20080213 Ver 2_Stormwater Info_20131107

08 -04-1 3 V 2
BASS, NIXON & KENNEDY, INC., CONSULTING ENGINEERS
6310 CHAPEL HILL ROAD, SUITE 250, RALEIGH, NC 27607
919/851 -4422 ■ FAX [phone] [e-mail]
STORMWATER CALCULATIONS
POWERHOUSE CHURCH OF JESUS CHRIST
3411 PINE KNOLL DRIVE
RALEIGH, NORTH CAROLINA
029993
�4
PREPARED BY
DANNY L. HOWELL, JR., PE
BASS, NIXON & KENNEDY, INC.
AUGUST 26, 2013
REVISED: SEPTEMBER 25, 2013
NOV - 7 2C;3 r

10 Year Design Storm
Inlet No.
Up
Inlet No.
U
Inlet No.
Dn
Drainage
Area ac
Total
Area ac
Runoff
Coeff
iSys
inmr
Total
Flow cfs
Rim
U
Invert
U
Invert
Dn
Pipe
Len ft
Pipe
Dia in
Material
Pipe
Slo f/.
BMP Outlet 2
FES 1
4.69
4.69
0.69
7.24
23.42
248.00
239.40
239.00
75.84
12
RCP
0.53
C14
EW 3
0.19
3.49
0.80
6.08
17.15
265.62
252.00
248.50
39.52
24
RCP
8.86
CI5
C14
0.25
0.79
0.80
6.98
4.60
264.40
260.10
259.10
134.00
15
RCP
0.75
C16
C15
0.54
0.54
0.85
7.24
3.32
267.00
263.10
260.20
150.25
15
RCP
1.93
C17
C14
0.29
2.51
0.80
6.23
12.51
267.50
257.90
256.60
183.70
24
RCP
0.71
CI8
C17
0.58
1.09
0.80
6.79
5.92
267.50
260.20
258.00
24.00
18
RCP
9.17
MH /JB 9
C18
0.00
0.39
0.80
7.12
2.22
267.25
261.30
260.70
75.61
15
RCP
0.79
Cl 10
MH /JB 9
0.39
0.39
0.80
7.24
2.26
265.80
261.80
261.40
45.55
15
RCP
0.88
Cl 11
CI8
0.12
0.12
0.80
7.24
0.69
268.70
265.20
264.00
56.54
15
RCP
2.12
Cl 12
C17
0.23
1.13
0.80
6.33
5.72
268.80
258.70
258.00
95.50
18
RCP
0.73
Cl 13
Cl 12
0.15
0.90
0.80
6.35
4.57
269.00
259.00
258.80
19.54
15
RCP
1.02
C114
Cl 13
0.20
0.75
0.80
6.52
3.91
267.35
260.40
259.10
152.33
15
RCP
0.85
Cl 15
Cl 14
0.17
0.17
0.80
7.24
0.98
267.35
263.90
263.60
40.00
15
RCP
0.75
Cl 16
C114
0.28
0.38
0.80
6.85
2.08
265.43
261.60
260.50
144.49
15
RCP
0.76
Cl 17
Cl 16
0.10
0.10
0.80
7.24
0.58
265.43
262.00
261.70
40.00
15
RCP
0.75
EW 19
EW 18
13.83
13.83
0.65
7.24
65.07
254.00
248.00
244.86
114.73
48
RCP
2.74
MH/JB 21
FES 20
0.20
0.20
0.80
7.24
1.16
264.75
257.20
256.00
32.23
15
RCP
3.72
10 -Year Hydraulic Grade Line Information
Inlet No.
Up
Inlet No.
Dn
HGL
U ft
HGL
Dn ft
Vel
Dn
BMP Outlet 2
FES 1
241.12
240.62
6.96
C14
EW 3
253.47
249.97
6.93
C15
CI4
260.97
259.96
5.12
CI6
C15
263.83
261.56
2.71
CI7
C14
259.15
257.85
6.04
CI8
C17
261.13
259.15
4.06
MH/JB 9
C18
261.90
261.30
3.84
Cl 10
MH/JB 9
262.40
262.00
3.87
Cl 11
CI8
265.53
264.33
2.64
Cl 12
CI7
259.61
259.15
3.93
Cl 13
Cl 12
259.86
259.66
5.11
Cl 14
Cl 13
261.19
259.89
4.77
Cl 15
Cl 14
264.30
264.00
2.94
Cl 16
Cl 14
262.18
261.19
2.99
Cl 17
Cl 16
262.30
262.18
1.34
EW 19
EW 18
250.39
247.25
8.31
MH/JB 21
FES 20
257.63
256.43
3.09
Powerhouse Church of Jesus Christ
STORM SCHEDULE
9/24/2013

Structure
d,
ft
Velocity
Length
ft
Width
ft
Depth
in
I Type
d5o
FES 1
1.00
7.0
6
3
22
1 Class'B'
EW 18
4.00
8.3
24
12
22
Class'B'
6" -13"
FES 21
1.25
3.1
5
4
9
Class'A'
3" - 6'
Powerhouse Church of Jesus Christ
Rip -Rap Aprons
9/2411013

Line Profile (Line 1) - 4 -3
288.00
263 vl0
25 5.D0
2.00
248.00
243.10
0
Line 1 -4,3 Bev Cft)
5 10 15 20 25 30 35 40
2s8.0n
263.00
258M
Z.s�3.M
248.DO
243.0
45 50
Reach (ft)
Page 1 of 1
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfS)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
MIS)
WS)
(ft)
(ft)
1
17.15
248.50
252.00
1.47
1.47
1.47
249.97
253.47j
253.47
6.93
6.95
4.50
11.62
Project File: No. Lines: 17 Run Date: 8/23/2013
Swrm sew=

Line Profile (Line 13) - 5-4
Page 1 of I
Storm Sewers
F4-
, It
'III
-IF3
NINE
m
son
Invert Bevation
7
Depth of Flow
Hydraulic Grade Line
MMMEM,
mom
MOMOMMOMMOMMMM
Jim, mg 0
0
RunDate: M12013 1
Storm Sewers

Line Profile (Line 14) - 6-5
Page I of 1
A-1 I
'Bi
mW NO
�NJe
man
EPWFll
—m�
I N
Invert Elevation
Depth of Flow
Hydraulic Grade Line
mmmmmmmm
I
ProjectFile:
RunDate: 8/23/2013
SWrrn Sewers

Line Profile (Line 11) - 9 -8 Page, of 1
11 C
BEIM
WEN
Invert Elevation
Depth of Flow
Hydraulic Grade Une
./ 1
1
1 .1
1 .1
1 .1
1
•1
•1
mm
Project File:
No. Unes: 17
I
Run Date: 8/23/2013

Line Profile (Line 12) -10 -9
Page 1 of 1
Line 12 - M Elev (ft)
208.40 268.00
206.00
M.00
264.00
264.00
2 -00
264.00
202.00
280.00
1 1
--
Lin
-
-
-- -
208.00 258.00
0 5 10 15 20 25 30 35 40 45 50 55 00
Reach (ft)
Line #
Q
(cfs)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
MIS)
Up
ON
Dn
(ft)
Up
(ft)
12
2.26
261.40
261.80
0.60
0.60
0.60
262.00
262.40
262.40
3.87
3.87
4.15
2.75
Project File:
No. Lines: 17
Run Date: 8/23/2013
Storm sewers
i
L

Line Profile (Line 4) -11 -8
Page 1 of 1
1
OEM_
:, Up
gill
•w 1.
rr rr
-
��
r rr
r r r r � 'r r � •r ■.� r
Invert - 1 •
Depth of • w
Hydraulic Grade Line
- •
• -
1 .•
� 11
1
I
1
1
.•
Run Date: 8/2-3/2013
Stmm Sewers

Line Profile (Line 3) - 8 -7
Page 1 of 1
11 IM
I
in
1 f 1 !
Invert Elevation
Depth of Flow
Hydraulic Grade Une
mom
MMOMMMOMMMOMMM

Line Profile (Line 2) - 7-,4
Page 1 of 1
FEE===�ir_ii �CC�EECCCCIC�B
BpBT�
®�.
8
=•..C..rC�.��IC��..
m
��•�����������r���a��■��i����sa
C
C
CCC
C
CC
CC C B CCC C� CB
Mr II
I r �1 1 .1 :1 •1 /r 1
Invert Elevation
i Depth of Flow
Hydraulic Grade Line
. ./
•1
•
I-
I
1
• 11
Project File:
WRO-17-716
Run Date: 8/2312013
Swim Sewers

Line Profile (Line 5) -12 -7
Page 1 of 1
Swim Sew=
_n�'=
memo
_
mom
r r r r Y r r J .r •J r :r •J •r fit r
Invert Elevation
Depth of Flow
Hydraulic Grade Line
mmmm
MOMMOM
MWOMMOOMMOMMOM
•
• Lines:
1
Swim Sew=

Line Profile (Line 6) -13 -12
Page 1 of 1
Line 6 - 13-12 Bev (ft)
274.00 — 274.00
270.00
266.00
270.x0
266.00
262.00
262.00
RTM
258.00
.p0
Line .7
_
- - - --
-- — --
254.00 254.00
0 5 10 15 20 25 30
Reach (ft)
Line #
Q
(cfs)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/s)
Up
(ft/s)
Dn
(ft)
Up
(ft)
6
4.57
258.80
259.00
0.86
0.86
0.86
259.66
259.86
259.86
5.11
5.11
8.75
8.75
File: 7No.
--TProject
Lines: 17
Run Date: 8/23/2013
Storm sewers

Line Profile (Line 7) -14 -13
Page 1 of 1
Storm Sewers
NUNN�mm�
m
sit
ffm
=�1WMm-JFmm
FM
ME
MEE
Invert - ation
Depth of •
Hydraulic _.- Line
- •
-
No. Unes: 17
Run Date: 8/23/2013
Storm Sewers

Line Profile (Line 8) -15 -14
Page 1 of 1
Stem Sewers
X F
FIffilIll
LINE;
�A ,kt
li M F
-
f
Invert Elevation
Depth of Flow
Hydraulic Grade Une
1.
1
• 1
I� 1
1 1
I� 1
X 1 1
1
1
/
I
' • - -
• -
® I
Stem Sewers

Line Profile (Line 9) -16 -14
Page 1 of 1
Storm Sewers
, F i pit
Nilson
M
MINIM
_r.���M
r
■
_
mom
M
M_
Invert Elevation
Depth of Flow
Hydraulic Grade Une
1:
.1 I
.I
� .•
�
1
.1
Storm Sewers

Line Profile (Line 10) -17 -16
Page 1 of 1
Line 10 -17 -16 Bev (ft)
268.00 268.DD
rZ—
—_
266.00
266.00
264.00
2614.00
262.00
260.00
252-00
260.00
258.00 258.D0
0 5 10 15 20 25 30 35 40 45 50
Reach (ft)
Line #
Q
(cfs)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
fts)
Up
(ft/s)
Dn
(ft)
Up
(ft)
10
0.58
261.70
262.00
0.48
0.30
0.30
262.18
262.30 j
262.30
1.34
2.50
2.48
2.18
Project File:
No. Lines: 17
Run Date: 8/23/2013
Stmm Sewers

Line Profile (Line 16) -19 -18
Page I of I
Stum sewers
Line 16 -19-18
ev (ft)
255.00
255.00
252-00
249.00
249.D0
246.00
246.00
243.00
243.D0
240.00
240.00
10 20 30
40
50
60 70
80
90 100 110 120 130 140
Reach (ft)
Invert Elevation
Depth
of
Flow
Hydraulic Grade Line
Velocity
Cover
Line #
Q
Dn
Up
Dn
Up
Hw
Dn
Up
Jnct
Dn
Up
Dn
Up
(cfs)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
MIS)
(ft1s)
(ft)
(ft)
16
65.07
244.86
248.00
2.39
2.39
2.39
247.25
250.39
250.39
8.31
8.32
1.14
2.00
Project File:
I No. Lines: 17
Run Date: 8/23/2013
Stum sewers

Line Profile (Line 15) - 21 -20
Page 1 of 1
Lithe 15 -21-20 Fjev (ft)
269.00 269-00
255.00
___
_
_
_
265.00
_ _ _
_
— -
- -- —
-
—
261.00
- --
_
261.00
257.00
257.00
_
253.00
253.00
-
-
249.00 ^ —
249.00
0 5 10 15 20 25 30 35 40 45
Reach (t)
Line #
Q
(cfS)
Invert Elevation
Depth of Flow
Hydraulic Grade Line
Velocity
Cover
Dn
(ft)
Up
(ft)
Dn
(ft)
Up
(ft)
Hw
(ft)
Dn
(ft)
Up
(ft)
Jnct
(ft)
Dn
(ft/S)
Up
(ft1s)
Dn
(ft)
Up
(ft)
15
1.16
256.00
257.20
0.43
0.43
0.43
256.43
257.63
257.63
3.09
3.09
0.20
6.30
Project File:
No. Lines: 17
Run Date: 8/23/2013
St= sew=

