20141125 Ver 1_Stormwater Info_20141024

SPAULDING & NORRIS PA
Planning • Civil Engineeinig • Stuveying
STORM DRAINAGE AND
EROSION CONTROL CALCULATIONS
ORCHARD LILY SUBDIVISION
Town of Cary, North Carolina
o�
'04 "
Submitted By:
Spaulding & Norris, PA
972 Trinity Road
Raleigh, North Carolina 27607
Office: (919) 854 -7990
Fax: [phone]
Date: June 10,2014
S &N Project: 755 -13

TABLE OF CONTENTS
SECTION
Project Narrative
Storm Drainage System Plan View
Storm Drainage System 2 -Yr Design Chart (Gutter Spread)
Storm Drainage System 10 -Yr Design Chart
Storm Drainage System HGL Profiles
Dual Box Culvert Design
Channel Design Downstream of Box Culvert
Runoff Coefficient Table
Time of Concentration Calculations
Hydrographs - Pre / Post / BMP Detention
Impervious Surface Calculations
Nitrogen Calculations
Simple Method Calculations for Wet Pond Sizing
Average Pond Depth Calculations
Basin Dewatering Time Calculations
Splitter Box and Level Spreader Sizing
Skimmer Basin Design
Skimmer Sizing Calculations
Outlet Energy Dissipater Designs
Skimmer Basin Drainage Area Map Exhibit
Inlet Drainage Area Map
Exhibit
BMP Drainage Area Map Exhibit

DESIGN NARRATIVE
1. GENERAL
The project is located on Stephenson Road approximately 600 feet East of the
intersection with Smith Road. The site contains 19.37 acres and was recently rezoned
to R -8 CU The proposed construction will include the construction of roads, sewer,
water, and storm sewer to service 52 lots The proposed construction will also include
a left turn lane at the entrance and extending the existing waterline on Stephenson
Road North approximately 2,000 feet to our entrance. A wet pond BMP with level
spreader and filter strip has been designed to provide the required nitrogen reduction
and required detention.
2. DRAINAGE CALCULATIONS
A proposed storm sewer system has been designed, HGL calculations have been
provided for the 10 year storm. We have also provided inlet calculations for the storm
sewer system to limit gutter spread to less than 8 feet.
The proposed subdivision was designed with a maximum 3,500 square feet of
impervious surface per lot Nitrogen calculations included this lot impervious surface,
roads, sidewalk, tot lot, and added offsite road pavement (please see calculations in
this report). A nitrogen export level of 8.02 # /ac /yr was calculated for the site including
the offsite pavement. Using a constructed wet pond and level spread with filter strip the
nitrogen export was reduced to 5.31 #/ ac/ yr. The proposed development will use the
buy down option to get to the required 3 6 #/ ac/ yr.
The required storm water detention for the 1, 2, 5, and 10 year storms will be provided
by the storm water wetland. Hydrographs were created using the Rational Method.
Pre developed hydrographs created as a means of comparison to post developed
flows. A hydrograph for the area draining to the wet pond was created and routed
through the BMP Another hydrograph was created for the remaining area that does
not drain to the proposed wet pond. The hydrograph routed through the wet pond was
combined with the area not draining to the pond to determine the total runoff leaving the
site This runoff was compared to the predeveloped flows. Below is the results-
Storm Pre Dev Runoff Post Dev Runoff
1 yr 13.04 cfs 12.79 cfs
2yr 15.69 cfs 15.14 cfs
Syr 18 51 cfs 17.29 cfs
10yr 20.69 cfs 18.98 cfs

3. EROSION CONTROL CALCULATIONS
A detailed construction sequence has been
the project A skimmer basin is provided
disturbance. Skimmer basin and orifice
protection calculations are provided at all ;
plans are provided in two phases. One s
constructed roads and any lot grading.
provided to assist with the construction of
and will handle the majority of the site
sizing calculations are provided. Outlet
>torm water outlets. The erosion control
howing initial start and phase 2 showing

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141- OCJ CULL.-'C_9-i5
— 1
Watershed Model SchematkrfdraflowHydrographs Extension for AutoCADG Civil 3DV2014 by Autodesk, Inc v103
1
Legend
mod. Origin Descnotion
1 Rational Culvert 1 Rational
Project. Culvert 1 Flow gpw Thursday, 06 1 12 1 2014

Hydrograph Summary ReKyrd1flowHydrographs Extension for AutoCADM Civil 3D ®2014 byAutodesk, Inc v10.3
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
Interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
Rational
17082
1
56
573,947
--
--
—
Culvert 1 Rational
0
Culvert 1 Flow.gpw
Return Period, 10 Year
Thursday, 06 / 12 / 2014

3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10 3 Thursday, M / 12 / 2014
Hyd. No. 1
Culvert 1 Rational
Hydrograph type
= Rational
Peak discharge
= 170.82 cfs
Storm frequency
= 10 yrs
Time to peak
= 0 93 hrs
Time interval
= 1 min
Hyd. volume
= 573,947 cult
Drainage area
= 63.500 ac
Runoff coeff.
= 0.52
Intensity
= 5.173 In /hr
Tc by User
= 14.00 min
OF Curve
= Cary- Stephenson Road. OF
Asc /Rec limb fact
= 4/4
Q (cfs)
18000
16000
14000
12000
100.00
8000
6000
4000
2000
Culvert 1 Rational
Hyd No 1 -- 10 Year
Q (cfs)
18000
16000
14000
12000
100.00
8000
6000
4000
20.00
0 00 It I I I I I I I I I I I` 1 000
00 0.2 0.3 05 07 08 10 12 13 15 17 18 20
— Hyd No 1 Time (hrs)

4
Hydrograph Summary Re Ry'dIrflow Hydrographs Extension for AutoCAD® Civil 3D@2014 by Autodesk, Inc 003
Hyd.
No
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Tote
strge used
(cuft)
Hydrograph
Description
1
Rational
20526
1
56
689,686
- --
— —
--
Culvert 1 Rational
a
Culvert 1 Flow gpw
Return Period, 50 Year
Thursday, 06 ! 12 ! 2014

5
Hydrograph Report
Hydraflow Hydrographs Extension forAutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3 Thursday, 06 112 / 2014
Hyd. No. 1
Culvert 1 Rational
Hydrograph type
= Rational
Peak discharge
= 205.26 cfs
Storm frequency
= 50 yrs
Time to peak
= 0.93 hrs
Time interval
= 1 min
Hyd. volume
= 689,686 cuft
Drainage area
= 63.500 ac
Runoff coeff
= 0.52
Intensity
= 6 216 in /hr
Tc by User
= 14.00 min
OF Curve
= Cary- Stephenson Road.IDF
Asc /Rec limb fact
= 4/4
Q (cfs)
21000
18000
15000
12000
9000
6000
3000
Culvert 1 Rational
Hyd No 1 -- 50 Year
Q (cfs)
21000
180.00
15000
12000
. I T1
3000
000 Y I I I I I I I I I I �` ' 000
00 02 03 05 07 08 10 12 13 15 1.7 1.8 2.0
Hyd No 1 Time (hrs)
----

Hydrograph Summary Re P9 draflow Hydrographs Extension for AutoCAD® Crnl 3D® 2014 by Autodesk, Inc v10 3
Hyd.
No
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Descnption
1
Rational
21754
1
56
730,926
- --
—
—
Culvert 1 Rational
Culvert 1 Flow gpw
Return Period- 100 Year
Thursday, 06 / 12 / 2014

