20120904 Ver 1_Stormwater Info_20120928

SOUTHBRIDGE FELLOWSHIP CHURCH
Raleigh, North Carolina
Site Plan SIA
Project Number:
Designed By:
Date:
Revised:
-7
CMT- 12000
James Caldwell, PE
Josh S]111111, El
July 2012
September 2012
N
EcoEngineering
A LhViSi011 01"I•lie John R. NIcAdams Company. Inc.
RE"SI'ARCH TRIANGLE' PARK
P. 0. Box 14005 Research Triangle Park, NC 27709
919-287-4262 FAX [phone]
www.e.r.npngr.com
`6

Research Triangle Park, NC
Post Office Box 14005
Reseach Triangle Park,
North Carolina 27709
Mendian Parkway
i, North Carolina 27713
33 -5646
919- 287 -4262
919. 361.2269 Fax
www ecoengr.com
EcolEngineering
A division of The John R. McAdams Company, Inc.
2® 1 2 0 9 0 4
SOUTHBRIDGE FELLOWSHIP
CHURCH
RALEIGH, NORTH CAROLINA
PRELIMINARY SUB - DIVISION
CMT -12000
July 2012
James Caldwell, PE
Project Manager
Josh Shinn, EI
Engineering Designer
X04 @tPLF "riffs':,
F
q6 �z
Design Services Focused On Client Success

Southbridge Fellowship Church
City of Raleigh Site Plan Stormwater Impact Analysis
General Description
Located off of Highway 70 between Page Road Extension and TW Alexander Drive is the
proposed Southbridge Fellowship Church. The property is 10.78 acres and currently has
a single family home and associated utility buildings. The existing site is mostly wooded
in the current condition.
The proposed church is a single building with associated utilities, parking, and other
improvements. The property is located in the Neuse River Basin, but not in the Falls
Lake Watershed. The proposed project will require permitting for impacts with the North
Carolina Division of Water Quality. It is anticipated that the impact permit for the
proposed project will require a Stormwater Management Plan and therefore 85% TSS
Removal for all impervious surfaces. Since the City of Raleigh is a delegated authority
for NC DWQ Stormwater Management Plans, the review and approval of the SWMP will
be part of the City of Raleigh review process. This report outlines the stormwater
requirements and proposed measures for peak flow rate detention and water quality.
Hydrology
The site has 2 sub - basins for peak flow rate detention analysis. Sub -Basin 1 has a point
of analysis in the draw along the east property line and is generally on the south side of
the property. This sub -basin has a significant amount of off -site area draining through the
site which is considered wooded in both the pre - development and post - development
scenarios. A constructed wetland serves this sub -basin for water quality and peak flow
rate detention.
Sub -Basin 2 has a point of analysis of the 18" culvert under Highway 70 generally on the
north of the property. This sub -basin also has off -site area draining through which is
considered wooded in both the pre - development and post - development scenarios. The
area draining to the proposed bioretention area is for water quality treatment and was not
assumed to have any peak flow rate detention or this preliminary analysis. The Sub -Basin
2 Bypass area and the Sub -Basin 2 treated area are modeled as separate sub - basins in the
post - development analysis and combined at the same point of analysis as the pre -
development condition.
A small unanalyzed area on the northwest of the property is the same in the pre -
development and post- development conditions.
Proposed Stormwater Management Facilities
Since the site will be required to provide 85% TSS for all impervious surfaces, two
stormwater management facilities are proposed for the project; a constructed wetland for
Sub -Basin 1 and a bioretention area for Sub -Basin 2.
Constructed Wetland
The proposed constructed wetland is to be along the east property line and provide both
peak flow rate detention and water quality (TSS and N). The proposed facility has some
walls to accommodate the grading. The dam is proposed to have 3(H):I(V) slopes with a
10' top width. An access route to the dam is provided from the south of the project. The

spillway acts as both a principal and emergency spillway system with just under a foot of
freeboard in the 100 -year, worst -case scenario. The proposed normal pool elevation is
395 with an orifice at invert 396 to accommodate the I" runoff volume over one vertical
foot. The surface area of the facility was preliminarily sized based on this one vertical
foot ponding of the 1" runoff volume. Final grading, details, and specifications will be
provided through the City of Raleigh permitting process for the facility.
Bioretention Area
The proposed bioretention area is located to the west of the proposed entrance drive off of
Glenwood Avenue. The facility is designed to capture the majority of the driveway for N
and TSS removal. The preliminary sizing of the facility is based on the 1" runoff volume
and a 9" ponding depth for the water quality function. The facility is mostly in cut with a
5' wide berm "top" provided. For this preliminary analysis, no peak flow rate detention
benefit was assumed for the bioretention area. Final grading, details, and specifications
will be provided through the City of Raleigh permitting process for the facility.
Groundwater Investigation
An investigation of the seasonal high groundwater table for the two proposed stormwater
management facilities was conducted by EcoEngineering and GeoTechnologies on
August 22, 2012. A report of the investigation is provided in Section 6 of this report.
For the constructed wetland, boring SW -1 was performed in the proposed location of the
facility. The approximate ground surface at the boring is 402. The boring was advanced
163" (13', 7 ") to approximately elevation 388.4'. The seasonal high water table was not
encountered in this boring, therefore the SHWT is lower than elevation 388.4 and below
the proposed normal pool of 395. The final design of the constructed wetland will
include a liner across the bottom to accommodate this low SHWT.
For the bioretention area, boring SW -2 was performed in the proposed location of the
facility. The approximate ground surface at the boring is 382. The boring was advanced
96" (8') to approximately 374.0. The seasonal high water table was not encountered in
this boring. Therefore, the SHWT is lower than elevation 374.0. The proposed "floor" of
the bioretention area is elevation 379.0 and the soil media will be limited to 2 -3' with
smaller plantings to keep the drain system above 374. The boring encountered auger
refusal at elevation 374. Therefore the SHWT is likely well below this elevation and not
within 2' of the bottom of the bioretention area.
Please note that there is a small remaining area of the proposed entrance drive than cannot
physically be treated in either the constructed wetland or bioretention area. This area is
considered bypass. Therefore the 85% TSS removal is to the maximum extent practical
for the site.
Calculation Methodologies
Field survey provided by The John R. McAdams Company, Inc. Off -site
topographic information was taken from Wake County GIS information.
• Rainfall information taken from NOAA Atlas 14, Volume 2, Version 3. Partial
Duration values used for the 2 -year and 10 -year storms. Annual Maxima values
used for the 100 -year storm.

• Pre - development and post - development cover conditions used to calculate SCS
Curve Numbers based on hydrologic soil conditions and cover conditions. SCS
CN values calculated based on both on -site and off -site drainage areas as
composite CNs for the project.
• All off -site areas assumed to be "wooded" in both the pre - development and post -
development conditions.
• Times of concentration calculated from the SCS Segmental Approach.
"Developed" areas in the post- development condition assumed to have a 5- minute
Tc.
• Preliminary pond detention routing performed for the constructed wetland only.
Proposed bioretention area assumed to provide no peak flow rate detention
benefit.
• Constructed wetland 1" R/O volume depth assumed to be 12 ".
• Bioretention area 1" R/O volume depth assumed to be 9 ".
• Construction wetland preliminary 100 -year storm routing performed as a "worst -
case" scenario with all orifices clogged and the starting pool elevation at the top
of the riser.
• Preliminary nitrogen export buydown calculation performed with current NC EEP
rates. Final buydown amount to be determined through the Raleigh permitting
process and bank rates at the time of purchase.
Summary
With the two proposed stormwater management facilities, the proposed site provides peak
flow rate detention for both the 2 -year and 10 -year storm events, nitrogen export
reduction, and 85% TSS for the site.
Please refer to the appropriate sections in the report for additional maps, details, and
calculations.