Culvert Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2012 by Autodesk, Inc.
100 -Year - Pine Knoll Drive Culvert
Invert Elev Dn (ft)
= 244.86
Calculations
Pipe Length (ft)
= 114.73
Qmin (cfs)
Slope ( %)
= 2.74
Qmax (cfs)
Invert Elev Up (ft)
= 248.00
Tailwater Elev (ft)
Rise (in)
= 48.0
Shape
= Cir
Highlighted
Span (in)
= 48.0
Qtotal (cfs)
No. Barrels,
= 1
Qpipe (cfs)
n -Value
= 0.012
Qovertop (cfs)
Inlet Edge
= Projecting
Veloc Dn (ft/s)
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.5
Veloc Up (ft/s)
HGL Dn (ft)
Embankment
HGL Up (ft)
Top Elevation (ft)
= 265.50
Hw Elev (ft)
Top Width (ft)
= 60.00
Hw /D (ft)
Crest Width (ft)
= 230.00
Flow Regime
sew (e)
100.Yew -Pine Moll Ddve Culvert
Tuesday, Sep 24 2013
= 87.74
= 87.74
= (dc +D) /2
= 87.74
= 87.74
= 0.00
= 7.66
= 9.16
= 248.29
= 250.85
-62.37
= 1.09
= Inlet Control
Hr Depth (n)
2060
cif Given HGL Embank
1600
120
Boo
4.00
0.00
4.00
- .600
160
Reach W
ie�iee
■vioiii
cif Given HGL Embank
1600
120
Boo
4.00
0.00
4.00
- .600
160
Reach W

NITROGEN EXPORT
powavhouon Church off Jasmo ChAvtr
Revised: September 25, 2013

Nitrogen Apportioning Calculations
Powerhouse Church of Jesus Christ
Total Site: (incl. R/W to Existing BOC /EOP)
Existing Impervious Surface:
Existing Open Space:
New Impervious: (incl. new road widening in R/W)
Proposed Impervious Surface:
Proposed Undisturbed Open Space:
Proposed Managed Open Space:
6.50 ac (6.06 ac On -Site + 0.43 ac R1W)
0.26 ac
6.24 ac
2.48 ac (2.3 ac On -Site + 0.43 so RAN)
2.74 ac
0.00 ac
3.76 ac
(1)
(2)
(3)
(4)
(5)
Type of Land Cover
site
TN Export
TN Export
TN Export
Area
Coeff.
by Land Use
From Site
Acres
Ibslac r
Ibs r
Ibelac r
Apportioned permanently preserved undisturbed
open s ace (forest, unmown meadow
0.00
0.6
0.00
Apportioned permanently preserved managed
open s ace rasa landscaping, etc.)
3.40
1.2
4.08
Impervious surfaces (roads, parking lots,
driveways, roofs paved store a areas etc.
2.48
21.2
52.53
Total Associated with New Development
5.88
56.62
Average for Site
9.63
Upper Limit for Buydown:
Lower Limit for Buydown:
10.00 Ibs/ac/yr
3.60 Ibs /actyr
Treatment and buydown required based on Total TN Export (above)
Treatment Provided Through Wet Detention Basin: 14.95 Ibs/yr (59.82 lbstyr • 25 %)
TN Export After Treatment (if treatment proposed): 41.66 Ibs/yr (56.62 Ibstyr -14.95 Ibs/yr)
OR: 7.08 Ibs /ac/yr (41.66 Ibs/yr / 5.88 ac)
TN Offset by Buydown: 3.48 Ibs/ac/yr (7.08 Ibs/aclyr - 3.6 Ibs/ac/yr)
Area Associated with New Development: 5.88 ac (0 ac + 3.4 ac + 2.48 ac)
NCEEP Payment:
Private Institution Payment:
$ 17,423.80 @ $28.3511b " 30 yr' 3.48 Ibs/ac/yr (7.08 Ibs/ac/yr - 3.6 lbs /ac/yr) • 5.88 ac
$ 6,148.98 @ $10.00/Ib • 30 yr' 3.48 Ibs/ac/yr (7.08 Ibs /ac/yr - 3.6 Ibs/ac/yr)' 5.88 ac
TREATMENT REQUIRED TO LOWER NITROGEN EXPORT
Treatment Method: Wet Detention Basin
Removal of Treatment: 25%
TVPF nF 1 eunnnvon nRAIwrOP Tn TOCATMCUT.
(1)
(2 )
(3)
(4)
(5)
Type of Land Cover
site
TN Export
TN Export
TN Export
Area
Coeff.
by Land Use
From Site
Acres
Ibsla r
Ibs r
Ibs /ac r
Permanently preserved undisturbed open space
forest unmown meadow
0.00
0.6
0.00
Permanently preserved managed open space
real landeca in etc.
1.51
1.2
1.81
Impervious surfaces (roads, parking lots,
driveways, roofs aved store a areas etc.
2.74
21.2
58.01
Total
4.24
59.82
Powerhouse Church of Jesus Christ
TN Export (As Proposed)
9/23/2013

DETENTION CALCULATIONS
PRE -POST AND DETENTION SUMMARY
2 AND 10 -YEAR PRE -POST DETAILED CALCULATIONS
WETPOND ATTENUATION CALCULATIONS
powov ouso chuvch ®ff joouo, chft4
Revised: September 25, 2013

Powerhouse Church of Jesus Christ - P01 #1- TR -55 Method
Powerhouse Church of Jesus Christ - POI #1
RALEIGH, NORTH CAROLINA
Stormwater Attenuation Reauirements Usina TR -55 Methodoloav
The following calculations summarize the pre - development and post -
development discharge calculations for the 2 -year and 10 -year, 24 -hr
storms using the TR -55 Methodology. HydroCAD computer software
was used for performing the analysis. The following summarizes the
findings of the analysis:
PRE - DEVELOPED STORMWATER RUNOFF CALCULATIONS
Pre - Developed Calculations:
Drainage
Area CN
DA *CN
Wooded Area
81,661
79 6,451,219
Grassed Area ( <50 %)
88,949
89 7,916,461
Impervious Area
4,802
98 470,596
Water Surface
23,233
98 2,276,834
Total
198,645
17,115,110
Drainage Area = 198,645 sf
Composite CN = 86
Q2 Pre- Developed = 17.47 cfs
Q10 Pre - Developed = 29.66 cfs
POST - DEVELOPED STORMWATER RUNOFF CALCULATIONS
Post - Developed Calculations:
Drainage
Area CN DA *CN
Wooded Area
54,058
79 4,270,582
Grassed Area ( >75 %)
7,467
80 597,360
Impervious Area
3,415
98 334,670
Water Surface
23,233
98 2,276,834
Total
88,173
7,479,446
Drainage Area = 88,173 sf
Composite CN = 85
Q2 Post - Developed = 7.50 cfs
Q10 Post - Developed = 12.90 cfs
Attenuation Required
2-Year Storm (02) = None
10 -Year Storm (Q10) = None
No attenuation required since the post - development discharge does not exceed the pre -
developed discharge for the Q2 and Q10.
1
9/24/2013

Powerhouse Church of Jesus Christ - P01 #2 - TR -55 Method
9/20/2013
Powerhouse Church of Jesus Christ - POI #2
RALEIGH, NORTH CAROLINA
Stormwater Attenuation Reauirements Usina TR -55 Methodoloav
The following calculations summarize the pre - development and post -
development discharge calculations for the 2 -year and 10 -year, 24 -hr
storms using the TR -55 Methodology. HydroCAD computer software
was used for performing the analysis. The following summarizes the
findings of the analysis:
PRE - DEVELOPED STORMWATER RUNOFF CALCULATIONS
Pre - Developed Calculations:
Drainage
Area
CN
DA *CN
Wooded Area 50,535
79
3,992,265
Grassed Area ( <50 %) 27,259
89
2,426,051
Impervious Area 6,453
98
632,394
Total 84,247
8,280
7,050,710
Drainage Area
=
84,247 sf
Composite CN
=
84
Q2 Pre - Developed
=
6.91 cfs
Q10 Pre - Developed
=
12.06 cfs
POST - DEVELOPED STORMWATER RUNOFF CALCULATIONS
Post - Developed Calculations:
Drainage
Area
CN
DA *CN
Wooded Area
15,389
79
1,215,731
Grassed Area ( >75 %)
70,693
80
5,655,440
Impervious Area
100,357
98
9,834,986
Water Surface
8,280
98
811,440
Total
194,719
17,517,597
Drainage Area
=
194,719 sf
Composite CN
=
90
02 Post - Developed 19.36 CfS
010 Post - Developed = 31.29 cfs
Attenuation Required
2 -Year Storm (Q2) = 6.91 cfs
10 -Year Storm (Q10) = 19.23 cfs
STORMWATER DETENTION FACILITY DESIGN SUMMARY
1

Powerhouse Church of Jesus Christ - POI #2 - TR -55 Method
9/20/2013
Stormwater attenuation will be provided by Wetpond #1. The following summarizes information of the
design of the wetponds as well as the attenuation provided using HydroCAD computer software:
Summary of Area Drainino to Wetpond 1
Drainage
Drainage Area = 184,879 sf
Composite CN = 92
Area
CN
DA "CN
Wooded Area
0
79
0
Grassed Area ( >75 %)
65,688
80
5,255,040
Impervious Area
119,191
98
11,680,718
Total
184,879
9.76
16,935,758
Drainage Area = 184,879 sf
Composite CN = 92
The proposed attenuation provided by the wetpond provides enough stormwater
attenuation so that the 02 and Q10 post - developed discharge does not exceed
the pre - developed discharge.
2
Rational Method Storm Event cfs
Description
Q2 Storm
010 Storm
Pre /R-40 Discharge
6.91
12.06
Post Discharge
19.36
31.29
Attenuation Required
6.91
19.23
Discharge Into BMP
18.85
29.82
Discharge Out of BMP
9.76
10.18
Attenuation Provided
9.09
19.64
The proposed attenuation provided by the wetpond provides enough stormwater
attenuation so that the 02 and Q10 post - developed discharge does not exceed
the pre - developed discharge.
2

(is)
PRE - Discharge 1
2S
POST- Discharge1
i
PRE - Discharge2
IDI
POST - Discharge2
S4 Reach on \---

i
\ \CIVILSERVER\civil r\2012- 03jobs11213000R - Powerhouse Church\ Powerhouse Church of Jesus Christ
PCoJC - PRE -POST
Prepared by BASS, NIXON & KENNEDY, INC. Page 2
HydroCAD® 8.00 s/n 004300 © 2006 HydroCAD Software Solutions LLC 9/20/2013 5:15:52 PM
Project Notes
POWERHOUSE CHURCH OF JESUS CHRIST
Danny L. Howell, Jr., PE
These calculations will determine both the pre - developed and the post - developed outflows from
this property. The methodology used will be the TR -55 method for runoff estimation, using the 2
and 10 year storms as the test storms.
Per City of Raleigh codes, this site is allowed a 10% increase in both events without having to
provide any detention measures.
Investigation into the types of soils on this site (USDA Wake County Soils Survey) indicates that
they are all Type D, therefore Curve Numbers corresponding with Type D soils are used in this
study. Since the property is small, the TR -55 minimum time of concentration of 6 minutes is
used for the calculations. Finally, the drainage area is assumed to be the property area.

\1 CIVILSERVER \civil_r12012- 03jobs\1213000R - Powerhouse Church\ Powerhouse Church of Jesus Christ
PCoJC - PRE -POST Type// 24 -hr 2 -YR Rainfall = 3.60"
Prepared by BASS, NIXON & KENNEDY, INC. Page 3
HydroCAD® 8.00 s/n 004300 0 2006 HvdroCAD Software Solutions LLC 9/20/2013 5:15:52 PM
Subcatchment IS: PRE - Discharge 1
Runoff = 17.47 cfs @ 11.97 hrs, Volume= 0.831 af, Depth= 2.19"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 1.00-30.00 hrs, dt= 0.02 hrs
Type II 24 -hr 2 -YR Rainfall= 3.60"
Area (sf) CN Description
81,661
79
Woods, Fair, HSG D
4,802
98
Paved parking & roofs
88,949
89
<50% Grass cover, Poor, HSG D
23,233
98
Water Surface
198,645
86
Weighted Average
170,610
Pervious Area
28,035
Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, TR66 Minimum
Subcatchment IS: PRE - Discharge 1
Hydrograph
19
- r-- i-- r- �-- r- r- �-- r-T- ti-- r- �-- r- r- �-- r- r-- �-- r- 7-- r-r- ti-- r- r- -i- -r -� --
- T- - - - r-•t- -,- - r- -i - -r - r- -- - 1--'-- r- 1-- r- T- 1-- r- i-- r- r- 1--r- T- -r - -r-I
18
i 17.17 ers
-r-- i-- r- -�-- r-r-- i - -r -T - �-- r- r- �-- r-r-7-- �- .y - -r- - - w -.r-r- - -�/- --
- r-- ,-- r-- - '-- r-- -r -T -- --- ,-- r-1-- r - --- -r r
18
i i' i i i � i i i i i i i i i i i i i i i i
- r- ,-- r- �- -r -r- t- -r -T -- - -- r-r-� - -r-�- i- -r- -- �Riiilr i11,6160�� --
15
- r-- ,-- r- �-- r-r-�- -r -r -� - �-- r- r- �-- r- T- �-- r-1--r- r-1-- r-T- -i- -r -1 --
1a
-T- ; -- -; - ; -- - ;- -� -T -; - ;---- r- ;-- �R�l�flf Metiz;198j645rS# -
13
i i i i i i i i 1 1 1 1 1 i i
12
err
- i - -I --i - - -' -i - - -r -T- i - �- -�- -i -- ,jf1T1r_v�- ,1 ��ff'feOT8,7Ta
_
- r - - - -r- - -r -r- - -r-T -1 -�- -�- -r- -- r- ?'- RIRIa#fbopW419110
i 1
- ----r- -- 1-'r-4-_r -r-1 -l--i-'r---r- T"-,--r1--�-_T- r- T--,- -r-1 --
E
-r--,--r-1 --r -r--,---7- - �- -,--r-�--r-7- -,--r-7--i -r- ,
* r1
8
i i i i i i i i i i i i i i i i i
- T--,-- r- 1-- r- r--,- -r-T =- - -- ,--r-1- -r-T- 1--r-1- -,--T-1--r- - -- -
_��� _
---- -- - - -- --- --- ----- - - - - -- -
- r-- i - - ,-- r r- 1-- r-- r-- r- I-- r- r- 1- -r- r- -r -T --
------ - - - - -- ---------------- - - - - --
-
q-
r-- �-- r- i - - r- r - n- -r -r - 1-- r-i-- �-- r- 1-- r- r-- �- -r -i --
3
_ �_� 1 1 ' -� - �- -' -- — - - - -� _� i i i i
--- - - - --- -- --- -
- - --- -
2
i
- T-- ,-- r- I-- r-r--,--r-T- -r - T - -,- -r - I- -,--r - t--r - T-
-, --r- i --
I I
0
1
2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 25 28 27 28 29 30
Three (hours)