7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31)9) 2014 by Autodesk, Inc v10 3 Thursday, 06 / 12 / 2014
Hyd. No. 1
Culvert 1 Rational
Hydrograph type
= Rational
Peak discharge
= 217.54 cfs
Storm frequency
= 100 yrs
Time to peak
= 0.93 hrs
Time interval
= 1 min
Hyd volume
= 730,926 cuft
Drainage area
= 63.500 ac
Runoff coeff.
= 0.52
Intensity
= 6.588 in /hr
Tc by User
= 14.00 min
OF Curve
= Cary- Stephenson Road.IDF
Asc /Rec limb fact
= 4/4
Q (cfs)
240.00
21000
18000
150.00
12000
9000
6000
3000
Culvert 1 Rational
Hyd, No 1 —100 Year
Q (cfs)
240.00
21000
18000
15000
12000
3000
000 If I 1 I I 1 ' I 1`- - 1 000
00 02 03 05 07 08 10 12 13 15 17 18 20
Hyd No 1 Time (hrs)

Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2014 by Autodesk, Inc v10 3 Thursday, 06 112 / 2014
Return
Period
Intensity- Duration- Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N /A)
1
00000
00000
00000
---- -_
2
662053
128000
08787
--
3
00000
00000
0.0000
- - --
5
730474
130000
08409
- --
10
688310
121000
0.7934
--
25
632015
11 1000
07421
- - - --
50
58.8146
10.4000
0.7034
-- - - ----
100
50.8258
90000
06516
- --
File name Cary- Stephenson Road OF
Intensity = B I (Tc + D) "E
Return
Period
Intensity Values (in/hr)
(Yrs)
6 min
10
16
20
25
30
35
40
45
50
55
60
1
000
000
000
000
0.00
000
000
000
000
000
000
0.00
2
527
424
356
308
272
244
221
203
187
1 74
1 63
1 53
3
000
000
000
000
000
000
000
000
000
000
000
000
5
643
523
443
386
343
309
282
259
240
224
210
1 98
10
7.24
590
502
439
391
354
324
299
278
260
245
231
25
804
658
562
493
442
401
368
341
318
299
282
267
50
859
705
604
533
478
436
402
373
349
329
311
295
100
910
746
641
566
511
467
432
4,02
3.78
357
338
322
Tc = time in minutes Values may exceed 60
Precin file name F. 1Hvdraflow \PrecindationlC2rv- Stenhenson Rnad ncn
Storm
Rainfall Precipitation Table (in)
Distribution
1 -yr
2 -yr
3-yr
5-yr
10 -yr
25-yr
50 -yr
100 -yr
SCS 24 -hour
000
320
000
427
503
601
678
756
SCS 6 -Hr
000
229
000
300
356
424
481
538
Huff -1st
000
000
000
000
000
000
000
000
Huff -2nd
000
000
000
000
000
000
000
000
Huff -3rd
000
000
000
000
000
000
000
000
Huff4th
000
000
000
000
000
000
000
000
Huff -Indy
0.00
000
000
000
000
000
000
000
Custom
000
000
000
000
000
000
000
000

ti W S
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAEM Civil 31® by Autodesk, Inc
Pond Channel
10YR
Trapezoidal
Area (sqft)
Bottom Width (ft)
= 12.00
Side Slopes (z:1)
= 3.00, 3 00
Total Depth (ft)
= 300
Invert Elev (ft)
= 456.00
Slope ( %)
= 1.00
N -Value
= 0.034
Calculations
Compute by,
Known Q
Known Q (cfs)
= 170.82
Elev (ft)
460 00
45900
45800
457.00
45600
45500
Section
Thursday, Jun 12 2014
Highlighted
Depth (ft)
= 1.83
Q (cfs)
= 170.82
Area (sqft)
= 32.01
Velocity (ft/s)
= 534
Wetted Perim (ft)
= 23.57
Crlt Depth, Yc (ft)
= 1.61
Top Width (ft)
= 22.98
EGL (ft)
= 2.27
5 10 15 20 25 30 35 40
Reach (ft)
Depth (ft)
400
300
200
1 00
11MIIIIIIIIIIIII
Wm

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD® Civil 3D® by Autodesk, Inc
Pond Channel- 50YR
Q (cfs)
Trapezoidal
Area (sqft)
Bottom Width (ft) =
12.00
Side Slopes (z.1) =
3 00, 3.00
Total Depth (ft) =
3.00
Invert Elev (ft) =
456.00
Slope ( %) =
1.00
N -Value =
0.034
Calculations
Compute by. Known Q
Known Q (cfs) =
205 26
Elev (ft) Section
46000
45900
45800
45700
456.00
45500
Tuesday, Jun 10 2014
Highlighted
Depth (ft)
= 2.02
Q (cfs)
= 20526
Area (sqft)
= 36.48
Velocity (fVs)
= 5.63
Wetted Perim (ft)
= 24.78
Crit Depth, Yc (ft)
= 1.79
Top Width (ft)
= 24.12
EGL (ft)
= 2.51
Depth (ft)
400
300
200
100
_i nn
0 5 10 15 20 25 30 35 40 vV
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk@ AutoCADW Civil 31M by Autodesk, Inc
Pond Channel- 100
YR
Trapezoidal
Area (sqft)
Bottom Width (ft)
= 12.00
Side Slopes (z.1)
= 3.00, 3.00
Total Depth (ft)
= 3.00
Invert Elev (ft)
= 456.00
Slope (%)
= 1.00
N-Value
= 0.034
Calculations
Compute by:
Known Q
Known Q (cfs)
= 217 54
Elev (ft) Section
46000
45900
458.00
45700
45600
45500
Tuesday, Jun 10 2014
Highlighted
Depth (ft)
= 2.08
Q (cfs)
= 217.54
Area (sqft)
= 37.94
Velocity (ft/s)
= 5.73
Wetted Perim (ft)
= 25.16
Crit Depth, Yc (ft)
= 1.85
Top Width (ft)
= 2448
EGL (ft)
= 2.59
5 10 15 20 25 30 35 40
Reach (ft)
Depth (ft)
400
3.00
200
1 00
-i nn

Description
Exhibit 1
Table of Rational runoff coefficients
C
Source
Roof, inclined
1.00
Malcom
7eSariv',ew�y;�sde,�c►alk
:.
Chow, 1964
Parking lot
Malcom
Roof, flat
0.90
Malcom
Commercial, generalized
0.85
Malcom
Apartments, schools, churches
0.60
WSSC, c.1968
Residences, 10 dwellings/acre
0.60
Malcom
Residences, 6 dwellings/acre
0.55
Malcom
Residences, 4 dwellings/acre
0.50
Malcom
Residences, 2 dwellings/acre
,;`OOx '
Malcom
Unimproved cleared area
0.35
Malcom
Lawn, dense soil, steep >7%
0.35
Chow, 1964
Playground
0.35
Chow, 1964
Park, cemetery
'0,25
Chow, 1964
Lawn, dense soil, avg 2 -7%
Chow, 1964
Wooded, sparse ground litter
0.
Malcom
Lawn, dense soil, flat 2%
Chow, 1964
Lawn, sandy, avg 2 -7%
0.15
Chow, 1964
Lawn, sandy, flat Q%
0.10
Chow, 1964
Wooded, deep ground litter
0.10
Malcom
VI-2

Orchard Lily Subdivision
TIME OF CONCENTRATION Tc
Kirpich Equation
L= Hydraulic length
Tc = {[(L ^3) /H] ^0.385/128] H= Elevation Difference along
hydraulic length
L= 2005
H= 29
Tc= 13.9
Use 14 minutes
Post developed site assume 5 Minutes

Watershed Model Schematigraflow Hydrographs Extension for AutoCADV Crvil 3D® 2014 by Autodesk, Inc v10.3
1 2
['�4
Leaend V5
Hvd• Orfaln Description
1 Rational predeveloped site
2 Rational Post Developed site to pond
3 Reservoir Post Dev thru pond
4 Rational Post Dev not to pond
5 Combine Total post site with pond
Project BMP rational 6 -9 -14 gpw Thursday, 06 / 12 / 2014

