20141051 Ver 1_Stormwater Info_20141003

STORMWATER CALCULATIONS,
Scotts Ridge Elementary School (E -32)
Apex Barbeque Road
Apex, North Carolina
March 2014
20 O ES 0
4 'L
..30.37 '• _
1
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'C
CLH d ®a. p
400 Regency Forest Drive, Suite 120
Cary, North Carolina 2751127518
Phone: [phone] Fax: [phone]

EXISTING -CHANNEL

(REF: Malcom. 1991)
Page 1
DATE
DESIGN PHASE
ez� M
3/3/14
SD
PROJECT NAME
DD
PROJECT NO
Scotts Ridge Elementary School
13 -115
CD / X /
REV
LOCATION
BY
Apex, NC
FS
OTHER
(SPECIFY)
CHECKED BY
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: Ex. Chan. - Sec 1
Sta from:
Sta to:
Section Length: 120 ft
Section Slope: 2.00 % See Routing Calculations, 02
Ret Class: C Discharge: 12.33 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 1.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Op = 12.33 cfs flow by Rational Method
n = 0.4 Underbrusl Manning's Coefficient (dimensionless)
S = 0.02 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 23.41 quantity to equate to Zav
M = 3 :1 side slope of channel ft of run : 1 ft of rise)
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
3
0.50
2.25
6.16
0.37
1.15
shallow
3
0.70
3.57
7.43
0.48
2.19
shallow
3
0.60
2.88
6.79
0.42
1.63
shallow
3
0.65
3.22
7.11
0.45
1.90
OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
A = cross - sectional area of flow Qn
A R =
P = wetted perimeter of the channel 1.49
R= hydraulic radius of the channel
Normal Depth, D = 0.65 ft Depth O.K.
Velocity= 3.83 fps Vel. O.K.
SHEAR STRESS
T = yds = shear stress in Ib /sq -ft
Y = unit weight of water, 62.4 lb/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 0.81 Ib /sq -ft
FINAL CHANNEL LINING DIMENSIONS
B= 3 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 9.0 ft
Permanent Channel Lining: Underbrush
(REF: Malcom. 1991)
Page 1

0 11011
DATE
DESIGN PHASE
SD
3/3/14
PROJECT NAME
DD
PROJECT NO
Scotts Ridge Elementary School
13 -115
CD / X /
REV
LOCATION
BY
Apex, NC
FS
OTHER
(SPECIFY)
CHECKED BY
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: Ex. Chan. - Sec 2
Sta from:
Sta to:
Section Length: 80 ft
Section Slope: 2.00 % See Routing Calculations, Q2
Ret Class: C Discharge: 12.33 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 1.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 12.33 cfs flow by Rational Method
n= 0.35 Grass goo( Manning's Coeff icient (dimensionless)
S= 0.02 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 20.48 quantity to equate to Zav
M = 3 :1 side slope of channel ft of run : 1 ft of rise)
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
3
0.50
2.25
6.16
0.37
1.15
shallow
3
0.70
3.57
7.43
0.48
2.19
shallow
3
0.60
2.88
6.79
0.42
1.63
shallow
3
0.65
3.22
7.11
0.45
1.90
OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
A = cross - sectional area of flow A RZrr _ Qn
P = wetted perimeter of the channel 1.49 -vls-
R = hydraulic radius of the channel
Normal Depth, D = 0.65 ft Depth O.K.
Velocity= 3.83 fps Vel. O.K.
SHEAR STRESS
T = yds = shear stress in Ib /sq -ft
Y = unit weight of water, 62.4 Ib /cu -ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 0.81 lb/s -ft
FINAL CHANNEL LINING DIMENSIONS
B= 3 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 9.0 ft
Permanent Channel Lining: Grass good
(REF: Malcom, 1991)
Page 1

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Watershed ,Model SchemagaflowHydrographs, ExtensionfdrAutoCAD®Cm13D®2o08� y,Autodesk,Inc v6'052
1
4
16,
2■
i
®
®`
Legend
HVd.2dAln Desolation
1 SCS Runoff Area'Al''Post
2 Reservoir BMP 'A'
4 SCS Runoff Area 'AZ Post
6 SCS Runoff Area'A' Pre
P.roject:13- 115 -hyd Wetpond:gpw
Thursday, Oct 10,,2013

ly
2;
Hydr ®graph, Return Period, Hf�m Pia _raphsExtensiomforAutoCAD®Civil 3D® 12008 by,Autodesk, Inc. v6 .,052
Hyd.
Hydrograph
Inflow
Peak,Outflow (cfs)
Hydrograph
`No.
type
Hyd(s)
description,
(origin)
.
VYr
2 -Yr
3-Yr,
SNr
10-Yr
25-Yr
50-Yr
10t�Yr
1
SCS Runoff I
2923,
4160
- --
– —
7636
—
- - --
13278,
Area,,'A1' Post
12
Reservoir
1
5:366
1233,
--
--
3873
104.21
BMP 'A'
4
I
,SCSIRunoff
--
12:99
19791
—
--
3976 ,
- - --
7373,
Area'A2'-Post,
6
+SCS'Runoff
I
--
1
29:39
44°78
-- -
{
--
:89 98
1
—
E
I
I
—
16683
I
Area,'A':Pre
I
a
f
Proj. file 13- 115 -hyd Wetpond.gpw
Thursday, Oct 10, 2013

3
Hydrograph summary Rep o, Hyd.rographs Extension for AutoCAD®CM13D®.2008 byAutodesk, Inc: x6:052
.Hyd.
;No.
Hydrograph
type
(origin)'
Peak
flow,
(cfs)
Time.
.interval
'(min)
Time to
peak
(min)
Hyd.
volume
(aufl)
Inflow
hyd(s)'
Maximum t
elevation
,(ft)
Total
strge used"
(CUR)
Hydrograph
description
,1
;SC&Runoff
2923
2
722
76;998
Area'A1' ?Post
2
Reservoir
5.366
2
740
75,928
1
341.01
33;000
BMP 'A'
4
SCS'Runoff
12'99
2
724
38;900
—
—
—
Area'A2' Post
6
'SCS,Runoff
2939
2'
724
88;021
-----
-----
Area'A "Pre
i
1
3
�
i
i;
'i
13-11'5- hyd`Wetpond.9Pw
Retum Period: 1' Year
Thursday-, Oct 10, 2013,

Hy drograph Report
Hydraflow Hydrographs Extension"for'AutoCAD®'Qvd 3D® 2008'byTAutodesk, Inc.,v6 052
Hyd. �No. 1
Area 'A1'' Post'
Hydrograph type = SCS Runoff
Storm,frequency 1 yrs.
Time interval
= 2' min
Drainage' area
= -19.300, ac
'Basin Slope
_ 0.0 %
Tc method
USER
Total precip.
= 2:83` in
'Storm duration
_ '24 hrs
Area�'M' Post
Q (ds) Hyd. ,No.1 --1 Year
30:00
'25.00
,20.00
15.00
1'0.00
I
i
5.00
f
J
I
'
000
4
Thursday, Oct 10,2013
Peak discharge = '29:23 ,cfs
Time to peak, = 722 min
Hyd. volume
= 76,998 cuft
Curve number
= 79
Hydradlic-length
= 0 ft-
'Time of conc. (Tc)
= 12.00 min
Distribution,
= Type II
Shape factor
= 484
Q (cfs)
•30.00
25:00
M
15.00-
10.00
5:00
000
°0 120 2.40 360 480 600 720 840 960 1080 '1200 1320, 1440 1560
Hyd No. 1 Time (min)
f
loss
INIME
milli
milli
Q (cfs)
•30.00
25:00
M
15.00-
10.00
5:00
000
°0 120 2.40 360 480 600 720 840 960 1080 '1200 1320, 1440 1560
Hyd No. 1 Time (min)
f

F�
Hydrogr.-ap'h Report
Hydratow Hydrographs E)dension;for AutoCAD® Cml 3DW 2008 by'Autodesk, Inc..v6.052 ,
Thursday, Oct 10 „2013
Hyd. No. 2
BMP 'A'
'Hydrograph type
= Reservoir
Peak discharge
= 5.366 cfs
Storm frequency
= Vyrs
Time to peak
= 740 -rmin
Time interval,
= 2 min
Hyd. volume
= 75,928 cuft
_Inflow hyd. No.
= 1- Area 'Al' Post-
Max. Elevation
= 341.01 ft
Reservoir name
= BMP ,'A' -
Max. Storage
= 33,000 cuft
Storage,Iridreatfon method used.
0
I II
25:00
20:00,
15.00
10:00
11
BMP •'A'
Hyd. No.•,2' -1 "Year
Q p6)
3000
25:00
20.00
`15.00
10:00
5.00
[11147
-360 '720 1080 1440 1800 2160 2520 2880 3246 3600 3960 4320,

