20071222 Ver 2_More Info Received_20070926

F
~~~~~~ ~'
'''> .~`
PUBLIC WORKS DEPARTMENT
Guy M. Anderson, Director
August 24, 2007
Mr. Taylor Blakely
700 Exposition Place
Suite 105
Raleigh, NC 27615
Re: Smithfield Heart & Vascular Associates Site
Stormwater Management Plan
Dear Mr. Blakely:
®~ ~ I ~~~ Y
We have reviewed the Stormwater Management Plan (dated August 14, 2007) submitted for
the Smithfield Heart & Vascular Associates site. Based upon the information submitted the Stormwater
Management Plan has been approved contingent upon the following:
i. Please provide documentation from the NC EEP nutrient offset program for the
nitrogen offset payment in the amount of $5,358.54.
2. Please provide a copy of the approved erosion and sediment control documentation
from NC DENR Land Quality.
3. Please provide a copy of the approval NC DENR DWQ for the riparian buffer' impacts
on the north side of the property due to the driveway crossing.
4. Please provide 2-year and 100-year stormwater routing information in a tabular format
to include time elapsed, inflow Q, water-surface elevation and total outflow Q.
5. Please redirect the outlet pipe from the detention facility to discharge into the drainage
channel on the east side of the property. Point discharges are not allowed in the
riparian buffer and certainly not allowed directly into an intermittent stream. Discharges
into a riparian buffer require the use of a level spreader or some other device that
provides for sheet flow.
A copy of this letter will be forwarded to the Planning Office for their files. Please be reminded
that no land-disturbing activities can begin at this site until a Stormwater Management Dian has been
approved for this site. A checklist for developing a stormwater management plan has been included for
your use.
If you have any questions or need additional information, please contact this office at [phone].
Sincerely, ~~~~~~ r~~
v ~J~-~ D ~.. t,
SEP ~ 6 't007
Guy M. Anderson, P.E. aA~~
Public Works Director pNDSTOR1~'1 BRANCI'f,
Cc: Paul Embler, Planning Director
230 Hospital Road A P.O. Box 761 ~ Smithfield, North Carolina 27577
919-934-2596 ~ FAX [phone]
NORTH CAROLINA

DRAINAGE CALCULATIONS
for
SMITHFIELD HEART & VASCULAR ASSOCIATES
910 BERKSHIRE ROAD
SMITHFIELD, N. C. 27577
PIN. 2604-04-9166
4G44y449
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a°~4d.~. a ~e°_ t~M
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BLAKELY DESIGN GROUP
700 EXPOSITION PLACE, SUITE 105
RALEIGH, N. C. 27615
[phone] fax: [phone]

BLAKELY DESIGN GROUP
Landscape Architecture Site Planning
700 Exposition. Place, Suite 105, Raleigh, N. C. 27615
Telephone [phone]
Facsimile [phone]
E-Mail taylor~blakelydesign.net
DRAINAGE CALCULATIONS
TOTAL LOT SIZE = 3.63 ACRES
TOTAL DRAINAGE AREA = 3.53 ACRES (offsite drainage diverted thru site
USE RATIONAL METHOD -formula = Q=CIA
WHERE Q =peak flout from drainage area (c.f.s.)
C =runoff coefficient (dimensionless)
.25 for IaWn & Woods
.95 for impervious area
I =rainfall intensity for a given time to peak (7.22 in./hr.- 10 yr, storm)
A =drainage area in acres
PRE-DEVELOPMENT (10 year storm) PRE-DEVELOPMENT (2 year storm)
Q 10 =CIA Q2 =CIA
Q10 =(.25)(7.22 in./hr.)(3.53 ac.) Q2 =(.25)(5.76 in./hr.)(3.53 ac.)
Q10 = 6.37 c.f.s. Q2 = 6.08 c.f.s.
FlND C COMPOSITE, IMPERVIOUS AREAm44X, L4wN ARE4~66X
C (1.24 ac.)(.95) + (2.29 ac.)(.25)
comp. _
3.53 ac.
Ccomp. _ .60
POST-DEVELOPMENT (10 year storm) POST-DEVELOPMENT (2 year storm)
Q10 =CIA Q2 =CIA
Q10 =(.50)(7.22 in./hr.)(3.53 ac.) Q2 =(.50)(5.76 in./hr.)(3.53 ac.)
Q10 2.74 c.f.s. Q2 = 10.16 c.f.s.
REQUIREMENT IS TO DETAIN DIFFERENCE IN PRE-DEVELOPMENT AND POST DEVELOPMENT, 2 YR. STORM
POST DEVELOPMENT PEAK DISCHARGE, 2 YR. STORM = 10.16 c.f.s.
PRE-DEVELOPMENT PEAK DISCHARGE, 2 YR. STORM = 5.08 c.f.s.
POST DEVELOPMENT RUNOFF AREA TO STORMWATER BASIN = 1.50 AC.
THEREFORE TOTAL DISCHARGE FROM SITE WILL BE LIMITED TO 3.53 AC. LESS 1.50 AC. TO BASIN = 2.03 AC.
POST-DEVELOPMENT FROM 2.03 AC. NON-IMPERVIOUS AREA (2 year storm)
Q2 =CIA
Q2 =(.25)(5.76 in./hr.)(2.03 ac.)
Q2 = 2.92 c.f.s.
POST-DEVELOPMENT 2 YR STORM F M

POST-DEVELOPMENT 2 YR. STORM ~
TO
A RO NON-IMPERVIOUS AREA (2.03 AC.) =
FROM IMPERVIOUS AREA (DETENTION PIPES) = 2.92
2.13 c.f.s.
c
f
s

T
L POST-DEVELOP ENT FROM (2
YR. STORM) =
5
05 ,
,
,
c
f
s

PRE-DEVELOPMENT 2 YR STORM . .
.
.

THEREFORE POST-DEVELOPMENT HAS
BEEN LIMITED TO LESS THAN PRE-DEV. RATE = 5.08 c,f.s.

BLAKELY DESIGN GROUP
Landscape Architecture Site Planning
700 Exposition, Place, Suite 105, Raleigh, N. C. 27615
Telephone [phone]
Facsimile [phone]
E-Mail taylorCJblakelydesign.net
NITROGEN CALCULATIONS
Type of Land Cover Area
(acres) TN export coeff.
(Iba./ac./yr.) TN export from use
(Iba./yr.)
Permanently rotected undisturbed
open apace (Forest, unmoWn meadow) 0.6
permanently rotected managed
open space grass, landscaping, etc.) 2.2g4 1.2 2.76
Imperyioua surfaces (roads, parkin
lots, driveways, roofs, paved storage
areas, etc.) ~ ,236 21.2
26.20
Total
3.63
28.96
Nitrogen Load(ng Rote (Iba/ac/yr) g,20
BfvIP device used NONE
Nitrogen Load after B~IP's 8,20
Nitrogen Load offset by payments ($330/Ib/ac) 8.20-3.64.60 Ib.
4.60 Ib. x $ 330 x 3.63 ac. _$ 6,368.64
Payment to N.C. Ecosystem Enhancement Program $ 6,368.64

Smithfield Heart 8 Vascular.gpw
Hydraflow Hydrographs by Intellsolve Monday, Sep 3 2007, 9:37 AM
Hydrograph Return Period Recap ....................................................................... 1
2 -Year
Summary Report ............................................................................................... Z
Hydrograph Reports ............................................................................................................. 3
.....
ydrograph No. 1, Rational, Pre-Development .................................................................. 3
Hydrograph No. 2, Rational, Post-Development ................................................................ 4
Hydrograph No. 3, Reservoir, Detention Pond ................................................................... 5
Pond Report .................................................................................................................. 6
100 -Year
Summary Report ................................................................................................................. 10
Hydrograph Reports ............................................................................................ 11
...............
Hydrograph No. 1, Rational, Pre-Development ................................................................ 11
Hydrograph No. 2, Rational, Post-Development .............................................................. 12
Hydrograph No. 3, Reservoir, Detention Pond ................................................................. 13
Pond Report ..............................................................
................................................. 14

nyarograph Return Period Recap
Hyd.
