days to drain
mate Volume of Basin Length width
of water surface In feet Feet VOLUME 0 Cu. Ft.
om dimensions in feet Feet
th in feet Feet

Calculate Skimmer Size
Basin Volume in Cubic Feet 17,280 Cu.Ft Skimmer Size 2.6 Inch
Days to Drain* 3 Days Orifice Radius 1.2 Inch[es)
Orifice Diameter 2.4 Inch[es]
'In NC assume � dap to drain
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

04
Calculate Skimmer Size
Basin Volume in Cubic Feet 8,640 Cu.Ft Skimmer Size 2.0 Inch
Days to Drain* 3 Days Orifice Radius 0.9 inch[es]
Orifice Diameter 1.8 Inch[es]
'tn NC assume 3 days to drain
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

Calculate Skimmer Size
Basin Volume in Cubic Feet 23,400 Cu.Ft Skimmer Size 3.0 Inch
Days to Drain" 3 Days Orifice Radius 1.3 Inch[es]
Orifice Diameter 2.7 inch[esj
'tn NC assume 3 days t0 drain
Estimate Volume of Basin Length width ..
Top of water surface in feet IFeet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

W.
Calculate Skimmer Size
Basin Volume in Cubic Feet I 4,680 Cu.Ft Skimmer Size 1.6 Inch
Days to Drain* 31 Days Orifice Radius 0.7 Inch[es]
Orifice Diameter 1.4 Inch[es]
"In NC assmna 3 days to drams
Estimate Volume of Basin Length wide,
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions In feet Feet
Depth 1n feet Feet

o�
11
iu.tw Of PWWCOwe an Ia
Exhibit 12
EXAMPLE
S• 2A lufr !f A "-a
--- olp
t�}
tQI
.S
HEADWATER DEPTH FOR
C. M. PIPE CULVERTS
WITH INLET CONTROL
VI.12

Appendices
NEW YORK DOT DISSIPATOR MEXHOD
FOR USE IN DEFINED CHANNELS
(Source: "Bank and channel lining procedures", New York Department
Of Transponaoon, Division of Design and Construction, 1971.)
Note: To use the following chart you must know:
(1) Q full capacity
(2) Q10
(3) V full
(4) V10
where Q = discharge in cfs and V = Velocity In F;PS.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute flow velocity V. at culvert or paved channel outlet.
Step 2) For pipe culverts Do is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
Do=Ao, where A.= cross -sectional area of now at outlet.
For multiple culverts, use Do=1.25xDo of single culvert.
Step 3) For apron grades of 10% or steeper, use recornmendadons
For next -higher zone, (Zones 1 through 6),
E.
5
0
.V 15 20' 25'
01AME:TEF1 IN.)
Figure B.Ob.b.!
Rv. 12N3
8.06.3

0
8.06.6
r1F ARRON
APRON MARRUU
TO PROTECT %kVERr
10 PREVEW $CCuR
Ls
ROLE USE AY WAYS
1
STONE FILLING (FINE) CL. A
3 x t)o
-^ 4 x Do
2
STONE FILLING (LIGHT) CL, p
3 x Do
x 0o
3
STONE FILLING (MEDIUM) CL. 1
4 x Do
_6
x Do
4
STONE FILLING (HEAVY) C�. 1
4 x Do
_8
e x Do
5
STONE FILLING (HEAVY) CL. 2
5 x Do
io x Do
6 STONE FILLING (HEAVY) CL. 2 6 x Do 10 x Oo
7 SPECIAL STUDY REOUIREO (ENERGY DISSIPATORS, STILLING
BASIN OR LARGER SIZE STONE).
Fig. 8.06.b.2
Width ; 3 times pipe dia. (min.)
DETERMINATION OF STONE SIXES FOR DUMPED STONF.
CHANNEL LININGS AND REVETMENTS
Step 1) Use figure 8,06.b.3 to determine maximum stone size (e.g. for 12
Fps=20" or 550 lbs.
Step 2) Use figure 8.06,b.4 to determine acceptable sir range for stone
(for 12 FPS it is 125.500 lbs, for 75% of stonti, and the maximu►n
and minimum range in weight should be 25.500 lbs.)
Note: In determining channel velocities for stone: linings and reveunent, use
the following coefficients of roughness:
Diameter Mannin's Min, thickness
(inches) "n" of linfn
r ,� (inches]
Fine 3 OA31 9 12
Light 6 0.035 12 18
_.--3 Medium 13 0.040 18 24E---
- -3P Heavy 23 0.044 30 36 c-. ---
(Cha idols) (Dissapators)
Re-

Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: Dolcetto
Comment: Temp 1-2
Solve For Actual Depth
Given Input Data:
Diameter..........
Slope. .........
Manning's n.......
Discharge.........
Computed Results:
Depth.. ..........
Velocity..........
Flow Area... ...
Critical Depth....
Percent Full......
Full Capacity.....
OMAX @.94D........
Froude Number.....
3.00 ft
0.0100 ft/ft
0.013
45.00 cfs
1.80 ft
10.13 fps
4.44 sf
2.19 ft
60.17 8
66.70 cfs
71.75 cfs
1.45 (flow is Supercritical)
Open Channel Flow Module, version 2.01 (c) 1990
Haestad Methods, Inc. ' 37 Brookside Rd • Waterbury, Ct 06708
;Zo,c 3
Lf ZAi

Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
worksheet Name: Dolcetto
Comment: 2-1
Solve For Actual Depth
Given Input Data:
Diameter..........
Slope. .........
Nanning's n.......
Discharge.........
Computed Results:
Depth. ..........
Velocity..........
Flow Area.. ...
Critical Depth....
Percent Full......
Full Capacity.....
QMAX 0.94D........
Froude Number.....
2.00 ft
0.020D ft/ft
0.013
17.40 cfs
1.05 ft
10.40 fps
1.67 sf
1.50 ft
52.57 %
31.99 cfs
34.41 cfs
2.00 (flow is Supercritical)
Open Channel Flow Module, Version 2.01 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * waterbury, Ct 06708
2, 0-1 E 3
�i
1j�2ti

Circular Channel Analysis 6 Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: Dolcetto
Comment: 4-1
Solve For Actual Depth
Given Input Data:
Diameter..........
Slope.. .........
Manning's n.......
Discharge.........
Computed Results:
Depth. ...........
velocity..........
Flow Area... ...
Critical Depth.:..
Percent Full......
Full Capacity.....
QMAX @.94D........
Froude Number.....
2.00 ft
0.2000 ft/ft
0.013
20.30 cfs
0.61 ft
25.17 fps
0.81 sf
1.62 ft
30.38 6
101.17 cfs
108.83 cfs
6.70 (flow is Supercritical)
Open Channel Flow Module, Version 2.01 (c) 1990
Haestad Methods, Inc. ' 37 Brookside Rd ' Waterbury, Ct 06708
.G Oar 6
L- - zoo
'c� = 3
C Ls Z sraF

Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
worksheet Name: Dolcetto
Comment: 5-1
Solve For Actual Depth
Given Input Data:
Diameter..........
slope. .........
Manning's n.......
Discharge.........
Computed Results:
Depth.. ..........
Velocity..........
Flow Area.... ...
Critical Depth....
Percent Full......
Full Capacity.....
QMAX @.94D........
Froude Number.....
2.50 ft
0.0400 ft/ft
0.013
38.90 cfs
1.21 ft
16.49 fps
2.36 sf
2.10 ft
48.47 8
82.03 cfs
88.24 cfs
2.99 {flow is Supercritical}
Open Channel Flow Module, Version 2.01 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
Z0-j Lf 3
c. G At, 5 I s-ro-1 '

C
Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: Dolcetto
Comment: 6-1
Solve For Actual Depth
Given Input Data:
Diameter..........
Slope.. .........
Manning's n.......
Discharge.........
Computed Results:
Depth .............
Velocity..........
Flow Area.. ....
Critical Depth....
Percent Full......
Full Capacity.....
O?W @.94D........
Froude Number.....
1.50 ft
0.1400 ft/ft
0.013
9.10 cfs
0.49 ft
18.10 fps
0.50 sf
1.17 ft
32.73 6
39.30 cfs
42.28 cfs
5.34 (flow is Supercritical)
Open Channel Flow Module, Version 2.01 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
2a,af 3