SOUTHBRIDGE FELLOWSHIP SUMMARY OF RESULTS
CMT -12000
,9 t
POINT OF ANALYSIS #1
Return Period
Pre - Development
[cfs]
Post - Development
I [cfs]
% Increase
[" /o]
2 -Year
5 55
0.93
-832%
10 -Year
12 74
12.04
-5.5%
POINT OF ANALYSIS 02
Return Period
Pre - Development
[c]
Post - Development
[cfs]
% Increase
%]
2 -Year
423
373
-11.8%
10 -Year
961
7.83
-185%
SWMF.
Top of Dam = 399.00
NWSE = 39500
J SHINN, EI
9/6/2012
Return Period
Inflow
[cfs
Outflow
[cfs]
Max. WSE
[ft]
Freeboard
[ft
2 -Year
3057
093
39723
177
10 -Year
48.16
1204
39753
1.47
100 -Year WC
6823
5232
398.12
0.88

BACKGROUND INFORMATION
PRE - DEVELOPMENT
2
HYDROLOGY
POST - DEVELOPMENT
3
HYDROLOGY
WETLAND AND BIORETENTION
4
AREA
NITROGEN EXPORT
5
CALCULATIONS
6
SEASONAL HIGH WATER TABLE

BACKGROUND INFORMATION
SOUTHBRIDGE FELLOWSHIP CHURCH
CMT -12000

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Scale: 1 inch equals 2000 feet
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SOUTHBRIDGE FELLOWSHIP WATERSHED SOIL INFORMATION
CMT -12000
Watershed soils from the Wake County Soil Survey
J. SHINN, EI
7/19/2012
Symbol Name Soil Classification
CrB2
Creedmoor sandy loam
C
CrC2
Creedmoor sandy loam
C
MfB2
Mayodan sandy loam
B
MfD2
Mayodan sandy loam
B
WsB2
White Store sandy loam
D
WsE
White Store sandy loam
D
References:
2
HSG A =
0.0%
% HSG B =
39.1%
% HSG C =
46.4%
% HSG D =
14.5%
Soil Survey: Wake County, North Carolina
United States Department of Agriculture: Soil Conservation Service (in cooperation
with North Carolina Agriculture Experiment Station).
SCS TR -55
United States Department of Agriculture. Soil Conservation Service. 1986.
COVER CONDITION SCS CN - HSG B
Impervious
98
Open
61
_ Wooded
55
Pond
100
COVER CONDITION SCS CN - HSG C
Impervious
98
Open
74
Wooded
70
Pond
100
COVER CONDITION SCS CN - HSG D
Impervious
98
Open
80
Wooded
77
Pond
100
COVER CONDITION COMPOSITE SCS CN
Impervious
98
Open
70
Wooded
65
Pond
100

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Precipitation Frequency Data Server
Page 1 of 4
(D NOAA Alias 14, Volume 2, Version 3
Location name: Durham, North Carolina, US*
Coordinates: 35.9236, - 78.8016
Elevation: 405ft*
source Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G M Bonnet, D Martin, B Lin, T Parzybok, M Yekta, and D Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches)'
Duration 0
Average recurrence interval(years)
00 i
2 5
i 5 1
1 s
so 1 �
�0
1000
0.396 0
0.463 0
0.531 0
0.589 0.648 0
0.691 0.729 0.761 0
0.795 0
0.822
5 -mm 0
1(0 363 -0 431) (
(0 425 -0 505) (
(0 488 -0 578) (
(0 540 -0 641) (0 592 -0 705) (
(0 628 -0 751) (0 659 -0 793) (0 684 -0 829) (
(0 709 -0 866) (
(0 727 -0 897)
0.632 0
0.740 0
0.850 0
0.942 1.03 1
1.10 1.16 1.21 1
1.26 1
1.30
10 -min 0
(0 580 -0 688) (
(0 679 -0 808)1 (
(0 864 -1 03) (0 943 -1 12) 1
1 (1 00 -1 20) 1 (1 05 -1 26) 1 (1 08 -1 31) 1
1 (1 12 -1 37) 1 (
(1 15-141)
0.790 0
0.930 1
1.08 1
1.19 1.31 1
1.39 -14-7--Jr-1-52--IF-l-58--1 1
1.63
15 -min 0
(0 725 -0 861) (
(0 854 -1 02)-1(0 9
989 -1 17) (
(1 09 -1 30) 1 (1 20-143) 1
1 (1 27 -1 52) 1 (1 32 -1 59) 1 (1 37 -1 66) 1
1 (141-1 72)
1.08 1
1.29 1
1.53 1
1.73 1.94 2
2. 10 2.24 2.37 2
2.52 2
2.63
30 -min 1
(0 994 -1 18) 11 (
(1 18-140) 1
1 (1 41-167) 1
1 (1 58 -1 88) 1 (1 77 -2 11) 1
1 (1 91 -2 28) 1 (2 03 -2 44) 11 (2 13 -2 58)
1.35 1
1.61 1
1.96 -
-25--jr--25-871 2
2.84 3.09 -3­32-71 3
3.62 3
3.84
60 -min 1
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS)
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval The probability that precipitation frequency estimates (for a given
duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5% Estimates at upper bounds are not checked against
probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values
Please refer to NOAA Atlas 14 document for more information
http:// hdsc. nws. noaa. gov/ hdsc /pfds /pfds _printpage.html ?lat =3 5.923 6 &lon =- 78.8016 &data = depth... 7/16/2012

Precipitation Frequency Data Server Page 1 of 4
NOAA Atlas 14, Volume 2, Version 3
Location name: Durham, North Carolina, US*
Coordinates: 35.9236, - 78.8016
Elevation: 405ft*
*source Google Maps �� 4
POINT PRECIPITATION FREQUENCY ESTIMATES
G M Bonnet, D Martin, B Lin, T Parzybok, M Yekta, and D Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
AMS -based point precipitation frequency estimates with 90% confidence intervals (in inches)'
Annual exceedance probability(1 /years)
Duration ���������
1 /2 115 1 /10 1125 1 /50 1 /100 1 /200 1 /500 1 /1000
5 -min 0.426 0.519 0.583 0.645 0.688 0.726 0.757 0.791 0.818
(0 391 -0 465)11(0.477-0 564) (0 534 -0 634) (0 589-0.702)1(0 625 -0 747) (0 656 -0 789) (0 681 -0 825) (0 706 -0 862) (0 724 -0 893)
10 -min 0.681 0.830 0.932 1.03 1.10 1.15 1.20 1.25 1.29
1(0.625-0.744)11(0 764 -0 905) 1 (0.855 -1.01) 1 (0 939 -1 12) 1 (0 996 -1.19) 1 (1 04-125) 1 (1 08 -1.31) (1.12 -1 36) (1.14-141)
15 -min 0.856 1.05 1.18 1.30 1.39 1.46 1.52 1.58 1.62
(0 786 -0 935) (0.966 -1 15) 1 (1 08-128) 1 (1 19-142) 1 (1 26 -1.51) 1 (1 32 -1 59) 1 (1 36-165) (1 41-172) (1 43 -1 76)
30 -min 1.18 1.49 131 1.93 2.09 2.23 2.36 2.51 2.62
(1 09 -1.29) (1 37-163) 1 (1 57-186) 1 (1 76 -2.10) (1 90 -2.27) 1 (2 02 -2.43) 1 (2 12 -2 57) 1 (2 24 -2 73) 1 (2 32 -2.86)
60 -min 1.48 1.91 2.23 2.57 2.83 3.08 3.31 3.60 3.83
(1.36-162) (1 76 -2 09) (2 04 -2.42) 1 (2 35 -2 80) (2 58 -3.08) 1 (2 78 -3 35) 1 (2 98 -3 60) 1 (3 21 -3 92) 1 (3 38 -4 17)
2 -hr 1.73 2.25 2.64 3.09 3.44 3.78 4.11 4.54 4.88
(1 59 -1 89) 11 (206-247) (2 40 -2 89) (2.79 -3 37) 11 (3 11 -3 76) 1 (3 38 -4.13) 11 (3.66 -4 49) (4.00 -4 95) 1 (4 27 -5 33)
3 -hr 1.84 2.40 2.83 3.35 3.76 4.17 4.59 5.13 5.59
(1 69 -2 01) (2 20 -2 63) (2 59 -3 10) (3.04 -3.65) 1 (3 40 -4 11) 1 (3.74 -4 55) 1 (4.08 -4 99) (4 52 -5 60) 1 (4 87 -6 11)
6 -hr 2.22 2.91 3.43 4.07 4.60
----']F--5.-66 6.38 6.98
(2.05 -2.43) (2 67 -3.17) 1 (3 15 -3 73) 1 (3 71 -4.42) (4.17 -4 98) 1 (4 60 -5 54) 1 (5 03 -6 12) 11 (5 60 -6 89) 1 (6 06 -7 56)
12 -hr 2.64 3.46 4.11 4.92 5.59 6.27 6.98 7.96 8.79
(2 44 -2 87) 1 (3 20 -3 76) 1 (3 78 -4 46) 1 (4.49 -5 32) (5 07 -6 02) 1 (5 63 -6 74) 1 (6 20 -7 50) 1 (6 94 -8 54) 1 (7 56 -9 45)
24 -hr 3.16 4.19 4.91 5.83 6.53 7.25 7.98 8.97 9.74
(2 96 -3 39) (3 92 -4 49) (4.58 -5 24) 1 (5 43 -6 23) (6 07 -6 99) (6 71 -7 77) 1 (7 37 -8 56) 1 (8 25 -9 64)
2 -day 3.65 4.79 5.58 6.57 7.33 8.09 8.86 9.89 10.7
(3 41 -3 92) (4 47 -5.15) (5 19 -5 98) 1 (6 11 -7 06) 1 (6 79 -7 87) 1 (7 47 -8 70) (8 16 -9 54) 1 (9 07 -10 7) 1 (9 78 -11 6)
3 -day 3.85 5.04 5.85 6.89 7.69 8.49 10.4 11.3
(3 60 -4 13) 11 (4 71 -5 40) (5 46 -6 27) 1 (6 41 -7 40) 1 (7 13 -8 25) 1 (7 85 -9 13) (8 57 -10 0) 1 (9 54 -11 2)
4 -day 4.05 5.28 6.12 7.22 8.05 8.90 9.75 10.9 ) -----T--1 ( 1.8
(3 79 -4 33) (4 94 -5 65) (5 72 -6.56) (6 72 -7.74) (7 48 -8 64) (8 23 -9 56 ) ( 8 99 -10.5 ) (10 0 -11 8 10.8 -12 8 )
7 -day 4.66 6.00 6.92 8.11 9.02 9.95 10.9 12.2 13.2
(4 38 -4 97) 11 (5 64 -6 41) (6 50 -7 39) 1 (7 59 -8.67) 11 (8 42 -9 64) (9 25 -10.7) 1 (10 1 -11 7) (11 2 -13.1) (12 1 -14.2)
10 -day 5.27 6.71 7.68 8.93 9.87 10.8 11.8 13.1 14.1
(4 96 -5 62) 11 (6 31 -7 16) 11 (7.22 -8.19) 11 (8 37 -9 52) 1 (9 22 -10 5) (10 1 -11.6)
20 -day 6.99 8.75 9.94 11.5 12.6 13.8 15.0 16.6 17.9
(6 58 -7 44) 11 (8 23 -9.33) 1 (9 33 -10 6) (10 7 -12 2) (11 8 -13 5) (12 8 -14 8) (13 9 -16 1) 1 (15 3 -17 8) (16 4 -19 2)
30 -day 8.64 10.6 12.0 13.6 14.8 15.9 17.1 18.7 19.8
(8 15 -9.18) 11 (10 0 -11 3) 11 (112-12 7) (12 7 -14 4) 1 (13 8 -15 7) 1 (14 9 -17 0) (15.9 -18 3) (17.3 -20.0) (18.4 -21 3)
45 -day 11.0 13.3 14.8 16.6 18.0 19.2 20.5 22.2 23.5
(10 4 -11 6) 11 (12.6 -14 1) 1 (14 0 -15 6) 1 (15 7 -17 6) (170-190) (18 1 -20 4) 1 (19 3 -21 8) 11 (20.8 -23 6) (21 9 -25 0)
60 -day (12 5313 8) (15 0-16 .5) (16 5? 18 2) (18 29 0 2) (19 5021 7) (2027 23 1) (21 8324.4) (23 3426 2) (24 3527 5)
II' Precipitation frequency (PF) estimates in this table are based on frequency analysis of annual maxima series (AMS)
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval The probability that precipitation frequency
stimates (for a given duration and annual exceedance probability) will be greater than the upper bound (or less than the lower bound) is 5% Estimates
et upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values
liPlease refer to NOAA Atlas 14 document for more information
Back to Top
http:// hdsc. nws. noaa. gov/ hdsc/ pfds /pfds _printpage.html ?lat =35. 9236 &lon =- 78.8016 &data = depth... 7/16/2012

