SW5100602_Design Calculations_20100510

Site Calculation Manual
for
ABB Power T & D Company Inc.
f/k/a ABB Transmission Holdings, Inc.
Project: P090185
3022 NC 43 North, Pinetops,
Number 10 Township, Edgecombe County, North Carolina
Prepared by:
Steven L. Buie, PLS
[e-mail]
Approved by:
Mark A. Russell, PE
Mack Gay Associates, P.A.
1667 Woodruff Road
Rocky Mount, NC 27804
252-446-3017 -
252-446-7715 fax

it
Narrative
Project Description:
The purpose of this project is for an expansion of an industrial facility in both the front
and rear of the site as shown on the construction plans. A new parking area will also be
added on the west side of the site. There is an existing ditch running along the east side
of the project that collects storm runoff from the existing facility and will be rrsiouted
around the new expansion. A new water quality pond is to be constructed in ;.,Ie rear of
the site to remove 90%TSS and control the runoff from the first 1.5-inch of storm water
per the Phase-2 regulations. The pond was oversized to use the excavated material as
fill for the new expansion in the rear of the site and therefore exceeds the required size
called for by the phase-2 regulations. The storm runoff from the rear plant expansion will
be conveyed to the bypass swale and the runoff from the 90-day building will be allowed
to drain directly to the pond instead of through the pond forebay. The reasoning behind
this is the fact that the storm runoff from the existing parking lot and building was
originally being conveyed offsite via an existing swale as shown on the existing
conditions plan and is now being treated through the water quality pond. Since this
impervious area is greater than the new expansion and 90-day building we are actually
treating more storm runoff than is actually necessary to comply with the storm -water
rules. The owner is ABB Power T & D Company Inc., of Cary, North Carolina.
Approximately 9.5 acres will be disturbed during construction.
Site Description:
This tract of land consists of approximately 26.2 acres and is located northwest of the
Town of Pinetops on the north side of NC Highway 43, North Carolina. This property is
located in Pinetops ETJ. Please refer to the vicinity map on the plan cover sheet for a
more particular description. NC Hwy 43 serves as the southern property line. The
property to the west and north of the site is residential. The property to the east is a
developed commercial tract. There is an existing industrial plant occupying the site at
the current time with planned expansion occurring in the near future.
Soils Description:
The Edgecombe County Soils manual indicated two types of soils exist at this site:
1. GoA — Goldsboro
2. NoA — Norfolk Sandy Loam
Descriptions follow:
Goldsboro Fine Sandy Loam (GoA)
The Goldsboro Fine Sandy Loam is a moderately well drained soil. Typically, the
surface layer is dark grayish brown fine sandy loam 7 inches thick. The subsurface
layer is light yellowish brown fine sandy loam, 5 inches thick. The subsoil, to a depth of
82 inches, is brownish yellow fine sandy loam in the upper part, brownish yellow,

Jones, Jennifer
From: Steven Buie ([e-mail]]
Sent: Friday, June 25, 2010 8:22 AM
To: Jones, Jennifer
Subject: P090185 ABB-PINETOPS narrative sedimentation and erosion control
Attachments: P090185 ABB-PINETOPS narrative sedimentation and erosion control.docx
Jennifer,
Per our conversation on Thursday, June 24, 2010 attached is the revised narrative.
Best Regards,
Steven L. Buie, PLS
Mack Gay Associates, P.A.
1667 Woodruff Road
Rocky Mount, NC 27804
[phone]
stevenPmackgaypa.com

Narrative
Project Dessri
The purpose of thisp
and rear of the site
added on the west sic
of the project that coil
v 0
f
is for an expansion of an industrial facility in both the front
,n on the construction plans. A new parking area will also be
ie site. There is an existing ditch running along the east side
around the new expansiori\A ri
the site to remove_K%TTSS and
per the Phase-2 regulations. Tt
fill for the new expansion in the
called for by the phase-2_ regul<
runoff from the existing facility and will be rerouted
vv water quality pond is to be constructed in the rear of
�pntrol the runoff from the first 1-inch_of_storm water
dppnd was ov6sized,to use the excavated material as
ear\of the site and tKerefore exceeds.the required size
ons\The storm runoff from the rear plant expansion will
be conveyed to the bypass swale and th
to drain directly to the pond instead of t�l
this is the fact that the storm runoff from
originally being conveyed offsite via an,(
conditions plan and is now being treatec
impervious area is greater than the new,
treating more storm runoff than is actual
rules. The owner is ABB Power T & DEC
Approximately 9.5 acres will be disturbe
Site Description:
runoff/from the 90-day building will be allowed
)ugh,& pond forebay. The reasoning behind
ie existing parking lot and building was
isting, swale as shown on the existing
I�t0ugh,the water quality pond. Since this
z ansion and 90-day building we are actually
n essary to comply with the storm water
np`";(�y Inc., of Cary, North Carolina.
durMo construction.
This tract of land consists of approximately 26.2 adrE
Town of Pinetops on the north'side of NC Highway,4
located in Pinetops ETJ. Please refer to the vicinity'�s
more particular description°NC Hwy 43 serves as till
property to the west and north of the site is residentit
developed commercial tract! There is an existing ind
the current time with planned expansion occurring in
Soils Descriptio
and is located northwest of the
iJprth Carolina. This property is
p on the plan cover sheet for a
Southern property line. The
The property to the east is a
trial plant occupying the site at
ie near future.
The Edgecombe'County Soils manual indicated two types of soils exist at this site:
1. GoA — Goldsboro
2. NoA —//Norfolk Sandy Loam
Descriotionfi follow:
Goldsboro Fine Sandy Loam (GoA)
The Goldsboro Fine Sandy Loam is a moderately well drained soil. Typically, the
surface layer is dark grayish brown fine sandy loam 7 inches thick. The subsurface
layer is light yellowish brown fine sandy loam, 5 inches thick. The subsoil, to a depth of
82 inches, is brownish yellow fine sandy loam in the upper part, brownish yellow,

mottled sandy clay loam and mottled gray, brownish yellow, strong brown, and yellowish
red sandy clay loam in the middle part, and gray, mottled sandy clay loam in the lower
part. The organic matter content in the surface layer is low, the permeability is
moderate, available water capacity is medium, and the shrink -swell potential is low.
The seasonal high water table is 2 to 3 feet below the surface.
Goldsboro Fine Sandy Loam (GoA)
This map unit consists of the nearly level Grantham soils and Urban land in areas too
intricately mixed to be mapped separately at the scale used. The complex is about 30
percent Grantham soils and 30 to 35 percent Urban land.
The poorly drained Grantham soils are on broad flats and in shallow depressions
in uplands. Typically, the surface layer is dark gray very fine sandy loam 6 inches thick.
The subsurface layer is light brownish gray very fine sandy loam 5 inches thick. The
subsoil is 84 inches thick. It is grey loam in the upper part and gray clay loam in the
lower part. The underlying material to a depth of 99 inches is light gray loam.
The Urban land part of this unit consists of impervious areas covered by streets,
parking lots, buildings, and other manmade structures. Slope is generally modified to fit
the needs. The extent of site modification varies greatly; many areas have been
disturbed little, while many areas have been cut down or filled over.
Norfolk Sandy Loam (NoA)
The Norfolk Sandy Loam is a well -drained soil. Typically, the surface layer is brown
loamy sand, 7 inches thick. The subsurface layer is light yellowish brown loamy sand, 5
inches thick. The subsoil which is 67 inches thick, is yellowish brown, mottled sandy
clay loam in the upper part and brownish yellow mottled sandy clay loam in the lower
part. The underlying material, to a depth of 90 inches, is yellow, mottled sandy cay
loam and coarse sandy loam. The organic matter content is low. The permeability is
moderate, available water capacity is medium and the shrink -swell potential is low. The
soil is strongly to very stronger acid and the depth of bedrock is more than 60 inches.
The seasonal high water table is 3.5 to 6 feet below the surface.