\\ CIVILSERVER \civil_r\2012- 03jobs \1213000R - Powerhouse Church\ Powerhouse Church of Jesus Christ
PCoJC - PRE -POST Type// 24 -hr 2 -YR Rainfall= 3.60"
Prepared by BASS, NIXON & KENNEDY, INC. Page 4
HydroCADS 8.00 s/n 004300 © 2006 HydroCAD Software Solutions LLC 9/2012013 5:15:52 PM
Subcatchment 2S: POST- Dischargel
Runoff = 7.50 cfs @ 11.97 hrs, Volume= 0.355 af, Depth= 2.10"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 1.00-30.00 hrs, dt= 0.02 hrs
Type II 24 -hr 2 -YR Rainfall =3.60"
Area (sf) CN Description
54,058
79
Woods, Fair, HSG D
7,467
80
>75% Grass cover, Good, HSG D
3,415
98
Street
23,233
98
Water
88,173
85
Weighted Average
61,525
Pervious Area
26,648
Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, TR55 Minimum
Subcatchment 2S: POST- Dischargel
Hydrograph
1 I 1 1 1 1 1 I 1 1 1 1 1 1 1 I I I I I_ I_ 1 I I I I I I
----------------------------------------- - - - - -- -------- - - - - --
I 1 1 1 1 1 1 I 1 I I I I 1 1 I 1 1 I I I I 1 I I I I' 1 ■ RUrloff
8 I 1 1 1 1 I 1 I I I 1 1 I I 1 1 I I I I I I I I I I
I 1 1 1 1 t 1 I 1 ].� d� I 1 I 1 I 1 1 I I 1 I 1 1 1 I I I
1 1 1 1 1 I I I I I 1 I I I 1 I I PI 41-y �I �� y Y -
^I-- L-- 1-- I ^ -� -J - J-- 1- _L- 1__I_ -L -1 -- fix/ rQ jr�/��'L�, Tj l�l �,�,�`[
1
7
1 1 1 1 I 1 I 1 I I 1 I I 1 1 1 I I 1
- t-- 1- -r- �-- r-r- �-- I - -r-i - i- �-- r- 7-- I- -r- �-- r- r- �-- r- r- '1-- r-�- -1- -r-
Rdnbff Ar6a^88j173:sf
I 1 I I 1 1 I I I 1 1 1 1 I 1 1 I 1 I 1 I 1 1 1 1 1
I-
I I I 1 1 I I 11 II�*1 ^� I 1J A
L _ .1 _ 1_ _ L -4 - - I_ _ L _ .1 ^ -4:- _ L _ 1 _ I - - 4 - � I iot bi pjhJ 4 1-01 -
I I 1 I I 1 1 1 I I 1 1 I I 1 I I 1 I I 1 I I I I 1
4 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 t 1 I 1 I x.1.1 i 1
,1 cr6.01 nI ! l
- T-- ,-- r- �-- ,- -r- �- -,- -r- -- r-- I-- r- T--,-- r- -�-- ,-- r-- ,-- r-- T-- ,--- -� - -r-Gi
3
1 1 1 1 1 t t I 1 1 I I I I 1 I 1 1 1 I I I 1 1 I
1 1 1 I 1 I I 1 1 1 1 I I I 1 1 I 1 1 I I I I I I I
-1- �--L-J- -- L-J ^-I--L- -J--I-- L-1--I-- LI1 -J I I
I 1 --.L --L-L' �- -1--J- �--L-
i 1 I 1 1 I 1 1 I 1 1 1 1 1 I 1 I 1 1 1 I 1
2 1 1 1 1 I 1 1 1 1 1 1 1 1 1 I I 1 1 1 I I 1 1 I 1
I 1 I 1 1 1 1 I 1 I 1 1 1 I 1 I 1 1 1 1 1 1 1 1 I 1
1 1 1 1 1 1 1 I 1 I 1 1 1 1 I I 1 1 1 I 1 1 1 1 t 1
- t - -1- - 1•' - '1 ^ -I^ - Y - '1 - - I- - t - -'1 - -I ^ ^ f � t � _I _ _ r _ Y _ _ t- - t - -1 _ - F� _ t _ _I _ _ r ^ '1 _ _I_ _ r -
1
t 1 I 1 I 1 1 I 1 I 1 1 I 1 1 I 1 1 1 1 1 1 I I 1 1
1 2 3 4 5 8 7 8 8 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 25 28 27 28 29 30
Time (hours)

\\ CIVILSERVER \civil_r\2012- 03jobs \1213000R - Powerhouse Church\ Powerhouse Church of Jesus Christ
PCoJC - PRE -POST Type ll 24 -hr 10 -YR Rainfall =5.38"
Prepared by BASS, NIXON & KENNEDY, INC. Page 7
HydroCAD® 8.00 s/n 004300 ® 2006 HydroCAD Software Solutions LLC 9120-0013 5:15:52 PM
Subcatchment IS: PRE - Discharge 1
Runoff = 29.66 cfs @ 11.97 hrs, Volume= 1.453 af, Depth= 3.82"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 1.00-30.00 hrs, dt= 0.02 hrs
Type II 24 -hr 10 -YR Rainfall = 5.38"
Area (sf) CN Description
81,661
79
Woods, Fair, HSG D
4,802
98
Paved parking 8 roofs
88,949
89
<50% Grass cover, Poor, HSG D
23,233
98
Water Surface
198,645
86
Weighted Average
170,610
Pervious Area
28,035
Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, TR55 Minimum
Subcatchment IS: PRE - Discharge 1
Hydrograph
-1-1 _ _J_ _ L --J--: _ _ L _ J _ _ L . 1 - J - . 1-,- _ _ L _ J
1 I I I 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 ■ RunoH
32
- 1- -I--L- �-- 1- -L- -1 -_L_1 _j '-- L-J- -L- 1-J- -L- 1-- '-- L- J_-L-1- '- _L -� --
I I 1 I 1 1 1 1 I 29,99 do 1 I I 1 1 I I I 1 I I 1 I 1 I 1 1
30
1 I 1 t 1 I I I I 1 I I I I 1 1 1 1
-; - -, - -;

1\ CIVILSERVER \civil_r12012- 03jobs \1213000R - Powerhouse Church\ Powerhouse Church of Jesus Christ
PCoJC - PRE -POST Type// 24-hr 10 -YR Rainfall = 5.38"
Prepared by BASS, NIXON & KENNEDY, INC. Page 8
HydroCAD® 8.00 s/n 004300 0 2006 HydroCAD Software Solutions LLC 9/20/2013 5:15:52 PM
Subcatchment 2S: POST- Discharge1
Runoff = 12.90 cfs @ 11.97 hrs, Volume= 0.628 af, Depth= 3.72"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 1.00-30.00 hrs, dt= 0.02 hrs
Type 1124 -hr 10 -YR Rainfall = 5.38"
Area (sf) CN Description
54,058
79
Woods, Fair, HSG D
7,467
80
>75% Grass cover, Good, HSG D
3,415
98
Street
23,233
98
Water
88,173
85
Weighted Average
61,525
Pervious Area
26,648
Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, TR66 Minimum
Subcatchment 2S: POST- Discharge1
Hydrograph
14 I 1 1 1 1 I I 1 4 I 1 I I 1 t 1 I I I 1 I 1 I 1 1 1
-7--t- -('-�--� -�'--t--j - 12.90d� - �--1- -r- i-- �- 1-- 1-- r- �-- 1-- r-- 1-- �'- 7--t- -T -'j-
13 1 1 I I 1
I I I I 1 I 1 1 1 1 I I 1 I I
- -; -; - -; - -; - ; - ; - -; - -; -j- -I I -; - ;-TY601;2 I -�ar;a X -
12
- rI -- 1-- rI - -1 - -r -t- - r -t --1
' 1 I 1 1 I I 1
11 I 1 I I I I I 1 1 I 1 1 1 1 I 1 I I I I 1 I I 1 I I 1
- r- -1--r- t - -r - r
-Aria= U&173r
10 I 1 I I 1 1 I 1 1 1 I 1 1 I 1
9 80njD alu "Im�e068f
1 1 I I 1 I 1 I I� 1 la bF \.2,'-
•� 8 1 1 I 1 1 I 1 1 1 1 1 1 1 1 1 1 I �u' ri
7 I 1 1 1 1 1 1 1 1 I 1 1 1 1 I I I 1 1 /�1 �I1 I I
_J__1__1_J__L _1_J TC,-V. Vl lli
I
8 1 1 1 1 1 t 1 1 1 1 1 1 I I 1 I I 1 1 1 1 1 1 1 1 I
1- J _ _I- _ I. - -1 _ -1..- 1 - -1
� 1 I I 1 1 1 1 1 1 1 I 1 1 I 1 I I 1 1 I 1 I ■V�,�Y1
5 1 I I 1 I 1 1 1 1 1 1 1 I I 1 1 I 1 1 1 1 1 1 1 I
- r-- 1-- r- ti-- 1-- r-- 1 - -r -t- -'1--I--}--7--r-Y--1--r-1--t--t-ti--r-r--I--}--1-
1 I 1
4 - - �--� -J- �--L-- -1 - -5- --- -L- - -� -1--- L- 1- -1 --�- �-- �-1- - -L -S-
I 1 I 1 1 I I I I I 1 1 1 I I I 1 I 1 1 I I I I I 1
3 1 1 I 1 1 I I 1 1 I 1 1 I 1 1 I 1 I 1 I 1 I I t 1 I
I 1 I 1 I 1 I I 1 1 1 1 1 1 I I 1 1 1 I 1 1 I t 1 I
2 I 1 I I 1 1 1 1 1 I 1 1 I 1 1 1 1 I 1 1 1 I 1 1 I I
- r--t- -r- y-- r- r- -1--r-t- -t--r-r--1--r-t--1--r-ti--1--t-ti--r-r--I--r-y-
' I I I I 1 I I 1 1 1 1 I I 1 I 1 1 I 1 1 1 1 I I 1
11 12 13 14 15 18 17 18 19 20 21 22 23 24 25 28 27 28 29 30
Time (hours)
■ Runoff

