20151049 Ver 1_Stormwater Management Plan_20151006

WOODALL SUBDIVISION
Town of Apex, North Carolina
Stormwater Management Plan
: 7.1' 0
WITHERS RAVENEL
115 MACKENAN DRIVE
CARY, NC 27511
October, 2015
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TABLE OF CONTENTS
A. Wake County Soil Map ................................................................... ...............................
B. NOAA Atlas Precipitation Depth Data ............................................ ...............................
C. NOAA Atlas Rainfall Intensity Data ................................................. ...............................
D. Stormwater Management Plan Summary ....................................... ...............................
E. Pre and Post - Drainage Area Maps ................................................. ...............................
F. Wet Detention Pond 1 Design ........................................................ ...............................
G. Wet Detention Pond 2 Design ........................................................ ...............................
H. Overall Site Watershed Model Schematic ..................................... ...............................
I. Curve Number & TC Calcs ............................................................. ...............................
J. 1 -Year Hydrographs ...................................................................... ...............................
K. 10 -Year Hydrographs .................................................................... ...............................
L. loo -Year Hydrographs .................................................................. ...............................
M. Culvert Calculations ...................................................................... ...............................
N. Seasonal High Water Table Determination (By Others) ................. ...............................
0. NCDENR Wet Detention Basin and Level Spreader Supplements .................................

Wake County Soil Map

35° 43'26'N
35° 09'N
Soil Map` —Wake County, North Carolina a
(Woodall Subdivision Soils)
in �
35° 43 26' N
0
35° 43 9' N
691640 691700 691760 691820 691880 691940 692000
3 3
bt h
Map Scale: 1:2,5901f ported on A putrat ( &5" x 11") sheet
lx Um �
k N 0 35 70 140 210
0 100 200 400 600
A
Map pro)e�on: Web Mercq u Comeraoordrales: WG584 Edge tics: UTM Zone 17N WGS84
USG4 Natural Resources Web Soil Survey 6/17/2015
Conservation Service National Cooperative Soil Survey Page 1 of 3

MAP LEGEND
Ares of Interest tA011
0
Area of Interest (AOI)
Sells
E3
Soll Map Unit Polygons
N
Soil Map Unk Lines
Other
Soil Map Link Polnle
Special Polni Features
IV
Blowout
®
Borrow Pit
444
Clay spa
0
Closed Depression
Y.
Gravel Pit
Gravely Spot
O
Landfill
A,
Lava Flow
46
Marsh or swamp
*
Mine or Quarry
O
Mbceseneous Water
O
Perennial Water
V
Rock Outcrop
+
Saline Spot
...
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Sep
df
SWIG Spot
Soil Map —Wake County, North Caroline
(Woodall Subdivision Soils)
1@
Spoll Area
c
Slony Spot
Very Stony Spot
Wet Spot
Other
•�
Speclal Line Features
Water Features
._
Stresms and Canals
Transportsaon
444
Rails
w
Interstate Highways
•v
US Routes
Major Roads
Local Roads
Background
.
Aerial Pholography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at 1:15,600.
Warning: Soil Map may not be valid at this scale.
Enlargamoril of maps beyond the scale of mapping can couss
miaundafstanding of the detail of mopping and accuiacy of soli line
placement The maps do not Shwa the small areas or contrasling
sci la "I could have boon spawn at a more dolsiiled scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: hllp :ltwebsoilsurvey.nres,usda,gov
Coordinate System: Web Mercator (EPSG:3857)
Maps from ilia Wob soil Survey are based on the Web Mercator
projection, wh "ch preserves direction and shape but distorts
dlslance and area A pro)aotlon that preserves area, such as the
Albers equal -area conic projection, should be used 6 more accurate
calculations of distance or area are required.
This product is generated from the USDA -NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Wake County, North Carolina
Survey Area Data: Version 12, Sep 10, 2014
Soil map units are labeled (as apace allows) for map scales 1:50,000
or larger-
Dale(s) aerial images were photographed: Apr 27, 2014 —May 6,
2014
The orthophoto or other Gass map on which the soil lines were
compiled and digitized probably did(orc from Iho background
Imagery displayed a7 these moos As a rosull, some minor shifting
of map unit boundaries may be evident.
�i gm Natural Resources Web Soil Survey 6!1712015
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map —Wake County, North Carolina Woodall Subdivision Soils
Map Unit Legend
Wake County, North Carolina (NC783)
Map Unit Symbol
Map Unit Name
Acres In AOI '
Percent of AOI
MfD2
Mayodan sandy loam, 10 to 15
0.5
1.9%
percent slopes, moderately
eroded
Mg132
Mayodan gravelly sandy loam,
1A
5.7%1
2 to 6 percent slopes,
moderately eroded
MgC2
Mayodan gravelly sandy loam,
16.4
67.2%
6 to 10 percent slopes,
moderately eroded
WyA
Worsham sandy loam, 0 to 3
6.2
25.2%
percent slopes
Totals for Area of Interest
24.5
100.011/4
USDA Natural Resources Web Soil Survey 6/17/2015
Conservation Service National Cooperative Soil Survey Page 3 of 3

NOAAAttas Precipitation Depth Data

Precipitation Frequency Data Server Page 1 of 4
NOAA Atlas 14, Volume 2, Version 3 �. -..
Location name: Apex, North Carolina, US*
Latitude: 35.7305 °, Longitude: - 78.8516°
Elevation: 503 ft*
'source: Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnln, D. Martin, B. Lin, T Parzybok, M.Yekla, and D Riley
NOAH, National Weather Service, Silver Spring, Maryland
PF tabular I PF araohical I Mans & aerials
PF tabular
PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches)'
1 4.88 5.80 6.98 7.90 .1 12.1
9.14 .1 II I1
13.4
14.5
1
10 -day .
(4.58 -520) (5.44 -6.19 6.54 -7. 11 39 - 8. I 53 -9.75) �+ (9.42 -10.8) (103 -1 11.2 -12.9
I 1
Average recurrence interval (years)
(13.3 -15.5)
6.52 7.69 9.10 10.2 �[ 11.7 12.9 1 14.1 15.3 I
f
11 1L(14.2,
16.9
11
10urationilI
L20 -day (9.57 -10.9) I{ (10.9 -12.5) II (12.0 -13.7) (13.1 -15.0) 16.3) 41
�J (6.12 -6.95) (7.23 -6.20) II (6.54 -9.69)
(15.6 -18.1)
(16.7 - 19.5)
8.10 9.52 11.1 12.3 I 13.9 15.1 16.3 17.5
19.1
11
20.4
(7.53 -8.61) (8.96 -10.1) (10.4 -11.8) {11.5 -13.1) I (13.0 -14.8) (14.1 -161) (15.2 - 17.4) (16.3 -16.7) I
(17.7 -20.4)
(16.13-21.8)
10.3 12.1 13.9 15.2 17.0 18.4 19.7 l 20.9 i
E4daaj�
f9.B2 -1D.9) (11.5 -1281 (13.2 -14.7 L(14.4 -16.1) I1 (16.1 -18.0) I (17.3_19,4) L(1819.7.81 JI (19.7 -22.2) !
22.6
(21.2 -24.0) IL(22.3
1 1[
2
i1 5 11
10 11
25 11
50 II
100
11 200 11
500 11
1000 j
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates
0.407
J 0.476
_
0.546
0.606
0.669
0.715
0.756
0.791
0.830
0.862
5 -min I
(0.373 -$,444 14(0.436-
0,520501- 0.596) (0.554
�I II
- 0.6II
09- 0.729) II (0.648 - 0.779).(0.682-
1f
0.823)Jn 0.710 - 0.863) 11 110.738 -0.906 1 110.760- 0.9 41) I
10-min f
0.650
0.761
0.875
0.970
1.07 I
II
1.14
1.20
1.25
11
1.31
�I
1.36
1
I(0. 595 - 0.70911(0.697-
0.832)'(0:802
- 0.955)11
(0.887 -1.06)
(0.971 -1.16)
(1.03 -1.24)
(1.08 -1.31)
(1.13 -1.37)
(1.17 -1.43)
(1.20 -1.48)
0.812
0.95fi
1.11
1.23 I
1.35
1.44
1.52
f 1.58
IE I�
1.65
1.70
15 -mrn
l(0.744- 0.8871
(0.676 -1.05)
{1.01 -1.21) I
(1.12 -1.34) p
(1.23 - 1.47)1 1.31 -1.57
(1.37 -1.65)
(1.42 -1.73)
- 1.80)
(1.50 -1.86)
1.11
1.32
1.57
1.78
2.00
2.17
I
2.33
f 2.46
:2.1.47
2.63
I
2.76
�I30 -mtn
(1.02 -1.22) II
(1.21 -1.44)
(1.44 -1.72) �1
(1.63 -1.94)
(1.82 -2.18) II
(1.97 -2.37)
(2.10 -2.53)
Il' (2.21-269)
34 -2.87)
(2.43 -3.01) I
1.39
1.66
2.02
23
67 67
2.94
3.46
3.77
4.03
60 -min
1 II
(1,27 -1.52) I
(1,52 -1,81)
1I (1,85 -220)
(2.12 -2.53)
(2.43 -2.
I3.20
67 - 3 21)
(2. 4)
-3,
I1 (3.1 I
36 -4. I1
(3. -4, 40
1.62 1
1.94
2.38
2.76
3.22
3.60 II
3.97
4.33
4.81 I
5.19
2 -hr
L(1,47-1-78)
L(1,77 -2.13)
L(2.17 -2.62) L(2.50
1
-3.04
(2.90 -3.54)
(3.23 -3.95)
(3.54 -4.35)
(3.84 -4,75) 4.22 -5.27
(4.52 -5.70)
1.72
2.05
2.54
2.96
3.49
3.94
4.38
4.84
5.45
5.97
�I3 -hr
(1.57 -1,891 II
(1.BB -2.27)
16. 31-2. 11
(2.69 -3.26) IL(3.15
-3.83) 11
(3.54 -4.32)
(3.90 -4,81)
(4.28- 5,30111
(4.76 - 5.97)][
(5.16 -6.55)
6 -hr
2.06
2.47
3.05
3.56
4.22
4.78
5.34
5.93
6.72
7.39 1
(1.89 -2.26)
(2.27 -2.71)
(2.79 -3.35)
(3.25 -3.90)
(3.83 -4.61)
(4.31 -5.22)
(4.77 -5.82)
(5.24 -6,45)
(5.86 -7,31)
1
(6.37 -8.05)
12 -hr
2.44
2.92
3.62
4.25
5.07
5.79
6.51
7.27
8.32
9.24
(2.24-2671
(2.68 -3.201
23.31 -3 96)
(3.87 -4.65)
(4.59 - 5.532
(5.19 -6.28)
(5,79 -7.06)
(6,39 -7,68)
(7.20 -9.02)
(7,87 -10.0)
2.87
3.46
I 4.35 1
5.04
5.99
6.74
7.51
11 8.30 �I
9,39
10.2
24 -hr 1
(2.67 -3.09)
(3.23 -3.73)
(4,05 -4,68)
(4.69 -5,43)
_(5.55 -6.45)
(6.23 -7.25) II
(6.92 -8.09)
{7.63 -8.95)
�i
(8.58 -10.1) I
(9.32 -11.1)
3.32
4.bb
+ 4.98
5.75
6.79
7.61
8.45
9.31
10.5
11.4
2 -day
1 II
(3.09 -3.57) I
(3.72 -4.31)
I (4.63 -5.37) I�
(5.33 -6.19)
(6.28 -7.31) II
(7,02 -8.20) II
(7.77 -9.11)
�I (8.54 -10,0) �I
(9.57 -11.3) h
(10.4 -12.3)
3.51
4.22
5.23
6.02
w 7.10
7.95
8.82
9.72
10.9 I
L(9.99 Il
11.9
�I3 -day
(3.27- 3.7711L(3.93
-4.53)
ILf4.67 -5.61) I�
(5.59 -6.4611
_(6.57 -7.62)
(7.34 -8.54)
(6.12 -9.49)
(8.92 -10,5)
-11.8)
(10.8 -12.6)
3.70
4.44
5.48
6.29 l
7.41
8.29
9.20
10.1
II
11.4
12.4
U14 -day
(3.45 -3.97) 1L(4.14
-4.76)
U5,10-5.86)
(5.85-674) II
(6,87 -7.94) II
(7.67 -8.89) 1I
(8.47, 9.86)
Jl (930-10.
(10.4 -12.2) �I
(11.3 -13.3)
4.27 I
5.10
6.21
7.09 l
8.30
9.25
10.2
11.2
12.6
13.6
I7 -day
- II
(4.00 -4,56) 11
(4,77 -5.44)
II (5.81 -6.63)
(6.62 -7.571 II
(7.73 -8.85) I1
(8.59 -9.88) II
(9.47 -10.9)
II (10.4 -12.0) 11
(11.6 -13.5) 1.(12,5-14
. 1
1 4.88 5.80 6.98 7.90 .1 12.1
9.14 .1 II I1
13.4
14.5
1
10 -day .
(4.58 -520) (5.44 -6.19 6.54 -7. 11 39 - 8. I 53 -9.75) �+ (9.42 -10.8) (103 -1 11.2 -12.9
I 1
(12.4 -14.4)
(13.3 -15.5)
6.52 7.69 9.10 10.2 �[ 11.7 12.9 1 14.1 15.3 I
f
11 1L(14.2,
16.9
11
18.2
L20 -day (9.57 -10.9) I{ (10.9 -12.5) II (12.0 -13.7) (13.1 -15.0) 16.3) 41
�J (6.12 -6.95) (7.23 -6.20) II (6.54 -9.69)
(15.6 -18.1)
(16.7 - 19.5)
8.10 9.52 11.1 12.3 I 13.9 15.1 16.3 17.5
19.1
11
20.4
(7.53 -8.61) (8.96 -10.1) (10.4 -11.8) {11.5 -13.1) I (13.0 -14.8) (14.1 -161) (15.2 - 17.4) (16.3 -16.7) I
(17.7 -20.4)
(16.13-21.8)
10.3 12.1 13.9 15.2 17.0 18.4 19.7 l 20.9 i
E4daaj�
f9.B2 -1D.9) (11.5 -1281 (13.2 -14.7 L(14.4 -16.1) I1 (16.1 -18.0) I (17.3_19,4) L(1819.7.81 JI (19.7 -22.2) !
22.6
(21.2 -24.0) IL(22.3
23.9
-25,4)
211.2 1 22.5 II
4 641I ?
25.6.
II
60 -day I j11 B? 13.
II (13.715.2) (15 51.2) 16 918. .70 20.0- 22.3)1 (21.2 -23.8) (22.4 -2 5.2 1I
6} II (169 .8) 1I
(24,0-2 70)
(2.1 -2 8.4)
51)
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 PMP values.
(please refer to NOAA Atlas 14 document for more information.
Rack to Too
PF graphical
http:// hdsc. nws. noaa. gov/ hdsc /pfds /pfds _printpage.html ?lat= 35.7305 &lon= - 78.8516 &data = depth... 6/17/2015

Precipitation Frequency Data Server Page 2 of 4
Average recurrence
intery -8l
25 (years)
20 2
L15 1 — 25
ro
.CL
10 - r 100
ai
CL 200
600
5 — 1000
0 , i u i i 1 i
CC C C_ C C_ L L T T T T T T T T T
C kb rV - -'0 "a -9 U F -? * 14 u1 O LA p ,"I N r, O O O V Duration pp lb
30 , Duration
jr 5-min — 2-day
25 ...... ..... t 0-Run — 3-day
_ 15 -min — 4Aay
c 20 — 30-min — 7Aay
- 60-min — 10-day
aai — 2-W — 20-day
v '
c 15 — 3-hr — 30-day
— 6-hr — 45 day
' r — 12-hr — 60-day
V 10 24-hr
CL
0. 2 5 10 25 50 100 200 500 1000
Back to Too
Average recurrence interval lVears)
aerials
NOAA Atlas 14, Volume 2. Version 3 Maps Created (GMT): Wed Jun 17 13:02:25 2015
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http: / /hdsc.nws.noaa. gov /hdsc /pfds /pfds _printpage.html ?lat =3 5.7305 &Ion=-7 8.8 5 1 6&data=depth... 6/17/2015

Precipitation Frequency Data Server
Page 3 of 4
Large scale terrain
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US Department of Commerce
National O A��vic and Almosohefic Administralion
National Weather Service
Office of Hvdroloaic Develooment
1325 East West Highway
http: //hdsc.nws.noaa.gov /hdse /pfds /pfds —printpage.html ?lat =3 5.7305 &lon =- 78.8516 &data = depth... 6/17/2015

NOAH Atlas Rainfall Intensity Data

Precipitation Frequency Data Server Page 1 of 4
NOAA Atlas 14, Volume 2, Version 3 '!'
Location name: Apex, North Carolina, US' ,,r
Latitude: 35.7319 °, Longitude: - 78.8434° i
Elevation: 501 W 1' d
' source: Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M Bonnin, D Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAH, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Mans & aerials
PF tabular
PDS -based point precipitation frequency estimates with 90% confidence intervals (in inchesfhour)l
lDurii for 1 Average recurrence_ interval I earall
I 11 1 11 2 11 6 11 10 26 50 100 11 200 11 500 R. 1000
6 6I 7 - 41
5 -min (4,465.32), (b. 2 -69 [5.997.14) (6.640-- 8, 5 (6,50 10.33 3-11 i (a.08 -1,3)
5.80 ...83lS ..,. 6.8142] (6.4617.82) [6.7358, 16] [89888.56} [71
10 -min 1 3.89 4.55 5.23 I 8.11
(3.56.4,25) (4.17 -4.97) (4,815 -572) ! (5.37 -6.39} (581 995] [6.18 -7,
15 -min 3.24 3.81 4.41 4.90 5.39 5.75 6105 6.31 6.58 6,79
(2.97 -3.54) (3.50 -4.17) [4.06 -4.82) �� (4.46 -5.34! I� (4.61 -6.88] (5.22 -6.26) I (SAS -6.60) [5.66 -6.86) [6:86 -7.18] (5.99 -7.42] 5.24 5.60
30 -min 1 (2.0432.43! „� (2.41-2M ) �I [288 142) (3.245387) II 13.84�#351II (3.833b.72) III (41.18 4.64 4
-5,05) 1 (4.41'-536 11 1 14.66 -5.72) � (4.85 800
1 2.93 3,19 3.44 3.76 4.01
1 60 -min 1.38 1 1.115 2 01 2.-2 2,66
(1.27 - 1.511( {1.57 - 1.81) {1.84w 2.2{11 (2.11 -2.52) [2.42 -2.915) (2.66 -3.20) (2.98 -3.441) (3.09 -3.78) (334- 4.10) (3.54 -438)
2 -hr �( #734 0.888 (0480- L06) (1.08111.31) 1.38 1.61 1.79 1.97 216 2.39 2.68
{1.25 -1,51} (LA5 -1.76) (1.61 -1.97) (1.76 -2.17) (1.91 -2.36) 1 (2.10 -2.62) (2,25 -2,84)
1 3 -hr �[0. 52050. 627)I(0.62460752i1,I1I(0.76 11.108 0.694 -f 092711 (0.892x108)11[ (1.05 0.703 - 116.27) 1IlI 7 -1A3) ft.294551 (1.4261,76 ) II (1.5661.98) (1,7192.17)
1 6 -hr [0.31530376)11(0.377 - 0.462111[0. 485 - 0.55711(0.547 0.949]18 (0.637- 0.767j) 0.717- 0.868)11 {0.794 - 0968)1 {0,87141607)11(0,974 -12j (1.0e�34) a
12 -hr ,0,185- D7�1k1��0 .222- 0.28511(0.274?0328) (0,32130.986 �i0.360 0157 10.430 0519 (0.479- 0.584 ([0.526- 0,65110.593 0,7451(0650-0,827
0.144 # 166 0185) {0.495 6226 ![ #231 -0.286 _., .158 0.193 24 -hr 0'120 0.181 0.210 0.249 0.281 0.312 0345 0.390 0.425
(0.111 -0.129 (o.13S- 0.1551I1 f -- - 259 .0.902) (0.286 - 0.936 (0.317 -0.372 [0.35?-A421)'(0-3a8-0A69) 0.218 0.23i
2 day (0.064 -0074) [0.077- 03oeoll (0.098- -01121 (D.11l -D.i29 lt#.13110.152110.146- 6.170)1 [0.162 b 1891 0.177- 0.209 [0.199-0.235) (0.215 -0256
3-day l( 0.045 - 0.052) (0,655- 0.06311:0. 067 - 0.078111(15. 078- 0. p91ifo .0al-- O806]�10.102- 0.115)Il(D.7 3- 6231j��1 0135 I� #,138 0.1'53J(0.1 507057"7>�
0.124-0.145]1
4 -day (0. 038 - 9.04111(0.043-0.049 0.053 -64 061 (0.061 050701 _0_ 77 �DAG 0:092} 10� }((). 811 .108 0.12r {#.111- 20�1391I
[ #.071 -0039 (0.068 -0.1153
7 -day 0.025 0.030 0.037 0,042 0.049 11.055 0.061 - -- !I _ 0.067 0.075 - 0.081
[0,024 - 0.027) 0.028 - 0.032 1(0,035- 0.039) (0.0'" ( #.048 - 0.055, (0.051 - 0.1559} (0,058- O.D�_111t0_im0.0711 0.068 - 0.066 }.(0.0.78 -0.08
10 -day 0.020 0.024 II 0.029 0.033 0.038 0.042 0.046 II� 0,050 0.066 f 0.060
(0,016- 0,022) (0. 028- 0.029PN0.027- 0,031) (0.031 -0. 51 10.(=8- 0.041l� (0.034 - 0,046) 11 (4.049 -0.04 kO.047 »0.054).HiC.032-0.03B)6.035-0,04 0.052- 0.050)I(MO56 -ftM
20 -day 1(0.013 -0014) O.0t5 0D1751i9.0118 9 }11[p•61v- 0423]11 {0.023 o.D26)1�(31.026 -6. 029 }l�(0 -02 - 0.031j11(0.028- 011! 300ay 0 .411 0.013 0A9' II 0.017 0.019 11 D.021 11 0.023' 11 0.024 1 4.027 1 0,028 11
11(0.011 - 0.012)(0.012 -0.014 t( #.014- 0.016kOp.016- 0.018 1 (0.018 -0.0
45-day 0.010 1 0.011 0.013 0.1514 I 0,016
l 0.409-0.010) (0,011 -0.012 0.012 -0.014 (0.013 -9.015 #.0150,6
60�ay 0.008 0.010 0.011 D.012 0814
(0.008- 0.009) {0.010 -0.011 0.011-0.012) (O.o12- 0.413 ,013 -0.Q
0.017 0.1579 0.019 0.1121 0.022
)16- 9,078,11 r0.D17-0.016 0.016- 0.020 #020- 0.032 0;!'
'o
0.615 C- 0.016 0.017 11 0.018 0.018
I Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers In parenthesis are PF estimates a( lower and upper bounds of the 9D°l Confidence interval, The probability that precipitation frequency estimates (for a
given duration arxl average recurrence Interval) will be greater [haft the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
:heCW against probable maximum precipitation (PN)P) estimates and may be higher then currently valid PIMP vaiues.
Please refer to NDAA Atlas 14 document for more information. _
Back IO Top
PF graphical
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Precipitation Frequency Data Server
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Page 2 of 4
Average recurrence
interval
(years)
— 1
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to
— 26
50
100
200
600
1000
Duration
5-mh — 2-day
10 000 — I0-min — 3 -day
. _... I6min — 4 -day
c -- 30-min — 7 -day
1.000
— 60-min — 10-day
c 2-hr — 20-day
v
e — — 3 -hr — 30-day
C
— 6-hr — 45-day
Z 0.100 /w......
� i i — 12-hr — eo-day
"
24-hr
EL 0.010
0.001
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval � -rlalC
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Precipitation Frequency Data Server
Page 3 of 4
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Stormwater Management Plan
Summary

STORMWATER MANAGEMENT PLAN SUMMARY
BACKGROUND
Woodall Subdivision is a proposed 51 lot, single - family master subdivision. The property is
bounded by a newly constructed school to the west, residential agriculture to the east and south,
and Medium /High- Density Residential across Apex- Barbecue Road to the north. The total
acreage is 27.67 acres, 22.24 acres of which will be subdivided at this time leaving a remaining
tract of 5.44 acres.
SITE ANALYSIS
Withers and Ravenel's analysis consisted of analyzing the hydrology of the existing and proposed
site conditions at the point where stormwater runoff would exit the site. This analysis was also
extended to the point where the site area is less than 10% of the total watershed per the Town of
Apex's UDO.
Existina Conditions
The parcel to be developed is located within the Cape Fear River Basin, within the Beaver Creek
Basin, and in the Primary Watershed Protection Overlay District. It is not located in a FEMA 100 -
year floodplain and /or floodway.
The soil types present on site according to Wake County soil records are the following: MgC2
(Mayodan Gravelly Sandy Loam, 6 -10% slope), MfD2 (Mayodan Sandy Loam 10 -15% slope), MgB2
(Mayodan Gravelly Sandy Loam, 2 -6% slope) and WyA (Worsham Sandy Loam, 0 -3% slope). The
prevalent soil type is MgC2, with Worsham Sandy Loam following the stream and drainage pattern
through the middle of the site and along the southern property line. The Mayodan soil is classified
as Hydrologic Soil Group (HSG) B, while the Worsham soil is HSG D.
The existing topography consists of an average slope of 6% across the site, with an upper elevation
of 412' at the northeast corner of the site and a lower elevation of 345' at the southwest corner of
the site. The drainage pattern consists of a ridgeline running northwest to southwest shedding
water to a drained pond and existing intermittent stream. This stream flows in a southwesterly
direction to its confluence point with an east -to -west flowing perennial stream and exits at the
southwest corner of the site.
The site is primarily wooded with approximately 20% being open field.
Proposed Conditions
The Woodall Subdivision property will be mass graded. The proposed development will disturb
18.40 acres and have an allowable built upon area of 65 %. A hydrologic analysis of pre -
development and post - development conditions indicates that there would be greater than a 10%
increase in the runoff rates for the 1- and 10 -year recurrence interval storms after the proposed
development is completed. Therefore, BMPs will be required to reduce post - development discharge
rates to pre - development levels.
The majority of the site will be drained to 2 Wet Detention Ponds. Wet Detention Pond 1 is
designed to provide 90% TSS removal and discharge into a bypass swale to the downstream
channel. Wet Detention Pond 2 is designed to provide 85% TSS removal, will utilize a Level
Spreader for up to 5 cfs of discharge flow per SW Rule, and then bypass remaining flows directly
to the downstream stream channel. Both BMPs will capture and hold the 1" site runoff of their
corresponding drainage areas. Lots adjoining riparian buffers will be allowed to sheet flow through
the buffer.

EROSION CONTROL AND PHASING
The development will follow the Town of Apex approved erosion and sediment control plans. These
plans are to be approved during the construction plan submittal, and will contain approved erosion
control practices and devices commonly used throughout the State of North Carolina and the Town
of Apex. The construction sequence will follow the Town of Apex's regulations for sedimentation
and erosion control.
OPERATION & MAINTENANCE OF BMPS
The owner is responsible to provide annual inspections to the Town of Apex for each BMP serving
their property.
OFF SITE IMPACT
The proposed BMPS serve to prevent impacts downstream from the increase in built -upon area and
subsequent higher runoff rates. BMPs will be designed to limit the 1 -year, 24 -hour and 10 -year,
24 -hour peak flow discharges to pre - development conditions. This will ensure discharges are less
than or equal to pre - development conditions during these regulated precipitation events and
minimize the potential for increased flooding and erosion.
CONCLUSION AND IMPROVEMENTS
On -site detention facilities will limit discharges from the proposed development. An existing culvert
downstream of the site and upstream from the 10% point crosses under Interstate 540. Withers
and Ravenel's hydraulic analysis determines an overall increase of approximately 2 cfs (a 1% total
increase) in the 100 -Year storm. As such, the existing downstream culvert will not require
improvements.

Pre and Post - Drainage Area Maps

I
WOODALL SUBDIVISION
MASTER SUBDIVISION PLAN
asi.oar�,< V OAK i}rti Sf' WAKE COUNTY
PRE -DRAT NAG AREAS
7
O
P E Y
i
WTON
KNOW WHATS BELOW.
CALL eEFORE YOU o:c.
WITHERS RAVENEL
RHOINERR3 ! DLANNRRA i SURV2YOR9
—
1

WOODALL SUBDIVISION
MASTER SUBDIVISION PLAN
a n mlwzr�. WHITE OAK TWSP WAKE COUNTY NC
POST - DRAINAGE AREAS I WITHERS &- RAVENEL
EN45101149 I PLANNI!! 1 SURVIVORS
z
0
z
a
x
IQ I
KNOW WHATS BELOW,
CALL BEFORE YOU DIG.

Wet Detention Pond 1 Design
A. Average Pond Depth Calculation ................................................... ...............................
B. Watershed Data ............................................................................. ...............................
C. Hydrograph Formulation ................................................................ ...............................
D. Stage - Storage Function ................................................................. ...............................
E. Pond Volume Calculations ............................................................. ...............................
F. Chainsaw Routing for 1 -Year Storm ................................................ ...............................
G. Chainsaw Routing for io -Year Storm .............................................. ...............................
H. Chainsaw Routing for loo -Year Storm ............................................ ...............................
I. Orifice Drawdown Calculations ...................................................... ...............................
J. Anti - Flotation Calcs ....................................................................... ...............................

BMP 1 AVERAGE POND DEPTH CALCULATION
OPTION 1.
Volume (Permanent Pool)
j Depth (Average) = Surface Area (of Permanent Pool)
0
OPTION 2
Average Depth Rounded Down to the
nearest 0.5' per NCDWQ BMP Manual
Surface Area Permanent Pool (sf) _
Surface Area Bottom Shelf (sf) =
Surface Area Bottom Pond (Sediment
Cleanout Top Elevation (sf) =
Pond Depth from Bottom of Pond
(Sediment Cleanout Top Elevation) to
Bottom of Shelf (ft) =
Volume Permanent Pool (cf) _
[0.25X(1 +(Surface Area Bottom Shelf /Surface Area Permanent
Depth (Average) = Pool))] +[((Surface Area Bottom Shelf +Surface Area Bottom
Pond) /2)X(Depth /Surface Area Bottom Shelf)]
3.224684378
3
9882
7905
3062
4
0

WATERSHED DATA
Woodall Subdivision
IMPERVIOUSNESS, RATIONAL -C', AND SCS CN
11
PRE VI
POST
lWatershed Area
3.95 ac.
3.95 ac.
IPavement/Building Area
0.00 ac.
2.75 ac.
Natural Area
3.95 ac.
1.20 ac.
Percent Impervious 0.00%
lRational C 0.30
SCS Curve Number 50
NOTES:
69.62%
0.77
89
Rational Runoff Coefficient -'C'
'C' for Pavement/Building Area = 0.98
'C' for Natural Area = 0.30
SCS Curve Number for Soil Group C - CN
CN for Pavement/Building Area = 98
CN for Natural Area = 50

HYDROGRAPH FORMULATION
Woodall Subdivision
BACKGROUND: Use the Rational Method
REFERENCES: ( Malcom, 1991; Wanielista, 1990 )
SOLUTION - Qp: Use the Kirpich Equation & the Rational Method
INPUT
OUTPUT POST OUTPUT PRE
Tc -pre =
16.8
minutes Tc -post =
5.0
minutes
Apre =
3.95
acres Apost =
3.95
acres
Cpre =
0.30
_ Cpost =
0.77
g =
112
(1 year
I =
4.48
in /hr
3.04
in /hr
h =
20
storm/ 24 hour)
Qp1 =
13.7
cfs
3.6
cfs
g =
195
(10 year
I =
7.22
in /hr
I
5.03
in /hr
h =
22
storm/ 24 hour)
Qp10 =
22.1
cfs
6.0
cfs
g =
232
(25 year
I =
8.29
in/hr
II
5.83
in /hr
h =
23
storm/ 24 hour)
Qp25 =
25.3
cfs
6.9
cfs
g =
261
(50 year
I =
9.00
in /hr
6.40
in /hr
h =
24
storm/ 24 hour)
QP50 =
27.5
cfs
7.6
cfs
g =
290
(100 year
I =
9.67
in /hr
6.94
in /hr
[ h =
25
storm/ 24 hour)
QP100 =
29.5
cfs
8.2
cfs
SOLUTION - Tp:
INPUT
OUTPUT
S=
1.17
in
Pn6 =
2.03
in (1 Year Storm)
Q* =
1.09
in
CN =
89
TP1 =
13.6
minutes
Pn6 =
3.50
in (10 Year Storm)
Q* =
2.40
in
CN =
89
TP10 =
18.7
minutes
Pn6 =
4.14
in (25 Year Storm)
Q* =
3.00
in
If CN =
89
Tp25 =
20.4
minutes
-
Pn6 =
4.67
in (50 Year Storm)
Q* =
3.51
in
CN =
89
TP50 =
21.9
minutes
Pn6 =
5.21
in (100 Year Storm)
Q* =
4.03
in
CN =
89
TP100 =
23.4
minutes
TERMINOLOGY:
L= Hydraulic Length, (ft)
H = Vertical Relief, (ft)
g = Statistical Variable
h = Statistical Variable
A = Watershed Area, (acres)
C = Composite Runoff Coefficient
Pn6 = Precipitation from 6 hr storm (in)
CN = Curve Number
Tc = Time of Concentration, (minutes)
I = Rainfall Intensity, (in /hr)
Qp = Peak Discharge, (cfs)
S = Ultimate Soil Storage, (in)
Q* = Runoff Depth, (in)
Tp = Time to Peak, (minutes)

STAGE - STORAGE FUNCTION:
12
11
U)
c
10
S =Ks *Zb
where: b = 1.66 and KS = 2197
Storage at Top of Embankment = 76,286 cf
Storage at Normal Pool = 26,593 cf
Stage- Storage Function
8
Z est
ft
4.01
4.48
5.02
8.50
9 . I I
0.0 0.5 1.0 1.5 2.0 2.5
In Z
STAGE - STORAGE FUNCTION
Woodall Subdivision
1
2
3
4 5
6
7
Y
X
CONTOUR
CONTOUR
INCR
ACCUM Z
In S
In Z
AREA
VOLUME
VOLUME STAGE
sq ft
cu ft
cu ft ft
371
3062
0 0
375
7905
21934
21934 4
9.9958
1.3863
375.5
9882
4447
26380.75 4.5
10.1804
1.5041
376
12016
5475
31855.25 5
10.3690
1.6094
379.5
13373
44431
76286 8.5
11.2422
2.1401
STAGE - STORAGE FUNCTION:
12
11
U)
c
10
S =Ks *Zb
where: b = 1.66 and KS = 2197
Storage at Top of Embankment = 76,286 cf
Storage at Normal Pool = 26,593 cf
Stage- Storage Function
8
Z est
ft
4.01
4.48
5.02
8.50
9 . I I
0.0 0.5 1.0 1.5 2.0 2.5
In Z

POND VOLUME CALCULATIONS
Woodall Subdivision
CALCULATE IMPERVIOUS AREA:
Drainage area =
3.95 ac.
Impervious area =
2.75 ac.
Percent Impervious =
69.62%
FIND SA/DA FOR PERMANENT POOL SIZING:
Assume 90% Pollutant Removal Efficiency average pool depth of 3.0 foot.
Use Table 10 -3 in Stormwater Management Guidance Manual and interpolate.
Interpolated SA/DA = 4.00%
Depth of Pool= 4.5 ft *AVG DEPTH = 3.0'
FIND REQUIRED SURFACE AREA:
Surface Area = SA/DA x Drainage Area
Surface Area Required = 0.16 ac or 6,882 sf
Surface Area Provided = 0.23 ac or 9,882 sf OK
FIND VOLUME TO BE CONTROLLED FROM 1" STORM
Rv = 0.68 DA = 3.95 ac
Volume = Rv x 0.0833 x Drainage Area = 0.22 ac. -ft. or 9697 cf.
TERMINOLOGY:
P = Precipitation Depth, (in)
S = Ultimate Soil Storage, (in)
CN = Curve Number
Q' = Runoff Depth, (in)

CHAINSAW ROUTING FOR 1 -YEAR STORM
(REF: Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area =
0.23 ac
3
Peak Stage =
376.87 ft
Maximum Surface Area =
0.27 ac
8
Rise =
1.37 ft
Freeboard =
2.63 ft
Storage
Peak Outflow =
0.4 cfs
Riser
Riser
INPUT
Notch
Orifice
Hydrograph Results:
Riser: Nr =
1
Top of Dam:
379.50 ft
Qp = 13.7 cfs
Riser Width =
4.0 ft
Barrel:
Tp = 13.6 min
Riser Length =
4.0 ft
Nb =
1
dT = 2 min
Cwr =
3.33
Db =
18 in
Stage- Storage Results:
Cdr =
0.60
Cdb =
0.60
Ks = 2197
Zcr =
378.00 ft
Zinv =
370.00 ft
b = 1.66 Notch Weir. Nr =
1
Orifice: N =
1
Zo = 371.0 ft (inv)
Weir Length =
0.5 ft
Cdr =
0.60
Initial Water Level:
Cwr =
3.33
D =
1.5 in
Z, = 375.50 ft
Zcr =
376.50 ft
Zcr =
375.50 ft
OUTPUT
1
2
3
4
5
6
7
8
9
10
Time
Inflow
Storage
Stage
Outflow
Riser
Riser
Barrel
Notch
Orifice
T
I
S
Z
O
(weir)
(orifice)
Weir
min
cfs
cu -ft
ft
cfs I
cfs
cfs
cfs
cfs
cfs
0
_
0
26593.34
375.50
0.0
0.0
0.0
0.0
0.0
0.0
2
1
26593.34
375.50
0.0
00
0.0
0.0
0.0
0.0
4
3
26679.00
375.51
0.0
0.0
0.0
0.0
0.0
0.0
6
6
27003.11
375.54
0.0
0.0
0.0
0.0
0.0
0.0
8
9
27669.12
375.61
0.0
0.0
0.0
0.0
0.0
0.0
10
11
28709.00
375.71
0.0
0.0
0.0
0.0
0.0
0.0
12
13
30076.58
375.85
0.0
0.0
0.0
0.0
0.0
0.0
14
14
31657.22
376.00
0.0
0.0
0.0
0.0
0.0
0.0
16
13
33291.67
376.15
0.0
0.0
0.0
0.0
0.0
0.0
18
11
34809.32
376.29
0.1
0.0
0.0
0.1
0.0
0.1
20
9
36084.18
37641
0.1
0.0
0.0
0.1
0.0
0.1
22
7
37136.17
376.50
0.1
0.0
0.0
0.1
0.0
0.1
24
6
38003.95
376.58
0.1
0.0
0.0
0.1
0.0
0.1
26
5
38714.96
376.64
0.2
0.0
0.0
0.2
0.1
0.1
28
4
39293.94
376.69
0.2
0.0
0.0
0.2
0.1
0.1
30
3
39762.74
376.74
0.3
0.0
0.0
0.3
0.2
0.1
32
3
40140.00
376.77
0.3
0.0
0.0
0.3
0.2
0.1
34
2
40441.37
376.79
0.3
0.0
0.0
0.3
0.3
0.1
36
2
40679.97
376.82
0.4
00
0.0
0.4
0.3
0.1
38
2
40866.71
376.83
0.4
0.0
0.0
04
0.3
01
40
1
41010.67
376.84
0.4
0.0
0.0
0.4
0.3
0.1
42
1
41119.40
376.85
0.4
0.0
0.0
0.4
0.3
0.1
44
1
41199.15
376.86
0.4
0.0
0.0
0.4
0.4
0.1
46
1
41255.08
376.86
0.4
0.0
0.0
0.4
0.4
0.1
48
1
41291.49
376.87
0.4
0.0
0.0
0.4
0.4
0.1
50
1
41311.91
376.87
0.4
00
0.0
0.4
0.4
0.1
52
0
41319.28
376.87
0.4
0.0
0.0
0.4
0.4
0.1
54
0
41316.00
376.87
0.4
0.0
0.0
0.4
0.4
0.1
56
0
41304.09
376.87
0.4
0.0
0.0
0.4
0.4
0.1
58
0
4128517
376.87
0.4
0.0
0.0
0.4
0.4
0.1
60
0
41260.62
376.87
0.4
0.0
0.0
0.4
0.4
0.1
62
0
41231.55
376.86
0.4
0.0
0.0
0.4
0.4
0.1
64
0
41198.88
376.86
0.4
0.0
0.0
0.4
0.4
0.1
66
0
41163.37
376.86
0.4
0.0
0.0
0.4
0.4
0.1
68
0
41125.65
376.85
0.4
0.0
0.0
0.4
0.4
0.1
70
0
41086.23
376.85
0.4
0.0
0.0
0.4
0.3
0.1