PRE DEVELOPMENT HYDROLOGY
SOUTHBRIDGE FELLOWSHIP CHURCH
CMT -12000

Lia N
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SOUTHBRIDGE FELLOWSHIP PRE- DEVELOPMENT HYDROLOGY SUMMARY .1 SHINN, EI
CMT -12000 Sub 1 7/19/2012
`�''SCS`CLRVE�NUMBERS�_.•_ T' ,'
Assume:
HSG
Impervious
Open
Wooded
A
98_ _
39
30
B
98
61
55
- -_ C
98
74
70
D
98
80
77
HSG 'A' =
00%
HSG'B'=
391%
HSG 'C' =
464%
HSG 'D' =
145%
Cover Condition
SCS CN
Comments
_ Impervious
98
-
__ _ Open
70
Assume good condition
Wooded
65
Assume good condition
.I1. ARE- DEVELOPivIENT
A. Watershed Breakdown
Contributing Area
SCS CN
Areajsfl
Area acres
Comments
Onsite impervious
98
628
001
Slope =
Onsite o en
70
24,307
056
Assume good condition
Onsite wooded
65
200,118
459
Assume good condition
Onsite pon4
100
_ 0
000
Offsite impervious
98
1 0
1 0 00 I
-
Offsite open
70
13
000
Assume good condition
Offsite wooded
65
107,112
246
Assume -good condition
Offsite pond
100
0
000
Total area = 763 acres
332178 sq ft
Composite SCS CN = 66
% Impervious = 02%
B. Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR -55)
Segment 1: Overland Flow
174
ft
Length =
100
ft
Height =
7
ft
Slope =
00700
ft/ft
Manning's n =
040
woods
P (2- year /24 -hour) =
343
inches (Raleigh, NC)
Segment Time =
12.57
minutes
Segment 3: Channel Flow
Length =
174
ft
Height =
7
ft
Slope =
00402
ft/ft
Manning's n =
0 045
Natural Channel
Flow Area =
200
sf (Assume 2'x 1' Channel)
Wetted Perimeter =
400
ft (Assume 2' x P Channel)
Channel Velocity =
4 18
ft/sec
Segment Time =
0.69
minutes
Segment 2: Concentrated Flow
Length =
416
ft
Height =
34
ft
Slope =
00817
ft/ft
Paved 9 =
No
Velocity =
461
ft/sec
Segment Time =
1.50
minutes
Time of Concentration = 1476 minutes
SCS Lag Time = 886 minutes (SCS Lag = 0 6* Tc)
Time Increment = 2.57 minutes (= 0 29 *SCS Lag)

SOUTHBRIDGE FELLOWSHIP PRE - DEVELOPMENT HYDROLOGY SUMMARY J SHINN, EI
CMT -12000 Sub 2 7/19/2012
�6CS CURVE NUMBERS __N _
HSG
Impervious
Open
Wooded
A
98
39
30
B
98
61
55
- -- C _
98
74
70
D
98
80
77 w
Assume: HSG 'A' =
00%
HSG'B'=
391%
HSG 'C' =
464%
HSG 'D' =
145%
Cover Condition
SCS CN
Comments
Im ervious
98
Onsite impervious
Open
70
Assume good condition
Wooded
65
Assume good condition
11. PRE- DE'VELOPMENT__
A. Watershed Breakdown
Contributing Area
SCS CN
Area jsfl
Area acres
Comments
Onsite impervious
98
706
002
Paved ? =
Onsite open
70
59,745
137
Assume good condition
Onsite wooded
65
113,364
260
Assume good condition
Onsi! pond
100
0
000
-
Offsite impervious
98
5,619
013
Segment 3: Channel Flow
Offsite o en
70
26,406
061
Assume good condition
Offsite wooded
65
98,670
2.27
Assume good condition
Offsite 2ond
100
0
000
Flow Area =
Total area = 699 acres
304510 sq ft
Composite SCS CN =
67
%Impervious=
21%
B. Time of Concentration Information
ft
Slope =
Time of concentration is calculated using the SCS Segmental Approach (TR -55).
Segment 1: Overland Flow
Paved ? =
No
Length =
100
ft
Height =
2
ft
Slope =
00200
ft/ft
Manning's n =
040
woods
P (2- year /24 -hour) =
343
inches (Raleigh, NC)
Segment Time =
20.74
minutes
Segment 3: Channel Flow
Length =
364
ft
Height =
30
ft
Slope =
00824
ft/ft
Manning's n =
0 045
Natural Channel
Flow Area =
200
sf (Assume 2'x 1' Channel)
Wetted Perimeter =
400
ft (Assume 2' x P Channel)
Channel Velocity =
599
ft/sec
Segment Time =
1.01
minutes
Segment 2: Concentrated Flow
Length =
480
ft
Height =
31
ft
Slope =
00646
ft/ft
Paved ? =
No
Velocity =
410
ft/sec
Segment Time =
1.95
minutes
Time of Concentration = 23.71 minutes
SCS Lag Time = 1422 minutes (SCS Lag = 0 6* Tc)
Time Increment = 412 minutes (= 0 29 *SCS Lag)

SOUTHBRIDGE FELLOWSHIP PRE- DEVELOPMENT HYDROLOGY SUMMARY J SHINN, EI
CMT -12000 Unanalyzed 7/19/2012
�'�SG'S- �GURVE NUIVIBERS� ;,tea
Assume.
HSG
Impervious
Open
Wooded
A
98
39
30
B
98
61
55
C
98
74
70
D
98
80
77
HSG'A' =
0.0%
HSG'B' =
39.1%
HSG'C' =
464%
HSG'D' =
145%
Cover Condition
SCS CN
Comments
Impervious
98
Onsite impervious
Open
70
Assume good condition
Wooded
65
Assume good condition
A. Watershed Breakdown
Contributing Area
SCS CN
Area lsf1
Area acres
Comments
Onsite impervious
98
566
001
-
Onsite open
70
15,347
035
Assume good condition
Onsite wooded
65
54,852
1.26
Assume good condition
Onsite pond
100
0
000
-
Offsite impervious
98
0
000 1
-
Offsite open
70
0
0.00
Assume good condition
Offsite wooded
65
0
000
Assume good condition
Mite pond
100
Total area = 162 acres
70765 sq.ft.
Composite SCS CN = 66
% Impervious = 08%
B. Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR -55).
Time of Concentration = N/A minutes
SCS Lag Time = N/A minutes (SCS Lag = 0 6* Tc)
Time Increment = N/A minutes (= 0 29 *SCS Lag)