Planned Sedimentation & Erosion Control Practices
1. Temporary Gravel Construction Entrance: (Three)
Temporary gravel construction entrances are to be constructed at the proposed
locations shown on the plan.
2. Water Quality Pond with a Temporary Skimmer: (One)
Two temporary sediment traps previously constructed in the clear and grub stage will be
replaced by the water quality pond at the location and size shown on the plan.
3. Sediment Fence (Silt Fence):
Sediment fence will be utilized behind the temporary diversions as shown on the plan.
4. Temporary Diversion Ditches:
Construct temporary diversion swales at the locations specified on the plan to divert
sediment laden water to the temporary skimmer sediment traps. The diversion on the
west side of project will be converted to a permanent swale. The diversion on the east
side of the project will be converted to a permanent swale.
5. Construction Sequence:
See detail sheet for construction sequence, seeding, and maintenance details.

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PROJECT PHASE=
Drainage Basin Name=
Soil Type=
Basin Area:
Impervious=
Grass=
Woods=
Total=
C Factors:
Impervious=
Grass=
Woods=
Composite C=
Hydrolic Length=
Grade Difference=
Tc=
POST -DEVELOPMENT
Da-1
GoA, NoA
3.61 Acres
3.35 Acres
1.31 Acres
8.27 Acres
0.95 TR-55
0.15 TR-55
0.1 TR-55
0.49
1240 feet
18 feet
11 min.

PROJECT PHASE=
Drainage Basin Name=
Soil Type=
Basin Area:
Impervious=
Grass=
Woods=
Total=
C Factors:
Impervious=
Grass=
Woods=
Composite C=
Hydrolic Length=
Grade Difference=
Tc=
POST -DEVELOPMENT
Da-2
GoA, N oA
1.59 Acres
0.69 Acres
0 Acres
2.28 Acres
0.95 Table 8.03a
0.15 Table 8.03a
0.1 Table 8.03a
0.71
880 feet
10 feet
8 min.

PROJECT PHASE= POST -DEVELOPMENT
Drainage Basin Name= Da-4 Roof Drainage
Soil Type= GoA,NoA
Basin Area
Impervious=
0.09 Acres
Grass=
0 Acres
Woods=
0 Acres
Total=
0.09 Acres
C Factors:
Impervious=
0.95 Table 8.03a
Grass=
0.15 Table 8.03a
Woods=
0.1 Table 8.03a
Composite C=
0.95
Hydrolic Length=
n/a feet
Grade Difference=
n/a feet
Tc=
5 min. (Chart SD-2)

PROJECT PHASE= POST -DEVELOPMENT
Drainage Basin Name= Da-5
Soil Type= GoA,NoA
Basin Area
Impervious=
0.84 Acres
Grass=
0.12 Acres
Woods=
0 Acres
Total=
0.96 Acres
C Factors:
Impervious=
0.95 Table 8.03a
Grass=
0.15 Table 8.03a
Woods=
0.1 Table 8.03a
Composite C= 0.85
Hydrolic Length= 204 feet
Grade Difference= 2 feet
Tc= 5 min. (Chart SD-2)

PROJECT PHASE= POST -DEVELOPMENT
Drainage Basin Name= Da-6
Soil Type= GoA,NoA
Basin Area
Impervious=
2.96 Acres
Grass=
3.87 Acres
Woods=
0 Acres
Total=
6.83 Acres
C Factors:
Impervious= 0.95 Table 8.03a
Grass= 0.15 Table 8.03a
Woods= 0.1 Table 8.03a
Composite C= 0.50
Hydrolic Length= 720 feet
Grade Difference= 8 feet
Tc= 5 min. (Chart SD-2)

PROJECT PHASE= POST -DEVELOPMENT
Drainage Basin Name= Da-7
Soil Type= GoA,NoA
Basin Area
Impervious=
0 Acres
Grass=
0.51 Acres
Woods=
0 Acres
Total=
0.51 Acres
C Factors:
Impervious=
0.95 Table 8.03a
Grass=
0.15 Table 8.03a
Woods=
0,1 Table 8.03a
Composite C= 0.15
Hydrolic Length= 200 feet
Grade Difference= 15 feet
Tc= 5 min. (Chart SD-2)

IMPERVIOUS AREA for TOTAL SITE
Existing Plant=
97846
sf
Front Ex ansion=
6738
sf
90-Day Buildin =
4000
sf
Rear Ex ansion=
43200
sf
On -Site Sidewalks=
3920
sf
Existing Parking=
119909
sf
New West Parkin =
33827
sf
Rear Parking Area=
32977
sf
Ex. Gravel Drive=
6635
sf
New Gravel Drive=
3736
sf
Concrete Pads=
3584
sf
Total Im ervious=
356372
sf
Project Area=
1078546
sf
Percent Im ervious=
33.04%
DRAINAGE AREA 1
Total Drainage Area=
442572
sf
On Site Drainage Area=
442572
sf
Off Site Drainage Area=
0
sf
Proposed Impervious Area=
250795
sf
% Impervious Area=
56.7%
On -Site Buildin s=
25600
sf
On -Site Parkin =
32981
sf
On -Site Sidewalks=
0
sf
Other on -site=
900
sf
Future=
0
sf
Off -Site=
0
sf
Existing BUA
191314
sf
Total=
250795
sf

WATER QUALITY POND SUMMARY SPREADSHEET
Known Quantities:
Areas (Pre-Dev):
Grass=
6.21
Acres
Woods=
0.00
Acres
Impervious
3.95
Acres
Total=
10.16
Acres
Areas (Post-Dev):
Grass=
4.40
Acres
Woods=
0.00
Acres
Impervious
5.76
Acres
Total=
10.16
Acres
Soil Types:
GOA, NoA
Hydraulic Length =
1621.00
feet
Watershed Slope =
1.30
%
Curve Numbers:
Impervious=
0.95
Grass=
0.15
Woods=
0.1
PREDEVELOPMENT C=
0.46
POSTDEVELOPMENT C=
0.60
Stormwater Runoff Summary (from Hydrflow) - 24-Hour Return Period
Stage 1-Year 2-Year 10-Year 25-Year 100-Year;
(cfs) (cfs) (cfs) (cfs) (cfs)
Pre 0.47 0.56 0.99 1.34 2.18
Post 0.61 0.74 1.30 1.75 2.84
Routed 0.18 0.20 0.27 1.08 2.65

post Development Runoff is Less Than Pre -Development

Hydraflow Table of Contents
P090185-ABB-WQ POND DESIGN.gpw
Hydraflow Hydrographs by Intelisolve v9.1
Friday, May 21, 2010
1 -Year
SummaryReport .................................................................................................................. 1
HydrographReports............................................................................................................ 2
Hydrograph No. 1, Rational, PRE-DEVELOPMENT.......................................................... 2
Hydrograph No. 2, Rational, POST-DEV........................................................................... 3
Hydrograph No. 3, Reservoir, <no description>................................................................. 4
PondReport - <New Pond>.......................................................................................... 5
2 - Year
SummaryReport .................................................................................................................. 6
HydrographReports............................................................................................................ 7
Hydrograph No. 1, Rational, PRE-DEVELOPMENT.......................................................... 7
Hydrograph No. 2, Rational, POST-DEV........................................................................... 8
Hydrograph No. 3, Reservoir, <no description>................................................................. 9
10 -Year
SummaryReport ................................................................................................................ 10
HydrographReports.......................................................................................................... 11
Hydrograph No. 1, Rational, PRE-DEVELOPMENT........................................................ 11
Hydrograph No. 2, Rational, POST-DEV......................................................................... 12
Hydrograph No. 3, Reservoir, <no description>............................................................... 13
25 - Year
SummaryReport ................................................................................................................ 14
HydrographReports.......................................................................................................... 15
Hydrograph No. 1, Rational, PRE-DEVELOPMENT........................................................ 15
Hydrograph No. 2, Rational, POST-DEV......................................................................... 16
Hydrograph No. 3, Reservoir, <no description>............................................................... 17
100 - Year
SummaryReport ................................................................................................................ 18
HydrographReports.......................................................................................................... 19
Hydrograph No. 1, Rational, PRE-DEVELOPMENT........................................................ 19
Hydrograph No. 2, Rational, POST-DEV......................................................................... 20
Hydrograph No. 3, Reservoir, <no description>............................................................... 21