1 2 3 4 5 6 7 8 1 9 10
Time
Inflow
Storage
Stage
Outflow
Riser
Riser
Barrel
Notch
Orifice
T
I
S
Z
O
(weir)
(orifice)
Weir
min
cfs
cu -ft
ft
cfs
cfs
cfs
cfs
cfs
cfs
72
0
41045.53
376.85
0.4
0.0
0.0
0.4
0.3
0.1
74
0
41003.90
376.84
0.4
0.0
0.0
0.4
0.3
0.1
76
0
40961.62
376.84
0.4
0.0
0.0
0.4
0.3
01
78
0
40918.92
376.84
0.4
0.0
0.0
0.4
0.3
0.1
80
0
40875.99
376.83
0.4
0.0
0.0
0.4
0.3
0.1
82
0
40832.98
376.83
0.4
0.0
0.0
0.4
0.3
0.1
84
0
40790.02
376.82
0.4
0.0
0.0
0.4
0.3
0.1
86
0
40747.21
376.82
0.4
0.0
0.0
0.4
0.3
0.1
88
0
40704.63
376.82
0.4
0.0
0.0
0.4
0.3
0.1
90
0
40662.34
376.81
0.4
0.0
0.0
0.4
0.3
0.1
92
0
40620.39
376.81
0.4
0.0
0.0
0.4
0.3
0.1
94
0
40578.83
376.81
0.4
0.0
0.0
0.4
0.3
0.1
96
0
40537.69
376.80
0.3
0.0
0.0
0.3
0.3
0.1
98
0
40496.99
376.80
0.3
0.0
0.0
0.3
0.3
0.1
100
0
40456.75
376.80
0.3
0.0
0.0
0.3
0.3
0.1
102
0
40416.97
376.79
0.3
0.0
0.0
0.3
0.3
0.1
104
0
40377.68
376.79
0.3
0.0
0.0
0.3
0.3
0.1
106
0
40338.88
376.79
0.3
0.0
0.0
0.3
0.3
0.1
108
0
40300.56
376.78
0.3
0.0
0.0
0.3
0.3
0.1
110
0
40262.74
376.78
0.3
0.0
0.0
0.3
0.2
0.1
112
0
40225.40
376.78
0.3
0.0
0.0
0.3
0.2
0.1
114
0
40188.55
376.77
0.3
0.0
0.0
0.3
0.2
0.1
116
0
40152.19
376.77
0.3
0.0
0.0
0.3
0.2
0.1
118
0
40116.30
376.77
0.3
0.0
0.0
0.3
0.2
0.1
120
0
4008089
376.76
0.3
0.0
0.0
0.3
0.2
0.1
122
0
40045.94
376.76
0.3
0.0
0.0
0.3
0.2
0.1
124
0
40011.46
376.76
0.3
0.0
0.0
0.3
0.2
0.1
126
0
39977.43
376.75
0.3
0.0
0.0
0.3
0.2
0.1
128
0
39943.85
376.75
0.3
0.0
0.0
0.3
0.2
0.1
130
0
39910.71
376.75
0.3
0.0
0.0
0.3
0.2
0.1
132
0
39878.01
376.75
0.3
0.0
0.0
0.3
0.2
0.1
134
0
39845.74
376.74
0.3
0.0
0.0
0.3
0.2
0.1
136
0
39813.88
376.74
0.3
0.0
0.0
0.3
0.2
0.1
138
0
39782.44
376.74
0.3
0.0
0.0
0.3
0.2
0.1
140
0
39751.41
376.73
0.3
0.0
0.0
0.3
0.2
0.1
142
0
39720.77
376.73
0.3
0.0
0.0
0.3
0.2
0.1
144
0
39690.53
376.73
0.2
0.0
0.0
0.2
0.2
0.1
146
0
39660.68
376.73
0.2
0.0
0.0
0.2
0.2
0.1
148
0
39631.21
376.72
0.2
0.0
0.0
0.2
0.2
0.1
150
0
39602.10
376.72
0.2
0.0
0.0
0.2
0.2
0.1
152
0
39573.37
376.72
0.2
0.0
0.0
0.2
0.2
0.1
154
0
39545.00
376.72
0.2
0.0
0.0
0.2
0.2
0.1
156
0
39516.97
376.71
0.2
0.0
0.0
0.2
0.2
0.1
158
0
39489.30
376.71
0.2
0.0
0.0
0.2
0.2
0.1
160
0
39461.97
376.71
0.2
0.0
0.0
0.2
0.2
0.1
162
0
39434.98
376.71
0.2
0.0
0.0
0.2
0.2
0.1
164
0
39408.31
376.70
0.2
0.0
0.0
0.2
0.2
0.1
166
0
39381.97
376.70
0.2
0.0
0.0
0.2
0.2
0.1
168
0
39355.95
376.70
0.2
0.0
0.0
0.2
0.1
0.1
170
0
39330.24
376.70
0.2
0.0
0.0
0.2
0.1
0.1
172
0
39304.84
376.70
0.2
0.0
0.0
0.2
0.1
0.1
174
0
39279.74
376.69
0.2
0.0
0.0
0.2
0.1
0.1
176
0
39254.94
376.69
0.2
0.0
0.0
0.2
0.1
0.1
178
0
39230.43
376.69
0.2
0.0
0.0
0.2
0.1
0.1
180
0
39206.21
376.69
0.2
0.0
0.0
0.2
0.1
0.1
182
0
39182.28
376.69
0.2
0.0
0.0
0.2
01
0.1
184
0
39158.62
376.68
0.2
0.0
0.0
0.2
0.1
0.1
186
0
39135.23
376.68
0.2
0.0
0.0
0.2
0.1
0.1
188
0
39112.11
376.68
0.2
0.0
0.0
0.2
0.1
0.1
190
0
39089.26
376.68
0.2
0.0
0.0
0.2
0.1
0.1

1
2
3
4
5
6
7
8
9
10
Time
Inflow
Storage
Stage
Outflow
Riser
Riser
Barrel
Notch
Orifice
T
I
S
Z
O
(weir)
(orifice)
Weir
min
cfs
cu -ft
ft
cfs
cfs
cfs
cfs
cfs
cfs
192
0
39066.67
376.68
02
0.0
0.0
0.2
0.1
0.1
194
0
39044.33
376.67
0.2
0.0
0.0
0.2
0.1
0.1
196
0
39022.24
376.67
0.2
0.0
0.0
0.2
0.1
0.1
198
0
39000.41
376.67
0.2
0.0
0.0
0.2
0.1
0.1
200
0
38978.81
376.67
0.2
0.0
00
0.2
0.1
0.1
202
0
38957.45
376.67
0.2
0.0
0.0
0.2
0.1
0.1
204
0
38936.33
376.66
0.2
0.0
0.0
0.2
0.1
0.1
206
0
38915.44
376.66
0.2
0.0
0.0
0.2
0.1
0.1
208
0
38894.78
376.66
0.2
0.0
0.0
0.2
0.1
0.1
210
0
38874.35
376.66
0.2
0.0
0.0
0.2
0.1
0.1
212
0
38854.13
376.66
0.2
0.0
0.0
0.2
0.1
0.1
214
0
38834.13
376.65
0.2
0.0
0.0
0.2
0.1
0.1
216
0
38814.34
376.65
0.2
0.0
0.0
0.2
0.1
0.1
218
0
38794.77
376.65
0.2
0.0
0.0
0.2
0.1
0.1
220
0
38775.40
376.65
0.2
0.0
0.0
0.2
0.1
0.1
222
0
3875624
376.65
0.2
0.0
0.0
0.2
0.1
0.1
224
0
38737.27
376.65
0.2
0.0
0.0
0.2
0.1
0.1
226
0
38718.50
376.64
0.2
0.0
0.0
0.2
0.1
0.1
228
0
38699.93
376.64
0.2
0.0
0.0
0.2
0.1
0.1
230
0
38681.55
376.64
0.2
0.0
0.0
0.2
0.1
0.1
232
0
38663.36
376.64
0.2
0.0
0.0
0.2
0.1
0.1
234
0
38645.35
376.64
0.1
0.0
0.0
0.1
0.1
0.1
236
0
38627.52
376.64
0.1
0.0
0.0
0.1
0.1
0.1
238
0
38609.87
376.63
0.1
0.0
0.0
0.1
0.1
0.1
240
0
38592.41
376.63
0.1
0.0
0.0
0.1
0.1
0.1
242
0
38575.11
376.63
0.1
0.0
0.0
0.1
0.1
0.1
244
0
38557.99
376.63
0.1
0.0
0.0
0.1
0.1
0.1
246
0
38541.03
376.63
0.1
0.0
0.0
0.1
0.1
0.1
248
0
38524.24
376.63
0.1
0.0
0.0
0.1
0.1
0.1
250
0
38507.62
376.63
0.1
0.0
0.0
0.1
0.1
0.1
252
0
38491.15
376.62
0.1
0.0
0.0
0.1
0.1
0.1
254
0
38474.85
376.62
0.1
0.0
0.0
0.1
0.1
0.1
256
0
38458.70
376.62
0.1
0.0
0.0
0.1
0.1
0.1
258
0
38442.71
376.62
0.1
0.0
0.0
0.1
0.1
0.1
260
0
38426.86
376.62
0.1
0.0
0.0
0.1
0.1
0.1
262
0
38411.17
376.62
0.1
0.0
0.0
0.1
0.1
0.1
264
0
38395.63
376.62
0.1
0.0
0.0
0.1
0.1
0.1
266
0
38380.23
376.61
0.1
0.0
0.0
0.1
0.1
0.1
268
0
38364.97
376.61
0.1
0.0
0.0
0.1
0.1
0.1
270
0
38349.85
376.61
0.1
0.0
0.0
0.1
0.1
0.1
272
0
38334.88
376.61
0.1
0.0
0.0
0.1
0.1
0.1
274
0
38320.04
376.61
01
0.0
0.0
0.1
0.1
0.1
276
0
38305.33
376.61
0.1
0.0
0.0
0.1
0.1
0.1
278
0
38290.76
376.61
0.1
0.0
0.0
0.1
0.1
0.1
280
0
38276.32
376.61
0.1
0.0
0.0
0.1
0.1
0.1
282
0
38262.00
376.60
0.1
0.0
0.0
0.1
0.1
0.1
284
0
38247.82
376.60
0.1
0.0
0.0
0.1
0.1
0.1
286
0
38233.76
376.60
0.1
0.0
0.0
0.1
0.1
0.1
288
0
38219.82
376.60
0.1
0.0
0.0
0.1
0.1
0.1
290
0
38206.01
376.60
0.1
0.0
0.0
0.1
0.1
0.1
292
0
38192.31
376.60
0.1
0.0
0.0
0.1
0.1
0.1
294
0
38178.73
376.60
0.1
0.0
0.0
0.1
0.1
0.1
296
0
38165.27
376.60
0.1
0.0
0.0
0.1
00
0.1
298
0
38151.93
376.59
0.1
0.0
0.0
0.1
0.0
0.1
300
0
38138.70
376.59
0.1
0.0
0.0
0.1
0.0
0.1
302
0
38125.57
376.59
0.1
0.0
0.0
0.1
0.0
0.1
304
0
38112.56
376.59
0.1
0.0
0.0
0.1
0.0
0.1
306
0
38099.66
376.59
0.1
0.0
0.0
0.1
0.0
0.1
308
0
38086.87
376.59
0.1
0.0
0.0
0.1
0.0
0.1
310
0
38074.18
376.59
0.1
0.0
0.0
0.1
0.0
0.1
312
0
38061.59
376.59
0.1
0.0
0.0
0.1
0.0
0.1
314
0
38049.11
376.59
0.1
0.0
0.0
0.1
0.0
0.1
316
0
38036.72
376.58
0.1
0.0
0.0
0.1
0.0
0.1

1
2
3
4
5
6
7
8
9
10
Time
Inflow
Storage
Stage
Outflow
Riser
Riser
Barrel
Notch
Orifice
T
I
S
Z
O
(weir)
(orifice)
Weir
min
cfs
cu -ft
ft
cfs
cfs
cfs
cfs
cfs
cfs
318
0
38024.44
376.58
0.1
0.0
0.0
0.1
0.0
0.1
320
0
38012.26
376.58
0.1
0.0
0.0
0.1
0.0
0.1
322
0
38000.17
376.58
0.1
0.0
0.0
0.1
0.0
01
324
0
37988.18
376.58
0.1
0.0
0.0
0.1
0.0
0.1
326
0
37976.28
376.58
0.1
0.0
0.0
0.1
0.0
0.1
328
0
37964.47
376.58
0.1
0.0
0.0
0.1
0.0
0.1
330
0
37952.76
376.58
0.1
0.0
0.0
0.1
0.0
0.1
332
0
37941.13
376.58
0.1
0.0
0.0
0.1
0.0
0.1
334
0
37929.60
376.57
0.1
0.0
0.0
0.1
0.0
0.1
336
0
37918.15
376.57
0.1
0.0
0.0
0.1
0.0
0.1
338
0
37906.79
376.57
0.1
0.0
0.0
0.1
0.0
0.1
340
0
37895.51
376.57
0.1
0.0
0.0
0.1
0.0
0.1
342
0
37884.32
376.57
0.1
0.0
0.0
0.1
0.0
0.1
344
0
37873.21
376.57
0.1
0.0
0.0
0.1
0.0
0.1
346
0
37862.19
376.57
0.1
0.0
0.0
0.1
0.0
0.1
348
0
37851.24
376.57
0.1
0.0
0.0
0.1
0.0
0.1
350
0
37840.37
376.57
0.1
0.0
0.0
0.1
0.0
0.1
352
0
37629.59
376.57
0.1
0.0
0.0
0.1
0.0
0.1
354
0
37818.88
376.57
0.1
0.0
0.0
0.1
0.0
0.1
356
0
37808.24
376.56
0.1
0.0
0.0
0.1
0.0
0.1
358
0
37797.68
376.56
0.1
0.0
0.0
0.1
0.0
0.1
360
0
37787.20
376.56
0.1
0.0
0.0
0.1
0.0
0.1
362
0
37776.78
376.56
0.1
0.0
0.0
0.1
0.0
0.1
364
0
37766.44
376.56
0.1
0.0
0.0
0.1
0.0
0.1
366
0
37756.18
376.56
0.1
0.0
0.0
0.1
0.0
0.1
368
0
37745.98
376.56
0.1
0.0
0.0
0.1
0.0
0.1
370
0
37735.85
376.56
0.1
0.0
0.0
0.1
0.0
0.1
372
0
37725.79
376.56
0.1
0.0
0.0
0.1
0.0
0.1
374
0
37715.79
376.56
0.1
0.0
0.0
0.1
0.0
01
376
0
37705.86
376.55
0.1
0.0
0.0
0.1
0.0
0.1
378
0
37696.00
376.55
0.1
0.0
0.0
0.1
0.0
0.1
380
0
37686.20
376.55
0.1
0.0
0.0
0.1
0.0
0.1
382
0
37676.47
376.55
0.1
0.0
0.0
0.1
0.0
0.1
384
0
37666.80
376.55
0.1
0.0
0.0
0.1
0.0
0.1
386
0
37657.19
376.55
0.1
0.0
0.0
0.1
0.0
0.1
388
0
37647.64
376.55
0.1
0.0
0.0
0.1
0.0
0.1
390
0
37638.15
376.55
0.1
0.0
0.0
0.1
0.0
0.1
392
0
37628.72
376.55
0.1
0.0
0.0
0.1
0.0
0.1
394
0
37619.35
376.55
0.1
0.0
0.0
0.1
0.0
0.1
396
0
37610.03
376.55
0.1
0.0
0.0
0.1
0.0
0.1
398
0
37600.77
376.55
0.1
0.0
0.0
0.1
0.0
0.1
400
0
37591.57
376.54
0.1
0.0
0.0
0.1
0.0
0.1
402
0
37582.43
376.54
0.1
0.0
0.0
0.1
0.0
0.1
404
0
37573.33
376.54
0.1
0.0
0.0
0.1
0.0
0.1
406
0
37564.29
376.54
0.1
0.0
0.0
0.1
0.0
0.1
408
0
37555.31
376.54
0.1
0.0
0.0
0.1
0.0
0.1
410
0
37546.37
376.54
0.1
0.0
0.0
0.1
0.0
0.1
412
0
37537.49
376.54
0.1
0.0
0.0
0.1
0.0
0.1
414
0
37528.66
376.54
0.1
0.0
0.0
0.1
0.0
0.1
416
0
37519.88
376.54
01
0.0
0.0
0.1
0.0
0.1
418
0
37511.14
376.54
0.1
0.0
0.0
0.1
0.0
0.1
420
0
37502.46
376.54
0.1
0.0
0.0
0.1
0.0
0.1
422
0
37493.82
376.54
0.1
0.0
0.0
0.1
0.0
0.1
424
0
37485.23
376.54
0.1
0.0
0.0
01
0.0
0.1
426
0
37476.68
376.53
0.1
0.0
0.0
0.1
0.0
0.1
428
0
37468.18
376.53
0.1
0.0
0.0
0.1
0.0
0.1
430
0
37459.73
376.53
0.1
0.0
0.0
0.1
0.0
0.1
432
0
37451.32
376.53
0.1
0.0
0.0
0.1
0.0
0.1
434
0
37442.95
376.53
0.1
0.0
0.0
0.1
0.0
0.1
436
0
37434.62
376.53
0.1
0.0
0.0
0.1
0.0
0.1
438
0
37426.34
376.53
0.1
0.0
0.0
0.1
0.0
0.1
440
0
37418.10
376.53
0.1
0.0
0.0
0.1
0.0
0.1
442
0
37409.89
376.53
0.1
0.0
0.0
0.1
0.0
0.1
444
0
37401.73
376.53
0.1
0.0
0.0
0.1
0.0
0.1

1
2
3
4
5
6
7
8
9
' 10
Time
Inflow
Storage
Stage
Outflow
Riser
Riser
Barrel
Notch
Orifice
T
!
S
Z
O
(weir)
(orifice)
Weir
min
cfs
cu -ft
ft
cfs
cfs
cfs
cfs
cfs
cfs
446
0
37393.61
376.53
0.1
0.0
0.0
0.1
00
0.1
448
0
37385.53
376.53
0.1
0.0
0.0
0.1
0.0
0.1
450
0
37377.48
376.53
0.1
0.0
0.0
0.1
0.0
0.1

16
14
12
w 10
w
v
d
rn 8
M
N
G 6
4
2
0
0
GRAPHED DATA FOR 1 YEAR STORM
Hydrographs
376.80
376.60
376.40
uj 376.20
a
376.00
375.80
375.60
375.40
0
50 100 150 200 250 300 350 400 450 500
Time (min)
STAGE - DISCHARGE FUNCTION
1 2 3 4 5 6
DISCHARGE (cfs)

CHAINSAW ROUTING FOR 10 -YEAR STORM
(REF: ,Malcom, 1991 )
COMPUTED RESULTS
Normal Surface Area =
0.23 ac
Peak Stage =
377.95 ft
Maximum Surface Area =
0.30 ac
Rise =
2.45 ft
Freeboard =
1.55 ft
Peak Outflow =
3.0 cfs
INPUT
Hydrograph Results:
Riser: Nr =
1
Top of Dam:
379.50 ft
Qp =
22.1
cfs
Riser Width =
4.0
ft
Barrel:
Tp =
18.7
min
Riser Length =
4.0
ft
Nb =
1
dT =
2
min
Cwr =
3.33
Db =
18 in
Stage- Storage
Results:
Cdr =
0.60
Cdb =
0.60
Ks =
2197
Zcr =
378.00
ft
Zinv =
370.00 ft
b =
1.66
Notch Weir: Nw =
1
Orifice: No =
1
Za =
371.0
ft (inv)
Riser Length =
0.5
ft
Cdr =
0.60
Initial Water Level:
Cwr =
3.33
D =
1.5 in
Z, =
375.50
ft
Zcr =
376.50
ft
Zcr =
375.50 ft
OUTPUT
1
2
3
4
5
6
7
8
9
10
Time
Inflow
Storage
Stage
Outflow
Riser
Riser
Barrel
Notch
Orifice
T
I
S
Z
O
(weir)
(orifice)
Weir
min
cfs
cu -ft
ft
cfs
cfs
cfs
cfs
cfs
cfs
0
0
26593.34
375.50
0.0
0.0
0.0
0.0
0.0
0.0
2
1
26593.34
375.50
0.0
0.0
0.0
0.0
00
0.0
4
2
26667.25
375.51
0.0
0.0
0.0
0.0
0.0
0.0
6
5
26954.04
375.54
0.0
0.0
0.0
0.0
0.0
0.0
8
9
27569.31
375.60
0.0
0.0
0.0
0.0
0.0
0.0
10
12
28591.91
375.70
0.0
0.0
0.0
0.0
0.0
0.0
12
16
30055.15
375.84
0.0
0.0
0.0
0.0
0.0
0.0
14
19
31943.07
376.03
0.0
0.0
0.0
0.0
0.0
0.0
16
21
34192.22
376.24
0.1
0.0
0.0
0.1
0.0
0.1
18
22
36698.73
376.47
0.1
0.0
0.0
0.1
0.0
0.1
20
22
39329.93
376.70
0.2
0.0
0.0
0.2
0.1
0.1
22
20
41921.48
376.92
0.5
0.0
0.0
0.5
0.5
0.1
24
18
44309.60
377.12
0.9
0.0
0.0
0.9
0.8
01
26
16
46371.47
377.29
1.3
0.0
0.0
1.3
1.2
0.1
28
14
48108.53
377.43
1.6
0.0
0.0
1.6
1.5
0.1
30
12
49560.99
377.55
1.9
0.0
0.0
1.9
1.8
0.1
32
10
50765.23
377.65
2.1
0.0
0,0
2.1
2.0
0.1
34
9
51753.72
377.72
2.3
0.0
0.0
2.3
2.3
0.1
36
8
52555.20
377.79
2.5
0.0
0.0
2.5
2.4
0.1
38
7
53195.01
377.84
2.7
0.0
0.0
27
2.6
0.1
40
6
53695.36
377.88
2.8
0.0
0.0
2.8
2.7
0.1
42
5
54075.70
377.90
2.9
0.0
0.0
2.9
2.8
0.1
44
5
54353.00
377.93
2.9
0.0
0.0
2.9
2.8
0.1
46
4
54542.05
377.94
3.0
0.0
0.0
3.0
2.9
0.1
48
3
54655.72
377.95
3.0
0.0
0.0
3.0
2.9
0.1
50
3
54705.19
377.95
3.0
0.0
0.0
3.0
2.9
0.1
52
3
54700.17
377.95
3.0
0.0
0.0
3.0
2.9
0.1
54
2
54649.05
377.95
3.0
0.0
0.0
3.0
2.9
0.1
56
2
54559.13
377.94
3.0
0.0
0.0
3.0
2.9
0.1
58
2
54436.70
377.93
2.9
0.0
0.0
2.9
2.9
0.1
60
1
54287.20
377.92
2.9
0.0
0.0
2.9
2.8
0.1
62
1
54115.32
377.91
2.9
0.0
0.0
2.9
2.8
0.1
64
1
53925.11
377.89
2.8
0.0
0.0
2.8
2.7
0.1
66
1
53720.06
377.88
2.8
0.0
0.0
2.8
2.7
0.1
68
1
53503.14
377.86
2.7
0.0
0.0
2.7
2.6
0.1
70
1
53276.94
377.84
2.7
0.0
0.0
2.7
2.6
0.1

1 2 3 4 5 6 7 8 9 10
Time
Inflow
Storage
Stage
Outflow
Riser
Riser
Barrel
Notch
Orifice
T
I
S
Z
O
(weir)
(orifice)
Weir
min
cfs
cu -ft
ft
cfs
cfs
cfs
cfs
cfs
cfs
72
1
53043.65
377.82
2.6
0.0
0.0
2.6
2.5
0.1
74
1
52805.14
377.81
2.6
0.0
0.0
2.6
2.5
0.1
76
0
52563.03
377.79
2.5
0.0
0.0
2.5
2.4
0.1
78
0
52318.67
377.77
2.5
0.0
0.0
2.5
2.4
0.1
80
0
52073.22
377.75
2.4
0.0
0.0
2.4
2.3
0.1
82
0
51827.66
377.73
2.4
0.0
0.0
2.4
2.3
0.1
84
0
51582.81
377.71
2.3
0.0
0.0
2.3
2.2
0.1
86
0
51339.36
377.69
2.3
0.0
0.0
2.3
2.2
0.1
88
0
51097.89
377.67
2.2
0.0
0.0
2.2
2.1
0.1
90
0
50858.88
377.65
2.2
0.0
0.0
2.2
2.1
0.1
92
0
50622.70
377.64
2.1
0.0
0.0
2.1
2.0
0.1
94
0
50389.69
377.62
2.1
0.0
0.0
2.1
2.0
0.1
96
0
50160.10
377.60
2.0
0.0
0.0
2.0
1.9
0.1
98
0
49934.12
377.58
2.0
0.0
0.0
2.0
1.9
0.1
100
0
49711.91
377.56
1.9
0.0
0.0
1.9
1.8
0.1
102
0
49493.59
377.55
1.9
0.0
0.0
1.9
1.8
0.1
104
0
49279.24
377.53
1.8
0.0
0.0
1.8
1.7
01
106
0
49068.91
377.51
1.8
0.0
0.0
1.8
1.7
0.1
108
0
48862.63
377.50
1.7
0.0
0.0
1.7
1.7
0.1
110
0
48660.42
377.48
1.7
0.0
0.0
1.7
1.6
01
112
0
48462.27
377.46
1.7
0.0
0.0
1.7
1.6
0.1
114
0
48268.14
377.45
1.6
0.0
0.0
1.6
1.5
0.1
116
0
48078.02
377.43
1.6
0.0
0.0
1.6
1.5
0.1
118
0
47891.85
377.42
1.5
0.0
0.0
1.5
1.5
0.1
120
0
47709.58
377.40
1.5
0.0
0.0
1.5
1.4
0.1
122
0
47531.16
377.39
1.5
0.0
0.0
1.5
1.4
0.1
124
0
47356.52
377.37
1.4
0.0
0.0
1.4
1.4
0.1
126
0
47185.60
377.36
1.4
0.0
0.0
1.4
1.3
0.1
128
0
47018.31
377.35
1.4
0.0
0.0
1.4
1.3
0.1
130
0
46854.60
377.33
1.3
0.0
0.0
1.3
1.3
0.1
132
0
46694.39
377.32
1.3
0.0
0.0
1.3
1.2
0.1
134
0
46537.60
377.31
1.3
0.0
0.0
1.3
1.2
0.1
136
0
46384.15
377.29
1.3
0.0
0.0
1.3
1.2
0.1
138
0
46233.96
377.28
1.2
0.0
0.0
1.2
1.2
0.1
140
0
46086.97
377.27
1.2
0.0
0.0
1.2
1.1
0.1
142
0
45943.10
377.26
1.2
0.0
0.0
1.2
1.1
0.1
144
0
45802.26
377.25
1.2
0.0
0.0
1.2
1.1
0.1
146
0
45664.39
377.24
1.1
0.0
0.0
1.1
1.1
0.1
148
0
45529.42
377.22
1.1
0.0
0.0
1.1
1.0
0.1
150
0
45397.27
377.21
1.1
0.0
0.0
1.1
1.0
0.1
152
0
45267.87
377.20
1.1
0.0
0.0
1.1
1.0
0.1
154
0
45141.15
377.19
1.0
0.0
0.0
1.0
1.0
0.1
156
0
45017.04
377.18
1.0
0.0
0.0
1.0
0.9
0.1
158
0
44895.49
377.17
1.0
0.0
0.0
1.0
0.9
0.1
160
0
44776.42
377.16
1.0
0.0
0.0
1.0
0.9
0.1
162
0
44659.77
377.15
1.0
0.0
0.0
1.0
0.9
0.1
164
0
44545.48
377.14
0.9
0.0
0.0
0.9
0.9
0.1
166
0
44433.50
377.13
0.9
0.0
0.0
0.9
0.8
01
168
0
44323.75
377.12
0.9
0.0
0.0
0.9
0.8
0.1
170
0
44216.19
377.12
0.9
0.0
0.0
0.9
0.8
0.1
172
0
44110.76
377.11
0.9
0.0
0.0
0.9
0.8
0.1
174
0
44007.41
377.10
0.8
0.0
0.0
0.8
0.8
0.1
176
0
43906.08
377.09
0.8
0.0
0.0
0.8
0.8
0.1
178
0
43806.73
377.08
0.8
0.0
0.0
0.8
0.7
0.1
180
0
43709.30
377.07
0.8
0.0
0.0
0.8
0.7
0.1
182
0
43613.74
377.06
0.8
0.0
0.0
0.8
0.7
01
184
0
43520.02
377.06
0.8
0.0
0.0
0.8
0.7
0.1
186
0
43428.08
377.05
0.8
0.0
0.0
0.8
0.7
0.1
188
0
43337.88
377.04
0.7
0.0
0.0
0.7
0.7
0.1
190
0
43249.38
377.03
0.7
0.0
0.0
0.7
0.7
0.1

1
2
3
4
5
6
7
8
9
10
Time
Inflow
Storage
Stage
Outflow
Riser
Riser
Barrel
Notch
Orifice
T
i
S
Z
O
(weir)
(orifice)
Weir
min
cfs
cu -ft
ft
cfs
cfs
cfs
cfs
cfs
cfs
192
0
43162.53
377.03
0.7
00
0.0
0.7
0.6
0.1
194
0
43077.31
377.02
0.7
0.0
0.0
0.7
0.6
0.1
196
0
42993.65
377.01
0.7
0.0
0.0
0.7
0.6
0.1
198
0
42911.54
377.01
07
0.0
0.0
0.7
0.6
0.1
200
0
42830.93
377.00
0.7
0.0
0.0
0.7
0.6
0.1
202
0
42751.78
376.99
0.6
0.0
0.0
0.6
0.6
0.1
204
0
4267407
376.99
0.6
0.0
0.0
0.6
0.6
0.1
206
0
42597.75
376.98
0.6
0.0
0.0
0.6
0.6
0.1
208
0
42522.79
376.97
0.6
0.0
0.0
0.6
0.5
0.1
210
0
42449.17
376.97
0.6
0.0
0.0
0.6
0.5
0.1
212
0
42376.85
376.96
0.6
0.0
0.0
0.6
0.5
0.1
214
0
42305.79
376.95
0.6
0.0
0.0
0.6
0.5
0.1
216
0
42235.98
376.95
0.6
0.0
0.0
0.6
0.5
0.1
218
0
42167.38
376.94
0.6
0.0
0.0
0.6
0.5
0.1
220
0
42099.97
376.94
0.6
0.0
0.0
0.6
0.5
0.1
222
0
42033.71
376.93
0.5
0.0
0.0
0.5
0.5
0.1
224
0
41968.58
376.93
0.5
0.0
0.0
0.5
0.5
0.1
226
0
41904.56
376.92
0.5
0.0
0.0
0.5
0.5
0.1
228
0
41841.62
376.91
0.5
0.0
0.0
0.5
0.4
0.1
230
0
41779.73
376.91
0.5
0.0
0.0
0.5
0.4
0.1
232
0
41718.87
376.90
0.5
0.0
0.0
0.5
0.4
0.1
234
0
41659.03
376.90
0.5
0.0
0.0
0.5
0.4
0.1
236
0
41600.17
376.89
0.5
0.0
0.0
0.5
0.4
0.1
238
0
41542.28
376.89
0.5
0.0
0.0
0.5
0.4
0.1
240
0
41485.33
376.88
0.5
0.0
0.0
0.5
0.4
0.1
242
0
41429.31
376.88
0.5
0.0
0.0
0.5
0.4
0.1
244
0
41374.19
376.87
0.5
0.0
0.0
0.5
0.4
0.1
246
0
41319.95
376.87
0.4
0.0
0.0
0.4
0.4
0.1
248
0
41266.58
376.87
0.4
0.0
0.0
0.4
0.4
0.1
250
0
41214.05
376.86
0.4
0.0
0.0
0.4
0.4
0.1
252
0
41162.36
376.86
0.4
0.0
0.0
0.4
0.4
0.1
254
0
41111.47
376.85
0.4
0.0
0.0
0.4
0.3
0.1
256
0
41061.38
376.85
0.4
0.0
0.0
0.4
0.3
0.1
258
0
41012.06
376.84
0.4
0.0
0.0
0.4
0.3
0.1
260
0
40963.51
376.84
0.4
0.0
0.0
0.4
0.3
0.1
262
0
40915.70
376.84
0.4
0.0
0.0
0.4
0.3
0.1
264
0
40868.62
376.83
0.4
0.0
0.0
0.4
0.3
0.1
266
0
40822.25
376.83
0.4
0.0
0.0
0.4
0.3
0.1
268
0
40776.59
376.82
0.4
0.0
0.0
0.4
0.3
0.1
270
0
40731.61
376.82
0.4
0.0
0.0
0.4
0.3
0.1
272
0
40687.30
376.82
0.4
0.0
0.0
0.4
0.3
0.1
274
0
40643.65
376.81
0.4
0.0
0.0
0.4
0.3
0.1
276
0
40600.64
376.81
0.4
0.0
0.0
0.4
0.3
0.1
278
0
40558.27
376.80
0.3
0.0
0.0
0.3
0.3
0.1
280
0
40516.51
376.80
0.3
0.0
0.0
0.3
0.3
0.1
282
0
40475.36
376.80
0.3
0.0
0.0
0.3
0.3
0.1
284
0
40434.81
376.79
0.3
0.0
0.0
0.3
0.3
0.1
286
0
40394.83
376.79
0.3
0.0
0.0
0.3
0.3
0.1
288
0
40355.43
376.79
0.3
0.0
0.0
0.3
0.3
0.1
290
0
40316.59
376.78
0.3
0.0
0.0
0.3
0.3
0.1
292
0
40278.30
376.78
0.3
0.0
0.0
0.3
0.2
0.1
294
0
40240.55
376.78
0.3
0.0
0.0
0.3
0.2
01
296
0
40203.32
376.77
0.3
0.0
0.0
0.3
0.2
0.1
298
0
40166.62
376.77
0.3
0.0
0.0
0.3
0.2
0.1
300
0
40130.42
376.77
0.3
0.0
0.0
0.3
0.2
0.1
302
0
40094.72
376.76
0.3
0.0
0.0
0.3
0.2
0.1
304
0
40059.51
376.76
0.3
0.0
0.0
0.3
0.2
0.1
306
0
40024.78
376.76
0.3
0.0
0.0
0.3
0.2
0.1
308
0
39990.52
376.76
0.3
0.0
0.0
0.3
0.2
0.1
310
0
39956.72
376.75
0.3
0.0
0.0
0.3
0.2
0.1
312
0
39923.37
376.75
0.3
0.0
0.0
0.3
0.2
0.1
314
0
39890.47
376.75
0.3
0.0
0.0
0.3
0.2
0.1
316
0
39858.01
376.74
0.3
0.0
0.0
0.3
0.2
0.1