Pond, Report, 16,
Hydraflow Hydrographs Extension 'for AutoCAD® CMI,3DO'2008`by Autodesk, Inc 'v6 052 Thursday, Octr10,a2013
Pond' No. 1 - SMP''A'
,Pond -Data
Contours,- Uses- defined contour areas, Coniamethod used'for volume calculation ;Begining Elevation, =,339 50ft
StagpJ'Storage Table•
'Stage (ft) Elevatiom(ft) Contouf.area (soft) Inor. Storage (cult) Total,storage (cuff)
0.00 339'50 1,6,475'
0 50' 340`.00' 20,820'
2 50' 34200 26,240,
4'50 34400 31,900
Culvertf',QrificerStructures
0
[A]
IBl
Rise (in)
_. 15.00
3:001
Span (in),
= 15 00
300
No. Barrels'
= 1
1
Invert'EL(ft)
= 336:00
339.50
Length,(ft)
='63 00
0.67
Slope (%)
-- x 80
0:00,
N -Value
= ;013
013
Orifice CoeH.
='O 60
0.60.
multi -Stage
= n/a,
Yes
[C] [PrfRsi]
Inactive
,000
'0.
50.00
0.00
0.00
.013
060
,No,
Inactive
A 00
.0
0.00
000
Wa
n/a
0.60
,No
0
0
We Culvert/0nflce ouHbws are analyzed under, inlet (m) and outlet (oc) control Werr users ilredced for orifice condNons (,c)'and aiGmmgence (s)
Stage /'Storage /,Discharge
+9,302
9,302'
46,951
56,253'
Stage
Storage
56,042
1,14,295
'Clv, B, CIv Cl
PrfRsr 'WrA
Weir'Structures,
Wr C Wr D Exfil, User
Total'
ft-
[A] [B]
[C]
[D]
Crest,Len (1t)
+= 16.00 Inactive
20'00
Inactive
Crest,E -1(ft)
= 340 80 37200
342100
0.00
•W®ir Cof3ff.
=3:33 3.33
260
3.33;
;WeirType
,_' Riser R'ect,
Broad
--
Multi -Stage
= Yes' No
No
No
Exfil-(In/hr) =, 0 000 (by Contour)
TW"Eiev.,(ft) =,O 00
We Culvert/0nflce ouHbws are analyzed under, inlet (m) and outlet (oc) control Werr users ilredced for orifice condNons (,c)'and aiGmmgence (s)
Stage /'Storage /,Discharge
Table
Stage
Storage
Elevation
OwA
'Clv, B, CIv Cl
PrfRsr 'WrA
Wr B,
Wr C Wr D Exfil, User
Total'
ft-
zuft
A,
cfs
cfs cfs
cfs C6
,cfs
cfs cis' 016 ch,
ds
{0 00
0
.33950
0.00•
'00o --
- 0:00,
0 M
10:00 -- -- -
0 000
6 05
930
239 55
9:51 oc,
0 01' lc -
- 0'60(
'0 00
0'.00 -- -
,0.006
0 -10
1,860
33966
951 oc,
0 02 is -
- 0,00
1000,
0.06
015
2;790
'339.65
9:51 oc
0 04,1c, -
-- 0,00
000.
'0`00 - -- -
0.041
,V20
3,721,
:339:70
9:51 oc!
'0.06 is -
- 0.00,
0()d
'0!00 -- -
0.064
'0.25
+4,651'
33975
9:51 oc
00816 -
_- 0.00,
:0'00
0:00 - - -
0 084
0'30
5,581
339:80
9:51 oc
0 101c -
-- 0.00
000
10.00 - -- -
`0.099
035
6,51,1
339.85
9.51 oc,
01Vic
- -- 0:00
0100
0:00 - -- -
0112
040
7„441;
'339.90
9:51 oc!
'012,1c --
- 0.00'
X0'.00'
0'00 - - -
0124
045
8;371;
=9-45
9:51 oc
0 13 -1c -
- 0.00
000
0.00 - - -
'0.135
0`50
0,302
34000
9 51 oc
0 14,16 --
-- 0.00
0.00
060 - -- -
'0 .'145
0`70,
x13,997
340 20
9'.5,1 oc.
0 1846, -
- 000,
000
0 .,00, - -_ -
,0'179
'0-90
18;692
`340:40
9 51 oc
0 21 Ic' --
-- 0 .,00'
0'00
;0:00 -
0.208
1''10
23,387
134060
9 51 oc
623 IC --
- 000
000
000 - - -
`0.233
1.30
28,082
340'80
9 51 oc,
0.261c -
- 0.00
000
000 -- -- -
0.256
1150
32;777
341 06,
9 51 pc
0 28itc -
- 4ti77`
0.00'
0100 -- - -
5045
170
37,472
'34,1 20.
11.8010c
0 11,1c' -
- 11'.69; s
0 00
0 00 - - -
IS 80
1 -90
42,167
34140,
12.28 oc
0 064c -
-- 12.2Vs
000
000 - -
1227
210
4602
1341 60
12.59 oc
0 04'lc - -
-- 12.54s
0.00
'0.00 -- - -
1258
2'30
51,557
X341 80
12.87 oc,
0 63)c - --
- -- 12.83,s
0'00
0 00 - - -- --
12 86
2150
56,253
'342 00
13.13,oc
0.021c --
- 13 08 s
000
000 -- - -
1310
2 70
62,057
!342-20
13:38 oc
0 02 is - -
- 1331 s
0'00
465 - - -- -
17'98
290
67,861
34240
13'62 oc
0 02 lc - --
- -- 13 51 s
000
1316' - - -
2668
3110
'73,665
34260
13.87 oc
0 -011Ic -
-- 13.80s
0.00
2417 - -- -
37 1'98
330
79;469
342 80
14 10 oc
0 01 lc -
- 13.90-s
0.00
3721 - -- -
51 12
350
85,274'
34300
14.33 oc
001 lc -
-- 143 p s
0`00
52'00 - - - -
66'31-
370
91,078
'343 20
14 56 oc
0 01' Ic --
-- 14 26 s
000
68 36' _ - _
182:63
3.96
96,882,
343 -40
1479 oc
001 lc - --
-- 14-49S
000
86'15 - -- -
100 &
4.10
102,686
343.60
15.01, oc
0 01 lc --
-- 14.84,s
000
165.25 - - - -
120.10
430
108,491
34360
1522 oc,
0A1 Ic --
- 14.97s
000
125.59 - -- -
140'56
450
1114;295
34400
1'5:44 oc,
0 01 lc -
- -- 15!31, s
000
147108 - -- -
16240

.7.
Hydrograph Report-
Hydraflow Hy&ographs Extension, forAutoCAD S Owl 3DO2008,by,Autodesk, Inc v6,052_
Thufsday,`Oct 10, 2013'
Hyd. No. 4
Area 'A2" Post
Hydrograph type
= SCS Runoff
Peak discharge
_ 12.99 cfs
Storm frequency
= 1 yrs`
Time''to' peak,
= -7, 24 min
Time interval
= 2 min
Hyd. volume
= j38,900 cuft
Drainage area
= 13.700, ac
Curve number
= 74
Basin Slope
_ 10.0 %
Hydraulic, length
—= '0 ft
Tc method
= USER
Tme of conc. (Tc), = 15.00 min
Total precip.
= 2.83, in
Distribution
= Type II
.Storm duration
= 24 firs
Shape - factor
= 484
Area 'A2' Post
Q ( S) Hyd -No. 4 —1 Year Q ,(cfs)
14.00
12.00
'10.60
8,00
6:00'
4.00
'2:00
0,00
14.00'
12.00'
10A0
8.00
6:00
4.00
2'00
0'00
0 120 240- 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 4

Hydr ®graph
Report
'8
Hydra" Flydrographs Extension for AutocAD® CMI'3D9 2008 by Autodesk, Inc W052
Thursday, W:10; 2013
Hy4. No. 6
Area"A' Pre
- Hydrograph type
= SCS Runoff
Peak discharge
= 29.39acfs
Storm frequency
= 1 •yrs
Time, to peak
= 724 min
Time, interval
= 2 'min
Hyd. volume
= 88,021 cuff
Drainage -area
= 31.000 ac
Curve.number
= 74
Basin Slope,
_, 0:0 */o
Hydraulic length
= Of
Tc method
= USER:
Tim&of conc. (Tc) = 15:00 min
Total}precip.
_ 2.83 in
Distribution
= -Type'll
Storm duration
= 24 hrs
Shape'facto-r
= 484
0400
30.0Q
25.OQ
1
20.011
- 1
1 5.00
10.00
500-
Area 'A' Pre
Hyd. No: 6t- 1 Year
Q (ds)
3000
25,60
,20.00
15.00
10.00
5 00
0.00 I I I -- I - I, ,I _ '0:00
0 120 2,40 60 480 600 720 840 960 1,080 1200 1320 1440 1560,
Hyd No: 6 Time (min)