Hydrograph Return Period Hyaefevograpns Extension for AutoCADO Civil 3D02014 by Autodesk, Inc v103
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No
type
hyd(s)
Description
(origin)
1-yr
2 -yr
3-yr
5 -yr
10 -yr
25-yr
50-yr
100 -yr
1
Rational
--
13 04
1569
--
1851
2069
23.79
26.25
28 70
predeveloped site
2
Rational
- --
31 77
3760
—
4294
4715
5349
5849
6345
Post Developed site to pond
3
Reservoir
2
0 040
0.044
--
0 048
0 050
0 054
0 056
0 059
Post Dev thru pond
4
Rational
- - --
1277
1511
- --
1726
1895
21 50
2351
25.50
Post Dev not to pond
5
Combine
3,4
1279
1514
- --
1729
1898
21 53
2355
25.54
Total post site with pond
Prod file BMP rational 6- 9- 14.gpw
Thursday, 06 / 12 / 2014

Hydrograph Summary Re P9fdrtaflow Hydrographs Extension for AutoCADV Civil 3DID 2014 by Autodesk, Inc v103
Hyd
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
Rational
1304
1
14
10,952
- - --
- --
--
predeveloped site
2
Rational
31 77
1
5
9,530
--
--
--
Post Developed site to pond
3
Reservoir
0 040
1
10
5,510
2
45253
9,517
Post Dev thru pond
4
Rational
1277
1
5
3,830
- ----
- --
- --
Post Dev not to pond
5
Combine
1279
1
5
9,340
3,4
--
--
Total post site with pond
BMP rational 6- 9- 14.gpw
Return Period 1 Year
Thursday, 06 / 12 / 2014

4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Crvil 3138 2014 by Autodesk, Inc v10 3 Thursday, 06 / 12 12014
Hyd. No. 1
predeveloped site
Hydrograph type
= Rational
Peak discharge
= 13.04 cfs
Storm frequency
= 1 yrs
Time to peak
= 14 min
Time interval
= 1 min
Hyd. volume
= 10,952 cuft
Drainage area
= 19.370 ac
Runoff coeff.
= 02
Intensity
= 3.366 in /hr
Tc by User
= 14.00 min
OF Curve
= Raleigh.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
14.00
1200
1000
8.00
600
400
200
predeveloped site
Hyd No 1 -- 1 Year
L--i- -1--i - -
Q (cfs)
1400
1200
1000
800
600
4.00
2.00
000 Y I I L 1 I I 1 ' I 1 1 1 1 3 000
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Hyd No 1 Time (min)

5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 31® 2014 by Autodesk, Inc v10 3 Thursday, 06 / 12 / 2014
Hyd. No. 2
Post Developed site to pond
Hydrograph type
= Rational
Peak discharge
= 31.77 cfs
Storm frequency
= 1 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 9,530 cuft
Drainage area
= 13.900 ac
Runoff coeff
= 0.47*—,—
Intensity
= 4.863 in /hr
Tc by User
= 5.00 min
OF Curve
= Raleigh OF
Asc /Rec limb fact
= 1/1
* Composite (Area/C) = [(4 690 x 0 95) + (9 210 x 0 22)] / 13 900
Q (cfs)
3500
3000
2500
2000
1500
1000
500
0 00 X I - I
0 1 2
--- Hyd No 2
Post Developed site to pond
Hyd No. 2 - -1 Year
3 4 5 6 7 8
Q (cfs)
35.00
3000
2500
20.00
1500
10.00
500
�- 0 00
9 10
Time (min)

Hydrograph Report
u
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Thursday, 06 / 12 / 2014
Hyd. No. 3
Post Dev thru pond
Hydrograph type
= Reservoir
Peak discharge
= 0 040 cfs
Storm frequency
= 1 yrs
Time to peak
= 10 min
Time interval
= 1 min
Hyd. volume
= 5,510 cult
Inflow hyd. No.
= 2 - Post Developed
site to poA&x. Elevation
= 452 53 ft
Reservoir name
= Wet Pond
Max. Storage
= 9,517 cult
Storage Indication method used.
Q (cfs)
35.00
30.00
2500
2000
1500
1000
5.00
0 00 '
0 300
Hyd No. 3
Post Dev thru pond
Hyd No 3 - -1 Year
Q (cfs)
3500
3000
2500
2000
1500
1000
500
' 000
900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No 2 ® Total storage used = 9,517 tuft

Pond Report 7
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2014 by Autodesk, Inc v10 3
Thursday, 06 / 12 / 2014
Pond No.1 - Wet Pond
Weir Structures
Pond Data
[A]
[B]
Contours -User-defined contour areas Average end area method used for volume calculation Begrning Elevation = 452 00 ft
Stage / Storage Table
[A]
[B]
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cult)
000 45200
16,349
0
0
1 00 45300
19,640
17,995
17,995
2.00 45400
22,989
21,315
39,309
300 455 00
25,055
24,022
63,331
400 45600
27,177
26,116
89,447
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 18,00
1,50
000
000
Crest Len (ft)
= 16.00
3000
000
000
Span (in)
= 18.00
1.50
000
000
Crest El. (ft)
= 453.50
454.25
0.00
000
No. Barrels
= 1
1
1
0
Weir Coeff.
= 333
260
333
333
Invert El. (ft)
= 451.50
452.00
000
000
Weir Type
= 1
Broad
—
—
Length (ft)
= 24.00
0.00
000
000
mum -stage
= Yes
No
No
No
Slope ( %)
= 050
000
000
n/a
N -Value
= 013
013
013
n/a
Orifice Coeff.
= 060
060
0.60
0.60
Exfll ()n /hr)
= 0 000 (by Contour)
Multi -Stage
= n/a
Yes
Yes
No
TW Elev. (ft)
= 000
Stage (ft)
400
300
200
100
000
Note Culvert/Onfics outnows are analyzed under Inlet (1c) and outlet (oc) control Weir risers checked for orifice conditions (1c) and submergence (a)
Stage / Discharge
Elev (ft)
45600
45500
45400
45300
45200
00 200 400 600 800 1000 1200 1400 1600 1800 2000
Total Q
�
Discharge (cfs)
�

8
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc A 0 3 Thursday, 06112 12014
Hyd. No. 4
Post Dev not to pond
Hydrograph type
= Rational
Peak discharge
= 12.77 cfs
Storm frequency
= 1 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 3,830 cult
Drainage area
= 5.470 ac
Runoff coeff.
= 0.48*
Intensity
= 4.863 in /hr
Tc by User
= 5.00 min
OF Curve
= Raleigh.IDF
Asc /Rec limb fact
= 1/1
Composite (Area /C) = [(1 320 x 0 20) + (1 950 x 0 95) + (2 200 x 0 22)] 15 470
Post Dev not to pond
Q (off) Hyd No 4 --1 Year Q (off)
14 00
1200
1000
800
600
400
200
000
14 00
1200
1000
800
600
400
200
000
0 1 2 3 4 5 6 7 8 9 10
Hyd No 4 Time (min)

Hydrograph Report
9
Hydraflow Hydrographs Extension for AutoCADO Crod 3D® 2014 by Autodesk,
Inc v10 3
Thursday, 06 / 12 / 2014
Hyd. No. 5
Total post site with pond
Hydrograph type = Combine
Peak discharge
= 12.79 cfs
Storm frequency = 1 yrs
Time to peak
= 5 min
Time interval = 1 min
Hyd. volume
= 9,340 cuft
Inflow hyds = 3, 4
Contrib. drain area
= 5.470 ac
Total post site with pond
Q ion) Hyd No 5 - -1 Year Q (S)
1400
1200
1000
800
600
400
200
0 00
14.00
1200
1000
800
600
400
200
000
0 1 2 3 4 5 6 7 8 9 10
Time (min)
— Hyd No 5 Hyd No 3 — Hyd No 4

10
Hydrograph Summary Report
ydraflow Hydrographs Extension for AutoCADO Civil 3D®2014 by Autodesk, Inc v10 3
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
Interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
Rational
1569
1
14
13,178
- --
—
- --
predeveloped site
2
Rational
3760
1
5
11,280
--
—
- - --
Post Developed site to pond
3
Reservoir
0 044
1
10
6,207
2
45263
11,265
Post Dev thru pond
4
Rational
1511
1
5
4,533
- - --
- - --
--
Post Dev not to pond
5
Combine
1514
1
5
10,741
3.4
--
—
Total post site wdh pond
BMP rational 6 -9 -14 gpw
Return Period. 2 Year
Thursday, 06 112 / 2014