No. Hydrograph
type

(origin) Inflow
Hyd(s) Peak Outtlow (cfs) Hydrograph

description
1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 Rational -- ----- 2.158 ---- ---- 2.706 -- --- 3.642 Pre-Development
2 Rational -- --- 8.202 ------ --- 10.28 --- --- 13.84 Post-Development
3 Reservoir 2 -- 2.130 -- ----- 0.000 --- -- 0.000 Detention Pond
Proj. file: Smithfield Heart & Vascular.gpw Monday, Sep 3 2007, 9:37 AM
Hydraflow Hydrographs by Intelisolve

r ' Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Pre-Development
Hydrograph type =Rational
Storm frequency = 2 yrs
Drainage area = 1.5 ac
Intensity = 5.755 in/hr
IDF Curve = WakeCounty.IDF
Hydrograph Discharge Table
Time -- Outflow
(min cfs)
1 0.432
2 0.863
3 1.295
4 1.727
5 2.158 «
6 1.727
7 1.295
8 0.863
9 0.432
Monday, Sep 3 2007, 9:37 AM
Peak discharge = 2.158 cfs
Time interval = 1 min
Runoff coeff. = 0.25
Tc by User = 5 min
Asc/Rec limb fact = 1/1
Hydrograph Volume =647 tuft
(Printed values >= 1 % of Qp, )
.End

Fiydraflow Hytirographs by Intelisolve
Hyd. No. 2
Post-Development
Hydrograph type
Storm frequency
Drainage area
Intensity
IDF Curve
= Rational
= 2 yrs
= 1.5 ac
= 5.755 in/hr
= WakeCounty.IDF
Hydrograph Discharge Table
Time --Outflow
(min cfs)
1 1.640
2 3.281
3 4.921
4 6.561
5 8.202 «
6 6.561
7 4.921
8 3.281
9 1.640
Monday, Sep 3 2007, 9:37 AM
Peak discharge = 8.202 cfs
Time interval = 1 min
Runoff coeff. = 0.95
Tc by User = 5 min
Asc/Rec limb fact = 1/1
Hydrograph Volume = 2,460 tuft
( Printed values >=1 % of Qp. )
End

..~ ~.. ~.~~ aF.~ ~ ~~~Nv~ ~
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Detention Pond
Hydrograph type =Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 2
Max. Elevation 130.79 ft
Monday, Sep 3 2007, 9:37 AM
Peak discharge = 2.130 cfs
Time interval = 1 min
Reservoir name =Detention Pond
Max. Storage = 1,666 cult
Storage Indication method used.
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A
(min) cfs ft cfs cfs cfs cfs cfs
1 1.640 128.77 0.387 -- ---- _..- _____
2 3.281 129.01 0.806 ----- ----- -__ ____
3 4.921 129.27 1.107 ----- ---- _____ _____
4 6.561 129.59 1.383 ---- ----- ---- _____
5 8.202 « 129.97 1.655 ---- ---- ---_ ___
6 6.561 130.33 1.880 --- ---_ _...__ ____
7 4.921 130.60 2.030 --- ----- -___ __-
8 3.281 130.76 2.115 ---- ----- ____ ____
9 1.640 130.79 « 2.130 ---- ----- -_- ____
10 0.000 130.68 2.073 ----- ---- --___ _____
11 0.000 130.53 1.991 ----- ---- ---_ __-
12 0.000 130.39 1.914 --- --- --- ____
13 0.000 130.27 1.841 --- ---- ---- -__
14 0.000 130.15 1.770 --- ----- ____ _____
15 0.000 130.04 1.700 ---- ---- --- _____
16 0.000 129.93 1.630 --- --- ---- -___
17 0.000 129.83 1.561 --- --- ____ ___
18 0.000 129.73 1.491 ----- -_- __-_ __,
19 0.000 129.64 1.420 ---- ----- -__ -___
20 0.000 129.54 1.347 ---- --- -__ -_
21 0.000 129.46 1.273 --- ----- _____ -_
22 0.000 129.37 1.196 ----- -- --- _____
23 0.000 129.28 1.115 ----- --- ___ ____
24 0.000 129.20 1.032 ----- ----- --_ _____
25 0.000 129.12 0.940 --- ----- ___ ____
26 0.000 129.04 0.845 ---- ----- ---_ ___
27 0.000 128.96 0.730 ----- ---- ___- _____
28 0.000 128.88 0.593 ----- ---- _____ _____
29 0.000 128.80 0.444 ----- ----- -__ _____
30 0.000 128.73 0.315 -- ----- -___ ~_
31 0.000 128.63 0.165 ---- ----- --_ _____
32 0.000 128.55 0.073 ---- ---- _.- _____
33 0.000 128.49 0.030 ---- -- _- __-
Outflow hydrograph volume = 3,704 tuft
(Printed values >=1 % of Qp.)
Wr B Wr C Wr D Exfl Outflow
cfs cfs cfs cfs cfs
-_ ___ ____ ____ 0.387
--- --- - 0.806
--- ---- - 1.107
-__- ---- ---- ---- 1.383
-- --- ----- - 1.655
-`- ---- -- --- 1.880
~' --- ---- - 2.030
--- ---- ---- ---- 2.115
_---- ---- --- w 2.130 «
--'_ - --- - 2.073
----- --~ - - 1.991
---- --- _- ---- 1.914
-_-- --- ----- ---- 1.841
_____ -__ _____ ~ 1.770
---- ----- --- -- 1.700
--- ----- --- -- 1.630
-'_ --- ----- ---- 1.561
-- - - -- 1.491
---- -- -- ---- 1.420
--- -- ----- -- 1.347
-_- --- -- ---- 1.273
-° -- ---- ----- 1.196
--- --- ---- ----- 1.115
'__ ____ ___ __--- 1.032
__-- -_ _____ _____ 0.940
----- -- --- - 0.845
---- ----- ---- - 0.730
-- ---- ----- ----- 0.593
---- -_ _____ _____ 0.444
-- -- -- -- 0.315
-- --- ---- - 0.165
-- ---- ----- ---- 0.073
-- ----- -- - 0.030
End

hydrograph Summary Report
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(tuft) Inflow
hyd(s) Maximum Maximum
elevation storage
(ft) (tuft) Hydrograph
description
1 Rational 2.158 1 5 647 -- -- Pre-Development
2 Rational 8.202 1 5 2,460 - --- Post-Development
3 Reservoir 2.130 1 9 3,704 2 130.79 1,666 Detention Pond
Smithfield Heart & Vascular.gpw Return Period: 2 Year Monday, Sep 3 2007, 9:37 AM
Hydraflow Hydrographs by Intelisolve

H
d
fl
H
y
ra
ow
ydrographs by Intelisolve
Monday, Sep 3 2007, 9:37 AM
Pond No. 1 -Detention Pond
Pond Data
Pipe di8. = 2.50 ft Pipe length = 120.0 ft No. Barrels = 3.0 Slope = 0.40 % Invert elev. = 128.45 ft
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (tuft)
0.00 128.45 00 0 0
0.15 128.60 00 g 8
0.30 128.75 00 22 30
0.45 128.90 00 58 gg
0.60 129.05 00 83 171
0.75 129.20 00 104 276
0.89 129.34 00 118 394
1.04 129.49 00 127 521
1.19 129.64 00 134 655
1.34 129.79 00 138 793
1.49 129.94 00 140 933
1.64 130.09 00 140 1
073
1.79 130.24 00 138 ,
1,212
1.94 130.39 00 134 1
346
2.09 130.54 00 127 ,
1
473
2.24 130.69 00 118 ,
1
590
2.38 130.83 00 104 ,
1
694
2.53 130.98 00 83 ,
1
778
2.68 131.13 00 58 ,
1
836
2.83 131.28 00 22 ,
1
857
2.98 131.43 00 8 ,
1,866
Culvert !Orifice Structures Weir Structures
IAI [Bl [Cl IDl IAl IBI [C] [Dl
Rise (in) = 7.50 0.00 0.00 0.00 Crest Len (ft) = 4.00 0.00 0.00 0.00
Span (in) = 7.50 0.00 0.00 0.00 Crest EI. (ft) = 130.90 0.00 0.00 0.00
No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 0.00 0.00 0.00
Invert EI. (ft) = 128.40 0.00 0.00 0.00 Weir Type = Rect - - -
Length (ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 0.00 0.00 0.00 0.00
N-Value = .013 .013 .013 .013
Orif. Coeff. = 0.60 0.60 0.60 0.60
Multistage = n/a No No No E~Itration = 0.000 in/hr (Wet area) Tailwater Elev. = 0.00 ft

Stage /Stora
ge /Discharge Table Note: CulverUOrifice outflows have been analyzed under inlet and outlet control.
Stage Storage Elevation Clv A Ctv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Tota!
ft cult ft cfs cfs cfs cis cfs cfs cfs cfs cfs cfs
0.00 0 128.45 0.01 - - - 0.00 - - - 0
01
0.01 1 128.46 0.01 - - - 0.00 - - .
- 0
01
0.03 2 128.48 0.02 - - - 0
00 - .

0.04
3 128.49
0.03
--- .
-- - 0
00 -
-
-
0.02

0.06
3 128.51
0.04
- .
- - 0
00 --
- 0.03

0.07
4 128.52
0.05
- .
- -- 0
00 -
- - 0.04

0.09
5 128.54
0.07
- .
- - 0
00 --
-
-
0.05

0.10
6 128.55
0.08
- .
-- - 0
00 -
-
-
0.07

0.12
7 128.57
0.09
- .
- - 0
00 -
-
-
0.08

0.13
8 128.58
0.11
- .