Hydrograph Summary Rep
'p owHydr ographs Extension for AutoCAD® Cml `30®2008byAutodesk;, Inc w6'052
Hyd:
No.
Hydrograph
type
(or`igin)
Peak
now
(cis)
Time
interval
(min)
Time to
peak
(min)
Hyd.
volume
lcm)
Inflow
hyd(s)
Maximum
elevation
(tt)
Total
strge used
(40),
Hydrograpfi
description
1
SCSFRunoff
41 60
2
720
108,668
---- --
- -
Area'Al' Post
2
'Reservoir
1233
2
734
'107,596
1
34144
43,047'
BMP'A'
4
_SCS Runoff
1979
2
724
57;459
---
--
— -
I
Area"A2' Post
6
SCS Runoff
4478
2
724
130,018
--
--
--
Area'A4Pre
1
1
i
t
k
i
1
.I
1
I
J
_
1
13- 115 -hyd Wetpond.gpw
Return Period: 2 Year
Thursday, Oct 10, 2013

10'
Hydrograph Report
Hydraflow Hydrographs Extensionlfor AutoCAD®,CIVII 3D® 2008 by Autodesk, Inc-v6.052
Thursday,,Oct 10,2013
Hyd. No. '1
Area 'Al' Post,
Hydrograph type
= SCS Runoff,
Peak discharge
= 41,.60 cfs
Storm frequency
= 2'yfs
Timelto peak
= 720 rein
Time'interval
= 2 min
Hyd. volume
= 108;668 cuft
Drainage area
= 19.300 ac
Curve number
= 79
Basin, Slope
= '0.0 %
Hydraulic.length
= 0 ft
Tc method
= USER
Time of conc. (Tc) = 12:0.0 min,
Total precip.
= 3'42 in
Distribution
= Type 11
Storm duration
_ '24 hrs
Shape factor,
_ 484
Area 'Al" Post
Ws) Hyd.:No. 1 -- 2-Year
50.0
,I of
30:00
20:00
II
HE
0,(dfs)
50:00'
40.00
30.00
10:00
0 120 240 360 480 600 720 840 960 1080 1200 1,320 1,440 1560
Hyd No. 1- 'Time (rr in)

BINIP 'A'
Q °(mss) Hyd.`No. 2 — 2`Year
50.00
40.00
To II
1 #1
`1,0:00
monsoon
50:00'
,30x00
110_0
10.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600
Time,'(mtn)
Hyd No. 2 — Hyd No. 1 d 1 1,11,1' 111 Total storage used = 43,047 cult
1i
Hydrograph, Report
Hydraflow Hydro Extensiomfor AutoCAD® Civil 3D® 2008 by Autodesk, Inc. v6 052
Thursday, Oct_10, 2013
Hyd. No. 2
BMP 'A'
Hydrograph type = Reservoir
Peak discharge,
= 12.3&cfs
Storm frequency = 2 yrs
Time'to peak_
_ 734 min
Time,;interval _ 2 min
Hyd., volume
1,07,596 cuft
Inflow hyd. No,. _ 1 -Area 'Al" Post
Max. Elevation
=,'341.,44 ft
Reservoir name = BMP 'A'
Max. Storage
= 43;047 cult
Storage, Indication method used
BINIP 'A'
Q °(mss) Hyd.`No. 2 — 2`Year
50.00
40.00
To II
1 #1
`1,0:00
monsoon
50:00'
,30x00
110_0
10.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600
Time,'(mtn)
Hyd No. 2 — Hyd No. 1 d 1 1,11,1' 111 Total storage used = 43,047 cult

Q (Cfs) Hyd. No., 4— 2 Year Q (Cfs),
;21.00
18.00
'15:00
12.00
9'00
'6:00
3.00
000
21.00
18:00
15:00
12M
9.60
600
3.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
- Hyd No. 4 Time (min)
12
Hydrograph
Report.
Hydraflow Hydrographs Extension�for AutoCAD®_Cnnl'3D®2008'by Adtodesk, Inc v6:052
Thursday, Oct 10, 2013
Hyd.,,No., 4
Area 'A2,' Post
Hydrograph type
= SCS Runoff
Peak discharge
= 19.79 cfs
Storm frequency
= Zyrs
Time to, peak,
724 min
Time interval
= 2 min
'Hyd. volume
= 57,459'cuft
Drainage area
= 13.700 ac,
Curve number
= 74
Basin 'Slope
— 0'0%,
,Hydraulic' length
0;,ft
Tc method
= USER
Time of conc. (Tc) = 15.00 min
Total precip.
= 3:42,in
Distribution
= Type II
,Storm, du ration
= ,24 brs
Shape factor
= 484
Q (Cfs) Hyd. No., 4— 2 Year Q (Cfs),
;21.00
18.00
'15:00
12.00
9'00
'6:00
3.00
000
21.00
18:00
15:00
12M
9.60
600
3.00
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
- Hyd No. 4 Time (min)

Q (ds)
50.00
. I II
To II
`20.00
10.00
Area 'A' Pre
Hyd. No.'6 —'2 Year
13
Hyclrograph Report
Hydraflow ,Hydrographs`Extension'for AutoCADO Cml 3W2008 by Autodesk, Inc v6 052
Thursday, Oct•10, 2013
Hyd. Nm f
Area 'X Pre
Hydrdgraph'type =1,SCS Runoff
Peak,discharge
44:78 cfs
Storm ,frequency = 2 yrs
Time to peak
= 724 min
Time interval _ .'2 min
Hyd: volume
= 430,018 cult
Drainage area. _ ,31.0004c
Curve number
= 74
Basin Slope = .0.0 */0
Hydraulic, length,
= 0 ft,
Tc method = USER
Time of conc.'(Tc)
= 1'5.00 min
Total'precip. _ 3':42 in
Distribution
=Type it
Storm duration = 24 hrs
Shape factor
= 484
Q (ds)
50.00
. I II
To II
`20.00
10.00
Area 'A' Pre
Hyd. No.'6 —'2 Year
'Q'(efs)
,50:00
=1411
.30.00
20.00
LI-1 Oil
10'00
0 1,20, 240 360 480 600, 720 '840 960' 1080 1200 1320 14,40 1560
Hyd No. 6 Time (min)
MEN
ME
�El
EM
Elm
I
I�
I�
'Q'(efs)
,50:00
=1411
.30.00
20.00
LI-1 Oil
10'00
0 1,20, 240 360 480 600, 720 '840 960' 1080 1200 1320 14,40 1560
Hyd No. 6 Time (min)

14
Hydr ®graph Surnrnary 1ep�y ow' Hydrographs Extension for AutoCAD ®'Civi1,3D®2008by'Autotleskjnc v6,052
Hyda
No.
Hydrograph,
type
(origin)
Peak
flow'
(cfs)
Time,
interval
(min)
Time,to
peak
(min)
Hyd.
volume
(cult)
,
Inflow
�liyd(s)
Maximum
elevation
(it)
Total
strge used
(tuft)
Hydrograph
description
1
�'SCS,Runo_ff
76'36,
- 2
•720
198,068
- = - -_
--
----
Area,.Ai' Post
2
Reservoir,
38.73
2
730
196,992
1
-34262
73,994
BMP "A'
4
,SCS Runoff
39176,
2
722
111,936
- --
—
--
Area'A2' Post
6
k
ISCS Runoff
89 98=
2
722
253;287
—
Area XPre
,
i
a
i
4
E
k
x
i
13- 115 -hyd Wetpond.gpw
Retum Period. 10 Year
Thursday, Oct 1`0, 2013

Area.'A1' -Post
o
o n HEM
= =M
ILE M
u
Z
0 0 -o .o :o .00 o •o •.o o:o 00 0 •o .o
15
Wydlr ®graph Report
Hydraflow Hydrographs'Extension for,AutocAm i3k 3D® 2008 by'Autodesk Inc v6 052
Thursday, Oct 10, 2013
Hyd. No. 1
Area 'A1' ,Post°
Hydrograph type
_ 'SCS Runoff
Peak discharge
= 76.36 dfs
Storin frequen, y,
10 yrs,
'Time, to peak
7- 20,min,
'Time interval
= 2 min
Hyd. volume
= 498,068 cuft
Drainage area
;= 19.300 ac
Curve number
= 79
Basin Slope `
= 10.0 %
Hydraulic'length
=,O ft
'Tc.method
_ USER
Time,of conc. jc) — 12.00 min
Total precip.
= 4.93'in
Distribution
_' TaOe, II,
Storm duration
= 24 hrs
Shape factor
= 484
Area.'A1' -Post
o
o n HEM
= =M
ILE M
u
Z
0 0 -o .o :o .00 o •o •.o o:o 00 0 •o .o

;Storage, Indication method!used
BMP 'A'
V 0 0 0
.o 00 .o 00
�■��� � a rte■ ■��
0 0 •o .o •:o .o� o :•o •.o rt:o 00 0 ••o .o
16
Hydr ®graph
Report
;Hydraflow Hydrographs�Extension,for AutoCADO Civil 3D® -2008 by Autodesk „Inc. v6052
Thursday,'Oct'10, 2013
Hyd. No. 2,
BMP'A'
Hydrograph type
= Reservoir
Peak discharge
= 38.73 cfs
Storm frequency
= 10 yrs
Time to peak
= 7.30 min
'Time interval
= 2 min
Hyd. -volume
1,969992,cuft
Inflow hyd. No.
= 1 •- Area 'A1' Post
Max. Elevation
= 342.62 ft
Reservoir name
= BMP 'A'
Max. Storage,
= 73;9.94 cuft-
;Storage, Indication method!used
BMP 'A'
V 0 0 0
.o 00 .o 00
�■��� � a rte■ ■��
0 0 •o .o •:o .o� o :•o •.o rt:o 00 0 ••o .o