Q (cfs)
1800
1500
1200
900
600
3.00
0 00
predeveloped site
Hyd No 1 -- 2 Year
Q (cfs)
1800
1500
1200
M
300
Ell 01
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Time (min)
- Hyd No 1
11
Hydrograph
Report
Hydrafiow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Thursday, 06 / 12 / 2014
Hyd. No. 1
predeveloped site
Hydrograph type
= Rational
Peak discharge
= 15.69 cfs
Storm frequency
= 2 yrs
Time to peak
= 14 min
Time interval
= 1 min
Hyd. volume
= 13,178 cuft
Drainage area
= 19.370 ac
Runoff coeff.
= 0.2
Intensity
= 4 050 in /hr
Tc by User
= 14.00 min
OF Curve
= Raleigh.IDF
Asc /Rec limb fact
= 1/1
Q (cfs)
1800
1500
1200
900
600
3.00
0 00
predeveloped site
Hyd No 1 -- 2 Year
Q (cfs)
1800
1500
1200
M
300
Ell 01
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Time (min)
- Hyd No 1

12
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2014 by Autodesk, Inc v10 3 Thursday, 06 / 12 12014
Hyd. No. 2
Post Developed site to pond
Hydrograph type
= Rational
Peak discharge
= 37.60 cfs
Storm frequency
= 2 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd, volume
= 11,280 cult
Drainage area
= 13.900 ac
Runoff coeff.
= 0.47*
Intensity
= 5.755 in/hr
Tc; by User
= 5 00 min
OF Curve
= Raleigh.IDF
Asc/Rec limb fact
= 1/1
* Composite (Area/C) = [(4 690 x 0 95) + (9 210 x 0 22)] / 13 900
Q (Cfs)
4000
3000
1000
roluffiT
,
Post Developed site to pond
Hyd No 2 — 2 Year
Q (Cfs)
4000
3000
20.00
1000
now
0 1 2 3 4 5 6 7 8 9 10
--- Hyd No 2 Time (min)

Hydrograph
Report
13
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2014 by Autodesk, Inc v10 3
Thursday, 06 / 12 1 2014
Hyd. No. 3
Post Dev thru pond
Hydrograph type
= Reservoir
Peak discharge
= 0.044 cfs
Storm frequency
= 2 yrs
Time to peak
= 10 min
Time interval
= 1 min
Hyd. volume
= 6,207 cuff
Inflow hyd. No
= 2 - Post Developed
site to poA&x. Elevation
= 452.63 ft
Reservoir name
= Wet Pond
Max Storage
= 11,265 cuft
Storage Indication method used
Q (cfs)
4000
3000
1000
Post Dev thru pond
Hyd No 3 -- 2 Year
Q (cfs)
4000
i�
2000
1000
±i
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min}
Hyd No. 3 Hyd No 2 ® Total storage used = 11,265 cult

14
Hydrograph Report
Hydraflow Hydrographs Extension forAutoCAD® Civil 31382014 by Autodesk, Inc v10 3 Thursday, 06 / 1212014
Hyd. No. 4
Post Dev not to pond
Hydrograph type
= Rational
Peak discharge
= 15.11 cfs
Storm frequency
= 2 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 4,533 cuft
Drainage area
= 5.470 ac
Runoff . coeff.
= 0.48*
Intensity
= 5 755 in /hr
Tc by User
= 5.00 min
OF Curve
= Raleigh.IDF
Asc /Rec limb fact
= 1/1
" Composite (Area/C) = [(1 320 x 0 20) + (1 950 x 0 95) + (2 200 x 0 22)] / 5 470
Q (cfs)
1800
1500
1200
• M
M11#11
300
Post Dev not to pond
Hyd, No. 4 — 2 Year
Q (cfs)
1800
1500
1200
• e
. 11
300
000 000
0 1 2 3 4 5 6 7 8 9 10
Hyd No 4 Time (min)

Hydrograph Report
15
Hydreflow Hydrographs E)denslon for AutoCADO Civil 3DaD 2014 by Autodesk,
Inc v10 3
Thursday, 06 / 12 / 2014
Hyd. No. 5
Total post site with pond
Hydrograph type = Combine
Peak discharge
= 15.14 cfs
Storm frequency = 2 yrs
Time to peak
= 5 min
Time interval = 1 min
Hyd. volume
= 10,741 cuft
Inflow hyds. = 3, 4
Contrib. drain. area
= 5.470 ac
Q (cfs)
18.00
1500
1200
900
600
300
Total post site with pond
Hyd No. 5 — 2 Year
Q (cfs)
1800
1500
1200
• IX
. Me
300
0 00 Ir i , 0.00
0 1 2 3 4 5 6 7 8
Hyd No 5 --- Hyd No 3 — Hyd No 4
9 10
Time (min)

16
Hydrograph Summary Re pQyd afknu Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc 003
Hyd.
No
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
Interval
(min)
Time to
Peak
(min)
Hyd
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total `
strge used
(cult)
Hydrograph
Description
1
Rational
1851
1
14
15,548
--
- --
- —
predeveloped site
2
Rational
4294
1
5
12,883
- - - --
--
—
Post Developed site to pond
3
Reservoir
0 048
1
10
6,791
2
45272
12,866
Post Dev thru pond
4
Rational
1726
1
5
5,178
—
---- --
Post Dev not to pond
5
Combine
1729
1
5
11,968
3,4
- --
-----
Total post site with pond
BMP rational 6 -9 -14 gpw
Return Period 5 Year
Thursday, 06 / 12 12014

17
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAM Civil 3136 2014 by Autodesk, Inc v10 3 Thursday, 06 / 12 1 2014
Hyd. No. 1
predeveloped site
Hydrograph type
= Rational
Peak discharge
= 18.51 cfs
Storm frequency
= 5 yrs
Time to peak
= 14 min
Time interval
= 1 min
Hyd. volume
= 15,548 cuft
Drainage area
= 19.370 ac
Runoff coeff.
= 0.2
Intensity
= 4 778 in /hr
Tc by User
= 14.00 min
OF Curve
= Raleigh.IDF
Asc /Rec limb fact
= 1/1
Q (cfs)
21.00
18.00
1500
1200
900
600
300
predeveloped site
Hyd No 1 -- 5 Year
Q (cfs)
2100
1800
15.00
1200
M
.1 11
300
000 it I I I I I I I I I I I 1 1 .I 000
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Hyd No 1
Time (min)

18
Hydrograph Report
HydraFlow Hydrographs Extension for AutoCADO Civil 3D® 2014 by Autodesk, Inc 003 Thursday, 06 112 / 2014
Hyd. No. 2
Post Developed site to pond
Hydrograph type
= Rational
Peak discharge
= 42.94 cfs
Storm frequency
= 5 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 12,883 cuft
Drainage area
= 13.900 ac
Runoff coeff.
= 0.47*
Intensity
= 6.573 in /hr
Tc by User
= 5.00 min
OF Curve
= Raleigh OF
Asc /Rec limb fact
= 1/1
" Composite (Area /C) = [(4 690 x 0 95) + (9 210 x 0.22)] / 13 900
Q (cfs)
5000
4000
3000
2000
1000
Post Developed site to pond
Hyd No 2 — 5 Year
Q (cfs)
5000
4000
3000
2000
1000
000 x ' ' ' ' ' ' ' ' ' X- 000
0 1 2 3 4 5 6 7 8 9 10
Hyd No 2 Time (min)