�EcoEngineering
A division of The John K McAdams Company. Inc
Scenario: Pro - Development
vi
ASV' —
j'r S �(��� — r�,$• 'slit �•'
-
POA -1
4y S_
CMT -12000 J Shinn, EI
7/19/2012

[J—]EcoEngineering
A division of The John R McAdams Company, Inc
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ac -ft)
Subl
Pre 2 year
2
0.481
730.000
5.55
Subl
Pre 10 year
10
1.075
728.000
12.74
Sub2
Pre 2 year
2
0.468
736.000
4.23
Sub2
Pre 10 year
10
1.026
734.000
9.61
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3 /s)
(years) (ac -ft)
POA -1
Pre 2 year
2
0.481
730.000
5.55
POA -1
Pre 10 year
10
1.075
728.000
12.74
POA -2
Pre 2 year
2
0.468
736.000
4.23
POA -2
Pre 10 year
10
1.026
734.000
9.61
CMT -12000 J Shinn, El
7/19/2012

POST- DEVELOPMENT HYDROLOGY
SOUTHBRIDGE FELLOWSHIP CHURCH
CMT -12000

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SOUTHBRIDGE FELLOWSHIP POST- DEVELOPMENT HYDROLOGY SUMMARY J SHINN, EI
CMT -12000 Sub 1 9/6/2012
. CURVE NUMBERS
Assume:
HSG
Impervious
Open
Wooded
A
98
39
30
B
98
61
55
C
98
74
70
D
98
80
77
HSG'A'=
0.0%
HSG'B'=
39.1%
HSG'C' =
464%
HSG'D'=
14.5%
Cover Condition
SCS CN
Comments
Impervious
98
Onsite impervious
Open
70
Assume good condition
Wooded
65
Assume good condition
III. 'P.OST-DEVELOPMENT, ,
A. Watershed Breakdown
Contributing Area
SCS CN
Area Jsfj
Area acres
Comments
Onsite impervious
98
203,869
468
-
Onsite open
70
64,585
148
Assume good condition
Onsite wooded
65
60,617
139
Assume good condition
Onsite and
100
18,438
0.42
-
Offsite impervious
98
0
0.00
-
Offsite open
70
20
0.00
Assume aood condition
Offsite wooded
65
105,233
2.42
Assume good condition
Offsite and
100
0
0.00
Total area = 1039 acres
452762 sq.ft.
Composite SCS CN = 82
% Impervious = 450%
B. Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR -55)
Time of Concentration = 5.00 minutes
SCS Lag Time = 300 minutes (SCS Lag = 0 6* Tc)
Time Increment = 0.87 minutes (= 0 29 *SCS Lag)

SOUTHBRMGE FELLOWSHIP POST- DEVELOPMENT HYDROLOGY SUMMARY J. SHINN, EI
CMT -12000 Sub 2 9/6/2012
-­`�CS CCURVE NUMBERS :
Assume:
HSG
Impervious
Open
Wooded
A
98
39
30
B
98
61
55
C
98
74
70
D
98
80
77
HSG'A'=
0.0%
HSG'B' =
39.1%
HSG'C' =
46.4%
HSG'D' =
145%
Cover Condition
SCS CN
Comments
Impervious
98
Onsite impervious
Open
70
Assume good condition
Wooded
65
Assume good condition
I POST- DEVELOPMENT -
A. Watershed Breakdown
Contributing Area
SCS CN
Area Isfi
Area acres
Comments
Onsite impervious
98
10,254
0.24
-
Onsite open
70
9,968
023
Assume good condition
Onsite wooded
65
0
000
Assume good condition
Onsite pond
100
0
000
-
Offsite impervious
98
1 0
1 000
1 -
Offsite open
70
0
000
Assume good condition
Offsite wooded
65
0
0.00
Assume good condition
Offsite pond
100
0
000
Total area = 0.46 acres
20222 sq ft
Composite SCS CN = 84
% Impervious = 507%
B. Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR -55).
Time of Concentration = 500 minutes
SCS Lag Time = 300 minutes (SCS Lag = 0 6* Tc)
Time Increment = 087 minutes (= 0.29 *SCS Lag)

SOUTHBRIDGE FELLOWSHIP POST- DEVELOPMENT HYDROLOGY SUMMARY J SHINN, El
CMT -12000 Sub 2 Bypass 9/6/2012
CS CURVE NUMBER §'
Assume:
HSG
Impervious
Open
Wooded
A
98
39
30
B
98
61
55
_ C
98
74
70
D
98
80
77
HSG 'A' =
00%
HSG'B'=
391%
HSG 'C' =
464%
HSG 'D' =
145%
Cover Condition
SCS CN
Comments
Impervious
98
Onsite impervious
_ Open
70
Assume good condition
Wooded
65
Assume good condition
ll. POST - DEVELOPMENT
A. Watershed Breakdown
Contributing Area
SCS CN
Areas
207465 sq ft
Comments
Onsite impervious
98
2,221
_jjEjjacresL
005
Slope =
Onsite open
70
51,193
1 18
Assume good condition
Onsite wooded
65
21,484
049
Assume good condition
Onsite pond
100
0
000
_
-
Offsite impervious
98
8,978
021
-
Offsite open
70
27,232
063
Assume good condition
Offsite wooded
65
96,357
221
Assume good condition
Offsite and
100
0
000
ft/sec
Total area =
4.76 acres
ft
207465 sq ft
Composite SCS CN =
69
% Impervious =
54%
B. Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR -55)
Segment l: Overland Flow
477
ft
Length =
100
ft
Height =
2
ft
Slope =
00200
ft/ft
Manning's n =
040
woods
P (2- year /24 -hour) =
343
inches (Raleigh, NC)
Segment Time =
20.74
minutes
Segment 3: Channel Flow
Length =
364
ft
Height =
30
ft
Slope =
00824
ft/ft
Manning's n =
0 045
Natural Channel
Flow Area =
200
sf (Assume 2'x P Channel)
Wetted Perimeter =
400
ft (Assume 2'x I' Channel)
Channel Velocity =
599
ft/sec
Segment Time =
1.01
minutes
Segment 2: Concentrated Flow
Length =
477
ft
Height =
31
ft
Slope =
00650
ft/ft
Paved ? =
No
Velocity =
411
ft/sec
Segment Time =
1.93
minutes
Time of Concentration =
2169
minutes
SCS Lag Time =
1421
minutes (SCS Lag = 0 6* Tc)
Time Increment =
412
minutes (= 0 29 *SCS Lag)

SOUTHBRIDGE FELLOWSHIP POST- DEVELOPMENT HYDROLOGY SUMMARY J SHINN, EI
CMT -12000 Unanalyzed 9/6/2012
�SC3,CURVE`NUMBERS
Assume:
HSG
Impervious
Open
Wooded
A
98
39
30
B
98
61
55
C
98
74
70
D
98
80
77
HSG'A' =
0.0%
HSG'B'=
39.1%
HSG'C'=
46.4%
HSG'D' =
145%
Cover Condition
SCS CN
Comments
Impervious
98
Onfite impervious
Open
70
Assume good condition
Wooded
65
Assume good condition
A. Watershed Breakdown
Contributing Area
SCS CN
Area jsfj
Area acres
Comments
Onfite impervious
98
566
001
-
Onsite open
70
8,941
021
Assume good condition
Offite wooded
65
17,744
041
Assume good condition
Onfite pond
100
0
0.00
-
Offsite impervious
98
0
1 000
1 -
Offsite open
70
0
000
Assume good condition
Offsite wooded
65
0
0.00
Assume good condition
Offsite pond
100
0
000
-
Total area = 063 acres
27251 sq ft.
Composite SCS CN = 67
% Impervious= 21%
B. Time of Concentration Information
Time of concentration is calculated using the SCS Segmental Approach (TR -55)
Time of Concentration = N/A minutes
SCS Lag Time = N/A minutes (SCS Lag = 0.6* Te)
Time Increment= N/A minutes (= 0 29 *SCS Lag)

FE-J]EcoEngineering
A division of The John R. McAdams Company, Inc
Scenario: Post -
Development
)A -2
CMT -12000
J Shinn, El
7/19/2012