Q (cfs)
i
i �40.Q0
i
I
t
S
'30.00,
10.00
Area "A2' Post
Hyd. ,No. 4 - -1,0 Year
Hy►drograph
Report:
Hydr4ow Horographs Extension for. AutoCADO CmI 3D® 2008 by Autodesk, Inc. v6 052
Thursday, Oct 10„2013
Hyd: No. 4
Area 'A2' Post
Hydrograph, type
= SCS Runoff
Peak, discharge
= 39.76' cfs
Storm - frequency
= 1.0 yrs
Tkne'to peak-,
= •'722, min
Time interval
= 2 min
Hyd. volume
= 1:11„936 cuft
Drainage area
= 13.700 -ac
Curve number
= 74
Basin Slope
= '0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time,of conc. (Tc)
= 15.00 min
'T,otal,precip.
= 4.93. in
Distribution
= Type II
,Storm 'duration
= 24 hrs
Shape factor
= 484
Q (cfs)
i
i �40.Q0
i
I
t
S
'30.00,
10.00
Area "A2' Post
Hyd. ,No. 4 - -1,0 Year
:Q (cfs)
40M
30:00
20,00
10.00
0 120 240 360 480 600 720 840 960 1080 1,200 1320 1440 1560
Hyd No.,4 Time (min)
It
t-lf­
L
L
:Q (cfs)
40M
30:00
20,00
10.00
0 120 240 360 480 600 720 840 960 1080 1,200 1320 1440 1560
Hyd No.,4 Time (min)

i
i
i
i
Hydro,graph ,Report
Hydraflow,Hydrographs Extension for AutoCAD9'Cnnb3D® 2008 by,Autodesk; Inc' v8'052'
H,yd. No. 6
Area 'A' Pre
Hydrograph type
= SCS Runoff
Storm frequency
=_ 10- yrs
Time, interval
_. 2 ,min
Drainage 'area
_ 31.000 ac
Basin Slope
= 0.0 %
Tc method
= USER
Total'•precip.
_ 4.93 in
Storm duration
= 24'hrs,
'18,
Thursday, Oct 10, 2013
Peak discharge = 89:98 cfs
Time.10 peak,
= 722 min
Hyd. volume,
=253,287 cuft
Curve number
= 74
Hydraulic length
= .0 ft
Time of cone: (Td)
_ 15 OOmin
Distribution
= Type II
Shape factor
�= 4'84
Area 'A' Pre
'QxI(ds) `Hyd. No.,'6�-- 10'YeAt 0,(ds)
_90.00,
-80.00
70.00
60.00
•50.00
40A0
30.00
20.00"
10.00
0.00
0 120, 240 360 480 600 720 840 960 1080 1200 1320 1,440 1560
'
- Hyd' No. 6 Time (min)
90.00
80.W
70.00
'60.00
50.06
40:00
30.00
20.00
10:00
0 00

"1,9`
Hydr ®graph Summary Rep,
y ra ow Hydrographs,Extension forrAtitoCAD® Civd,3D®,2008 by,Autodesk, Inc v6:052
Hyd.
Ho.
Hydrograph
hype,
,(origin)
Peak
flow
(cfs)
Time'
'Interval
(min)
Time to
peak
(min)
'Hyd.
volume,
(cuft)
Inflow
hyd(s)
Mailmum
elevation
,(1t)'
_ Total
strge used
(cuR)
Hydrograph
description
1
SCS,Runoff,
132.78
2
.720
348,448
--
--
- -
Aree'Al' Post'
2
Reservoir
104:21,
2
726
347,369
1
343.45
97;946!
BMP,'A'
4
SCS' Runoff
7371
2
722
207,022
f
—
--
—
Area 'A2' Post
6
`SCS Runoff -
166.83
2
722
468,445
—
---
--
,
Area'A' Pre
r
i
,
,
i
4
a
1
M1
i
,
J J
i
I
t i
1
�
I
13- 1`15 --hyd Wetpond.gpw'
,Retum Pedbd• =100 Year
T,hGrsday, Oct 10; 2013

20
Hydr ®graph Report
Hydraflow Hydrographs Eidension fonAutoCAD® Civil 3D® 2008'by "Autodesk, Inc.-y6 052
'Thursday, Oct 10 „2013
Hyd. ,No.- 1
Area 'A1''•Post
.Hydrograph type
= SCS Runoff
PeakEdischarge
= 132.78 °'cfs
Storm Requency
= 100 -.yrs
'Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 348;448 cult
;Drainage4area
= 19.300 ac
•Curve number
= 79
Basin :Slope
= 0.0 %
,Hydraulic,length
= '0” "ft
Tc, method:
= 'USER
Time of cone. ,(Tc) = 12.00 min
Total precip.
= 7.26`in
Distribution
= Type II
Storm duration
= 24 hrs
'Shape factor
= 484
0
1'20.00
MM .
.o 11
1 o1
20.00
Area 'A1' Post
'Hyd.,No. 1 -- 1'00 Year
-Q (cfs)
140.W
120.00
100,00
,80.00
6000
40.00
OEM
.20.00
O.OU 0`:00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440' 1560
Time (min)
- Hyd No. 1
.20.00
O.OU 0`:00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440' 1560
Time (min)
- Hyd No. 1

Hydrograph Report
Hydraflow ,Hydrographs,Exteinsion,for AutoCAD®_Clwl110 2008 by�Autodesk„ Inc. v6'052
H, d. No. 2
BMP 'A'
Hydrograph type = Reservoir
Storm ;frequency = 100`yrs
'Ti'me -interval .= 2 min
Inflow, hyd. No., = 1 -Area 'A1'�'Post
Reservoir name BMP 'A'
,Storage Indication' method used.
P
"120.00
100.00
80.00,
.o 00
o 00
20.00
BIIAP W
Hyd._No. 2, -- 100 Year
21
Thursday,40ct,10, 2013
Peak discharge = 104.21 cfs
TimeJo peak
= 726 ,niin
Hyd., volume
= 347,369 ,cuft
Max. Elevation,
= 343.45 ft
Max. 'Storage
= 97;946 cult
Q (CfS)
140:00
1120,00
00 00
80.00
60.00
40.00
20:00
0.00 - - 0.00
0 120 240 360 480 600 720 [phone] 1320 1440 1 "560
Time (min)
Hyd,No.,2 Hyd No. 1 IIIJ1 117,1 I I Total storage used = �97,;946,duft
ENE.
Em
1
.I
1�
'1
Q (CfS)
140:00
1120,00
00 00
80.00
60.00
40.00
20:00
0.00 - - 0.00
0 120 240 360 480 600 720 [phone] 1320 1440 1 "560
Time (min)
Hyd,No.,2 Hyd No. 1 IIIJ1 117,1 I I Total storage used = �97,;946,duft

22
.Hydrograph,'Rep®rt
Hydraflow Hydrographs Extension for Auto,AD® Civil 3D® 2008 by Autodesk, Inc v6:052
Thursday; Oct 10; 2013'
Hyd. No. 4
Area : %2' Post
Hydrograph type
= SCS Runoff
Peak.discharge
_ 73.73 cfs,
,Storm frequency
= 1'00 yrs
Time to peak
= 722, min
Time interval
= 2 .rein
;Hyd. volume
= 207022 cuft
Drainage.area
= 13:700 ac.
Curve number
= 74
Basin ,Slope
= 0.'0%
Hydraulic length
= 0 ft
Tsc.method
= USER
Time of, conc. (Tc) = 15.00 min
Total precip.
= 7.26 in
Distribution
= Type II
Storm duration
= '24 hrs
Shape factor
= 484,
Area 'A2' Post
Hyd. No.4 — 100 -Year
70.00
-mom
Plol o]
40.00
,30.00
20.00
10.00
I of --
- Q",(cfs).
;80.00
70.00'
60.00,
50:00
40.00
30.00
2000
10:00
9111�1111111
120 240 360 480 600 720 840 960 '1080 1200 1320 1440 1560
Time (min)
Hyd No: 4 ,
sip
®�i�
i �■��ii�a■i������■�i�
MIl:����
,in
MOEN[-Fjc-"9i9w-
I of --
- Q",(cfs).
;80.00
70.00'
60.00,
50:00
40.00
30.00
2000
10:00
9111�1111111
120 240 360 480 600 720 840 960 '1080 1200 1320 1440 1560
Time (min)
Hyd No: 4 ,