1
2
3
4
5
6
7
8
9
10
Time
Inflow
Storage
Stage
Outflow
Riser
Riser
Barrel
Notch
Orifice
T
1
S
Z
O
(weir)
(orifice)
Weir
min
cfs
cu -ft
ft
cfs
cfs
cfs
cfs
cfs
cfs
318
0
39825.97
376.74
0.3
0.0
0.0
0.3
0.2
0.1
320
0
39794.36
376.74
0.3
0.0
0.0
0.3
0.2
0.1
322
0
39763.16
376.74
0.3
0.0
0.0
0.3
0.2
0.1
324
0
39732.36
376.73
0.3
0.0
0.0
0.3
0.2
0.1
326
0
39701.96
376.73
0.3
0.0
0.0
0.3
0.2
0.1
328
0
39671.95
376.73
0.2
0.0
0.0
0.2
0.2
0.1
330
0
39642.33
376.73
0.2
0.0
0.0
0.2
0.2
0.1
332
0
39613.08
376.72
0.2
0.0
0.0
0.2
0.2
0.1
334
0
39584.20
376.72
0.2
0.0
0.0
0.2
0.2
0.1
336
0
39555.69
376.72
0.2
0.0
0.0
0.2
0.2
0.1
338
0
39527.53
376.72
0.2
0.0
0.0
0.2
0.2
0.1
340
0
39499.73
376.71
0.2
0.0
0.0
0.2
0.2
0.1
342
0
39472.26
376.71
0.2
0.0
0.0
0.2
0.2
0.1
344
0
39445.14
376.71
0.2
0.0
0.0
0.2
0.2
0.1
346
0
39418.35
376.71
0.2
0.0
0.0
0.2
0.2
0.1
348
0
39391.89
376.70
0.2
0.0
0.0
0.2
0.2
0.1
350
0
39365.74
376.70
0.2
0.0
0.0
0.2
0.2
0.1
352
0
39339.92
376.70
0.2
0.0
0.0
0.2
0.1
0.1
354
0
39314.40
376.70
0.2
0.0
0.0
0.2
0.1
0.1
356
0
39289.19
376.69
0.2
0.0
0.0
0.2
0.1
0.1
358
0
39264.28
376.69
0.2
0.0
0.0
0.2
0.1
0.1
360
0
39239.66
376.69
0.2
0.0
0.0
0.2
0.1
0.1
362
0
39215.33
376.69
0.2
0.0
0.0
0.2
0.1
0.1
364
0
39191.29
376.69
0.2
0.0
0.0
0.2
0.1
0.1
366
0
39167.52
376.68
0.2
0.0
0.0
0.2
0.1
0.1
368
0
39144.03
376.68
0.2
0.0
0.0
0.2
0.1
0.1
370
0
39120.81
376.68
0.2
0.0
0.0
0.2
0.1
0.1
372
0
39097.86
376.68
0.2
0.0
0.0
0.2
0.1
0.1
374
0
39075.17
376.68
0.2
0.0
0.0
0.2
0.1
0.1
376
0
39052.74
376.67
0.2
0.0
0.0
0.2
0.1
0.1
378
0
39030.56
376.67
0.2
0.0
0.0
0.2
0.1
0.1
380
0
39008.63
376.67
0.2
0.0
0.0
0.2
0.1
0.1
382
0
38986.94
376.67
0.2
0.0
0.0
0.2
0.1
0.1
384
0
38965.49
376.67
0.2
0.0
0.0
0.2
0.1
0.1
386
0
38944.28
376.66
0.2
0.0
0.0
0.2
0.1
0.1
388
0
38923.31
376.66
0.2
0.0
0.0
0.2
0.1
0.1
390
0
38902.56
376.66
0.2
0.0
0.0
0.2
0.1
0.1
392
0
38882.04
376.66
0.2
0.0
0.0
0.2
0.1
0.1
394
0
38861.74
376.66
0.2
0.0
0.0
0.2
0.1
0.1
396
0
38841.66
376.66
0.2
0.0
0.0
0.2
0.1
0.1
398
0
38821.79
376.65
0.2
0.0
0.0
0.2
0.1
0.1
400
0
38802.14
376.65
0.2
0.0
0.0
0.2
0.1
0.1
402
0
38782.69
376.65
0.2
0.0
0.0
0.2
0.1
0.1
404
0
38763.45
376.65
0.2
0.0
0.0
0.2
0.1
0.1
406
0
38744.41
376.65
0.2
0.0
0.0
0.2
0.1
0.1
408
0
38725.57
376.65
0.2
0.0
0.0
0.2
0.1
0.1
410
0
38706.92
376.64
0.2
0.0
0.0
0.2
0.1
0.1
412
0
38688.47
376.64
0.2
0.0
0.0
0.2
0.1
0.1
414
0
38670.20
376.64
0.2
0.0
0.0
0.2
0.1
0.1
416
0
38652.13
376.64
0.1
0.0
0.0
0.1
0.1
0.1
418
0
38634.23
376.64
0.1
0.0
0.0
0.1
0.1
0.1
420
0
38616.52
376.64
0.1
0.0
0.0
0.1
0.1
0.1
422
0
38598.98
376.63
0.1
0.0
0.0
0.1
0.1
0.1
424
0
38581.62
376.63
0.1
0.0
0.0
0.1
0.1
0.1
426
0
38564.43
376.63
0.1
0.0
0.0
0.1
0.1
0.1
428
0
38547.41
376.63
0.1
0.0
0.0
0.1
0.1
01
430
0
38530.56
376.63
0.1
0.0
0.0
0.1
0.1
0.1
432
0
38513.88
376.63
0.1
0.0
0.0
0.1
0.1
0.1
434
0
38497.35
376.63
0.1
0.0
0.0
0.1
0.1
0.1
436
0
38480.99
376.62
0.1
0.0
0.0
0.1
0.1
0.1
438
0
38464.78
376.62
0.1
0.0
0.0
0.1
0.1
0.1
440
0
38448.73
376.62
0.1
0.0
0.0
0.1
0.1
0.1
442
0
38432.83
376.62
0.1
0.0
0.0
0.1
0.1
0.1
444
0
38417.08
376.62
0.1
0.0
0.0
0.1
0.1
0.1

1
2
3
4
5
6
7
8
9
10
Time
Inflow
Storage
Stage
Outflow
Riser
Riser
Barrel
Notch
Orifice
T
I
S
Z
O
(weir)
(orifice)
Weir
min
cfs
cu -ft
ft
cfs
cfs
cfs
cfs
cfs
cfs
446
0
38401.48
376.62
0.1
0.0
0.0
0.1
0.i
0.1
448
0
38386.03
376.62
0.1
0.0
0.0
0.1
0.1
0.1
450
0
38370.72
376.61
0.1
0.0
0.0
0.1
0.1
0.1

25
20
15
a�
rn
s
10
0
GRAPHED DATA FOR 10 YEAR STORM
Hydrographs
0
0 50 100 150 200 250 300 350 400 450 500
Time (min)
378.50
378.00
377.50
377.00
w
c�
Q
376.50
376.00
375.50
375.00
0
STAGE - DISCHARGE FUNCTION
1 1 2 2 3 3 4
DISCHARGE (cfs)
j

CHAINSAW ROUTING FOR 100 -YEAR STORM
cfs
cu -ft
(REF: Malcom, 1991 )
cfs
cfs
cfs
cfs
COMPUTED RESULTS
cfs
0
Normal Surface Area =
0.23
ac
Peak Stage =
378.38 ft
Maximum Surface Area =
0.31
ac
Rise =
2.88 ft
Freeboard =
1.12
ft Peak Outflow =
17.1 cfs
0.0
0.0
INPUT
0.0
0.0
Hydrograph Results:
Riser: Nr =
1
Top of Dam:
379.50 ft
Qp = 29.5 cfs
Riser Width =
4.0 ft
Barrel:
0.0
Tp = 23.4 min
Riser Length =
4.0 ft
Nb =
1
dT = 2 min
Cwr =
3.33
Db =
18 in
Stage- Storage Results:
Cdr =
0.60
Cdb =
0.60
Ks = 2197
Zcr =
378.00 ft
Zinv =
370.00 ft
b = 1.66 Notch Weir: Nr =
1
Orifice: N =
1
Za = 371.0 ft (inv)
Riser Length =
0.5 ft
Cdr =
0.60
Initial Water Level:
Cwr =
3.33
D =
1.5 in
Z, = 375.50 ft
Zcr =
376.50 ft
Zcr =
375.50 ft
OUTPUT
1 2 3 4 5 6 7 8 9 10
Time Inflow Storage Stage Outflow Riser Riser Barrel Notch Orifice
T i S Z O (weir) (orifice) Weir
min
cfs
cu -ft
ft
cfs
cfs
cfs
cfs
cfs
cfs
0
0
26593.34
375.50
0:0
0.0
0.0
0.0
0.0
0.0
2
1
26593.34
375.50
0.0
0.0
0.0
0.0
0.0
0.0
4
2
26656.64
375.51
0.0
0.0
0.0
0.0
0.0
0.0
6
5
26904.78
375.53
0.0
0.0
0.0
0.0
0.0
0.0
8
8
27446.47
375.59
0.0
0.0
0.0
0.0
0.0
0.0
10
11
28369.39
375.68
0.0
0.0
0.0
0.0
0.0
0.0
12
15
29733.98
375.81
0.0
0.0
0.0
0.0
0.0
0.0
14
19
31569.06
375.99
0.0
0.0
0.0
0.0
0.0
0.0
16
23
33869.82
376.21
0.0
0.0
0.0
0.0
0.0
0.0
18
26
36598.11
376.46
0.1
0.0
0.0
0.1
0.0
0.1
20
28
39685.18
376.73
0.2
0.0
0.0
0.2
0.2
0.1
22
29
43014.68
377.01
0.7
0.0
0.0
07
0.6
0.1
24
29
46443.30
377.30
1.3
0.0
0.0
1.3
1.2
0.1
26
29
49829.61
377.57
1.9
0.0
0.0
1.9
1.9
0.1
28
27
53037.34
377.82
2.6
0.0
0.0
2.6
2.5
01
30
24
55943.84
378.05
3.9
0.6
16.8
22.9
3.2
0.1
32
22
58393.04
378.23
9.9
6.0
37.1
23.2
3.8
0.1
34
19
59815.79
378.34
14.7
10.5
44.8
23.4
4.2
0.1
36
17
60380.81
378.38
16.9
12.5
47.5
23.5
4.3
0.1
38
16
60443.78
378.38
17.1
12.7
47.8
23.5
4.3
0.1
40
14
60258.05
378.37
16.4
12.0
46.9
23.5
4.3
0.1
42
12
59962.56
378.35
15.3
11.0
45.5
23.4
4.2
0.1
44
11
59626.09
378.32
14.0
9.8
43.8
23.4
4.1
0.1
46
10
59281.27
378.30
12.8
8.7
42.1
23.3
4.0
0.1
48
9
58943.12
378.27
11.6
7.6
40.3
23.3
19
0.1
50
8
58618.22
378.25
10.6
6.6
38.4
23.3
3.9
0.1
52
7
58309.09
378.23
9.6
5.7
36.6
23.2
3.8
0.1
54
6
58016.27
378.20
8.7
4.9
34.8
23.2
3.7
0.1
56
6
57739.36
378.18
7.9
4.2
33.0
23.2
3.6
0.1
58
5
57477.51
37816
7.2
3.5
31.2
23.1
3.6
0.1
60
5
57229.66
378.14
6.6
2.9
29.3
23.1
3.5
0.1
62
4
56994.65
378.13
6.0
2.4
27.5
23.1
3.5
0.1
64
4
56771.27
378.11
5.5
2.0
25.6
23.0
3.4
0.1
66
3
56558.32
378.09
5.0
1.5
236
23.0
3.4
0.1
68
3
56354.55
378.08
4.6
1.2
21.6
23.0
3.3
01
70
3
56158.68
378.06
4.2
0.9
19.5
23.0
3.3
0.1

1
2
3
4
5
6
7
8
9 . ...
10
. ...... .......
Time
Inflow
Storage
Stage
Outflow
Riser
Riser
Barrel
Notch
Orifice
T
I
S
Z
O
(weir)
(orifice)
Weir
min
cfs
cu -ft
ft
cfs
cfs
cfs
cfs
cfs
cfs
72
2
55969.34
378.05
3.9
0.6
17.1
23.0
3.2
0.1
74
2
55785.02
378.04
3.6
0.4
14.5
22.9
3.2
0.1
76
2
55603.91
378.02
3.4
0.2
11.4
22.9
3.1
0.1
78
2
55423.66
378.01
3.2
0.0
6.9
22.9
3.1
0.1
80
2
55240.61
377.99
3.1
0.0
0.0
3.1
3.0
0.1
82
1
55045.98
377.98
3.1
0.0
0.0
3.1
3.0
0.1
84
1
54837.73
377.96
3.0
0.0
0.0
3.0
2.9
0.1
86
1
54618.23
377.95
3.0
0.0
0.0
3.0
2.9
0.1
88
1
54389.57
377.93
2.9
0.0
0.0
2.9
2.8
0.1
90
1
54153.57
377.91
2.9
0.0
0.0
2.9
2.8
0.1
92
1
53911.86
377.89
2.8
0.0
0.0
2.8
27
0.1
94
1
53665.83
377.87
2.8
0.0
0.0
2.8
2.7
0.1
96
1
53416.74
377.85
2.7
0.0
0.0
2.7
2.6
0.1
98
1
53165.66
377.83
2.7
0.0
0.0
2.7
2.6
0.1
100
0
52913.53
377.81
2.6
0.0
0.0
2.6
2.5
0.1
102
0
52661.17
377.80
2.5
0.0
0.0
2.5
2.5
0.1
104
0
52409.28
377.78
2.5
0.0
0.0
2.5
2.4
0.1
106
0
52158.49
377.76
2.4
0.0
0.0
2.4
2.3
0.1
108
0
51909.30
377.74
2.4
0.0
0.0
2.4
2.3
0.1
110
0
51662.17
377.72
2.3
0.0
0.0
2.3
2.2
0.1
112
0
51417.48
377.70
2.3
0.0
0.0
2.3
2.2
0.1
114
0
51175.56
377.68
2.2
0.0
0.0
2.2
2.1
0.1
116
0
50936.67
377.66
2.2
0.0
0.0
2.2
2.1
0.1
118
0
50701.04
377.64
2.1
0.0
0.0
2.1
2.0
0.1
120
0
50468.85
377.62
2.1
0.0
0.0
2.1
2.0
0.1
122
0
50240.24
377.60
2.0
0.0
0.0
2.0
1.9
0.1
124
0
50015.34
377.59
2.0
0.0
0.0
2.0
1.9
0.1
126
0
49794.23
377.57
1.9
0.0
0.0
1.9
1.8
0.1
128
0
49576.98
377.55
1.9
0.0
0.0
1.9
1.8
0.1
130
0
49363.63
377.54
1.8
0.0
0.0
1.8
1.8
0.1
132
0
49154.21
377.52
1.8
0.0
0.0
1.8
1.7
0.1
134
0
48948.73
377.50
1.8
0.0
0.0
1.8
1.7
0.1
136
0
48747.18
377.49
1.7
0.0
0.0
1.7
1.6
0.1
138
0
48549.55
377.47
1.7
0.0
0.0
1.7
1.6
0.1
140
0
48355.82
377.45
1.6
0.0
0.0
1.6
1.6
0.1
142
0
48165.95
377.44
1.6
0.0
0.0
1.6
1.5
0.1
144
0
47979.90
377.42
1.6
0.0
0.0
1.6
1.5
0.1
146
0
47797.62
377.41
1.5
0.0
0.0
1.5
1.4
0.1
148
0
47619.07
377.39
1.5
0.0
0.0
1.5
1.4
0.1
150
0
47444.17
377.38
1.5
0.0
0.0
1.5
1.4
0.1
152
0
47272.89
377.37
1.4
0.0
0.0
1.4
1.3
0.1
154
0
47105.14
377.35
1.4
0.0
0.0
1.4
1.3
0.1
156
0
46940.88
377.34
1.4
0.0
0.0
1.4
1.3
0.1
158
0
46780.03
377.33
1.3
0.0
0.0
1.3
1.3
0.1
160
0
46622.51
377.31
1.3
0.0
0.0
1.3
1.2
0.1
162
0
46468.28
377.30
1.3
0.0
0.0
1.3
1.2
0.1
164
0
46317.25
377.29
1.2
0.0
0.0
1.2
1.2
0.1
166
0
46169.36
377.28
1.2
0.0
0.0
1.2
1.1
0.1
168
0
46024.54
377.26
1.2
0.0
0.0
1.2
1.1
0.1
170
0
45882.71
377.25
1.2
0.0
0.0
1.2
1.1
0.1
172
0
45743.82
377.24
1.1
0.0
0.0
1.1
1.1
0.1
174
0
45607.80
377.23
1.1
0.0
0.0
1.1
1.0
0.1
176
0
45474.57
377.22
1.1
0.0
0.0
1.1
1.0
0.1
178
0
45344.07
377.21
1.1
0.0
0.0
1.1
1.0
0.1
180
0
45216.24
377.20
1.0
0.0
0.0
1.0
1.0
0.1
182
0
45091.02
377.19
1.0
0.0
0.0
1.0
1.0
0.1
184
0
44968.33
377.18
1.0
0.0
0.0
1.0
0.9
0.1
186
0
44848.13
377.17
1.0
0.0
0.0
1.0
0.9
0.1
188
0
44730.35
377.16
1.0
0.0
0.0
1.0
0.9
0.1
190
0
44614.93
377.15
0.9
0.0
0.0
0.9
0.9
0.1

1 2 3 4 5 6 7 8 9
Time
Inflow
Storage
Stage
Outflow
Riser
Riser
Barrel
Notch
T
I
S
Z
O
(weir)
(orifice)
Weir
min
cfs
cu -ft
ft
cfs
cfs
cfs
cfs
cfs
192
0
44501.81
377,14
0.9
0.0
0.0
0.9
0.9
194
0
44390.94
377.13
0.9
0.0
0.0
0.9
0.8
196
0
44282.26
377.12
0.9
0.0
0.0
0.9
0.8
198
0
44175.72
377.11
0.9
0.0
0.0
0.9
0.8
200
0
44071.27
377.10
0.9
0.0
0.0
0.9
0.8
202
0
43968.86
377.09
0.8
0.0
0.0
0.8
0.8
204
0
43868.43
377.09
0.8
0.0
0.0
0.8
0.7
206
0
43769.94
377.08
0.8
0.0
0.0
0.8
0.7
208
0
43673.34
377.07
0.8
0.0
0.0
0.8
0.7
210
0
43578.58
377.06
0.8
0.0
0.0
0.8
0.7
212
0
43485.63
377.05
0.8
0.0
0.0
0.8
0.7
214
0
43394.43
377.05
0.7
0.0
0.0
0.7
0.7
216
0
43304.95
377.04
0.7
0.0
0.0
0.7
0.7
218
0
43217.14
377.03
0.7
0.0
0.0
0.7
0.6
220
0
43130.96
377.02
0.7
0.0
0.0
0.7
0.6
222
0
43046.38
377.02
0.7
0.0
0.0
0.7
0.6
224
0
42963.35
377.01
0.7
0.0
0.0
0.7
0.6
226
0
42881.84
377.00
0.7
0.0
0.0
0.7
0.6
228
0
42801.81
377.00
0.7
0.0
0.0
0.7
0.6
230
0
42723.23
376.99
0.6
0.0
0.0
0.6
0.6
232
0
42646.06
376.98
0.6
0.0
0.0
0.6
0.6
234
0
42570.28
376.98
0.6
0.0
0.0
0.6
0.5
236
0
42495.84
376.97
0.6
0.0
0.0
0.6
0.5
238
0
42422.72
376.96
0.6
0.0
0.0
0.6
0.5
240
0
42350.89
376.96
0.6
0.0
0.0
0.6
0.5
242
0
42280.31
376.95
0.6
0.0
0.0
0.6
0.5
244
0
42210.96
376.95
0.6
0.0
0.0
0.6
0.5
246
0
42142.81
376.94
06
0.0
0.0
0.6
0.5
248
0
42075.83
376.93
0.5
0.0
0.0
0.5
0.5
250
0
42010.00
376.93
0.5
0.0
0.0
0.5
0.5
252
0
41945.29
376.92
0.5
0.0
0.0
0.5
0.5
254
0
41881.67
376.92
0.5
0.0
0.0
0.5
0.5
256
0
41819.12
376.91
0.5
0.0
0.0
0.5
0.4
258
0
41757.62
376.91
0.5
0.0
0.0
0.5
0.4
260
0
41697.14
376.90
0.5
0.0
0.0
0.5
0.4
262
0
41637.66
376.90
0.5
0.0
0.0
0.5
0.4
264
0
41579.16
376.89
0.5
0.0
0.0
0.5
0.4
266
0
41521.62
376.89
0.5
0.0
0.0
0.5
0.4
268
0
41465.01
376.88
0.5
0.0
0.0
0.5
0.4
270
0
41409.32
376.88
0.5
0.0
0.0
0.5
0.4
272
0
41354.53
376.87
0.4
0.0
0.0
0.4
0.4
274
0
41300.61
376.87
0.4
0.0
0.0
0.4
0.4
276
0
41247.55
376.86
0.4
0.0
0.0
0.4
0.4
278
0
4119533
376.86
0.4
0.0
0.0
0.4
0.4
280
0
41143.93
376.86
0.4
0.0
0.0
0.4
0.4
282
0
41093.33
376.85
0.4
0.0
0.0
0.4
0.3
284
0
41043.52
376.85
0.4
0.0
0.0
0.4
0.3
286
0
40994.48
376.84
0.4
0.0
0.0
0.4
0.3
288
0
40946.20
376.84
0.4
0.0
0.0
0.4
0.3
290
0
40898.66
376.83
0.4
0.0
0.0
0.4
0.3
292
0
40851.84
376.83
0.4
0.0
0.0
0.4
0.3
294
0
40805.73
376.83
0.4
0.0
0.0
0.4
0.3
296
0
40760.31
376.82
0.4
0.0
0.0
0.4
0.3
298
0
40715.58
376.82
0.4
0.0
0.0
0.4
0.3
300
0
40671.51
376.81
0.4
0.0
0.0
0.4
0.3
302
0
40628.09
376.81
0.4
0.0
0.0
0.4
0.3
304
0
40585.31
376.81
0.4
0.0
0.0
0.4
0.3
306
0
40543.16
376.80
0.3
0.0
0.0
0.3
0.3
308
0
40501.63
376.80
0.3
0.0
0.0
0.3
0.3
310
0
40460.69
376.80
0.3
0.0
0.0
0.3
0.3
312
0
40420.35
376.79
0.3
0.0
0.0
0.3
0.3
314
0
40380.59
376.79
0.3
0.0
0.0
0.3
0.3
316
0
40341.39
376.79
0.3
0.0
0.0
0.3
0.3
10
Orifice
cfs
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1

1
2
3
4
5
6
7
8
9
10
Time
Inflow
Storage
Stage
Outflow
Riser
Riser
Barrel
Notch
Orifice
T
I
S
Z
O
(weir)
(orifice)
Weir
min
cfs
cu -ft
ft
cfs
cfs
cfs
cfs
cfs
cfs
318
0
40302.75
376.78
0.3
0.0
0.0
o-. s
0.3
01
320
0
40264.65
376.78
0.3
0.0
0.0
0.3
0.2
0.1
322
0
40227.09
376.78
0.3
0.0
0.0
0.3
0.2
0.1
324
0
40190.05
376.77
0.3
0.0
0.0
0.3
0.2
0.1
326
0
40153.53
376.77
0.3
0.0
0.0
0.3
0, 2
0.1
328
0
40117.52
376.77
0.3
0.0
0.0
0.3
0.2
0.1
330
0
40081.99
376.76
0.3
0.0
0.0
0.3
0.2
01
332
0
40046.96
376.76
0.3
0.0
0.0
0.3
0.2
0.1
334
0
40012.40
376.76
0.3
0.0
0.0
0.3
0.2
0.1
336
0
39978.30
376.75
0.3
0.0
0.0
0.3
0.2
0.1
338
0
39944.67
376.75
0.3
0.0
0.0
0.3
0.2
0.1
340
0
39911.48
376.75
0.3
0.0
0.0
0.3
0.2
0.1
342
0
39878.74
376.75
0.3
0.0
0.0
0.3
0.2
0.1
344
0
39846.43
376.74
0.3
0.0
0.0
0.3
0.2
0.1
346
0
39814.55
376.74
0.3
0.0
0.0
0.3
0.2
0.1
348
0
39783.08
376.74
0.3
0.0
0.0
0.3
0.2
0.1
350
0
39752.03
376.73
0.3
0.0
0.0
0.3
0.2
0.1
352
0
39721.38
376.73
0.3
0.0
0.0
0.3
0.2
0.1
354
0
39691.12
376.73
0.2
0.0
0.0
0.2
0.2
0.1
356
0
39661.25
376.73
0.2
0.0
0.0
0.2
0.2
0.1
358
0
39631.76
376.72
0.2
0.0
0.0
0.2
0.2
0.1
360
0
39602.65
376.72
0.2
0.0
0.0
0.2
0.2
0.1
362
0
39573.90
376.72
0.2
0.0
0.0
0.2
0.2
0.1
364
0
39545.52
376.72
0.2
0.0
0.0
0.2
0.2
0.1
366
0
39517.49
376.71
0.2
0.0
0.0
0.2
0.2
0.1
368
0
39489.81
376.71
0.2
0.0
0.0
0.2
0.2
0.1
370
0
39462.47
376.71
0.2
0.0
0.0
0.2
02
0.1
372
0
39435.46
376.71
0.2
0.0
0.0
0.2
0.2
0.1
374
0
39408.79
376.70
0.2
0.0
0.0
0.2
0.2
0.1
376
0
39382.44
376.70
0.2
0.0
0.0
0.2
0.2
0.1
378
0
39356.41
376.70
0.2
0.0
0.0
0.2
0.1
0.1
380
0
39330.70
376.70
0.2
0.0
0.0
0.2
01
0.1
382
0
39305.29
376.70
0.2
0.0
0.0
0.2
0.1
0.1
384
0
39280.19
376.69
0.2
0.0
0.0
0.2
0.1
0.1
386
0
39255.38
376.69
0.2
0.0
0.0
0.2
0.1
0.1
388
0
39230.87
376.69
0.2
0.0
0.0
0.2
0.1
0.1
390
0
39206.64
376.69
0.2
0.0
0.0
0.2
0.1
0.1
392
0
39182.70
376.69
0.2
0.0
0.0
0.2
0.1
0.1
394
0
39159.04
376.68
0.2
0.0
0.0
0.2
0.1
0.1
396
0
39135.65
376.68
0.2
0.0
0.0
0.2
0.1
0.1
398
0
39112.52
376.68
0.2
0.0
0.0
0.2
0.1
0.1
400
0
39089.67
376.68
0.2
0.0
0.0
0.2
0.1
0.1
402
0
39067.07
376.68
0.2
0.0
0.0
0.2
0.1
0.1
404
0
39044.73
376.67
0.2
0.0
0.0
0.2
0.1
0.1
406
0
39022.64
376.67
0.2
0.0
0.0
0.2
0.1
0.1
408
0
39000.79
376.67
0.2
0.0
0.0
0.2
0.1
0.1
410
0
38979.19
376.67
0.2
0.0
0.0
0.2
0.1
0.1
412
0
38957.83
376.67
0.2
0.0
0.0
0.2
0.1
0.1
414
0
38936.71
376.66
0.2
0.0
0.0
0.2
0.1
0.1
416
0
38915.82
376.66
0.2
0.0
0.0
0.2
0.1
0.1
418
0
38895.15
376.66
0.2
0.0
0.0
0.2
0.1
0.1
420
0
38874.71
376.66
0.2
0.0
0.0
0.2
0.1
0.1
422
0
38854.49
376.66
0.2
0.0
0.0
0.2
0.1
0.1
424
0
38834.49
376.65
0.2
0.0
0.0
0.2
0.1
0.1
426
0
38814.70
376.65
0.2
0.0
0.0
0.2
0.1
0.1
428
0
38795.12
376.65
0.2
0.0
0.0
0.2
0.1
0.1
430
0
38775.74
376.65
0.2
0.0
0.0
0.2
0.1
0.1
432
0
38756.58
376.65
0.2
0.0
0.0
0.2
0.1
0.1
434
0
38737.61
376.65
0.2
0.0
0.0
0.2
0.1
0.1
436
0
38718.84
376.64
0.2
0.0
0.0
0.2
0.1
0.1
438
0
38700.26
376.64
0.2
0.0
0.0
0.2
0.1
0.1
440
0
38681.88
376.64
0.2
0.0
0.0
0.2
0.1
0.1
442
0
38663.68
376.64
0.2
0.0
0.0
0.2
0.1
0.1
444
0
38645.67
376.64
0.1
0.0
0.0
0.1
0.1
0.1

1
2
3
4
5
6
7....
8
9
10
Time
inflow
Storage
Stage
Outflow
Riser
Riser
Barrel
Notch
Orifice
T
I
S
Z
O
(weir)
(orifice)
Weir
min
cfs
cu -ft
ft
cfs
cfs
cfs
cfs
cfs
cfs
446
0
38627.84
376.64
0.1
0.0
U
0.1
0.1
0.1
448
0
38610.19
376.63
0.1
0.0
0.0
0.1
0.1
0.1
450
0
38592.72
376.63
0.1
0.0
0.0
0.1
0.1
0.1

35 -
30
25
i a
w
3" 20
m
rn
L
v 15
y
10
5
0
0
GRAPHED DATA FOR 100 YEAR STORM
Hydrographs
379.00
378.50
378.00
377.50
x
Lu 377.00
Q
376.50
376.00
375.50
375.00
0
50 100 150 200 250 300 350 400 450 500
Time (min)
STAGE - DISCHARGE FUNCTION
2 4 6 8 10 12 14 16 18
DISCHARGE (cfs)

F
Number of Drains =
Diameter of Drains =
Orifice Coefficient =
Elevation of Drains =
DRAWDOWN CALCULATIONS
Woodall Subdivision
Storage Pool Drawdown
'ond must detain the first 1" of runoff and release it in 2 to 5 days
INPUT
1 Starting Water Elevation = 376.50 ft
1.5 in Ending Water Elevation = 375.50 ft
0.60 Driving Head = 0.33 ft
375.50 ft
OUTPUT
By the Orifice Equation:
Permanent Pool Drawdown
Flow =
0.03
cfs
Vol of Storage Required =
9697
cf
Vol of Storage Provided =
10496
cf
Length of Drawdown =
307631
sec or
OK
3.56 days OK
By the Orifice Equation:
Average Flow =
Volume of Storage =
Length of Drawdown =
OUTPUT
2.79 cfs
26593 cf
9540 sec or
2.65 hours OK
Permanent Pool Drawdown
Bottom drain must completely drain pond in less than 24 hours
INPUT
Number of Drains =
1
Starting Water Elevation = 375.50 ft
Diameter of Drains =
8.0
in Ending Water Elevation = 370.00 ft
Orifice Coefficient =
0.60
Average Head = 2.75 ft
Elevation of Drains =
370.00
ft
By the Orifice Equation:
Average Flow =
Volume of Storage =
Length of Drawdown =
OUTPUT
2.79 cfs
26593 cf
9540 sec or
2.65 hours OK

OBJECTIVE:
ASSUMPTIONS:
SOLUTION - Qp:
ANTI- FLOTATION CALCULATIONS
Woodall Subdivision
Determine Anti - Flotation Block
Density of Water = 62.4 Ibs/ cf
Density of Concrete = 150.0 Ibs/ cf
- Calculate the bouyant force as if the top of the riser were to become plugged.
- Bouyant force is the Volume X Density of Water X 1.1
Use Section 8.07.08 to determine the Determine the weight of water displaced by the empty
riser, and desing a block with bouyant weight 1.1 times the weight of displaced water.
Riser Width =
Riser Length =
Riser Height =
Base Width
Base Length =
Base Depth =
Barrel Opening =
Riser Walls
Riser Interior
Barrel Opening
Base
Net Force
4.0 ft Wall Thickness = 8 in
4.0 ft ( "See sheet C3.5 for dimensions)
8.0 ft
6.8 ft 82 in
5.3 ft 64 in
1.00 ft 12 in
1.5 ft 18 in
Volume Dry Weight
cf Ibs
138.67 20,800.00
128.00
1.18 - 176.71
36.44 5,466.67
26,089.95
5,203.54lbs DOWNWARD
Bouyant Force
Ibs
9,518.08
8,785.92
80.86
2,501.55
20,886.41
CONCLUSION:
OK: The riser structure has enough weight to overcome bouyant forces.

Wet Detention Pond 2 Design
A. Average Pond Depth Calculation ................................................... ...............................
B. Watershed Data ............................................................................. ...............................
C. Hydrograph Formulation ................................................................ ...............................
D. Stage- Storage Function ................................................................. ...............................
E. Pond Volume Calculations ............................................................. ...............................
F. Chainsaw Routing for 1 -Year Storm ................................................ ...............................
G. Chainsaw Routing for so -Year Storm .............................................. ...............................
H. Chainsaw Routing for loo -Year Storm ............................................ ...............................
I. Orifice Drawdown Calculations ...................................................... ...............................
J. Anti - Flotation Calcs ....................................................................... ...............................
K. Flow- Splitter Calculations .............................................................. ...............................

BMP2
OPTION 1
OPTION 2
Average Depth Rounded Down to the
nearest 0.5' per NCDWQ BMP Manual
Surface Area Permanent Pool (sf) _
Surface Area Bottom Shelf (sf) _
Surface Area Bottom Pond (Sediment
Cleanout Top Elevation (sf) _
Pond Depth from Bottom of Pond
(Sediment Cleanout Top Elevation) to
Bottom of Shelf (ft) _
Volume Permanent Pool (cf) _
(AVERAGE POND DEPTH CALCULATION
Depth (Average) _ ! Volume (Permanent Pool)
II Surface Area (of Permanent Pool)
I
0
[0.25X(1 +(Surface Area Bottom Shelf /Surface Area Permanent
Depth (Average) = Pool))] +[((Surface Area Bottom Shelf +Surface Area Bottom
Pond) /2)X(Depth /Surface Area Bottom Shelf)]
3.054534164
_ 10757
8270
2532
4
0

WATERSHED DATA
Woodall Subdivision
IMPERVIOUSNESS, RATIONAL -C', AND SCS CN
I� PRE POST
Watershed Area 8.27 ac. 8.27 ac.
Pavement/Building Area 0.00 ac. 5.83 ac.
Natural Area 8.27 ac. 2.44 ac.
Percent Impervious
Rational C
SCS Curve Number
NOTES:
0.00% 70.50%
0.30 0.78
50 90
Rational Runoff Coefficient -'C'
'C' for Pavement/Building Area = 0.98
'C' for Natural Area = 0.30
SCS Curve Number for Soil Group C - CN
CN for Pavement/Building Area = 98
CN for Natural Area = 50

HYDROGRAPH FORMULATION
Woodall Subdivision
BACKGROUND: Use the Rational Method
REFERENCES: ( Malcom, 1991; Wanielista, 1990 )
SOLUTION - Qp: Use the Kirpich Equation & the Rational Method
SOLUTION - Tp:
INPUT
OUTPUT POST
OUTPUT PRE
Tc -pre =
16.6
minutes Tc -post =
_.._
minutes
1.14
in
Pn6 =
Apre =
8.27
acres Apost =
8.27
acres
CN =
90
Cpre =
0.30
Cpost =
0.78
3.50
in (10 Year Storm)
Q* =
2.42
g =
112
(1 year
I =
4.48
in /hr
3.06
in /hr
h =
20
storm/ 24 hour)
Qp1 =
28.9
cfs
7.6
cfs
g =
195
(10 year
I =
7.22
in /hr
5.05
in /hr
h =
22
storm/ 24 hour)
Qp10 =
46.6
cfs
VI 12.5
cfs
g =
232
(25 year
I =
8.29
in /hr
5.86
in /hr
h =
23
storm/ 24 hour)
Qp25 =
53.4
cfs
14.5
cfs
g =
261
(50 year
I =
9.00
in /hr
6.43
II
in /hr
h =
24
storm/ 24 hour)
QP50 =
58.0
cfs
15.9
cfs
g =
290
(100 year
I =
9.67
in /hr
6.97
�I
in /hr
h =
25
storm/ 24 hour)
QP100 =
62.3
cfs
17.3
cfs
SOLUTION - Tp:
TERMINOLOGY:
L = Hydraulic Length, (ft)
H = Vertical Relief, (ft)
g = Statistical Variable
h = Statistical Variable
A = Watershed Area, (acres)
C = Composite Runoff Coefficient
Pn6 = Precipitation from 6 hr storm (in)
CN = Curve Number
Tc = Time of Concentration, (minutes)
I = Rainfall Intensity, (in /hr)
Qp = Peak Discharge, (cfs)
S = Ultimate Soil Storage, (in)
Q* = Runoff Depth, (in)
Tp = Time to Peak, (minutes)
INPUT
OUTPUT
S=
1.14
in
Pn6 =
2.03
in (1 Year Storm)
Q* =
1.10
in
CN =
90
Tp1 =
13.7
minutes
P,6 =
3.50
in (10 Year Storm)
Q* =
2.42
in
CN =
90
TP10 =
18.7
minutes
Pn6 =
4.14
in (25 Year Storm)
Q* =
3.03
in
CN =
90
_
Tp25 =
20.4
minutes
Pr6 =
4.67
in (50 Year Storm)
Q* =
3.53
in
CN =
90
Tp50 =
21.9
minutes
Pr6 =
5.21
in (100 Year Storm)
Q* =
4.05
in
CN =
90
TP100 =
23.4
minutes
TERMINOLOGY:
L = Hydraulic Length, (ft)
H = Vertical Relief, (ft)
g = Statistical Variable
h = Statistical Variable
A = Watershed Area, (acres)
C = Composite Runoff Coefficient
Pn6 = Precipitation from 6 hr storm (in)
CN = Curve Number
Tc = Time of Concentration, (minutes)
I = Rainfall Intensity, (in /hr)
Qp = Peak Discharge, (cfs)
S = Ultimate Soil Storage, (in)
Q* = Runoff Depth, (in)
Tp = Time to Peak, (minutes)

STAGE - STORAGE FUNCTION
Woodall Subdivision
1
2
3
4
5
6
7
8
Y
X
CONTOUR
CONTOUR
INCR
ACCUM
Z
In S
In Z
Z est
'AREA
VOLUME
VOLUME
STAGE
sq ft
cu ft
cu ft
ft
ft
356
2532
0
0
360
8270
21604
21604
4
9.9806
1.3863
3.99
360.5
10757
4757
26360.75
4.5
10.1796
1.5041
4.48
361
13408
6041
32402
5
10.3860
1.6094
5.05
366.5
16506
82264
114665.5
10.5
11.6498
2.3514
10.48
STAGE - STORAGE FUNCTION:
12
11
c
10
S =KS"Z"
where: b = 1.73 and KS = 1978
Storage at Top of Embankment = 114,666 cf
Storage at Normal Pool = 26,593 cf
Stage- Storage Function
9 1 1 ,
0.0 0.5 1.0 1.5 2.0 2.5
In Z

POND VOLUME CALCULATIONS
Woodall Subdivision
CALCULATE IMPERVIOUS AREA:
Drainage area =
8.27 ac.
Impervious area =
5.83 ac.
Percent Impervious =
70.50%
FIND SA/DA FOR PERMANENT POOL SIZING:
Assume 85% Pollutant Removal Efficiency average pool depth of 3 foot.
Use Table 10 -3 in Stormwater Management Guidance Manual and interpolate.
Interpolated SA/DA = 2.88%
Depth of Pool= 4.5 ft *AVG DEPTH = 3'
FIND REQUIRED SURFACE AREA:
Surface Area = SA/DA x Drainage Area
Surface Area Required = 0.24 ac or 10,375 sf
Surface Area Provided = 0.25 ac or 10,757 sf OK
FIND VOLUME TO BE CONTROLLED FROM 1" STORM
Rv = 0.68 DA = 8.27 ac
Volume = Rv x 0.0833 x Drainage Area = 0.47 ac. -ft. or 20539 cf.
TERMINOLOGY:
P = Precipitation Depth, (in)
S = Ultimate Soil Storage, (in)
CN = Curve Number
Q" = Runoff Depth, (in)