\ \CIVILSERVER \civil r\2012- 03jobs \1213000R - Powerhouse Church\ Powerhouse Church of Jesus Christ
PCoJC - PRE -POST Type 1124 -hr 2 -YR Rainfall = 3.60"
Prepared by BASS, NIXON & KENNEDY, INC. Page 5
HydroCAD® 8.00 s/n 004300 ® 2006 HydroCAD Software Solutions LLC 9/20/2013 5:15:52 PM
Subcatchment 3S: PRE - Discharge2
Runoff = 6.91 cfs @ 11.97 hrs, Volume= 0.326 af, Depth= 2.02"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 1.00-30.00 hrs, dt= 0.02 hrs
Type it 24 -hr 2 -YR Rainfall= 3.60"
Area (sf) CN Description
50,535
79 Woods, Fair, HSG D
6,453
98 Paved parking & roofs
27,259
89 <50% Grass cover, Poor, HSG D
84,247
84 Weighted Average
77,794
Pervious Area
6,453
Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, TR66 Minimum
Subcatchment 3S: PRE - Discharge2
Hydrograph
I I I I 1 1 I I 1 1 I 1 1 1 1 I I
I 1 1 1 1 1 I 1 I I I I 1 I I I 1 ■ RunoH
--I L-1- J---L- 1- --I- -L- - -L-1- J- -1- -J - --L-
1 1 I 1 1 1 I I 1 I I I 1 1 1 1 I
I_ - 1 I I
-;- , , - ; - -, - -; - ; - -f, V ain� fillp=3: 0.-
1 1 1 1 1 1 I 1 1
I 1 I 1 I 1 I I I I 1 1 I 1 1 I 1
- ;-- :_R-UmbffAr4a* ^84j247_:-sf_
1 1 I 1 1 I 1 1 1 1 1 1 1 1 I I
Rgnoff Vojuj ne40:326; at
1 I 1 I 1 I I I 1 1 I I 1 1 1 I 1
1 I 1 1 I 1 I I 1 1 I i I
-4J -- 1_ 1 i , I I I 1 �+r , I
I I - I r 1 r f 1 (-- 1 I 7 I I
I I 1 I I I 1 1 1 I I I 1 1 I
1 I 1 1 1 1 I I I I I 1 CN =84'
I 1
1 I I I I I I I I I I I 1 1 I 1 1
I I I I I 1 1 1 I I I I 1 1 I 1 1
1 I I I I 1 1 1 1 I 1 1 I 1 1 1 I
I I I I t 1 1 1 I 1 i I I I I 1 1
I I I I I 1 I I 1 1 I 1 I 1 1 1 1
I 1 1 1 I 1 1 1 1 1 1 1 I I 1 I 1
I 1 I 1 I 1 I 1 I I 1 I 1 I 1 I I
1 I I 1 I I 1 1 I I 1 I 1 I I
10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 25 28 27 28 29 30
Time (hours)
I 1 1 1 1 1 I I 1
I I 1 1 I I I I I
1 1 1 1 1 1 1 1 I C
I 1 1 1 1 1 I I I
I I I I I 1 1 I I
1 1 1 1 1 I I 1 1
8
1 1 1 1 I 1 I I 1
1 I I 1 1 I I I 1
1 I 1 1 1 1 I 1 I
I I 1 I I 1 1 1 1
g
1 1 I 1 1 I I I 1
1 1 t 1 1 1 I 1 I
I I I I I I 1 1 I
y
;- -1 1 -- 1-- L - - -1-
v
4
1 1 1 1 1
1 1 1 1 1 I I I 1
1 1 I 1 I I I 1 I
I I 1 1 1 1 I 1 1
3
1 I I I 1 I I I I
1 I 1 I I I 1 1 I
I I I I I 1 I I I
I I 1 1 1 1 1 1 1
,
2
I I I 1 1 1 I 1 1
I 1 1 1 1 1 1 1 1
I I 1 I 1 1 1 1 1
I I I 1 I 1 I I I
,
----- --- -- - - ---
1
I 1 I I I 1 1 I I
I 1 1 1 1 1 1 1 I
I I I I I 1 1 I 1
Hydrograph
I I I I 1 1 I I 1 1 I 1 1 1 1 I I
I 1 1 1 1 1 I 1 I I I I 1 I I I 1 ■ RunoH
--I L-1- J---L- 1- --I- -L- - -L-1- J- -1- -J - --L-
1 1 I 1 1 1 I I 1 I I I 1 1 1 1 I
I_ - 1 I I
-;- , , - ; - -, - -; - ; - -f, V ain� fillp=3: 0.-
1 1 1 1 1 1 I 1 1
I 1 I 1 I 1 I I I I 1 1 I 1 1 I 1
- ;-- :_R-UmbffAr4a* ^84j247_:-sf_
1 1 I 1 1 I 1 1 1 1 1 1 1 1 I I
Rgnoff Vojuj ne40:326; at
1 I 1 I 1 I I I 1 1 I I 1 1 1 I 1
1 I 1 1 I 1 I I 1 1 I i I
-4J -- 1_ 1 i , I I I 1 �+r , I
I I - I r 1 r f 1 (-- 1 I 7 I I
I I 1 I I I 1 1 1 I I I 1 1 I
1 I 1 1 1 1 I I I I I 1 CN =84'
I 1
1 I I I I I I I I I I I 1 1 I 1 1
I I I I I 1 1 1 I I I I 1 1 I 1 1
1 I I I I 1 1 1 1 I 1 1 I 1 1 1 I
I I I I t 1 1 1 I 1 i I I I I 1 1
I I I I I 1 I I 1 1 I 1 I 1 1 1 1
I 1 1 1 I 1 1 1 1 1 1 1 I I 1 I 1
I 1 I 1 I 1 I 1 I I 1 I 1 I 1 I I
1 I I 1 I I 1 1 I I 1 I 1 I I
10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 25 28 27 28 29 30
Time (hours)

\\ CIVILSERVER \civil_r\2012- 03jobs \1213000R - Powerhouse Church\ Powerhouse Church of Jesus Christ
PCoJC - PRE -POST Type 11 24 -hr 2 -YR Rainfall= 3.60"
Prepared by BASS, NIXON & KENNEDY, INC. Page 6
HydroCAD ®8 00 s/n 004300 © 2006 HydroCAD Software Solutions LLC 9120/2013 5:15:52 PM
Subcatchment 4S: POST - Discharge2
Runoff = 19.36 cfs @ 11.97 hrs, Volume= 0.947 af, Depth= 2.54"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 1.00-30.00 hrs, dt= 0.02 hrs
Type II 24 -hr 2 -YR Rainfall= 3.60"
Area (sf) CN Description
15,389
79
Woods, Fair, HSG D
70,693
80
>75% Grass cover, Good, HSG D
100,357
98
Paved parking & roofs
8,280
98
Water
194,719
90
Weighted Average
86,082
Pervious Area
108,637
Impervious Area
Tc Length Slope Velocity Capacity Description
6.0 Direct Entry, TR55 Minimum
Subcatchment 4S: POST - Discharge2
Hydrograph
_+-_I--1'-I--1--1'--I--1--4--1_-1- --i -_I__t--4-_1--_t--1--}-y-_I__}-y-_1--t_N--t--
1 1 1 I 1 I 1 1 1 1 1 I 1 1 1 I 1 1 I I _I I 1 I 1 I I 1 ■ RunoN
20 21 T ' 1 1 1 I 1 -� - ' - -' - -! 19 �9 dt -' --' - -' -- -- -I -- - �_ i _ 1 I 1__L _ I I I I
------ - -- - -- - - - - -- --
I 1 1 1 I I 1 I 1 t 1 I I �1---- -/- - --
17 - T- -1 - -r -1- r- f- 1- -r -T -7
I 1 1 1 1 1 1
18
- T- '1 "r- l "I""1 -1 "1- -T -1 -- l T T-
-'-- i - -L --'- i - -'-- '- -I- --' - ' -'- '-- '- --' - -i ff-dff A
15 � I 1 1 1 1 I I 1 1 1 I 1 1 1 1 1 I
14 _1_J__L_J__1__L_J__L_1_J _JL_J_ J of J__ L }�
4pW4#4!'-
12 - r- -1- -r- -- 1-- r-- 1- -r -T -� - - -r-r- -- r_,__Runotf-b
11 1 1 I 1 I I 1
- r-- 1-- r- -1--r- r-- ,- -r-T -� - �-- I-- r- �-- �- -r-- I-- r- 7- -r -r - r - r- - I- -r - i
--
10 -. L__I__L_J- J__L- J__1-_1_J J__I__1_
I I 1 1 1 1 1 I 1 1 I I I 1 1 1 I 1 1 I 1 I rri --
9 _1__I__L_J__I__ L__I__ L_ 1_ _J__I__L_J__L _1_J__L_1__1__L _J__L _ L__I__ L_-1
1 I 1 1 1 1 1 1 1 1 I I 1 1 1 I I 1 1 1 1 1 I ��,I- 1
7 - T-- 1-- r- 'I-- I-- r--I�-r-Y- -'1--I-"f---1--r-Y--1--r-y--I_-t--I--t--7--I--t-ti--
' 1 I I I I 1 1 I 1 1 I I 1 1 I 1 1 1 1 1 1 I I I 1 1
$ _1__I__L_J__I__L__I__L._1_ _J__1__L_J__L _1_J__L_J__I__1_J__L_L_J__1 _J__
1 I 1 1 I 1 I 1 1 I 1 1 I 1 I 1 1 1 1 I 1 1 1 I 1 I
4 _ 1 _ _I _ _ L _ J _ _I_ _ L __j_ _ L _ 1 _ __j _ -1-- 1 _ J _ -1 _.L _ I_ _ L
1 I 1 1 I 1 I 1 1 I I 1 I 1 I 1 I 1 1 1 I 1 I I 1 1
2 � -T-- I-- ►'- �- -I-- f--1- -r -T- --I--T-I--r-T-I--T-1--I-"T-1--r-T--I--r-7--
1 1 1 1 1 I I
I i
9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 25 28 27 28 29 30
Time (hours)

\\ CIVILSERVER \civii_r\2012- 03jobs\1213000R - Powerhouse Church\ Powerhouse Church of Jesus Christ
PCoJC - PRE -POST Type// 24 -hr 10-YR Rainfall = 5.38"
Prepared by BASS, NIXON & KENNEDY, INC. Page 9
HydroCAD® 8.00 s/n 004300 4 2006 HydroCAD Software Solutions LLC 9/20/2013 5:15:52 PM
Subcatchment 3S: PRE - Discharge2
Runoff = 12.06 cfs @ 11.97 hrs, Volume= 0.583 af, Depth= 3.62"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 1.00-30.00 hrs, dt= 0.02 hrs
Type II 24 -hr 10 -YR Rainfall =5.38"
Area (sf) CN Description
50,535
79 Woods, Fair, HSG D
6,453
98 Paved parking & roofs
27,259
89 <50% Grass cover. Poor, HSG D
84,247
84 Weighted Average
77,794
Pervious Area
6,453
Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, TR55 Minimum
Subcatchment 3S: PRE - Discharge2
Hydrograph
14 18 18 17 18 19 20 21 22 23 24 25 28 27 28 29 30
Time (hours)
- 1 L _ J - _I_ _ L --J- - L- - 1 _ -J- _ L -J _ _ I _ _ 1 _ J - - L - J - J _ _ L _ J _ _ 1_ _ L - J _ _ L _ 1 _ -I- - L _ J
I I I I I I 1 I 1 1 I I 1
■ Runoff
13
1 1 1 1 1 I 1 1 I
1 I 1 1 1 1 I I 1 1 1 1 1 1 1 1 1
- '�--1- -1'-'1- -1- -� - -1- -1'-'1. 12.08 d� -' 1-- 1_- i" "',--1- 4-'1--,*--4--1- '�'- �--F'- 4---1--4--4
,2
1-- 1-- -r -T -1
I
- '1- �T� -r -
11
r- T-- 1-
-T- - -r-1- - -r- -_f _T_1
11�� %1�r* I� I R1 1 I
_1I_- -1-_T- - -r_T__ R �`HIItfal�&3811
,�
1 1 1
1 I I 1 I I 1 I 1 1
1 1 I I I 1 1 1 1 1
r1-
I I I 1 I 1 I I 1 1 1 1 11 1 1//��11y 1 1
I 1 I 1 I
-r --r - r-I--r- r- -1--r-T-n
- ,1--r-r- 1--r-
R -Unbff Ar 6a*84=iT7Y s# -
9
1 1 I I 1 1 1 1 1 1
1
I 1 1 I I I I I I 1 1 1 I 1 1 1
1 I I 1 1 I 1 1 1 1
- T-- ,-- r- ,-- ,-- r-- , - -r -T- ;
1 1 I I_ 1 1 1 1 1 1 1 1 1
- ,-- ,- -r - -�- Arco Yafull &OT5$�Ta -
B
I I 1 1 1 1 I I 1 1
I 1 I I 1 1 1
1
I 1 1 1 1 1 I I 1 1
I 1 I I 1 I
7
I 1 1 1 I I 1 I I 1
I 1 I I I 1 o�epFhf2�r-
:Run--
8
i
- 1_J_- L- J- J__L_J-- 1--1-J
I I I 1 I 1 1 I I 1
-J--1--1'J--L-J-J--L-J1--L--1"L-L--1--1-J--
1 I I I 1 I 1 I I I I � ./fir'
rh Ih
LL
1 1 1 1 1 1 1 I 1 I
_1__I -_L_ J __1__ L_J__L_ 1-
1 1 1 I 1 1 1 1 1 1 1 Icr .0
- J__ I__ L- J-- L_ J_J- _L_J- _I__1_J__L_1- _I__1_J__
5
I 1 1 I I 1 I I I
1 I I 1 1 1 I I 1 1 1 1 1 ■VV__ 77VVKK4
4
1 1 1 1 I 1 1 1 1
1 1 1 1 1 I 1 I 1 1 1 1 I 1 I I 1
-
3
1 1 1 1 I 1 1 I I
1 1 1 I 1 1 1 I 1
1 I I 1 I 1 1 I 1 1 I 1 1 I 1 1 1
I 1 I I I 1 I I I 1 I 1 I I 1 1 I
- r-- 1-- r-- 1- -r-r-- 1 --r-Y-
-ti-- I-- r- r- r- Y-- t--r-�-'I-- r-- L--r-t--I--r-�--
.j
I 1 1 1 1 1 1 1 1
1 I 1 I I 1 1 I 1 1 1 1 I I I 1 I
4
1 1 I 1 1 1 1 1 1
- T- -1-- f- '1_- 1_- r - -1__r _T_
1 1 1 1 1 1 1 1 1
1 1 1 I 1 1 I I 1 1 1 1 1 I I 1 I
' 7-_ I__ r_ 1__ r_ T_n_- r_T__I__T_1__r_T__I__T_l_-
1 1 1 1 1 1 1 1 1 1 1 1 I 1 1
14 18 18 17 18 19 20 21 22 23 24 25 28 27 28 29 30
Time (hours)