:H,ydrograph Report
Hydraflow'Hydrographs Extension for,AutoCADOC WWO2Mty Autodesk,dnc v6:052
,Hyd. No. 6
Time to peak
Area "A' Pre,
,Hyd. volume
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval"
= 2 min,
i 'Drainage-area
= 31:000 ac
'Basin 'Slope,
_ 0.0%
' Tc method
= USER_
r Total precip:
= 7.26 in
Storm duration
f
= 24 hrs
Area WPre-
23
'Thursday, Oct 10; 2013
Peak discharge
= 166.83 cfs
Time to peak
722 min
,Hyd. volume
= 468,445,cuft
Curve, number,
= 74
Hydraulic length.
= Oft
'Time, of,conc. (Tc) — 45.00 min
:Distribution
= Type II
Shape, factor
= 484
aim
{ I, titttttillttl• t��tttttl•■ ■ttttl�tt�llttt�■�Itl■■ettttl•■ 11 11
oil� � �tttttttttttttt�9Frr�� ttttt�J� : 1 1 1
1 11 ;:am, -� 1 10
1 11
1 1 �1 .1 :1 ./1 1 �1 •./ 1:1 11 1 �1 .1

24
Hr ydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D9 2008 by Autodesk, Inc. v6:052 Thursday, Oct 10, 2013
Retum
'Intensity- Duration- Frequ6iM'Equation Coefficients (FHA)
--
(Yrs)
B
D
E
("(A)
1
44 :0806
13.2000
08773
45
2
74:0559
13'3000
08788
---
3'
'0.0000
0.0000
0 "0000 . 1
- --
5
702293
125000
68172
1!09
10
'105 7041
168000,
08710
- --
25
118.9252
176000
08582
- --
50
`137.0265
186000
'0'8630
- --
100
157:1769
196000 !
08692,
0`00'
Fle,name: Franklin,Co•.IDF
Intensity,= B, /°(Tc + D) "E`
'Return '
'Period'
` Intensity Values'Onnir)
,(Yrs)
�5 min
110
15
20
25
30
35
'40,
45
50
55
60
1'
3.46
279
;`2'36
204
1.80
1162,
147
4.35
1125
1116
1!09
102
2
576
4:65
3:92
340
30,1
,2 -70,
12145 d
2.25
208
1!93`
1:81
170
3
0.00
000
000
000
0`00'
0.00
0.00
000
000
0.00
0x60
0!00
5
6.77,
5.52
4 68
4:08
3.63
3.281
3:00
2.76
256
239,
2 -25 ;
2.12
10
722
6.03
5.19
4 "57
4 09 ,
, 3:71
1
340
.3 13
211
272
256
2.44 ,
d
25
� 819
;6.90
5.98
5'29
4 75,
43Z
3 97`
367
3.41
3120
301
2:84•
50
8,95
7 59
6.60
5.86
527
4.80
4.41
408
13''81
3,57
336
3:17
100
? ,9 71
'8.27
J 22
6.42
51.79
5.28
4:86 •
450
420
3'93
370
3'50
Tc = time in minutes, Values may exceed'60
Precio file name - ,Sample DcD
Storm
Rainfall Precipitation`Table (in)
7
Distribution
1-yr
2-yr
3 -yr
5;yr
10-yr
25-yr
50-yr
100-W
SM24 -hour
2.83
3'42
000
4127'
493•
641
.6180
726
SCS 6 -Hr
2 00
239
000
2:95
3144
406
'457
509
Huff -1st
000
1 55
000
275
400
538
650
800
Huff,- no
0.00,
000,
000
000
0100
000
000
000
Huff -3rd
0.00
000
000
0,00
000
000
000,
0100
Huff -4th
000
0100
000
000
000
000
'0.00
0.00
Huff -Indy
0.00
155
000
275
4.00
538
650
800
Custom
279
3,38
0'00,
280
482
641
600
715

Hydrafl ®W Table af Contents
13=115 -hyd wetpona.gpw
Hydmflow Hydrographs Bderision fo-r.AutoCADO CNII 3D0,2006 by Autodesk, Inc:,v6 052 Thursday,,Oct 10, 2013
Watershed Model Schematic- ........................................:...... .................a............. 1
'Hydr®gTaph 'Return 'Perood Recap .......... ... ease.uu ............. ......:....usaa..........au.....• 2
1- Year
'Summary,Report ........................................... -. ................................. .................. ::................ `3
HydrographReports ............................................................................ ............................... 4
:Hydrograph No. 1 „,SCS ,Runoff, Area 'A1' Post .................................. ............................... 4
Hydrograph �No. 2; Reservoit IBMP 'A' .............................:.:..::............. ..............................5
Pond'Report . BMP ' A ................ : ............................ : ..................................................... � 6
Hydrograph N ,. 4; .SCS 'Runoff, Area 'A►2' �Post .....:.............:....:........ .................:............. '7
Hydrograph No. 6, SCS `Runoff, Area 'A' Pre ......................,............. .....1.....:...:............... 8
,2 Year
SummaryReport.............. ........................... W ............... .....:......... . ...... ..... :................................ 9
HydrographReports ..:.:........................................................:............ ............................... '1,0
Hydrograph,No: 1,,SCS-,Runoff, Area •A1' Post' ..............................: ...1..........a................ 1,0
Hydrograph No. 2,, Reservoir, BMP 'A' ............................................. ............................... '11
Hydrograph No. 4, SCS. Runoff, Area 'A2' Post .................................. ...............:.............12
;Hydrograph No. 61 -SC S',Runoff, ,Area 'A' Pre .......................................... :.:.....:.:.::...._...:. '13
10 - Year
Summary, eport ................................................................................. ............................... 14
HydrographReports ......... ......: ..................................................................... :................... '15
Hydrograph No. 1,,,,,SCS Runoff, Area'A1' �POst ............................... ..........:.................... 15,
�Hydrograph,No. 2, Reservoir, BMP” A . ................................................ ; ............... .............. 1 -6
,Hydrograph �No. 4;.SCS' Runoff, Area'A2''.POst ............ :............................... .................. 17
Hydrograph;No. 6;.SCS;'Runoff; Area'A' Pre .................................. ............................... 1&
100 - Year
SummaryReport ..........................................:.:.:....:............................ ............................... 19
HydrographReports, ........................................................... .............:......e ......................... 20,
Hydrograph'No. 1, SCS Runoff, Area`'A1'' Post ................. :.............. ............................... 20,
'Hydrograph. No. 2, Reservoir, BMP"A' .............. ............................. :.............'21
Hydrog raph'No. 4, SCS Runoff,, Area'A2' Post ............................................................... ;22;
Hydrograph'No. 6, SCS Runoff, Area'A' Pre :................................. ............................... 23
II ®F Report ..... : ........................................... ::......................................................... 24

BMP DESIGN

WET POND DATE
9/2/13
PROJECT NAME PROJECT NO P%%
Scott's Ride Elementary School 13 -115
LOCATION BY o
Apex, NC FS
Drainage Area, (DA) =
19.30 ac
11 Pre= 3.12 in/hr
Impervious Area c= 0.95
7.39 ac
CcPre= 0.33
Pervious Area c= 0.30
11.91 ac
01 Pre= 19.87 cfs
Cc =
0.69
11 Post= 3.12 in/hr
CN= Wake (Type C)
77.0
Q1Post= 41.55 cfs
Permanent Water Quality Pool
0.43
0.35
% Impervious =
38.3%
0.79
Permanent Pool Design Depth =
3.25 ft
30
SA / DA Ratio =
1.01
(from Tbl. 1.1)
Required Surface Area =
8,511 sf
1.73
Permanent Pool Volume Req.=
27,661 cf
1.05
Temporary Water Quality Pool
2.06
1.73
Design Storm Rainfall
1.00 in
(Typically 1 -in)
Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) =
0.39 in /in
1.71
Required Volume (design rainfall)(Rv)(DA) =
27,646 cf
2.88
Surface Area Provided:
2.07
1.79
Permanent Pool Max. Depth =
3.50 ft
218
Area of Pond Bottom (Above PSS) =
6,265 sf
(EL= 336.0)
Area Bottom of Shelf=
12,300 sf
(EL= 339.0)
Area of Permanent Pool=
16,475 sf
(EL= 339.5)
Area Top of Shelf=
20,820 sf
(EL= 340.0)
Perm. Pool Volume Provided =
40,351 cf
> 27,661 OK
Avg. Perm. Pool Depth Provided=
3.455 ft
> 3.25 OK
Surface Area at 1" Storage Volume=
26,240 sf
(EL= 342.00)
1" Storage Volume Provided=
28,148 cf
> 27,646 OK
Temp. Storage Depth above Dewatering Hole =
1.30 ft
Diameter of Dewatering Hole =
3.00 in
Detention (Draw -Down) Time =
2 days (2 -5 days Required)
T days = (Temp. Storage Vol / (0.6 ' A ' (2'g'(h))A1 /2) ' 86400
(where h = one third temp. storage depth measured to centroid of orifice)
Max Drawdow Rate= 0.26 cis
Permanent Pool Volume= 40,351 cf > 27,661
Forebay Volume Required = 8,070 cf
Forebay Volume Provided = 8,337 cf
20.7%
Tahla 1 1
OK
sa131910001%CalCS113- 109- PondS¢e -Wet Pond- petlmonl -90 Lys -2. %LS printed: 1011=0139:50 AM Page 1 of 3
SA / DA Ratios 85% TSS efficient
Permanent Pool Depth (ft)
% Impervious
3.0
4.0
5.0
6.0
10
0.59
0.49
0.43
0.35
20
0.97
0.79
0.70
0.59
30
1.34
1.08
0.97
0.83
40
1.73
1.43
1.25
1.05
s0
2.06
1.73
1.50
1.30
60
2.40
2.03
1.71
1.51
70
2.88
2.40
2.07
1.79
80
3.36
218
2.38
2.10
90
1 3.74
3.10
2.66
2.34
OK
sa131910001%CalCS113- 109- PondS¢e -Wet Pond- petlmonl -90 Lys -2. %LS printed: 1011=0139:50 AM Page 1 of 3