Hydrograph Summary Report
HydraFlow Hydrographs by Intelisolve v9.1
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
0.471
1
1440
40,727
—
PRE -DEVELOPMENT
2
Rational
0.615
1
1440
53,122
—
—
POST-DEV
3
Reservoir
0.177
1
2465
16,635
2
91.69
38,650
<no description>
P090185-ABB-WQ POND DESIGN.gpw
Return Period: 1 Year
Friday, May 21, 2010

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Friday, May 21, 2010
Hyd. No. 1
PRE -DEVELOPMENT
Hydrograph type = Rational
Peak discharge
= 0.471 cfs
Storm frequency = 1 yrs
Time to peak
= 1440 min
Time interval = 1 min
Hyd. volume
= 40,727 cuft
Drainage area = 10.160 ac
Runoff coeff.
= 0.46"
Intensity = 0.101 in/hr.
Tc by User
= 1440.00 min
IDF Curve = CRM - Updated 12-10-08.IDF
Asc/Rec limb fact
= 1/1
Composite (ArealC) = [(7.150 x 0.15) + (3.510 x 0.95)] / 10.160
PRE -DEVELOPMENT
Q (Cfs) Hyd. No. 1 -- 1 Year Q (Cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0,10
0.05 0.05
0.00 000
0 300
Hyd No. 1
600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)

I
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Friday, May 21, 2010
Hyd. No. 2
POST-DEV
Hydrograph type
= Rational
Peak discharge
= 0.615 cfs
Storm frequency
= 1 yrs
Time to peak
= 1440 min
Time interval
= 1 min
Hyd. volume
= 53,122 cuft
Drainage area
= 10.160 ac
Runoff coeff.
= 0.6
Intensity
= 0.101 in/hr
Tc by User
= 1440.00 min
OF Curve
= CRM - Updated 12-10-08.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
POST-DEV
Hyd. No. 2 -- 1 Year Q (cfs)
v vV 0 300 600 900 1200 1500 1800 2100 2400 2700 3000 V V V
Hyd No. 2 Time (min)

Cl
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1 Friday, May 21, 2010
Hyd. No. 3
<no description>
Hydrograph type
= Reservoir
Peak discharge
= 0.177 cfs
Storm frequency
= 1 yrs
Time to peak
= 2465 min
Time interval
= 1 min
Hyd. volume
= 16,635 cuft
Inflow hyd. No.
= 2 - POST-DEV
Max. Elevation
= 91.69 ft
Reservoir name
= <New Pond>
Max. Storage
= 38,650 cuft
Storage Indication method used.
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
000
<no description>
Hyd. No. 3 -- 1 Year
0 300 600 900 1200 1500 1800 2100 2400 2700
Hyd No. 3 — Hyd No. 2 ® Total storage used = 38,650 cult
Q (cfs)
1.00
0.90
0.80
0.70
0,60
0.50
0.40
0.30
0.20
0.10
0.00
3000
Time (min)

Pond Report s
Hydraflow Hydrographs by Intelisolve v9.1
Friday, May 21, 2010
Pond No. 1 - <New Pond>
Pond Data
Contours - User -defined contour areas. Conic method used for volume calculation. Begining Elevation = 91.00 ft
Stage I Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cuft)
0.00 91.00
52,732
0
0
0.50 91.50
57,894
27,644
27,644
1.00 92.00
59,473
29,338
56,982
2.00 93.00
78,244
68,637
125,619
3.00 94.00
82,158
80,185
205,804
Culvert I Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrtRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 15.00
3.00
0.00
0.00
Crest Len (ft)
= 10.00
10.00
0.00
0.00
Span (in)
= 15.00
3.00
0.00
0.00
Crest El. (ft)
= 92.50
93.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert El. (ft)
= 89.00
91.00
0.00
0.00
Weir Type
= Riser
Broad
-
-
Length (ft)
= 50.00
1.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 0.50
0.10
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by Wet area)
Mufti -Stage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
3.00
2.00
1.00
000
Note: CulvertlOnfice outfiova are analyzed under Inlet fa) and outlet (w) control. Weir risen checked for orifice wnditions (ic) and submergence (a).
Stage I Discharge
Elev (ft)
94.00
93.00
92.00
91 00
0.00 4.00 8.00 12.00 16.00 20.00 24.00 28.00 32.00 36.00 40.00
Total 0 Discharge (cfs)

0
Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.1
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
0.565
1
1440
48,804
—
PRE -DEVELOPMENT
2
Rational
0.737
1
1440
63,657
—
POST-DEV
3
Reservoir
0.198
1
2493
19,164
2
91.83
46,751
<no description>
P090185-ABB-WQ POND DESIGN.gpw
Return Period: 2 Year
Friday, May 21, 2010

VA
Hydrograph Report
Hydraflow Hydrographs by Intelisolve Al
Friday, May 21, 2010
Hyd. No. 1
PRE -DEVELOPMENT
Hydrograph type = Rational
Peak discharge
= 0.565 cfs
Storm frequency = 2 yrs
Time to peak
= 1440 min
Time interval = 1 min
Hyd. volume
= 48,804 cuft
Drainage area = 10.160 ac
Runoff coeff.
= 0.46*
Intensity = 0.121 in/hr
Tc by User
= 1440.00 min
IDF Curve = CRM - Updated 12-10-08.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) _ [(7.150 z 0.15) + (3.510 z 0.95)] / 10.160
PRE -DEVELOPMENT
Q (Cfs) Hyd. No. 1 -- 2 Year Q (cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
Z�
0.00 000
0 300
Hyd No. 1
600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)

Hydrograph Report
E3
Hydraflow Hydrographs by Intelisolve AI
Friday, May 21, 2010
Hyd. No. 2
POST-DEV
Hydrograph type
= Rational
Peak discharge
= 0.737 cfs
Storm frequency
= 2 yrs
Time to peak
= 1440 min
Time interval
= 1 min
Hyd. volume
= 63,657 cuft
Drainage area
= 10.160 ac
Runoff coeff.
= 0.6
Intensity
= 0.121 in/hr
Tc by User
= 1440.00 min
OF Curve
= CRM - Updated 12-10-08.IDF
Asc/Rec limb fact
= 1/1
POST-DEV
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 000
0 300
Hyd No. 2
600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)

9
Hydrograph
Report
Hydraflow Hydrographs by Intelisolve v9.1
Friday, May 21, 2010
Hyd. No. 3
<no description>
Hydrograph type
= Reservoir
Peak discharge
= 0.198 cfs
Storm frequency
= 2 yrs
Time to peak
= 2493 min
Time interval
= 1 min
Hyd. volume
= 19,164 cult
Inflow hyd. No.
= 2 - POST-DEV
Max. Elevation
= 91.83 ft
Reservoir name
= <New Pond>
Max. Storage
= 46,751 cuft
Storage Indication method used
<no description>
Q (cfs) Q (cfs)
Hyd. No. 3 -- 2 Year
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
000 000
0 300 600
900 1200
1500 1800 2100 2400 2700
3000
Time (min)
— Hyd No. 3
—Hyd No. 2
®Total storage used = 46,751 cult