-- - 0
00 -
-
-
0.09

0.15
8 128.60
0.13
__ .
.__ - 0
00 -
-
-
0.11

0.16
11 128.61
0.15
--- .
-- - 0
00 -
-
-
0.13

0.18
13 128.63
0.17
- .
- - 0
00 -
-
~
0.15

0.19
15 128.64
0.19
- .
- - 0
00 -
- -
0.17

0.21
17 128.66
0.21
- .
- - 0
00 -
- - 0.19

0.22
19 128.67
0.23
-- .
--- --- 0.00 -
-- - - 0.21
- 0
23
0.24 21 128.69 0.25 -- -- - 0.00 -- - .
-- -.. 0.25
Continues on next page...

Detention Pond
• ~ Stage /Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Extil Total
ft tuft ft cfs cfs cts cis cfs cfs cfs cfs cfs cis
0.25 24 128.70 0.28 -- - - 0.00 - - - - 0
28
0.27 26 128.72 0.30 -- - - 0.00 - .
-- - - 0
30
0.28 28 128.73 0.33 - - - 0.00 - .
- - - 0
33
0.30 30 128.75 0.35 - - - 0.00 - .
- - - 0
35
0.31 36 128.76 0.38 - - - 0.00 - .
- - - 0
38
0.33 42 128,78 0.41 - - -- 0.00 - .
- - - 0
41
0.34 48 128.79 0.43 - -- - 0.00 - .
- - - 0
43
0.36 53 128.81 0.46 - -- - 0.00 -- .
- - - 0
46
0.37 59 128.82 0.49 - --- -- 0.00 - .
- - - 0
49
0.39 65 128.84 0.52 -- - - 0.00 - .
- - - 0
52
0.40 71 128.85 0.54 - --- - 0.00 - .
- - - 0
54
0.42 77 128.87 0.57 - - -- 0.00 -- .
- - - 0
57
0.43 82 128.88 0.60 - - - 0.00 - .
- - - 0
60
0.45 88 128.90 0.63 - - - 0.00 - .
- - - 0
63
0.46 97 128.91 0.66 - - - 0.00 - .
-- - - 0
66
0.48 105 128.93 0.68 - - -- 0.00 - .
- - - 0
68
0.49 113 128.94 0.71 - - - 0.00 -- .
-- - - 0
71
0.51 122 128.96 0.73 - - - 0.00 - .
- - - 0
73
0.52 130 128.97 0.76 - - - 0.00 - .
- - - 0
76
0.54 138 128.99 0.78 - - - 0.00 - .
- - - 0
78
0.55 146 129.00 0.80 - -- - 0.00 - .
- - - 0
80
0.57 155 129.02 0.82 -- - - 0.00 - .
- - - 0
82
0.58 163 129.03 0.83 - - - 0.00 - .
- - - 0
83
0.60 171 129.05 0.85 - - - 0.00 - .
- - - 0
85
0.61 182 129.06 0.87 - -- - 0.00 - .
- - - 0
87
0.63 192 129.08 0.89 - - - 0.00 - .
- - - 0
89
0.64 203 129.09 0.91 --- --- -- 0.00 -- .
- -- -- 0
91
0.66 213 129.11 0.93 - -- -- 0.00 - .
- - - 0
93
0.67 224 129.12 0.94 -- - - 0.00 -- .
- - - 0
94
0.69 234 129.14 0.96 --- -- - 0.00 - .
- - - 0
96
0.70 244 129.15 0.98 - -- -- 0.00 -- .
- - --- 0
98
0.72 255 129.17 0.99 --- --- - 0.00 -- .
-- - --- 0
99
0.73 265 129.18 1.01 -- -- --- 0.00 - .
- -- - 1
01
0.75 276 129.20 1.03 - -- - 0.00 - .
- - - 1.03
0.76 287 129.21 1.04 --- --- --- 0.00 --- -- --- 1
04
0.77 299 129.22 1.06 -- - --- 0.00 -- .
- - - 1
06
0.79 311 129.24 1.07 - -- -- 0.00 -- .
- - - 1.07
0.80 323 129.25 1.09 - - - 0.00 -- - - - 1.09
0.82 335 129.27 1.10 - -- -- 0.00 - - - - 1.10
0.83 346 129.28 1.12 -- -- -- 0.00 - - - - 1
12
0.85 358 129.30 1.13 -- -- - 0.00 - .
- - - 1
13
0.86 370 129.31 1.15 - --- - 0.00 - .
- - - 1
15
0.88 382 129.33 1.16 -- --- -- 0.00 -- .
- - -- 1
16
0.89 394 129.34 1.17 - -- - 0.00 - .
- - - 1
17
0.91 406 129.36 1.19 -- - - 0.00 - .
- - - 1
19
0.92 419 129.37 1.20 - - - 0.00 - .
- - - 1
20
0.94 432 129.39 1.21 -- --- - 0.00 -- .
- --- - 1
21
0.95 444 129.4b 1.23 --- -- - 0.00 - .
- - - 1
23
0.97 457 129.42 1.24 -- -- -- 0.00 - .
-- - - 1
24
0.98 470 129.43 1.25 -- - -- 0.00 - .
- - - 1
25
1.00 483 129.45 1.27 -- --- -- 0.00 --- .
-- -- --- 1
27
1.01 ~~~ ?%~} !tr 1.2R _.. _._ ___ 0.00 .._ .
___ _- _- I
Z8
1.03 508 129.48 1.29 - -- - 0.00 -- .
- - - 1
29
1.04 521 129.49 1.30 - - - 0.00 - .
- - - 1
30
1.06 534 129.51 1.32 - --- - 0.00 - .
- - - 1
32
1.07 548 129.52 1.33 - - - 0.00 - .
- - - 1
33
1.09 561 129.54 1.34 - - - 0.00 -- .
- - - 1
34
1.10 574 129.55 1.35 -- -- -- 0.00 - .
- - - 1
35
1.12 588 129.57 1.37 - - - 0.00 - .
- - - 1
37
1.13 601 129.58 1.38 -- -- - 0.00 - .
- - - 1
38
1.15 615 129.60 1.39 -- --- -- 0.00 -- .
-- -- - 1
39
1.16 628 129.61 1.40 - -- - 0.00 - .
- - - 1
40
1.18 641 129.63 1.41 - -- - 0.00 - .
- - - 1
41
1.19 655 129.64 1.42 - --- - 0.00 - .
--- -- - 1
42
1.21 669 129.66 1.44 -- --- - 0.00 - .
- - - 1.44
1.22 682 129.67 1.45 - - - 0.00 -- - - - 1
45
1.24 696 129.69 1.46 -- - - 0.00 - .
- - - 1.46
1.25 710 129.70 1.47 - -- - 0.00 - - - - 1.47
1.27 724 129.72 1.48 - --- -- 0.00 - - - - 1.48
1.28 738 129.73 1.49 - - - 0.00 - - - - 1.49
Continues on next page...

Detention Pond v
. ~ Stage /Storage / Discharge Table
Stage
ft Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Extil T
t
l
tuft ft cfs cfs cfs cis cfs cis o
a
cfs cfs cfs cfs
1.30 751 129.75 1.50 -- - - 0
00 - -

1.31
765
129.76
1.51 .
- - - 0
00 -
-
150

1.33
779
129.78
1.52 .
- -- -- 0
00 - -
1.51
- -

1.34
793
129.79
1.53 .
- - - 0
00 - -
-
1.52

1.36
807
129.81
1.54 .
-- - -- 0
00 -
- - -
1.53

1.37
821
129.82
1.55 .
- - -- 0
00 -
- ~
1,54

1.39
835
129.84
1.57 .
-- - - 0
00 - -
1.55
- -

1.40
849
129.85
1.58 .
-- -- - 0
00 -
-
1.57

1.42
863
129.87
1.59 .
-- -- - 0
00 - -
1.58
- - -

1.43
877
129.88
1.60 .
- - -- 0
00 - 1.59
- -

1.45
891
129.90
1.61 .
- -- - 0
00 - 1.60
- -

1.46
905
129.91
1.62 .
- -- - 0
00 - 1.61
- --

1.48
919
129.93
1.63 .
- --- -- 0
00 --- -
-
1.62
-

1.49
933
129.94
1.64 .
- - - 0
00 --- -
1.63
- - -

1.50
947
129.95
1.65 .
- -- - 0
00 -
-
1.64

1.52
961
129.97
1.66 .
-- - - 0
00 - -
1.65
- --

1.53
975
129.98
1.67 .
- - - 0
00 -
-
-
1.66

1.55
989
130.00
1.68 .
- - - 0
00 -
-
-
1.67

1.56
1,003
130.01
1.69 .
-- -- - 0
00 - -
1.68

1.58
1,017
130.03
1.69 .