CHAINSAW ROUTING FOR 1 -YEAR STORM
(REF. Malcom, 1991)
COMPUTED RESULTS
Normal Surface Area =
0.25 ac
Peak Stage =
363.03 ft
Maximum Surface Area =
0.32 ac
Rise =
2.53 ft
Freeboard .=
3.47 ft
Peak Outflow =
1.2 cfs
INPUT
Hydrograph Results:
Riser: Nr =
1
Top of Dam:
366.50 ft
Qp =
28.9
cfs
Riser Width =
4.0 ft
Barrel:
Tp =
13.7
min
Riser Length =
4.0 ft
Nb =
1
dT =
2
min
Cwr =
3.33
Db =
24 in
51age•Storage
Results:
Cdr =
0.60
Cdb =
0.60
Ks =
1978
Zcr =
364.85 ft
Zinv =
357.00 ft
b =
1.73
Notch Weir: Nr =
1
Orifice: N =
1
Zo =
356.0
ft (inv)
Weir Length =
0.5 ft
Cdr =
0.60
Initial Water Level:
Cwr =
3.33
D =
2.0 in
Z, =
360.50
ft
Zcr =
362.30 ft
Zcr =
360.50 ft
1
2
3
4
_OUTPUT
5
6
7
8
9
10
Time
Inflow
Storage
Stage
Outflow
Riser
Riser
Barrel
I
Notch
Orifice
T
I
S
Z
O
(weir)
(orifice)
Weir
min
cfs
cu -ft
ft
cfs
cfs
cfs
cfs
cfs
cfs
0
0
26592.72
350.50
0.0
0.0
0.0
0.0
0.0
0.0
2
1
26592.72
360.50
0.0
0.0
0.0
0.0
0.0
0.0
4
6
26770.84
360.52
0.0
0.0
0.0
0.0
0.0
0.0
6
12
27445.06
360.58
0.0
0.0
0.0
0.0
0.0
0.0
8
18
28832.35
360.72
0.0
0.0
0.0
0.0
0.0
0.0
10
24
31002.68
360.92
0.1
0.0
0.0
0.1
0.0
0.1
12
28
33864.77
361.18
0.1
0.0
0.0
0.1
0.0
0.1
14
29
37184.74
361.46
0.1
0.0
00
0.1
0.0
0.1
16
27
40634.24
361.75
0.1
0.0
0.0
0.1
0.0
0.1
18
23
43857.96
362.01
0.1
0.0
0.0
0.1
0.0
0.1
20
19
46579.80
362.22
0.1
0.0
0.0
0.1
0.0
0.1
22
16
48828.53
362.40
0.2
0.0
0.0
0.2
0.1
0.1
24
13
50679.65
362.54
0.3
0.0
0.0
0.3
0.2
0.1
26
11
52189.60
362.65
0.5
0.0
0.0
0.5
0.3
0.2
28
9
53413.04
362.74
0.6
0.0
0.0
0.6
0.5
0.2
30
7
54397.49
362.81
0.8
0.0
0.0
0.8
0.6
0.2
32
6
55183.35
362.87
0.9
0.0
0.0
0.9
0.7
0.2
34
5
55804.62
362.91
1.0
0.0
0.0
1.0
0.8
0.2
36
4
56289.75
362.95
1.0
0.0
0.0
1.0
0.9
0.2
38
3
56662.50
362.97
1.1
0.0
0.0
1.1
0.9
0.2
40
3
56942.60
362.99
1.1
0.0
0.0
1.1
1.0
0.2
42
2
57146.49
363.01
1.2
0.0
0.0
1.2
1.0
0.2
44
2
57287.76
363.02
12
0.0
0.0
1.2
1.0
0.2
46
2
57377.71
363.02
1.2
0.0
0.0
1.2
1.0
0.2
48
1
57425.68
363.03
1.2
0.0
0.0
1.2
1.1
0.2
50
1
57439.40
363.03
1.2
0.0
0.0
1.2
1.1
0.2
52
1
57425.26
363.03
1.2
0.0
0.0
1.2
1.1
0.2
54
1
57388.56
363.02
1.2
0.0
0.0
1.2
1.0
0.2
56
1
57333.63
363.02
1.2
0.0
0.0
1.2
1.0
0.2
58
1
57264.10
363.01
1.2
0.0
0.0
1.2
1.0
0.2
60
0
57182.92
363.01
1.2
0.0
0.0
1.2
1.0
0.2
62
0
57092.53
363.00
1.2
0.0
0.0
1.2
1.0
0.2
64
0
56994.96
363.00
1.2
0.0
0.0
1.2
1.0
0.2
66
0
56891.85
362.99
1.1
0.0
0.0
1.1
1.0
0.2
68
0
56784.57
362.98
1.1
0.0
0.0
1.1
1.0
0.2
70
0
56674.22
362.97
1.1
0.0
0.0
1.1
0.9
0.2

1
2
3
4
5
6
7
8
9
10
Time
Inflow
Storage
Stage
Outflow
Riser
Riser
Barrel
Notch
Orifice
T
I
S
Z
O
(weir)
(orifice)
Weir
min
cfs
cu -ft
ft
cfs
cfs
cfs
cfs
cfs
cfs
72
0
56561.73
362.96
1.1
0.0
0.0
11
0.9
0.2
74
0
56447.83
362.96
1.1
0.0
0.0
1.1
0.9
0.2
76
0
56333.14
362.95
1.1
0.0
00
1.1
0.9
0.2
78
0
56218.15
362.94
1.0
0.0
0.0
1.0
0.9
0.2
80
0
56103.26
362.93
1.0
0.0
0.0
1.0
0.9
0.2
82
0
55988.80
362.92
1.0
0.0
0.0
1.0
0.8
0.2
84
0
55875.02
362.92
1.0
0.0
0.0
1.0
0.8
0.2
86
0
55762.13
362.91
1.0
0.0
0.0
1.0
0.8
0.2
88
0
55650.29
362.90
1.0
0.0
0.0
1.0
0.8
02
90
0
55539.64
362.89
0.9
0.0
0.0
0.9
0.8
0.2
92
0
55430.27
362.88
0.9
0.0
0.0
0.9
0.8
0.2
94
0
55322.26
362.88
0.9
0.0
0.0
0.9
0.7
0.2
96
0
55215.66
362.87
0.9
0.0
0.0
0.9
0.7
0.2
98
0
55110.52
362.86
0.9
0.0
0.0
0.9
0.7
0.2
100
0
55006.85
362.85
0.9
0.0
0.0
0.9
0.7
0.2
102
0
54904.68
362.85
0.8
0.0
0.0
0.8
0.7
0.2
104
0
54804.01
362.84
0.8
0.0
0.0
0.8
0.7
0.2
106
0
54704.84
362.83
0.8
0.0
0.0
0.8
0.7
0.2
108
0
54607.16
362.82
0.8
0.0
0.0
0.8
0.6
0.2
110
0
54510.98
362.82
0.8
0.0
0.0
0.8
0.6
0.2
112
0
54416.26
362.81
0.8
0.0
0.0
0.8
0.6
0.2
114
0
54323.00
362.80
0.8
0.0
0.0
0.8
0.6
0.2
116
0
54231.18
362.80
0.8
0.0
0.0
0.8
0.6
0.2
118
0
54140.77
362.79
0.7
0.0
0.0
0.7
0.6
0.2
120
0
54051.76
362.78
0.7
0.0
0.0
0.7
0.6
0.2
122
0
53964.11
362.78
0.7
0.0
0.0
0.7
0.6
0.2
124
0
53877.82
362.77
0.7
0.0
0.0
0.7
0.6
0.2
126
0
53792.85
362.77
0.7
0.0
0.0
0.7
0.5
0.2
128
0
53709.18
362.76
0.7
0.0
0.0
0.7
0.5
0.2
130
0
53626.79
362.75
0.7
0.0
0.0
0.7
0.5
0.2
132
0
53545.65
362.75
0.7
0.0
0.0
0.7
0.5
0.2
134
0
53465.74
362.74
0.7
0.0
0.0
0.7
0.5
0.2
136
0
53387.03
362.74
0.6
0.0
0.0
0.6
0.5
0.2
138
0
53309.50
362.73
0.6
0.0
0.0
0.6
0.5
0.2
140
0
53233.13
362.72
0.6
0.0
0.0
0.6
0.5
0.2
142
0
53157.90
362.72
0.6
0.0
0.0
0.6
0.5
0.2
144
0
53083.78
362.71
0.6
0.0
0.0
0.6
0.5
0.2
146
0
53010.74
362.71
0.6
0.0
0.0
0.6
0.4
0.2
148
0
52938.78
362.70
0.6
0.0
0.0
0.6
0.4
0.2
150
0
52867.86
362.70
0.6
0.0
0.0
0.6
0.4
0.2
152
0
52797.98
362.69
0.6
0.0
0.0
0.6
0.4
0.2
154
0
52729.09
362.69
0.6
0.0
0.0
0.6
0.4
0.2
156
0
52661.20
362.68
0.6
0.0
0.0
0.6
0.4
02
158
0
52594.27
362.68
0.5
0.0
0.0
0.5
0.4
0.2
160
0
52528.29
362.67
0.5
0.0
0.0
0.5
0.4
0.2
162
0
52463.23
362.67
0.5
0.0
0.0
0.5
0.4
0.2
164
0
52399.09
362.66
0.5
0.0
0.0
0.5
0.4
0.2
166
0
52335.85
362.66
0.5
0.0
0.0
0.5
0.4
0.2
168
0
52273.47
362.65
0.5
0.0
0.0
0.5
0.4
0.2
170
0
52211.96
362.65
0.5
0.0
0.0
0.5
0.4
0.2
172
0
52151.29
362.65
0.5
0.0
0.0
0.5
0.3
0.2
174
0
52091.45
362.64
0.5
0.0
0.0
0.5
0.3
0.2
176
0
52032.41
362.64
0.5
0.0
0.0
0.5
0.3
0.2
178
0
51974.17
362.63
0.5
0.0
0.0
0.5
0.3
0.2
180
0
51916.71
362.63
0.5
0.0
0.0
0.5
0.3
0.2
182
0
51860.01
362.62
0.5
0.0
0.0
0.5
0.3
0.2
184
0
51804.06
362.62
0.5
0.0
0.0
0.5
0.3
0.2
186
0
51748.85
362.62
0.5
0.0
0.0
0.5
0.3
0.2
188
0
51694.36
362.61
0.4
0.0
0.0
0.4
0.3
0.2
190
0
51640.58
362.61
0.4
0.0
0.0
0.4
0.3
0.2

1
2
3
4
5
6
7
8
9
10
Time
Inflow
Storage
Stage
Outflow
Riser
Riser
Barrel
Notch
Orifice
T
I
S
Z
O
(weir)
(orifice)
Weir
min
cfs
cu -ft
ft
cfs
cfs
cfs
cfs
cfs
cfs
i 92
0
51587.50
362.60
0.4
0.0
0.0
0.4
0.3
0.2
194
0
51535.09
362.60
0.4
0.0
0.0
0.4
0.3
0.2
196
0
51483.36
362.60
0.4
0.0
0.0
0.4
0.3
0.2
198
0
51432.28
362.59
0.4
0.0
0.0
0.4
0.3
0.2
200
0
51381.85
362.59
0.4
0.0
0.0
0.4
0.3
0.2
202
0
51332.05
362.58
0.4
0.0
0.0
0.4
0.3
0.2
204
0
51282.87
362.58
0.4
0.0
0.0
0.4
0.3
0.2
206
0
51234.31
362.58
0.4
0.0
0.0
0.4
0.2
0.2
208
0
51186.34
362.57
0.4
0.0
0.0
0.4
0.2
0.2
210
0
51138.96
362.57
0.4
0.0
0.0
0.4
0.2
0.2
212
0
51092.15
362.57
0.4
0.0
0.0
0.4
0.2
0.2
214
0
51045.92
362.56
0.4
0.0
0.0
0.4
0.2
0.2
216
0
51000.24
362.56
0.4
0.0
0.0
0.4
0.2
0.2
218
0
50955.11
362.56
0.4
00
0.0
0.4
0.2
0.2
220
0
50910.52
362.55
0.4
0.0
0.0
0.4
0.2
0.2
222
0
50866.45
362.55
0.4
0.0
0.0
0.4
0.2
0.2
224
0
50822.90
362.55
0.4
0.0
0.0
0.4
0.2
0.2
226
0
50779.87
362.54
0.4
0.0
0.0
0.4
0.2
0.2
228
0
50737.33
362.54
0.4
0.0
0.0
0.4
0.2
0.2
230
0
50695.28
362.54
0.3
0.0
0.0
0.3
0.2
0.1
232
0
50653,72
362.53
0.3
0.0
0.0
0.3
0.2
0.1
234
0
50612.63
362.53
0.3
0.0
0.0
0.3
0.2
0.1
236
0
50572.01
362.53
0.3
0.0
0.0
0.3
0.2
0.1
238
0
50531.84
362.53
0.3
0.0
0.0
0.3
0.2
0.1
240
0
50492.13
362.52
0.3
0.0
0.0
0.3
0.2
0.1
242
0
50452.86
362.52
0.3
0.0
0.0
0.3
0.2
01
244
0
50414.02
362.52
0.3
0.0
0.0
0.3
0.2
0.1
246
0
50375.62
362.51
0.3
0.0
0.0
0.3
0.2
0.1
248
0
50337.63
362.51
0.3
0.0
0.0
0.3
0.2
0.1
250
0
50300.05
362.51
0.3
0.0
0.0
0.3
0.2
01
252
0
50262.88
362.50
0.3
0.0
0.0
0.3
0.2
0.1
254
0
50226.11
362.50
0.3
0.0
0.0
0.3
0.2
0.1
256
0
50189.74
362.50
0.3
0.0
0.0
0.3
0.2
0.1
258
0
50153.75
362.50
0.3
0.0
0.0
0.3
0.1
0.1
260
0
50118.14
362.49
0.3
0.0
0.0
0.3
0.1
0.1
262
0
50082.90
362.49
0.3
0.0
0.0
0.3
0.1
0.1
264
0
50048.03
362.49
0.3
0.0
0.0
0.3
0.1
0.1
266
0
50013.51
362.49
0.3
0.0
0.0
0.3
0.1
0.1
268
0
49979.36
362.48
0.3
0.0
0.0
0.3
0.1
0.1
270
0
49945.55
362.48
0.3
0.0
0.0
0.3
0.1
0.1
272
0
49912.09
362.48
0.3
0.0
0.0
0.3
0.1
0.1
274
0
49878.96
362.48
0.3
0.0
0.0
0.3
0.1
0.1
276
0
49846.17
362.47
0.3
0.0
0.0
0.3
0.1
0.1
278
0
49813.70
362.47
0.3
0.0
0.0
0.3
0.1
0.1
280
0
49781.55
362.47
0.3
0.0
0.0
0.3
0.1
0.1
282
0
49749.72
362.47
0.3
0.0
0.0
0.3
0.1
0.1
284
0
49718.20
362.46
0.3
0.0
0.0
0.3
0.1
0.1
286
0
49686.98
362.46
0.3
0.0
0.0
0.3
0.1
0.1
288
0
49656.07
362.46
0.3
0.0
0.0
0.3
0.1
0.1
290
0
49625.45
362.46
0.3
0.0
0.0
0.3
0.1
0.1
292
0
49595.12
362.45
0.3
0.0
0.0
0.3
0.1
0.1
294
0
49565.08
362.45
0.2
0.0
0.0
0.2
0.1
0.1
296
0
49535.32
362.45
0.2
0.0
0.0
0.2
0.1
0.1
298
0
49505.84
362.45
0.2
0.0
0.0
0.2
0.1
0.1
300
0
49476.63
362.45
0.2
0.0
0.0
0.2
0.1
0.1
302
0
49447.69
362.44
0.2
0.0
0.0
0.2
0.1
0.1
304
0
49419.01
362.44
0.2
0.0
0.0
0.2
0.1
0.1
306
0
49390.59
362.44
0.2
0.0
0.0
0.2
0.1
0.1
308
0
49362.43
362.44
0.2
0.0
0.0
0.2
01
0.1
310
0
49334.52
362.44
0.2
0.0
0.0
0.2
0.1
0.1
312
0
49306.85
362.43
0.2
0.0
0.0
0.2
0.1
0.1
314
0
49279.43
362.43
0.2
0.0
0.0
0.2
0.1
0.1
316
0
49252.25
362.43
0.2
0.0
0.0
0.2
0.1
0.1

1
2
3
4
5
6
7
8
9
10
Time
Inflow
Storage
Stage
Outflow
Riser
Riser
Barrel
Notch
Orifice
T
I
S
Z
O
(weir)
(orifice)
Weir
min
cfs
cu -ft
ft
cfs
cfs
cfs
cfs
cfs
f as
318
6
49225.31
362.43
0.2
0.[a
0.0
0.2
0.1
0.1
320
0
49198.59
362.42
0.2
0.0
0.0
0.2
0.1
0.1
322
0
49172.11
362.42
0.2
0.0
0.0
0.2
0.1
0.1
324
0
49145.85
362.42
0.2
0.0
0.0
0.2
0.1
0.1
326
0
49119.81
362.42
0.2
0.0
0.0
0.2
0.1
0.1
328
0
49093.99
362.42
0.2
0.0
0.0
0.2
0.1
0.1
330
0
49068.38
362.41
0.2
0.0
0.0
0.2
0.1
0.1
332
0
49042.98
362.41
0.2
0.0
0.0
0.2
0.1
0.1
334
0
49017.79
362.41
0.2
0.0
0.0
0.2
0.1
0.1
336
0
48992.81
362.41
0.2
0.0
0.0
0.2
0.1
0.1
338
0
48968.02
362.41
0.2
0.0
0.0
0.2
0.1
0.1
340
0
48943.44
362.41
0.2
0.0
0.0
0.2
0.1
0.1
342
0
48919.04
362.40
0.2
0.0
0.0
0.2
0.1
0.1
344
0
48894.84
362.40
0.2
0.0
0.0
0.2
0.1
0.1
346
0
48870.83
362.40
0.2
0.0
0.0
0.2
0.1
0.1
348
0
48847.00
362.40
0.2
0.0
0.0
0.2
0.1
0.1
350
0
48823.35
362.40
0.2
0.0
0.0
0.2
0.1
0.1
352
0
48799.89
362.39
0.2
0.0
0.0
0.2
0.0
0.1
354
0
48776.60
362.39
0.2
0.0
0.0
0.2
0.0
0.1
356
0
48753.48
362.39
0.2
0.0
0.0
0.2
0.0
0.1
358
0
48730.54
362.39
0.2
0.0
0.0
0.2
0.0
0.1
360
0
48707.76
362.39
0.2
0.0
0.0
0.2
0.0
0.1
362
0
48685.15
362.39
0.2
0.0
0.0
0.2
0.0
0.1
364
0
48662.70
362.38
0.2
0.0
0.0
0.2
0.0
0.1
366
0
48640.41
362.38
0.2
0.0
0.0
0.2
0.0
0.1
368
0
48618.28
362.38
0.2
0.0
0.0
0.2
0.0
0.1
370
0
48596.30
362.38
0.2
0.0
0.0
0.2
0.0
0.1
372
0
48574.47
362.38
0.2
0.0
0.0
0.2
0.0
0.1
374
0
48552.80
362.38
0.2
0.0
0.0
0.2
0.0
0.1
376
0
48531.27
362.37
0.2
0.0
0.0
0.2
0.0
0.1
378
0
48509.88
362.37
0.2
0.0
0.0
0.2
0.0
0.1
380
0
48488.64
362.37
0.2
0.0
0.0
0.2
0.0
0.1
382
0
48467.54
362.37
0.2
0.0
0.0
0.2
0.0
0.1
384
0
48446.58
362.37
0.2
0.0
0.0
0.2
0.0
0.1
386
0
48425.75
362.37
0.2
0.0
0.0
0.2
0.0
0.1
388
0
48405.05
362.36
0.2
0.0
0.0
0.2
0.0
0.1
390
0
48384.48
362.36
0.2
0.0
0.0
0.2
0.0
0.1
392
0
48364.05
362.36
0.2
0.0
0.0
0.2
0.0
0.1
394
0
48343.74
362.36
0.2
0.0
0.0
0.2
0.0
0.1
396
0
48323.55
362.36
0.2
0.0
0.0
0.2
0.0
0.1
398
0
48303.48
362.36
0.2
0.0
0.0
0.2
0.0
0.1
400
0
48283.53
362.36
0.2
0.0
0.0
0.2
0.0
0.1
402
0
48263.70
362.35
0.2
0.0
0.0
0.2
0.0
0.1
404
0
48243.99
362.35
0.2
0.0
0.0
0.2
0.0
0.1
406
0
48224.39
362.35
0.2
0.0
0.0
0.2
0.0
0.1
408
0
48204.90
362.35
0.2
0.0
0.0
0.2
0.0
0.1
410
0
48185.52
362.35
0.2
0.0
0.0
0.2
0.0
0.1
412
0
48166.24
362.35
0.2
0.0
0.0
0.2
0.0
0.1
414
0
48147.07
362.34
0.2
0.0
0.0
0.2
0.0
0.1
416
0
48128.00
362.34
0.2
0.0
0.0
0.2
0.0
0.1
418
0
48109.03
362.34
0.2
0.0
0.0
0.2
0.0
0.1
420
0
48090.16
362.34
0.2
0.0
0.0
0.2
0.0
0.1
422
0
48071.39
362.34
0.2
0.0
0.0
0.2
0.0
0.1
424
0
48052.71
362.34
0.2
0.0
0.0
0.2
0.0
0.1
426
0
48034.12
362.34
0.2
0.0
0.0
0.2
0.0
0.1
428
0
48015.62
362.33
0.2
0.0
0.0
0.2
0.0
0.1
430
0
47997.21
362.33
0.2
0.0
0.0
0.2
0.0
0.1
432
0
47978.89
362.33
0.2
0.0
0.0
0.2
0.0
0.1
434
0
47960.65
362.33
0.2
0.0
0.0
0.2
0.0
0.1
436
0
47942.49
362.33
0.2
0.0
0.0
0.2
0.0
0.1
438
0
47924.42
362.33
0.1
0.0
0.0
0.1
0.0
0.1
440
0
47906.42
362.33
0.1
0.0
0.0
0.1
0.0
0.1
442
0
47888.50
362.33
0.1
0.0
0.0
0.1
0.0
0.1
444
0
47870.65
362.32
0.1
0.0
0.0
0.1
0.0
0.1

1
2
3
4
5
6
7
8
9
10
Time
Inflow
Storage
Stage
Outflow
Riser
Riser
Barrel
Notch
Orifice
T
I
S
Z
O
(weir)
(orifice)
Weir
min
cfs
cu -ft
ft
cfs
cfs
cfs
cfs
cfs
cfs
446
0
47852.87
362.32
0.1
0.0
0,0
0.1
0.0
0.1
448
0
47835.16
362.32
0.1
0.0
0.0
0.1
0.0
0.1
450
0
47817.52
362.32
0.1
0.0
0.0
0.1
0.0
0.1

35
30
25
w
20
m
m
v 15
w
0
10
5
0
0
GRAPHED DATA FOR 1 YEAR STORM
Hydrographs
363.50
363.00
362.50
362.00
w
a
361.50
361.00
360.50
360.00
0
50 100 150 200 250 300 350 400 450 500
Time (min)
STAGE - DISCHARGE FUNCTION
1 2 3 4 5 6
DISCHARGE (cfs)

CHAINSAW ROUTING FOR 10 -YEAR STORM
Inflow
(REF.-
Malcom, 1991)
Outflow
Riser
Riser
COMPUTED RESULTS
Notch
Orifice
Normal Surface Area =
0.25 ac
S
Peak Stage =
364.81 ft
Maximum Surface Area =
0.38 ac
Rise =
4.31 ft
Freeboard =
1.69 ft
cu -ft
Peak Outflow =
7.0 cfs
cfs
cfs
INPUT
cfs
cfs
Hydrograph Results:
Riser: Nr =
1
Top of Dam:
366.50 ft
Qp = 46.6 cfs
Riser Width =
4.0 ft
Barrel:
0.0
Tp = 18.7 min
Riser Length =
4.0 ft
Nb =
1
dT = 2 min
Cwr =
3.33
Db =
24 in
Stage- Storage Results:
Cdr =
0.60
Cdb =
0.60
Ks = 1978
Zcr =
364.85 ft
Zinv =
357.00 ft
b = 1.73 Notch Weir. Nw =
1
Orifice: No =
1
Zo = 356.0 ft (inv)
Riser Length =
0.5 ft
Cdr =
0.60
Initial Water Level:
Cwr =
3.33
D =
2.0 in
Z, = 360.50 ft
Zcr =
362.30 ft
Zcr =
360.50 ft
OUTPUT
1 2 3 4 5 6 7 8 9 10
Time
Inflow
Storage
Stage
Outflow
Riser
Riser
Barrel
Notch
Orifice
I T
I
S
Z
O
(weir)
(orifice)
Weir
min
cfs
cu -ft
ft
cfs
cfs
cfs
cfs
cfs
cfs
0
0
26592.72
360.50
0.0
0.0
0.0
0.0
0.0
0.0
2
1
26592.72
360.50
0.0
0.0
0.0
0.0
0.0
0.0
4
5
26748.17
360.52
0.0
0.0
0.0
0.0
0.0
0.0
6
11
27351.14
360.57
0.0
0.0
0.0
0.0
0.0
0.0
8
18
28644.91
360.70
0.0
0.0
0.0
0.0
0.0
0.0
10
26
30795.70
360.90
0.1
0.0
0.0
0.1
0.0
0.1
12
33
33874.19
361.18
0.1
0.0
0.0
0.1
0.0
0.1
14
40
37847.66
361.52
0.1
0.0
0.0
0.1
0.0
0.1
16
44
42583.61
361.91
0.1
0.0
0.0
0.1
0.0
0.1
18
46
47864.44
362.32
0.1
0.0
0.0
0.1
0.0
0.1
20
46
53411.02
362.74
0.6
0.0
0.0
0.6
0.5
0.2
22
43
58857.44
363.13
1.4
0.0
0.0
1.4
1.3
0.2
24
38
63863.86
363.47
2.3
0.0
0.0
2.3
2.2
0.2
26
33
68172.02
363.76
3.2
0.0
0.0
12
3.0
0.2
28
29
71783.88
364.00
3.9
0.0
0.0
3.9
3.8
0.2
30
25
74787.13
364.19
4.6
0.0
0.0
4.6
4.4
0.2
32
22
77260.80
364.34
5.2
0.0
0.0
5.2
5.0
0.2
34
19
79275.19
364.47
5.6
0.0
0.0
5.6
5.4
0.2
36
17
80892.33
364.57
6.0
0.0
00
6.0
5.8
0.2
38
14
82166.76
364.65
6.3
0.0
0.0
6.3
6.1
0.2
40
13
83146.18
364.70
6.6
0.0
0.0
6.6
6.3
0.2
42
11
83872.28
364.75
6.7
0.0
0.0
6.7
6.5
0.2
44
10
84381.38
364.78
6.9
0.0
0.0
6.9
6.6
0.2
46
8
84705.09
364.80
6.9
0.0
0.0
6.9
6.7
0.2
48
7
84870.87
364.81
7.0
0.0
0.0
7.0
6.8
0.2
50
6
84902.56
364.81
7.0
0.0
0.0
7.0
6.8
0.2
52
5
84820.83
364.81
7.0
0.0
0.0
7.0
6.7
0.2
54
5
84643.57
364.80
6.9
0.0
0.0
6.9
6.7
0.2
56
4
84386.26
364.78
6.9
0.0
0.0
6.9
6.6
0.2
58
4
84062.27
364.76
6.8
0.0
0.0
6.8
6.6
0.2
60
3
83683.13
364.74
6.7
0.0
0.0
6.7
6.5
0.2
62
3
83258.80
364.71
6.6
0.0
0.0
6.6
6.4
0.2
64
2
82797.84
364.68
6.5
0.0
0.0
6.5
6.3
0.2
66
2
82307.61
364.65
6.4
0.0
0.0
6.4
6.1
0.2
68
2
81794.41
364.62
6.2
0.0
0.0
6.2
6.0
0.2
70
2
81263.67
364.59
6.1
0.0
0.0
6.1
5.9
0.2

1
2
3
4
5
6
7
8
9
10
Time
Inflow
Storage
Stage
Outflow
Riser
Riser
Barrel
Notch
Orifice
T
I
S
Z
O
(weir)
(orifice)
Weir
min
cfs
cu -ft
ft
cfs
cfs
cfs
cfs
cfs
cfs
72
1
80719.99
364.56
6.0
0.0
0.0
6.0
5.8
0.2
74
1
80167.32
364.52
5.8
0.0
0.0
5.8
5.6
0.2
76
1
79609.02
364.49
5.7
0.0
0.0
5.7
5.5
0.2
78
1
79047.93
364.45
5.6
0.0
0.0
5.6
5.4
0.2
80
1
78486.45
364.42
5.5
0.0
0.0
5.5
5.2
0.2
82
1
77926.61
364.38
5.3
0.0
0.0
5.3
5.1
0.2
84
1
77370.09
364.35
5.2
0.0
0.0
5.2
5.0
0.2
86
1
76818.31
364.32
5.1
0.0
0.0
5.1
4.9
0.2
88
0
76272.44
364.28
4.9
0.0
0.0
4.9
4.7
0.2
90
0
75733.42
364.25
4.8
0.0
0.0
4.8
4.6
0.2
92
0
75202.05
364.21
4.7
0.0
0.0
4.7
4.5
0.2
94
0
74678.93
364.18
4.6
0.0
0.0
4.6
4.4
0.2
96
0
74164.56
364.15
4.5
0.0
0.0
4.5
4.3
0.2
98
0
73659.30
364.12
4.4
0.0
0.0
4.4
4.2
0.2
100
0
73163.45
364.08
4.2
0.0
0.0
4.2
4.0
0.2
102
0
72677.19
364.05
4.1
0.0
0.0
4.1
3.9
0.2
104
0
72200.66
364.02
4.0
0.0
0.0
4.0
3.8
0.2
106
0
71733.91
363.99
3.9
0.0
0.0
3.9
3.7
0.2
108
0
71276.96
363.96
3.8
0.0
0.0
3.8
3.6
0.2
110
0
70829.79
363.93
3.7
0.0
0.0
3.7
3.5
0.2
112
0
70392.34
363.91
3.7
0.0
0.0
3.7
3.5
0.2
114
0
69964.51
363.88
3.6
0.0
0.0
3.6
3.4
0.2
116
0
69546.20
363.85
3.5
0.0
0.0
3.5
3.3
0.2
118
0
69137.27
363.82
3.4
0.0
0.0
3.4
3.2
0.2
120
0
68737.57
363.80
3.3
0.0
0.0
3.3
3.1
0.2
122
0
68346.94
363.77
3.2
0.0
0.0
3.2
3.0
0.2
124
0
67965.21
363.75
3.1
0.0
0.0
3.1
3.0
0.2
126
0
67592.20
363.72
3.1
0.0
0.0
3.1
2.9
0.2
128
0
67227.72
363.70
3.0
0.0
0.0
3.0
2.8
0.2
130
0
66871.59
363.67
2.9
0.0
0.0
2.9
2.7
0.2
132
0
66523.62
363.65
2.9
0.0
0.0
2.9
2.7
0.2
134
0
66183.61
363.63
2.8
0.0
0.0
2.8
2.6
0.2
136
0
65851.37
363.61
27
0.0
0.0
27
2.5
0.2
138
0
65526.71
363.58
2.7
0.0
0.0
2.7
2.5
0.2
140
0
65209.44
363.56
2.6
0.0
0.0
2.6
2.4
0.2
142
0
64899.38
363.54
2.5
0.0
0.0
2.5
2.4
0.2
144
0
64596.34
363.52
2.5
0.0
0.0
2.5
2.3
0.2
146
0
64300.13
363.50
2.4
0.0
0.0
2.4
2.2
0.2
148
0
64010.58
363.48
2.4
0.0
0.0
2.4
2.2
0.2
150
0
63727.51
363.46
2.3
0.0
0.0
2.3
2.1
0.2
152
0
63450.76
363.44
2.3
0.0
0.0
2.3
2.1
0.2
154
0
63180.15
363.43
2.2
0.0
0.0
2.2
2.0
0.2
156
0
62915.52
363.41
2.2
0.0
0.0
2.2
2.0
0.2
158
0
6265671
363.39
2.1
0.0
0.0
2.1
1.9
0.2
160
0
62403.57
363.37
2.1
0.0
0.0
2.1
1.9
0.2
162
0
62155.93
363.36
2.0
0.0
0.0
2.0
1.8
0.2
164
0
61913.67
363.34
2.0
0.0
0.0
2.0
1.8
0.2
166
0
61676.62
363.32
1.9
0.0
0.0
1.9
1.8
0.2
168
0
61444.66
363.31
1.9
0.0
0.0
1.9
1.7
0.2
170
0
61217.64
363.29
1.9
0.0
0.0
1.9
1.7
0.2
172
0
60995.44
363.28
1.8
0.0
0.0
1.8
1.6
0.2
174
0
60777.92
363.26
1.8
0.0
0.0
1.8
1.6
0.2
176
0
60564.97
363.25
1.7
0.0
0.0
1.7
1.6
0.2
178
0
60356.46
363.23
1.7
0.0
0.0
1.7
1.5
0.2
180
0
60152.27
363.22
1.7
0.0
0.0
1.7
1.5
0.2
182
0
59952.29
363.20
1.6
0.0
0.0
1.6
1.5
0.2
184
0
59756.41
363.19
1.6
0.0
0.0
1.6
1.4
0.2
186
0
59564.52
363.18
1.6
0.0
0.0
1.6
1.4
0.2
188
0
59376.52
363.16
1.5
0.0
0.0
1.5
1.4
0.2
190
0
59192.31
363.15
1.5
0.0
0.0
1.5
1.3
0.2

1 2 3 4 5 6 7 8 9
Time
Inflow
Storage
Stage
Outflow
Riser
Riser
Barrel
Notch
T
I
S
Z
O
(weir)
(orifice)
Weir
min
cfs
cu -ft
ft
cfs
cfs
cfs
cfs
cfs
192
0
59011.78
363.14
1.5
0.0
0.0
1.5
1.3
194
0
58834.85
363.13
1.4
0.0
0.0
1.4
1,3
196
0
58661.43
363.11
1.4
0.0
0.0
1.4
1.2
198
0
58491.41
36310
1.4
0.0
0.0
1.4
1.2
200
0
58324.72
363.09
1.4
0.0
0.0
1.4
1.2
202
0
58161.28
363.08
1.3
0.0
0.0
1.3
1.2
204
0
58000.99
363.07
13
0.0
0.0
1.3
1.1
206
0
57843.78
363.06
1.3
0.0
0.0
1.3
1.1
208
0
57689.58
363.04
1.3
0.0
0.0
1.3
1.1
210
0
57538.31
363.03
1.2
0.0
0.0
1.2
1.1
212
0
57389.89
363.02
1.2
0.0
0.0
1.2
1.0
214
0
57244.25
363.01
1.2
0.0
0.0
1.2
1.0
216
0
57101.34
363.00
1.2
0.0
0.0
1.2
1.0
218
0
56961.07
362.99
1.1
0.0
0.0
1.1
1.0
220
0
56823.39
362.98
1.1
0.0
0.0
1.1
1.0
222
0
56688.24
362.97
1.1
0.0
0.0
1.1
0.9
224
0
56555.55
362.96
1.1
0.0
0.0
1.1
0.9
226
0
56425.26
362.96
1.1
0.0
0.0
1.1
0.9
228
0
56297.31
362.95
1.0
0.0
0.0
1.0
0.9
230
0
56171.66
362.94
1.0
0.0
0.0
1.0
0.9
232
0
56048.25
362.93
1.0
0.0
0.0
1.0
0.8
234
0
55927.01
362.92
1.0
0.0
0.0
1.0
0.8
236
0
55807.91
362.91
1.0
0.0
0.0
1.0
0.8
238
0
55690.89
362.90
1.0
0.0
0.0
1.0
0.8
240
0
55575.91
362.89
0.9
0.0
0.0
0.9
0.8
242
0
55462.91
362.89
0.9
0.0
0.0
0.9
0.8
244
0
55351.86
362.88
0.9
0.0
0.0
0.9
0.7
246
0
55242.70
362.87
0.9
0.0
0.0
0.9
0.7
248
0
55135.39
362.86
0.9
0.0
0.0
0.9
0.7
250
0
55029.90
362.86
0.9
0.0
0.0
0.9
0.7
252
0
54926.18
362.85
0.8
0.0
0.0
0.8
0.7
254
0
54824.18
362.84
0.8
0.0
0.0
0.8
0.7
256
0
54723.88
362.83
0.8
0.0
0.0
0.8
0.7
258
0
54625.23
362.83
0.8
0.0
0.0
0.8
0.6
260
0
54528.20
362.82
0.8
0.0
0.0
0.8
0.6
262
0
54432.76
362.81
0.8
0.0
0.0
0.8
0.6
264
0
54338.86
362.81
0.8
0.0
0.0
0.8
0.6
266
0
54246.47
362.80
0.8
0.0
0.0
0.8
0.6
268
0
54155.56
362.79
0.7
0.0
0.0
0.7
0.6
270
0
54066.10
362.79
0.7
0.0
0.0
0.7
0.6
272
0
53978.06
362.78
0.7
0.0
0.0
0.7
0.6
274
0
53891.40
362.77
0.7
0.0
0.0
0.7
0.6
276
0
53806.10
362.77
0.7
0.0
0.0
0.7
0.5
278
0
53722.12
362.76
0.7
0.0
0.0
0.7
0.5
280
0
53639.45
362.75
0.7
0.0
0.0
0.7
0.5
282
0
53558.05
362.75
0.7
0.0
0.0
0.7
0.5
284
0
53477.89
362.74
0.7
0.0
0.0
0.7
0.5
286
0
53398.95
362.74
0.6
0.0
0.0
0.6
0.5
288
0
53321.20
362.73
0.6
0.0
0.0
0.6
0.5
290
0
53244.63
362.73
0.6
0.0
0.0
0.6
0.5
292
0
53169.20
362.72
0.6
0.0
0.0
0.6
0.5
294
0
53094.88
362.71
0.6
0.0
0.0
0.6
0.5
296
0
53021.67
362.71
0.6
0.0
0.0
0.6
0.4
298
0
52949.53
362.70
0.6
0.0
0.0
0.6
0.4
300
0
52878.45
362.70
0.6
0.0
0.0
0.6
0.4
302
0
52808.40
362.69
0.6
0.0
0.0
0.6
0.4
304
0
52739.35
362.69
0.6
0.0
0.0
0.6
0.4
306
0
52671.30
362.68
0.6
0.0
0.0
0.6
0.4
308
0
52604.23
362.68
0.6
0.0
0.0
0.6
0.4
310
0
52538.10
362.67
0.5
0.0
0.0
0.5
0.4
312
0
52472.91
362.67
0.5
0.0
0.0
0.5
0.4
314
0
52408.63
362.66
0.5
0.0
0.0
0.5
0.4
316
0
52345.24
362.66
0.5
0.0
0.0
0.5
0.4
10
Orifice
cfs
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2
0.2