IF
Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.1
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
0.994
1
1440
85,855
—
PRE -DEVELOPMENT
2
Rational
1.296
1
1440
111,985
—
—
POST-DEV
3
Reservoir
0.270
1
2580
28,091
2
92.43
86,304
<no description>
P090185-ABB-WQ POND DESIGN.gpw
Return Period: 10 Year
Friday, May 21, 2010

11
Hydrograph
Report
Hydraflow Hydrographs by Intelisolve Al
Friday, May 21, 2010
Hyd. No. 1
PRE -DEVELOPMENT
Hydrograph type
= Rational
Peak discharge
= 0.994 cfs
Storm frequency
= 10 yrs
Time to peak
= 1440 min
Time interval
= 1 min
Hyd. volume
= 85,855 cuft
Drainage area
= 10.160 ac
Runoff coeff.
= 0.46'
Intensity
= 0.213 in/hr
Tc by User
= 1440.00 min
IDF Curve
= CRM - Updated 12-10-08.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(7.150 x 0.15) + (3.510 x 0.95)] / 10.160
PRE -DEVELOPMENT
Q (Cfs) Hyd. No. 1 -- 10 Year Q (Gfs)
1.00 1.00
A."
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0,10
0.00 000
0 300
Hyd No. 1
600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)

12
Hydrograph
Report
Hydraflow Hydrographs by Intelisolve Al
Friday, May 21, 2010
Hyd. No. 2
POST-DEV
Hydrograph type
= Rational
Peak discharge
= 1.296 cfs
Storm frequency
= 10 yrs
Time to peak
= 1440 min
Time interval
= 1 min
Hyd. volume
= 111,985 cuft
Drainage area
= 10.160 ac
Runoff coeff.
= 0.6
Intensity
= 0.213 in/hr
Tc by User
= 1440.00 min
OF Curve
= CRM - Updated 12-10-08.IDF
Asc/Rec limb fact
= 1/1
POST-DEV
Q (Cfs) Hyd. No. 2 -- 10 Year
2.00
1.00
F 1�
Q (cfs)
2.00
1.00
EwFi
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
® Hyd No. 2 Time (min)

13
Hydrograph
Report
Hydraflow Hydrographs by Intelisolve v9.1
Friday, May 21, 2010
Hyd. No. 3
<no description>
Hydrograph type
= Reservoir
Peak discharge
= 0.270 cfs
Storm frequency
= 10 yrs
Time to peak
= 2580 min
Time interval
= 1 min
Hyd. volume
= 28,091 cuft
Inflow hyd. No.
= 2 - POST-DEV
Max. Elevation
= 92.43 ft
Reservoir name
= <New Pond>
Max. Storage
= 86,304 cuft
Storage Indication method used.
<no description>
Q (cfs)
Hyd. No. 3 -- 10 Year
2.00
1.00
A
Q (cfs)
2.00
1.00
fflvp�
0 300 600
900 1200
1500 1800 2100 2400 2700
3000
Time (min)
® Hyd No. 3
— Hyd No. 2
d® Total storage used = 86,304 cuff

14
Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.1
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
1.338
1
1440
115,637
—
--
PRE -DEVELOPMENT
2
Rational
1.746
1
1440
150,831
—
—
POST-DEV
3
Reservoir
1.082
1
1987
61,010
2
92.58
96,498
<no description>
P090185-ABB-WQ POND DESIGN.gpw
Return Period: 25 Year
Friday, May 21, 2010

15
Hydrograph Report
HydraFlow Hydrographs by Intelisolve Al
Friday, May 21, 2010
Hyd. No. 1
PRE -DEVELOPMENT
Hydrograph type = Rational
Peak discharge
= 1.338 cfs
Storm frequency = 25 yrs
Time to peak
= 1440 min
Time interval = 1 min
Hyd. volume
= 115,637 cuft
Drainage area = 10.160 ac
Runoff coeff.
= 0.46"
Intensity = 0.286 in/hr
Tc by User
= 1440.00 min
IDF Curve = CRM - Updated 12-10-08.IDF
Asc/Rec limb fact
= 1/1
Composite (Area/C) = [(7.150 x 0.15) + (3.510 x 0.95)] / 10.160
Q (cfs)
2,00
1.00
wi
PRE -DEVELOPMENT
Hyd. No. 1 -- 25 Year
Q (Cfs)
2.00
1.00
W II
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
® Hyd No. 1 Time (min)

16
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Friday, May 21, 2010
Hyd. No. 2
POST-DEV
Hydrograph type
= Rational
Peak discharge
= 1.746 cfs
Storm frequency
= 25 yrs
Time to peak
= 1440 min
Time interval
= 1 min
Hyd. volume
= 150,831 cuft
Drainage area
= 10.160 ac
Runoff coeff.
= 0.6
Intensity
= 0.286 in/hr
Tc by User
= 1440.00 min
OF Curve
= CRM - Updated 12-10-08.IDF
Asc/Rec limb fact
= 1/1
Q (cfs)
2.00
1.00
POST-DEV
Hyd. No. 2 -- 25 Year
Q (cfs)
2.00
1.00
0.00 ke I I I I I I I I I N 1 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
— Hyd No. 2 Time (min)

Hydrograph Report
17
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 3
<no description>
Hydrograph type
= Reservoir
Storm frequency
= 25 yrs
Time interval
= 1 min
Inflow hyd. No.
= 2 - POST-DEV
Reservoir name
= <New Pond>
Storage Indication method used.
Q (cfs)
2.00
1.00
0.00
0 300
Hyd No. 3
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
<no description>
Hyd. No. 3 -- 25 Year
Friday, May 21, 2010
= 1.082 cfs
= 1987 min
= 61,010 cult
= 92.58 ft
= 96,498 cuft
Jf i �'f yKif
}ReFEp' i �yy`� ;;yyf
.A
�ry�
e
F�
5..
600 900 1200
— Hyd No. 2
1500 1800 2100 2400 2700
® Total storage used = 96,498 tuft
Q (cfs)
2.00
1.00
0.00
3000
Time (min)

18
Hydrograph Summary Report
Hydraflow Hydrographs by Intelisolve v9.1
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
2.179
1
1440
188,269
—
—
PRE -DEVELOPMENT
2
Rational
2.842
1
1440
245,555
—
POST-DEV
3
Reservoir
2,653
1
1536
154,747
2
92.67
102,823
<no description
2
P090185-ABB-WQ POND DESIGN.gpw
Return Period: 100 Year
Friday, May 21, 2010

19
Hydrograph
Report
Hydraflow Hydrographs by Intelisolve v9.1
Fdday, May 21, 2010
Hyd. No. 1
PRE -DEVELOPMENT
Hydrograph type
= Rational
Peak discharge
= 2.179 cfs
Storm frequency
= 100 yrs
Time to peak
= 1440 min
Time interval
= 1 min
Hyd. volume
= 188,259 cuft
Drainage area
= 10.160 ac
Runoff coeff.
= 0.46'
Intensity
= 0.466 in/hr
Tc by User
= 1440.00 min
IDF Curve
= CRM - Updated 12-10-08.IDF
Asc/Rec limb fact
= 1/1
' ComposRe (Area/C) = ((7.150 x 0.15) + (3.510 x 0.95)) / 10.160
Q (Cfs)
3.00
2.00
1.00
r1iffil
PRE -DEVELOPMENT
Hyd. No. 1 -- 100 Year
Q (Cfs)
3.00
RT
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Hyd No. 1 Time (min)

Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.1
Hyd. No. 2
POST-DEV
Hydrograph type
= Rational
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 10.160 ac
Intensity
= 0.466 in/hr
OF Curve
= CRM - Updated 12-10-08.IDF
POST-DEV
Q (Gfs) Hyd. No. 2 — 100 Year
3.00
2.00
1.00
Q
20
Friday, May 21, 2010
Peak discharge = 2.842 cfs
Time to peak
= 1440 min
Hyd. volume
= 245,555 cult
Runoff coeff.
= 0.6
Tc by User
= 1440.00 min
Asc/Rec limb fact
= 1/1
Q (cfs)
3.00
2.00
1.00
EWPb
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Hyd No. 2 Time (min)