\\CIVILSERVER \civil r\2012- 03jobs \1213000R - Powerhouse Church\ Powerhouse Church of Jesus Christ
PCoJC - PRE -POST Type 1124 -hr 10-YR Rainfall = 5.38"
Prepared by BASS, NIXON & KENNEDY, INC. Page 10
HydroCAD® 8.00 s/n 004300 © 2006 HydroCAD Software Solutions LLC 9/20/2013 5:15:52 PM
Subcatchment 4S: POST - Discharge2
Runoff = 31.29 cfs @ 11.97 hrs, Volume= 1.581 af, Depth= 4.24"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 1.00-30.00 hrs, dt= 0.02 hrs
Type II 24-hr 10-YR Rainfall= 5.38"
Area (sf) CN Description
15,389
79
Woods, Fair, HSG D
70,693
80
>75% Grass cover, Good, HSG D
100,357
98
Paved parking & roofs
8,280
98
Water
194,719
90
Weighted Average
86,082
1 1 1 1 1 1 1 1 1 I
- - --
1 1 1 1 1 I
1 1 1 1 1 1 1 1 1 1
1
Pervious Area
108,637
28
Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, TR66 Minimum
Subcatchment 4S: POST - Discharge2
Hydrograph
34
- r-- 1-- r- i-- 1-- r- -1-- 1-- 1--1 --r -'1--I - -r- i--r-7-"1--r-9--I--r-"1--r-r--1--r-1--
I I I 1 1 I 1 I 1 I 1 I 1 1 I I 1 I I I I 1 1 1 I 1 I I
■Runoff
32
1 1 I I I I i 1 1 �t28 eh
I 1 I I I I 1 1 1 I I 1 I I I I I
1 1 1 1 1 1 1 1 1 I
--
I I 1 1 1 I 1V- e11112� r11
30
1 1 1 1 1 1 1 1 1 I
- - --
1 1 1 1 1 I
1 1 1 1 1 1 1 1 1 1
1
I 1 1 I 1 1 I Y
-- - - -- - - -- --
I 1 1 1 T 1- I T � r - -, r r- - - -r -7
1 1 I I 1 1 I I 1 1�
28
- T' -1 "1 1-- r-r - -I''i 'T-
RI��M��l.-�ii
"1'-1''T -'1-'I -T'1' -r -� "i 1 � e�--
26.
24
I I I I I 1 I I I 1
'
1 I I 1 I 1 I 1 1 1 I I 1 I 1 I I
off;A�e�l=�'1�4�7fiTO—
-i -- -- -;- - -�- - -� -i
- - - -- - � - -Rlir
22.
-J1 --Nnoff �'VI 1u1 1 1$ 4lj 5$1L 1 -
20
_ 1 I I_
r 1 - -� -
I
I
1 1 1 1 1
- -, - -; ;-- ,-- ;-- ,RGi1b��jS1th1 =4�' --
18
1 1 I 1 1 1 1 1 1 1
1 1 1 1 I 1 1
3
- T-- 1-- r- 7-- r- r-- I- -r -1 -9
'
-1 - -1 -f- 1- -r-1-1--r-T-- 1 - -T -1 - r- T-- I- -r -1 --
° 18
I 1 I 1 I I 1 1 1 I
I 1 1 1 I 1 I 1 1 I I A- /y • 1.�
TCi�V.V
14
12
I 1 1 1 I 1 1 1 1
L _ J _ _I_ _ L _ J _ _ L _ 1 -
I I 1 1 1 1 I I I 1 I I I I 1
-1 _ _ 1 _ _ L _ J _ _'L _ 1 _ -I'-- L _ 1- _ I_ -1. _ J _ _ L _ Y\
lV_
_ - - - - J - '- - t -j- -1- - - -
- , - -1- - - I 1 - ' - - L - - - I- - 1 I I 1 I L - - -
-,
10
1 1 I I I 1 I 1 I
I I I 1 1 1 1 1 1 1 1 1 1 I I I I
- T-- ,-- r- 1-- ,-- r-- , - -� -T-
---,-- T---- T--- r- 1-- r- T---- T- -I - -T- , --
8
I 1 1 I I 1 I I 1
1 1 1 1 1 1 I 1 1 1 I 1 1 1 I 1 I
8
1 1 1 1 I 1 I 1 1
I 1 I 1 1 1 1 1 t 1 1 1 1 1 1 1
- 4- -1- -1'- '+-- 1-- 1"- -I--1 - -�-
-4 - 1-- L- A--'1- -4-1- -+'- '1-- 1- - +- �-- 1"- +--1-- +-'1 --
4
I 1 1 1 1 1 I 1 1
-� - - -� - - --L- �- -I- -�_
I 1 1 1 I 1 I 1 1 I I 1 1 I t 1 I
!_!L-- -1 - -�- �--L- �- -1- -L- �- -� -1-- -L -� --
1 1 1 1 1 1 I 1 1
1 1 I I 1 1 I 1 1 I I 1 1 I I 1
2 3 4 5 8 7 8 9 10 11, 12 13 14 15 18 17 18 19 20 21 22 23 24 25 28 27 28 29 30
Time (hours)

1S
TO BASIN
Su4 Reach on Link
90% TSS WETPOND

\ \CIVILSERVER \civil r\2012- 03jobs \1213000R - Powerhouse Church\ Powerhouse Church of Jesus Christ
PCoJC - WETPOND ROUTING
Prepared by BASS, NIXON & KENNEDY, INC. Page 2
HvdroCAD ®8 00 s/n 004300 ® 2006 HvdroCAD Software Solutions LLC 9/20/2013 5:27:10 PM
Project Notes
POWERHOUSE CHURCH OF JESUS CHRIST
Danny L. Howell, Jr., P.E.
These calculations will determine the amount of attenuation provided by the proposed wetpond.
The methodology used will be the TR -55 method for runoff estimation. Investigation into the types
of soils on this site (USDA Wake County Soils Survey) indicates that they are Waker (WkE) for
the drainage area, therefore Curve Numbers corresponding with Type D soils are used in this
study. The TR -55 minimum time of concentration of 6 mins was used for calculations. Routing
information has been provided for the 2, 10 and 100 -year design storms.

i
\ \CIVILSERVER \civil r\2012- 03jobs \1213000R - Powerhouse Church\ Powerhouse Church of Jesus Christ
PCoJC - WETPOND ROUTING Type 1124 -hr 2 -YR Rainfall = 3.60"
Prepared by BASS, NIXON & KENNEDY, INC. Page 3
HydroCAD ®8 00 On 004300 ® 2006 HydroCAD Software Solutions LLC 9/20/2013 5:27:10 PM
Subcatchment 1S: TO BASIN
Runoff = 18.85 cis @ 11.96 hrs, Volume= 0.906 af, Depth> 2.56"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -YR Rainfall= 3.60"
Area (sf) CN Description
65,688
80 >75% Grass cover, Good, HSG D
119,191
98 Paved parking & roofs
184,879
92 Weighted Average
65,688
Pervious Area
119,191
Impervious Area
Tc Length Slope Velocity Capacity Description
M
Direct Entry, TR66 MIN
Subcatchment 1S: TO BASIN
Hydrograph
- - -- --- -I - - -- - - -- - -- - - -- - -- -- - - --
--- - - -- -- - - - - -- -- - - - - --
21 I I 1 1 1 I I I I 1 I 1 I I
--- �---- r---- 1---- r---- 1---- �---- r---- I---- r---- r--- �---- r--- �--- -T - - -- ■Runo1(
20 , - -- - --- --- I 1__ -- 1 1 1 I I I 1 I
1 1 1---- T --- -I � 1B.65CU -- -- ----
19 -- -�-- - -L - -- - -1 - -- - - -J -- - -- -L - -- V - - --
I 1 1 1 I 1 I I jipo - - -- - --
1a--- +---- +---- I---- +---- I- - - -J -- ---- I--- --- - -- --
17 I 1 I 1 1 1 I I 1�IIr.V1V„--
1 I 1 1 1 1 1 1 I
15 ' --- ;-- - -T - -- ---- T---- ,- - - -; -- - -- ;- RtinoffArba= 184;U -S�9 -
�1! 1 1 I Act. s
13 - -- ---- j--- -I---- '---- -I - - -- -- ---- II��IIpo �V-o(- -- ii6;9LV!a-1 --
I I 1 1 1 1 I
12 _ _ J _ _ _ _ L _ _ _ -1 _ _ _ _ 1 _ _ _ _ 1_ _ _ _ J _ I ------ _ L _ _ _ _ L - J
1 I 1 1 1 I I I 1 I I 1 I
10 LL I 1 1 1 I I 1 I 1 1 ■ IV- -- - - -
9 --- 1---- r---- 1--- -r-- -- r - - -1- ---- 1---- r- --- r- --�---- r - - -� - - --
7 ---- 1---- �'- --- 1---- �'---- 1 -- --J- --- �- - - - IT 1---- J-- -- I---- J-1 --- �' -- --
I I 1 1 I I I --- 1 I 1 1
8 ' ---J----L--_!--- -1--_- I----J- --- -I--_- L----L ---J-_--L'---J----1----
i
1 I 1 I I 1 1 I I I 1 1 1
Jr---- +---- 1__ - --�_ _--_ 1----+- --- I---- '�- ___I..--- J--- - + - - --
i
1 1 1 I 1 1 1 1 1 I 1 1 I
4 - --'1- --- �'---- 1-- -- +---- I - - - -J- --- 1---- +---- 1-- -- '1---- �"---- --- '� - - --
� 1 1 1 1 1 I I I 1 I I I I
3 - --ti-- --r---- r---r-- --r ---�- --- 1---- r---- r--- ti---- r-- -�--- -r- - --
' 1 1 1 1 I 1 1 1 1 1 I I 1
1 ' MP
7 8 8 10 11 12 13 14 1s 18 17 18
Time (hours)

\\ CIVILSERVER \civil_r\2012- 03jobs\1213000R - Powerhouse Church\ Powerhouse Church of Jesus Christ
PCoJC - WETPOND ROUTING Type// 24-hr 2 -YR Rainfall--3.60"
Prepared by BASS, NIXON & KENNEDY, INC. Page 4
HydroCADO 8.00 s/n 004300 © 2006 HydroCAD Software Solutions LLC 9/20/2013 5:27:10 PM
Pond 1 P: 90% TSS WETPOND
[82] Warning: Early inflow requires earlier time span
Inflow Area = 4.244 ac, Inflow Depth > 2.56"
Inflow =
18.85 cfs @
11.96 hrs, Volume=
Outflow =
9.76 cfs @
12.06 hrs, Volume=
Primary =
9.76 cfs @
12.06 hrs, Volume=
Secondary =
0.00 cfs @
5.00 hrs, Volume=
for 2 -YR event
0.906 of
0.671 af, Atten= 48 %, Lag= 5.9 min
0.671 of
0.000 of
Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Peak Elev= 248.59'@ 12.06 hrs Surf.Area= 11,731 sf Storage= 16,795 cf
Plug -Flow detention time= 110.5 min calculated for 0.671 of (74% of inflow)
Center -of -Mass det. time= 48.7 min ( 804.7 - 756.0 )
Volume Invert
Avail.Storaae Storage Description
#1 247.00'
34,378 cf Stage /Storage Data (Prismatic) Listed below
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
247.00
8,280
0 0
247.50
10,310
4,648 4,648
248.00
11,010
5,330 9,978
249.00
12,240
11,625 21,603
250.00
13,310
12,775 34,378
Device Routina
Invert
Outlet Devices
#1 Primary
239.40'
12.0" x 75.8' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 239.00' S= 0.0053? Cc= 0.900 n= 0.013
#2 Device 1
248.00'
48.0" Horiz. Standpipe Limited to weir flow C=0.600
#3 Device 1
247.00'
1.5" Vert. Orifice C= 0.600
#4 Secondary
249.35'
45.0' long Sharp - Crested Rectangular Weir 2 End Contraction(s)
mary OutFlow Max =9.76 cfs @ 12.06 hrs HW= 248.58' (Free Discharge)
i ri =Culvert (Barrel Controls 9.76 cfs @ 12.42 fps)
'-2_Standpipe (Passes < 18.04 cfs potential flow)
-3 =Orifice (Passes < 0.07 cfs potential flow)
Jecondary OutFlow Max =0.00 cfs @ 5.00 hrs HW= 247.00' (Free Discharge)
_r �= Sharp - Crested Rectangular Weir ( Controls 0.00 cfs)