1
2
3
4
5
6
7
_ 8
9
10
Time
Inflow
Storage
Stage
Outflow
Riser
Riser
Barrel
Notch
Orifice
T
I
S
Z
O
(weir)
(orifice)
Weir
min
cfs
cu -ft
ft
cfs
cfs
cfs
cfs
cfs
cis
318
0
52282.74
362.65
0.5
0,0
0.0
0.5
0.4
0.2
320
0
52221.10
362.65
0.5
0.0
0.0
0.5
0.4
0.2
322
0
52160.30
362.65
0,5
0.0
0.0
0.5
0.3
0.2
324
0
52100.33
362.64
0.5
0.0
0.0
0.5
0.3
0.2
326
0
52041.17
362.64
0.5
0.0
0.0
0.5
0.3
0.2
328
0
51982.82
362.63
0.5
0.0
0.0
0.5
0.3
0.2
330
0
51925.24
362.63
0.5
0.0
0.0
0.5
0.3
0.2
332
0
51868.43
362.62
0.5
0.0
0.0
0.5
0.3
0.2
334
0
51812.37
362.62
0.5
0.0
0.0
0.5
0.3
0.2
336
0
51757.05
362.62
0.5
'0.0
0.0
0.5
0.3
0.2
338
0
51702.45
362.61
0.4
0.0
0.0
0.4
0.3
0.2
340
0
51648.57
362.61
0.4
0.0
0.0
0.4
0.3
0.2
342
0
51595.38
362.60
0.4
0.0
0.0
0.4
0.3
0.2
344
0
51542.87
362.60
0.4
0.0
0.0
0.4
0.3
0.2
346
0
51491.04
362.60
0.4
0.0
0.0
0.4
0.3
0.2
348
0
51439.86
362.59
0.4
0.0
0.0
0.4
0.3
0.2
350
0
51389.34
362.59
0.4
0.0
0.0
0.4
0.3
0.2
352
0
51339.44
362.59
0.4
0.0
0.0
0.4
0.3
0.2
354
0
51290.17
362.58
0.4
0.0
0.0
0.4
0.3
0.2
356
0
51241.51
362.58
0.4
0.0
0.0
0.4
0.2
0.2
358
0
51193.46
362.57
0.4
0.0
0.0
0.4
0.2
0.2
360
0
51145.99
362.57
0.4
0.0
0.0
0.4
0.2
0.2
362
0
51099.10
362.57
0.4
0.0
0.0
0.4
0.2
0.2
364
0
51052.78
362.56
0.4
0.0
0.0
0.4
0.2
0.2
366
0
51007.02
362.56
0.4
0.0
0.0
0.4
0.2
0.2
368
0
50961.81
362.56
0.4
0.0
0.0
0.4
0.2
0.2
370
0
50917,14
362,55
0.4
0.0
0.0
0.4
0.2
0.2
372
0
50872.99
362.55
0.4
0.0
0.0
0.4
0.2
0.2
374
0
50829.37
362.55
0.4
0.0
0.0
0.4
0.2
0.2
376
0
50786.26
362.54
0.4
0.0
0.0
0.4
0.2
0.2
378
0
50743.64
362.54
0.4
0.0
0.0
0.4
0.2
0.2
380
0
50701.52
362.54
0.3
0.0
0.0
0.3
0.2
0.1
382
0
50659.89
362.53
0.3
0.0
0.0
0.3
0.2
0.1
384
0
50618.73
362.53
0.3
0.0
0.0
0.3
0.2
0.1
386
0
50578.04
362.53
0.3
0.0
0.0
0.3
0.2
0.1
388
0
50537.81
362.53
0.3
0.0
0.0
0.3
0.2
0.1
390
0
50498.03
362.52
0.3
0.0
0.0
0.3
0.2
0.1
392
0
50458.69
362.52
0.3
0.0
0.0
0.3
0.2
0.1
394
0
50419.79
362.52
0.3
0.0
0.0
0.3
0.2
0.1
396
0
50381.32
362.51
0.3
0.0
0.0
0.3
0.2
0.1
398
0
50343.27
362.51
0.3
0.0
0.0
0.3
0.2
0.1
400
0
50305.63
362.51
0.3
0.0
0.0
0.3
0.2
0.1
402
0
50268.41
362.51
0.3
0.0
0.0
0.3
0.2
0.1
404
0
50231.58
362.50
0.3
0.0
0.0
0.3
0.2
0.1
406
0
50195.14
362.50
0.3
0.0
0.0
0.3
0.2
0.1
408
0
50159.09
362.50
0.3
0.0
0.0
0.3
0.1
0.1
410
0
50123.43
362.49
0.3
0.0
0.0
0.3
0.1
01
412
0
50088.13
362.49
0.3
0.0
0.0
0.3
0.1
0.1
414
0
50053.21
362.49
0.3
0.0
0.0
0.3
0.1
0.1
416
0
50018.64
362.49
0.3
0.0
0.0
0.3
0.1
0.1
418
0
49984.43
362.48
0.3
0.0
0.0
0.3
0.1
0.1
420
0
49950.57
362.48
0.3
0.0
0.0
0.3
0.1
0.1
422
0
49917.06
362.48
0.3
0.0
0.0
0.3
0.1
0.1
424
0
49883.88
362.48
0.3
0.0
0.0
0.3
0.1
0.1
426
0
49851.04
362.47
0.3
0.0
0.0
0.3
0.1
0.1
428
0
49818.52
362.47
0.3
0.0
0.0
0.3
0.1
0.1
430
0
49786.33
362.47
0.3
0.0
0.0
0.3
0.1
0.1
432
0
49754.45
362.47
0.3
0.0
0.0
0.3
0.1
0.1
434
0
49722.88
362.46
0.3
0.0
0.0
0.3
0.1
0.1
436
0
49691.62
362.46
0.3
0.0
0.0
0.3
0.1
0.1
438
0
49660.66
362.46
0.3
0.0
0.0
0.3
0.1
0.1
440
0
49630.00
362.46
0.3
0.0
0.0
0.3
0.1
0.1
442
0
49599.63
362.46
0.3
0.0
0.0
0.3
0.1
0.1
444
0
49569.55
362.45
0.2
0.0
0.0
0.2
0.1
0.1

1
2
3
4
5
6
7
8
9
10
Time
Inflow
Storage
Stage
Outflow
Riser
Riser
Barrel
Notch
Orifice
T
I
S
Z
O
(weir)
(orifice)
Weir
min
cfs
--
cu -ft
ft
cfs
cfs
cfs
cfs
cfs
cfs
fAfi
0
49539.74
362.45
U
0.0
0.0
0.2
0.1
0.1
448
0
49510.22
362.45
02
0.0
0.0
0.2
0.1
0.1
450
0
49480.97
362.45
0.2
0.0
0.0
0.2
0.1
0.1

50
45
40
35
30
m
25
co
s
w 20
0
15
10
5
0
0
GRAPHED DATA FOR 10 YEAR STORM
Hydrographs
365.50
365.00
364.50
364.00
363.50
363.00
w
c�
F 362.50
362.00
361.50
361.00
360.50
360.00
0
50 100 150 200 250 300 350 400 450 500
Time (min)
STAGE - DISCHARGE FUNCTION
1 2 3 4 5 6 7 8
DISCHARGE (cfs)

CHAINSAW ROUTING FOR 100 -YEAR STORM
(REF: Malcom,
199 1)
COMPUTED RESULTS
Normal Surface
Area =
0.25
ac
Peak Stage =
365.49 ft
Maximum Surface
Area =
0.40
ac
Rise =
4.99 ft
Freeboard =
1.01
ft
Peak Outflow =
36.9 cfs
INPUT
Hydrograph Results:
Riser: Nr =
1
Top of Dam:
366.50 ft
Qp =
62.3
cfs
Riser Width =
4.0 ft
Barrel:
Tp =
23.4
min
Riser Length =
4.0 ft
Nb =
1
dT =
2
min
Cwr =
3.33
Db =
24 in
Stage- Storage
Results:
Cdr =
0.60
Cdb =
0.60
Ks =
1978
Zcr =
364.85 ft
Zinv =
357.00 ft
b =
1.73
Notch Weir. Nr =
1
Orifice: N =
1
Za =
356.0
ft (inv)
Riser Length =
0.5 ft
Cdr =
0.60
Initial Water Level:
Cwr =
3.33
D =
2.0 in
Z, =
360.50
ft
Zcr =
362.30 ft
Zcr =
360.50 ft
OUTPUT
1
2
3
4
5
6
7
8
9
10
Time
Inflow
Storage
Stage
Outflow
Riser
Riser
Barrel
Notch
Orifice
T
I
S
Z
O
(weir)
(orifice)
Weir
min
cfs
cu -ft
ft
cfs
cfs
cfs
cfs
cfs
cfs
0
0
26592.72
360.50
13.0
0.0
0.0
0.0
0.0
0.0
2
1
26592.72
360.50
0.0
0.0
0.0
0.0
0.0
0.0
4
4
26726.61
360.51
0.0
0.0
0.0
0.0
0.0
0.0
6
10
27251.15
360.56
0.0
0.0
0.0
0.0
0.0
0.0
8
16
28396.15
360.67
0.0
0.0
0.0
0.0
0.0
0.0
10
24
30346.82
360.86
0.1
0.0
0.0
0.1
0.0
0.1
12
32
33230.64
361.12
0.1
0.0
0.0
0.1
0.0
0.1
14
41
37108.17
361.46
01
0.0
0.0
0.1
0.0
0.1
16
48
41968.70
361.86
0.1
0.0
0.0
0.1
0.0
0.1
18
54
47731.00
362.31
0.1
0.0
0.0
0.1
0.0
0.1
20
59
54248.83
362.80
0.8
0.0
U
0.8
0.6
0.2
22
62
61250.76
363.29
1.9
0.0
0.0
1.9
1.7
0.2
24
62
68438.01
363.78
3.2
0.0
0.0
3.2
3.1
0.2
26
60
75513.67
364.23
4.8
0.0
0.0
4.8
4.6
0.2
28
57
82193.33
364.65
6.3
0.0
0.0
6.3
6.1
0.2
30
51
88222.21
365.01
11.2
3.4
30.7
40.0
7.6
0,2
32
46
93013.09
365.29
24.5
15.5
51.0
40.8
8.8
0.2
34
41
95559.27
365.43
33.5
23.9
58.9
41.2
9.4
0.2
36
37
96445.79
365.49
36.9
27.0
61.4
41.3
9.7
0.2
38
33
96409.32
365.48
36.8
26.9
61.3
41.3
9.7
0.2
40
29
95927.95
365.46
34.9
25.2
60.0
41.2
9.5
0.2
42
26
95255.56
365.42
32.4
22.8
58.0
41.1
9.4
0.2
44
23
94516.71
365.38
29.7
20.3
55.8
41.0
92
0.2
46
21
93770.26
365.33
27.1
17.9
53.5
40.9
9.0
0.2
48
19
93043.13
365.29
24.6
15.6
51.1
40.8
8.8
0.2
50
17
92346.85
365.25
22.3
13.5
48.7
40.7
8.6
0.2
52
15
91685.51
365.21
20.3
11.6
46.3
40.6
8.4
0.2
54
13
91059.60
365.18
18.4
9.9
43.9
40.5
8.3
0.2
56
12
90467.84
365.14
16.7
8.4
41.5
40.4
8.1
0.2
58
11
89908.15
365.11
15.2
7.0
39.1
40.3
8.0
0.2
60
10
89378.04
365.08
13.8
5.8
36.7
40.2
7.9
0.2
62
9
88874.84
365.05
12.6
4.7
34.2
40.1
7.7
0.2
64
8
88395.82
365.02
11.5
3.7
31.7
40.0
7.6
0.2
66
7
87938.18
364.99
10.6
2.8
29.0
39.9
7.5
0.2
68
6
87499.03
364.97
9.7
2.1
26.2
39.9
7.4
0.2
70
6
87075.29
364.94
9.0
1.5
23.2
39.8
7.3
0.2

1 2 3 4 5 6 7 8 9 10
Time
Inflow
Storage
Stage
Outflow
Riser
Riser
Barrel
Notch
Orifice
T
I
S
Z
O
(weir)
(orifice)
Weir
min
cfs
cu -ft
ft
cfs
cfs
cfs
cfs
cfs
cfs
72
5
86663.59
364.92
8.3
0.9
19.8
39.7
7.2
0.2
74
4
86259.97
364.89
7.8
0.5
15.8
39.6
7.1
0.2
76
4
85859.35
364.87
7.3
0.1
10.4
39.6
7.0
0.2
78
4
85454.18
364.84
7.1
0.0
0.0
7.1
6.9
0.2
80
3
85026.48
364.82
7.0
0.0
0.0
7.0
6.8
0.2
82
3
84566.52
364.79
6.9
0.0
0.0
6.9
6.7
0.2
84
3
84079.93
364.76
6.8
0.0
0.0
6 -8
6.6
0.2
86
2
83571.65
364.73
6.7
0.0
0.0
6.7
6.4
0.2
88
2
83046.04
364.70
6.5
0.0
0.0
6.5
6.3
0.2
90
2
82506.92
364.67
6.4
0.0
0.0
6.4
6.2
0.2
92
2
81957.64
364.63
6.3
0.0
0.0
6.3
6.1
0.2
94
1
81401.13
364.60
61
0.0
0.0
6.1
5.9
0.2
96
1
80839.96
364.56
6.0
0.0
0.0
6.0
5.8
0.2
98
1
80276.34
364.53
5.9
0.0
0.0
5.9
5.7
0.2
100
1
79712.22
364.49
5.7
0.0
0.0
5.7
5.5
0.2
102
1
79149.26
364.46
5.6
0.0
0.0
5.6
5.4
0.2
104
1
78588.91
364.43
5.5
0.0
0.0
5.5
5.3
0.2
106
1
78032.40
364.39
5.3
0.0
0.0
5.3
5.1
0.2
108
1
77480.80
364.36
5.2
0.0
0.0
5.2
5.0
0.2
110
1
76934.99
364.32
5.1
0.0
0.0
5.1
4.9
0.2
112
1
76395.73
364.29
5.0
0.0
0.0
5.0
4.8
0.2
114
0
75863.66
364.26
4.9
0.0
0.0
4.9
4.6
0.2
116
0
75339.29
364.22
4.7
0.0
0.0
4.7
4.5
0.2
118
0
74823.05
364.19
4.6
0.0
0.0
4.6
4.4
0.2
120
0
74315.28
364.16
4.5
0.0
0.0
4.5
4.3
0.2
122
0
73816.25
364.13
4.4
0.0
0.0
4.4
4.2
0.2
124
0
73326.16
364.09
4.3
0.0
0.0
4.3
4.1
0.2
126
0
72845.15
364.06
4.2
0.0
0.0
4.2
4.0
0.2
128
0
72373.32
364.03
4.1
0.0
0.0
41
3.9
0.2
130
0
71910.73
364.00
4.0
0.0
0.0
4.0
3.8
0.2
132
0
71457.38
363.97
3.9
0.0
0.0
3.9
3.7
0.2
134
0
71013.26
363.95
3.8
0.0
0.0
3.8
3.6
0.2
136
0
70578.33
363.92
3.7
0.0
0.0
3.7
3.5
0.2
138
0
70152.52
363.89
3.6
0.0
0.0
3.6
3.4
0.2
140
0
69735.75
363.86
3.5
0.0
0.0
3.5
3.3
0.2
142
0
69327.89
363.84
3.4
0.0
0.0
3.4
3.2
0.2
144
0
68928.85
363.81
3.3
0.0
0.0
3.3
3.2
0.2
146
0
68538.49
363.78
3.3
0.0
0.0
3.3
3.1
0.2
148
0
68156.66
363.76
3.2
0.0
0.0
3.2
3.0
0.2
150
0
67783.22
363.73
3.1
0.0
0.0
3.1
2.9
0.2
152
0
67418.01
363.71
3.0
0.0
0.0
3.0
2.8
0.2
154
0
67060.88
363.69
3.0
0.0
0.0
3.0
2.8
0.2
156
0
66711.66
363.66
2.9
0.0
0.0
2.9
2.7
0.2
158
0
66370.18
363.64
2.8
0.0
0.0
2.8
2.6
0.2
160
0
66036.28
363.62
2.8
0.0
0.0
2.8
2.6
0.2
162
0
65709.79
363.60
2.7
0.0
0.0
2.7
2.5
0.2
164
0
65390.54
363.57
2.6
0.0
0.0
2.6
2.4
0.2
166
0
65078.37
363.55
2.6
0.0
0.0
2.6
2.4
0.2
168
0
64773.10
363.53
2.5
0.0
0.0
2.5
2.3
0.2
170
0
64474.58
363.51
2.5
0.0
0.0
2.5
2.3
0.2
172
0
64182.63
36149
2.4
0.0
0.0
2.4
2.2
0.2
174
0
63897.10
363.47
2.3
0.0
0.0
2.3
2.2
0.2
176
0
63617.83
363.46
2.3
0.0
0.0
2.3
2.1
0.2
178
0
63344.66
363.44
2.2
0.0
0.0
2.2
2.1
0.2
180
0
63077.44
363.42
2.2
0.0
0.0
2.2
2.0
0.2
182
0
62816.02
363.40
2.1
0.0
0.0
2.1
2.0
0.2
184
0
62560.26
363.38
2.1
0.0
0.0
2.1
1.9
0.2
186
0
62310.00
363.37
2.0
0.0
0.0
2.0
1.9
0.2
188
0
62065.10
363.35
2.0
0.0
0.0
2.0
1.8
0.2
190
0
61825.44
363.33
2.0
0.0
0.0
2.0
1.8
0.2

1 2 3 4 5 6 7 8 9 10
Time I Inflow Storage Stage Outflow Riser Riser Barrel Notch Orifice
T I S Z O (weir) (orifice) Weir
min
cfs
cu -ft
ft
cfs
cfs
cfs
cfs
cfs
cfs
192
0
61590.87
363.32
1.9
0.0
0.0
1.9
1.7
0.2
194
0
61361.27
363.30
1.9
0.0
0.0
1.9
1.7
0.2
196
0
61136.50
363.29
1.8
0.0
0.0
1.8
1.7
0.2
198
0
60916.45
363.27
1.8
0.0
0.0
1.8
1.6
0.2
200
0
60700.98
363.26
1.8
0.0
0.0
1.8
1.6
0.2
202
0
60489.99
363.24
1.7
0.0
0.0
1.7
1.6
0.2
204
0
60283.35
363.23
1.7
0.0
0.0
1.7
1.5
0.2
206
0
60080.96
363.21
1.7
0.0
0.0
1.7
1.5
0.2
208
0
59882.71
363.20
1.6
0.0
0.0
1.6
1.4
0.2
210
0
59688.48
363.19
1.6
0.0
0.0
1.6
1.4
0.2
212
0
59498.19
363.17
1.6
0.0
0.0
1.6
1.4
0.2
214
0
59311.72
363.16
1.5
0.0
00
1.5
1.4
0.2
216
0
59128.98
363.15
1.5
0.0
0.0
1.5
1.3
0.2
218
0
58949.88
363.13
1.5
0.0
0.0
1.5
1.3
0.2
220
0
58774.32
363.12
1.4
0.0
0.0
1.4
1.3
0.2
222
0
58602.21
363.11
1.4
0.0
0.0
1.4
1.2
0.2
224
0
58433.47
363.10
1.4
0.0
0.0
1.4
1.2
0.2
226
0
58268.01
363.09
1.4
0.0
0.0
1.4
1.2
0.2
228
0
58105.76
363.07
1.3
0.0
0.0
1.3
1.2
0.2
230
0
57946.62
363.06
1.3
0.0
0.0
1.3
1.1
0.2
232
0
57790.53
363.05
1.3
0.0
0.0
1.3
1.1
0.2
234
0
57637.41
363.04
1.3
0.0
0 -0
1.3
1.1
0.2
236
0
57487.18
363.03
1.2
0.0
0.0
1.2
1.1
0.2
238
0
57339.78
363.02
1.2
0.0
0.0
1.2
1.0
0.2
240
0
57195.14
363.01
1.2
0.0
0.0
1.2
1.0
0.2
242
0
57053.18
363.00
1.2
0.0
0.0
1.2
1.0
0.2
244
0
56913.84
362.99
1.1
0.0
0.0
1.1
1.0
0.2
246
0
56777.07
362.98
1.1
0.0
0.0
1.1
1.0
0.2
248
0
56642.79
362.97
1.1
0.0
0.0
1.1
0.9
0.2
250
0
56510.95
362.96
1.1
0.0
0.0
1.1
0.9
0.2
252
0
56381.49
362.95
1.1
0.0
0.0
1.1
0.9
0.2
254
0
56254.36
362.94
1.0
0.0
0.0
1.0
0.9
0.2
256
0
56129.49
362.93
1.0
0.0
0.0
1.0
0.9
0.2
258
0
56006.84
362.93
1.0
0.0
0.0
1.0
0.8
0.2
260
0
55886.35
362.92
1.0
0.0
0.0
1.0
0.8
0.2
262
0
55767.98
362.91
1.0
0.0
0.0
1.0
0.8
0.2
264
0
55651.67
362.90
1.0
0.0
0.0
1.0
0.8
0.2
266
0
55537.38
362.89
0.9
0.0
0.0
0.9
0.8
0.2
268
0
55425.06
362.88
0.9
0.0
0.0
0.9
0.8
0.2
270
0
55314.66
362.88
0.9
0.0
0.0
0.9
0.7
0.2
272
0
55206.14
362.87
0.9
0.0
0.0
0.9
0.7
0.2
274
0
55099.46
362.86
09
0.0
0.0
0.9
0.7
0.2
276
0
54994.58
362.85
0.9
0.0
0.0
0.9
0.7
0.2
278
0
54891.45
362.85
0.8
0.0
0.0
0.8
0.7
0.2
280
0
54790.04
362.84
0.8
0.0
0.0
0.8
0.7
0.2
282
0
54690.31
362.83
0.8
0.0
0.0
0.8
0.7
0.2
284
0
54592.22
362.82
0.8
0.0
0.0
0.8
0.6
0.2
286
0
54495.74
362.82
0.8
0.0
0.0
0.8
0.6
0.2
288
0
54400.82
362.81
0.8
0.0
0.0
0.8
0.6
0.2
290
0
54307.44
362.80
0.8
0.0
0.0
0.8
0.6
0.2
292
0
54215.56
362.80
0.8
0.0
0.0
0.8
0.6
0.2
294
0
54125.14
362.79
0.7
0.0
0.0
0.7
0.6
0.2
296
0
54036.17
362.78
0.7
0.0
0.0
0.7
0.6
0.2
298
0
53948.60
362.78
0.7
0.0
0.0
0.7
0.6
0.2
300
0
53862.41
362.77
0.7
0.0
0.0
0.7
0.5
0.2
302
0
53777.56
362.76
0.7
0.0
0.0
0.7
0.5
0.2
304
0
5369403
362.76
0.7
0.0
0.0
0.7
0.5
0.2
306
0
53611.79
362.75
0.7
0.0
0.0
0.7
0.5
0.2
308
0
53530.81
362.75
0.7
0.0
0.0
0.7
0.5
0.2
310
0
53451.07
362.74
0.7
0.0
0.0
0.7
0.5
0.2
312
0
53372.54
362.73
0.6
0.0
0.0
0.6
0.5
0.2
314
0
53295.19
362.73
0.6
0.0
0.0
0.6
0.5
0.2
316
0
53219.00
362.72
0.6
0.0
0.0
0.6
0.5
0.2

1
2
3
4
5
6
7
8
9
10
Time
Inflow
Storage
Stage
Outflow
Riser
Riser
Barrel
Notch
Orifice
T
I
S
Z
O_
(weir)
(orifice)
Weir
min
cfs
cu -ft
ft
cfs
cfs
cfs
cfs
cfs
cfs
318
0
53143.95
362.72
0.6
0.0
0.0
0.6
0.3
0.2
320
0
53070.02
362.71
0.6
0.0
0.0
0.6
0.5
0.2
322
0
52997.17
362.71
0.6
0.0
0.0
06
0.4
0.2
324
0
52925.39
362.70
0.6
0.0
0.0
0.6
0.4
02
326
0
52854.66
362.70
0.6
0.0
0.0
0.6
0.4
0.2
328
0
52764.95
362.69
0.6
0.0
0.0
0.6
0.4
0.2
330
0
52716.25
362.69
0.6
0.0
0.0
0.6
0.4
0.2
332
0
52648.53
362.68
0.6
0.0
0.0
0.6
0.4
0.2
334
0
52581.77
362.68
0.5
0.0
0.0
0.5
0.4
0.2
336
0
52515.96
362.67
0.5
0.0
0.0
0.5
0.4
0.2
338
0
52451.08
362.67
0.5
0.0
0.0
0.5
0.4
0.2
340
0
52387.11
362.66
0.5
OA
0.0
05
0.4
0.2
342
0
52324.02
362.66
0.5
0.0
0.0
0.5
0.4
0.2
344
0
52261.81
362.65
0.5
0.0
0.0
0.5
0.4
0.2
346
0
52200.46
362.65
0.5
0.0
0.0
0.5
0.4
0.2
348
0
52139.94
362.64
0.5
0.0
0.0
0.5
0.3
0.2
350
0
52080.25
362.64
0.5
0.0
0.0
0.5
0.3
0.2
352
0
52021.37
362.64
0.5
0.0
0.0
0.5
0.3
0.2
354
0
51963.27
362.63
0.5
0.0
0.0
0.5
0.3
0.2
356
0
51905.96
362.63
0.5
0.0
0.0
0.5
0.3
0.2
358
0
51849.40
362.62
0.5
0.0
0.0
0.5
0.3
0.2
360
0
51793.59
362.62
0.5
0.0
0.0
0.5
0.3
0.2
362
0
51738.52
362.61
0.5
0.0
0.0
0.5
0.3
0.2
364
0
51684.16
362.61
0.4
0.0
0.0
0.4
0.3
0.2
366
0
51630.51
362.61
0.4
0.0
0.0
0.4
0.3
0.2
368
0
51577.56
362.60
0.4
0.0
0.0
0.4
0.3
0.2
370
0
51525.28
362.60
0.4
0.0
0.0
0.4
0.3
0.2
372
0
51473.67
362.60
0.4
0.0
0.0
0.4
0.3
0.2
374
4
51422.72
362.59
0.4
0.0
0.0
0.4
0.3
0.2
376
0
51372.41
362.59
0.4
0.0
0.0
0.4
0.3
0.2
378
0
51322.72
362.58
0.4
0.0
0.0
0.4
0.3
0.2
380
0
51273.66
362.58
0.4
0.0
0.0
0.4
0.3
0.2
382
0
51225.21
362.58
0.4
0.0
0.0
0.4
0.2
0.2
384
0
51177.35
362.57
0.4
0.0
0.0
0.4
0.2
0.2
386
0
51130.08
362.57
0.4
0.0
0.0
0.4
0.2
0.2
388
0
51083.39
362.57
0.4
0.0
0.0
0.4
0.2
0.2
390
01
51037.26
362.56
0.4
0.0
0.0
0.4
0.2
0.2
392
0
50991.68
362.56
0.4
0.0
0.0
0.4
0.2
0.2
394
0
50946.66
362.56
0.4
0.0
0.0
0.4
0.2
0.2
396
0
50902.16
362.55
0.4
0.0
0.0
0.4
0.2
0.2
398
0
50858.20
362.55
0.4
0.0
0.0
0.4
0.2
0.2
400
0
50814.74
362.55
0.4
0.0
0.0
0.4
0.2
0.2
402
0
50771.80
362.54
0.4
0.0
0.0
0.4
0.2
0.2
404
0
50729.36
362.54
0.3
0.0
0.0
0.3
0.2
0.2
406
0
50687.40
362.54
0.3
0.0
0.0
0.3
0.2
0.1
408
0
50645.93
362.53
0.3
0.0
0.0
0.3
0.2
0.1
410
0
50604.93
362.53
0.3
0.0
0.0
0.3
0.2
0.1
412
0
50564.40
362.53
0.3
0.0
0.0
0.3
0.2
0.1
414
0
50524.32
362.52
0.3
0.0
0.0
0.3
0.2
0.1
416
0
50484.69
362.52
0.3
0.0
0.0
0.3
0.2
0.1
418
0
50445.50
362.52
0.3
0.0
0.0
0.3
0.2
0.1
420
0
50406.74
362.52
0.3
0.0
0.0
0.3
0.2
0.1
422
0
50368.42
362.51
0.3
0.0
0.0
0.3
0.2
0.1
424
0
50330.51
362.51
0.3
0.0
0.0
0.3
0.2
0.1
426
0
50293.01
362.51
0.3
0.0
0.0
0.3
0.2
0.1
428
0
50255.92
362.50
0.3
0.0
0.0
0.3
0.2
0.1
430
0
50219.22
362.50
0.3
0.0
0.0
0.3
0.2
0.1
432
0
50182.92
362.50
0.3
0.0
0.0
0.3
0.2
0.1
434
0
50147.00
362.50
0.3
0.0
0.0
0.3
0.1
0.1
436
0
50111.46
362.49
0.3
0.0
0.0
0.3
0.1
0.1
438
0
50076.29
362.49
0.3
0.0
0.0
0.3
0.1
0.1
440
0
50041.49
362.49
0.3
0.0
0.0
0.3
0.1
0.1
442
0
50007.04
362.49
0.3
0.0
0.0
0.3
0.1
0.1
444
0
49972.95
362.48
0.3
0.0
0.0
0.3
0.1
0.1

70
60
50
N
�r.
40
d
rn
�v
v 30
_N
D
20
10
0
0
GRAPHED DATA FOR 100 YEAR STORM
Hydrographs
366.00
365.00
364.00
w 363.00
Q
U)
362.00
361.00
360.00 -L
0
50 100 150 200 250 300 350 400 450 500
Time (min)
5 10
STAGE - DISCHARGE FUNCTION
15 20 25 30 35 40
DISCHARGE (cfs)

Pc
Number of Drains =
Diameter of Drains =
Orifice Coefficient =
Elevation of Drains =
DRAWDOWN CALCULATIONS
Woodall Subdivision
Storage Pool Drawdown
nd must detain the first 1" of runoff and release it in 2 to 5 days
INPUT
1 Starting Water Elevation = 362.30 ft
2.0 in Ending Water Elevation = 360.50 ft
0.60 Driving Head = 0.60 ft
360.50 ft
OUTPUT
By the Orifice Equation:
Flow = 0.08 cfs
Vol of Storage Required = 20539 cf
Vol of Storage Provided = 20966 cf OK
Length of Drawdown = 257646 sec or 2.98 days OK
Permanent Pool Drawdown
Bottom drain must completely drain pond in less than 24 hours
INPUT
Number of Drains = 1 Starting Water Elevation = 360.50 ft
Diameter of Drains = 8.0 in Ending Water Elevation = 357.00 ft
Orifice Coefficient = 0.60 Average Head = 1.75 ft
Elevation of Drains = 357.00 ft
OUTPUT
By the Orifice Equation-
Average Flow = 2.22 cfs
Volume of Storage = 26593 cf
Length of Drawdown = 11959 sec or 3.32 hours OK

OBJECTIVE
ASSUMPTIONS:
SOLUTION - Qp:
ANTI- FLOTATION CALCULATIONS
Woodall Subdivision
Determine Anti - Flotation Block
Density of Water = 62.4 Ibs/ cf
Density of Concrete = 150.0 Ibs/ cf
- Calculate the bouyant force as if the top of the riser were to become plugged.
- Bouyant force is the Volume X Density of Water X 1.1
Use Section 8.07.08 to determine the Determine the weight of water displaced by the empty
riser, and desing a block with bouyant weight 1.1 times the weight of displaced water.
Riser Width =
Riser Length =
Riser Height =
Base Width =
Base Length
Base Depth =
Barrel Opening =
Riser Walls
Riser Interior
Barrel Opening
Base
Net Force
4.0 ft Wall Thickness = 8 in
4.0 ft ( *See sheet C3.5 for dimensions)
7.9 ft
6.8 ft 82 in
5.3 ft 64 in
1.00 ft 12 in
2.0 ft 24 in
Volume Dry Weight
cf Ibs
136.07 20,410.00
125.60
2.09 - 314.16
36.44 5,466.67
25,562.51
4,956.40lbs DOWNWARD
Bouyant Force A
Ibs
9,339.62
8,621.18
143.76
2,501.55
20,606.11
CONCLUSION:
OK: The riser structure has enough weight to overcome bouyant forces.

Project Name: Project BMP 2 Proiect #: #
Citv /State: Town Date: 6- Oct -15
SPUTTER BOX DESIGN
Q = Cd *A *(2gh)'(1/2)
WQ Volume Drawdown
Variables Constants
Q from WQ storm: 0.10 cfS g =
Diameter of Pipe to Level Spreader: 0.17 ft Cd=
A of pipe to level spreader: 0.02 sf
Solve for h to head on level spreader pipe required for WQ flow.
h = (Q /(Cd *A))"2
2g
h = 0.837213425
Head on centroid of level spreader pipe should be 0.84 ft
Set invert of bypass pipe to 0.92 feet above invert of level spreader pipe
K: \14 \14- 0270 \140274 - Woodall Tract\H -H \BMP \Splitter Box - Woodall.xlsx
32.2 WS2
0.6

Overall Site Watershed Model
Schematic

I
Watershed Model Schemat�IcdraflowHydrographs Extension for AutoCAD® Civil 3D ®2014byAutodesk, Inc. v10.3
RE -AREA 1 4-POST-AREA 1
PRE-DRAINAGE 2
v
RE- DRAINAGE! 3
V
OST -AREA 2
AST -AREA 3
POST -AREA 4
f POST -AREA 5
POST-AREA 6
POST -AREA 7
If D
15 - POST -AREA 8 - OFFSITE
CV
8 -BMP2
V
b
-BMP1
V6 PRE
�14 -ADD POST
V16 - OVERALL POST
Project: WOODALL- 9- 30- 15.gpw I Tuesday, 10 / 6 / 2015

Curve Number& TC Calculations

POND 1 Curve Number and Time of Concentration Calcs
WOODALL - PRE AREA 1 . PRE - DEVELOPMENT CONDITIONS
hydrologic Sail Group (HSGJ
HSG A
HSG 6
HSG C
HSG D
SUM of
Cover Type
Area I
CN
Area CN
Area
CN
Area CN
CN
(acre) k
(acre) `
(acre) `
(acre)
Impervious Areas (excludinq ROW)
JJJ
Paved parkinq lots. roofs. driveways
°:
I 98
0.500 I
98
I 98
49.0
Streels and Roads
Paved. curbs and storm sewers jeKcludinq ROW)
98
98
98
98
00
Paved, open ditch" (including OW)
-
83
89
92
93
010
Gravel 0acludinp ROW
76 1
� 85
89
91
00
Dirt (including ROW)
72
82
87
89
0 -0
QQpa Soaee {lidwn& parks golf courses, Mc)
�PPoor Cprrdr -on (grass cover < 50%
se
79
66
89
IJ
_a_
Fair Condition (press cover 50 to 7b %}
-
I
49
69
4..480
79
84
35'J -9
Gaud Condition (gr35s cover> 76%,l
39
_ _
61
74
{ 80
0 -0
Urban Aistrids
Commercial and businesss (A vo 65% Impervious)
89
I 92
44
� 95
0.00.0
'TL-3 rf8f Avq r2 %imoerviou5
I
81
88
�
91
93
0.5 .
IRcaid n1ift istricts by Avg Lot Size
-
1/8 Acre or Less, townhomes (Avg 65% Impervious)
77
85
90
92
0 -0
- -
114 Acre r1(Avo 3856 fmpervidusll
61
75
83
87
0.0
1 1/3 Acre (Ava 309l Impervious)
57
72
$1
86
00
I 112ACre (Avg 25% Impervious)
54
70
80
85
0 -0
I 1 Acre (Avq 20% Impervious+
51
68
79
84
010
2 Acre (Avq 12% Impervious
46
65
I
77
82
0.0
Newiv Graded Areas
PefoDus areas Only, no vegetation
i'
77
I 86 I
I k
91 I
I 94
0.0
Pasture, range (continuous forage for grazing}
j
Poor Cooddion (grass cover <WY
68
79
86
IR 89
0.0
Fair Condition (q>;rws cover 50 to 755%)_
I
49
I 69
I
79
{ 84
0.0
_ -
Good Condition (grass cover> 75_ %)
39
61
74
j 80
0,0
Meadow
Conti uduss& np arazin q. mowed for ha (
I
30
1 58
1
71
I 78
0.0
Hrush rush /weedlarass mix, mo5lhr brusbi
-
Poor ndition (press cover < 50ya
48
67
77 _
83
0.0
Fair Condition e" cover 50 to 7L
35
I 56
I
70
I 77
0.0
Good Condition (gqrass cover> 75 %)
30
48 -
65
73
0.4
W oods/Grass Combination
I
Poor CarrVftn (Grass cover < X%
57
73
-
82
86
0.0
Fair Condiitian (grass cover 50 to 7 }
43
65 -
26 -970
76
82
_2049 -7
Good Condition (Grass cover > 75 %)
I
32
58
72
79
0.0 .
Woods
Poor CGWJUon
45
I!I 66
77
83
00
Fair Condition
I
I
Goad Condition
36
! 55
70
77
0.0
Farmsteads
-
$U+tdlnos. Lanes, driveways. and surroundinq lots
1
59
1 74
1
82
I 86
00
Agicultural Land
_
Fallow, Sere Soll
77
86
91
I 94
I 0.0
Fallow, Crop Residue Cover p>ar}
76
85
90
93
0.0
Fallow, Crop Residue Cover ( 1
74
83 -
88
90
0.0
_
Row Crops. Straiaht Row (Poor)
72
81
88
91
0.0
Row Croo, $freight Row (19000
67 -
78
-
85
89
O.D
Row Crops. Straight Row & Crop Residue (Poor)
71
80
87
90
OA
Row Crops, Straight Row & Crop Residue (Good)
64
75
82
85
0.0
-
r Total =
24526
TOTAL AREA =
31.95
COMPOSITE CN =
%6./(i�

POND 1 Curve Number and Time of Concentration Calcs
TIME OF CONCENTRATION
I
AREA
1
Manninq's Overland Flow Coefficient
SHEET FLOW TRAVEL TIME
Bermuda Grass
0.410
P2 Depth
Manning's
Land
Travel
Culvtivated, Residue < 20%
0.060
Land Cover
I
I
O erlandw
I
en th
Culvtivated, Residue > 20 /
0.170
( 2- y r, 24 -
Coefficient
Slope
c =15w
oft)
Time
Dense Grass
0.240
(inihr)
(In l
(ftlft)
(ft)
(min)
Fallow (no residue)
0.050
Woods (light underbrush)
-
3.9
OA
0.0500
150
18.65
Range
0.130
-
-
#N /A
-
-
-
Short Grass
0.150
Smooth Surfaces
0.011
Woods (dense underbrush)
0.800
Woods (light underbrush)
0.400
SHALLOW CONCENTRATE
DF O �WTIME
FLOW �
Shallow Concentrated Flow Coefficient
Land Cover
Velocity Factor
Land Slope
Velocity
Flow
l
Land Cover
Velocitv Factor
Length
Time
Paved
20.3282
(ftlft)
MIS)
(ft)
(min)_
Unpaved
16.1345
IUnpaved
16.1345
0.0710
4.30
200
0.78
OPEN CHANNEL OR PIPE FLOW TIME
Diameter (in) or
Side
Long.
Flow
Channel Shape
Manning's n
Depth
Velocity
Travel Time
Base Width (ft)
Slope
Slope
Length
(Hrv)
(ft/ft)
(ft/s)
(ft) jmin)
Triangular
0.035
1
1
3
0.060
6.97
1861 4.45
Trapezoidal
0.035
1
2
2
0.020
4.37
0 0.00
Circular
0.010
1
1
0
0.010
1.13
0 0.00
Trapezoidal
0.010
1
1
0
0.010
7.16
0 0.00
Triangular
0.010
1
1
0
0.010
7.16
0 0.00
Trapezoidal
0.010
1
1
0
0.010
7.16
0 0.00
Trapezoidal
0.010
1
1
0
0.010
7.16
0 0.00
Trapezoidal
0.010
1
1
0
0.010
7.16
0 0.00
Total Time of Concentraiton
23.88
min