--- - - 0
00 - - 1 ~
- -

1.59
1,031
130.04
1.70 .
- -- - 0
00 - 1.69

1.61
1,045
130.06
1.71 .
- - -- 0
00 - - 1.70

1.62
1,059
130.07
1.72 .
- - - 0
00 - - 171
-- -

1.64
1,073
130.09
1.73 .
- - - 0
00 -
-
1.72

1.65
1,087
130.10
1.74 .
--- -- - 0
00 --
-
-
173

1.67
1,101
130.12
1.75 .
- -- - 0
00 - -
-
1.74

1.68
1,115
130.13
1.76 .
- -- - 0
00 - -
1.75

1.70
1,129
130.15
1.77 .
- - -- 0
00 -
-
- 1 76

1.71
1,142
130.16
1.78 .
- -- - 0
00 - -
1.77

1.73
1,156
130.18
1.79 .
- -- - 0
00 --
-
- - 1.78

1.74
1,170
130.19
1.80 .
--- --- - 0
00 -
-
-
1.79

1.76
1,184
130.21
1.81 .
- - - 0
00 - -
1.80
- -

1.77
1,198
130.22
1.82 .
- -- - 0
00 - -
-
1.81

1.79
1,212
130.24
1.82 .
-- - - 0
00 -
-
-
1.82

1.80
1,225
130.25
1.83 .
- - - 0
00 - -
1.82

1.82
1,238
130.27
1.84 .
- -- --- 0
00 -
-
- 183

1.83
1,252
130.28
1.85 .
-- - - 0
00 - -
1.84
- -

1.85
1,265
130.30
1.86 .
- - - 0
00 - -
1.85

1.86
1,279
130.31
1.87 .
--- -- --- 0
00 -- 1.86
-

1.88
1,292
130.33
1.88 .
- -- - 0
00 -- 1.87
- -

1.89
1,305
130.34
1.89 .
- -- - 0
00 --
-
1.88

1.91
1,319
130.36
1.89 .
- - - 0
00 - -
189
- -

1.92
1,332
130.37
1.90 .
--- - - 0
00 - __
- -
1 89

1.94
1,346
130.39
1.91 .
-- - - 0 00 - 1.90
- - -

1.95
1,358
130.40
1.92
-- - -- 0
00 -
- -
1 91

1.97
1,371
130.42
1.93 .
- - - 0
00 -
-
1.92

1.98
1,384
130.43
1.94 .
- - - 0
00 - -
193

2.00
1,396
130.45
1.95 .
- --- - 0
00 -- - 1.94

2.01
1,409
130.46
1.95 .
- --- - 0
00 - - 1.95

2.03
1,422
130.48
1.96 .
-- -- - 0
00 --- - 1.95

2.04
1,435
130.49
1.97 .
--- -- - 0
00 - - 1.96
- -

2.06
1,447
130.51
1.98 .
- - - 0
00 - -
1.97
- -

2.07
1,460
130.52
1.99 .
-- -- - 0
00 - -
1.98

2.09
1,473
130.54
1.99 .
-- - - 0
00 -
-
- 1 99

2.10
1,484
130.55
2.00 .
--- -- -- 0
00 -- 1 99
- -

2.12
1,496
130.57
2.01 .
- -- - 0
00 - 2.00
- - -

2.13
1,508
130.58
2.02 .
- -- - 0
00 -
- -
2,01

2.15
1,520
130.60
2.03 .
- - - 0
00 - -
2 02
- -

2.16
1,531
130.61
2.03 .
- - -- 0
00 - -
2.03

2.18
1,543
130.63
2.04 .
- - -- 0
00 -- - 2.03

2.19
1,555
130.64
2.05 .
- - - 0
00 -
-
- 2.04

2.21
1,567
130.66
2.06 .
--- -- -- 0
00 --
-
-
2.05

2.22
1,578
130.67
2.07 .
-- --- - 0
00 -
-
2.06

2.24
1,590
130.69
2.07 .
- - - 0
00 -
- -
-
2.07

2.25
1,601
130.70
2.08 .
- -- - 0
00 -
-
-
2.07

2.26
1,611
130.71
2.09 .
-- - - 0
00 -
-
-
2.08

2.28
1,621
130.73
2.10 .
- - - 0
00 -
-
- -
2.09

2.29
1,632
130.74
2.11 .
- - - 0
00 - -
2.10

2.31
1,642
130.76
2.11 .
--
- -- - 0.00 -- - - 2.11
- - --- 2
11
2.32 1,653 130.77 2.12 -- -- - 0.00 -- .
- - - 2.12
Continues on next page...

Detention Pond
-'Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
ft cult ft cfs cfs cfs cis cis cfs cfs cfs cfs cfs
2.34 1,663 130.79 2.13 - - - 0.00 - - - - 2.13
2.35 1,674 130.80 2.14 - - -- 0.00 - - - - 2.14
2.37 1,684 130.82 2.14 - - - 0.00 - --- -- - 2.14
2.38 1,694 130.83 2.15 - -- - 0.00 - - - - 2.15
2.40 1,703 130.85 2.16 - - - 0.00 - - - - 2.16
2.41 1,711 130.86 2.17 - - - 0.00 - - - - 2.17
2.43 1,719 130.88 2.17 - - -- 0.00 - - -- - 2.17
2.44 1,728 130.89 2.18 - - -- 0.00 - - - - 2.18
2.46 1,736 130.91 2.19 --- - - 0.01 - --- - - 2.20
2.47 1,744 130.92 2.20 - -- -- 0.05 - - - - 2.24
2.49 1,753 130.94 2.20 - - - 0.10 - - - - 2.30
2.50 1,761 130.95 2.21 - -- - 0.16 - - - - 2.37
2.52 1,769 130.97 2.22 - - - 0.24 - - - - 2.45
2.53 1,778 130.98 2.23 - - -- 0.32 - - - - 2.54
2.55 1,783 131.00 2.23 - -- - 0.41 - -- - - 2.64
2.56 1,789 131.01 2.24 - - - 0.50 - - - - 2.74
2.58 1,795 131.03 2.25 - - - 0.61 - - - - 2,86
2.59 1,801 131.04 2.25 - - - 0.72 - - - - 2.97
2.61 1,807 131.06 2.26 -- - - 0.83 -- - - - 3.09
2.62 1,812 131.07 2.27 - - - 0.95 - - - - 3.22
2.64 1,818 131.09 2.28 - - - 1.08 - - - - 3.36
2.65 1,824 131.10 2.28 - - - 1.21 - - - - 3.49
2.67 1,830 131.12 2.29 - - - 1.35 - - - - 3,6,4
2.68 1,836 131.13 2.30 -- - - 1.49 - - - - 3.79
2.70 1,838 131.15 2.30 -- -- - 1.63 - - - - 3.94
2.71 1,840 131.16 2.31 - - - 1.78 - - - - 4.10
2.73 1,842 131.18 2.32 -- - -- 1.94 - - - - 4.26
2.74 1,844 131.19 2.33 -- - - 2.10 - - - - 4.42
2.76 1,846 131.21 2.33 - - - 2.26 - - - - 4.59
2.77 1,849 131.22 2.34 - - - 2.43 - - - - 4.77
2.79 1,851 131.24 2.35 - - - 2.60 - - -- - 4.94
2.80 1,853 131.25 2.35 - - - 2.77 - - -- - 5.13
2.82 1,855 131.27 2.36 - - - 2.95 - - -- - 5.31
2.83 1,857 131.28 2.37 - - -- 3.13 - - - - 5.50
2.85 1,858 131.30 2.37 - - - 3.32 - - - - 5.69
2.86 1,859 131.31 2.38 -- - - 3.51 - - - - 5.89
2.88 1,860 131.33 2.39 - - -- 3.70 - - - - 6.09
2.89 1,861 131.34 2.39 -- - - 3.90 - - - - 6.29
2.91 1,862 131.36 2.40 -- - - 4.09 - - - - 6.50
2.92 1,862 131.37 2.41 - - - 4.30 - - - - 6.70
2.94 1,863 131.39 2.41 - - --- 4.50 -- - - - 6.92
2.95 1,864 131.40 2.42 -- - - 4.71 - - - - 7.13
2.97 1,865 131.42 2.43 -- - - 4.92 - - - - 7.35
2.98 1,866 131.43 2.43 -- - -- 5.14 - - - - 7.57

..End

Hydrograph Summary Report
~v
Hyd. Hydrograph Peak Time Time to
No. type flow interval peak
(origin) (cfs) (min) (min) Volume Inflow
hyd(s)
(tuft) Maximum Maximum
elevation storage
(ft)
(cult) Hydrograph
description
1 Rational 3.642 1 5 1,093 -- -- Pre-Development
2 Rational 13.84 1 5 4,152 -- Post-Development
3 Reservoir 0.000 1 0 0 2 0.00 0 Detention Pond
Smithfield Heart & Vascular.gpw Return Period: 100 Year Monday, Sep 3 2007, 9:37 AM
Hydraflow Hydrographs by Intelisolve

~ ~yu~vy~a~,,l~ r~C~,1VfL
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Pre-Development
Hydrograph type =Rational
Storm frequency = 100 yrs
Drainage area = 1.5 ac
Intensity = 9.713 in/hr
IDF Curve = WakeCounty.IDF
Hydrograph Discharge Table
Time -- Outflow
(min cfs)
1 0.728
2 1.457
3 2.185
4 2.914
5 3.642 «
6 2.914
7 2.185
8 1.457
9 0.728
Monday, Sep 3 2007, 9:37 AM
Peak discharge = 3.642 cfs
Time interval = 1 min
Runoff coeff. = 0.25
Tc by User = 5 min
Asc/Rec limb fact = 1/1
Hydrograph Volume = 1,093 tuft
(Printed values >=1% or Qp.)