Pond Stage / Storage )detail
Stage (ft) Elevation Area (sf) Storage (0
-6.50 333.00 0
-6.00 333.50 0
-5.50 334.00 0
- 5.00 334.50 0
-4.50 335.00 5,340 0
-4.00
335.50
5,790
2,783
Top of Sod. Stor. in Forebay
-3.50
336.00
6,265
5,796
Top of Sed. Stor. in Main Po
-3.00
336.50
6,764
9,054
0
-2.50
337.00
7,243
12,555
267
-2.00
337.50
9,000
16,616
- 3.50
-1.50
338.00
10,914
21,595
336.50
-1.00
338.50
11,519
27,203
1,449
-0.50
339.00
12,300
33,158
Inside of Shelf Elev.
0.00
339.50
16,475
40,351
Normal Pod Elev.
0.50
340.00
20,820
49,675
Outside of Shelf Elev.
2.50
342.00
26,240
96,735
3,295
4.50
344.00
31,900
154,875
Embankment
Forebay Volume
Stage (ft) Elevation Area (sf) Storage (cf)
- 6.50
333.00
0
0
-6.00
333.50
0
0
- 5.50
334.00
0
0
- 5.00
334.50
0
0
- 4.50
335.00
1,068
267
- 4.00
335.50
1,158
824
- 3.50
336.00
1,253
1,426 Top of Sed. Stor. in
- 3.00
336.50
1,353
2,078
- 2.50
337.00
1,449
2,778
- 2.00
337.50
1,800
3,590
- 1.50
338.00
2,183
4,586
- 1.00
338.50
2,304
5,708
-0.50
339.00
2,460
6,899 Inside of Shelf Elev.
0.00
339.50
3,295
8,337 Normal Pool Elev.
sa1319\0001%ratcs`.13- 108- POdS¢e -Wet Pond- ptedmdrn -90 Ls2. %LS printed- 10/10120139:50AM Page 2of3

TE
Anti - Floatation
Invert of Riser:
336.00 ft
Crest of Riser:
344.00 ft
Inside Width of Riser
4.00 ft
Inside Length of Riser:
4.00 ft
Riser Wall Thickness:
8.00 in
Volume of Riser:
227.56 cf
Volume of Riser Walls:
99.56 cf
Weight of Concrete:
150 Ibs/cf
Buoyancy Force:
62.4 Ibs/cf
Weight of Riser Walls:
14,933 Ibs
Buoyancy Force of Riser:
14,199 Ibs
Weight of Riser minus Buoyancy Force
734 Ibs
Width of Anchor extension
6 in
Thickness of Anchor extension
6 in
Weight of Water acting on anchor extension
5824 Ibs
Weight of extension required (concrete)
None Ibs
Safety Factor (SF)
3
Weight of extension required with SF
0 Ibs
Anchor Length:
6.33 ft
Anchor Width:
6.33 ft
Volume of Anchor:
20 cf
Weight of Proposed Anchor
3008 Ibs
Is Anchor sufficient?
YES
Total Downward Force: 23,766 Ibs
Total Boyancy Force: 1,000 Ibs
Total Safety Factor. 23.8
s \1319=01\oa1oa \t3- 10"OndSae -Wet Pond -pledMnt -90 tss-2.XLS p-ted: 10110/20139:50 AM Page 3 of 3

Permit No.
(to be provided by DWO)
A LT M_ A F WArF
1 OHO 9�G
i
WDENR
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 ill) must be printed, filled out and submitted along with all of the required information.
L PROJECT INFORMATION
Project name Scons Ridge ES
Contact person Frank Slinky, PE
Phone number 919. 319.6716
Date 10111=3
Drainage area number A
N. DESIGN WORMATION
Site Characteristics
Drainage area
821,408 ffz
Impervious area, post - development
314,518 fe
% impervious
38.29%
Design rainfall depth
3.1 in
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Vokwo: 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 prelpost control of the tyr 24hr stone 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 pod elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1011 vegetated shelf elevation
Bottom of 10f1 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
27,646 tt3
49,675 tt'
OK, volume provided is equal to or in excess of volume required.
It
It
ft
tt3
n'
Y (Y or N)
3.1 in
0.33 (unitless)
0.69 (unitless)
3.12 kvhr OK
29.39 h' /sec
5.37 ff3 /sec
-24.02 fts /sec
340.80 fmsl
339.50 fmsl
tmsl
340.00 fmsl
339.00 fmsl
336.00 fmsl
335.00 fmsl
1.00 ft
(Y or N)
fmsl
Form SW401 -Wet Detention Basin- Rev.9- 4/18112 Paris I. 8 II. Design Summary, Page 1 of 2

Permit
(to be provided by DWO)
w.. DOM NFOIFNAMIN
Surface Areas
Volume, temporary pool
Area, temporary pool
20,820 ft
Area REQUIRED, permanent pool
8,296 ft'
SAIDA ratio
1.01 (unitless)
Area PROVIDED, permanent pool. A,,,,,,
16,475 W OK
Area, bottom of 1Oft vegetated shelf, Ab, ,,,d
12,300 ft'
Area, sediment deanout, top elevation (bottom of pond), Am,
6,265 to
Volumes
Volume, temporary pool
49,675 ft3
OK
Volume, permanent pod, V, ,-PW
40,351 ft3
Volume, forebay (sum of forebays if more than one (orebay)
8,337 ft3
Forebay % of permanent pool volume
20.756 %
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
1.01 (unillim)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figuire 10-2b)
N (Y or N)
Volume, permanent pool, V�, 1wd
40,351 ft3
Area provided, permanent pod, Ap._. ,
16,475 fe
Average depth calculated
It
Need 3 ft min.
Average depth used in SAIDA, d_ (Round to nearest 0.511)
ft
Calculation option 2 used? (See Figure 10 -2b)
Y (Y or N)
Area provided, permanent pool, Ap, y,d
16,475 ftl
Area, bottom of 1 Oft vegetated shell, A,,, ,,,d,
12,300 ff
Area, sediment cleanout, top elevation (bottom of pond), Ate,,
6,265 ftz
'Depth' (distance blw bottom of 10ft shelf and top of sediment)
3.00 ft
Average depth calculated
3.46 It
OK
Average depth used in SA/DA, d,,., (Round to down to nearest 0.511)
3.5 ft
OK
Drawdown Calculations
Drawdown through orifice?
Y (Y or N)
Diameter of orifice (if circular)
3.00 in
Area of orifice (if- non - circular)
in'
Coefficient of discharge (Co)
0.33 ( unitless)
Driving head (Ha)
1.30 ft
Drawdown through weir?
N (Y or N)
Weir type
( unitless)
Coefficient of discharge (C„)
( unittess)
Length of weir (L)
It
Driving head (H)
it
Pre - development 1 -yr, 24-hr peak flow
29.39 ft3 /sec
Post - development 1 -yr, 24 -hr peak flow
5.37 ft3 /sec
Storage volume discharge rate (through discharge ontice or weir)
0.26 ft3 /sec
Storage volume drawdown time
200 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 rata
5 :1
OK
Length to width ratio
5.0 :1
OK
Trash rack for overflow & orifice?
Y (Y or N)
OK
Freeboard provided
3.0 h
OK
Vegetated titter provided?
Y (Y or N)
OK
Recorded drainage easement provided?
Y (Y or N)
OK
Capures all runoff at ultimate build -out9
Y (Y or N)
OK
Drain mechanism for maintenance or emergencies is.
OS&Y valve arld 6" drain pipe
Form SW401 -Wet Detention Basin- Rev.9-4/18/12 Parts I. & II. Design Summary, Page 2 of 2