Hydrograph
Report
19
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Thursday, 06 11212014
Hyd. No. 3
Post Dev thru pond
Hydrograph type
= Reservoir
Peak discharge
= 0.048 cfs
Storm frequency
= 5 yrs
Time to peak
= 10 min
Time interval
= 1 min
Hyd volume
= 6,791 cult
Inflow hyd. No.
= 2 - Post Developed
site to pot&x. Elevation
= 452.72 ft
Reservoir name
= Wet Pond
Max. Storage
= 12,866 cult
Storage Indication method used
Q (cfs)
5000
X111
CI 11
20.00
1000
roysTis
Post Dev thru pond
Hyd No 3 -- 5 Year
Q (Cfs)
50.00
4000
30.00
2000
1000
i1L1I17
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
--- Hyd No 3 Hyd No 2 ® Total storage used = 12,866 cult

20
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc. v10 3 Thursday, 06 / 12 12014
Hyd. No. 4
Post Dev not to pond
Hydrograph type
= Rational
Peak discharge
= 17.26 cfs
Storm frequency
= 5 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 5,178 cuft
Drainage area
= 5.470 ac
Runoff coeff.
= 0.48*
Intensity
= 6.573 in /hr
Tc by User
= 5.00 min
OF Curve
= Raleigh.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(1 320 x 0 20) + (1 950 x 0 95) + (2 200 x 0 22)] / 5 470
Q (cfs)
1800
1500
1200
• M
. De
300
000 11 1 '
0 1 2
Hyd No 4
Post Dev not to pond
Hyd, No. 4 -- 5 Year
Q (cfs)
1800
1500
1200
900
M
300
N 000
3 4 5 6 7 8 9 10
Time (min)

Hydrograph Report
21
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2014 by Autodesk, Inc v10 3
Thursday, 06 / 12 1 2014
Hyd. No. 5
Total post site with pond
Hydrograph type = Combine
Peak discharge
= 17.29 cfs
Storm frequency = 5 yrs
Time to peak
= 5 min
Time interval = 1 min
Hyd. volume
= 11,968 cuft
Inflow hyds. = 3, 4
Contrib. drain. area
= 5.470 ac
Q (cfs)
1800
15.00
1200
900
600
300
Total post site with pond
Hyd, No. 5 -- 5 Year
Q (cfs)
1800
1500
1200
MM
300
000 000
0 1 2 3 4 5 6 7 8 9 10
Time (min)
— Hyd No 5 — Hyd No 3 --- Hyd No 4

22
Hydrograph Summary Re Kyld aflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc v10 3
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuff)
Hydrograph
Description
1
Rational
2069
1
14
17,380
—
- --
-
predeveloped site
2
Rational
47 15
1
5
14,144
--
— --
—
Post Developed site to pond
3
Reservoir
0 050
1
10
7,223
2
452.79
14,127
Post Dev thru pond
4
Rational
1895
1
5
5,685
--
- - --
—
Post Dev not to pond
5
Combine
1898
1
5
12,908
3.4
--
—
Total post sde with pond
BMP rational 6- 9- 14,9pw
Return Period, 10 Year
Thursday, 06 if 12 / 2014

23
Hydrograph Report
Hydraflow Hyd rographs Extension for AutoCADO Civil 3138 2014 by Autodesk, Inc v10 3 Thursday, 06 / 12 / 2014
Hyd. No. 9
predeveloped site
Hydrograph type
= Rational
Peak discharge
= 20.69 cfs
Storm frequency
= 10 yrs
Time to peak
= 14 min
Time interval
= 1 min
Hyd. volume
= 17,380 cuft
Drainage area
= 19.370 ac
Runoff coeff
= 0.2
Intensity
= 5.341 in /hr
Tc by User
= 14.00 min
OF Curve
= Raleigh.IDF
Asc /Rec limb fact
= 111
Q (cfs)
2100
1800
15 00
1200
900
600
3.00
predeveloped site
Hyd No 1 — 10 Year
Q (cfs)
21 00
18.00
swell]
1200
IIIM
IIIMI
300
0.00 -% I I I 1 I V I I I I I I I V 000
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Time (min)
— Hyd No 1

Hydrograph Report 24
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2014 by Autodesk, Inc 00.3 Thursday, 06 / 12 / 2014
Hyd. No. 2
Post Developed site to pond
Hydrograph type
= Rational
Peak discharge
= 47.15 cfs
Storm frequency
= 10 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 14,144 cuft
Drainage area
= 13 900 ac
Runoff coeff
= 0.47*
Intensity
= 7.217 in /hr
Tc by User
= 5 00 min
OF Curve
= Raleigh OF
Asc /Rec limb fact
= 1/1
" Composite (Area/C) = [(4.690 x 0.95) + (9.210 x 0 22)] / 13 900
Q (cfs)
5000
40.00
3000
2000
1000
0 00 y I '
0 1 2
— Hyd No 2
Post Developed site to pond
Hyd No 2 —10 Year
3 4 5 6 7 8
Q (cfs)
5000
MtIlIT,
3000
1000
N 000
9 10
Time (min)

Storage Indication method used
Q (cfs)
50.00
4000
ffilm
0 00 w
0 300
---- Hyd No 3
Post Dev thru pond
Hyd No. 3 - -10 Year
600 900 1200
Hyd No 2
1500 1800 2100 2400 2700
® Total storage used = 14,127 cuft
Q (cfs)
5000
4000
30.00
2000
1000
1 0.00
3000
Time (min)
25
Hydrograph
Report
Hydraflow Hydrographs Extension for AutoCAD®Crvil 3D® 2014 by Autodesk, Inc 003
Thursday, 06 / 12 / 2014
Hyd. No. 3
Post Dev thru pond
Hydrograph type
= Reservoir
Peak discharge
= 0.050 cfs
Storm frequency
= 10 yrs
Time to peak
= 10 min
Time interval
= 1 min
Hyd. volume
= 7,223 cuft
Inflow hyd. No
= 2 - Post Developed
site to pot&x. Elevation
= 452.79 ft
Reservoir name
= Wet Pond
Max. Storage
= 14,127 cuft
Storage Indication method used
Q (cfs)
50.00
4000
ffilm
0 00 w
0 300
---- Hyd No 3
Post Dev thru pond
Hyd No. 3 - -10 Year
600 900 1200
Hyd No 2
1500 1800 2100 2400 2700
® Total storage used = 14,127 cuft
Q (cfs)
5000
4000
30.00
2000
1000
1 0.00
3000
Time (min)

Hydrograph Report 26
Hydraflow Hydrographs Extension forAutoCAD® Cnni 3D® 2014 by Autodesk, Inc v10 3 Thursday, 06 / 12 / 2014
Hyd. No. 4
Post Dev not to pond
Hydrograph type
= Rational
Peak discharge
= 18.95 cfs
Storm frequency
= 10 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 5,685 cuft
Drainage area
= 5.470 ac
Runoffcoeff.
= 0 48*
Intensity
= 7.217 in /hr
Tc by User
= 5 00 min
OF Curve
= Raleigh OF
Asc /Rec limb fact
= 1/1
' Composite (Area/C) = [(1 320 x 0 20) + (1 950 x 0 95) + (2 200 x 0 22)] / 5 470
Q (cfs)
21 00
1800
1500
1200
900
600
300
0.00 if ' '
0 1 2
— Hyd No 4
Post Dev not to pond
Hyd No 4 - -10 Year
3 4 5 6 7 8
Q (cfs)
2100
1800
15.00
1200
3 00
300
300
' 311 0 00
9 10
Time (min)

Hydrograph Report
27
Hydraflow Hydrographs E)dension for AutoCAD® Cmi 3DQD 2014 by Autodesk, Inc v10 3
Thursday, 06 / 12 / 2014
Hyd. No. 5
Total post site with pond
Hydrograph type = Combine
Peak discharge
= 18.98 cfs
Storm frequency = 10 yrs
Time to peak
= 5 min
Time interval = 1 min
Hyd volume
= 12,908 cuft
Inflow hyds. = 3, 4
Contrib. drain area
= 5.470 ac
Q (cfs)
21 00
1800
1500
1200
900
600
300
Total post site with pond
Hyd No 5 — 10 Year
0.00 - —+
0 1 2 3 4
— Hyd No 5 --- Hyd No 3
Q (cfs)
21.00
1800
1500
1200
900
600
300
0 00
5 6 7 8 9 10
— Hyd No 4 Time (min)