End

~,yu~ruc~~aNi~ r~G~Vri
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post-Development
Hydrograph type
Storm frequency
Drainage area
Intensity
IDF Curve
= Rational
= 100 yrs
= 1.5 ac
= 9.713 in/hr
= WakeCounty.IDF
Hydrograph Discharge Table
Time -- OutFlow
(min cfs)
1 2.768
2 5.536
3 8.305
4 11.07
5 13.84 «
6 11.07
7 8.305
8 5.536
9 2.768
Monday, Sep 3 2007, 9:37 AM
Peak discharge = 13.84 cfs
Time interval = 1 min
Runoff coeff. = 0.95
Tc by User = 5 min
Asc/Rec limb fact = 1/1
Hydrograph Volume = 4,152 cult
(Printed values >=1 % of Qp.)
...End

nyu~ vy~ ap~~ report
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Detention Pond
Hydrograph type =Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 2
Max. Elevation = 0.00 ft
Storage Indication method used.
...End
Monday, Sep 3 2007, 9:37 AM
Peak discharge 0.000 cfs
Time interval = 1 min
Reservoir name =Detention Pond
Max. Storage = 0 cult
Outflow hydrograph volume = 0 cult

. Hydraflow Hydrographs by Inteliso lve
Monday, Sep 3 2007, 9:37 AM
Pond No. 1 -Detention Pond
Pond Data
Pipe dia. = 2.50 ft Pipe length = 120.0 ft No. Barrels = 3.0 Slope = 0.40 % Invert elev. = 128.45 ft
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Totai storage (tuft)
0.00 128.45 00 0 0
0.15 128.60 00 8 g
0.30 128.75 00 22 30
0.45 128.90 00 58 88
0.60 129.05 00 83 171
0.75 129.20 00 104 276
0.89 129.34 00 118 394
1.04 129.49 00 127 521
1.19 129.64 00 134 655
1.34 129.79 00 138 793
1.49 129.94 00 140 933
1.64 130.09 00 140 1,073
1.79 130.24 00 138 1,212
1.94 130.39 00 134 1,346
2.09 130.54 00 127 1,473
2.24 130.69 00 118 1, 590
2.38 130.83 00 104 1,694
2.53 130.98 00 83 1,778
2.68 131.13 00 58 1,836
2.83 131.28 00 22 1,857
2.98 131.43 00 8 1,866
Culvert /Orifice Structures Weir Structures
G°-l IBl [Cl [Dl IAI IB] [C] IDl
Rise (in) = 7.50 0.00 0.00 0.00 Crest Len (ft) = 4.00 0.00 0.00 0.00
Span (in) = 7.50 0.00 0.00 0.00 Crest EI. (ft) = 130.90 0.00 0.00 0.00
No. Barrels 1 0 0 0 Weir Cceff. = 3.33 0.00 0.00 0.00
Invert Ei. (ft) = 128.40 0.00 0.00 0.00 Weir Type = Rect - - -
Length (ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (°~) = 0.00 0.00 0.00 0.00
N-Value = .013 .013 .013 .013
Orif. Coeff. = 0.60 0.60 0.60 0.60
Multi-Stage = n/a No No No Exfiltration = 0.000 in/hr (Wet area) Taiiwater Elev. = 0.00 ft
Note: CulverVOrifice outFlows have Veen analyzed under inlet and ouNet control

Stage /Storage /Discharge Table .
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfii Total

ft cult
ft
cfs
cts
cfs cfs cfs
cfs cfs .
cfs cfs cfs
0.00 0 128.45 0.01 - - - 0.00 - - - - 0.01
0.01 1 128.46 0.01 - - - 0.00 - - - - 0
01
0.03 2 128.48 0.02 - - -- 0.00 --- - .
- - 0
02
0.04 3 128.49 0.03 - - - 0.00 - - .
- - 0
03
0.06 3 128.51 0.04 - - - 0.00 - - .
- - 0.04
0.07 4 128.52 0.05 -- - - 0.00 --- - - - 0
05
0.09 5 128.54 0.07 - -- - 0.00 - - .
- - 0
07
0.10 6 128.55 0.08 - - - 0.00 - - .
- - 0
08
0.12 7 128.57 0.09 - - - 0.00 - - .
- - 0
09
0.13 8 128.58 0.11 - - - 0.00 - - .
- - 0
11
0.15 8 128.60 0.13 - -- - 0.00 - - .
- - 0
13
0.16 11 128.61 0.15 - --- - 0.00 - - .
- - 0
15
0.18 13 128.63 0.17 -- - -- 0.00 - - .
- - 0
17
0.19 15 128.64 0.19 - - - 0.00 - - .
- - 0.19
0.21 17 128.66 0.21 --- - - 0.00 -- - - - 0.21
0.22 19 128.67 0.23 -- - - 0.00 - - - - 0.23
0.24 21 128.69 0.25 - - --- 0.00 -- --- - - 0.25
Continues on next page...

Detention Pond
. • Stage /Storage / Discharge Table
Stage Storage Elevation Clv A Civ B Cfv C Clv D Wr A Wr B Wr C Wr D Exfii Total
ft tuft ft cfs cfs cfs cfs cfs cfs cfs cis cis c~
0.25 24 128.70 0.28 --- - - 0
00 -

0.27
26
128.72
0.30 .
--- --- - 0
00 - - - 0.28

0.28
28
128.73
0.33 .
- -- - 0
00 -
-
-- - 0.30

0.30
30
128.75
0.35 .
-- - - 0
00 - - -
0.33

0.31
36
128.76
0.38 .
- - - 0
00 - - - - 0.35

0.33
42
128.78
0.41 .
- --- -- 0
00 - - - 0.38

0.34
48
128.79
0.43 .
-- - - 0
00 - - - 0.41

0.36
53
128.81
0.46 .
- -- - 0
00 -- - - - 0.43

0.37
59
128.82
0.49 .
- -- - 0
00 - - - - 0.46

0.39
65
128.84
0.52 .
- - - 0
00 -- - - 0.49

0.40
71
128.85
0.54 .
- - - 0.00 - - - - 0.52
- - - 0 ~
0.42 77 128.87 0.57 - -- -- 0.00 - - - 0
57
0.43 82 128.88 0.60 - - -- 0.00 -- .
- - - 0
60
0.45 88 128.90 0.63 - - - 0.00 - .
- - - 0
63
0.46 97 128.91 0.66 - - - 0.00 - .
- - - 0
66
0.48 105 128.93 0.68 -- -- - 0.00 -- .
- - - 0
68
0.49 113 128.94 0.71 - -- - 0
00 - .

0.51
122
128.96
0.73 .
- - - 0
00 -- - - - 0 71

0.52
130
128.97
0.76 .
- --- - 0.00 -- - - - 0.73
-- - - 0
76
0.54 138 128.99 0.78 - - - 0.00 - .
- - - 0
78
0.55 146 129.00 0.80 -- - -- 0.00 --- .
- - - 0
80
0.57 155 129.02 0.82 -- - - 0.00 -- .
- - - 0
82
0.58 163 129.03 0.83 - - - 0.00 - .
- - - 0
83
0.60 171 129.05 0.85 - -- - 0.00 - .
- - - 0
85
0.61 182 129.06 0.87 -- - - 0.00 - .
-- - - 0
87
0.63 192 129.08 0.89 - - -- 0.00 - .
- - - 0
89
0.64 203 129.09 0.91 - - - 0.00 -- .
- - - 0
91
0.66 213 129.11 0.93 - - - 0.00 - .
- - - 0
93
0.67 224 129.12 0.94 - - - 0.00 - .
- -- 0
94
0.69 234 129.14 0.96 - - - 0.00 - .
- - - 0
96
0.70 244 129.15 0.98 -- - -- 0.00 -- .
- - - 0
98
0.72 255 129.17 0.99 - - - 0.00 - .