\ \CIVILSERVER \civil r\2012- 03jobs \1213000R - Powerhouse Church\ Powerhouse Church of Jesus Christ
PCoJC - WETPOND ROUTING Type // 24 -hr 2 -YR Rainfall= 3.60"
Prepared by BASS, NIXON & KENNEDY, INC. Page 5
HydroCAD ®8 00 On 004300 ® 2006 HydroCAD Software Solutions LLC 9/20/2013 5:27:10 PM
Pond 1 P: 90% TSS WETPOND
Hydrograph
-
-- - -- - -- - -- ------ -- - - -- F - --
.
- -- - -- ------------ t - -- 4 - -
1
- - -, -- , ------;---;---;----------
-
,---- ,---- ,---- ,---- ,--- -, - - --
■Inflow
'�
- -- --- ---- +--- +- - -� - -- �eeea.
-- +- - -+ - -- - -- +---- 1------ - -� - --
13Oudiow
'
--- r-- -r--- r--- T--- T - - -T-
- -- - - ---1 - -� --
�nfC�W��a� a4 -4c
Primary
21
' ,
___L___L___1___1___1___1_
1 1 1 I 1
___ J __ ■
--
1 1 I 1 I I I
■Seconds
♦',' ,
1
' • ,- ,
1 1 1 I I I
1 e'1-'W-��� -Qr�II
19
,'
----- -�-- -; - - -7 -- T- --1-
- -- , fA, ��VV 1 I -'-
---
18
�' ,'
♦,','♦
L_. _L___1___1___4 - - -1_
�_�_1j____I____I____1____�___
m "'
17
, ♦
---r--- r--- T - - -T - - -T_ _T-
-d-
- -- -----Stott %b=16
18
- L--- 1--- 1 ---1-
---J ^--J---J--- �--- �-- --1----1-- --
,' ,♦
1 I I 1 1 1
I I I 1 I I I
'
1 1 I
1 1 I 1 I 1 I
14
13
♦''''
___L ___L___1 ___1___1__ -�
-___I_-_-1_-_-I---
�iiijjjj 12
-- -r- --r--- r-- -r - - -t 9.78 do
' -- I- - -ti- - ti- -- -�--- -1-- -- r- --r ---
,'
' ' '
.' ' ♦','
- --� --- L- - -L- ^ -L --L-
1 1 1 I I
1 -- --- 1 I 1 1 I
-- ---------------------
I 1 1 I 1 1 1
♦ ♦',' ,
1 1 1 I 1
1 1 1 1 1 I I
9
B
♦ ,'
___L__- L--- 1___1_.._1
__J___J___J__-- I____I____L _ -_� -__
',� ♦',�
1 I 1 1 I
I_ 1 I 1 1 I
8
, ♦
♦,
I 1 1 1 I
_
1 I I 1 I 1 1
5J
,�
♦ ♦ ,
___L --- L --- 1
♦'
4
'
3
2
'
0.0o ds
0
5
8
7 8 8 10 11 12 13
14 15 18 17 18 19 20
Time (hours)

\\ CIVILSERVER \civil_r\2012- 03jobs \1213000R - Powerhouse Church\ Powerhouse Church of Jesus Christ
PCoJC - WETPOND ROUTING Type// 24-hr 10 -YR Rainfall = 5.38"
Prepared by BASS, NIXON & KENNEDY, INC. Page 6
HydroCAD® 8.00 s/n 004300 © 2006 HydroCAD Software Solutions LLC 9/20/2013 5:27 :10 PM
Subcatchment 1S: TO BASIN
Runoff = 29.82 cfs @ 11.96 hrs, Volume= 1.478 af, Depth> 4.18"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -YR Rainfall = 5.38"
Area (sf) CN Description
65,688
80 >75% Grass cover, Good, HSG D
119,191
98 Paved parking & roofs
184,879
92 Weighted Average
65,688
Pervious Area
119,191
Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, TR55 MIN
Subcatchment 1S: TO BASIN
Hydmgraph
1 12 13 14 15 18 17 18 18
Time (hours)
J____L____I___._1____L
1 1 1 1 1 1 i 1 I I 1 1 I I
■Runoff
32
t 1 I 1 I I I I 1 I 1 I 1
29 do
3
'
( 1 1 1 I 1 I 1 I '10 1
- -- ; - - - -; ---- ; - - - -; - - - -; - -- ; -- ---- ; - - - -; - Type I -Z r;-YR--
28
'
--- J--- -1--- �---- 1- --- 1- -'-J -- ------- 1- - - -1 -- • -�
28
-- - - - - -; _ainfalt'rv8'r-
------------ ------ - - - - -- - - - - - --
24
'
1 I I 1 1 1 _ 7\tiJnoff Arta-784i8TfI;s1'-
- - - 1- •1
22
i
1 I 1 1 1 1 I 1 I I I
-
__IRulO r /tffolal
1 I I 1 I I I 1 v!1 � I �II aT
20
y4M,a
I I I 1
1 18
_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
; - -- ;- --- _; - - - -; -Runoff D"th�4.1i8 "
--- "1-- '- �'---- 1-- --�'---- 1--' -- �- - -- 1- - - - +- --
18
1 1 I 1 I 1 I 1 I I 1 1 1
__J____L____I____1____I____J_ I____L____L___J__ -�= -0-m1n --
14
1 I y
1 I I I I 1 1 1 1 I 1 I 1
12
--------------
1 1 I I 1 I 1 I 1 1 1 D N :F, M
- -- ---- r---- r--- t---- r - - -I- -- - r--- r----- ---- I-- - -r - -- --- -t - - --
10
1 1 1 I 1 1 1 I 1 I 1 1 1
1 1 1 1 I 1 I 1 1 1 1 1 1
1 1
6
I I 1 1 1 I I I 1 1 1 1 1
4
I 1 1 1 I 1 I I I 1 1 I 1
1 1 I 1 I I I I 1 1 1
1 12 13 14 15 18 17 18 18
Time (hours)

\ \CIVILSERVER \civil r\2012- 03jobs \1213000R - Powerhouse Church\ Powerhouse Church of Jesus Christ
PCoJC - WETPOND ROUTING Type// 24 -hr 10-YR Rainfall = 5.38"
Prepared by BASS, NIXON & KENNEDY, INC. Page 7
HvdroCAD® 8.00 s/n 004300 0 2006 HydroCAD Software Solutions LLC 9/20/2013 5:27 :10 PM
Pond 113: 90% TSS WETPOND
[82] Warning: Early inflow requires earlier time span
Inflow Area = 4.244 ac, Inflow Depth > 4.18" for 10 -YR event
Inflow =
29.82 cfs @
11.96 hrs, Volume=
1.478 of
Outflow =
10.18 cfs @
12.10 hrs, Volume=
1.241 af, Atten= 66 %, Lag= 8.1 min
Primary =
10.18 cfs @
12.10 hrs, Volume=
1.241 of
Secondary =
0.00 cfs @
5.00 hrs, Volume=
0.000 of
Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Peak Elev= 249.34' @ 12.10 hrs Surf.Area= 12,605 sf Storage= 25,956 cf
Plug -Flow detention time= 93.9 min calculated for 1.241 of (84% of inflow)
Center -of -Mass det. time= 45.8 min ( 792.3 - 746.5 )
Volume Invert
Avail.Storage Storage Description
#1 247.00'
34,378 cf Stage /Storage Data (Prismatic) Listed below
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
247.00
8,280
0 0
247.50
10,310
4,648 4,648
248.00
11,010
5,330 9,978
249.00
12,240
11,625 21,603
250.00
13,310
12,775 34,378
Device Routing
Invert
Outlet Devices
#1 Primary
239.40'
12.0" x 75.8' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 239.00' S= 0.00537 Cc= 0.900 n= 0.013
#2 Device 1
248.00'
48.0" Horiz. Standpipe Limited to weir flow C=0.600
#3 Device 1
247.00'
1.5" Vert. Orifice C= 0.600
#4 Secondary 249.35' 45.0' long Sharp- Crested Rectangular Weir 2 End Contractions)
rimary Outflow Max =10.18 cfs @ 12.10 hrs HW= 249.34' (Free Discharge)
T3=0rifice Culvert (Barrel Controls 10.18 cfs @ 12.96 fps)
2-=Standpipe (Passes < 63.71 cfs potential flow)
(Passes < 0.09 cfs potential flow)
$econdary OutFlow Max =0.00 cfs @ 5.00 hrs HW= 247.00' (Free Discharge)
T-4= Sharp - Crested Rectangular Weir ( Controls 0.00 cfs)

I
\ \CIVILSERVER \civil r\2012- 03jobs \1213000R - Powerhouse Church\ Powerhouse Church of Jesus Christ
PCoJC - WETPOND ROUTING
Type// 24-hr 10-YR Rainfall = 5.38"
Prepared by BASS, NIXON & KENNEDY, INC.
Page 8
HydroCAD® 8.00 s/n 004300 © 2006 HydroCAD Software Solutions LLC 9/2012013 5:27:10 PM
Pond 1 P: 90% TSS WETPOND
Hydrograph
■ Inflow
ie'ei CU
I I 11./� I 1 1 I
[3 Outflow
-
e�
rea= 4 ac
A of tt W-A 4.24
■ Primary
32
. . ,'
' ' '
'
I 1 1 I I 1
___L___L___1___1___1___J_
1 1 I I
.J_ ._Leak�e,�g,,4r�__
■ S000nd
30
28
,'
�i �, �i
I 1 1 I 1 I
I 1 1 1 1 1
1 I I I
11�I��_I/-�_I____
1 S`ti raga =45. I .5V
(�7/
28
' i
- - -�- --x---1---1---1 -- -1-
I 1 1 I 1 1
-- --1--- -V --
1 1 I I 1 I I
,'
' ' '
'
.---L ---
--- J- - -� - -- 1-------J----'--------
� 1 I i I 1
22
,' ' ,'
I 1 1 1 I 1
I 1 1 1 1 I
I
--------------------------------
I 1 I I 1 1 I
.. 20
' '' '
•
- - -� - --L -- - �
1 1
---------------------------
,' ,,
''
! ! !
------ --- - - - - --
v 18
,• • ,•
- - -! - - - 1 --- T---T ---
1 I - - -! 1 -
18
i' .
,' ,' ,
1 1-- -1- ---- -� - - -'
1 I I
1 I I - - - -- 1 - - - -1 -I --
' ' Gale Ort
- - -
-- -- - - -- - - - - - - - - --
1 I 1 1 I 1 1
LL
1 I I I 1 Users
12
' .
--- r - - - r - - - T --- T - -- T - -
+ -- '1--- 1---1----,--- -I' i---i - --
10
.' .'
- -- --
1
-
I I 1 1 1 I I
g
'
1 1 I I
--- r--- r- -- r-- - r - - - T -
1 1
- - -�- I -1----1----r---r---
8
'
4
0.00
eb
0
5 6
T 8 8 10 11 12 13
14 15 18 17 18 18 20
Time (hours)

\\ CIVILSERVER \civil_r\2012- 03jobs \1213000R - Powerhouse Church\ Powerhouse Church of Jesus Christ
PCoJC - WETPOND ROUTING Type 1124 -hr 100-YR Rainfall= 8.00"
Prepared by BASS, NIXON & KENNEDY, INC. Page 9
HydroCAD® 8.00 s/n 004300 0 2006 HydroCAD Software Solutions LLC 9/2012013 5:27:10 PM
Subcatchment IS: TO BASIN
Runoff = 45.75 cfs @ 11.96 hrs, Volume= 2.325 af, Depth> 6.57"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Type II 24 -hr 100 -YR Rainfall = 8.00"
Area (sf) CN Description
65,688
80 >75% Grass cover, Good, HSG D
119,191
98 Paved parking & roofs
184,879
92 Weighted Average
65,688
Pervious Area
119,191
Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, TR66 MIN
Subcatchment 1S: TO BASIN
5 6 7 8 9 10 11 12 13 14 15
Time (houm)
Hydrograph
50 '
---''---- 1----'---- 1----'----- 4---- L----'----'---- 1----'�---- 1'- -- "'---- 1- ----
ORUI101(
1 1 1 i 1 1 I 1 1 1 I I I
48
--- �---- r- --- r--- r- - --r--' �8.76cfs ---- r--- r---- r- -- �--- -r--- A--- -t - - --
46
1 _ _ _ _ _ _ 1 _ _ L Q_ _
-'
vvMM
1 1 1 1 1 1 I - -- 1 ii I 124- t _111004-90M-_
42 i
I 1 _1 L
I 1 I 1 I JI __ a..
40
- ------ r-- - - ,- - - - r - - - - I- - - -
--- -1---- 1---- '-- --4 ---- '- - - -�-- ----1--pp--'----'----4----1,----4----'L----
38'
- -- ---- T---- r- --T---- i- - - -; -- - -- i- 7�tinof Arba= 184'879Is# -
34
- __J____L____I____1____I____J__ ____I____ 1____L___J____L___J____ 1__ -_
32
1 1 I I 1 1 1 1 11
1-- -- r -- - -r- - r-- - -r - -- 1 -- ---- 1 I -R-Uh0 1�V0jqT0!! ;43LJia
- --J---- L-- --'---- L--- -1- ---J -- -- -'---- _
..30
28
___�____T.___ �_— __r ---- ,_ —_— �_ i___— r'RQnaDpthi "_-
p
G.
_______
24
1 I 1 1 1 1 I 1 I 1 I 1 1
--- ti- --- r---- I---- r---- r - - --+- - - -- I---- r---- r -- -, --
---J----L----'----L ----'----J- ----'- ---L----'--- �--- l�� L. -mIB --
22
1 1 I 1 I I 1 1 I I 1 1
20
- -- t- __- r- _-- r--- r-- - -r- -- I- ---- 1---- r- ---r - -- �1►�a A
i
18
--- J- -- -L-- -- --- L- - - -1 -- —�— ----- --�---- 1---- J ----�— .1 -
18
1 I I 1 1 1 I I I I 1 1 I
---- 1---- }---- 1--- - +---- I - - - -i- ---- 1---- +------- '�---- I'--- '�--- - + - ---
14
--- J-- - - = --- - - -- --- -' - --- j- - -- J- - -- '- --- -I - - -- ---- '---- ' - - - -.1
I 1 I 1 I 1 1 I 1 11 I I
12
--- I-- -- T---- I---- r- ---1----r ---- 1--- -7- ---11 - --•t- ------ 1--- -7 ----
,
10
- - - - - -- - - - - - -- --- -1 - - -- I - -- - - - - I - - - - �---- - - - -� - - - - - -- - - --
-- J--- -1--- �-- -- 1----I---J — - --- L----L- --�- --- �--- J- ---1----
6 ,
1 1 I 1 1 1 1 1 1 1 1 1
4
- - -
+ - - --
5 6 7 8 9 10 11 12 13 14 15
Time (houm)