28
Hydrograph Summary Re Kyrtflow Hydrographs Extension for AutoCAD® Civil 3D02014 by Autodesk, Inc v10 3
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cult)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
Rational
2870
1
14
24,104
- --
--
—
predeveloped sde
2
Rational
6345
1
5
19,036
- --
– --
- --
Post Developed site to pond
3
Reservoir
0 059
1
10
8,724
2
45305
19,016
Post Dev thru pond
4
Rational
2550
1
5
7,651
--
- - --
- --- --
Post Dev not to pond
5
Combine
2554
1
5
16,375
3,4
- -- -
- --
Total post site with pond
BMP rational 6 -9 -14 gpw
Return Period 100 Year
Thursday, 06 / 12 / 2014

Hydrograph Report 29
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2014 by Autodesk, Inc 003 Thursday, 06 / 12 / 2014
Hyd. No. 1
predeveloped site
Hydrograph type
= Rational
Peak discharge
= 28.70 cfs
Storm frequency
= 100 yrs
Time to peak
= 14 min
Time interval
= 1 min
Hyd. volume
= 24,104 cuft
Drainage area
= 19 370 ac
Runoff coeff.
= 0.2
Intensity
= 7.407 in /hr
Tc by User
= 14.00 min
OF Curve
= Raleigh.IDF
Asc /Rec limb fact
= 1/1
Q (cfs)
3000
2500
2000
1500
1000
500
000 1 ' '
0 2 4
— Hyd No. 1
predeveloped site
Hyd. No 1 - -100 Year
Q (cfs)
3000
2500
20.00
15.00
10.00
MU
' I I w 0.00
6 8 10 12 14 16 18 20 22 24 26 28
Time (min)

Hydrograph Report 30
Hydraflow Hydrographs Extension for AutoCADO Civil 3138 2014 by Aurtodesk, Inc v10 3 Thursday, 06 / 12 / 2014
Hyd. No. 2
Post Developed site to pond
Hydrograph type
= Rational
Peak discharge
= 63.45 cfs
Storm frequency
= 100 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 19,036 cuft
Drainage area
= 13.900 ac
Runoff coeff.
= 0.47*
Intensity
= 9.713 in/hr
Tic by User
= 5.00 min
OF Curve
= Raleigh OF
Asc/Rec limb fact
= 1/1
* Composite (Area/C) = [(4 690 x 0 95) + (9 210 x 0 22)] / 13 900
Q (Cfs) Post Developed site to pond
Hyd No 2 — 100 Year
70.00 -
60.00 -
5000
4000 -
OF
3000 -
0"
2000 -
1000
A
0 00 -
0 1 2
— Hyd No 2
3 4 5 6 7 8
Q (Cfs)
7000
50.00
5000
4000
3000
MOO
1000
1 31 000
9 10
Time (min)

Hydrograph Report
31
Hydraflow Hydrographs Extension for AUtoCAD® Civil 3136 2014 by Autodesk, Inc v10 3
Thursday, 06 112 / 2014
Hyd. No. 3
Post Dev thru pond
Hydrograph type
= Reservoir Peak discharge
= 0.059 cfs
Storm frequency
= 100 yrs Time to peak
= 10 min
Time interval
= 1 min Hyd volume
= 8,724 cuft
Inflow hyd. No.
= 2 - Post Developed site to podl&x. Elevation
= 453.05 ft
Reservoir name
= Wet Pond Max. Storage
= 19,016 cuft
Storage Indication method used
Q (cfs)
7000
5000
40.00
3000
2000
1000
0 300
Post Dev thru pond
Hyd No 3 —100 Year
600 900 1200
— Hyd No 2
1500 1800 2100 2400 2700
® Total storage used = 19,016 cult
Q (cfs)
7000
5000
40.00
3000
2000
1000
3000
Time (min)

Hydrograph Report 32
Hydraflow Hydrographs Extension for AutoCAM Civil 3DO 2014 by Autodesk, Inc v10 3 Thursday, 06 / 12 / 2014
Hyd. No. 4
Post Dev not to pond
Hydrograph type
= Rational
Peak discharge
= 25.50 cfs
Storm frequency
= 100 yrs
Time to peak
= 5 min
Time interval
= 1 min
Hyd. volume
= 7,651 cuft
Drainage area
= 5 470 ac
Runoff coeff
= 0.48*
Intensity
= 9.713 in/hr
Tic by User
= 5.00 min
OF Curve
= Raleigh.IDF
Asc/Rec limb fact
= 1/1
* Composite (Area/C) = f(l 320 x 0 20) + (1 950 x 0 95) + (2.200 x 0 22)] / 5 470
Q (Cfs)
2800 -
24.00 -
2000
16.00
1200
800 -
400 -
000
0 1 2
— Hyd No 4
Post Dev not to pond
Hyd No 4 – 100 Year
Q (Cfs)
2800
24.00
L 2000
OF 1600
1200
800
400
0.00
3 4 5 6 7 8 9 10
Time (min)

Hydrograph Report
33
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2014 by Autodesk, Inc v10 3
Thursday, 06 / 12 / 2014
Hyd. No. 5
Total post site with pond
Hydrograph type = Combine
Peak discharge
= 25 54 cfs
Storm frequency = 100 yrs
Time to peak
= 5 min
Time interval = 1 min
Hyd. volume
= 16,375 cult
Inflow hyds = 3, 4
Contrib drain. area
= 5.470 ac
Q (cfs)
2800
2400
2000
1600
1200
800
400
Total post site with pond
Hyd No 5 — 100 Year
Q (cfs)
2800
24.00
2000
1600
1200
800
400
0 00
0 00
0 1 2 3 4
-- Hyd No. 5 Hyd No 3
5 6 7
— Hyd No 4
i
.
9 10
Time (min)

Hydraflow Rainfall Report
34
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D02014 by Autodesk, Inc. 00 3 Thursday, 06 / 12 12014
Return
Period
Intensity - Duration- Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(NIA)
1
575301
121000
0.8703
- --
2
740559
133000
08788
- ---
3
00000
00000
00000
- -----
5
835112
148000
08514
- --
10
1057041
168000
08710
- --
25
1189252
176000
08582
- - --
50
1370265
186000
08630
- - - - - --
100
157.1769
196000
08692
--
File name Raleigh OF
Intensity = B / (Tc + D) ^E
Return
Period
Intensity Values (In/hr)
(Yrs)
5 min
10
15
20
25
30
35
40
45
60
66
60
1
486
389
326
281
248
222
201
184
1.70
1 58
148
1 39
2
576
465
392
340
301
270
245
2.25
208
193
181
170
3
000
000
000
000
000
000
000
000
000
000
000
000
5
6.57
543
464
407
3.63
328
300
276
257
240
225
212
10
722
603
519
457
409
371
3.40
313
291
272
2.56
241
25
819
690
598
529
475
432
397
367
341
320
301
284
50
895
759
660
586
527
480
441
408
381
357
336
3.17
100
971
827
722
642
579
528
486
450
420
393
370
350
Tc = time in minutes Values may exceed 60
Prean file name F IHvdraflnw \Precrnitntinn \Carv- Stanhancnn Pnnd nrn
Storm
Rainfall Precipitation Table (in)
Distribution
1 -yr
2 -yr
3 -yr
5-yr
10 -yr
25 -yr
60 -yr
100 -yr
SCS 24 -hour
288
320
000
427
503
601
678
756
SCS 6 -Hr
207
229
000
300
356
424
481
538
Huff -1st
000
000
000
000
000
000
000
000
Huff -2nd
000
000
000
000
000
000
000
000
Huff -3rd
000
000
000
000
000
0.00
000
000
Huff -4th
000
000
000
000
000
000
000
000
Huff -Indy
000
000
000
0.00
000
000
000
000
Custom
000
000
000
000
000
000
000
000