POND 1 Curve Number and Time of Concentration Calcs
t WOOPALL - PRE AREA 2 - PRE - DEVELOPMENT CONDMONS
Hydrologic Soil Group (HSG)
MSG
A
"5
H SG HSG
C
HSG D
SUM of
Cover Type
Area
(acre) I
CN
Area
(acre) I CN
Area
(acre)
CN
Area
(acre) I CN
CN *Area
Impervious Areas (exclutlinq ROW)
Paved parkino lots, roofs, ddveways
1
98
_ 98
2.000 1
96
I 98
1960
Streets and Roads
-
Paved, curbs and storm sewers (excluding ROW)
98
98
98
98
0 -0
Paved. open ditches (inoludkm OW)
83
89
j
92
93
0.0
Gravel fincludinq ROW)
76
85
I
89
91
0.0
Dirt (includino ROW)
I
72
82
87
89
0.0
0 Spaec�lnwns, Q�rks, Golf courses. eWI
79
86
88
0 0
Poor Condrlian fyysass cover < W%t
68
I
Fair Condition (grass cover 50 to 75 %)
I
49
I 69
2.890
79
I 84
22$,3
Good Coit;&ion brass cover> 75%)
39
61
f
f
74
80
0 =0
Urban DJSWcts
_
CornmerG01 and business lAvy 65% ImpeNfpus)
}
89
92
- I
94
I 95
'0.0
lndustrisl (Avq r`2% impervious)
`
81
88
`
91
93
00
Residential Oistricls by Avq Lot Size
1/8 Acre or Less, townhomes (Avq 851% Impervious)
77
85
1.000
90
92
90.0
- 114 Acre (Avq 36% Info Moust
61
75
83
87
0.0
1/3 Acre Avq 30% Impervious)
57
72
81
66
0.0
112 Acre (Avo 25% Im us)
64
70
80
85
00
I Acre (Aral 20% bete)
51
68
79
84
0.0
2 Acre tAvo 12% Impervious)
_
46
65
_
77
1 82
0.0
Newly Graded Areas
Pervious areas oniv. no vegetation
1
77
I 66
1
91
1 94
0 -0
Pasture. range [Continuous f to' grazing)
Poor Condition (crass coyer < rv0°io#
68
79
&6
89
010
Fair Condition (crass cover 50 to 7'ry %)
6
49
69
79
84
0.21
Goad Conddw (crass curer > 75 %)
I
39
61
74
_ 80
0.0
Meadow
-..
Conbmmus grass. no gnniry, mowed for har
blush)
I
30
I 58
I.
71
78
0.0
Brush (brushtw dlgrass mix, mostly
Poor Condition (grass cover < 50%1
48
67
_
77
83
0.0
Fair Condition (grass Lover 50 to 7bS6)
35
56
I
70
I 77
0.0
Good CondWon (vrass cover> 75%)
30
48
65
73
0.0
Woods(Grass Combination
Poor C*WWon (crass cover < WW
57
73
Ip
82
86
0.0
Fair Cond uon (crass Cover 50 to 75%) __.. -
43
65
76
82
0.0
Good Condition (crass cover > 75 %)
32
58
72
79
0.0
Woods
1]
Poor Condition
45
fib
I
77
83
0.0 -
FairCoadrdion
0.100 I
6
I
I 2_680
73
79
10 .2
-
Good Condlivn
3
I 55
j
Farmsteads
Buildincs, Lanes. driveways. and sumoundinplots
-
I
59
I 74
I
82
I 86
0.0
A aricultural Lana - _
Fallew; Bere Sole
77
86
f
91
1 94
0.0
Falhsvt, Crop Residue Cover (Poor)
76
85
90
1 93
0.0
Fallow. CrqkResidue Corer (Good)
74
83
68
1 90
0.0
Row Crops. 5lraiaht Row fPoorj
72
81
88
91
0.0
Row Crops, Straight Row Goo
67
78
85
89
0 -0
Row Crops, Straight Row & Crop Residue fPoorj
71
so
87
90
0.0
Row Crops, Straiaht Row & Croo Resk4ue (Good)
64
75
82
85
OA
Total=
713.6
TOTAL AREA ^
Composst TE CN =
1 82.301

POND 1 Curve Number and Time of Concentration Calcs
WOODALL - PRE AREA 3 - PRE - DEVELOPMENT CONDITIONS
Hydrologic Soil Group (HSG)
RSG A
HSG 8
HSG C
H$G D
Cover Type
Area I CN
I Area I CN
Area CN
Area CN
SUM of
CN'Area
(acre) `
(acre)
(acre)
(acre)
impervious Areas (excluding ROW)
Paved parking lots, roofs, driveways
I 98
I _ 98
I 98
98
0_.0
Streets and Roads
Paved, curbs and storm sewers (excluding ROW)
98
98
98
98
0 -0
Paved, open ditches (including ROW)
83
I
89
I
92
93
0.0
Gravel flnclud+ng ROVA - --
76
85
89
91
0.0
LUrI. {includ+r( ROW)
72
82
87
89
0.0
itpyn $pace �Iawns, Parks. golf courses. etc)
-
_
I Poor Cor4&'an grass cover, T j
68
79
86
I+
89
0.0
I Fair ConcRion twass cover 50 to 75%)
49
�
69
I
3,200 79
84
252 -8
1 Good Condition term cover> 75%)
39
61
I 74
8
0 -0
[Urban Oistricts
I Commercial and buainesss FAvV 85 impervious?
89
92
94
95
0.0
I (ndus1rW (Ava 72% Impervious)
81
I 88 _
91 -
I 93
6.0
esidential Districts by Avg Lot Size
-
1/6 Acre or Less. townhomes (Avo 65% Impervious)
r
77
I1[ 85
90
92
00
1/4 Acre (Ava 38% Impervious)
61
I 75
83
87
00
113 Acre (Avg 30% Impervious)
57
72
81
86
00
1I2Acre fAvQ 25% Inlpery m a)
54
70
80
85
00
I Acre (Avg 20% impervious)
51
68
79
84
0.0
2ACre (Ave 12% Impervious)
46
65
77
82
0.0 -
Newly Graded Areas -
-
Pervious areas only. no veoetation
I 77
I 86
I 41
94
00
Pasture. range (continuous forage for grazing)
- -
Poor Condilton (Grass cover < 50%L
68
79
86
89
0 -0
Fair Condition fvrass cover 50 to 75 %)
49
I
69
I
79
84
0.0
Good Condition (grass cover> 75%1
39
61
74
80
0,0
Meadow
Continuous giess, no gmv.npp,, mowed for hay
Brush (brush1weedfgrass mtx, mosSY brush)
I 30
I 58
I 71
I 78
0.0
Poor Condition fgrass cover < 50%)
48
! 67
77
IiI
83
0 -0
Fair Condition tgaass cover 50 to 75 %)
35
56
70
77
I
0:0
Good Con0bn larass cover > 75 %)
30
48
l 65
73
0 -0
-Woo tGrassCombination
- Poor Condition (grass cover < 50 %)
57
73
82
86
0.0
Fair CGrni)Gon (grass cover 5O to 75 %)
I 43
65
76
82
0.0
-
Good Condition ( orass cover > 75 %)
32
58
f 72
79
00
Wanda
Poor Condition
45
66
77
83
0 -0
Fair Condition
36
60
0.270 73 -
79
19.7
Good CGndiYion
I 30
1 55
70
77
0-0
Farmsteads
BuiIdirm. tangs, driveways. andsumrunarrno lots
I 59
I 74
I 82
i 86
010
Agricultural Land
Fallow, Bare Soil
77
86
91
94
0.0
Fallow, Crop Residue Cover (Poor
76
85
90
93
0.0
Fallow. Crop Residue Cover (Good)
74
83
88
90
0.0
Row crops, straight Row (Poor)
72
81
88
91
0.0
Row Craps, Stlalaht Row fGoodl
67
78
85
s9
0 -0
{ Row Crops. Straight Row & Crop Residue (Poor)
71
80
87
90
0.0
I flow Crops. Straight Row & Crop Residue (Good)
6A
75
82
85
00
Total =
272.5
' TOTAL AREA = +
147 I
COMPOSITE CN = I
78.533 !1

POND 1 Curve Number and Time of Concentration Calcs
TIME OF CONCENTRATION
PRE AREA 3
Mannino`s Overland Flow Coefficient
SHEET FLOW TRAVEL TIME
Bermuda Grass
0.410
Depth
z p
Manniing's
Land
Flow
I
TTime
Culvtivated, Residue -20%
0.060
Land Cover
Intensity
I
( 2 ) �
Overland Flow
Sloe
P
Len th
L g
�
a
Culvtivated, Residue > =20%
0.170
Y
Coefficient„
(-150 ft)
Dense Grass
0.240
_
(in /hr)
(in)
(ft /ft)
(ft)
(min)
Fallow (no residue)
0.050
dense grass
3.9
0.24
0.0330
150
14.63
Range
0.130
-
#NIA
-
-
-
Short Grass
0.150
Smooth Surfaces
0.011
Woods (dense underbrush)
0.800
Woods (light underbrush)
0.400
SHALLOW CONCENTRATED
FLOW TIME
Shallow Concentrated Flow Coefficient
Land Cover
Velocity Factor
Land Slope
Velocity
Flow
Length
Travel
Time
Land Cover
Velocity Factor
Paved
20.3282
(fuft)
(fl +';j
(fEj
(mint
Unpaved
16.1345
Unpaved
16.1345
0.0600
4.56
327
1.19
OPEN CHANNEL OR PIPE FLOW TIME
^
Channel Shape
Manning's n
Depth
Diameter (in) or
Side
Long.
Velocity
Flow
Travel Time
Base Width (ft)
Slope
Slope
Length
(ft)
(HN)
(ft /ft)
(ft/s)
(ft) (min)
Triangular
0.035
1
1
3
0.040
5.69
0 0.00
Trapezoidal
0.035
1
2
2
0.020
4.37
0 0.00
Circular
0.010
1
1
0
0.010
1.13
0 0.00
Trapezoidal
0.010
1
1
0
0.010
7.16
0 0.00
Triangular
0.010
1
1
0
0.010
7.16
0 0.00
Trapezoidal
0.010
1
1
0
0.010
7.16
0 0.00
Trapezoidal
0.010
1
1
0
0.010
7.16
0 0v00
Trapezoidal
0.010
1
1
0
0.010
7.16
0 0.00
Total Tame of Concentraiton
15.83
min

POND 1 Curve Number and Time of Concentration Calcs
Land Cover
Unpaved
OPEN CHANNEL OR PIPE FLOW TIME
Channel Shape
Triangular
Trapezoidal
Circular
Trapezoidal
Triangular
Trapezoidal
Trapezoidal
Trapezoidal
Total Time of Concentraiton
TIME OF CONCENTRATION
Diameter (in) or
PRE BMP 1
0.410
_ SHEET FLOW TRAVEL TIME
_
0.060
P De th
z p
Manning's Land
Flow
Land Cover I ntensit y I (2 -yr, 24 -hr)
Overland Flow
Slope
Length
(min)
Coefficient
( -150 T
(in /hr) (in)
fft/ft)
(ft)
Dense Grass 3.9
0.241 0.0330
150
-
#N /A -
-
Land Cover
Unpaved
OPEN CHANNEL OR PIPE FLOW TIME
Channel Shape
Triangular
Trapezoidal
Circular
Trapezoidal
Triangular
Trapezoidal
Trapezoidal
Trapezoidal
Total Time of Concentraiton
SHALLOW CONCENTRATED F[15* TIME
Manning's Overland Flow Coefficient
Diameter (in) or
Bermuda Grass
0.410
Travel
Culvtivated, Residue -20%
0.060
Travel
Culvtivated, Residue -20%
0.170
Time
Dense Grass
0.240
(min)
Fallow (no residue)
0 050
14.63
Range
0.130
-
Short Grass
0.150
2
Smooth Surfaces
0.011
1
Woods (dense underbrush)
0.800
0.010
Woods (light underbrush)
0.400
SHALLOW CONCENTRATED F[15* TIME
Flow
Diameter (in) or
Side
Flow
Travel
Velocity Factor Land Slope Velocity
Length
Time
- (ft/ft) – (ft/s)
(fQ
(min)
16.1345 0.0800 4.56
250
0.91
16.78 min
Shallow Concentrated Flow Coefficient
Land Cover Velocitv Factor
Paved 20.3282
Unpaved 16.1345
Velocity
Flow
Diameter (in) or
Side
Long.
Manning's n
Depth
Base Width (ft)
Slope
Slope
420
(ft)
4.37
(Hid)
(ft /ft)
0.035
1
1
3
0.040
0.035
1
2
2
0.020
0.010
1
1
0
0.010
0.010
1
1
0
0.010
0.010
1
1
0
0.010
0.010
1
1
0
0.010
0.010
1
1
0
0.010
0.010
1
1
0
0.010
16.78 min
Shallow Concentrated Flow Coefficient
Land Cover Velocitv Factor
Paved 20.3282
Unpaved 16.1345
Velocity
Flow
Travel Time
Length
(ft)s)
(ft)
(min)
5.69
420
1.23
4.37
0
0.00
1.13
0
0.00
7.16
0
0.00
7.16
0
0.00
7.16
0
0.00
7.16
0
0.00
7.16
0
0.00

POND 1 Curve Number and Time of Concentration Calcs
( WOODALL - BMP 7 - POST- DEVELOPMINT CONDi T IONS
I Hydrologic Sall Group (HSG1
HSG
A
HSG B
I rtSG C
I HSG 0
SUM of
Cover Type
Area
(acre)
CN
Area CN
(acre)
Area
(acre)
CN
Area CN
(acre) !
CN -Area
ImoervfousAreas (excludirm ROW)
Pavedgarlunq lots, roofs. driveways
I
98
I 98
0.830. f
98
98
813
Streets and Roads
Paysd, curbs and storm sewers jaxdudin4 ROM
j
98
98
98
98
0.0
Paved, ditches Rndudino ROW}
83
89
I
92
93
�
0.0
Gravel including ROW)
I
76
85
I
89
91
0.0
Dirt (including ROW)
72
82 -
87
89
0.0
Open Spacaf f awns, pm*s, pall courses, etc)
-
Poor C.ondNon (rssS cover 5
68
79
86
89
0.0
;<
Farr ConViMn (4(rrass cover 50 to )
49
69
79
84
0.0
Good CAnditn(vrass cover >7 )
39
6i
74
80
4 -0
Urban Districts
Commercial and Lusinesss A 85% Impervious)
89
42
94
95
0.0
Industrial (Avq 72% firpen�us)
81
88
91
I 93
0-0
Residential Districts Lot Size
-
"Avq
118Acre or Less, to times (Avq 65% Impervious)
77
85
2.820
90
92
253,8_
114Acr a (Avq 38% IMPM10us
61
75
83
87
0.0
113 Acre (Ava 30% Imoervious�
57
72
81
86
D.0
112 Acre (Avg 25% Impervious)
54
70
80
85
0.0
1 Acre (Aver 20% Impervious)
51
_ 68
79
84
0.0
2 Acre (Avq 12% Impervious) -
46
- 65 -
77
82
0.0
lowly Graded Areas
Pervious areas only. no vegeteWn
1
77
1 86
1
91
1 94
0.0
Pasture, range (continuous forage for cirazingl
Poor Condition (grass cover < 50f}
68 -
79
86
89
010
Fair Condition (cress cover 50 to 75%)
49
69
I
79
84
M
Good Condition (grass cover, 75 %)
39
61
74_
80
0.0
Meadow
Continuous grass, no grazinq, mowed for ha /yV
130
1 58
I
71
1 78
0.0
Brush (brushtweedfgrass mix. mostly brush)
j Pour Conddiun (grass cover < 50°/,�
4B
67
4
77
83
0 0
Fair Condition (grass cover 50 to 7 %)
I
35
56
70
77
I
0.0
[ Good Condition (grass cover , 75%)
30
48
III
65
73
00
kWoodslGrass Combination
I Poor Conditn (grass cover < 503E
57
73
82
86
0-0
Fair ConMon (af�ss cover 50 to 75 %i
43
65
0.300
76
I 82
22,8
Condition grass cover, 75 %)
32
58
72
79 -
0?9___
_Good
Woods
Poor Coro fon
45
66
77
83
0.0
Fair Gondifiort
I
36
I 80
I
73
79
016
Good Condition
30
55
70
77
0,0
Farmsteads
Lanes, dnveways end sonoundinq lots
I
59
I 74
I
82
I 86
0,0
A =r1lcuMural Land
Fallow.
- -
Bare Soil
77
86
91
94
0;0
Fallow, Crop Residue Cover Toor)
I
76
85
_
90
93
0..0
Fallow, Crov Residue Cover fGaod)
74
83
88
_ 9D
0.0
Row Crops. Straiipht Row (PM4
-
72
81
88
91
0.0
Row Crops, Straight Row (Good)
-
67
78
85
89
0..0
Row Crops, Straiatrl Row & Crop Resloiue (Poorl
71 _
80
87
90
0.0
Row Crops, StramN Row & Crop Residua (Good)
64
75
82
85
0.0
Total
TOTAL AREA
COMPOSITE CN =
90.618

POND 1 Curve Number and Time of Concentration Calcs
TIME OF CONCENTRATION
PRE BMP 2
Mannina's Overland Flow Coefficient
_
SHEET FLOW TRAVEL TIME
Bermuda Grass
0.410
PZ Depth
Manning' s
Land
Flow
Travel
Culvtivated, Residue -20%
0.060
Land Cover
Intensity
Overland Flow
Length
o
Culvtivated, Residue-20%
0.170
(2 -yr, 24 -hr)
Coefficient
Slope
(< =150 ft)
Time
Dense Grass
0.240
_
(in /hr)
ilnj
(ft/ft)
(ft)
(mn)
Fallow (no residue)
0.050
" Dense Grass
3.9
0.24
0.0330
150
14.63
Range
0.130
-
#N /A
-
-
-
Short Grass
0.150
Smooth Surfaces
0.011
Woods (dense underbrush)
0.800
Woods (light underbrush)
0 400
SHALWw'CONCENTRAATED
FLOW TIME
Shallow Concentrated Flow Coefficient
Land Cover
Velocity Factor
Land Slope
Velocity
Flow
Length
Time l
Land Cover
Velocity Factor
Paved
20.3282
(ft/ft)
...... _
_(ft /s)
(ft)
(mm)
Unpaved
16.1345
Unpaved
16.1345
0.0500
3.61
250
1.15
OPEN CHANNEL OR PIPE FLOW TIME
Channel Shape
Manning's n
Depth
Diameter (in) or
Side
Long.
Velocity
Flow
Travel Time
Base Width ft
to pe
Slope
Length
(ft)
.__
H,-v)
�
(ft /ft)
(ft/s)
(ft) (min)
Triangular
0.035
1
1
3
0.050
6.36
300 0.79
Trapezoidal
0.035
1
2
2
0.020
4.37
0 0.00
Circular
0.010
1
1
0
0.010
1.13
0 0.00
Trapezoidal
0.010
1
1
0
0.010
7.16
0 0.00
Triangular
0.010
1
1
0
0.010
7.16
0 0.00
Trapezoidal
0.010
1
1
0
0.010
7.16
0 0.00
Trapezoidal
0.010
1
0
0.010
7.16
0 0.00
Trapezoidal
0.010
1
1
0
0.010
7.16
0 0.00
Total Time of Co ....
16.57
..
min

POND 1 Curve Number and Time of Concentration Calcs
W 6bALL -BMP 2 - POST - DEVELOPMENT CONDITIONS
Hydrologic Soil Group (MSG)
- HSG A
I MSG Ei
HSG C
- HSG O
SUM of
Cover Type
- Area
CN
Area CN
Area
CN
Area CN
CN-Area
(acre)
(acre)
(acre)
(acre)
Impervious Areas (excluding Rf VY)
Paved parking lots, roofs, driveways
98
I 98
2,260 1
98
I 98
2215
Streets and Roads
Paved, curbs and slorm sewers (excluding ROM
98
98
98
98
0,0
Paved, open ddGhes (rnctuddnq ROW)
83
89
92
` 93
0.0
Gravel (includina ROW)
76
85
I
89
I 91
0-0
Dirt (includino ROW)
72
82
87
89_
0.0
cef awns, paa, troll courses, etc)
or okk_,,(gss rover c 5f
68
79
Sl
sy
0.0
Fall CC cover 50 ro J
49
69
I
79
84
0.0
,Oyn
Good Candilia 5 ravaP > 7$q/v)
39
lit
74
BQ
Q•Q
[Urban Districts
Commercialandbusinesss(A 95 %Imoerylqus)
89
92
94
95
0.0
lndmIrW {Avq 72-lo Imperviours
81
88
91 -
93
0.0
Rieakkm6al. Districts b,� Ava Lo1Kte
or Less. town)rpmas (Avg 65% ImpervkruS)
77
85
5.530
90
92 -
497.7
_}A)Acre
114 Acre (Avq 38% ImpervHi ql - -
61
75
88
_. 87 _
0 -0
113 Acre (Ava 30% InMeMmis)
57
72
81
86
00
112 Acre (Ava 25% Impervious)
54
70
_
80
B5
0.0
_
1 Acre (Avg 20% Impervious)
51
68
79
84
- 0.0
2 AGie (Avq 12% Impervious)
46
65
77
82
00
Newsy Graded Areas
Pervious areas only. no veaelabbn
1
77
I 86 -
I
91
I 94
0.0
r
Pasture, ran !p (continuous forge 4razingS
Poor Condition (grass cover < %J
68
j 79 -
86
- I 89
0.0
Fair Condition (grass cover 50 to 75 %)
49
69
79
8d
0.0
Good Condition (crass cover > 75%)
39
61
74
III
8o
0.0
Meadow
_
_ _
Continuous grass, no grazing, mgwed for ha
1
30
I 58
71
1 78
0.0
rush (4rushWoedWass mix, mostly brush,
Poor 1 Oon d lwz (grass cover < 3p9yI1
48
I 67
77
83
0.0
Fair Condition (grass cover 50 to 75%)
p
35
! 56
70
77
0.10
Good Condition - (grass coven 75 %)
€
30
I 48
65
73
04
WoodslGrass CombinaBcn
Poor Canditrorr Wass cover < �y
57
I 73
82
86
0.0
Fah Condition forass cover 50 to 7 %)
I
43
I 65
76
82
0.0
_
Good Condition (grass cover> 75 %)
32
1 58
0.480
72
79
$4.8 _
Woods
Poor Conditon
45
66
77
83
00
Fair Cohdkion
36
60
I
73
79
I
0.0
Good Condition
30
55
f
70
77
0.0
rarmsteads -
Buildings, Lanes, drivewav8, apd surmundina lots -_
I
59
74
82
I 88
0.0
Agrlculturai Land
Fallow Bare So#
77
86
91
94
010
Fallow. Crop Residue Cover (Poor)
76
85
90
93
0.0
Fallow, Crop Residue Cover (Goad)
74
83
88
.90
0.0
Row Crops. Straight Row (Poor _
72
81
88
91
0.0
Row Crops. Straight Row ( )
67
78
as
as
00
Row Crops, 5tranht Row ii Crop Residue (PO9 i
71
80
87
90
0.0
Row Crops, Sbaight Row 6 Crop Residua food)
- -
QA
75_
82
85
0,0
Total =
I 753.7
I TOTAL AREA
!4 COMPOSITE CN =
91.141

POND 1 Curve Number and Time of Concentration Calcs
WOODALL - AREA 3 - POSTS 3EVELOPMENT CONDITIONS
Hydrologic Soil Group (HSGI
HSG A
HSG 6
1 HSG C
Cover Type
Area i CN
(acre) !
Area CN
(acre)
Area CN
(acre)
IrrAervious Areas f excludini ROW)
35
1
56 70
30
Paver) lots. roofs. driveways
I 98
98
9e
Streets and Roads
-
58 72
45
Paved, curbs and storm sewerslexctudlnq ROW)
I 98
60 73
{ 98
'�
98
Paved open ditches `inrWrr9 OW)
83
86 91
89
85 90
92 -
Gravel (rndu Rp4�7
76
81 88
85
I
78 85
89
17Iri finciudr V4
l`
72
75 82
82
87
_ Open Spc e awns, parks, golf courses, etc)
Poor 9p pgrass
I
_
(9
I
Fair Conn (grass cover 50 to
cover 0to
I
49
I 49
69
I
-- Ie79 -°
Good Co n (press cover > 75 %J
39
61
0.5Q0 74
Urban OtstrFria
GDormerciaf and businesss lAvQ 85% impervious)
I 89
92
94
Industrial (Ava 72% Impervious)
1 81
a6
91
Residential stricts bV Ava Lot Size
1/8 Acre or Less, townhomes (Ava 65% Impervious)
77
85
90
114 Acre (Ava 36% Impervloust
61
75
0.450 83 -
113 Acre Am 30% Impervious)
57
72
81
V2AGm Ova 25% Impervious)
54
70
80
1 Acre (Avq 20*14 impervious)
51
68
79
2 Acre (Avq 12% Impervious) -
46
65
77
Newly Graded Areas
_
Pervious areas onl no veqetation
1 77
1 86
1 91
Pasture, range (continuous forage for grazing)
Poor, Condition (grass cover < 50%)
Fair Condition (Cress cover 50 to 75 %)
GOO Gandhian (grass cover > 75 %)
Meadow
Continuous grass. no Crazing, mowed for hav
Brush- tbrushlweedlgrass mix, mostly brush) -
Poor Condition f0rass cover <W%)
Fair Condition (grass cover 50 to 75 %)
Good Condition (grass cover> 75 %)
Woods /Grass Combination
Poor Condition (crass cover < 50 %)
Fair Condition (grass cover 50 to 75 %)
od
Go CondNon (grass cover > 751%)
Woods
Poor Condition _
1 Fair Condition
I Goad CoAfton
Farmsteads
6u3d+hos. Lines. dnvoways, and surroundinglots
Agricultural Land -
Fallow. Bare Soil _
Fallow. Crop Residue Cover (Poor)
Fallow. Croo Residue Cover (Good)
Row Crops. Straight Row (Poor
Row Crops, Slrl,%rt Row f2.4
Row Crops, Stra ht Row Rft4fdue i1'odr1
Row Crops, Straight Raw & Crop Residue lGoodl
j TOTAL AREA -...
11 C47MPOS"E Cm
tJ a6
78.263
68
79 I
86
I
39
!
51
30
58 1 71
48
67 77
35
1
56 70
30
11`
48 65
57
73 8
43
65 76
I I
32
58 72
45
66 77
36
60 73
30
55 70
1 59
1 74 j 62
77
86 91
76
85 90
74
83 88
72
81 88
67
78 85
71
80 87
64
75 82
HSG D I SUM of
Area I CN CN Area
(acre)
I 96 0.0
98 1201-11002) 93 91 0
89 0.0
89 0 -0
84 0 u
80 370
95 _ 00
a3 0,0
92 0.0
87 37,4
86 0 -0
85 D -0
84 00
82 0.0
94 0.0
89 0.0
84 0.0
80 0,0
78 0.0
83 0.0
77 _ 0.0
73 0.0
86 - 0.0
82 0.0
79 0.0
83 0.0
79 0.0
77 0.0
86 00
94 00
93 00
90 0.0
91 0.0
89 0.0
90 f!404
I 85
Te1al =

POND 1 Curve Number and Time of Concentration Calcs
W©ODALL . AREA 4 - POST - DEVELOPMENT CONDMONS
Hvdroloqic Sail Group {HSG)
HSG A
I HSG a
HSG C
HSG 0
SUM of
Cover Type
Area CN
Area CN
Area
CN
Area CN
CN•Area
-
(acre)
(acre)
(acre)
(acre)
lmoervious Areas fexcludirm ROW!
Paved partcinq IM, roofs, drfvewaYs
98
1 98
_
98
?8
Streets and Roads
-.. -.
Paved, c1✓t t and storm sawersj(excle &no ROM
98
98
98
98
- 00
Paved, open ditches (Including ROM
� 83
I 89
I
92
j 93
00
_
(including ROW)
76
85
89
91
_Gravel _
Dirt pncludinq ROW)
72
82
87
Ij
89
0.0
peen Sgace`ilawns, pparks, golf oour844i. etc)
_
Poor Condition grass cover c W%
50 to AN)
88
799
l
8fi
79
89
84
X0.0
0.0
Fair cons t ri f/Qrnss cover
Good condition jgrass cover> 75361
49
I 39
69
6i
74
80
0.4
Urban Districts
Commercial and business lA"�7 M lmoerviousl
-j �
89
I 92
}
94
95
_ 0.0
7ndustria! 72% Imaerviou -. --
l 81
j 88
f
91
_
93
0.4
If
RendduAntial Districts by Avq Lot ixe
1/8 Acre or Less. lownhomes (Ava 65% Impervious)
77
85 _
I
90 _
92
0 0
114 Acre ((Ava 38% Impervious)
61
75
1,040
83
87
86 3
113 Acre fAvo 30% Impervious)
57
72
81
86
0.0
112 Acre (Avg 25% Impervious)
54
70
80
85
0.0
1 Acre fAvo 20% Impervious)
51
68
79
84
010
_
Acre (Avg 12% Impervious)
46
_ 65
77
62
0.0
_2
-Newly Graded Areas
i
-
Aqr ious area onl+{, no vega!etipn
_
I 77
f 86
91
I 94
0.0
Pastureu raliRe fCVnl2ngaus io qa r grazing(
--
poor C tlon Grass cover <
f 68
79
f
86
89
- 0.0
Fair Condition (grass cover 50 to 75 %)
` 49
69
79
84
0.0
Good Condition (grass cover> 75 %)
` 39
I 61
I
74
80
-0.0
Meadow
Continuous rass. no grazing. Mowed for hav
l 30
I 58
I
71
I 78
0.0
Brush (bruU w=rass mix. mostly brush)
Poor Conawn/prass cover <.50%)
48
67
77
83
0.0
Fair Condition crass cover 50 to 75 %)
35
I
56
�
I
70
77
I
0.0
Good Condition (9rase Cover >75%1
30
48
65
73
0.0
Woods/Grass Combination
Poor condition fords$ covet , 60% �
57
73
82
i 86
0,0
_
Fair Conditkn fgaass cover 50 to 951
43
65
I
76
_
I 82
4.0
Good Condition (grass cover> 75 %)
32
58
72
79
010
Woods
I
Poor Condition
45
66
77
83
- 0.0
Fair Cowen
60
Good Condition
36
1 I
70
77
0.0
Farmsteads
Buldings, Lanes, dmreewaYS, and surrounding lots
1 59
1 _ 74
1
82
I 86
0 -0
Agricultural Land
Aft-w, Bare Sort
77
86
91
94
U
Fallow, Crop Residue Cover (Poor)
76
85 -
90
93
0.0
p Fallow, CResidue Cover (Good)
74
83
88
90
0.0
Row Crops, Straiaht Row (Po _
72
81
88
91
0.0
Row Crops, St-wght Row �G
67
78
85
89
0.0
Row Crops, StraiPht Row & G'rOp Residue (Poor,
71 _
80
87
90
85
0.0
0.0
Raw Crops. Stra!ght Row & Cmp Residue (Good)
64
75
82
Total a
86.3
t TOTAL AREA =
I 1.04
COMPOSITE CN
83.000

POND 1 Curve Number and Time of Concentration Calcs
WOODALL - AREA 5 - POST - DEVELOPMENT CONDITIONS
Hydrologic Soil Group (HSG1 NSG A NSG a NSG C
Area Area I Area
Cover Type (acre) � CN (acre) 1 CN (acre) � CN
Impervious Areas {excluding ROW1
Paved parking lots, roofs, dnveways I 98 - f 98 98
Streets and Roads
73
Paved, curbs and storm sewers jexeludino ROW)
98
Paved. Open ditches (including OW)
83
Gravel (i>rclu&nQ ROM
76
Dirt (including ROW)
72
Open parB f4wris, parks, golf Courses, etc)
72
Poor Condftn forass cover < 505
68
Fair Condiion 1krasscover 50 to 75%) _
49
I
Goad Condition forass cover , 75 %)
39.
Urban Districts -.
73
Commercial and huainesss lAv�7 85% Impervious)
89
I
lnduslrial Ar 72%IrnaervWsu
81
RBSidenpal 0 sUicts by Avg Lot Size
1/8 Acre or Less, lownhomes (Avo 65% Impervious)
77
114 Acre (Avg 38 Imoervious)
61
113 Acre ((Avq 30% Impervious +
57
112 Acre�JAvR 25% Impanioual
1 Acre (((Avg 20% Impervious)
51
2 Acre (Ava 12% Impervious) -
46
Newly Graded Areas _-
i
Pervious areas only, no veoetatlarr
I
I 77 ;
Pasture, rangeteontinuousfo eforgrazingi
87
Poor Condition (grass cover < /Z)
f 68
Fair Condition (grass cover 50Io 75 %)
I 49
Good Condition (grass cover> 75%.)
39
Meadow
Continuous 9/a55, no graziao. mowed for hav
I 30
Brush Ilhrushtweedlgrass mix. mostly brushy
Poor [:ondflian (grass cover < 50%)
48
Fair Condition (grass cover 50 to 75 %)
35
Good Condition (orass cover, 755Q
30
WoodslGrass Combination
-
Poor Conditkm forass cover < 50 %J
{ 57
Fair Contrition grass Cover 50 to 75 %) E
43
Good Conddion1wass Cover > 75%)
32
Woods
-_ Poor Cdn NOP
45
Fair Comwon
I 36
Good Condition
f 30
Farmsteads
Buildings. Lanes, dnveways, and surroundino lots
I 59
A ftut'tural Land
Fellow, Bare Soil
77
Fallow. crop Residue Cover (Poor)
76
Fallow. Cro Residue Cover (Good)
74
ROW CXV`aig8t Flaw (Poor)
72
Row Crops, St'0oht Row (Good]
67
Row Crops, Straight Row & CroD ResWuo t`(qP_,-o,00 -
71 -
_
Row Crops. Strsiohl Row & Crop Residue (Good) -
64
TOTAL AREA = 0 93
1 COMPOSITE CN = 1 1 80 516
98
I1689
85
82
I . 79
69
61
92
88
e5
75
72
70
68
65 -
I 86
{ 79
li 69
61
I 58
67
56
48
98
92
89
87
86
79
(4
94
91
90
0,600 83
81
80
79
77
1 91
86
79
74
NSG 1) - SUM of
Area I CN CN -Area
(acre) `
73
77
l
70
0 330
65
NSG 1) - SUM of
Area I CN CN -Area
(acre) `
98
98
93
91
89
89 _
I 84
80
I95
93
92
87
86
85
84
82
94
89
84
80
1 - 78
83
77
73
86
82
79
1 83
79
77
I 86
94
93
90
91
89
90
85
Total =
0000
00
00
0 -0
00
0.0
0.0
0.0
0.0
49.8
0,0
0.0
0,0
0.0
0.0
0A
0.0
0.0
0.0
0 -00
0,a
0.0
0.0
25 -1
0.0
0.0
0.0
0.0
0,0
00
0.0
0.0
oA
0.0
0 -0
0-0
74.8
73
82.
6.
0 330
76
58
72
66
77
60
73
55
70
1 74
I 82
88
91
85
90
83
88
81
88
78
85
$o -
87
75 -
82
98
98
93
91
89
89 _
I 84
80
I95
93
92
87
86
85
84
82
94
89
84
80
1 - 78
83
77
73
86
82
79
1 83
79
77
I 86
94
93
90
91
89
90
85
Total =
0000
00
00
0 -0
00
0.0
0.0
0.0
0.0
49.8
0,0
0.0
0,0
0.0
0.0
0A
0.0
0.0
0.0
0 -00
0,a
0.0
0.0
25 -1
0.0
0.0
0.0
0.0
0,0
00
0.0
0.0
oA
0.0
0 -0
0-0
74.8

POND 1 Curve Number and Time of Concentration Calcs
WOODALL - AREA 6 - POST - DEVELOPMENT CONDITIONS
Hydrologic Soii Group fN5G1
HSG A -
MSG B
HSG C
HS &'D
SUM of
Cover Type
Area
CN
Area CN
- Area CN
Area I CN
CN -Area
(acre)
(acre)
(acre)
(acre) !
,
tmprr *us Areas (excluding ROW)
,
Paved parking lots. roofs. dnveways
99
98
I 98
- 98 _
- 0-0
and Reads
Paved curbs and storm sewerslekcludino ROW)
98
98
98
98
0,0
EStreets
Paved. auen dlolches fincludino ROM
83
89
92
93
0.0
Gravel (inavdi� ROM
76
85
89
91
0.0
Dirt rndufling fiUV97
72
82
87
89
0.0
a�et1 dawns, partoS, golf GourseS. etC)
�C8
poor d.-=n 1grass cover < 5wal
88
79
Ij9
86
89
0.0
Fair Condilion (grass cover 50 to ;�5!)
I
49
69
79
I
84
0.0
Good Cgnditign (crass cover > 75%)
39
61
74
80
0.0
Urban Districts
Commerciai Bnd businesss /Avp 85i% impervicusJ_
89
92
88
{ 94
91
P 95
93
0.0
`u.0
Industrial jAT 729% imperwous,ff
8'1
den- D stricts by Avq Lot Size
1 /6Acre or less, townhomes (Avg 6590lmm vious)
I
77 -
85
90 _
92
0.0
_
114 Acre (Avq 36% Impervious)
- 1
61
75
83
87
0.4
_
in Acre fAvq 30% Irnpenfts)
57
72
81
86
0.0
1)2 Acre /Aq 25% Impervious)
54
70
80
85
0.0
i Acre (Avg 0% Impervioml
51
68
79
84
00
2 Acre (Avq 12% rmperviatrsl
46
65
77
82
0.0
Newly Graded Areas
Pervious areas only, no vegelatian
1
77
I 86
1 91
1 94
010
Pasture, range (continuous tom for crazing)
Poor Condition (,grass cover < gyp/!
68
79
86
89
0.0
Fair Condition (crass cover 50 to 7�1b/)
49
69
79
84
0.0
Good Condition (crass cover > 75 %)
j
39
61
74
80
00
Meadow
I
ContinvouS'B58, no gr&zing mowed for hav
30
58
71
78
00
Brush (Meed /grass mix, mosv brush)
-
Poor `Ofzdihon (grass over <„X
48
67
77
83
0.0
Fair Corxrftn (crass cover 50 to )
35
56
70
77
0.0
Good Condition (crass cover , 75 %)
30
48
65
73
- 0.0
WoadsfGrass Combination
Poor Condition ff�rats cover < 50% _
Fair Condition (press cover 50 to 73Y1
I
57
43
73
65
I
82
6.800 74�
86
82
I
0.0
501.6
Good Condilr`on (grass cover, 75%)
_
_
32
58
_
72
79
0.0
Woods
Poor Condition
45
66
77
Fair C;ondilion
I
36
60
73
79
1
0,0
Condiion
-
30 -
55
& 70
787
00
_G
Farmsteads
Buildinos. Lanes, drveways, and surroundinq lots
- -
59
1 74
82
I 86
0.0
AAriculturat Land
Fallow, Bare Soil
77
86
91
94
00
Fallow. Croo Residue Cover (poor) - - -
76
85
90
93
0.0
Fallow. Crop Residue Cover (GogdJ
74
83
88
90
0.0
Row Crops. Straight Row (Poor(
72
81
68
91
OA
Row Crops. Straight Row Good)
67
78
85
89 _
- 010
Row Crops. Straight Row 8 Croo Residue (Poor)
71
_ _ 80
I 87
90
- 0.0
_
Row Crops. Straight Row 8 Crop Residue !Good)
64
11
I 75
82
85
0.0
jl
Total =
501.E
TOTAL AREA a
6.6—u I
j COMPVSrm CN =
I rb.UU0 J