\1CIVILSERVER\civil r\2012- 03jobs \1213000R - Powerhouse Church\ Powerhouse Church of Jesus Christ
PCoJC - WETPOND ROUTING Type 1124 -hr 100 -YR Rainfall = 8.00"
Prepared by BASS, NIXON & KENNEDY, INC. Page 10
HydroCAD ®8 00 s/n 004300 © 2006 HydroCAD Software Solutions LLC 9/20/2013 5:27:10 PM
Pond 1 P: 90% TSS WETPOND
[82] Warning: Early inflow requires earlier time span
Inflow Area = 4.244 ac, Inflow Depth > 6.57" for 100 -YR event
Inflow = 45.75 cfs @ 11.96 hrs, Volume= 2.325 of
Outflow = 40.94 cfs @ 12.02 hrs, Volume= 2.083 af, Atten =11%, Lag= 3.3 min
Primary = 10.38 cfs @ 12.02 hrs, Volume= 1.780 of
Secondary = 30.56 cfs @ 12.02 hrs, Volume= 0.304 of
Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs
Peak Elev= 249.71'@ 12.02 hrs Surf.Area= 12,996 sf Storage= 30,623 cf
Plug -Flow detention time= 74.7 min calculated for 2.076 of (89% of inflow)
Center -of -Mass det. time= 39.2 min ( 778.7 - 739.5 )
Volume Invert Avail.Storage Storage Description
#1 247.00' 34,378 cf Stage /Storage Data (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic-feet)
247.00 8,280 0 0
247.50 10,310 4,648 4,648
248.00 11,010 5,330 9,978
249.00 12,240 11,625 21,603
250.00 13,310 12,775 34,378
Device Routing Invert_ Outlet Devices_
#1 Primary 239.40' 120" x 75.8' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 239.00' S=0.00537 Cc= 0.900 n=0.013
#2 Device 1 248.00' 48.0" Horiz. Standpipe Limited to weir flow C= 0.600
#3 Device 1 247.00' 1.5" Vert. Orifice C= 0.600
#4 Secondary 249.35' 45.0' long Sharp- Crested Rectangular Weir 2 End Contraction(s)
primary OutFlow Max =10.36 cfs @ 12.02 hrs HW= 249.67' (Free Discharge)
r Culvert (Barrel Controls 10.36 cfs @ 13.19 fps)
2= Standpipe (Passes < 78.30 cfs potential flow)
3 Oriflce (Passes < 0.10 cfs potential flow)
econdary OutFlow Max =27.32 cfs @ 12.02 hrs HW= 249.68' (Free Discharge)
Sharp- Crested Rectangular Weir (Weir Controls 27.32 cfs @ 1.87 fps)

I
\1CIVILSERVER \civil r\2012- 03jobs \1213000R - Powerhouse Church\ Powerhouse Church of Jesus Christ
PCoJC - WETPOND ROUTING Type 1124 -hr 100 -YR Rainfall =&00"
Prepared by BASS, NIXON & KENNEDY, INC. Page 11
HydroCAD® 8.00 s/n 004300 m 2006 HydroCAD Software Solutions LLC 9/20/2013 5:27:10 PM
Pond 1 P: 90% TSS WETPOND
Hydrograph
■ Inflow
1 I I I 1 1 1
43.75 de ®OuHlow
_ Inflow;Araa= x4.244 ac ■Sll�
50 - 1 --- 4--- 1--- 4--- 1 - - -1- --- 4- - -4 - -- a---- I---- '---- '-- - -I - --
45 - - -L --- --- - - - - - - - �w_wde ; Peak Elev_=249.7;1' --
------ - - - - -- - --
1 I 1 1 I 1 I 1 I 1 I I 1
' Stoeagle= 30,623 d
1 1 1 1 1 1 1
40 '
' • 1 I 1 I I 1 I I I 1 1 I I
35 ' - - -1 - - -I - -- }--- }-- -4 - - -4 - -- - - -A - -- -- -1----1----1--- -1 - - --
// I 1 1 1 3066 efe 1 1 1 I 1 1 1 I
I 1 1 I 1 1 I I 1 I 1 I
t 1 I I 1 1 I 1 I I I I
30
/.---L ; - - -� - - -; - - -i - -- i ; ---- ,------- ,---- ,---- ,- - - -� - - -� - --
3 25 , I I I 1 I 1 1 I 1 I I I I
20 LL /' 1 1 1 I 1 I 1 1 I 1 I I I
/
15 -- -L --- L- -- 1- - -1 - -- -- �------ - -� - -- -�- �-- '
/ 1 1 1 I 1 1 1 1 I I I
10
8 9 10 11 12 13 14 15 18 17 18 18
Time (hours)

Water Quality Retention Calculations
Project Name: Powerhouse
Determine Surface Area Required for Permanent Pool:
Drainage Area: 4.24 ac
Impervious Area: 2.74 ac
Percent Impervious:
Permanent Pool Elevation:
Volume:
Surface Area:
Hydraulic Depth:
SAIDA Required:
SAIDA Provided:
64.5%
247.00 (1 /2 way up vegetated shelf)
34,928 of
8,280 sf
5.45 ft (Option 2 Calculation BMP Manual)
2.96%
4.48°/6
Forebay Volume Check:
Forebay Volume at Crest of Berm: 4,108 cf
Permanent Pool Volume: 34,928 cf
Forebay Volume % of Perm. Volume: 11.76%
Calculate the Volume Required to Treat the First Flush:
Rainfall to Treat: 1 in
i
i Runoff Coefficient (R„) = 0.05 + 0.009•(% Impervious)
Runoff Coefficient (R„ ): 0.63 in/in
Runoff Volume (V) = Rainfall' (R„) • (Drainage Area)
Runoff Volume (V): 9,710 cf
Calculate the Depth Reaulred for the Temporary Pool:
Temporary Pool Volume (Required): 9,710 cf
Total Volume (Perm. + Temp.): 44,637 cf
Temporary Pool Elevation between: 247.50 and 248.00
Temporary Pool Elevation: 247.97
Temporary Pool Depth: 0.97 measured from Permanent Pool Elevation
Determine the Orifice Size for 2-6 Dav Drawdown of Temporary Pool:
Orifice Invert Elevation:
247.00
Temporary Pool Elevation:
247.97
Orifice Diameter:
1.60 in
Use the orifice equation to determine flow and drawdown time:
t Orifice Equation: Q = CA(2ghf 6
Volume to Draw Down:
9,710 cf
Flow for 2 -Day Drawdown:
0.06 cis
Flow for 5 -Day Drawdown:
0.02 cis
C:
0.60
g:
32.20 ft/s2
A:
0.01 sf
Number of Increments for Orifice Flow.
10 Increments
Depth of Temp. Pool from Top of Orifice:
0.85 it

Incremental Orifice Flow Drawdown Calculations
For TeMD Pool above top of orifice E uations 111 -13 Malcom :
Index:
Avg Driving Head ft
Q (from
Orifice E
Drawdown Time
s
Drawdown
Time (Days)
0
0.8274
0.0537
15 748.95
0.1823
1
0.7424
0.0509
16 625.97
0.1924
2
0.6574
0.0479
17 667.98
0.2045
3
0.5724
0.0447
18 934.19
0.2191
4
0.4874
0.0413
20 518.54
0.2375
5
0.4024
0.0375
22 581.36
0.2614
6
0.3175
0.0333
25 424.93
0.2943
7
0.2325
0.0285
29 711.04
0.3439
8
0.1475
0.0227
37 301.67
0.4317
91
0.06251
0.01481
57 301.46
0.6632
Total
I
I
I
3.0303
For Temo Pool below too of orifice (Eauations III -13. Malcom):
Index:
Avg Driving Head (ft)
Q (Malcom
111 -13 )
Drawdown Time
(s
Drawdown
Time (Days)
0
0.1250
0.0148
42071.20
0.4869
1
0.0625
0.0052
118995.33
1.3773
Total
1.8642
Drawdown Time: 4.89 days (OK - Drawdown is between 2 and b days)

OVERALL BASIN VOLUME
ELEV
AREA
(sfl
AVERAGE
AREA
VOLUME
(cf)
ACC.
VOLUME
(cf)
STORAGES
STAGE
(ft)
Z
AREA
(ac)
ELEV
ELEV STEP
(ft)
AZ
239.50
2,770
0
0
0
0
0.064
239.50
0.5
240.00
3,050
2,910
1,455
1,455
0.5
0.070
240.00
1
241.00
3,470
3,260
3,260
4,715
1.5
0.080
241.00
1
242.00
3,930
3,700
3,700
8,415
2.5
0.090
242.00
1
243.00
4,410
4,170
4,170
12,585
3.5
0.101
243.00
1
244.00
4,910
4,660
4,660
17,245
4.5
0.113
244.00
1
245.00
SAM
5,175
5,175
22,420
5.5
0.125
245.00
1
246.00
5,990
5,715
5,715
28,135
6.5
0.138
246.00
0.5
246.50
6,450
6,220
3,110
31,245
7
0.148
246.50
0.5
247.00
8,280
7,365
3,683
34,928
7.5
0.190
247.00
0.5
247.50
10,310
9,295
4,648
39,575
8
0.237
247.50
0.5
248.00
11,010
10,660
5,330
44,905
8.5
0.253
248.00
1
249.00
12,240
11,625
11,625
56,530
1 9.5
0.281
249.00
1
250.00
13,310
12,775
12,775
69,305
1 10.5
0.306
250.00
1
1 69,305 1
FOREBAY VOLUME CALCULATION
ELEV
AREA
(sfl
AVERAGE
AREA
VOLUME
(cfl
VOLUME
(cf)
STORAGES
STAGE
(ft)
Z
AREA
(ac)
ELEV
ELEV STEP
(ft)
AZ
240.00
120
0
0
0
0
0.003
240.00
1
241.00
230
175
175
175
1
0.005
241.00
1
242.00
340
285
285
460
2
0.008
242.00
1
243.00
480
410
410
870
3
0.011
243.00
1
244.00
630
555
555
1,425
4
0.014
244.00
1
245.00
790
710
710
2,135
5
0.018
245.00
1
246.00
970
880
880
3,015
6
0.022
246.00
0.5
246.50
1,090
1,030
515
3,530
6.5
0.025
246.50
0.5
247.00
1,220
1,155
578
4,108
7
0.028
247.00
1
1 4,108 1

{
Table 10 -3 Surface Area to Drainage Area Ratio for Permanent Pool Sizing to achieve 90% TSS Pollutant Removal Efficiency in the
Mountain and Piedmont Regions
Source: NC DENR Stormwater Best Management Practices, July 2007 Edition (Updated)
Routine:
60.0%
Permanent Pool De
th feet
70.0%
% Impervious
3.0
3.5
4.0
4.5
5.0
5.5
6.0
% Impervious
10%
0.90
0.80
0.80
0.70
0.60
0.60
0.50
10%
20%
1.50
1.30
1.10
1.00
1.00
0.90
0.90
20%
30%
1.90
1.80
1.70
1.50
1.40
1.40
1.30
30%
40%
2.50
2.30
2.00
1.90
1.80
1.70
1.60
40%
50%
3.00
2.80
2.50
2.30
2.00
1.90
1.90
50%
60%
3.50
3.20
2.80
2.70
2.50
2.40
2.20
60%
70%
4.00
3.70
3.30
3.10
2.80
2.70
2.50
70%
80%
4.50
4.10
3.80
3.10
3.30
3.00
2.80
80%
90%
5.00
4.50
4.00
3.80
3.50
3.30
3.00
90%
Source: NC DENR Stormwater Best Management Practices, July 2007 Edition (Updated)
Routine:
60.0%
70.0%
60.0%
70.0%
64.5 °k
64.5%
SA/DA
@ Hyd Depth
@ Hyd Depth
@ Hyd Depth
@ Hyd Depth
@ Hyd Depth
@ Hyd Depth
@ Hyd Depth
Hyd. Depth % Imperv. 5.00
5.00
6.00
6.00
5.00
6.00
5.45
5.45 64.5% 2.8
3.3
2.7
3.1
3.02
2.88
2.96%