Orchard Lily Subdivision Impervious Surface Summary
Impervious Surface Total for Site
Onsite Roads
203 ac
Sidewalks
0.19 ac
Offsite Roads
0.20 ac
Tot Lot
0.04 ac
52 Lots @ 3,500 SF/ Lot
4.18 ac
Total
6.64 ac
Impervious Surface Total to BMP
Onsite Roads and Sidewalk 0 92 ac
Area In Lots - 47 lots 3.77 ac
@ 3,500 Sf/ Lot Total 4.69 ac

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Total Area TN Export
Total Site Area =
TN Export (lbs /yr) _
OFFSET PAYMENT CALCULATIONS
Orchard Lily
19 37 Ac
155 25 Ibs /yr (See page 1)
Area Treated by BMP(s) TN Export
Area to BMP(s) _
TN Export (lbs/yr) _
13 90 Ac
110.48 Ibs /yr
TN Reduction from BMP(s) = 5248 Ibs /yr
Adjusted TN Export by Land Use
Adjusted TN Export (Ibs /yr)= 15525 less 52.48
Adjusted TN Export from Site
4of5
102 77 Ibs /yr
Adjusted TN Export (Ibs /ac /yr)= 102 77 divided by 1937 5 31 lbs /ac/yr
Total Nitrogen contribution for the offset payment = 1.71 Ibs /ac /yr
Offset payment amount =

Project: Orchard Lily Subdivision
Date: 3- Jun -14
Pond Runoff Volume Calculations
Simple Method - V = 3630 *Rv *Rd *A
Rd - Rainfall Depth (inches)= 1
Rv = 0.05+0 9*la
Rv = Runoff Coefficient
la = Impervious fraction = Impervious drainage area/ Total drainage area
A = Drainage area (ac. ) = 13.9
Impervious portion of drainage area (ac.) = 4.69
la = 0.34
Rv = 0.05 +0.9 *la
Rv = 0.35
Required V = 3630 *Rv *Rd *A = 17,845 CU FT

Pond Report
Hydratlow Hydrographs Extension for AutoCAD® Civil M2014 by Autodesk, Inc v10 3 Thursday, 06 / 12 / 2014
Pond No.1 - Wet Pond
Pond Data
Contours - User - defined contour areas Average end area method used for volume calculation Beglning Elevation = 452 00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
Contour area (sgft)
Incr Storage (cuft)
Total storage (cuft)
000
45200
-16 34
0
1 00
45300
19,640
17,995
17,995
200
45400
22,989
21,315
3 ,
300
45500
25,055
24,022
63,331
400
456.00
27,177
26,116
89,447
Culvert I
Orifice Structures
Weir Structures
[A]
[B] [C] [PrfRsr]
[A] [B]
[C] [D]
Rise (in)
= 1800
1 50 000 000
Crest Len (ft)
= 1600 30.00
000 000
Span (in)
= 1800
1 50 000 000
Crest El. (ft)
= 45350 45425
000 000
No Barrels
= 1
1 1 0
Weir Coeff.
= 3.33 260
333 333
Invert El. (ft) = 45150
45200 000 000
Weir Type
= 1 Broad
— - --
Length (ft)
= 2400
000 000 000
Multi -Stage
= Yes No
No No
Slope ( %)
= 050
000 000 n/a
N -Value
= 013
.013 013 n/a
Orifice Coeff. = 060
060 060 060
Exfil.(in/hr)
= 0 000 (by Contour)
Multi -Stage
= n/a
Yes Yes No
TW Elev. (ft)
= 000
Note Culvert/Onfice outflows are analyzed under inlet (ic) and outlet (oc) control Weir risers checked for
orifice condihors (ic) and submergence (s)
Stage / Storage 1 Discharge
Table
Stage
Storage Elevation
Clv A Clv B Clv
C PrfRsr Wr A
Wr B Wr C
Wr D Exfil User Total
ft
cult ft
cfs cis oft;
cfs cfs
cfs cfs
cfs cis cfs cfs
000
0 45200
000 000 —
-- 0.00
000 —
- — 0 000
100
17,995 453 DO
1 00 oc 0.06 is --
— 000
000
— — - -- 0.057
200
39,309 454.00
10 43 oc 0 02 Ic —
— 10 41
s 000 -
— — — 1042
3.00
63,331 45500
14 09 is 0 00 is —
— 14.04s
5066 - -
— - -- - -- 6471
4.00
89,447 45600
16 47 is 0 00 Ic --
— 1631
s 18057 - --
- -- - -- -- 19689
9c' o, w4 AX, )Fr- t ) ?, ,4 5-aga +
Ok-

Environmental Consultants, PA
Road • Raleigh, North Carolina 27614 . Phone: [phone] • Fax: [phone]
www.SandFC.com
April 7, 2014
Job # 12310. S 1
Spaulding & Norris
Attn: Tom Spaulding
972 Trinity Road
Raleigh, NC 27607
Re: Detailed storm water soils evaluation for the proposed Stephenson Road project,
Stephenson Road, Apex, NC.
Dear Mr. Spaulding:
Soil & Environmental Consultants, PA (S &EC) performed a detailed soil evaluation
within the targeted area of the potential storm water BMP on the site mentioned above.
The purpose of this evaluation was to provide additional information for the proper
design of the proposed BMP to treat the on -site storm water. As indicated on the
attached map, soil morphological profile descriptions were performed at the specified
locations to determine depths to seasonal high water table (SHWT). The following is a
brief report of the methods utilized in this evaluation and the results obtained.
Soil/Site Evaluation Methodol
The site evaluation was performed by advancing hand auger borings to sufficient depths
to estimate seasonal high water table. S&EC navigated to the storm water device
locations with a GPS receiver to describe soil morphological conditions at the boring
locations using standard techniques outlined in the "Field Book for Describing and
Sampling Soils" published by the Natural Resources Conservation Service (NRCS,
2002).
Soil/Site Conditions
This site is located in the Piedmont Acid Crystalline geological area consisting of
metamorphic rock parent materials. Field investigation revealed that the borings were
most similar to the Worsham soil series (Fine, mixed, active, thermic Endoaquults).
Worsham series soils are poorly drained.
Soil Borings 1 and 2 revealed seasonal high water table indicators at existing ground
surface.
Soil & Environmental Consultants, PA is pleased to be of service in this matter and we
look forward to assisting in the successful completion of the project. If requested, S &EC

S<Vz,_
IV
Project: Lily Orchard Subdivision
Date: 2- Jun -14
SPAULDING & NORRIS, PA
Planning • Civil Engineering • Surveying
Average Wet Pond Depth Calculations (Option 2 Per NCBMP Manual)
Average Depth of Permanent Pool to Use in SAIDA Tables (ft)
Equation: Option 2: d�, = 2.5 X J+ Ab_^�v + Ate e` +AP„ � X
Depth
AP­_ Poor (
2 A"m_%&f
Where.
■ dg, = Average permanent pool depth (ft)
■ Ab,u_rw = Surface area at bottom of shelf, including forebay (W)
• Ate,, Pm► Surface area at permanent pool level, including fon.bay
(ftl
• Aw-..d -Surface area at the bottom of the pond (fts) (excludes the
sediment cleanout depth)
• Depflr - Distance between the bottom of the shelf and the pond
bottom (ft) (excludes the sediment cleanout depth)
rr
Depth= I
D av= 3.49 ft
*Use 1 3.0 ft Average Depth I *Rounded down to nearest 0.5'