21
Hydrograph
Report
Hydraflow Hydrographs by Intelisolve v9.1
Friday, May 21, 2010
Hyd. No. 3
<no description>
Hydrograph type
= Reservoir
Peak discharge
= 2.653 cfs
Storm frequency
= 100 yrs
Time to peak
= 1536 min
Time interval
= 1 min
Hyd. volume
= 154,747 cuft
Inflow hyd. No.
= 2 - POST-DEV
Max. Elevation
= 92.67 ft
Reservoir name
= <New Pond>
Max. Storage
= 102,823 cuft
Storage Indication method used.
Q (cfs)
3.00
2.00
1.00
CTd�b�
<no description>
Hyd. No. 3 -- 100 Year
t
{
`r
Q (cfs)
3.00
2.00
1.00
0 300 600
900 1200
1500 1800 2100 2400 2700
3000
Time (min)
Hyd No. 3
—Hyd No. 2
®Total storage used = 102,823 tuft

Permit
rfo be Wv dby DING)
®gin
HCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name ABB Power T 8 D Company Inc
Contact person Mark Russell
Phone number [phone]
Date 21-May-10
Drainage area number 1
I1 DESIGN INFORMATION e
Site Characteristics
Drainage area 442,572 IF
Impervious arse, post -development 250,795 ff'
%impervious 56.67 %
Design rainfall depth
Storage Volume: Non-SAWaters
Minimum volume required
Volumeprovided
Storage Volume: SAWaters
1.5' runoff volume
Pre -development 1-yr, 24-hr runoff
Post -development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the tyr 24hr storm peek flow required?
1-yr, 24-hr rainfall depth
Rational C, pre -development
Rational C, postdevelopment
Rainfall intensity: 1-yr, 24-hr storm
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
PrelPost 1-yr. 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the pen. pool elevation)
Top of 1 Oft vegetated sheff elevation
Bottom of 10111 vegetated shell elevation
Sediment deanout, top elevation (bottom of pond)
Sediment deanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state -required temp. pool?
Elevation of the top of the additional volume
b�OV� W ATF'q
1.5 in
\./
30,982. it' OK
33,462 fl'
OK, volume provided is equal to or in excess of volume required.
to
fe
#'
0 ft'
ft'
y (Y or N)
2.8 in
0.46 junitless)
0.60 (unidess)
0.12 inthr OK
0.57- ff'/sec
0.73 ft'/sac
0.16 he/sec
91.60.fmsl
91.00 fmsl
91.00 fmsl
91.50 fmsl
90.50 finsil
Data not needed for calculation option #1, but OK ff provided.
83.00`fmsl /
82.00 fmsl
Date not needed for calculation option #1, but OK if provided.
1.00 ft
Y ' (YorN)1.
91.6 tmsl
OK
Form SW401-Wet Detention BaslnRwA-2/20/09 Parts I. a u. DWgn Summary, Page 1 of 2

Permit
(to be provided by DWO)
IL DESIGN INFORMATION' -+
Surface Areas
Arm, temporary pool
Area REQUIRED, permanent pool
SAIDA redo
Area PROVIDED, permanent pool, A�en,,_pw
Area, bottom of 10ft vegetated shah, Abs_�
Area, sediment deanout, top elevation (bottom of pond), A p,,,,
Volumes
Volume, temporary pool
Volume, permanent pool, V,„„y,d
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
MountaindPiedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-21g)
Volume, permanent pool, V,,,,r,-,,,i
Area provided, permanent pod, Ape,n_,,
Average depth calculated
Average depth used in SAIDA, d.., (Round to nearest 0.5fl)
Calculation option 2 used? (Sea Figure 10-2b)
Area provided, permanent pool, Ae,, w
Area, bottom of 10fl vegetated shelf, AboL,,,,,,
Area, sediment deanout, top elevation (bottom of pond), AbM.,
"Depth' (distance b/w bottom of 10ft shelf and top of sediment)
Average depth calculated
Average depth used in SAIDA, d„, (Round to nearest 0.5fl)
Drawdown Calculations
Drewdown through orfce?
Diameter of orifice (if circular)
Arm of orifice (H-non- arcular)
Coefficient of discharge (CD)
Driving head (H,)
Drawdown through weir?
Weir type
Coefficient of discharge (C.)
Length of weir (L)
Driving head (H)
Pretdevelopment 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown lime
Additional Information
Vegetated side slopes
Vegetated shell slope
Vegetated shelf width
Length of flowpath to width redo
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies
58,209f1' i
6,107 fe '
1.38 (unitless)
64,367.fl OK
47,727 fl
27,147 fl'
33,462113 OK
413,49540
80,855'fe
19.6% % OK
90 %
n (Y or N)
y (Y or N)
1.38 limitless)
y _ (Y or N)
413,495rf'
OK
64,367, fl'
OK
6.42,It
OK
6.5fl
OK
n (Y or N)
fl'
ft'
fl1
y (Y or N)
3.00'in
• in'
0.60,(unitless)
0.41'fl
N (Y or N)
(unitless)
(unitless)
It
It
0.57 ft3lsec OK
0.73 elsec OK
0.18-fl /sec
3.00 days OK, draws down in 25 days.
Drawdown time varying from expected value by more than a half day.
3:1
OK
10 :1•
OK
10.0 fl
OK
7:1
OK
5.0 :1
OK
y (Y or N) OK
2.6 It OK
N (Y or N) OK
y . (Y a N) OK
y (Y or N) OK
Portable Pump
Form SW401-Wet Detention Basin-Rev.62=109 Parts I. a II. Design Summary, Page 2 of 2