FalEcoEngineering
A division of The John R McAdams Company, Inc
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3 /s)
(veam) (ar -ft)
Subl to WL
Post 2 year
2
1.492
721.000
30.58
Sublto WL
Post 10 year
10
2.632
721.000
48.17
Sub2 to BR
Post 2 year
2
0.072
721.000
1.49
Sub2 to BR
Post 10 year
10
0.125
721.000
2.28
Sub2 Bypass
Post 2 year
2
0.359
736.000
3.41
Sub2 Bypass
I Post 10 year
1 101
0.7591
733.0001
7.22
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3 /s)
( vears) (ac -ft)
POA -1
Post 2 year
2
0.468
903.000
0.93
POA -1
Post 10 year
10
1.603
751.000
12.04
POA -2
Post 2 year
2
0.431
736.000
3.73
POA -2
Post 10 year
10
0.884
733.000
7.83
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3 /s)
(years) (ac -ft)
Maximum
Maximum
Water
Pond Storage
Surface
(ac -ft)
Elevation
(N /A)
(f+)
Post 2 year
WL (IN)
Post 2 year
2
1.492
721.000
30.58
(N /A)
(N /A)
WL (OUT)
Post 2 year
2
0.468
903.000
0.93
397.23
1.037
WL (IN)
Post 10 year
10
2.632
721.000
48.17
(N /A)
(N /A)
WL (OUT)
Post 10 year
10
1.603
751.000
12.04
397.53
1.189
CMT -12000
J Shinn, El
9/6/2012

IMIEcoEngineering
A division of The John R. McAdams Company, Inc
Subsection: Elevation -Area Volume Curve
Label: WL
Return Event: 2 years
Storm Event: 2 year
Elevation Planimeter Area Al +A2 +sqr Volume Volume (Total)
(ft) (ftz) (ftz) (Ai *A2) (ac -ft) (ac -ft)
(ftz)
395.00
0.0
18,438.000
0.000
0.000
0.000
396.00
0.0
20,412.000
58,249.909
0.446
0.446
398.00
0.0
22,258.000
63,985.025
0.979
1.425
399.00
0.0
23,225.000
68,219.360
0.522
1.947
AT-12000
J Shinn, El
7/19/2012

�EcoEngineering
A division of The John R. McAdams Company, Inc
Subsection: Outlet Input Data
Label: Wetland Outlet
Return Event: 2 years
Storm Event: 2 year
Requested Pond Water Surface Elevations
Minimum (Headwater) 395.00 ft
Increment (Headwater) 0.10 ft
Maximum (Headwater) 399.00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
Inlet Box
Riser
Forward
Culvert
397.20
399.00
Orifice- Circular
Siphon
Forward
Culvert
395.00
399.00
Culvert- Circular
Culvert
Forward
TW
393.50
399.00
Orifice- Circular
Orifice
Forward
TW
396.00
399.00
Tailwater Settings
Tailwater
(N /A)
(N /A)
,AT -12000
J Shinn, El
7/19/2012

J]EcoEngineering
A division of The John R McAdams Company, Inc
Subsection: Outlet Input Data
Label: Wetland Outlet
Structure ID. Riser
Structure Type: Inlet Box
Number of Openings
1
Elevation
397.20 ft
Orifice Area
25.0 ftz
Orifice Coefficient
0.600
Weir Length
20.00 ft
Weir Coefficient
3.00 (ft ^0.5) /s
K Reverse
1.000
Manning's n
0.000
Kev, Charged Riser
0.000
Weir Submergence
False
Orifice H to crest
False
Return Event: 2 years
Storm Event: 2 year
AT -12000
J Shinn, Et
7/19/2012

I]EcoEngineering
A division of The John R. McAdams Company, Inc
Subsection: Outlet Input Data
Label: Wetland Outlet
Return Event: 2 years
Storm Event: 2 year
Structure ID: Culvert
Structure Type: Culvert- Circular
Number of Barrels
1
Diameter
36.0 in
Length
40.00 ft
Length (Computed Barrel)
40.00 ft
Slope (Computed)
0.013 ft/ft
Outlet Control Data
Manning's n
0.013
Ke
0.500
Kb
0.007
Kr
0.500
Convergence Tolerance
0.00 ft
Inlet Control Data
Equation Form
Form 1
K
0.0098
M
2.0000
C
0.0398
Y
0.6700
T1 ratio (HW /D)
1.154
T2 ratio (HW /D)
1.301
Slope Correction Factor
-0.500
Use unsubmerged Inlet control 0 equation below T1
elevation
Use submerged inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
inlet control,
interpolate between flows at T1 & T2. .
T1 Elevation 396.96 ft TI Flow
42.85 ft3 /s
T2 Elevation 397.40 ft T2 Flow
48.97 ft3 /s
AT -12000
J Shinn, El
7/19/2012

�EcoEngineering
A do ision of The John R McAdams Company, Inc
Subsection: Outlet Input Data
Label: Wetland Outlet
Structure ID: Siphon
Structure Type- Orifice- Circular
Number of Openings
1
Elevation
395.00 ft
Orifice Diameter
2.0 in
Orifice Coefficient
0.600
Structure ID- Orifice
Structure Type: Orifice- Circular
Number of Openings
1
Elevation
396.00 ft
Orifice Diameter
3.0 in
Orifice Coefficient
0.600
Structure ID: TW
Structure Type- TW Setup, DS Channel
Tailwater Type
Free Outfall
Convergence Tolerances
Maximum Iterations
30
Tailwater Tolerance
(Minimum)
0.01 ft
Tailwater Tolerance
(Maximum)
0.50 ft
Headwater Tolerance
(Minimum)
0.01 ft
Headwater Tolerance
(Maximum)
0.50 ft
Flow Tolerance (Minimum)
0,001 ft3 /s
Flow Tolerance (Maximum)
10.000 ft3 /s
Return Event: 2 years
Storm Event: 2 year
AT -12000
J Shinn, El
7/19/2012

]EcoEngineering
A division of The John R McAdams Company, Inc
Subsection: Composite Rating Curve
Label: Wetland Outlet
Composite Outflow Summary
Water Surface Flow Tailwater Elevation Convergence Error
Elevation (ft3 /s) (ft) (ft)
(ft)
Return Event: 2 years
Storm Event: 2 year
Contributing Structures
395.00
0.00
(N /A)
0.00
(no Q: Riser,Siphon,Culvert,Orifice)
395.10
0.00
(N /A)
0.00
Siphon,Culvert (no Q: Riser,Orifice)
395.20
0.04
(N /A)
0.00
Siphon,Culvert (no Q: Riser,Orifice)
395.30
0.05
(N /A)
0.00
Siphon,Culvert (no Q: Riser,Orifice)
395.40
0.00
(N /A)
0.00
Siphon,Culvert (no Q: Riser,Orifice)
395.50
0.07
(N /A)
0.00
Siphon,Culvert (no Q: Riser,Orifice)
395.60
0.08
(N /A)
0.00
Siphon,Culvert (no Q: Riser,Orifice)
395.70
0.00
(N /A)
0.00
Siphon,Culvert (no Q: Riser,Orifice)
395.80
0.09
(N /A)
0.00
Siphon,Culvert (no Q: Riser,Orifice)
395.90
0.09
(N /A)
0.00
Siphon,Culvert (no Q: Riser,Orifice)
396.00
0.10
(N /A)
0.00
Siphon,Culvert (no Q: Riser,Orifice)
396.10
0.12
(N /A)
0.00
Siphon,Culvert,Orifice (no Q: Riser)
396.20
0.17
(N /A)
0.00
Siphon,Culvert,Orifice (no Q: Riser)
396.30
0.10
(N /A)
0.00
Siphon,Culvert,Orifice (no Q: Riser)
396.40
0.12
(N /A)
0.00
Siphon,Culvert,Orifice (no Q: Riser)
396.50
0.27
(N /A)
0.00
Siphon,Culvert,Orifice (no Q: Riser)
396.60
0.29
(N /A)
0.00
Siphon,Culvert,Orifice (no Q: Riser)
396.70
0.31
(N /A)
0.00
Siphon,Culvert,Orifice (no Q: Riser)
396.80
0.33
(N /A)
0.00
Siphon,Culvert,Orifice (no Q: Riser)
396.90
0.35
(N /A)
0.00
Siphon,Culvert,Orifice (no Q: Riser)
397.00
0.37
(N /A)
0.00
Siphon,Culvert,Orifice (no Q: Riser)
397.10
0.38
(N /A)
0.00
Siphon,Culvert,Orifice (no Q: Riser)
397.20
0.40
(N /A)
0.00
Siphon,Culvert,Orifice (no Q: Riser)
397.30
2.31
(N /A)
0.00
Riser,Siphon,Culvert,Orifice
397.40
5.79
(N /A)
0.00
Riser, Siphon,Culvert,Orifice
397.50
10.30
(N /A)
0.00
Riser,Siphon,Culvert,Orifice
397.60
15.61
(N /A)
0.00
Riser,Siphon,Culvert,Orifice
397.70
21.64
(N /A)
0.00
Riser,Siphon,Culvert,Orifice
397.80
28.31
(N /A)
0.00
Riser,Siphon,Culvert,Orifice
397.90
35.55
(N /A)
0.00
Riser,Siphon,Culvert,Orifice
398.00
43.34
(N /A)
0.00
Riser,Siphon,Culvert,Orifice
398.10
51.63
(N /A)
0.00
Riser,Siphon,Culvert,Orifice
398.20
58.66
(N /A)
0.00
Riser,Culvert,Orifice (no Q: Siphon)
398.30
59.74
(N /A)
0.00
Riser,Culvert,Orifice (no Q: Siphon)
398.40
60.80
(N /A)
0.00
Riser,Culvert,Orifice (no Q: Siphon)
398.50
61.83
(N /A)
0.00
Riser,Culvert,Orifice (no Q: Siphon)
398.60
62.84
(N /A)
0.00
Riser,Culvert,Orifice (no Q: Siphon)
398.70
63.85
(N /A)
0.00
Riser,Culvert,Orifice (no Q: Siphon)
398.80
64.83
(N /A)
0.00
Riser,Culvert,Orifice (no Q: Siphon)
398.90
65.82
(N /A)
0.00
Riser,Culvert,Orifice (no Q: Siphon)
399.001
66.78
(N /A) 1
0.00
Riser,Culvert,Orifice (no Q: Siphon)
.IT -12000
J Shinn, El
7/19/2012