PermdiNo.
,(ro'be provded by'DWQ)
Please indfcate,thepge,or plan'sheet numbers where, the ,supporting'documentation°can'be found. An Incomplete submittal package will'
result in a request foradditional 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.ftApplicant,hawdesignated amagent„ 69,agent -may mltial,below. Ifia
requirement has not;been,met,_attad % justification.
Pagel Plan
Initials Sheet No.
C3 ,1 C3.3 1. Plans (1" --Wor larget ,of the entire sitelshowing.
Design at ultimate build -out,
- Off- site'drainageld,applicable),
Defineated'drainage basins (include Rational racoefficient;per basin);
- Basin dimensions,
- ;Pretreatment system,
.-,High flow,bypass system,
- Maintenance access;,
- Proposed drainageeasement 'and'public,r_ightof way (ROIA(1,
- Overflow,device, and
-- ,Boundaries df,drainagg,easement.
C3.2XT13 2. Parhal;plan,(1° = *'or larger),ar drdetailsifor tf wwetdetention basin showing
Outlet structurewrth,trash rack`or similar„
- Maintenance access,
- Permanent pool dimensions,
- ,Forebay and main pond walfhardened emergency'spillway,
- Basin cross - section,
- Vegetatimspeciffcatiomfar planting,shelf, and
- :Rfter;stnp.
.C7.13 3. Section view of the wet detention basm,(1 "-- 20' or larger)$showing:
-Side slopes „3 ;1, or lower,,
- Pretreatment and,treatment areas, and
- ,Inletand outlet structures:
C713 4 If the basin Is,used,for,sediment and erosion control during construction, clean'out of the, basin'is`specified
omthepla"ns pribf to,use as a,wet`detention basin,
C7.1.3 5. A,table3of elevations, areas; incremental,volumesA accumulated,volumesifor overall'pond and4or forebay,
,Wverify,volume provided.
V13 6_ A,consinxtion sequencelthatshows'how the wet detention basin will be protected from sediment until the
entire drainage , area, is +stabilized.
Attached 7. The supporting calculations.
To be�provid6d 8. A,copy of the signed,and notanzed,operation and maintenance (0 &M)'agreemer*.
n/a 9 A copy'of,the deed restnctions,(if required).
Attached 10 A,solls report that is based,upon an actual'field mveshgahon, soil bonngs, and Infiltration tests County
soil maps aremotan acceptable source of soils, inforrnation
Forth SW401 -Wet Detention Basin -Rev 9- 4118/12 PartJlf Required'Items Checklist „Page Vof 1

LEVEL SPREADER

Form SW401 - LS -VFS - 29June2012 - Rev. 10 page 1 of 3
A i�FQG
NCDENR
G
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.
I. PROJECT IWORMATION
Project name
Scwtfs Ridge Elementary School
Contact name
Frank Slinky
Phone number
919 - 319 -6716
Date
November 7, 2013
Drainage area number
A
W- ORMATION
The purpose of the LS -VFS
Buffer Rule: Diffuse Flow
Stormwater enters LS -VFS from
A BMP
Type of VF
Engineered filter strip (graded 8 sodded, slope < 8 %)
Explanation of any 'Other* responses above
If Stormwater Enters the LS-VFS from the Drainage Area
Drainage area
te Do not complete this section of the form.
Impervious surface area
fe Do rat oomplete this secfion of the forth.
Percent impervious
% Do rat complete this section of the form.
Rational C coefficient
Do not complete this section of the form.
Peak flow from the 1 infhr storm
cfs Do not complete this section of the form.
Time of concentration
min Do not complete this section of the forth.
Rainfall intensity storm
in/hr Do not complete this section of the form.
Peak flow from the 10 -yr storm
ds Do not complete this section of the form.
Design storm
Pick one:
Maximum amount of flow directed to the LS -VFS
ds 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 stone
5.4 ds
Peak discharge from the BMP during the 10 -year storm
38.73 ds
Maximum Capacity of a 100 -toot long LS -VFS
10 cfs
Peak flow directed to the LS -VFS
0.68 CIS
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
70
sq ft
No forebay is required,
12
in
8
in
Depth is appropriate
10
fticfs
7
ft
Ten feet is the minimum level spreader length.
30
ft
30
ft
334.00
fmsl
332.50
fmsl
5. DO
%
N
(Y or N)
OK
N
(Y or N)
Y (Y or N)
Y (Y or N) Please provide plan details of flow splitter 8 supporting calos
ft
ft
ft
ft
ft
ft/sec
Pick one:
(Y or N)
(Y or N)
V�
i
Form SW401 - LS -VFS - 29June2012 - Rev. 10 page 2 of 3

EDIT Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will resuR
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. H a requirement has not been
met, attach justification.
Requried Item:
1. Plans (1" - 50' or larger) of the entire site showing.
- Design at uttmate build-out,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (it 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)
5. A construction sequence that shows how the level spreader will be protected from
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 (O&M) agreement
Initials Page or plan sheet number and any notes:
'C3.3. C713
13
C7.13
C7.13 and Calculation Booklet
C4.1 -C4A
NIA
Calculation Booklet
Owner is currently signing this We will forward ASAP
Form SW401 - LS -VFS - 29June2012 - Rev. 10 page 3 of 3

SPUTTER BOX

1
Watershed Model Schema aflo v Hydrographs EidensionlorAutoCADO Civil 3D®,2008 by Autodesk, Inc. v6 052
I
2■
Legend
Hyd. Origin Description
1 SCSBunoff Area'A1' Post
2 Reservoir BMP 'A'
Project: 131 115 =hyd to level;spreader.gpw
Wednesday, Nov 6, 2013

%��/drograph Return I?erioel, ra FTyPo graphs' Extension" forAutoCADO Civil3D ®,2008byAutodesk,'Inc.'v6052
Hyd.
Hydrograph
Inflow
Peak Outflow (cis)
Hydrograph
No.
type
Hyd(s)
description
(origlri)
1 =Yr
12 =Yr,
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
, 100-Yr
,
1
SCS Runoff
291s23
Area'A1' Post,
2
'Reservoir
1
0689,
- --
----
--
----
—_
f
---
i
BMP 'A'
a
Proj. file: 13= 115 =hyd to level spreader.gpw
Wednesday, Nov 6, 2013

Hydr Rep
-0 y Ara 'bw Hydrographs ExtensionJor Aut6CADS Q%n1'3D@'2006,byA4todq§k, Inc. y6.062;
'id.
,No.
Hjfdrograph
type
Peak
flow,
Time
lniwval'!
'(min)
Time,to
peak T
(min):
Hyd.
VOIUMO
I
(cult)
Inflow
hyd(s)
Maximum
elevation'
(ft)
total
strge,used
,(cult)
Hydrograph
description
1
SMRunoff
'29:23
2:
Area,'Al'fost
2,
Reservoir
•689
'21
1096
75,598,
1
341.77'
60,767
',BMP"A!
-1;3-115-hyd to level spreader.gpw
Return Period: 1 Year
Wednesday, Nov 6, 2013

Hydrograph Report.
Hydraflow Hydrographs Extension'for.AutoCAD@,Crvd;3D® 2008 by Autodesk, Inc =v6A52,
Hyd. No. 1
Curve number
MOAT' Post
Hydrauliclerigth
Hydrograph type
= SCS Runoff
Storm.;frequency
f yrs•
Time-interval
=, •2 min
Drainage area
= 19.300 ac
Basin- Slope
=' '0.0
Tc method
. =- .USER
Total.,precip.
=.,2-.83 in
Storm'duration
= 24 hrs
-4
Wednesday, Nov,6, 2013
Peak dscharge = 29:23,cfs
Time ,to peak 722' min
Hyd: volume
= '76;998 cuff
Curve number
= 79
Hydrauliclerigth
_ Vft
Time,of conc. (Tc) = 12.00 min
Distribution
= 'Type II
Shape factor
= 484
Area 'A1' Post
Q`(ds) Hyd. No.,I _,1 Year Q (L-fs)
30.00
i
i'
25:00
t'
l
j 20.00
r
15.00
10.00
r
5.00
I
I
I
0 00
30.00
,25.00
20.00
15:00
1'O. O
5.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
I
Time (min)
Hyd No: 1

,5
H,ydrogr_aph Report
Hydraflow HydrographMExtension,tor AutoCAD®,Cm113D9 2008 by- Autodesk,;lnc: v6.052
'Wednesday, Nov�6,2013
Hyd. No. ,2
BMP 'A''
Hydrograph type
_ 'Reservoir
Peak,discharge
—, 0.689,cfs
Storm frequency
_ 1, yrs
'T,ime -to peak.
= 1096 min
Time °interval
F= 2 min
Hyd. -volume
= 75;598 cult
Inflow hyd. No.
_ 1 - Area.'A1' Post
Max. Elevation
= '341.77-ft
Reservoir name
= BMP 'A'
Max.1Storage
= 50;767 cuft
Storage Indication'method used
BIVI 'A'
w a
0.
NOMINEE�
NOMINEE
lima
1 11 �'�•�` - 1 11
1 .11 11 :11 X11 111 .11 � 11 •:11 '11 .111