NCDENR Stormwater BMP Manual Chapter Revised 06 -16 -09
Ap ,,,-p l = Surface area at permanent pool level, including forebay
(ft2)
Ab c -.„d = Surface area at the bottom of the pond (ft2) (excludes the
sediment cleanout depth)
Depth = Distance between the bottom of the shelf and the pond
bottom (ft) (excludes the sediment cleanout depth)
Example:
• Surface area at permanent pool: 10,000 ft2, including forebay
• Surface area at bottom of shelf: 8,000 ft2, including forebay
• Surface area at bottom of pond 2,000 ft2
• Depth: 4.5 ft
�tL v�D Average Depth, day, =.25 x (1 + (8000/10,000)) + ((8000 + 2000)/2) x
y 4.5) / 8000 = 3.26 ft
outs - 3 -f, 3 % Therefore use 3.0 to enter the SA /DA table. (To avoid multiple
interpolations, please round the average depth down to the nearest 0.5'.)
34.3 % -
3
Table 10-1
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 85 Percent TSS
Pollutant Removal Efficiency in the Mountain and Piedmont Re ons, Adapted from Driscoll, 1986
Percent
Impervious
Cover
4.0
Permanent Pool Average Depth (ft)
50 6.0 70
80
9.0
10%
059
049
0.43
0.35
031
029
0.26
20%
097
0.79
070
059
0.51
0.46
044
30%
134
1.08
097
0.83
070
0.64
062
40%
173
143
125
105
090
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
100
092
60%
2.40
203
1.71
1.51
1.29
1.18
1.10
70%
288
2.40
207
179
1.54
135
126
80%
336
2.78
2.38
210
186
1.60
142
90%
3.74
310
2.66
2.34
211
1.83
1.67
Table 10 -2
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 85 Percent TSS
Pollutant Removal Efficiency in the Coastal Region, Adapted from Driscoll, 1986
Percent
Impervious
Cover
30
3.5
40
Permanent Pool Average Depth (ft)
4.5 50 55 60
65
70
75'
10%
0.9
08
07
06
05
0
0
0
0
0
20%
17
13
12
11
10
09
0.8
0.7
06
05
30%
25
22
19
18
16
15
1.3
1.2
1.0
0.9
40%
34
30
26
24
21
1.9
16
1.4
1.1
10
50%
42
37
33
3.0
2.7
24
21
18
1.5
13
60%
50
45
38
35
3.2
2.9
2.6
23
20
16
70%
60
52
45
41
3.7
33
29
2.5
21
18
80%
6.8
6.0
52
4.7
42
37
32
27
22
20
90%
7.5
65
58
5.3
4.8
4.3
38
33
28
23
100%
8.2
7.4
6.8
62
5.6
5.0
44
38
32
26
Wet Detention Basin 10 -14 July 2007

Subject Z✓Z-x � CAA�
Sheet No.
Job No.
Date
1�
Of
Designed by Checked by Date al-14-14

Water Quality Basin Dewatering Time Calculations
Project
Project No
Date
Wet Pond
03 -Jun -14
755
Surface area of pond @ maximum head
Surface area of basin @ orifice outlet
Maximum head of water above dewatering hole
Orifice coefficient
Diameter of each hole
Number of holes
Cross sectional area of each hole =
Cross sectional area of each hole =
Cross sectional area of dewatering hole(s) _
Cross sectional area of dewatering hole(s) =
Dewatering time for basin =
Dewatering time for basin =
19,640
square feet
16,349
square feet
092
feet
060
1.50
inches
1
0.012 square feet
18 square inches
0.012 square feet
18 square inches
787 hours
33 days
Calculations based on City of Greensboro Stormwater Management Manual
Section 3 5 2
Notes

v
A
4�v
Suliject 4-ie-y aae4-itq4tL
Designed by
Checked by
Sheet No.
Job No.
Date
of
Date 4-�V-I'q

Splitter Box Design Calculations
Project
S&N Project No.
Structure No.
Date
Orchard Lily
755
BMP Outlet
10- Jun -14
Invert Elevation into Box
Invert Out to Level Spreader
Invert Out to By -Pass FES
Drainage Area ( a )
Runoff Coefficient ( c)
Known Flow from BMP for 10 year storm
Orifice Equation A = Q/ [Co " (2gh) 5]
Orifice Coefficient (Co)
Gravity (g)
Height of Baffle (h)
Area of Outlet Pipe to Level Spreader (A)
Diameter of Outlet to Level Spreader ( D )
D = (4 "A/ Pi)o s
Diameter in Inches
Elevation Top of Baffle
Level Spreader length = 10 ft per cfs
(10 foot minimum and 100 foot Maximum)
45120 feet
451 10 feet
451 10 feet
0.00 Acres
061
050 cfs
0.6
322 feet/ second squared
15 feet
008 square feet
03 feet
3.94 Inches
Use 6" Pipe
45276 feet
10 feet

Required
USE
Required
USE
Sediment Basin Calculations
Skimmer Basin #1
=Cx
C value
5
intensity 10 ear
Surface Area
Calculation (A)=
Drainage area (ac),
' ?�7;? ll
Peak Inflow cfs
17.69
A =325 sf x
Surface Area 10 yr peak
flow
Peak inflow 10 =
1769
cfs
Surface Area
Calculation (A)=
width ft =
1 63.61
5 749
sf
Basin Shape
Ensure flow length to basin width ratio is greater than 2 1
Calculated Ratio=
len th (ft )=
107.23
width ft =
1 63.61
LxW =
5,749
used Ratio=
CF
160.00
width (ft )=
1 120.00
LxW =
1 19,200
Basin Volume
Basin Dimensions
Top of water storage
�ro;�
Required Volume for
Water storage
depth (ft)
Storage
volume
Disturbed area (ac)
ni-11,1111,
basins 1800cf per ac
11,700
CF
63.61
f
of disturbed area=
5,749
3
Basin Dimensions
Top of water storage
Bottom
Surface area
(so
Water storage
depth (ft)
Storage
volume
length ft
width ft
length ft
width ft )
107.23
63.61
95.23
41.61
5,749
3
14,460
160.00
120.00
148
108
19,200
3
52,668
Top of basin
Freeboard depth (ft)
Total Depth
ft
length ft
width ft
113
60
1 5
Total Depth
ft
178
138
1 5
1 Of 5 Skimmer Basin Design- 6 -12 -14 As 6/12/2014,1146 PM

Calculate Skimmer Size
Basin Volume in Cubic Feet 52,668 Cu Ft Skimmer Size 4.4 Inch
Days to Drain* 3 Days Orifice Radius 1.9 Inchles]
Orifice Diameter 3.7 Inchles]
'I� NC a6ewne 3 days a drain

Storm Outlet Structure
FES No=
FES
Pipe Dia=
15 in
Q10=
0.91 cfs
Qfull =
1192 cfs
From Fig 8 06 b 1
From Fig 8 06 b 2
Zone
D50
DmAx
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
DATE
6/12/2014
PROJECI
755
Q10 /Qfull = 008
VNfull = 059
V = 3 7 fps
- 1
3 in
45 in
A
12 in
50 ft
375 ft (required)
o " •
e ''
DATE
6/12/2014
PROJECT NAME
PROJECT NO
Orchard Lily
755
BY
TS
Storm Outlet Structure
FES No=
FES 1
Q10/Qfull = 075
Pipe Dia=
30 in
V/Vfull = 1 10
Quo =
21.83 cfs
V= 6 5 fps
Qfull =
29.00 cfs
From Fig 8 06 b 1
From Fig 8 06 b 2
Zone
D5o
DmAx
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
2
6 in
9 in
8
18 in
150 ft
75 ft (required)

Storm Outlet Structure
FES No.= FES 41
Pipe Dia= 30 in
Q10 = 18.59 cfs
Qfull = 25 90 cfs
From Fig 8 06 b 1
From Fig 8 06 b 2
loll
Iloilo
Zone
D50
DMAx
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
DATE
6/12/2014
755
TS
Q10 /Qfu1l = 072
V/Vfull = 108
V = 5 7 fps
2
= 6 in
= 9 in
B
18 in
150 ft
75 ft (required)

rm
FES No.= BMP
Pipe Dia= 18 in
re
V= 3.2 fps
From Fig 8 06 b.1: Zone = 1
From Fig. 8.06 b 2 D5o — 3 in
DmAx = 45 in
Riprap Class = A
-C Apron Thickness = 12 in
Apron Length = 60 ft
3 Apron Width = 3xDia = 4.5 ft (required)
Length