�EcoEngineering
A division of The John R McAdams Company, Inc
Subsection: Elevation - Volume -Flow Table (Pond)
Label: WL
Infiltration
0.00
Infiltration Method
18,438.000
(Computed)
No Infiltration
0.00
395.10
Initial Conditions
0.043
Elevation (Water Surface,
0.00
Initial)
3
95.00 ft
Volume (Initial)
0.000 ac -ft
Flow (Initial Outlet)
0.00 ft3 /s
Flow (Initial Infiltration)
0.00 ft3 /s
Flow (Initial, Total)
0.00 ft3 /s
Time Increment
1.000 min
Elevation Outflow Storage Area Infiltration Flow (Total)
(ft) (ft3 1(s) (ac -ft) (ft2) rft3ic) (ItaicN
Return Event: 2 years
Storm Event: 2 year
2S /t + 0
iff3 ice%
395.00
0.00
0.000
18,438.000
0.00
0.00
0.00
395.10
0.00
0.043
18,630.884
0.00
0.00
61.78
395.20
0.04
0.086
18,824.771
0.00
0.04
124.24
395.30
0.05
0.129
19,019.662
0.00
0.05
187.33
395.40
0.00
0.173
19,215.556
0.00
0.00
251.01
395.50
0.07
0.217
19,412.454
0.00
0.07
315.45
395.60
0.08
0.262
19,610.356
0.00
0.08
380.50
395.70
0.00
0.307
19,809.262
0.00
0.00
446.12
395.80
0.09
0.353
20,009.171
0.00
0.09
512.58
395.90
0.09
0.399
20,210.084
0.00
0.09
579.61
396.00
0.10
0.446
20,412.000
0.00
0.10
647.32
396.10
0.12
0.493
20,502.402
0.00
0.12
715.53
396.20
0.17
0.540
20,593.005
0.00
0.17
784.07
396.30
0.10
0.587
20,683.806
0.00
0.10
852.80
396.40
0.12
0.635
20,774.808
0.00
0.12
921.92
396.50
0.27
0.683
20,866.009
0.00
0.27
991.47
396.60
0.29
0.731
20,957.411
0.00
0.29
1,061.20
396.70
0.31
0.779
21,049.011
0.00
0.31
1,131.23
396.80
0.33
0.827
21,140.812
0.00
0.33
1,201.56
396.90
0.35
0.876
21,232.812
0.00
0.35
1,272.20
397.00
0.37
0.925
21,325.013
0.00
0.37
1,343.15
397.10
0.38
0.974
21,417.412
0.00
0.38
1,414.40
397.20
0.40
1.023
21,510.012
0.00
0.40
1,485.96
397.30
2.31
1.073
21,602.811
0.00
2.31
1,559.73
397.40
5.79
1.122
21,695.811
0.00
5.79
1,635.38
397.50
10.30
1.172
21,789.009
0.00
10.30
1,712.36
397.60
15.61
1.222
21,882.408
0.00
15.61
1,790.45
397.70
21.64
1.273
21,976.006
0.00
21.64
1,869.58
397.80
28.31
1.323
22,069.805
0.00
28.31
1,949.66
AT -12000
J Shinn, El
7/19/2012

-jEcoEngineering
A division of The John R. McAdams Company, Inc
Subsection: Elevation - Volume -Flow Table (Pond) Return Event: 2 years
Label: WL Storm Event: 2 year
Elevation
Outflow
Storage
Area
Infiltration
Flow (Total)
2S /t + 0
(ft)
(ft3 /S)
(ac -ft)
(ftz)
(ft3 /S)
(ft3 /s)
(ft3 /S)
397.90
35.55
1.374
22,163.802
0.00
35.55
2,030.63
398.00
43.34
1.425
22,258.000
0.00
43.34
2,112.45
398.10
51.63
1.476
22,353.775
0.00
51.63
2,195.10
398.20
58.66
1.528
22,449.755
0.00
58.66
2,276.79
398.30
59.74
1.579
22,545.941
0.00
59.74
2,352.87
398.40
60.80
1.631
22,642.333
0.00
60.80
2,429.24
398.50
61.83
1.683
22,738.930
0.00
61.83
2,505.91
398.60
62.84
1.736
22,835.733
0.00
62.84
2,582.87
398.70
63.85
1.788
22,932.741
0.00
63.85
2,660.16
398.80
64.83
1.841
23,029.955
0.00
64.83
2,737.75
398.90
65.82
1.894
23,127.375
0.00
65.82
2,815.67
399.001
66.781
1.947
23,225.000
0.00
66.78
2,893.88
IT -12000
J Shinn, El
7/19/2012

FEgjftoEngineering
A division of the John R. McAdams Company, Inc
Subsection: Level Pool Pond Routing Summary Return Event: 2 years
Label: WL (IN) Storm Event: 2 year
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
395.00 ft
Initial)
Volume (Initial)
0.000 ac -ft
Flow (Initial Outlet)
0.00 ft3 /s
Flow (Initial Infiltration)
0.00 ft3 /s
Flow (Initial, Total)
0.00 ft3 /s
Time Increment
1.000 min
Inflow /Outflow Hydrograph Summary
Flow (Peak In)
30.58 ft3 /s Time to Peak (Flow, In) 721.000 min
Flow (Peak Outlet)
0.93 ft3 /s Time to Peak (Flow, Outlet) 903,000 min
Elevation (Water Surface,
397.23 ft
Peak)
Volume (Peak)
1.037 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
1.492 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
Outflow)
0.468 ac -ft
Volume (Retained)
1.023 ac -ft
Volume (Unrouted)
-0.001 ac -ft
Error (Mass Balance)
0.0%
CMT -12000 J Shinn, El
9/6/2012

F4fftoEngineering
A division of The John R McAdams Company, Inc
Subsection: Level Pool Pond Routing Summary
Label: WL (IN)
Infiltration
0.000 ac -ft
Infiltration Method
No Infiltration
(Computed)
0.000 ac -ft
Volume (Total Outlet
Initial Conditions
1.603 ac-ft
Elevation (Water Surface,
395.00 ft
Initial)
-0.001 ac -ft
Volume (Initial)
0.000 ac -ft
Flow (Initial Outlet)
0.00 ft3 /s
Flow (Initial Infiltration)
0.00 ft3 /s
Flow (Initial, Total)
0.00 ft3 /s
Time Increment
1.000 min
Inflow /Outflow Hydrograph Summary
Return Event: 10 years
Storm Event: 10 year
Flow (Peak In) 48.17 ft3 /s Time to Peak (Flow, In) 721.000 min
Flow (Peak Outlet) 12.04 ft3 /s Time to Peak (Flow, Outlet) 751.000 min
Elevation (Water Surface, 397.53 ft
Peak)
Volume (Peak) 1.189 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
0.000 ac -ft
Volume (Total Inflow)
2.632 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
Outflow)
1.603 ac-ft
Volume (Retained)
1.028 ac -ft
Volume (Unrouted)
-0.001 ac -ft
Error (Mass Balance)
0.0%
CMT -12000
J Shinn, El
9/6/2012

[-jj]EcoEngineering
A division of The John R McAdams Company, Inc
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3 /s)
( vears) (ac -ft)
Subl to WL
Post 100 year - WC
100
4.457
721.000
68.25
Sub2 Bypass
Post 100 year - WC
100
1.468
733.000
12.66
Sub2 to BR
Post 100 year - WC
100
0.208
721.000
3.16
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3 /s)
( vears) (ac -ft)
POA -1
Post 100 year - WC
100
4.436
724.000
52,32
POA -2
Post 100 year - WC
100
1.676
733.0001
13.63
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3 /s)
(years) (ac -ft)
Maximum
Maximum
Water
Pond Storage
Surface
(ac -ft)
Elevation
(N /A)
(ft)
Post 100 year
WL (IN)
Post 100 year
100
4.457
721.000
68.25
(N /A)
(N /A)
WL (OUT)
Post 100 year
100
4.436
724.000
52.32
398.12
1.484
CMT -12000
J Shinn, El
9/6/2012