Land Cover
Woods (light underbrush)
Land Cover
Unpaved
OPEN CHANNEL OR PIPE FLOW TIME
Channel Shape
Triangular
Trapezoidal
Circular
Trapezoidal
Triangular
Trapezoidal
Trapezoidal
Trapezoidal
Total Time of Concentraiton
POND 1 Curve Number and Time of Concentration Calcs
TIME OF CONCENTRATIO N
POST
AREA 6
Manning's Overland Flow
Coefficient
SHEET FLOW TRAVEL TIME
E
_
Bermuda Grass
0.410
Depth
P2 p
Mannin
and
Flow
Travel
Culvtivated, Residue -20%
0.060
Intensity
yDe
F ow
O erla,C'gl
Length
Culvtivated, Residue > =20%
0.170
( 2- r 24-hr)
lent
Slo pe
( -150 ft)
III
Time
Dense Grass
0.240
jin nr)
(in)
(fuft)
(ft)
(min)
Fallow (no residue)
0.050
-
3.9
0.4
o.63®tl
150
22.88
Range
0.130
-
MIA
-
-
-
Short Grass
0.150
Smooth Surfaces
0.011
Woods (dense underbrush)
0.800
Woods (light underbrush)
0.400
SHALLOW CONCENTRATED
FLOW TIME
Shallow Concentrated Flow
Coefficient
Velocity Factor
Land Slope
Velocity
Flow
l
Land Cover
Velocity Factor
Length
Time
Paved
20.3282
(ft /ft)
(ft/s)
(ft)
`mini
Unpaved
16.1345
16 134E.
0.0500
3.61
'50
0.69
Manning's n
Depth
Diameter (in) or
Side
Long.
Velocity
Flow Travel Time
Base Width (ft)
Slope
Slope
Length
(ft)
(HrJ)
(ft /ft)
(ftls)
.1ft) Jmin)
0.035
1
3
0.050
6.36
700 1.83
0.035
!
2
2
0.020
4.37
0 0.00
0.010
1
1
0
0.010
1.13
0 0.00
0.010
1
1
0
0.010
7.16
0 0.00
0.010
1
1
0
0.010
7.16
0 0.00
0.010
1
1
0
0.010
7.16
0 0.00
0.010
1
1
0
0.010
7.16
0 0.00
0.010
1
1
0
0.010
7.16
0 0.00
25;40
min
I

POND 1 Curve Number and Time of Concentration Calcs
WOODA'LL -AREA 7 - POST-DEVELOPMENT + CONDITIONS
Hydrologic Soil Group {MSG)
HSG A
HSG a
HSG C
H5G D
SUM of
Cover Type
Area CN
Area CN
Area CN
Area + CN
CN Area
(acre)
acre)
(acre)
(acre)
Imparvlous Areas iexcludina RDWI
Paved parkfna lots, roofs. driveways
98
dd
! I 98
98
98
Streets and Roads
I
-
Paved. curbs and storm sewers (excluding ROW)
98
1 98
98
98
OA
Paved, open ditches rnncluding ROM
` 83
89
92
93
0 -0
Gravel (including ROW)
I 76
85
89
91
OA
-
Dirt (including ROW)
Open Spare lawns peeks. golf courses, etc)
72
82
87
89
0.0
Poor Con n /grass cover < 50%
68
I 79
86
Sy
0.0
Far Conc (grass cover 50 to 75 %)
I 49
I 69
79
I 84
0.0
I Good Condlion (grass cover, 75%)
39
j 61
74
80
0•0
[Urban Districts 11
I C4mmelciat and busrneSSSIfAv 85% Impervous) I
89
-_. -.- 92 _
j 94 _
95
I
0.0
Indus €fiat vq 72% lmoervwus
W
88
91
93
0.4
Residential Districts by Avq Lot ixe I
_
. 1/8Acfe or I,ess. towrthomes (Avg 65 %Impervious)
77
85
90
92 -
0 -0
_
114 Acre (AMC 38% Imparviouej
61
75
83
87
0.0
113 Acre Avg 30% Impervious)
57
72
_
81
86
_
0.0
112 Acre (Avg 25% Impervious)
54
70
80
85
0.0
-
1 Acre (Avg 20% Impervious)
51
fib
79
84
0.0
_
2 Acre (Avg 12% Impervious)
46
65
77
82 -
0.0
Newly,,Graded Areas
Pervious areas only, no veoslation
1 77
1 86
1 91
I 94
0.0
Pasture, range fcontlnuous forage for gra4mq)
Poor Condition (grass cover < 50 %{
68
79
I 86
89
0.0
Fair Condition (grass cover 50 to 7 1
49
69
79
I 84
0.0
Good Cond�1ton (crass cover 1 75%)
_
39
61_
4 74
80
0.0
Meadow
ConRnuous gyrass. no grazing, mowed for had�((
Brush (hn+shlweedfs7rass mix; mosi)v Drushl
1 30
58
71
1 78
0 -0
_—
Poor Condition (grass cover < 50 %)
48
67
77
83
0.0
Fair Condition (crass cover 50 to 75 %)
35
_
56
j 70
77
0.0
Good Condition (grass cover , 75 %)
30
48
k 65
73
010
WoodsMrass Combination
-
-
Poor Condition (grass cover < 50 %�
! 57
73
82
` 86
0.0
Fair Condition (grass.cover 50 to T )
43
65
I
76
I
82
0.0
Good Condition (grass cover, 75 %)
I 32
58
72
79 _
0.0
Woods
I
JI 6
77
93
U .
Fairy ondti
(
3.180 I
20
Good Cond�or?
ition
36
f i 55
70
79
01
Farmsteads
Buildings, Lanes, driveways- and surround+nq lots
1 59
1 74
l 82
1 86
0.0
ngryoullurat Land
�J-
allow, bare SON --
) 77 -
SB
91
94
0.0
Falow. Crop Residue Cover `root]
76
_
85
90
93
_ 0.0
_
Fallow, Crop_ Residue Cover(Good)
74
83
88
90
0.0
Row Crops, Straiohl Row (Poore
72 _
81
88
99
010
Row Crops, Straight Row (Good)
67
78
85
89 -
0.0
Row Crops, Straight Row & Crop Residue (Poor)
71
80
87
90
0 -0
Row Crops. Strwoht Row & Crop Residua (Good)
64
75
82
85
0 -0
Total =
232.1
TOTAL AREA =
3.18
COMPOSITE CN =
73.000

Land Cover
woods (liqht underbrush)
Land Cover
Unpaved
OPEN CHANNEL OR PIPE FLOW TIME
Channel Shape
Triangular
Trapezoidal
Circular
Trapezoidal
Triangular
Trapezoidal
Trapezoidal
Trapezoidal
Total Time of Concentraiton
POND 1 Curve Number and Time of Concentration Calcs
TIME OF CONCENTRATION
POST
AREA 7
_
Manning's Overland Flow Coefficient
_
SHEET FLOW TRAVEL TIME
Bermuda Grass
0.410
Manning's
Flow
Culvtivated, Residue -20%
0.060
Intensity
PZ Depth
Overland Flow
`Slope
Land
Length
Travel
o
Culvtivated, Residue-20%
0.170
(2 -yr, 24 -hr)
fficient
( -150 ft)
Time
Dense Grass
0.240
(in /hr)
(in)
(ft/ft)
(ft)
(min)
Fallow (no residue)
0.050
-
3.9
0.4
0.0300
150
22.88
Range
0.130
_
#N `A
_
-
-
Short Grass
0.150
Smooth Surfaces
0.011
Woods (dense underbrush)
0.800
Woods (light underbrush)
0.400
SHALLOW CONCENTRATED
FLOW TIME
-
Shallow Concentrated Flow Coefficient
Velocity Factor
Land Slope
Velocity
Flow
Travel
Land Cover Velocitv Factor
Length
Paved
20.3282
(ft/ft)
.t. "s)
[`tY
fmin)
Unpaved
16.1345
1 E 12A
0.0600
1 5
150
0.83
Manning's n
Depth
Diameter (in) or
Side
Long.
Velocity
Flow Travel Time
Base Width (ft)
Slope
Slope
Length
(tt]
(HN)
(futt)
(ft/s)
(ft) (min)
0.035
1
1
3
0.080
8.04
800 1.66
0.035
1
2
2
0.020
4.37
0 0.00
0.010
1
1
0
0.010
1.13
0 0.00
0.010
1
1
0
0.010
7.16
0 0.00
0.010
1
1
0
0.010
7.16
0 0.00
0.010
1
1
0
0.010
7.16
0 0.00
0.010
t
1
0
0.010
7.16
0 0.00
0.010
1
0
0.010
7.16
0 0.00
25.17
Mir]

1 -Year Hydrographs

Hydrograph Summary Re p9yld aflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc. v10.3
Hyd.
Hydrograph
Peak
Time
Time to
Hyd.
Inflow
Maximum
Total
Hydrograph
No.
type
flow
interval
Peak
volume
hyd(s)
elevation
strge used
Description
(origin)
(cfs)
(min)
(min)
(cuft)
(ft)
(cuft)
1
SCS Runoff
31.07
2
730
120,331
- -
-- -
PRE -AREA 1
2
SCS Runoff
19.02
2
718
38,262
- - - - --
-- -
----
PRE- DRAINAGE 2
3
SCS Runoff
4.543
2
722
13,086
- - - - --
- -
---- --
PRE - DRAINAGE 3
4
SCS Runoff
12.44
2
716
25,754
- - - - --
-•-
-
POST -AREA 1
5
Reservoir
0.446
2
814
23,723
4
376.87
41,361
BMP 1
6
Combine
40.31
2
720
171,679
1, 2, 3,
- - - - --
TOTAL PRE
7
SCS Runoff
26.43
2
716
54,890
- - - - --
- - - - --
POST -AREA 2
8
Reservoir
1.027
2
804
52,411
7
362.92
60,983
BMP 2
9
SCS Runoff
1.219
2
724
3,524
- - - - --
- - - - --
POST -AREA 3
10
SCS Runoff
1.756
2
722
4,942
- - - - --
POST -AREA 4
11
SCS Runoff
1.370
2
722
3,896
- - - - --
POST -AREA 5
12
SCS Runoff
16.95
2
730
66,157
- --
- - - - --
- - - - --
POST -AREA 6
13
SCS Runoff
5.912
2
730
24,120
- - - - --
-• - - --
- - - - --
POST -AREA 7
14
Combine
20.99
2
728
154,654
5, 8, 9,
- - - - --
- -• --
ADD POST
10, 11, 12,
15
SCS Runoff
6.386
2
734
29,587
-• -• --
- - - - --
POST -AREA 8 - OFFSITE
16
Combine
26.79
2
728
178,774
13, 14,
- - - - --
- - - - --
OVERALL POST
WOODALL- 9- 30- 15.gpw Return Period: 1 Year Tuesday, 10 / 6 / 2015

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31362014 by Autodesk, Inc. 00.3
Hyd. No. 1
PRE -AREA 1
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 34.870 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 2.87 in
Distribution
Storm duration
= 24 hrs
Shape factor
Tuesday, 10 /6/2015
31.07 cfs
= 730 min
= 120,331 cuft
76.7
= Oft
= 23.80 min
Type II
= 484
PRE -AREA 1
Q (cfs) Q (cfs)
Hyd. No. 1 -- 1 Year
35.00 35.00
30.00
30.00
25.00
25.00
20.00
20.00
15.00
15.00
10.00
f
10.00
5.00b
5.00
0.00 -- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

PRE - DRAINAGE 2
Q (cfs) Q (cfs)
Hyd. No. 2 -- 1 Year
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
I
9.00 9.00
6.00 6.00
3.00 3.00
t
0.00 ,c = _
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
3
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2014 by Autodesk, Inc. v10.3
Tuesday, 10 16 / 2015
Hyd. No. 2
PRE - DRAINAGE 2
Hydrograph type
= SCS Runoff
Peak discharge
= 19.02 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 38,262 cuft
Drainage area
= 8.670 ac
Curve number
a 82.3
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.87 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PRE - DRAINAGE 2
Q (cfs) Q (cfs)
Hyd. No. 2 -- 1 Year
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
I
9.00 9.00
6.00 6.00
3.00 3.00
t
0.00 ,c = _
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31D@2014 by Autodesk, Inc. 00.3 Tuesday, 10 / 6 / 2015
Hyd. No. 3
PRE - DRAINAGE 3
Hydrograph type
= SCS Runoff
Peak discharge
= 4.543 cfs
Storm frequency
= 1 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 13,086 cuft
Drainage area
= 3.470 ac
Curve number
= 78.5
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 16.00 min
Total precip.
= 2.87 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
5.00
4.00
3.00
2.00
1.00
PRE - DRAINAGE 3
Hyd. No. 3 -- 1 Year
Q (cfs)
5.00
4.00
We I]
2.00
MR,
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
- Hyd No. 3

5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2014 by Autodesk, Inc. v10.3 Tuesday, 10 / 6 / 2015
Hyd. No. 4
POST -AREA 1
Hydrograph type
= SCS Runoff
Peak discharge
= 12.44 cfs
Storm frequency
= 1 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 25,754 cuft
Drainage area
= 3.950 ac
Curve number
= 90.6
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.87 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
POST -AREA 1
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 - 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00
2.00
0.00 - — - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
— Hyd No. 4

Storage Indication method used. Wet pond routing start elevation = 375.50 ft
Q (cfs)
14.00
12.00
10.00
8.00
,.
UIR
4.00
2.00
I
I
BMP 1
Hyd. No. 5 -- 1 Year
Q (cfs)
14.00
12.00
10.00
e
MN
4.00
0 ��
0.00 - _ 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 5 Hyd No. 4 Total storage used = 41,361 cult
6
Hydrograph
Report
Hydraf low Hydrographs Extension for AutoCAD@ Civil 31382014 by Autodesk,
Inc. v10.3
Tuesday, 10 / 6 / 2015
Hyd. No. 5
BMP 1
Hydrograph type
= Reservoir
Peak discharge
= 0.446 cfs
Storm frequency
= 1 yrs
Time to peak
= 814 min
Time interval
= 2 min
Hyd. volume
= 23,723 cuft
Inflow hyd. No.
= 4 - POST -AREA 1
Max. Elevation
= 376.87 ft
Reservoir name
= BMP 1
Max. Storage
= 41,361 cuft
Storage Indication method used. Wet pond routing start elevation = 375.50 ft
Q (cfs)
14.00
12.00
10.00
8.00
,.
UIR
4.00
2.00
I
I
BMP 1
Hyd. No. 5 -- 1 Year
Q (cfs)
14.00
12.00
10.00
e
MN
4.00
0 ��
0.00 - _ 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 5 Hyd No. 4 Total storage used = 41,361 cult

Q (cfs)
50.00
40.00
30.00
20.00
10.00
TOTAL PRE
Hyd. No. 6 -- 1 Year
Q (cfs)
50.00
40.00
t M
NMI]
Iii lIf
�1J l
0.00 - 1. . I '� 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
- Hyd No. 6 Hyd No. 1 - Hyd No. 2 - Hyd No. 3
7
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc. v10.3
Tuesday, 10 / 6 / 2015
Hyd. No. 6
TOTAL PRE
Hydrograph type
= Combine
Peak discharge
= 40.31 cfs
Storm frequency
= 1 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 171,679 cuft
Inflow hyds.
= 1, 2, 3
Contrib. drain. area
= 47.010 ac
Q (cfs)
50.00
40.00
30.00
20.00
10.00
TOTAL PRE
Hyd. No. 6 -- 1 Year
Q (cfs)
50.00
40.00
t M
NMI]
Iii lIf
�1J l
0.00 - 1. . I '� 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
- Hyd No. 6 Hyd No. 1 - Hyd No. 2 - Hyd No. 3

8
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc 00.3 Tuesday, 10 / 6 / 2015
Hyd. No. 7
POST -AREA 2
Hydrograph type
= SCS Runoff
Peak discharge
= 26.43 cfs
Storm frequency
= 1 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 54,890 cuft
Drainage area
= 8.270 ac
Curve number
= 91
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 2.87 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
POST -AREA 2
Q (cfs) Hyd. No. 7 -- 1 Year Q (cfs)
28.00 28.00
v
24.00 24.00
20.00 - 20.00
16.00 16.00
12.00 12.00
8.00 - 8.00
4.00 4.00
0.00 _., „ - ---�, 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 7 Time (min)

Storage Indication method used. Wet pond routing start elevation = 360.50 ft
Q (cfs)
28.00
24.00
20.00
16.00
12.00
N. 11
4.00
BMP 2
Hyd. No. 8 -- 1 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
M
4.00
0.00 ° -- . 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 8 � Hyd No. 7 i11T1 1 11 Total storage used = 60,983 cult
9
Hydrograph
Report
Hydraf low Hydrographs Extension for AutoCAD@ Civil 3[M2014 by Autodesk, Inc. v10 3
Tuesday, 10 / 6 / 2015
Hyd. No. 8
BMP 2
Hydrograph type
= Reservoir
Peak discharge
= 1.027 cfs
Storm frequency
= 1 yrs
Time to peak
= 804 min
Time interval
= 2 min
Hyd. volume
= 52,411 cuft
Inflow hyd. No.
= 7 - POST -AREA 2
Max. Elevation
= 362.92 ft
Reservoir name
= BMP 2
Max. Storage
= 60,983 cuft
Storage Indication method used. Wet pond routing start elevation = 360.50 ft
Q (cfs)
28.00
24.00
20.00
16.00
12.00
N. 11
4.00
BMP 2
Hyd. No. 8 -- 1 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
M
4.00
0.00 ° -- . 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 8 � Hyd No. 7 i11T1 1 11 Total storage used = 60,983 cult

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2014 by Autodesk, Inc. v10.3
Hyd. No. 9
POST -AREA 3
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.960 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 2.87 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
I
0.00
0 120 240 360 480 600
- Hyd No. 9
POST -AREA 3
Hyd. No. 9 -- 1 Year
10
Tuesday, 10 /6/2015
= 1.219 cfs
= 724 min
=
3,524 cuft
= 78
= Oft
= 15.00 min
= Type II
= 484
720 840 960 1080 1200 1320
Q (cfs)
2.00
1.00
- -- 0.00
1440 1560
Time (min)

Hydrograph Report
Hydraf low Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. 00.3
Hyd. No. 10
POST -AREA 4
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 1.040 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 2.87 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
POST -AREA 4
Hyd. No. 10 -- 1 Year
0.00 -
0 120 240 360 480 600
Hyd No. 10
11
Tuesday, 10 / 6 / 2015
1.756 cfs
= 722 min
= 4,942 cuft
= 83
= Oft
= 15.00 min
= Type II
= 484
Q (cfs)
2.00
1.00
' 0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10.3
Hyd. No. 11
POST -AREA 5
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.930 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
_ 2.87 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
w
POST -AREA 5
Hyd. No. 11 -- 1 Year
120 240 360 480 600
Hyd No. 11
12
Tuesday, 10 / 6 / 2015
1.370 cfs
= 722 min
=
3,896 cult
= 80.5
= Oft
= 15.00 min
= Type II
= 484
720 840 960 1080 1200 1320
Q (cfs)
2.00
1.00
0.00
1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc. v10.3
Hyd. No. 12
POST -AREA 6
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 19.940 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 2.87 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
18.00
15.00
12.00
M
we
POST -AREA 6
Hyd. No. 12 -- 1 Year
13
Tuesday, 10/6 /2015
= 16.95 cfs
= 730 min
= 66,157 cuft
= 76
= Oft
= 25.00 min
= Type II
= 484
Q (cfs)
18.00
15.00
12.00
M
we]
3.00 3.00
0.00 =_ - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 12

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10 3
Hyd. No. 13
POST -AREA 7
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 8.670 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 2.87 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
POST -AREA 7
Hyd. No. 13 -- 1 Year
14
Tuesday, 10 /6/2015
= 5.912 cfs
= 730 min
= 24,120 cuft
= 73
= Oft
= 25.20 min
= Type II
= 484
Q (cfs)
6.00
5.00
4.00
3.00
2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 13

Q (cfs)
21.00
18.00
15.00
12.00
• M
I1
3.00
0.00
0 240
Hyd No. 14
ADD POST
Hyd. No. 14 -- 1 Year
480 720 960 1200
- Hyd No. 5 Hyd No. 8
Hyd No. 10 Hyd No. 11
Q (cfs)
21.00
18.00
15.00
12.00
M
WE
3.00
N' ' ' - 0.00
1440 1680 1920
Hyd No. 9 Time (min)
Hyd No. 12
15
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk,
Inc v10 3
Tuesday, 10 / 6 / 2015
Hyd. No. 14
ADD POST
Hydrograph type
= Combine
Peak discharge
= 20.99 cfs
Storm frequency
= 1 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 154,654 cuft
Inflow hyds.
= 5, 8, 9, 10, 11, 12
Contrib. drain. area
= 22.870 ac
Q (cfs)
21.00
18.00
15.00
12.00
• M
I1
3.00
0.00
0 240
Hyd No. 14
ADD POST
Hyd. No. 14 -- 1 Year
480 720 960 1200
- Hyd No. 5 Hyd No. 8
Hyd No. 10 Hyd No. 11
Q (cfs)
21.00
18.00
15.00
12.00
M
WE
3.00
N' ' ' - 0.00
1440 1680 1920
Hyd No. 9 Time (min)
Hyd No. 12

Hydrograph Report
Hydraf low Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc v10.3
Hyd. No. 15
POST -AREA 8 - OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 8.670 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 2.87 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
7.00
Me]
5.00
H UX
3.00
POST -AREA 8 - OFFSITE
Hyd. No. 15 -- 1 Year
16
Tuesday, 10 / 6 / 2015
= 6.386 cfs
= 734 min
=
29,587 cuft
= 76
= Oft
= 31.00 min
- Type II
= 484
Q (cfs)
7.00
M
. 0M
4.00
3.00
2.00 — —• -- - - - -- - - - -�— 2.00
1.00
1.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 15

OVERALL POST
Q (cfs) Hyd. No. 16 -- 1 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00
- 16.00
12.00 12.00
8.00 8.00
4.00 -I _ `� 4.00
_r
0.00 0 .00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 1800
Time (min)
- - Hyd No. 16 Hyd No. 13 - Hyd No. 14
17
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD(D Civil 3D@)2014 by Autodesk,
Inc. 00.3
Tuesday, 10 / 6 / 2015
Hyd. No. 16
OVERALL POST
Hydrograph type
= Combine
Peak discharge
= 26.79 cfs
Storm frequency
= 1 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 178,774 cuft
Inflow hyds.
= 13, 14
Contrib. drain. area
= 8.670 ac
OVERALL POST
Q (cfs) Hyd. No. 16 -- 1 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00
- 16.00
12.00 12.00
8.00 8.00
4.00 -I _ `� 4.00
_r
0.00 0 .00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 1800
Time (min)
- - Hyd No. 16 Hyd No. 13 - Hyd No. 14

so -Year Hydrographs

Hydrograph Summary
Re p'?yld aflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10.3
Hyd.
Hydrograph
Peak
Time
Time to
Hyd.
Inflow
Maximum
Total
Hydrograph
No.
type
flow
interval
Peak
volume
hyd(s)
elevation
strge used
Description
(origin)
(cfs)
(min)
(min)
(cuft)
(ft)
(cuft)
1
SCS Runoff
89.05
2
728
327,695
- - - - --
......
- - - - --
PRE -AREA 1
2
SCS Runoff
45.25
2
716
92,745
.... •-
- - - - --
......
PRE - DRAINAGE 2
3
SCS Runoff
12.23
2
722
34,274
....-
- - - - --
- - - - --
PRE - DRAINAGE 3
4
SCS Runoff
2478
2
716
53,478
- - - - --
- - - - --
POST -AREA 1
5
Reservoir
2.949
2
732
51,309
4
377.93
54,888
BMP 1
6
Combine
112.41
2
720
454,714
1, 2, 3,
- - - - --
TOTAL PRE
7
SCS Runoff
52.23
2
716
113,164
- - - - --
- - ----
......
POST -AREA 2
8
Reservoir
6.854
2
728
110,403
7
364.81
89,280
BMP 2
9
SCS Runoff
3.328
2
722
9,329
- - - - --
- - --
- --
POST -AREA 3
10
SCS Runoff
4.188
2
722
11,817
—
—
POST -AREA 4
11
SCS Runoff
3.486
2
722
9,789
- - - - --
- - - - --
- - --
POST -AREA 5
12
SCS Runoff
49.67
2
728
183,010
- - - --
POST -AREA 6
13
SCS Runoff
19.27
2
728
71,622
..... -
- - - - --
- - - - --
POST -AREA 7
14
Combine
68.01
2
728
375,656
5, 8, 9,
- - - - --
- - - - --
ADD POST
10, 11, 12,
15
SCS Runoff
18.83
2
734
81,847
- - - - --
- - - - --
- - - - --
POST -AREA 8 - OFFSITE
16
Combine
87.29
2
728
447,279
13, 14,
- - - - --
- - - - --
OVERALL POST
WOODALL- 9- 30- 15.9pw Return Period: 10 Year Tuesday, 10 / 6 / 2015

Hydrograph Report
Hydraf low Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. 00.3
Hyd. No. 1
: _ VWX
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 34.870 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.04 in
Distribution
Storm duration
= 24 hrs
Shape factor
PRE -AREA 1
Q (cfs) Hyd. No. 1 -- 10 Year
90.00
80.00 -
70.00 - - - - -- — — - — -
60.00 --
50.00
4U.UU
30.00
20.00
10.00 i, - 10.00
0.00
- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 1
18
Tuesday, 10 /6/2015
= 89.05 cfs
= 728 min
= 327,695 cuft
= 76.7
= Oft
= 23.80 min
= Type II
= 484
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc. 00.3
Hyd. No. 2
PRE - DRAINAGE 2
19
Tuesday, 10 / 6 / 2015
Hydrograph type
= SCS Runoff
Peak discharge
= 45.25 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 92,745 cuft
Drainage area
= 8.670 ac
Curve number
= 82.3
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.04 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PRE - DRAINAGE 2
Q (cfs) Hyd. No. 2 -- 10 Year
50.00
40.00
30.00
20.00
10.00
0.00 - -- -
0 120 240 360 480 600 720 840
Hyd No. 2
Q (cfs)
50.00
Hollis]
i1 11
41111 LO
10.00
0.00
960 1080 1200 1320
Time (min)

20
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2014 by Autodesk, Inc. v10.3 Tuesday, 10 / 6 / 2015
Hyd. No. 3
PRE - DRAINAGE 3
Hydrograph type
= SCS Runoff
Peak discharge
= 12.23 cfs
Storm frequency
= 10 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 34,274 cuft
Drainage area
= 3.470 ac
Curve number
= 78.5
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 16.00 min
Total precip.
= 5.04 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PRE - DRAINAGE 3
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
14.00 14.00
12.00 12.00
L'
10.00 10.00
8.00 8.00
6.00 - 6.00
4.00 4.00
2.00 2.00
1
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3

21
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc. v10.3 Tuesday, 10 / 6 / 2015
Hyd. No. 4
POST -AREA 1
Hydrograph type
= SCS Runoff
Peak discharge
= 24.78 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 53,478 cuft
Drainage area
= 3.950 ac
Curve number
= 90.6
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.04 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
POST -AREA 1
Hyd. No. 4 -- 10 Year
Q (cfs)
28.00
24.00
20.00
16.00
12.00
:11111
4.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 4 Time (min)

Storage Indication method used. Wet pond routing start elevation = 375.50 ft
BMP 1
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
28.00 - - 28.00
24.00 24.00
20.00 1 20.00
16.00 16.00
i
12.00 12.00
8.00 - 8.00
4.00 4.00
0.00 - 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280
Time (min)
Hyd No. 5 Hyd No. 4 Q 1 Tl I 1 : Total storage used = 54,888 cult
22
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk,
Inc v10 3
Tuesday, 10 / 6 / 2015
Hyd. No. 5
BMP 1
Hydrograph type
= Reservoir
Peak discharge
= 2.949 cfs
Storm frequency
= 10 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 51,309 cuft
Inflow hyd. No.
= 4 - POST -AREA 1
Max. Elevation
= 377.93 ft
Reservoir name
= BMP 1
Max. Storage
= 54,888 cuft
Storage Indication method used. Wet pond routing start elevation = 375.50 ft
BMP 1
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
28.00 - - 28.00
24.00 24.00
20.00 1 20.00
16.00 16.00
i
12.00 12.00
8.00 - 8.00
4.00 4.00
0.00 - 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280
Time (min)
Hyd No. 5 Hyd No. 4 Q 1 Tl I 1 : Total storage used = 54,888 cult

Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
TOTAL PRE
Hyd. No. 6 -- 10 Year
Q (cfs)
120.00
100.00
!�1I1I1]
20.00
.�� ■ �� � _
0.00 ••— 0.00
'�'�
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 6 � Hyd No. 1 — Hyd No. 2 — Hyd No. 3
23
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk,
Inc. v10.3
Tuesday, 10 16 / 2015
Hyd. No. 6
TOTALPRE
Hydrograph type
= Combine
Peak discharge
= 112.41 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 454,714 cuft
Inflow hyds.
= 1, 2, 3
Contrib. drain. area
= 47.010 ac
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
TOTAL PRE
Hyd. No. 6 -- 10 Year
Q (cfs)
120.00
100.00
!�1I1I1]
20.00
.�� ■ �� � _
0.00 ••— 0.00
'�'�
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 6 � Hyd No. 1 — Hyd No. 2 — Hyd No. 3

24
Hydrograph Report
Hydraf low Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc 00.3 Tuesday, 10 / 6 / 2015
Hyd. No. 7
POST -AREA 2
Hydrograph type
= SCS Runoff
Peak discharge
= 52.23 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 113,164 cuft
Drainage area
= 8.270 ac
Curve number
= 91
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.04 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
60.00
50.00
40.00
30.00
20.00
POST -AREA 2
Hyd. No. 7 -- 10 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00 10.00
0.00 p— - 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Time (min)
Hyd No. 7

25
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10.3 Tuesday, 10 / 6 / 2015
Hyd. No. 8
BMP 2
Hydrograph type
= Reservoir
Peak discharge
= 6.854 cfs
Storm frequency
= 10 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 110,403 cuft
Inflow hyd. No.
= 7 - POST -AREA 2
Max. Elevation
= 364.81 ft
Reservoir name
= BMP 2
Max. Storage
= 89,280 cuft
Storage Indication method used. Wet pond routing start elevation = 360 50 ft
Q (cfs)
60.00
50.00
40.00
30.00
20.00
■
10.00
BMP 2
Hyd. No. 8 -- 10 Year
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.00 - - – — — 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800
Time (min)
Hyd No. 8 Hyd No. 7 TUJ I I 1 Total storage used = 89,280 cult

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D0 2014 by Autodesk, Inc. v10 3
Hyd. No. 9
POST -AREA 3
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.960 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.04 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
4.00
3.00
2.00
1.00
0.00 =
0 120 240
Hyd No. 9
POST -AREA 3
Hyd. No. 9 -- 10 Year
360 480 600 72
26
Tuesday, 10 / 6 / 2015
= 3.328 cfs
= 722 min
=
9,329 tuft
= 78
= Oft
= 15.00 min
= Type II
= 484
Q (cfs)
4.00
i 11,
2.00
1.00
I . - 0.00
0 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc. v10.3
Hyd. No. 10
POST -AREA 4
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 1.040 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.04 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
5.00
4.00
3.00
E, w
1.00
POST -AREA 4
Hyd. No. 10 -- 10 Year
27
Tuesday, 10 / 6 / 2015
= 4.188 cfs
= 722 min
= 11,817 tuft
= 83
= Oft
= 15.00 min
= Type II
= 484
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 - -- • - - - � - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 10

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10.3
Hyd. No. 11
POST -AREA 5
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.930 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.04 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
4.00
3.00
W IM
1.00
0.00 _
0 120 240
Hyd No. 11
POST -AREA 5
Hyd. No. 11 -- 10 Year
360 480 600 72
28
Tuesday, 10 / 6 / 2015
= 3.486 cfs
722 min
= 9,789 cuft
= 80.5
Oft
15.00 min
= Type II
= 484
Q (cfs)
4.00
3.00
2.00
1.00
tl�
0.00
0 840 960 1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc. 00.3
Hyd. No. 12
POST -AREA 6
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 19.940 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 5.04 in
Storm duration
= 24 hrs
Q (cfs)
50.00
40.00
30.00
20.00
10.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST -AREA 6
Hyd. No. 12 -- 10 Year
29
Tuesday, 10 / 6 / 2015
= 49.67 cfs
= 728 min
= 183,010 cuft
= 76
= Oft
= 25.00 min
= Type II
= 484
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00 - - -- -' -- - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 12

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2014 by Autodesk, Inc. v10 3
Hyd. No. 13
POST -AREA 7
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 8.670 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 5.04 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
21.00
18.00
15.00
12.00
MM
,. e s
3.00
POST -AREA 7
Hyd. No. 13 -- 10 Year
W
Tuesday, 10 / 6 / 2015
19.27 cfs
= 728 min
= 71,622 cult
= 73
= Oft
= 25.20 min
= Type II
= 484
Q (cfs)
21.00
18.00
15.00
12.00
• of
M
3.00
0.00 . _- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 13

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd. No. 14
ADD POST
31
Tuesday, 10 /6/2015
Hydrograph type
= Combine
Peak discharge
= 68.01 cfs
Storm frequency
= 10 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 375,656 cuft
Inflow hyds.
= 5, 8, 9, 10, 11, 12
Contrib. drain. area
= 22.870 ac
ADD POST
Q (cfs) Hyd. No. 14 -- 10 Year
70.00
.I M1
50.00
40.00 -
30.00
10.00
Q (cfs)
70.00
.ace
50.00
40.00
- - -- -- - – - - —� --- - _ 30.00
20.00
10.00
0.00 -- — - . - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 14 Hyd No. 5 Hyd No. 8 Hyd No. 9 Time (min)
Hyd No. 10 Hyd No. 11 Hyd No. 12

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civi131302014 by Autodesk, Inc v10.3
Hyd. No. 15
POST -AREA 8 - OFFSITE
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 8.670 ac
Basin Slope
= 0.0%
Tc method
= User
Total precip.
= 5.04 in
Storm duration
= 24 hrs
Q (cfs)
21.00
18.00
15.00
12.00
00
. W
3.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
POST -AREA 8 - OFFSITE
Hyd. No. 15 -- 10 Year
32
Tuesday, 10 / 6 / 2015
= 18.83 cfs
= 734 min
= 81,847 cuft
= 76
= Oft
= 31.00 min
= Type II
= 484
Q (cfs)
21.00
18.00
15.00
12.00
MN
. es,
i
1 3.00
1
0.00 - I - -.- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 15

33
Hydrograph Report
Hydraf low Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc. v10.3 Tuesday, 10 / 6 / 2015
Hyd. No. 16
OVERALL POST
Hydrograph type
= Combine
Peak discharge
= 87.29 cfs
Storm frequency
= 10 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 447,279 cuft
Inflow hyds.
= 13, 14
Contrib. drain. area
= 8.670 ac
OVERALL POST
Q (cfs) Hyd. No. 16 -- 10 Year Q (cfs)
90.00 90.00
80.00
- 80.00
70.00 - 70.00
60.00 - 60.00
50.00 50.00
40.00 - 40.00
30.00 30.00
■
20.00 t 20.00
10.00 10.00
0.00 = - �'�- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
- Hyd No. 16 - Hyd No. 13 Hyd No. 14

soo -Year Hydrographs

Hydrograph Summary Re p9rdraf low Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. v10.3
Hyd.
Hydrograph
Peak
Time
Time to
Hyd.
Inflow
Maximum
Total
Hydrograph
No.
type
flow
interval
Peak
volume
hyd(s)
elevation
strge used
Description
(origin)
(cfs)
(min)
(min)
(cuft)
(ft)
(cuft)
1
SCS Runoff
162.45
2
728
597,210
- - - - --
- - - - --
-• -••-
PRE -AREA 1
2
SCS Runoff
76.14
2
716
160,221
- - - - --
... -.•
- - - - --
PRE - DRAINAGE 2
3
SCS Runoff
21.65
2
722
61,365
- - - - --
......
- - - - --
PRE - DRAINAGE 3
4
SCS Runoff
38.61
2
716
85,951
- - - - --
- - - ---
---- --
POST -AREA 1
5
Reservoir
21.95
2
722
83,703
4
378.65
64,225
BMP 1
6
Combine
202.69
2
720
818,796
1, 2, 3,
- - - - --
• - - - -•
TOTAL PRE
7
SCS Runoff
81.15
2
716
181,275
- - - - --
POST -AREA 2
8
Reservoir
42.71
2
722
178,392
7
366.16
109,150
BMP 2
9
SCS Runoff
5.930
2
722
16,784
- - - - --
- - - - --
- - - - --
POST -AREA 3
10
SCS Runoff
7.049
2
722
20,284
- - - - --
- - - - --
- -• - --
POST -AREA 4
11
SCS Runoff
6.032
2
722
17,196
- - - ---
- - - - --
POST -AREA 5
12
SCS Runoff
91.43
2
728
335,889
- - - --
•• -• -•
- - - - --
POST -AREA 6
13
SCS Runoff
36.97
2
728
135,643
- - - - --
......
POST -AREA 7
14
Combine
167.07
2
724
652,248
5, 8, 9,
- - --
......
ADD POST
10, 11, 12,
15
SCS Runoff
34.76
2
732
150,219
- - - -•-
-
- - - - --
POST -AREA 8 - OFFSITE
16
Combine
201.66
2
726
787,890
13, 14,
- - - - --
OVERALL POST
WOODALL- 9- 30- 15.gpw Return Period: 100 Year Tuesday, 10 / 6 / 2015

34
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2014 by Autodesk, Inc. v10.3 Tuesday, 10 / 6 / 2015
Hyd. No. 1
PRE -AREA 1
Hydrograph type
= SCS Runoff
Peak discharge
= 162.45 cfs
Storm frequency
= 100 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 597,210 cuft
Drainage area
= 34.870 ac
Curve number
= 76.7
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 23.80 min
Total precip.
= 7.51 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PRE -AREA 1
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
180.00 - 180.00
160.00 - 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 =_� - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

35
Hydrograph Report
Hydraf low Hydrographs Extension for AutoCADO Civil 3D@2014 by Autodesk, Inc. 00.3 Tuesday, 10 / 6 / 2015
Hyd. No. 2
PRE - DRAINAGE 2
Hydrograph type
= SCS Runoff
Peak discharge
= 76.14 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 160,221 cuft
Drainage area
= 8.670 ac
Curve number
= 82.3
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.51 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PRE - DRAINAGE 2
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 2 Time (min)

36
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2014 by Autodesk, Inc v10.3 Tuesday, 10 / 6 / 2015
Hyd. No. 3
PRE - DRAINAGE 3
Hydrograph type
= SCS Runoff
Peak discharge
= 21.65 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 61,365 cuft
Drainage area
= 3.470 ac
Curve number
= 78.5
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 16.00 min
Total precip.
= 7.51 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PRE - DRAINAGE 3
Q (cfs) Hyd. No. 3 -- 100 Year
24.00
20.00
16.00
12.00
Q (cfs)
24.00
20.00
16.00
12.00
8.00 8.00
4.00 4.00
0.00 = _ -- - '- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
- Hyd No. 3

37
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3 Tuesday, 10 / 6 / 2015
Hyd. No. 4
POST -AREA 1
Hydrograph type
= SCS Runoff
Peak discharge
= 38.61 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 85,951 cuft
Drainage area
= 3.950 ac
Curve number
= 90.6
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.51 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
POST -AREA 1
Q (cfs) Hyd. No. 4 -- 100 Year Q (cfs)
40.00 40.00
30.00 1 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Time (min)
- Hyd No. 4