Precipitation frequency Data Server
Page l of 3
POINT PRECIPITATION
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
ROCK\' MOUNT ENP FARM, NORTH CAROLLNA (31-7400) 35.8936 N 77.6806 R' 49 feet
from "Precipimien-Frtqueney Aaas oftbe [iNmd Stav�s' D`OA.4 Allae 1J, Volume 1, l'ersion 3
CNOAAr n r, onal Wenbu Sen cc Sislo<br S ni T Man,land, 2 W r `
Confidence Limits
Other Info. GIS data
Maps I
Docs ` Re
ARI"
0
Precipitation
61
Intensity
❑6hr
1_ hr
Estimates
J hr
(in/hr)
48
0
la
4n
O
iEtImn
(peen)
a.91
mn
3.92
m
3.27
min
2.24
=❑�d
1.40
m0v
0.81
0.57
0.34
0.04
d�ar
0.03
der
0.02
0.01
0.01
0.01
0.01
020
O.12
0.07
5.65
6.36
4.52
5.09
3.78
4.30
4.92
5.52
2.61
3.05
3_i6
4.09
1.64
1.96
2.32
2.72
3.08
3.43
0.96
1.16
1.40
Ib8
1.94
2.20
0.68
0.82
1.00
1.2]
1.41
LGl
0.41
OA9
0.60
0.72
0.85
0. 88
0.24
0.29
0.35
0.43
0.51
0.59
0.14
0.19
0.22
028
0.33
0.38
0.08
0.11
0.13
0.16
0.18
0.21
0.05
0.06
0.07
0.09
0.10
0.11
0.03
0.04
0.05
O.U6
0.06
0.07
0.02
0.03
0.04
0.04
0.05
OF167
0.02
0.02
0.02
0.03
0.03
0.03
0.01
0.02
0.02
0.02
0.02
0.03
0.01
0.01
0-02
0.02
0.02
002
0.01
0.01
0.01
0.02
002
Q(12
111
7.30
5.83
6.53
25
8.20
50
11111
9.00
9.71
7.16
7.72
6.05
650
4S5
4.98
21111
10.40
8.24
6.93
5.40
5.91
3.78
4.2q
2A7
2.84
1,84
2.14
1.12
1.31
0.67
0.80
0.45
OSS
0.25
030
0.13
O.15
008
0.10
0.06
0.07
0.04
094
0.03
0.03
OA2
0.03
0.02
0.02
SOU
I1.18
8.84
7.42
1110U
11.98
9.43
7H9
699
4.66
3.20
2.44
1.50
0.92
063
0.34
O.I8
0.11
0.08
005
0.04
0.03
0.02
•These precipitation frequency estimates are based no aw oNM1�nmm�.=�=a-••------"--
Please bete to IJOAA Alfas Id Oocunen:Iw mwe inlamafiw. NOTE: Fontana, laws estimates near zero toappcer as zao.
turn to State Map
•
Upper
bound
of
the
90%
confidence
interval
10
Precipitation
Intensity
Estimates
1
(in/hr)
4Z
da
'd48
d
y
31
d"
45
day
61
dayARI"
(perm)
n
5.42
minmnm
4.34
3 61
2.48
1.54
0.90
0.64
0.38
022
0.13
0.07
0.04
0.03
0.02
0.01
0.01
0.01
0.01
��
•' 17.00
6 22
4.97
5.60
4.16
4.72
2.88
3.36
1.80
2.15
2.55
2.99
1.06
12R
1.54
1.84
0.75
091
1.11
1.34
0.45
054
0.66
D.80
0.26
0.32
0.31
0.47
0.16
0.20
0.24
0.30
0.09
0.12
0.14
0.17
0.05
0.06
0.08
0.09
0.03
a-o4
0.05
0.06
0.03
0.03
(1.04
QOS
0.02
0.02
0.02
0.03
0.01
0.02
0.02
0.02
0.01
0.01
(102
0.02
0.01
0.01
0.(71
0.02
10
26
8.03
9A0
6.41
7.17
5.41
606
3 22
499
SII
9.88
7.87
6.64
5.00
3.39
3.76
2.13
2.41
L56
1.78
0.94
1.07
0.56
0.64
0.36
0.42
0.20
0.23
0.11
0.12
0.07
0.08
0.05
0.06
0.03
0.01
0.03
0.03
0.02
0.02
OA2
0.02
too
2110
10.66
l L42
8.4G
9 OS
7.13
7.61
A46
5.93
4.16
2.71
2.03
1.22
0.74
049
0.27
0.14
0.09
0.07
0.04
0.03
0.02
0.02
5110
12.31
9.73
8.17
8.70
6.50
7.05
4.66
5.14
3.12
3.52
2.36
2.70
lA4
1.65
0.87
101
0.60
0]O
093
-0381
0.17
Prflge�]FOO
0.11
0.08
ear005tre
0.05
0.04
0.04
0.03
0.03
0.02
0.02
IU/I0
13.21
10.40
' The a,w obund ol the wNmenwimaaw ai wn u.w.a =.a �..-.�__ ...__. _.
' These pababoauon lrequemates rcy estimates-0 are based on a pamal duauw dales. ARI is the Maeda Raunenw laterval.
Please rely to NOAR AOzs 1d Oewnnenl Ia mad inlamalim. NOTE: Fwmalling patients estimates near xaoto appear as zero.
w
Lower
bound
of
the
90%
confidence
interval
ARP"
10
]5
30
Precipitation
fill
120
��
Intensity
12
Estimates
24
48
hr
dap
��
dap
10
Aap
211
dny
30
dap
48
day
60
dn)'
(pears)
�4.45
mm
mm
35S
mm
2.96
min
2.03
"in
1.27
min
0.73
hr
0.52
hr
0.31
hr
0.18
Iv
OJ
0.06
0.04
0.02
0.02
0.01
0.01
0.01
0.0]
0.02
0.03
0.02
0.02
0.01
0.02
[0 0 11
0.01
0.01
0.01
r�27S
li
5.78
412
4.63
3.45
3.90
2.38
2.77
L49
1.78
0.87
1.05
0.61
0.74
0.37
0.4a
0.21
026
0.13
0.17
0.08
0.10
0.04
0.05
0.03
0.01
u
tll
6.61
S 29
5.89
q.46
4.98
3.23
3.69
q.10
4.45
2.10
2.46
2.77
3.06
I:?6
L50
1.73
].9S
0.90
1.08
1.26
IA3
OS4
0.65
0.76
0.86
0.32
0.39
0.45
0.52
0.20
0.25
030
03q
0.12
0.14
0.17
0.19
0.06
0.08
0.09
0.10
0.04
O.Oi
0.06
0.07
0.03
0.04
0.04
0.05
0.02
0.03
0.03
0.03
0.02
0.02
0.02
0.02
0.01
0.02
0.02
0.02
0.01
0.01
0.02
0.02
26
7.39
5(1
1011
8.09
8.68
6.44
6.89
5.94
S.SI
2U0
5(111
9.24
9,85
7.32
7.79
6.16
6.54
479
5.20
3.36
3.73
2.18
2 88
1.61
1.85
0.98
1.13
O.S9
0.69
0.39
0.47
0.22
0.26
0.12
113
0.07
008
0.06
0.06
0.(17
0.04
0.04
0.04
0.03
10.03
0.03
0.02
0.02
0.03
0.02
0.02
0.02
IIUII
1(1.45
8.23
6.88
557
4.07
_.76
_.09
].�8
...
0.78
..,_._..._.___
0.53
O^9
O.1S
rr"^,,n^'�1Pnev
0,09
are less
man.
'The lowerwuntldthe confidmceinterval at sou wnnwnw love >u e.mv=rv�.��� Aid the Aver
_-...._.__.
These preoptation VequerrY estimates are based one rM f I alw mtnmo series . Aid is the Averaage Recurrence nlerval. l