- - - 0
99
0.73 265 129.18 1.01 --- - - 0.00 - .
- - 1
01
0.75 276 129.20 1.03 --- - - D.00 - .
- - 1
03
-
0.76 287 129.21 1.04 - - - 0.00 - .
- -
1
04
0.77 299 129.22 1.06 - -- - 0.00 - .
- - 1
06
0.79 311 129.24 1.07 - - - 0.00 - .
- - - 1
07
0.80 323 129.25 1.09 - - - 0.00 - .
-
- - 1
09
0.82 335 129.27 1.10 - -.- - 0.00 - .
-
1
10
0.83 346 129.28 1.12 - - - 0
00 - .

0.85
358
129.30
1.13 .
-- - - 0
00 - - - - 112

0.86
370
129.31
1.15 .
- - - 0
00 - - - - 1.13

0.88
382
129.33
1.16 .
- -- - 0
00 -- - - 1.15

0.89
394
129.34
1.17 .
-- - - 0
00 - -- -- - 1.16

0.91
406
129.36
1.19 .
- - - 0
00 --
-
- - 1.17

0.92
419
129.37
1.20 .
-- - - 0
00 -
-
- -
1.19

0.94
432
129.39
1.21 .
- - - 0
00 -
-
- -
1.20

0.95
444
129.40
1.23 .
- - - 0
00 - - -
121

0.97
457
129.42
1.24 .
- - - 0
00 - - - 1.23

0.98
470
129.43
1.25 .
- - -- 0
00 -
-
- - 1.24

1.00
483
129.45
1.27 .
- - - 0
00 -
-
- -
1.25

1.01
495
129.46
1.28 .
-- - - 0
00 - - -
127

1.03
508
129.48
1.29 .
-- - -- 0
00 -- - - - 1.28

1.04
521
129.49
1.30 .
-- -- - 0
00 - - - 1.29

1.06
534
129.51
1.32 .
- -- - 0
00 - - - - 1.30

1.07
548
129.52
1.33 .
-- - - 0
00 - - - 1.32

1.09
561
129.54
1.34 .
- - - 0
00 -
-
- - 1.33

1.10
574
129.55
1.35 .
- - - 0
00 - - -
1.34

1.12
588
129.57
1.37 .
- - - 0
00 - - - 1.35

1.13
601
129.58
1.38 .
-- - - 0
00 - - - 137

1.15
615
129.60
1.39 .
- - - 0
00 -
-
- - 1.38

1.16
628
129.61
1.40 .
- -- -- 0
00 -- -
1.39

1.18
641
129.63
1.41 .
- -- - 0
00 -
-
- - 1.40

1.19
655
129.64
1.42 .
- - - 0
00 - - -
1.41

1.21
669
129.66
1.44 .
-~- -- - 0
00 -
-
- - 1.42

1.22
682
129.67
1.45 .
- - - 0
00 -
-
-_
1.44

1.24
696
129.69
1.46 .
- -- - 0
00 --
-
- -
1.45

1.25
710
129.70
1.47 .
- -- - 0
00 - -
1.46

1.27
724
129.72
1.48 .
-
- - - 0
00 - - -- - 1.47

1.28
738
129.73
1.49 .
-- - - 0
00 - - - -- 1.48
. - - - 1.49
Continues on next page...

Detention Pond
'Stage /Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
1.30 751 129.75 1.50 - - - 0.00 - - - - 1.50
1.31 765 129.76 1.51 -- -- -- 0.00 - - - - 1,51
1.33 779 129.78 1.52 - --- - 0.00 - - - - 1,52
1.34 793 129.79 1.53 - -- - 0.00 - - - - 1.53
1.36 807 129.81 1.54 - - - 0.00 - -- - - 1,54
1.37 821 129.82 1.55 - - - 0.00 -- - - - 1.55
1.39 835 129.84 1.57 -- - -- 0.00 -- - - -- 1.57
1.40 849 129.85 1.58 - - - 0.00 - - - - 1.58
1.42 863 129.87 1.59 -- --- --- 0.00 -- -- -- -- 1.59
1.43 877 129.88 1.60 --- - -- 0.00 - -- - -- 1.60
1.45 891 129.90 1.61 - - - 0.00 - - - - 1.61
1.46 905 129.91 1.62 --- - - 0.00 - - - - 1.62
1.48 919 129.93 1.63 - - - 0.00 - - -- - 1.63
1.49 933 129.94 1.64 -- --- - 0.00 -- - - - 1.64
1.50 947 129.95 1.65 -- -- -- 0.00 -- - - - 1.65
1.52 961 129.97 1.66 --- - - 0.00 -- - - - 1.66
1.53 975 129.98 1.67 -- -- - 0.00 - - - - 1.67
1.55 989 130.00 1.68 - - - 0.00 - - - - 1.68
1.56 1,003 130.01 1.69 - - - 0.00 - - - - 1.69
1.58 1,017 130.03 1.69 -- -- - 0.00 - - -- --- 1.69
1.59 1,031 130.04 1.70 - - - 0.00 - - - - 1,70
1.61 1,045 130.06 1.71 -- -- - 0.00 - - - - 1.71
1.62 1,059 130.07 1.72 - -- - 0.00 - - - - 1.72
1.64 1,073 130.09 1.73 -- -- - 0.00 - - - - 1.73
1.65 1,087 130.10 1.74 --- - -- 0.00 -- -- --- -_ 1.74
1.67 1,101 130.12 1.75 - - - 0.00 - - - - 1,75
1.68 1,115 130.13 1.76 - - - 0.00 - - -- - 1.76
1.70 1,129 130.15 1.77 - - - 0.00 - - - - 1.77
1.71 1,142 130.16 1.78 - -- - 0.00 - - - - 1.78
1.73 1,156 130.18 1.79 -- -- - 0.00 - - - - 1,7g
1.74 1,170 130.19 1.80 --- - - 0.00 - - - - 1.80
1.76 1,184 130.21 1.81 -- - - 0.00 -- - - - 1.81
1.77 1,198 130.22 1.82 - - - 0.00 --- - - - 1.82
1.79 1,212 130.24 1.82 -- - - 0.00 - - - - 1.82
1.80 1,225 130.25 1.83 - - - 0.00 - - - - 1.83
1.82 1,238 130.27 1.84 - - - 0.00 - - - - 1.84
1.83 1,252 130.28 1.85 - - - 0.00 - - - - 1,85
1.85 1,265 130.30 1.86 - - - 0.00 - - - - 1.86
1.86 1,279 130.31 1.87 - - - 0.00 - -- - - 1.87
1.88 1,292 130.33 1.88 - - - 0.00 - - -- - 1.88
1.89 1,305 130.34 1.89 - -- - O.Ob - - - - 1.89
1.91 1,319 130.36 1.89 - -- - 0.00 - - - - 1.89
1.92 1,332 130.37 1.90 --- - - 0.00 - -- - - 1.90
1.94 1,346 130.39 1.91 - - - 0.00 - - - - 1.91
1.95 1,358 130.40 1.92 -- -- - 0.00 - - - - 1.92
1.97 1,371 130.42 1.93 - - - 0.00 - - - - 1.93
1.98 1,384 130.43 1.94 -- - - 0.00 - - - - 1.94
2.00 1,396 130.45 1.95 - -- - 0.00 -- - - - 1.95
2.01 1,409 130.46 1.95 - --- -- 0.00 - - - - 1.95
2.03 1,422 130.48 1.96 -- - - 0.00 - - - - 1.96
2.04 1,435 130.49 1.97 -- - - 0.00 - - --- - 1,g7
2.06 1,447 130.51 1.98 -- - - 0.00 - - - - 1,98
2.07 1,460 130.52 1.99 - - - 0.00 - - - - 1,gg
2.09 1,473 130.54 1.99 - --- -- 0.00 - - - - 1,gg
2.10 1,484 130.55 2.00 -- - - 0.00 - - - - 2.00
2.12 1,496 130.57 2.01 - - - 0.00 - - - - 2.01
2.13 1,508 130.58 2.02 - -- - 0.00 - -- - - 2.02
2.15 1,520 130.60 2.03 -- --- - 0.00 -- - - - 2.03
2.16 1,531 130.61 2.03 - - - 0.00 - - -- - 2.03
2.18 1,543 130.63 2.04 -- -- - 0.00 --- - - - 2.04
2.19 1,555 130.64 2.05 - - - 0.00 - - - - 2.05
2.21 1,567 130.66 2.06 -- -- - 0.00 - - - - 2.06
2.22 1,578 130.67 2.07 - --- --- 0.00 - - - -- 2.07
2.24 1,590 130.69 2.07 -- -- - 0.00 - - - - 2.07
2.25 1,601 130.70 2.08 - -- -- 0.00 - - - - 2.08
2.26 1,611 130.71 2.09 - - - 0.00 - - -- - 2.09
2.28 1,621 130.73 2.10 - - - 0.00 - - - - 2.10
2.29 1,632 130.74 2.11 - -- - 0.00 -- - - - 2.11
2.31 1,642 130.76 2.11 - -- -- 0.00 - - -- - 2.11
2.32 1,653 130.77 2.12 -- -- - 0.00 - -- - - 2.12
Continues on next page...