Average Depth Calculation
Project (dame: Powerhouse
Permanent Pool Elevation:
Surface Area at Perm. Pool:
Volume at Perm. Pool:
Elevation of Bottom of Shelf:
Elevation of Top of Shelf:
Surface Area at Top Shelf.
Surface Area at Bottom Shelf:
Area at Bottom of Pond:
Depth (from bottom of shelf to pond bottom):
Hydraulic Depth:
247.00 (1/2 way up vegetated shelf)
8,280 sf
34,928 cf
246.50
247.50
6,450
10,310
2,770
7.00
5.45 ft (Option 2 Calculation BMP Manual)

MAPS
DRAINAGE AREA MAPS
USGS MAP
WAKE COUNTY SOILS MAP
pows1r oun.0 Church of jasua chirlst
Revised: September 25, 2013

I: :
XV
I. �I
I
_ www. w•wa�rvuu•w '
(q \
/ 1
1
1 1./
1
I
1 _
� xonbowaxa fxaroxaue
\ w�aesc@�ors � aro nmxm�ore'"�
aPlfJfIG1 —
m
m ill
,d=
zi
it
%
lip
WE
W V d
¢
plraPRAtLWN
Aoc .�w.w..,rwr.raa:...,vnr,�.•.A
W
tMMaMRfAl,aN arAYltf!
vunx ummu
BTOa1NVAlO1
§1
3 O !
O = d
vuuaaxo _
Fvm
IL (j
u�ra w
x
sut 1 i
814'
CITY OF RALEIGH PROJECT NO.
)0(-XX -)O( '

—w _vt i�� l •^ _v rvt... +rrsa :�.. -+v_ _: _ . :v�
© ©
©0 u
IiAO���YLLtb:d I
IIm
©
'W�0 o1 1LQlMC4b
® E
E-a
r
✓, " I {I —1 I I tl ' I
IF
': �- ��?�r 'K•` 111 \ \�����
1� ! usny� \ 1
U
g
� «�g8e�3f�e�ifz
r1 It t i }; \1' I ;
�M�07cYBt10Ll CIW1tA W lCOd �O�B- OC�Ll4mRNDYP•uq�anYMM • tl000C1E11t�EWC+ F�Ny4CW11

3
1 !
y
I
I I �
� � - -- — - - - - - -- — �\ � — - -_ � t r� ❑ _ -` ice\ - -_;��' ����
_r^�`�`�: = --vim == �'•,f�;7' _ - � _ .�
1
� lM1l r
I \�1 Pi C
ACI
� es
(1 1 li Ill 4.2 a -� - - - - - 1 1�i11 6 3
ii i i I � \l l\ 11
il•
J I N
ic
N110
us
, ' ��
xulc numlamuellan oemmwreraew�000rmarrce Clale'
wlnlnuAc1mMv aucaoarf. Gtl•OV Mtno)I. Ym s .. - — m ._ ... r $
mue9B aYEaRIa OFlEnBm1118 wV0T m.1YUlD8IYm Y„fl
ermrxn>Iwa - - —
CITY OF RALEIGH PROJECT NO. 8 PJB 13

Convrinh11C11997 ManIerh Inn
78° 36'
0.00" Vy 178-35-
0.00" Vy
)0.00" VY
o
A
.:.
/,
tN
—
I�
n
{ ,,,p i
r r�
.J
. 1. ar
�s
-
y� .
„
1 r
to
Tn
t�
� • ��t
_- �
r
Itu7n
•
I
,�jt s° • '
M 1
o
O
) '
—F � r�
.'` -•�.� _ Jpp `•�
�_
Vim. 1
O
to
Cl)
C3
ag elic
ecli alio ��,
- J `� y -
M g
•. -_ ° �°. <_ '
�I -- •` , .9�....
/ ' n�`d
p•
.
vice
Q
�� r
�
N
...
,� ..
t • ,
SCALE 1:24000
0 1 MILES
0 1000 YARDS
0 1 IOLOMETER
j
nar
78° 36'
0.00" V 78° 35'
0.00" 78° 34'
0.00"
Name: RALEIGH EAST Location: 0350 49'39.87" N 078° 35' 18,13" W NAD 27
Date: 8/25/2013 Caption: POWERHOUSE CHURCH OF JESUS CHRIST
Scale: 1 inch equals 2000 feet
Convrinh11C11997 ManIerh Inn

40

WAKE C011NTV NnRTH CARnI1NA -- CIJFPT N116AnFW na
49
N

(20
C.-

BASS, NIXON & KENNEDY, INC., CONSULTING ENGINEERS
6310 CHAPEL HILL ROAD, SUITE 2509 RALEIGH, NC 27607
PHONE 919.851 A4221800.354.1879 ■ FAX [phone]
Powerhouse Church of Jesus Christ
BMP Operation and Malntenance Manual
3411 Pine Knoll Drive
Raleigh, North Carolina
Responsible Party: Landmark
Construction & Development, Inc.
230 Capcom Avenue, Suite 100
Wake Forest, NC 27587
(919) 556 -5155
Prepared by: Danny L. Howell, Jr., PE
October 1, 2013
PROJECT SUMMARY
The existing 278,620 -sf (6.40 -ac) project site is currently vacant, and is located at 3411
Pine Knoll Drive, Raleigh, North Carolina.
SITE
I
Email Danny.Howell @BNKinc.com Page 1 of 8
Web www.BNKinc.com

Powerhouse Church of Jesus Christ (BNK No. 03- 12130)
October 1. 2013
A 20,530 -sf church is proposed with associated parking, sidewalks and drive, totaling
100,357 -sf of proposed impervious area. The project also includes the connection of a 41'
b -b street section of Pine Knoll Drive, including the addition of a 5-ft wide concrete
sidewalk.
`7_,
a
i
-, M � T,
o.d
[l�
Initially, a portion of the site currently drains from to an existing pond in the northwest
comer of the property, and the rest of the site drains to the southwest comer of the
property. A wetpond is proposed to both detain the 2 and 10-yr, 24-hr design storms as
well as reduce the nitrogen export from the site. The wetpond also provides 90% TSS
removal from the runoff associated with the project. The wetpond has a drainage area of
184,879 -sf, of which 119,191 -sf is impervious area.
Email Danny.Howell @BNKinc.com Page 2 of 8
Web www.BNKinc.com

Powerhouse Church of Jesus Christ (BNK No. 03- 12130)
October 1. 2013
TRASH RACK WITH 2x3 ACCESS
K%TCH CENTERED ON STEPS.
PLASTIC P 49 APPRO&EOUAL)
VALVE STEM AND WHEEL
MOUNTED ON SIDE OF MANHOLE
PER MANUFACTURER
49.00
2' FAIRCLOTN SIOMMER OR
ATTACHED DURING
M&UCTION.
SON
° GATE VALVE
OPEN DURING CONSTRUCTION
8' LATE
VALVE
75.84 LF 12' RCP • O.S37i
239.
PROVIDE ANTE —SEEP
b
239.50
CMLA7S AT EA JOINT
12CONCRE�IE�
IMPERMEABLE CLAY LINER TO BE
��
ON OUTLET PIPE
� WE PON�/FOREBAY�
DEEP
OUTLET STRUCTURE #2 DETAIL 8 wAsHm
sTDNE
NOT TO SCALE
METHODOLOGY
The methodology used to determine the pre and post - developed outflows from this project
was the TR -55 method for runoff estimation, using the 2 and 10 -year design storms. The
TR -55 minimum Tc, 6-minutes, was used for the calculation of the pre and post -
development outflows. Investigation into the types of soils on this project site, per the
USDA Wake County Soils Survey, indicates that they are Type D soils, and therefore the
corresponding SCS Curve Numbers were used in this study.
Email Danny.Howell @BNKinc.com Page 3 of 8
Web www.BNKinc.com

Powerhouse Church of Jesus Christ (BNK No. 03- 12130)
October 1, 2013
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
does ® does not incorporate a vegetated filter at the outle.
This system (check one):
does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than lA inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMW element:
Potential problem:
How I will remediate the probleur.
The entire BMP
Trash debris is present.
Remove the trash debris.
The perimeter of the wet
detention basin
Areas of bare soil and/or
erosive gullies have formed.
Regrade the soil if necessary to
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one -time fertilizer application.
rVege'tation is too short or too
Maintain vegetation at a height of
a roximately six inches.
Email Danny.Howell @BNKinc.com Page 4 of 8
Web www.BNKinc.com

Powerhouse Church of Jesus Christ (BNK No. 03- 12130)
October 1. 2013
WET POND INSPECTION CHECKLIST
Date:
Time:
(Project Name): Powerhouse Church of Jesus Christ Wet Detention Pond # 1
Raleigh, NC
SPILLWAYS — DRAINS — OUTLETS
Check/Circle Condition Noted
Observations
Action —
Repair
Action —
Monitor
Action —
Investigative
Principal Spillway
Type:
Trash
Racks/Debris/
Rust/Deterioration
Cracks/Detedoration
Joint Deterioration
Improper Alignment
Cracks/Deterioration
Seepage/Piping
Undercutting
Erosion
Debris
Pond Drain /Other Outlets
Gates/Velves
Type:
Operability
Rip Rap
General Comments, Sketches & Field Measurements
Email Danny.Howell @BNKinc.com Page 5 of 8
Web www.BNKinc.com

Powerhouse Church of Jesus Christ (BNK No. 03- 12130)
October 1, 2013
PEROODIC INSPECTION, OPERATION & MAINTENANCE RECORDS
(Project Name): Powerhouse Church of Jesus Christ Wet Detention Pond # 1
Raleigh, NC
Date Time Rain Pool Weather General Recorded By
Level Conditions Observations or
Comments
Datie Maintenanoe Comments Recorded By
Performed
Date Equipment Comments Recorded
Operated By
Email Danny.Howell @BNKinc.com Page 7 of 8
Web www.BNKinc.com

Powerhouse Church of Jesus Christ (BNK No. 03- 12130)
October 1, 2013
ESTIMATED BMP CONSTRUCTION COST
** BMP Structures $19,164.00
BMP Grading/Stabilization $19,444.00
TOTAL BMP CONSTRUCTION COST $38,608.00
* 24% OF BMP CONSTRUCTION COST S 9265.92
* This amount due to the City of Raleigh prior to the issuance of building permits
** BMP structures includes RCP outlet pipe and structure, valve stem & wheel, trash
rack, rip-rap apron
Email Danny.Howell @BNKinc.com Page 8 of 8
Web www.BNKinc.com

Soil & Environmental Consultants, PA
11010 Raves Up Road • RaldA Nor& CwMn 27614 • Ftiona [phone] • Fax: [phone]
www.880=.OM
September 20, 2013
Job # 9715.S1
Landmark Construction and Development
Attn: Mike Marguerat
231 Capcom Ave. Suite 100
Wake Forest, NC 27587
Re: Detailed storm water soils evaluation for the proposed storm water wet pond at 3411
Pine Knoll Drive, Raleigh, NC.
Dear Mr. Marguerat:
Soil & Environmental Consultants, PA (S &EC) performed a detailed soil evaluation
within the targeted area of the potential storm water wet pond on the site mentioned
above. The purpose of this evaluation was to provide additional information for the
proper design of the proposed storm water wet pond, used as a BMP to treat the on -site
storm water. As indicated on the attached map, soil morphological profile descriptions
were performed at the specified locations to determine depth to seasonal high water table
(SHWT). The following is a brief report of the methods utilized in this evaluation and
the results obtained.
Soll/Site Evaluation Methodoloev
The site evaluation was performed by advancing hand auger borings to sufficient depths
to estimate seasonal high water table. S&EC navigated to the storm water device
location with a GPS receiver to describe soil morphological conditions at the boring
locations using standard techniques outlined in the "Field Book for Describing and
Sampling Soils" published by the Natural Resources Conservation Service (NRCS,
2002).
SoiUSite Conditions
This site is located in the Piedmont Acid Crystalline geological area consisting of
metamorphic rock parent materials. Field investigation revealed that the borings were
similar to the Helena soil series (Fine, mixed, semiactive thermic aquic Hapludult).
Soil borings were advanced approximately 10' from top of ground. S&EC encountered
seasonal high water table conditions at approximate elevation 244.75'.

Soil & Environmental Consultants, PA is pleased to be of service in this matter and we
look forward to assisting in the successful completion of the project. If requested, S &EC
can meet on -site with NC -DWQ to discuss our findings and recommendations. Please
feel fine to call with any questions or comments.
Sincerely,
Soil & Environmental Consultants, PA
Ricky Pontello
NC Licensed Soil Scientist #1232