]g]EcoEngineering
A division of The John R McAdams Company, Inc
Subsection: Elevation -Area Volume Curve
Label: WL
Return Event: 100 years
Storm Event: 100 year
Elevation Plammeter Area Al +A2 +sqr Volume Volume (Total)
(ft) (ft2) (ft2) (Al *A2) (ac -ft) (ac -ft)
(ft2)
395.00
0.0
18,438.000
0.000
0.000
0.000
396.00
0.0
20,412.000
58,249.909
0.446
0.446
398.00
0.0
22,258.000
63,985.025
0.979
1.425
399.00
0.0
23,225.000
68,219.360
0.522
1.947
AT -12000
J Shinn, El
7/19/2012

-jEcoEngineering
A division of The John R McAdams Company, Inc
Subsection: Outlet Input Data
Label: Wetland Outlet - WC
Requested Pond Water Surface Elevations
Minimum (Headwater) 395.00 ft
Increment (Headwater) 0.10 ft
Maximum (Headwater) 399.00 ft
Return Event: 100 years
Storm Event: 100 year
Outlet Connectivity
Structure Type Outlet ID Direction Outfall El E2
(ft) (ft)
Inlet Box
Riser
Forward
Culvert
397.20
399.00
Culvert- Circular
Culvert
Forward
TW
393.50
399.00
Tailwater Settings
Tailwater
(N /A)
(N /A)
,iT -12000
J Shinn, El
7/19/2012

_jEcoEngineering
A division of The John R. McAdams Company, Inc
Subsection: Outlet Input Data
Label: Wetland Outlet - WC
Structure ID: Riser
Form 1
Structure Type- Inlet Box
0.0098
Number of Openings
1
Elevation
397.20 ft
Orifice Area
25.0 ftz
Orifice Coefficient
0.600
Weir Length
20.00 ft
Weir Coefficient
3.00 (ft ^0.5) /s
K Reverse
1.000
Manning's n
0.000
Kev, Charged Riser
0.000
Weir Submergence
False
Orifice H to crest
False
Structure ID: Culvert
Structure Type- Culvert- Circular
Number of Barrels
1
Diameter
36.0 in
Length
40.00 ft
Length (Computed Barrel)
40.00 ft
Slope (Computed)
0.013 ft/ft
Outlet Control Data
Manning's n
0.013
Ke
0.500
Kb
0.007
Kr
0.500
Convergence Tolerance
0.00 ft
Inlet Control Data
Equation Form
Form 1
K
0.0098
M
2.0000
C
0.0398
Y
0.6700
T1 ratio (HW /D)
0.000
T2 ratio (HW /D)
1.301
Slope Correction Factor
-0.500
Return Event: 100 years
Storm Event: 100 year
AT -12000
J Shinn, El
7/19/2012

]MIEcolEngineering
A division oMc John R. McAdams Company, Inc
Subsection: Outlet Input Data Return Event: 100 years
Label: Wetland Outlet - WC Storm Event: 100 year
Use unsubmerged inlet control 0 equation below T1
elevation
Use submerged inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
inlet control,
interpolate between flows at T1 & T2...
TI Elevation 393.50 ft T1 Flow 42.85 ft3 /s
T2 Elevation 397.40 ft T2 Flow 48.97 ft3 /s
AT -12000
J Shinn, El
7/19/2012

-jEooEngineering
A division of llic John R. McAdams Company, Inc
Subsection: Outlet Input Data
Label: Wetland Outlet - WC
Structure ID: TW
Structure Type. TW Setup, DS Channel
Tailwater Type
Free Outfall
Convergence Tolerances
Maximum Iterations
30
Tailwater Tolerance
0.01 ft
(Minimum)
Tailwater Tolerance
0.50 ft
(Maximum)
Headwater Tolerance
0.01 ft
(Minimum)
Headwater Tolerance
0.50 ft
(Maximum)
Flow Tolerance (Minimum)
0.001 W/s
Flow Tolerance (Maximum)
10.000 ft3 /s
Return Event: 100 years
Storm Event: 100 year
AT -12000 J Shinn, El
7/19/2012

]J]EcoEngineering
A division of The John R McAdams Company, Inc
Subsection: Composite Rating Curve
Label: Wetland Outlet - WC
Composite Outflow Summary
Return Event: 100 years
Storm Event: 100 year
Water Surface Flow Tailwater Elevation Convergence Error Contributing Structures
Elevation (ft3 /s) (ft) (ft)
(ft)
395.00
0.00
(N /A)
0.00
(no Q: Riser,Culvert)
395.10
0.00
(N /A)
0.00
(no Q: Riser,Culvert)
395.20
0.00
(N /A)
0.00
(no Q: Riser,Culvert)
395.30
0.00
(N /A)
0.00
(no Q: Riser,Culvert)
395.40
0.00
(N /A)
0.00
(no Q: Riser,Culvert)
395.50
0.00
(N /A)
0.00
(no Q: Riser,Culvert)
395.60
0.00
(N /A)
0.00
(no Q: Rlser,Culvert)
395.70
0.00
(N /A)
0.00
(no Q: Riser,Culvert)
395.80
0.00
(N /A)
0.00
(no Q: Riser,Culvert)
395.90
0.00
(N /A)
0.00
(no Q: Riser,Culvert)
396.00
0.00
(N /A)
0.00
(no Q: Riser,Culvert)
396.10
0.00
(N /A)
0.00
(no Q: Riser,Culvert)
396.20
0.00
(N /A)
0.00
(no Q: Riser,Culvert)
396.30
0.00
(N /A)
0.00
(no Q: Riser,Culvert)
396.40
0.00
(N /A)
0.00
(no Q: Riser,Culvert)
396.50
0.00
(N /A)
0.00
(no Q: Riser,Cuivert)
396.60
0.00
(N /A)
0.00
(no Q: Riser,Culvert)
396.70
0.00
(N /A)
0.00
(no Q: Riser,Culvert)
396.80
0.00
(N /A)
0.00
(no Q: Riser,Culvert)
396.90
0.00
(N /A)
0.00
(no Q: Riser,Culvert)
397.00
0.00
(N /A)
0.00
(no Q: Riser,Culvert)
397.10
0.00
(N /A)
0.00
(no Q: Riser,Culvert)
397.20
0.00
(N /A)
0.00
(no Q: Riser,Culvert)
397.30
1.90
(N /A)
0.00
Rlser,Culvert
397.40
5.37
(N /A)
0.00
Riser,Culvert
397.50
9.86
(N /A)
0.00
Rlser,Culvert
397.60
15.18
(N /A)
0.00
Riser,Culvert
397.70
21.22
(N /A)
0.00
Riser,Culvert
397.80
27.89
(N /A)
0.00
Riser,Culvert
397.90
35.15
(N /A)
0.00
Riser,Culvert
398.00
42.94
(N /A)
0.00
Riser,Culvert
398.10
51.23
(N /A)
0.00
Riser,Culvert
398.20
58.29
(N /A)
0.00
Riser,Culvert
398.30
59.37
(N /A)
0.00
Rlser,Culvert
398.40
60.44
(N /A)
0.00
Riser,Culvert
398.50
61.46
(N /A)
0.00
Riser,Culvert
398.60
62.47
(N /A)
0.00
Riser,Culvert
398.70
63.47
(N /A)
0.00
Riser,Culvert
398.80
64.44
(N /A)
0.00
Riser,Culvert
398.90
65.42
(N /A)
0.00
Rlser,Culvert
399.001
66.38
(N /A)
0.00
Riser,Culvert
,IT -12000
J Shinn, El
7/19/2012

-:1]Ec ®Engineering
A division of The John R McAdams Company, Inc
Subsection: Elevation - Volume -Flow Table (Pond)
Label: WL
Infiltration
0.00
Infiltration Method
(Computed)
No Infiltration
0.00
395.10
Initial Conditions
0.043
Elevation (Water Surface,
0.00
Initial)
3
97.20 ft
Volume (Initial)
1.023 ac -ft
Flow (Initial Outlet)
0.00 ft3 /S
Flow (Initial Infiltration)
0.00 ft3 /S
Flow (Initial, Total)
0.00 ft3 /S
Time Increment
1.000 min
Return Event: 100 years
Storm Event: 100 year
Elevation Outflow Storage Area Infiltration Flow (Total) 2S /t + 0
(ft) (ft3 /S) (ac -ft) fft21 M3 /Q) (ft3 /cl /fF3 1c1
395.00
0.00
0.000
18,438.000
0.00
0.00
0.00
395.10
0.00
0.043
18,630.884
0.00
0.00
61.78
395.20
0.00
0.086
18,824.771
0.00
0.00
124.21
395.30
0.00
0.129
19,019.662
0.00
0.00
187.28
395.40
0.00
0.173
19,215.556
0.00
0.00
251.01
395.50
0.00
0.217
19,412.454
0.00
0.00
315.39
395.60
0.00
0.262
19,610.356
0.00
0.00
380.42
395.70
0.00
0.307
19,809.262
0.00
0.00
446.12
395.80
0.00
0.353
20,009.171
0.00
0.00
512.49
395.90
0.00
0.399
20,210.084
0.00
0.00
579.52
396.00
0.00
0.446
20,412.000
0.00
0.00
647.22
396.10
0.00
0.493
20,502.402
0.00
0.00
715.41
396.20
0.00
0.540
20,593.005
0.00
0.00
783.90
396.30
0.00
0.587
20,683.806
0.00
0.00
852.70
396.40
0.00
0.635
20,774.808
0.00
0.00
921.80
396.50
0.00
0.683
20,866.009
0.00
0.00
991.20
396.60
0.00
0.731
20,957.411
0.00
0.00
1,060.90
396.70
0.00
0.779
21,049.011
0.00
0.00
1,130.91
396.80
0.00
0.827
21,140.812
0.00
0.00
1,201.23
396.90
0.00
0.876
21,232.812
0.00
0.00
1,271.85
397.00
0.00
0.925
21,325.013
0.00
0.00
1,342.78
397.10
0.00
0.974
21,417.412
0.00
0.00
1,414.02
397.20
0.00
1.023
21,510.012
0.00
0.00
1,485.57
397.30
1.90
1.073
21,602.811
0.00
1.90
1,559.32
397.40
5.37
1.122
21,695.811
0.00
5.37
1,634.95
397.50
9.86
1.172
21,789.009
0.00
9.86
1,711.92
397.60
15.18
1.222
21,882.408
0.00
15.18
1,790.03
397.70
21.22
1.273
21,976.006
0.00
21.22
1,869.16
397.80
27.89
1.323
22,069.805
0.00
27.89
1,949.25
,iT -12000
J Shinn, El
7/19/2012