Detention Pond
. • Stage /Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
ft tuft ft cfs cfs cfs cfs cfs cfs cis cis cis cis
2.34 1,663 130.79 2.13 -- --- - 0.00 - - - - 2
13
2.35 1,674 130.80 2.14 - - - 0.00 -- - - - .
2
14
2.37 1,684 130.82 2.14 -- -- -- 0.00 - - -- - .
2
14
2.38 1,694 130.83 2.15 - - - 0.00 - - - - .
2
15
2.40 1,703 130.85 2.16 - - - 0.00 - - - - .
2 16
2.41 1,711 130.86 2.17 -- -- -- 0.00 - __ - - 217
2.43 1,719 130.88 2.17 -- -- - 0.00 -- - - -- 2
17
2.44 1,728 130.89 2.18 - -- - 0.00 - -- - - .
218
2.46 1,736 130.91 2.19 - - - 0.01 - - - - 2
20
2.47 1,744 130.92 2.20 - - - 0.05 - - - - .
2
24
2.49 1,753 130.94 2.20 - - - 0.10 - - - - .
2
30
2.50 1,761 130.95 2.21 - - - 0.16 - - - .
2
37
2.52 1,769 130.97 2.22 -- -- - 0.24 - - - - .
2
45
2.53 1,778 130.98 2.23 -- - - 0.32 -- - - - .
2
54
2.55 1,783 131.00 2.23 - - - 0.41 - - - - .
2
64
2.56 1,789 131.01 2.24 - - -- 0.50 - - - - .
2 74
2.58 1,795 131.03 2.25 - - - 0.61 - - - - 2
86
2.59 1,801 131.04 2.25 - - - 0.72 - - - - .
2
97
2.61 1,807 131.06 2.26 -- - - 0.83 - - - - .
3
09
2.62 1,812 131.07 2.27 --- - - 0.95 - - - - .
3
22
2.64 1,818 131.09 2.28 --- - - 1.08 - - - - .
3
36
2.65 1,824 131.10 2.28 - - - 1.21 - - - - .
3
49
2.67 1,830 131.12 2.29 - - - 1.35 - - - - .
3
~
2.68 1,836 131.13 2.30 - - -_ 1.49 - - - - .
3
79
2.70 1,838 131.15 2.30 - - - 1.63 - - - - .
3
94
2.71 1,840 131.16 2.31 -- -- - 1.78 - - - - .
4
10
2.73 1,842 131.18 2.32 - - - 1.94 -- - - - .
4
26
2.74 1,844 131.19 2.33 - - - 2.10 - - - - .
4
42
2.76 1,846 131.21 2.33 - - --- 2.26 - - - .
4
59
2.77 1,849 131.22 2.34 - - - 2.43 - - - - .
4
77
2.79 1,851 131.24 2.35 - --- - 2.60 - - -- - .
4
94
2.80 1,853 131.25 2.35 - - - 2.77 -- - - - .
5
13
2.82 1,855 131.27 2.36 - - - 2.95 - - - - .
5
31
2.83 1,857 131.28 2.37 -- - - 3.13 - - - - .
5
50
2.85 1,858 131.30 2.37 -- - -- 3.32 - - - - .
5
69
2.86 1,859 131.31 2.38 - - - 3.51 - - - - .
5
89
2.88 1,860 131.33 2.39 - - - 3.70 - - - - .
6
09
2.89 1,861 131.34 2.39 -- - - 3.90 -- --- - - .
6
29
2.91 1,862 131.36 2.40 - - - 4.09 - - - - .
6
50
2.92 1,862 131.37 2.41 - - - 4.30 - - - - .
6
70
2.94 1,863 131.39 2.41 - - - 4.50 - - - - .
6
92
2.95 1,864 131.40 2.42 -- - -_ 4.71 - - - - .
7
13
2.97 1,865 131.42 2.43 - - -- 4.92 - - - - .
7
35
2.98 1,866 131.43 2.43 - - - 5.14 -- - - - .
7.57
...End

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. , j+
!'NT EVlRONMENTAL CONSULTANTS
34 Castlewood Drive
Clayton, North Carolina 27520
[phone]
September 24, 2007
Mr. Thomas Brown
U.S. Army Corps of Engineers
Raleigh Regulatory Field Oilxce
6508 Falls of the Neuse Road, Suite 120
Raleigh, North Carolina 27615
(One Copy)
Ms. Cyndi I~v-oly
Division of Water Quality, 401 Oversight/Express Review Permitting Unit
1650 Mafl Service Center,
Raleigh, NC, 27699-1650
(Seven Copies)
d7- IZ22 Y2,
Q~c~~ae~~
SEP 2 6 200)
~~ MID StOR~A R g
Subject: Modification and Submittal of Additional Information for Nationwide 39
Notification, 401 Certification, and Buffer Authorization Request, for the
installation of a driveway culvert on a UT to Buffalo Creek for Smithfield Heart and
Vascular Associates, Johnston County.
Dear Six or Madam:
Please find enclosed a modified Pre-Construction Notification for the above referenced project.
A 25' x 18" driveway culvert that was originally indicated has been changed to two 52' x 24"
culverts to provide driveway access for a proposed medical office building located at 910
Berkshire Road, in Smithfield, North Carolina. The new impacts to an unnamed tn`butary to
Buffalo Creek in the Neuse River basin and the associated riparian areas are 52 linear feet of
stream impact, 4031 square feet of zone 1 buffer impact and 1020 square feet of zone 2 buffer
irrtpact.
The tnbutary runs along the northern border of the property before turning south along the
western portion of the property. Only the portion located on the western portion of the property
is subject to the Neuse Riparian Area Protection Rules (see enclosed On-Site Determination for
Applicability to the Neuse Riparian Area Protection Rules). However, there will be no clearing
activities or disturbances to the existing riparian area for the tnbutary on the northern property
line (approximately 700 linear feet of stream). The impacts to the stream and riparian will also
be minimized by installing the driveway culvert perpendicular to the stream.
The culvert wi71 be buried 20% of the diameter below the elevation of the streambed to allow
low flow passage of water and aquatic life. All work will be completed in the dry, and any
cofferdams, if needed, will be removed immediately upon completion of the installation. Best
Management Practices for the Protection of Surface Waters will be strictly adhered to during the
installation of the culvert.
[phone] email: [e-mail]
34 Castlewood Drive, Clayton, North Carolina 27520

.~
In response to the DWQ request for more information dated September 20, 2007, enclosed are
five full size copies of the plan sheets with the riparian buffers, jurisdictional stream, and
associated impacts clearly indicated. All disturbed areas outside off the edge of pavement of the
driveway will be graded and replanted with native grasses and vegetation. Appropriate erosion
control measures such as straw and tack and/or the use of coir fiber matting will be used to
prevent the erosion of the stream banks and riparian areas until the vegetation becomes
permanently established.
Finally, as requested by DWQ enclosed is the Town of Smithfield's written approval for the
stormwater management plan and one copy of the approved stormwater management plan.
If additional information is needed, please call me at [phone].
Sincerely,
~~ ~--
Jamie Guerrero, EI
PNT Environmental Consultants

Otliice Use Only: Form Version March OS
USAGE Action ID No. DWQ No. ~ `~ -- ~ a 2- 2-.. YZ
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
I. Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit ® Riparian or Watershed Buffer Rules
^ Section 10 Permit ^ Isolated Wetland Permit from DWQ
® 401 Water Quality Certification ^ Express 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: 39
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ^
4. If payment into the North Carolina Ecosystem Enhancement Program (NCEEP) is proposed
for mitigation of impacts, attach the acceptance letter from NCEEP, complete section VTII,
and check here: ^
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), c ~ ~~
II. Applicant Information
SEP 2 6 L0~1
Owner/Applicant Information OENY . w~YEk rt...:: ; v
Name: Mr. Taylor Blakey yyE1W~~ sto~w"t~ esar~ctt
Mailing Address: Blakely Desi n GrouQ
700 Exposition Drive
Raleigh, NC 27615
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: taylor a~,blakelydesign.net
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: Mr. Jamie. Guerrero. EL
Company Affiliation: PNT Environmental Consultants
Mailing Address: 34 Castlewood Drive
Clavton, NC 27520
Telephone Number: [phone] Fax Number:
E-mail Address: j.b.guerrero~a7embargmail.cotn
upaa~a i iiinoos
Page 5 of 13

III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious swfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Swvey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distnbution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Smithfield Heart and Vascular Associates
2. T.I.P. Project Number or State Project Nwnber (NCDOT Only):
3. Property Identification Number (Tax PIl~: 2604.13-04-9166
4_ Location
County: Johnston Co. Nearest Town: Smithfield
Subdivision name (include phase/lot number):
Directions to site (include road numbers/names, landmarks, etc.): From Raleigh, take HWY
70 E to Selma. NC Turn n~ht (south) on Hwy 301 Brightleaf Blvd? Site is located
approximately 0.2 miles South of Canterbury Rd intersection on right side.