Pond 'Report s
Hydrafl w Hydrographs:Extension for AutoCAD® Civil 309 2008,by,Autodesk, Inc.'v6 052 Wednesday, Nov 6,4013
Pond No. 11- BMP-''A''
,Pond, Data
iContours - .User - defined contour areas. Conic, method used,for volume, calculation. Begining Elevation,= 339.50 It
Stage /'Storage Table
Note ,CkdvertPc"fiM outftvm are aniVzed'under Inlef(9 and'o6M (oc) control Weir risers checked br,onfice aofiftom (1c) and submergence (s)'
:Stage IStorage %
Discharge
Table
Stage (it)
Elevation'(ft)
Contour area (sqR)
Incr. Storage (cuft)
Total storage'(cuft)
Clv A
,CIv B Clv C
0.00
33950
Wr C 'Wr D, Extil
16,475"
W
0
0
cts
.cfs ,cfs
050
340'00
efs cfs cfe
20,820
0 00
'9;302
J9,309
0:00
4.00 -
.2'50
34200
0 00' - --
26,246
10'05,
46,951
56,253,
0.56,ocI
0 °.01 ic, -
4.50
34,4'00
0100 - -'
31,900
0:101
58;042
114,295,
0.56,00'
0.02 is
;Culvert /< Orifice,Structures
0,00
0'00' - -
Weir Structures
A:15
2;790'
339'65
0:56oc
'[A]'
[B]
[C]
[PrfRsr]'
- 0'041
[A] [B]'
[C]
[D]
,Rise (in),
=s 4 -00
3'00
Inactive
`InacWw
Crest' Len (ft)
_. MOO ilnactive,
20 00.
Inactive
?Span (in)
= 400
300
Os00
000,
CresfEl.11t)
= 340:80 372:00,
34200
000
`No. Barrels
=; 1
1;
0
0_
WelrCoeff.
_ 3:337 `333
-2.60
333
,InverbEl. (ft)
= 335 :00'
339:50 6.00
'000.
'Weir'Type
= Riser Rect
Broad
-
Length;(ff)
= 40.00
067
0:00'
0.00
Muld-stage
= Yes, No.
'No.
No
,Slope (%)
= 0.50,
000
000
"n/a
000 - -
-- 0135'
0:50
9;302
N -Value
=.013'
.013
.013
n/a
000 - -
-- 0.145
0.70-
13;997
_Orifice,Coeff.'
_ 0.60'
060
0:60
0'60
Exfil.(! r)
_} 0.000 (by,Contourj
0 90'
18;692,
.AAditi -Stage
= n/a
Yes
No'
No,
'TW Elev.,'(ft)
_, 0:00,
110
23;367
Note ,CkdvertPc"fiM outftvm are aniVzed'under Inlef(9 and'o6M (oc) control Weir risers checked br,onfice aofiftom (1c) and submergence (s)'
:Stage IStorage %
Discharge
Table
Stage
Storage,
Elevation
Clv A
,CIv B Clv C
PrfRsr Wr A
Wr B'
Wr C 'Wr D, Extil
User 'Total
W
cult=
'ff
cts
.cfs ,cfs
cts• efs.,
eft,
efs cfs cfe
cfs cfs
0 00
r0
33950
0:00
4.00 -
-- 0.00
0.00'
0 00' - --
- 01000
10'05,
930'
339'55,
0.56,ocI
0 °.01 ic, -
- 000
0.00
0100 - -'
- 0'006
0:101
1;860,
339.60
0.56,00'
0.02 is
-- 0 00
0,00
0'00' - -
- 0 020
A:15
2;790'
339'65
0:56oc
0.04ic =
-• 0.00
0'00'
0 "00 - -
- 0'041
'0.20`
3;721
339.70
0 56 oc,
.0.06 is -
- 0 00
0:00
0100` - -
- �O 064
0.25
4;651
339.75'
0 56 oc
0.08,:0 -
- 000
0..00
0 100 -
- ,0'084
030,
`5,581
33986
0 561oc
010 is -r
0'00
0.00
0:00• - -
-- 0.099
0:35
6;511
339 85
0'56;oc
011 Ic, -
- 0.00
000
0.00 - _
-- 0.112
0:40
77,441
339:90,
0.56 oc
012dc -
- •0.00
0:00
0.00, - -
- 0.124
10:45
8;371
339:95
056 oc
0.13 lc -
- 0.00
0.00
000 - -
-- 0135'
0:50
9;302
34060
0 56 oc
0` 14 -Ic, -
- 0 :00
0'00
000 - -
-- 0.145
0.70-
13;997
34020
0 56 OC
018 lc -
= 000
0.00
000 - -
-- A:179
0 90'
18;692,
340.40
`0.56 oc
0 21 IG -
= 0.00
0.00
000 - -
-- 0.208,
110
23;367
34060
0.56 oc
0 23 is -
- '0.00
0.00
0 00 - -
- 0'233•
1.30,
28,082
34080
0.56 oc
0'26 is -
- 0'00
0.00
000
1.50
32777
341.00
0.65,oc
6,01 is --
- 0 63 s
0!00
0'00 - -
- 0.637
1.70'
37„472
34120
0.66 oc
0'00 Ic --
- 0641s
0.00
0 0o -- -
- 0.646
1.90'
42,167
341 40
0.67 oc
0'00 IC ---
-• 0.00s
0!00
0 00 - -
- 0.670
210
46;862
34160
'O.68'oc
0 00 -
- 0.00
000
0 00 =
-- 0.681
2:30
5i,557
34,1180-
0.69,oc
0,00 - -
- ,0.00
0.00
600 - --
- 10 691
,2650
56;253
342.00
0 70 oc
0 00 -
- '000,
0'00
000 -,
- 10.701
2:70
62;057
342:20
0 71' oc
0,00 -
- 000
0:00
4.65 - -
5(363
2190
eT861
34240
�O 72 OC
0.00 -
- 000
OA0
13:15' _ -
- '13.88
,3,10
73;665+
342:60
0 73 oc
0f00 -
- 0.0a
0'.00'
24:17 - - -
- 24.90
&30
79;469
342'80
0 74 oc ,
0100 -
000
600
3721 - -
- '37:95
150
85,274
343 00
0'75,oc
000 -
- 000
0.00
52 01 - -
- 52.76
3.70
91,078
343.20
0 76oc
000 -
- 000
000
6&36 - -
- '69 12
3'90
96;882
34340
O 77,,oc
0700 --
- 0 00
'0.00
8615 = -
- 186.92
4,10
102686
343.60
0.78 oc
000 --
- 000
000
105'25 - -
- 106 :03
430
108491
343.80
0 79 oc
0 00 --
- 000
;0 00
125:59 - -
- 126'38
450
' 1,14,295
344.00
0 80 OC
0:00 -
- 000
000
147.08 - -
- 14788

7
Hydraflow Rainfall Report,
liydraflow HydrographsSidemon ;for AutoCAD® CMEIDW2008,by Autodesk, Inc v6.052' Wednesday, Nov.6 „2013
Return;
Period
(Yrs)
Inierisity=Duretion- Frequency Equation'CoefndeMs (FHA)
8
D
E,
(WA)
1
44.0806
13.2000
087,73,
----
2,
74.0559'
133000
0.8768
- - --
3
00000
00000
00000
- - --
,5,
70'2293
12.5000
081,72
--
110
105.7041
`16 8000
08710
239
,25
118'9252,
17.6000
68582
457
'S0
137-:0265
118'6000
0:8630
000
'100
157:1769
19.6000
0.8692
--
;Filename: FrankilwCo!.IDF,
,Intensity = B /'(Tc +,D) "E
Return '
Period
Intensity'Values Qnffit
-
(Yrs)
5.mln,
10
'15
20
25,
30
35
40
45
50
55-
60
1
3.46
2 79
;2.36
2:04
1.80
1.62
147 i
1351
1'25
116
1''09
1.02
SCS:6 -Hr
200
239
0100
i
2.95
3.44
4 -06
457
509
,Huff -1st
:0 00
1155
000
2
5,7,6
4,65,
.392
1340
'3.01`
2.70,
2.45
2.25
2.08
1:93
1.81f
.1.70
3
000
0:00`
'000
0.00
'0 06
0.00
0:00
000
ADO
0.00
000
0.00
'5
677 >
, 5'52
468
A 08
363
3.28-
3 00'
2 7&
256
2.39
225
212
10
722,
6'03,
,5.19
457
4.09
37,1
3.40
313
,2.91
272
2.56
241
25
819,
W90
5.98
529
4.75
432
397
367
341
320
301
264
50
8.95
7'59
t6 60
Z 86
5.27
4,80
441,
408
3 ^81
3.57
3.36
3.17
100
971
8,27'
722
6.42,
5.79
528
486
450,
4.20
3!93
13 70
3`50
Tc ='time in minutes: ,Values'may.exceed 60
Precio. file name: Samolemw
Stonn
Rainfall Precipitation Table (in)
-
Distribution
1-yr
2-yr
3-yr
5-yr
110-VT
25-yr
150-yr
100:yr
SCS 24 -hour
2.83
342
0.00
427
4,93
6.41
680
726
SCS:6 -Hr
200
239
0100
i
2.95
3.44
4 -06
457
509
,Huff -1st
:0 00
1155
000
275
4 M
5,38
650
8.00
Huff -2nd
'0.00
000
000
000
000
000
000
0.00
Huff -3rd
'0.00
,0100
000
0 00
000
000
0.00
0.00
Huff -4th
0.00
000
0100
000
0 00 .
000
000
0,00
Huff -Indy
000
1 �55
0.00
275
400
538
6.50
8.00
Custom
2.79
3138
0.00
280
4'82
641
600
7'15

I t
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