Precipitation Frequency Data Server
Page 1 of 3
' POINT PRECIPITATION
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
ROCKY MOUNT EXP FARNL NORTH CAROLINA (31-7400) 358936 N 77.6806 R' 49 feet
from "Precipitation -Frequency Atlas of the Unnod Slaes" NO.A.n .Atlas 14, Volume 2, Version 3
G \i. Domde, D. \lartin, B. Un, T. P repbok, \l.Yeku, and D. Riley
NOAA, National Wulhcr Si Silver Spring, Maryland, 31H14
Confidence Limits IFSeasonality 11 Location Maps Other Info. JI GIS data II Maps I Docs II Return to State Map
ARP f 1 Ia 3n rn Io 11 NO 11 30 11 a= II cu II
- These pietie ation Iretnenry eshmeles are based on a 001e1 duration series. ARI Is the Average Reane be Inteval.
Please rely to Nosh Atlas 14 Dsumenl for Mae information NOTE: Famalting laces estimates near zero toappear aszao.
* Upper
bound
of
the 90%
confidence
interval
ARI
�5
]O
IS
30
Precipitation
60
120
hr
�[6
Frequency
hr
32
hr
Estimates
24
hr
48
hr
(inches)
Jay
7�
Juy
10
d:q'
211
dap
311
Jay
45
dap
6U
Juy
curs
=
mat
0 45
min
0.72
min
0.90
min
1.24
min
1.54
min
L81
1.93
2.30
2.67
3 07
356
4.02
4.69
5.33
7.17
8.R6
11.07
13.27
0.52
0.83
1.04
1.44
1.80
2.12
2.26
2.69
3.13
3.73
4.31
4.ffi
5.65
6.39
7.92
R.5
10.42
110.52
12.61
13.08
15.51
15.64
18.30
�0.58
0.93
1.18
1.68
2.15
2.56
2.75
316
3.82
4.82
553
6.14
7.09
70
0.67
1.07
1.35
1.96
2.55
3.09
3.33
3.96
4.66
5.73
6.53
8.18
724
8.87
8.29
10.05
9.17
11.02
1194
14.13
14.31
16.67
17.45
20.1G
2Q40
23.23
25
0.75
1.20
1.51
2.24
2.99
3.69
4.01
4.79
5.68
7.25
50
0.82
1.31
1.66
2.50
3.39
4.26
4.68
5.61
6.69
8.56
9.60
10.29
11.55
12.57
Fl T9-6]F18-581
22.35
25.47
7110
0.89
1.41
1.78
2.73
3.76
4.83
5.36
643
7.73
10.05
11.22
11.87
13.19
14.27
1Z92
20.58
24.61
27.74
2110
0.9$
L51
1.90
2.96
4.16
5.43
6.08
7.33
8.88
1 L75
13.06
13.66
15.00
16. 13
20.00
22.69
26.95
30.05
5110
1.03
1.62
2.04
3.25
4.66
6.25
Z09
8.59
iQ50
14.46
15 970
16.16
17.70
18.87
23.OS
25.62
30.22
33.15
10110
1.10
1.73
2.18
3.52
5.14
7.05
8.11
9.87
12.14
16.85
t8.43
18.81
19.99
21.i9
25.55
2Z97
32.81
35.55
The upperhoma Or the ormcenceinterval at 90%mnlidenw laud is Nevaluevnidl 5%ol Inaji atedquanwsvelues nor a given haquaney are greaternun.
"These preoplation trequevey eadbutes are based on a Partial duration sales. ARI is the Average Rareurennt Interval.
Please rate to NOAA Alias 14 Docnmenn In more information . NOTE: Fo'malling prevoi estimates nea, zen to appear as zero.
* Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI•" 5 10 15 30 611 720 3 6 12 24 48 4 7 10 0 30 45 60
(years) min min min min min min hr hr hr hr hr Jay Jay rhry dap dap drp' day
1�0.37
0.59
0.74
LOl
L27
1.47
1.55
1,85
2.17
2.64
3.04
3.46
497
4.67
6.11
9 99
9.94
12.03
0.43
0,69
0.86
1.19
1.49
1.74
1.84
2.20
2.59
3.20
4.12
3.68
47707
4.17
5.26
4.90
6.14
5.60
6.91
7.55
9.18
9.37
11.22
11.74
13.90
14.17
16.55
0.48
0.77
0.98
1.39
1.78
2.10
2 �3
2.66
3.li
lU
0.55
0.88
l,ll
1.62
2.10
2.53
270
3.23
3.83
4.92
i57
6.19
Zib
8.00 110.49
12.69
15.61
18.41
25
0.62
0.98
125
1.84
2.46
3.00
3.24
3.90
4.65
SAS
G10
7.12
6.87
7.96
791
8.62
8.61
9.80
953
)0.78
12.34
33.81
14.70
16.26
17.93
19.73
20.88
22.75
50
0.67
1.07
1.36
2.05
2.77
3A6
3.77
4.54
100
0.72
1.15
1.4i
2.23
3.06
3.90
428
4.83
5.17
5.85
6.24
7.09
8.23
9.47
9.16
10.46
9.81
11.09
1L04
12.37
12.09
13.45
U.34
16.90
17.84
19.43
2L52
23.33
24.57
26.36
200
0.77
1.22
154
240
3.36
436
500
0.82
1.30
1.64
2.60
3.73
4.96
S.S7
6.76
8.26
I1.28
12.37
12.94
]4.24
1537
19.04
21.55
25.72
2jf:8.68
If100
0.87
1.37
1.72
2.79
4.07
SS3
6.27
7.64
939
12.84
13.9C
]45]
15.76
]G.92
20.73
23.19
2753
30.39
' The lower Wund d the Parliament larval at 9 confidence Iwel is the value vaictl 5% of the simulated crude values to a given tre'4ueray are lass than.
These predPla on neauerty estimates are based on a Partial Wants, magma series ARI is lne Average Reannerce Interval,
61 //`h nnAr n,are nnaa rrnv/n<ri_hin/hAcclhnilrinnt nPrl91\,ne=of$u7titS=Lisc�-,series=Dcl&Stat... 11/12/2009

ranow dorm sewers real,
Outfall
Project File: P090185-ABB PIPED NETWORK.stm
DI-1
Number of lines: 1 I Date: 12-15-2009
Hydraflow Storm Sowers 2008 v12.01

041,w. Q. %Affor DrMilc Proj. file: P090185-ABB PIPED NETWORK.sl
J N
OC

Storm Sewer Summary Report
Page 1
Line
No.
Line ID
flow
rate
(ds)
Line
size
(in)
Line
shape
Line
fength
(ft)
Invert
EL Dn
(ft)
Invert
EL Up
(ft)
Line
slope
N
HGL
down
(ft)
HGL
up
(ft)
Minor
loss
(ft)
HGL
Junct
(ft)
Dns
line
No.
Junction
Type
1
6.16
24
Cir
246
90.59
93.05
1.000
91.47
93.93
0.33
93.93
End
DropGrate
Project File: P090185-ABB PIPED NETWORK.stm
Number of lines: 1
Run Date: 05-21-2010
NOTES: Return period = 10 Yrs.
Hydrail" Srorm Sewers 2008 02.01

Storm Sewer Inventory Report
Page 1
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
Dell
Junc
Known
Dmg
Runoff
Inlet
Invert
Line
Invert
Line
Line
N
J-loss
Inlet/
line
length
angle
type
a
area
coeff
time
El Dn
slope
El Up
size
shape
value
coeff
Rim El
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
N
(ft)
(in)
(n)
(K)
(ft)
1
End
246
0
DrGrt
0.00
0.96
0.89
5.0
90.59
1.00
93.05
24
Cir
0.013
1.00
97.05
Project File: P090185-ABB PIPED NETWORK.stm
Number of lines: 1
Date: 05-21-2010
Hydlfio Storm Sewers 2008,12.01

P1-Pro. 24"RCP TO FOREBAY
DESIGN Q FOR 10 YEAR STORM SPLIT FLOW
Q(10)= 6.2 CFS Hydraflow
CHECK
ipe Size = 24 'RCP
/W = N/A CHART SD-B (CRM)
W = N/A
MMI
EROSION CONTROL
V= 4.6
ZONE= 2 Figure *.06.b.1
Stone Class = B
Figure *.06.b.2
Class A
B
1 II
Dmax 6
12
20 24
Depth 10
22
48 48
LENGTH OF APRON
zone class
Inlet
Outlet
1 A
6
8
2 B
6
12
3 1 med.
8
16
4 1 heavy
8
16
5 2 heavy
10
20
6 21heavy
12
20

SWALE 1: V-Swale
Q(10)=
26.30
CFS
Q(2)=
20.02
CFS
GRADE
0,016
FT/FT
SIDE SLOPE(HN)=
3.00
SOILS: IGoA,NoA
PROPOSED COVER: Tall fescue
Retardance Class: C
MAX VELOCITY=
4.50
FPS
FINAL CONDITIONS (10 YEAR STORM)
D A R VpR n V
Q COMMENTS
1.6 7.68 0.76 3.42 0.045 3.48
26.74 Q > Q10; OK
V < Vp; OK
BARE EARTH, CONSTRUCTION CONDITIONS (2 YEAR STORM)
MAX VELOCITY= 2 FPS
D A R n V
Q COMMENTS
1.06 3.37 0.50 0.02 5.95
20.04 Q > Q2; OK
V > Vp;
TEMPORARY LINER REQUIRED
TRY STRAW WITH NET TEMP: LINER
n = 0.033 TABLE 8.05e
MAX. SHEAR STRESS (Td) = 1.45 PER TABLE 8.05g
T=YDS
Y= 62.40 LBS/CUFT
D= 1.06 FLOW DEPTH, 2 YEAR STORM
S= 0.016 SWALE GRADE, FT/FT
T= 1.06
T < Td; OK