5. Site coordinates (For linear projects, such as a road or utility line, attach a sheet that
separately lists the coordinates for each crossing of a distinct waterbody.)
Decimal Degrees (6 digits minimum): 35.5173 °N 78.3247 °W
6. Property size (acres): 3.53
7. Name of nearest receiving body of water: UT to Buffalo Creek
8. River Basin:.. Neese
(Note -this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: Undeveloped lot surrounded by residecrtial and commercial
zoned properties
u~~a iinnoos
Page 6 of 13

10. Describe the overall project in detail, including the type of equipment to be used:
Development of a medical office building with associated parking. and driveway access.
Typical grading and paving equipment will be used.
11. Explain the purpose of the proposed work: Install two 24" x 52' culvert for driveway access
off of Berkshire Road over jurisdictional stream.
N. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules. On site determination for applicability to the Neuse Riparian Area
Protection Rules (DWQ EXP# 07-1222) dated July 23.2007
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
N/A
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's} responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. Each impact must be
listed separately in the tables below (e.g., culvert installation should be listed separately from
riprap dissipater pads). Be sure to indicate if an impact is temporary. All proposed impacts,
permanent and temporary, must be listed, and must be labeled and clearly identifiable on an
accompanying site plan. All wetlands and waters, and all streams (intermittent and perennial)
should be shown on a delineation map, whether or not impacts are proposed to these systems.
Wetland and stream evaluation and delineation forms should be included as appropriate.
Photographs may be included at the applicant's discretion. If this-proposed impact is strictly for
wetland or stream mitigation, list and describe the impact in Section VIII below. If additional
space is needed for listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts: Installation of two 24" x 52' culvert
for driveway access on UT to Buffalo Creek
Updated 11/1/2005
Page 7 of 13

2. Individually list wetland impacts. Types of impacts include, but aze not limited to
mechanized clearing, grading, fill, excavation, flooding, ditching/drainage, etc. For darns,
separately list impacts due to both structure and floodine.
Wetland Impact

Site Number
(indicate on map)

Type of Impact Type of Wetland

(e.g., forested, marsh,
herbaceous, bog, etc.) Located within
100-year
Floodplain
no Distance to
Nearest
Stream
linear feet Area of
Impact
(acres)

Total Wetland Impact (acres)
3. List the total acreage (estimated) of all existing wetlands on the property: 0
4. Individually list all intermittent and perennial stream impacts. Be sure to identify temporary
impacts. Stream impacts include, but are not limited to placement of fill or culverts, dam
construction, flooding, relocation, stabilization activities (e.g., cement walls, rip-rap, crib
walls, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is proposed,
plans and profiles showing the lineaz footprint for both the original and relocated streams
must be included. To calculate acre e, multi 1 len h X width, then divide b 43 560.
Stream Imtpact
Number
indicate on ma
Stream Name
Type of Impact
Perennial °r
Intermittent? Average
Stream Width
Before Im ct Impact
Length
'ear feet Area of
Impact
acres
Al UT to BatTalo Creek Calvert installation perennial 3 $ 521f 0.004

Total Stream Impact (by length and acreage) 52 0.004
5. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.). Open water impacts include, but are not limited to
fill, excavation, dred>>ina, flooding, drainaee. bulkheads_ etc.

Open Water Impact
Site Number
indicate on ma
Name of Waterbody
(if applicable) . _

Type of Impact __,_
Type of Waterbody
(lake, pond, estuary, sound, bay,
ocean, etc.
Area of
Impact
acres

Total Open Water Impact (acres) 0
Updated 11/1/2005
Page 8 of 13

6. List the cumulative impact to all Waters of the U. S. resulting from the project:
Stream I act acres : 0.004
Wetland I act acres : 0
Water I act acres : 0
Total I act to Waters of the U. S. acres 0.004
Total Stream I act linear feet : 52
7. Isolated Waters
Do any isolated waters exist on the property? ^ Yes ®No
Describe all impacts to isolated waters, and include the type of water (wetland or stream) and
the size of the proposed impact (acres or linear feet). Please note that this section only
applies to waters that have specifically been determined to be isolated by the USACE.
8. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ^ uplands ^ stream ^ wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Current land use in the vicinity of the pond:
Size of watershed draining to pond: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts. Culvert will be limited to
length necessary to arovide safe driveway access. All work will be conducted- in the dry to
prevent downstream sedimentation. Any dewatering, devices (coffer dams, etc.) will b~ removed
immediately upon completion of work. The existing, riparian buffer vegetation along the channel
on -thee north side of the property will remain .undisturbed during; constiuction of the site.
Appropriate erosion control measures will be in place prior to g_tound disturbance.
u~e~a tvir~oos
Page 9 of 13

VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on January 15, 2002, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCEEP concurrence shall be placed on hold as incomplete.
An applicant may also choose to review the current guidelines for stream restoration in DWQ's
Draft Technical Guide for Stream Work in North Carolina (see DWQ website for most current
version.).
Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
No mitigation is ,proposed for the proiect.
2. Mitigation may also be made by payment into the North Carolina Ecosystem Enhancement
Program (NCEEP)..Please. note it is the..applicant's responsibility to contact the-NCEEP at
[phone] to determine availability, and written approval from the NCEEP indicating
that they are will to accept payment for the mitigation must be attached to this form. For
additional information regarding the application process for the NCEEP, check the NCEEP
website at http://www.nceep.net/paces/inlieureplace.htm If use of the NCEEP is proposed,
please check the appropriate box on page five and provide the following information:
Amount of stream mitigation requested (linear feet): 0
Updated 11/1/2005
Page 10 of 13

Amount of buffer mitigation requested (square feet): 0
Amount of Riparian wetland mitigation requested (acres): 0
Amount ofNon-riparian wetland mitigation requested (acres): 0
Amount of Coastal wetland mitigation requested (acres): 0
lX.
X.
Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federaUstate/local) funds or the use of
public (federaUstate) land? Yes ^ No
2. If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ^ No ^
3. If yes, has the document review been finalized by the State Clearinghouse? If so, please
attach a copy of the NEPA or SEPA final approval letter. Yes ^ No ^
Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
1. Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Neuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 02B .0243 (Catawba) 15A NCAC
2B .0250 (Randleman Rules and Water Supply Buffer Requirements), or other (please
identify Neuse )? Yes ® No ^
2. If "yes", identify the square feet and acreage of impact to each zone of the riparian buffers.
If buffer mitigation is required calculate the required amount of mitigation by applying the
buffer multiuliers.
* Impact Required
ZO$e (ern. era fnnrl Multiplier 1-.f:«:._,..:..«
1 4031 3 (2 for Catawba) 0
2 1020 1.5 0
Total 5051 0
" Zone 1 extends out 30 feet perpendicti
additiona120 feet from the edge of Zone 1.
the top of the near bank of channel; Zone 2 extends an
Updated 11/1/2005
Page 11 of 13

3. If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e.,
Donation of Property, Riparian Buffer Restoration /Enhancement, or Payment into the
Riparian Buffer Restoration Fund). Please attach all appropriate information as identified
within 15A NCAC 2B .0242 or .0244, or .0260. Installation of Drivewaypipe is listed as
Allowable
XI. Stormwater (required by DWQ)
Describe impervious acreage (existing and proposed) versus total acreage on the site. Discuss stormwater
controls proposed in order to protect surface waters and wetlands downstream from the property. If
percent impervious surface exceeds 20%, please provide calculations demonstrating total proposed
impervious level. See enclosed Drainage and Grading~Plan Stormwater will be cautured in an
underground stormwater retention/detention system to meet TSS requirements Nitrogen load
offset by uavment to N.C. Ecosystem Enhancement Pro~am
XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
Sew ,e aisnosed to Town of Smithfield municipal sewer system
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ^ No
Is this anafter-the-fact permit application? Yes ^ No
XIV. Cumulative Impacts (required by DWQ)
Will this project (based on past and reasonably anticipated future impacts) result in additional
development, which could impact nearby downstream water quality? Yes ^ No
If yes, please submit a qualitative or quantitative cumulative impact analysis in accordance with
the most recent North Carolina Division of Water Quality policy posted on our website at
http://h2o.enr.state.nc.us/ncwetlands. If no, please provide a short narrative description:
u~tea iiiir2oos
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XV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).

(Agent's signatures valid only if an~authorization letter from the applicant is provided.)
Updated 11/1/2005
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