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc v10.3
Hyd. No. 5
:3►VAIM
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 4 - POST -AREA 1
Max. Elevation
Reservoir name
= BMP 1
Max. Storage
Storage Indication method used Wet pond routing start elevation = 375.50 ft.
BMP 1
Q (cfs) Hyd. No. 5 -- 100 Year
40.00 -
30.00
20.00
10.00
38
Tuesday, 10 /6/2015
= 21.95 cfs
= 722 min
= 83,703 cult
= 378.65 ft
= 64,225 cuft
Q (cfs)
40.00
20.00
10.00
0.00 -. oli 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 5 Hyd No. 4 fl f J 11D Total storage used = 64,225 cult

39
Hydrograph
Report
Hydraflow Hydrographs Extension
for AutoCAD® Civil 3D@2014 by Autodesk, Inc 00.3
Tuesday, 10 / 6 / 2015
Hyd. No. 6
TOTAL PRE
Hydrograph type
= Combine
Peak discharge
= 202.69 cfs
Storm frequency
= 100 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 818,796 cuft
Inflow hyds.
= 1, 2, 3
Contrib. drain. area
= 47.010 ac
TOTAL PRE
Q (cfs)
Hyd. No. 6 -- 100 Year
Q (cfs)
210.00
210.00
180.00
180.00
150.00
150.00
120.00
-
120.00
90.00 -
90.00
60.00
-
60.00
30.00
="
30.00
0.00 -
�
0.00
0 120 240 360 480
600 720 840 960 1080 1200
1320 1440 1560
Time (min)
Hyd No.
6 - Hyd
No. 1 Hyd No. 2
Hyd No. 3

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc. 00.3
Hyd. No. 7
POST -AREA 2
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 8.270 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 7.51 in
Distribution
Storm duration
= 24 hrs
Shape factor
POST -AREA 2
Q (cfs) Hyd. No. 7 -- 100 Year
90.00
80.00 -
ri r e
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 120 240 360 480 600 720 840 960
Hyd No. 7
40
Tuesday, 10 / 6 / 2015
= 81.15 cfs
= 716 min
= 181,275 cuft
= 91
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
1080 1200
Time (min)

Storage Indication method used. Wet pond routing start elevation = 360.50 ft
BMP 2
Q (cfs) Hyd. No. 8 -- 100 Year Q (cfs)
90.00 90.00
80.00 80.00
70.00 70.00
60.00 - 60.00
50.00 50.00
40.00 40.00
30.00 I
30.00
20.00 - 20.00
w
10.00 f l 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 8 Hyd No. 7 Total storage used = 109,150 CA
41
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@)2014 by Autodesk, Inc v10.3
Tuesday, 10 / 6 / 2015
Hyd. No. 8
BMP 2
Hydrograph type
= Reservoir
Peak discharge
= 42.71 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 178,392 cuft
Inflow hyd. No.
= 7 - POST -AREA 2
Max. Elevation
= 366.16 ft
Reservoir name
= BMP 2
Max. Storage
= 109,150 cuft
Storage Indication method used. Wet pond routing start elevation = 360.50 ft
BMP 2
Q (cfs) Hyd. No. 8 -- 100 Year Q (cfs)
90.00 90.00
80.00 80.00
70.00 70.00
60.00 - 60.00
50.00 50.00
40.00 40.00
30.00 I
30.00
20.00 - 20.00
w
10.00 f l 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 8 Hyd No. 7 Total storage used = 109,150 CA

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10 3
Hyd. No. 9
POST -AREA 3
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.960 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 7.51 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
POST -AREA 3
Hyd. No. 9 -- 100 Year
42
Tuesday, 10 /6/2015
= 5.930 cfs
= 722 min
= 16,784 cult
= 78
= Oft
= 15.00 min
= Type II
= 484
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 % - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
- Hyd No. 9 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10.3
Hyd. No. 10
POST -AREA 4
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 1.040 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 7.51 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
8.00
More,
4.00
2.00
r ��
w
POST -AREA 4
Hyd. No. 10 -- 100 Year
43
Tuesday, 10 / 6 / 2015
= 7.049 cfs
= 722 min
= 20,284 cult
= 83
= Oft
= 15.00 min
= Type II
= 484
Q (cfs)
8.00
-1Q,
4.00
2.00
I
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 10

44
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10.3 Tuesday, 10 / 6 / 2015
Hyd. No. 11
POST -AREA 5
Hydrograph type
= SCS Runoff
Peak discharge
= 6.032 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 17,196 cuft
Drainage area
= 0.930 ac
Curve number
= 80.5
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 15.00 min
Total precip.
= 7.51 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
7.00
11
5.00
4.00
C 11
2.00
POST -AREA 5
Hyd. No. 11 -- 100 Year
Q (cfs)
7.00
11
5.00
4.00
MIN
2.00
1.00 - 1 1.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)
y

45
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3 D 2014 by Autodesk, Inc. v10.3 Tuesday, 10 / 6 / 2015
Hyd. No. 12
POST -AREA 6
Hydrograph type
= SCS Runoff
Peak discharge
= 91.43 cfs
Storm frequency
= 100 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 335,889 cuft
Drainage area
= 19.940 ac
Curve number
= 76
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 25.00 min
Total precip.
= 7.51 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
POST -AREA 6
Q (cfs) Hyd. No. 12 -- 100 Year Q (cfs)
100.00 _ _ - 100.00
90.00 ! I — -. 90.00
80.00 80.00
70.00 70.00
60.00 60.00
50.00 - 50.00
G
40.00 40.00
30.00 30.00
20.00 20.00
10.00 ,� �?
10.00
0.00 -
-- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 12

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD@ Civil 3D@)2014 by Autodesk, Inc. 00.3
Hyd. No. 13
POST -AREA 7
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 8.670 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 7.51 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
40.00
30.00
20.00
10.00
w
POST -AREA 7
Hyd. No. 13 -- 100 Year
46
Tuesday, 10 / 6 / 2015
= 36.97 cfs
728 min
135,643 cuft
= 73
Oft
= 25.20 min
Type II
= 484
Q (cfs)
- 40.00
30.00
20.00
10.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 13

47
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2014 by Autodesk, Inc. v10 3 Tuesday, 10 / 6 / 2015
Hyd. No. 14
ADD POST
Hydrograph type
= Combine
Peak discharge
= 167.07 cfs
Storm frequency
= 100 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 652,248 cuft
Inflow hyds.
= 5, 8, 9, 10, 11, 12
Contrib. drain. area
= 22.870 ac
ADD POST
Q (cfs) Hyd. No. 14 -- 100 Year Q (cfs)
180.00 180.00
160.00 160.00
i
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - - - - -�— __ -�r 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 14 Hyd No. 5 Hyd No. 8 Hyd No. 9 Time (min)
Hyd No. 10 Hyd No. 11 Hyd No. 12

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc. v10.3
Hyd. No. 15
POST -AREA 8 - OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 8.670 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 7.51 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
POST -AREA 8 - OFFSITE
Hyd. No. 15 -- 100 Year
48
Tuesday, 10 / 6 / 2015
= 34.76 cfs
= 732 min
150,219 cuft
76
Oft
31.00 min
= Type II
= 484
Q (cfs)
35.00
30.00
25.00
15.00
10.00
� =oo
0.00 - - - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 15

OVERALL POST
Q (cfs) Hyd. No. 16 -- 100 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00
150.00
120.00 m 120.00
90.00 - 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 16 Hyd No. 13 Hyd No. 14
49
Hydrograph
Report
Hydraf low Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk,
Inc. v10.3
Tuesday, 10 / 6 / 2015
Hyd. No. 16
OVERALL POST
Hydrograph type
= Combine
Peak discharge
= 201.66 cfs
Storm frequency
= 100 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 787,890 cuft
Inflow hyds.
= 13, 14
Contrib. drain. area
= 8.670 ac
OVERALL POST
Q (cfs) Hyd. No. 16 -- 100 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00
150.00
120.00 m 120.00
90.00 - 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 16 Hyd No. 13 Hyd No. 14

Culvert Calculations

CULVERT ANALYSIS
Proposed as part of the Woodall Subdivision are two culverts known as North and South
for the purposes of this study. The north culvert will replace an existing 18" at the project
entrance. The south culvert will serve to drain the site along the western property
boundary. A drainage area map is provided for reference.
The peak flows were determined using the SCS Method, in conjunction with NOAA Atlas
14 rainfall data for Apex, was used to develop runoff hydrographs for the storm events.
This method requires three basic parameters: a curve number (CN), time of concentration
(tc), and drainage area.
Composite curve numbers were developed based on soil type and land use. Soil types
were delineated from the Soil Survey of Wake County, North Carolina (November 1970).
Land use was assumed to be % acre lot residential for the drainage area.
Times of concentration were calculated using the Kirpich method and based on Wake
County topographic maps and field survey data. Due to the short flow path lengths, a 5
minute time of concentration was assigned to these drainage areas.
Pondpack was used to generate the flows for the drainage area. Flowmaster was used
to analyze the flows for the different storm events. Culvert sizes were determined based
on the calculated flow to the culvert.
Summary
North Culvert
24" RCP
Return Period Flow (Q) (CFS)
25 -year 34.4
100 -year 42.4
The theoretical capacity of the culvert flowing full is 44.3CFS. The culvert is sized using
the 100 -year return period (Qloo = 42.4 CFS). The culvert is adequate for the estimated
peak flow.

South Culvert
48" RCP
Return Period Flow (Q) (CFS)
25 -year 89.1
100 -year 112.1
The theoretical capacity of the culvert flowing full is 132.4 CFS. The culvert is sized using
the 100 -year return period (Qloo = 112.1 CFS). The culvert is adequate for the estimated
peak flow.
Therefore, the culverts are designed to meets the requirements of the Town of Apex
Standard Specifications.

S
{ i Y'1
x•44 J� a .• 'y �, •f� i _J"'"• -4
i ;ITA7
r'! 11 lo ' .
1
I
r
tr 4 M3 1
F' � I r V � i ;r••
� r
1 1 I•
i• �
\ Y
e �'r

Job File: K: \14 \14- 0270 \140274- Woodall Tract \H -H \CULVERT FLOW.PPW
Rain Dir: K: \14 \14- 0270 \140274- Woodall Tract \H -H\
JOB TITLE
Project Date: 7/31/2015
Project Engineer: bmiller
Project Title: Watershed
Project Comments:
SIN; Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:52 PM 8/3/2015

Table of Contents
i
Table of Contents
NETWORK SUMMARIES (DETAILED) * * * * * * * * * * * * * **
Watershed....... 25
Executive Summary (Nodes) .......... 1.01
* * * * * * * * * * * * * * * * ** DESIGN STORMS SUMMARY * * * * * * * * * * * * * * * * * **
RDU 24 Hour Desi Design Storms ...................... 2.01
* * * * * * * * * * * * * * * * * * * * ** TC CALCULATIONS * * * * * * * * * * * * * * * * * * * **
NORTH CULVERT... Tc Calcs ........................... 3.01
SOUTHCULVERT... Tc Calcs ... ........................ 3.03
* * * * * * * * * * * * * * * * * * * * ** CN CALCULATIONS * * * * * * * * * * * * * * * * * * * **
NORTH CULVERT... Runoff CN -Area ..................... 4.01
SOUTH CULVERT... Runoff CN- Area ..................... 4.02
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Type..., Executive Summary (Nodes) Page 1.01
Name.... Watershed Event: 25 yr
File.... K: \14 \14- 0270 \140274 - Woodall Tract \H -H \Culvert flow.ppw
Storm.,. RDU NOAA 25yr Tag: 25
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank =None; L =Left; R =Rt; LR =Left 6 Rt)
DEFAULT Design Storm
File,ID
= RDU 24
Hour Desi
Storm Tag Name
= 25
Data Type, File, ID
= Time -Depth
Curve
RDU NOAA
25yr
Storm Frequency
= 25 yr
Total Rainfall Depth=
5.9000
in
Duration Multiplier
= 1
Resulting Duration
= 23.9904
hrs
Resulting Start Time=
.0000 hrs
Step=
.0833 hrs
End= 23.9904 hrs
HYG Vol
Qpeak
Qpeak Max WSEL
Node ID
Type
ac -ft Trun.
--
hrs
---------
cfs ft
-------- ---------
-----------------
NORTH CULVERT
____ ----------
AREA
1.934
12.1000
34.37
Outfall NORTH FLOW
JCT
1.934
12.1000
34.37
SOUTH CULVERT
AREA
7.598
12.2500
89.10
Outfall SOUTH FLOW
JCT
7.598
12.2500
89.10
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Type.... Design Storms
Name.... RDU 24 Hour Desi
Page 2.01
File.... K: \14 \14- 02'10\ 140274 - Woodall Tract \H -H \Culvert flow.ppw
Title... Project Date: 7/31/2015
Project Engineer: bmiller
Project Title: Watershed
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID =
Storm Tag Name = 25
RDU 24 Hour Desi
Data Type, File, ID = Time -Depth Curve RDU NOAA 25yr
Storm Frequency = 25 yr
Total Rainfall Depth= 5.9000 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 100
Data Type, File, ID = Time -Depth Curve RDU NOAA 100yr
Storm Frequency = 100 yr
Total Rainfall Depth= 7.3700 in
Duration Multiplier = 1
Resulting Duration = 23.9990 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9990 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.021.00) 1:52 PM 8/3/2015

Type.... Tc Calcs
Name.... NORTH CULVERT
Page 3.01
File.... K.\14\14-0270\140274-Woodall Tract\H-11\Culvert flow.ppw
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time; .0833 hrs
— ---------- ------------------------- ---------------------------------
S/N:
Bentley PondPack (10.00.027.00)
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
1:52 PM
Bentley systems, Inc.
8/3/2015

Type.... Tc Calcs
Name.... NORTH CULVERT
Page 3.02
File.... K: \14 \14- 02V0 \1402V4- Woodall Tract \H -H \Culvert flow.ppw
Tc Equations used...
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:52 PM 8/3/2015

Type.... Tc Calcs
Name.... SOUTH CULVERT
Page 3.03
File.... K:\14\14-0270\140274-Woodall Tract\H-H\Culvert flow.ppw
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .2823 hrs
--------- --------------------------
Total Tc: .2823 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:52 PM 8/3/2015

Type.... Tc Calcs
Name.... SOUTH CULVERT
Page 3.04
File.... K: \14 \14 -0270 \140274- Woodall Tract \H -H \Culvert flow.ppw
__--- _r_.____ -_- - __ - -_ --
Tc Equations used...
___= User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:52 PM 8/3/2015

Type.... Runoff CN -Area
Name.... NORTH CULVERT
Page 4.01
File.... K: \14 \14- 0270 \140274- Woodall Tract \H -H \Culvert flow.ppw
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil /Surface Description CN acres %C RUC CN
- -
Residential Districts - 1/4 acre 75 7.260 75.00
COMPOSITE AREA & WEIGHTED CN - - -> 7.260 75.00 (75)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:52 PM 8/3/2015

Type.... Runoff CN -Area
Name.... SOUTH CULVERT
Page 4.02
File.... K: \14 \14- 0270 \140274- Woodall Tract \H -H \Culvert flow.ppw
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil /Surface Description CN acres %C %UC CN
4
Residential Districts - 1/4 acre 75 28.520 75.00
COMPOSITE AREA & WEIGHTED CN - - -> 28.520 75.00 (75)
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Bentley PondPack (10.00.027.00) 1 :52 PM 8/3/2015

Appendix A
Index of Starting Page Numbers for ID Names
- - - -- N - - - --
NORTH CULVERT... 3.01, 4.01
RDU 24 Hour Desi... 2.01
S
SOUTH CULVERT... 3.03, 4.02, 1.01
A -1
SIN, Bentley Systems, Inc.
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Worksheet for Circular Pipe - South Pipe 25 year
Project Description
Friction Method
Solve For
Input Data
Roughness Coefficient
Channel Slope
Diameter
Discharge
ftesult8
Normal Depth
Flow Area
Wetted Perimeter
Hydraulic Radius
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Discharge Full
Slope Full
Flow Type
GVF Input Data
Downstream Depth
Length
Number Of Steps
ow--01 0 too
Upstream Depth
Profile Description
Profile Headloss
Average End Depth Over Rise
Normal Depth Over Rise
Downstream Velocity
Manning Formula
Normal Depth
SuperCritical
0.013
0.00850 ft/ft
4.00 ft
89.10 ft' /s
2.40 ft
7.88 ft'
7.09 ft
1.11 ft
3.92 ft
2.86 ft
60.1 %
0.00519 ft/ft
11.30 ft/s
1.99 ft
4.39 ft
1.41
142.45 ft /s
132.43 ft/s
0.00365 ft/ft
0.00 ft
0.00 ft
0
0.00 ft
0.00 ft
0.00 %
60.06 %
Infinity ft/s
Bentley Systems, Inc. Haestad Methods SolBiintldJAlllwMaster Val (SELECTserles 1) [08.11.01.031
7/31/2015 3:20:49 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 2

Seasonal High Water Table
Determination (By Others)

SEASONAL HIGH WATER TABLE DETERMINATION
Woodall Tract
Wake County, North Carolina
Catena Job # 7656
Prepared For:
Ralph E. Sanders, P.E.
Froehling & Robertson, Inc.
310 Hubert Street
Raleigh, NC 27603
Prepared By:
&%%LGThe
roup
3l�1`�'
1000 Corporate Drive, Suite 101
Hillsborough, NC 27278
Tel [phone]
July 30, 2015
i�'G
John C. Ro

INTRODUCTION
FroehIing & Robertson, Inc. (F &R) is investigating the construction of two stormwater best
management practice (BMP) devices within the Woodall Tract project site located on the south side
of Apex Barbeque Road, Apex, Wake County, North Carolina. The stormwater BMPs are being
considered to collect and treat runoff from adjacent impervious surfaces. As part of the application
process, a soils investigation detailing soil type and depth to the seasonal high water table (SHWT) is
required. Three Oaks Engineering I The Catena Group (Catena) has been retained to perform the
soils investigation.
INVESTIGATION METHODOLOGY
The Wake County Soil Survey was referenced to get an overview of the possible soil series located
within the study area. The Mayodan soil series is mapped at the BMP locations. Information for this
soil series is listed in Table 1. The Natural Resource Conservation Service (MRCS) soil map is
shown on Figure 1.
Table 1. Map Unit Symbol, Soil Series, and Taxonomic Classification
Map Unit Symbol Soil Series Taxonomic Class
MgC2 Mayodan Fine, mixed, semiactive, thermic Typic Hapludults
The field investigation was performed on July 27, 2015. Two (2) soil borings were advanced via a
hand auger and their locations shown on the attached figure. Observations of the landscape (slope,
drainage patterns, etc.) as well as soil properties (depth, texture, seasonal wetness, restrictive
horizons, etc.) were recorded. Soil color was determined with a Munsell Soil Color Chart.
RESULTS
Soil Type and Depth to SHWT
A soil series determination was made by comparing the soil boring descriptions to the NRCS Official
Series Description and the results are listed in Table 2. Soil boring B1 and B2 are best described by
the Mayodan soil series. Soil boring B 1 was positioned along a shoulder slope and the surface
elevation estimated at 380 -ft based on the provided site plan. Soil boring 132 was positioned along a
linear slope and the surface elevation estimated at 365 -ft. Soil characteristics indicative of a SHWT
were not observed at either boring location. Full soil profile descriptions are attached.
Table 2. Soil Series Determination and Depth to SHWT
Soil Boring Soil Series
# Determination
B1 Mayodan
B2 Mayodan
SHWT
(in. below existing surface)
>84
>40
Estimated Surface Elevation
at Boring Location (ft)
380
365
Woodall Tract SHWT July 30, 2015
Catena Job #7656

CONCLUSIONS
The findings presented herein represent Catena's professional opinion based on our soil evaluation.
Evidence of a SHWT was not observed at either boring location. This report is provided to assist in
the application for stormwater wetland BMP's by providing the soil information. The Town of
Apex, or equivalent permitting agency, must issue the final permit. Any concurrence with the
findings in this report would be made at that time.
Woodall Tract SHWT July 30, 2015
Catena Job #7656

Ell 6G
0 Alt -3- 7 70 TOW--M7.1'
OW�30
Bap +
r`
f
AC
SHWT Test Location 1 7owE37s.tr er tow =388A' eow�e2a' 01
377.0 �t A� BOW - 382.4' _
1 BMP 1 —
POOLa375.60' --,S '
� 1 { / I a to I t SF 7 W= 300.0 *,m
11:4sA BOW - 3770 401, / Q
/
tEY WALL 2 �' 4 y�, °° /♦'""�
GFE: ,3N.3'
RET WALL, / �.�` RCA 1 4 M 366.0'
WALL=M 4' „Q r. arc 37&0,
CIO 5 '4 4 f k v r1p► 77 JII
V IF W 1. � � � jr � CAE: 363.3 � rrE- 3570
/ RFE 371.'
RET WALL 6 ! Bow - 358.3'
WALL 84,4•
t
RET WALL 7 4A FWE. 3
WE me
�4
` u I i 300.6
� , i `� ' • fiE: 375.' � GiIE. 378A' l I �� �'
C8 3 T01N�38B.0• .- -.FFEi 576,5 FFU 371LG7' i E: 362.17' `!
BOW= 363.1' 6FL• 366.5' I
TOW-Mr I I ,
! ^^ CB tB � TOW= 370.5
FICA 2 Bow�71.a Born -s66 a ca t
C9 3 „ TOW�60.0
r 1 1 " 1 TOw- 384.0 TOW= 976.3' _ BOWz374.0'
`` WALL ■3557. f t I BOW- 359.0' BOW--371.01 CB •t 7 V
K
_ RET WAIL 8
BMP 2 R SHWT Test Location 2
y is !4 i t TOW -370.5
011: 2 PO
f BOw=36B.0 f� OL. =38d 60 </ 1 ,/� J
Tts 363J)
R15E '
• SHWT Test Location - 3 { } 3136
USDA -NRCS Mapped Soils `'�- ! ?
MgC2 — Mayodan RET WALL 9
as wnl l =
�= Wy - Worsham . TOW -wff
1130w MIX
Dale: July Figure
SHWT Determination July 2015
Woodall Tract sale
�! Cotena o Z<.s 50 Feat
Gsswp � �
33 Wake County, North Carolina J111 "°-: 7656 yf�tl��

SOIL EVALUATION FORM
The Catena Group, Inc
Catena Job: 76"--6,
1000 Corporate Drive, Suite 101
County: (0,/"C
Hillsborough, NC 27278
Date: 7-,? 7-
919.732.1300
Sheet: / of i
n
_
_
Structure /
Consistence /
Matrix
Mottle Colors
Texture
Mineralogy
Color
(Quantity, Size, Contrast, Color)
JZ
S k 5
VFR / Ns,NA
DY�I 6
� _
0 M / Sq.
SS. S P
VA
Air
I'm G G A _ 0 rUP_ k1 YL y/t
b�l
Yo rr L l�k f j s- SI" 0 Y 7 r i�
o S H i./T f O"
io9,011A fG 01 6,4 ?e-4?�
-I-
Evaluated 'by: G Q

Permit No.
�A
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
[I, PROJECT INFORMATION
Project name Woodall Subdivision
Contact person Alicia Albini
Phone number 919 -238 -0354
Date 9/30/2015
Drainage area number BMP 1
111. DESIGN INFORMATION
Site Characteristics
Drainage area
172,062 ft2
Impervious area, post - development
119,790 ft2
% impervious
69.62 %
Design rainfall depth
1.0 in
Storage Volume: Non -SA Waters
0.77 (unitless)
Minimum volume required
9,697 ft3
Volume provided 10,496 ft3
Storage Volume: SA Waters
1.5" runoff volume ft3
Pre - development 1 -yr, 24 -hr runoff ft3
Post - development 1 -yr, 24 -hr runoff ft3
Minimum volume required ft3
Volume provided ft3
(to be provided by DWQ)
o¢ W A TO9 3G
gob
OK, volume provided is equal to or in excess of volume required.
Peak Flow Calculations
Is the pre /post control of the 1 yr 24hr storm peak flow required?
Y (Y or N)
1 -yr, 24 -hr rainfall depth
2.9 in
Rational C, pre - development
0.30 (unitless)
Rational C, post - development
0.77 (unitless)
Rainfall intensity: 1 -yr, 24 -hr storm
0.12 in /hr OK
Pre - development 1 -yr, 24 -hr peak flow
3.60 ft3 /sec
Post - development 1 -yr, 24 -hr peak flow
0.40 ft3 /sec
Pre /Post 1 -yr, 24 -hr peak flow control
-3.20 ft3 /sec
Elevations
Temporary pool elevation
376.50 fmsl
Permanent pool elevation
375.50 fmsl
SHWT elevation (approx. at the perm. pool elevation)
fmsl
Top of 1 Oft vegetated shelf elevation
376.00 fmsl
Bottom of 1 Oft vegetated shelf elevation
375.00 fmsl
Sediment cleanout, top elevation (bottom of pond)
371.00 fmsl
Sediment cleanout, bottom elevation
370.00 fmsl
Sediment storage provided
1.00 ft
Is there additional volume stored above the state- required temp. pool?
N (Y or N)
Elevation of the top of the additional volume
fmsl
Form SW401 -Wet Detention Basin -Rev 9- 4/18112 Parts I & 11 Design Summary, Page 1 of 2

Permit No.
111. DESIGN INFORMATION
Surface Areas
(to be provided by DWQ)
Area, temporary pool
12,016 ft2
Area REQUIRED, permanent pool
6,882 ft2
SAIDA ratio
4.00 (unitless)
Area PROVIDED, permanent pool, Ape" pool
9,882 ft2
OK
Area, bottom of 1 Oft vegetated shelf, Abo, shell
7,905 ft2
Area, sediment cleanout, top elevation (bottom of pond), Abol_ pond
3,062 ft2
Volumes
Volume, temporary pool
10,496 ft3
OK
Volume, permanent pool, Vperm pool
26,381 ft'
Volume, forebay (sum of forebays if more than one forebay)
5,276 ft'
Forebay % of permanent pool volume
20.0% %
OK
SA/DA Table Data
Design TSS removal
90 %
Coastal SAIDA Table Used?
N (Y or N)
Mountain /Piedmont SAIDA Table Used?
Y (Y or N)
SAIDA ratio
4.00 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10 -2b)
N (Y or N)
Volume, permanent pool, Vperm-pool
26,381 ft'
Area provided, permanent pool, Apem,_pool
9,882 ft2
Average depth calculated
ft
Need 3 ft min.
Average depth used in SAIDA, deV, (Round to nearest 0.5ft)
ft
Calculation option 2 used? (See Figure 10 -2b)
Y (Y or N)
Area provided, permanent pool, Apem, -pool
9,882 ft2
Area, bottom of 1 Oft vegetated shelf, Abot shelf
7,905 ft2
Area, sediment cleanout, top elevation (bottom of pond). Abol -pond
3,062 ft2
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment)
4.00 ft
Average depth calculated
3.00 ft
OK
Average depth used in SAIDA, de,, (Round to down to nearest 0.5ft)
3.0 ft
OK
Drawdown Calculations
Drawdown through orifice?
Y (Y or N)
Diameter of orifice (if circular)
1.50 in
Area of orifice (if- non - circular)
in
Coefficient of discharge (CD)
0.60 (unitless)
Driving head (Ho)
0.33 ft
Drawdown through weir?
N (Y or N)
Weir type
(unitless)
Coefficient of discharge (CW)
( unitless)
Length of weir (L)
ft
Driving head (H)
ft
Pre - development 1 -yr, 24 -hr peak flow
3.60 ft3 /sec
Post - development 1 -yr, 24 -hr peak flow
0.40 ft'/sec
Storage volume discharge rate (through discharge orifice or weir)
0.03 ft3 /sec
Storage volume drawdown time
3.56 days
OK, draws down in 2 -5 days.
Additional Information
Vegetated side slopes
3 :1
OK
Vegetated shelf slope
10 :1
OK
Vegetated shelf width
10.0 ft
OK
Length of flowpath to width ratio
3 :1
OK
Length to width ratio
2.0 :1
OK
Trash rack for overflow & orifice?
Y (Y or N)
OK
Freeboard provided
1.0 ft
OK
Vegetated filter provided?
N (Y or N)
OK
Recorded drainage easement provided?
Y (Y or N)
OK
Capures all runoff at ultimate build -out?
Y (Y or N)
OK
Drain mechanism for maintenance or emergencies is:
DRAIN VALVE
Form SW401 -Wet Detention Basin- Rev.9- 4/18/12
Parts I, & II. Design Summary, Page 2 of 2

Permit No.
1111, REQUIRED ITEMS CHECKLIST
(to be provided by D WQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Form SW401 -Wet Detention Basin- Rev.9- 4/18/12 Part III. Required Items Checklist, Page 1 of 1
Page/ Plan
Initials
Sheet No.
1. Plans (1" 50' or larger) of the entire site showing:
3.0 ' 3,
Design at ultimate build -out,
Off -site drainage (if applicable),
CW
Ca�.lS
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
Maintenance access,
�C
Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross - section,
* f
Vegetation specification for planting shelf, and
Filter strip.
3. Section view of the wet detention basin (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower,
&(0
Pretreatment and treatment areas, and
.�'
- Inlet and outlet structures.
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
It.0 — 44. S on the plans prior to use as a wet detention basin.
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
+cl —4.5
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calculations.
7
8. A copy of the signed and notarized operation and maintenance (0 &M) agreement,
l�
9. A copy of the deed restrictions (if required).
�c,�•` 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401 -Wet Detention Basin- Rev.9- 4/18/12 Part III. Required Items Checklist, Page 1 of 1

Permit No.
(to be provided by DWQ)
O� VNAr R
MGM o °�
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
L PROTECT INFORMATION
Project name Woodall Subdivision
Contact person Alicia Albini
Phone number 919 - 238 -0354
Date 9/3/2015
Drainage area number BMP 2
II. DESIGN INFORMATION
Site Characteristics
Drainage area
360,241 ft'
Impervious area, post - development
253,955 ft2
% impervious
70.50 %
Design rainfall depth
1.0 in
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre - development 1 -yr, 24 -hr runoff
Post- development 1 -yr, 24 -hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre /post control of the 1 yr 24hr storm peak flow required?
1 -yr, 24 -hr rainfall depth
Rational C, pre - development
Rational C, post - development
Rainfall intensity: 1 -yr, 24 -hr storm
Pre - development 1 -yr, 24 -hr peak flow
Post - development 1 -yr, 24 -hr peak flow
Pre /Post 1 -yr, 24 -hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state - required temp. pool?
Elevation of the top of the additional volume
20,539 ft3
20.966 ft3 OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
ft3
ft3
Y (Y or N)
2.9 in
0.30 (unitless)
0.77 (unitless)
0.12 in /hr OK
7.60 ft3
/sec
1.20 ft3 /sec
-6.40 ft3 /sec
362.30 fmsl
360.50 fmsl
fmsl
361.00 fmsl
360.00 fmsl
356.00 fmsl
355.00 fmsl
1.00 ft
(Y or N)
fmsl
Form SW401 -Wet Detention Basin -Rev 9- 4/18/12 Parts I. & 11 Design Summary, Page 1 of 2

Permit No.
III. DESIGN INFORMATION
Surface Areas
Area, temporary pool
15,941 ft'
Area REQUIRED, permanent pool
10,375 ft'
SAIDA ratio
2.88 (unitless)
Area PROVIDED, permanent pool, Apes pool
10,757 ft2
OK
Area, bottom of 1 Oft vegetated shelf, Ab l shell
8,270 ft2
Area, sediment cleanout, top elevation (bottom of pond), Abut�ond
2,532 ft'
Volumes
Volume, temporary pool
20,966 ft'
OK
Volume, permanent pool, Vpenpool
26,361 ft3
Volume, forebay (sum of forebays if more than one forebay)
5,272 ft3
Forebay % of permanent pool volume
20.0% %
OK
SAIDA Table Data
Design TSS removal
85 %
Coastal SAIDA Table Used?
N (Y or N)
Mountain /Piedmont SAIDA Table Used?
Y (Y or N)
SAIDA ratio
2.88 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10 -2b)
N (Y or N)
Volume, permanent pool, Vpenroo,
26,361 ft'
Area provided, permanent pool, Apermyoo,
10,757 ft'
Average depth calculated
ft
Need 3 ft min.
Average depth used in SAIDA, deV, (Round is nearest 0.5ft)
ft
Calculation option 2 used? (See Figure 10 -2b)
Y (Y or N)
Area provided, permanent pool, Apemi_ pool
10,757 ft'
Area, bottom of loft vegetated shelf, Abot Shell
8,270 ft2
Area, sediment cleanout, top elevation (bottom of pond). Abo, -pond
2,532 fie
"Depth" (distance b/w bottom of loft shelf and top of sediment)
4.00 ft
Average depth calculated
3.00 ft
OK
Average depth used in SAIDA, deV, (Round to down to nearest 0 5ft)
3.0 ft
OK
Drawdown Calculations
Drawdown through orifice?
Y (Y or N)
Diameter of orifice (if circular)
2.00 in
Area of orifice (if- non - circular)
in'
Coefficient of discharge (Co)
0.60 (unitless)
Driving head (He)
0.60 ft
Drawdown through weir?
N (Y or N)
Weir type
(unitless)
Coefficient of discharge (C,)
(unitless)
Length of weir (L)
ft
Driving head (H)
ft
Pre - development 1 -yr, 24 -hr peak flow
7.60 ft'/sec
Post - development 1 -yr, 24 -hr peak flow
1.20 ft'/sec
Storage volume discharge rate (through discharge orifice or weir)
0.08 ft'/sec
Storage volume drawdown time
2.98 days
OK, draws down in 2 -5 days.
Additional Information
Vegetated side slopes
3 :1
OK
Vegetated shelf slope
1D A
OK
Vegetated shelf width
10.0 ft
OK
Length of flowpath to width ratio
3 :1
OK
Length to width ratio
2.0 :1
OK
Trash rack for overflow & orifice?
Y (Y or N)
OK
Freeboard provided
1.0 ft
OK
Vegetated filter provided?
Y (Y or N)
OK
Recorded drainage easement provided?
Y (Y or N)
OK
Capures all runoff at ultimate build -out?
Y (Y or N)
OK
Drain mechanism for maintenance or emergencies is:
DRAIN VALVE
(to be provided by DWQ)
Form SW401 -Wet Detention Basin -Rev 9- 4116/12 Parts I & 11 Design Summary, Page 2 of 2

Permit No.
Jill. REQUIRED ITEMS CHECKLIST
(to be provided by D WQ)
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
�., 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calculations.
—TO 8. A copy of the signed and notarized operation and maintenance (0 &M) agreement.
if 4
9. A copy of the deed restrictions (if required).
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401 -Wet Detention Basin- Rev.9- 4/18/12 Part III. Required Items Checklist, Page 1 of 1
Nagel Plan
Initials
Sheet No.
`
1. Plans (1" 50' or larger) of the entire site showing:
Design at ultimate build -out,
5.9
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
2. Partial plan (1 " = 30' or larger) and details for the wet detention basin showing:
3 • _
Outlet structure with trash rack or similar,
4A
3.��
Maintenance access,
- Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
1--�
Basin cross - section,
•�
Vegetation specification for planting shelf, and
Filter strip.
. �.D
3. Section view of the wet detention basin (1" = 20' or larger) showing:
Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
Inlet and outlet structures.
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
�., 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calculations.
—TO 8. A copy of the signed and notarized operation and maintenance (0 &M) agreement.
if 4
9. A copy of the deed restrictions (if required).
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401 -Wet Detention Basin- Rev.9- 4/18/12 Part III. Required Items Checklist, Page 1 of 1

AC? AA
?'
C
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION
APPLICATION FORM
LEVEL SPREADER - VEGETATED
FILTER STRIP (LS -VFS) SUPPLEMENT
This form must be completely filled out, printed, initialed, and submitted.
1. PROJECT INFORMATION
Project name
Woodall Subdivision
Contact name
Alicia Albini
Phone number
919 - 238 -0354
Date
September 11, 2015
Drainage area number
BMP 2
11. DESIGN INFORMATION
The purpose of the LS -VFS
Buffer Rule: Diffuse Flow
Stormwater enters LS -VFS from
A BMP
Type of VFS
Protected riparian buffer (slope < 5 %)
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from the Drainage Area
Drainage area
ff Do not complete this section of the form.
Impervious surface area
ft Do not complete this section of the form.
Percent impervious
% Do not complete this section of the form.
Rational C coefficient
Do not complete this section of the form.
Peak flow from the 1 in/hr storm
cfs Do not complete this section of the form.
Time of concentration
min Do not complete this section of the form.
Rainfall intensity, 10 -yr storm
in/hr Do not complete this section of the form.
Peak flow from the 10 -yr storm
cfs Do not complete this section of the form.
Design storm
Pick one:
Maximum amount of flow directed to the LS -VFS
cfs Do not complete this section of the form.
Is a flow bypass system going to be used?
(Y or N) Do not complete this section of the form.
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from a BMP
Type of BMP
Wet detention pond
Peak discharge from the BMP during the design storm
0.08 cfs
Peak discharge from the BMP during the 10 -year storm
0.1 cfs
Maximum capacity of a 100 -foot long LS -VFS
2 cfs
Peak flow directed to the LS -VFS
0.1 cfs
Is a flow bypass system going to be used?
Y (Y or N)
Explanation of any "Other" responses above
Form SW401 - LS -VFS - 29June2012 - Rev. 10 page 1 of 3

LS -VFS Design
Forebay surface area
Depth of forebay at stormwater entry point
Depth of forebay at stormwater exit point
Feet of level lip needed per cfs
Computed minimum length of the level lip needed
Length of level lip provided
Width of VFS
Elevation at downslope base of level lip
Elevation at the end of the VFS that is farthest from the LS
Slope (from level lip to the end of the VFS)
Are any draws present in the VFS?
Is there a collector swale at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
B
W
y (flow depth for 10 -year storm)
freeboard (during the 10 -year storm)
Peak velocity in the channel during the 10 -yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other" responses above
I
I
nt
150
sq It No forebay is required.
OTHER
in
OTHER
in
50
fUcfs
5
ft Ten feet is the minimum level spreader length.
12
It
50
ft
353.50
fmsl
351.00
fmsl
5.00
%
N
(Y or N) OK
N
(Y or N)
Y (Y or N)
Y (Y or N) Please provide plan details of flow splitter & supporting calcs.
OTHER
ft
OTHER
It
OTHER
ft
OTHER
It
OTHER
ft/sec
Rip -rap
N (Y or N)
Y (Y or N)
FLOW BYPASS IS VIA STORM PIPE AND OUTLET PROTECTION
W
7
y (dining the 10-yr storm) ; I
n1
I
4 �
Iyt
.inrT
Form SW401 - LS -VFS - 29June2012 - Rev. 10 page 2 of 3

NI. REQUIRED ITEMS CHECKLIST
EDIT Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will result
in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to indicate the
following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a requirement has not been met,
attach justification.
Requried Item:
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
2. Plan details (1 " = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build -out.
3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
4. Plan details of the flow splitting device and supporting calculations (if applicable).
Initials
EJ
Page or plan sheet number and any notes:
'I 4P •
Lao
5. A construction sequence that shows how the level spreader will be protected from - D <;
sediment until the entire drainage area is stabilized.
6. If a non - engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0 &M) agreement.
3.i� -3.9
Form SW401 - LS -VFS - 29June2012 - Rev. 10 page 3 of 3

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