SWALE 2
Q(10)=
10.50
CFS
Da-2
Q(2)=
7.84
CFS
Da-2
GRADE
0.010
FT/FT
SIDE SLOPE(HN)=
3.00
SOILS:
IGoA.NoA
PROPOSED COVER: Tall fescue
Retardance Class: C
MAX VELOCITY=
4.50
FPS
FINAL CONDITIONS (10 YEAR STORM)
D A R VpR n V
Q COMMENTS
1.27 4.84 0.60 2.71 0.048 2.21
10.70 Q > Q10; OK
V < Vp; OK
BARE EARTH, CONSTRUCTION CONDITIONS (2 YEAR STORM)
MAX VELOCITY= 2 FPS
D A R n V
Q COMMENTS
0.82 2.02 0.39 0.02 3.96
7.98 Q > Q2; OK
V < Vp;
TEMPORARY LINER REQUIRED.
TRY STRAW WITH NET TEMP. LINER
n = 0.033 TABLE 8.05e
MAX. SHEAR STRESS (Td),= 1.45 PER TABLE 8.05g,
-
T = YDS
Y= 62.40 LBS/CUFT.
D= 0.82 FLOW DEPTH, 2 YEAR STORM
S= 0.010 SWALE GRADE, FT/FT
T= 0.51
T < Td; OK

SWALE 3
Q(10)=
0.57
CFS
Da-7
Q(2)=
0.42
CFS
Da-7
GRADE
0.005
FT/FT
SIDE SLOPE(HN)=
3.00
SOILS:
GoA,NoA
PROPOSED COVER: Tall fescue
Retardance Class: C
MAX VELOCITY=
4.50
FPS
FINAL CONDITIONS (10 YEAR STORM)
D A R VpR n V
Q COMMENTS
0.58 1.01 0.28 1.24 0.076 0.58
0.59 Q > Q10; OK
V < Vp; OK .
BARE EARTH, CONSTRUCTION CONDITIONS (2 YEAR STORM)
MAX VELOCITY= 2 FPS
D A R n V
Q COMMENTS
0.31 0.29 0.15 0.02 1.46
0.42 Q > Q2; OK
V<Vp;
TEMPORARY LINER NOT REQUIRED.
TRY STRAW WITH NET TEMP. LINER
n = 0.033 TABLE 8.05e
MAX. SHEAR STRESS (Td) = 1.45 PER TABLE 8.059
T=YDS
Y= 62.40 LBS/CUFT
D= 0.31 FLOW DEPTH, 2 YEAR STORM
S= 0.005 SWALE GRADE, FT/FT'
T= 0.10
; T < Td'OK

OUTLET STRUCTURE BOUYANCY CALCULATIONS I I
STRUCTURE WEIGHT
BOX DIMENSIONS
SIDE (Ft)
REAR (Ft)
FRONT (Ft)
BASE (Ft)
FILL .TOTAL
WIDTH
3.0
3.0
3.0'-,
4.0
5:.
HEIGHT
T5
7.5
7.5
2.0,
3.0
DEPTH
0.5
0.5
0.5
3.0
5.0 "
# WALLS
2.0
1.0
1.0
1.0
CONCRETE (pcf)
150.0
150.0
150.0
150.0
T50.0
WEIGHT (LBS.)=
3375.0
1687 .5
1687.5
3600 0
11250.0 2160 0:0
(WXHXDXWLXC)
WATER FORCES (LBS)
WIDTH (Ft)=
4.0
DEPTH.(Ft)=
3.0.
HEIGHT (Ft)=
5.5
WATER WGHT
62.4 LBS/CUFT
FORCE= 41 18.4 LBS (WIDTH X DEPTH X HT X G)

Ilonh:'.mc:ican i,reeo- Effa05 Veuiani"S r.•8/'_G70 5101 Afa'CUTAFUTcU Ol': SiE`JEI15UIE
',FF;OIECi IIb.f.lE:=.BBPIIIE iUPS ''rROlEC711U :. FG901 B5 iSLUFE GESCRiF'ilUll:
Country
�lJ vt dSI 12>
S r al e/R.9ion
Illollh LlfDSW
SlOpe C iadierd=401
C.ily
jGI eeovdrl
Annuel R Factor
1 oral Slop. Length IIII
I[47
I'uanctinn lyp;
I1''eniranent __.__.....
r
Adlnslnd R Valua
I_i0.
7
Slope G.'tdienl III: I I
r0 ...-._- ------
SO lype
�Vety Flne Salad ^�
K Faclur
i�-'-'
Ifcuo:cdle
Soil Luss Tol.ranco linj
�GO>--------
❑each
Cum, Disl.
Material
Verlelation Type
"'owlh liabil
I
Density ASL
hate
lint
ASI.
net
lint
SLT
(in)
SF
Rnnmks
iie9in
fit?
God
IIII
1
li 147
jlC25tjRemi.
Sod Fcemat
5075:: 003E
0 Wil
I
003
93501)
STABLE
2
3
G
a7
composite
nG�e
awG
Vegttalion Uencity'PacvO.g- .1 ;"1 pondcd by vegil:,licn L-=novel rct;leticl pa(aen nce hUm lFxl4,nW sorllxsW ur�pMeUedj
ASLbme-Avtta9e Scul Lca 4utonlialW!vrymlvcted sill loodonn cached ASLmalcAvcc<9e Sod Loss pweelial w/rnalelial(uoJoor uxhesl
L6Lhsre-Mm:itrnnn Sod Lose pca:ntial on unprolCued :oA lcuilwm usitea InSLrnal=Llmdoutm Sod Lc,.-paremi5l vx%rnalerielluti.lortn iucbetl
SLT=Scd Lor-Tclnm¢v to,:I;pc :eumnn W,J.nindttd SF=S ale(y Facicl
Ccr{m:deaAvemye :ed loi: hcat local slape L)r:nth Iw+iimm esl-.eel

Pond Outlet Pipe - 15"PVC
DESIGN Q FOR 25 YEAR STORM
Q(25) 1.11 CFS 25yr storm discharge from pond routing
;HEADWATER. CHECK,
;Pipe Size = .15 "PVC
H/W:= ; . ' O CHART SD-B (CRM)'.'.::-
WW = 0.00
WAX ALLOWED = n1a
EROSION CONTROL
V= 4.0
ZONE= 1 Figure'.06.b.1
Stone Class = A Figure `.06.b.2
Class A B 1 II
Dmax 6 12 20 24
Depth 10 22 48 48
LENGTH OF APRON
zone
class
Inlet
Outlet
1
A
3.75
5
2
B
3.75
7.5
3
1 med.
5
10
4
1 heavy
5
10
5
2 heavy
6.25
12.5
6
2heavy
7.5
12.5

POND OUTLET PIPE
Worksheet for Circular Channel
Project Description
Project File
c:\program files\haestad\fmw\p090185.fm2
Worksheet
POND OUTLET PIPE
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.009
Channel Slope
0.005000ftffi
Diameter
15.00 in
Discharge
1.11 cfs
Results
Depth
0.35
ft
Flow Area
0.28
ft2
Wetted Perimeter
1.39
ft
Top Width
1.12
ft
Critical Depth
0.41
ft
Percent Full
27.75
Critical Slope
0.002505 ft/ft
Velocity
4.00
f /s
Velocity Head
0.25
ft
Specific Energy
0.60
ft
Froude Number
1.41
Maximum Discharge
7.10
cfs
Full Flow Capacity
6.60
cfs
Full Flow Slope
0.000142
fUft
Flow is supercritical.
FlowMaster v5.15
02/08/10
11:40:25 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1