-JEcoEngineering
A division of The John R McAdams Company, Joe
Subsection: Elevation - Volume -Flow Table (Pond) Return Event: 100 years
Label: WL Storm Event: 100 year
Elevation
Outflow
Storage
Area
Infiltration
Flow (Total)
2S /t + 0
(ft)
(ft3 /S)
(ac-ft)
(ft2)
(ft3 /S)
(ft3 /S)
(ft3 /S)
397.90
35.15
1.374
22,163.802
0.00
35.15
2,030.22
398.00
42.94
1.425
22,258.000
0.00
42.94
2,112.05
398.10
51.23
1.476
22,353.775
0.00
51.23
2,194.69
398.20
58.29
1.528
22,449.755
0.00
58.29
2,276.43
398.30
59.37
1.579
22,545.941
0.00
59.37
2,352.50
398.40
60.44
1.631
22,642.333
0.00
60.44
2,428.88
398.50
61.46
1.683
22,738.930
0.00
61.46
2,505.54
398.60
62.47
1.736
22,835.733
0.00
62.47
2,582.50'
398.70
63.47
1.788
22,932.741
0.00
63.47
2,659.78
398.80
64.44
1.841
23,029.955
0.00
64.44
2,737.37
398.90
65.42
1.894
23,127.375
0.00
65.42
2,815.27
399.00
66.381
1.9471
23,225.000
0.00
66.38
2,893.48
J -12000
J Shinn, El
7/19/2012

®EcoEngineering
A division of The John R McAdams Company, Inc
Subsection: Level Pool Pond Routing Summary
Label: WL (IN)
Infiltration
Infiltration Method No Infiltration
(Computed)
Initial Conditions
Elevation (Water Surface,
397.20 ft
Initial)
398.12 ft
Volume (Initial)
1.023 ac -ft
Flow (Initial Outlet)
0.00 ft3 /s
Flow (Initial Infiltration)
0.00 ft3 /s
Flow (Initial, Total)
0.00 ft3 /s
Time Increment
1.000 min
Inflow /Outflow Hydrograph Summary
Return Event: 100 years
Storm Event: 100 year
Flow (Peak In) 68.25 ft3 /s Time to Peak (Flow, In) 721.000 min
Flow (Peak Outlet) 52.32 ft3 /s Time to Peak (Flow, Outlet) 724.000 min
Elevation (Water Surface,
Peak)
398.12 ft
Volume (Peak)
1.484 ac -ft
Mass Balance (ac -ft)
Volume (Initial)
1.023 ac -ft
Volume (Total Inflow)
4.457 ac -ft
Volume (Total Infiltration)
0.000 ac -ft
Volume (Total Outlet
Outflow)
4.436 ac -ft
Volume (Retained)
1.043 ac -ft
Volume (Unrouted)
-0.001 ac -ft
Error (Mass Balance)
0.0%
CMT -12000
J Shinn, El
9/6/2012

WETLAND AND BIORETENTION AREA
SOUTHBRIDGE FELLOWSHIP CHURCH
CMT -12000

SOUTHBRIDGE FELLOWSHIP STAGE STORAGE J. SHINN, EI
CMT -12000 WETLAND 7/19/2012
{STAGE- STORAGE FUNCTIDIV - `ABOVEiVORiI%IAL POOL h
Average
Incremental
Accumulated
Estimated
Contour Contour
Contour
Contour
Stage
Contour Stage Area Area
Volume
Volume
w/ S -S Fxn
(feet) (feet) (SF) (SF)
(CF)
(CF)
(feet1
395.0
0.0
18,438
70,000
R2 = 1
396.0
1.0
20,412
19,425
19,425
19,425
1.00
398.0
3.0
22,258
21,335
42,670
62,096
2.99
399.0
4.0
23,225
22,742
22,742
84,837
4.02
90,000
80,000
Storage vs. Stage
y = 19410x' 061
70,000
R2 = 1
C 60,000
U
50,000
c 40,000
30,000
20,000
10,000
0
00
10 20 30 40 50
Stage (feet)
Ks = 19410
b = 1.061

SOUTHBRIDGE FELLOWSHIP STAGE STORAGE J. SHINN, EI
CMT -12000 WETLAND 7/19/2012
_> Stage - Storage Function
Ks = 19410
b = 1.061
Zo = 395
Elevation
feet
� Storage
[cf]
[acre -feet]
395.00
0
0.000
395.20
3,519
0.081
395.40
7,342
0.169
395.60
11,289
0.259
395.80
11,289
0.259
396.00
15,318
0.352
396.20
19,410
0.446
396.40
23,552
0.541
396.60
27,738
0.637
396.80
31,959
0.734
397.00
36,213
0.831
397.20
401497
0.930
397.40
44,806
1.029
397.60
49,139
1.128
397.80
53,495
1.228
398.00
57,871
1.329
398.20
62,266
1.429
398.40
66,679
1.531
398.60
71,109
1.632
398.80
75,555
1.735
399.00
80,016
1.837
399.20
84,491
1.940
399.40
88,980
2.043
399.60
93,482
2.146
399.80
97,997
2.250
400.00
102,523
2.354

SOUTHBRIDGE FELLOWSHIP VOLUME CALCULATIONS
CMT -12000 WETLAND
;WATER QUALITY VOLUME CALCULATIONS ^`__ � ^_ '
Determination of Water Quality Volume =>
WQ v = (P) (R v)(A) /12
where,
WQv = water quality volume (in acre -ft)
Rv = 0.05 +0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area, A =
10.39
acres
Impervious area =
4.68
acres
Percent impervious cover, I =
45.0
%
Rainfall, P =
1.0
inches
Calculated values:
Rv =
0.46
WQv =
0.39
acre -ft
=
17177
cf
Associated Depth in Wetland = =>
WQv =
17177
cf
StageJStorage data:
Ks= 19410
b = 1.061
Zo = 395.00
Volume in 1" rainfall = 17177 cf
Calculated values:
Depth of WQV in Basin = 0.89 ft
= 10.69 inches
Elevation = 395.89 ft
Wetland Sizing =>
WQv = 17177 cf
Maximum Ponding Depth = 12 inches
Calculated values:
Surface area required = 17,177 sf
Surface area provided = 18,438 sf
J. SHINN, EI
9/6/2012

SOUTHBRIDGE FELLOWSHIP WETLAND J. SHINN, EI
CMT -12000 SIPHON DESIGN 7/19/2012
(WATER QUALITY VOLUtYIE _J
D orifice
# orifices
Ks
b
Cd siphon
Normal Pool Elevation
Volume @ Normal Pool
Orifice Invert
WSEL @ 1" Runoff Volume
2 inch
1
19410
1.061
0.60
395.00 feet
0 cf
395.00 feet
395.89 feet
WSEL
feet
Vol. Stored
W)
Siphon Flow
(ells)
Avg. Flow
cfs
Incr. Vol.
c
Incr. Time
sec
395.89
17098
0.094
395.81
15495
0.089
0.092
1603
17479
395.73
13902
0.084
0.087
1593
18345
395.65
12320
0.079
0.082
1583
19370
395.57
10749
0.073
0.076
1571
20610
395.49
9191
0.067
0.070
1558
22156
395.42
7648
0.060
0.064
1543
24161
395.34
6124
0.053
0.057
1525
26918
395.26
4620
0.044
0.048
1503
31079
395.18
3145
0.033
0.038
1475
38570
395.10
1710
0.014
0.023
1435
61080
Drawdown Time = 3.24 days
By comparison, if calculated by the average head over the orifice
(assuming average head is half the total depth), the result would be:
Average driving head on orifice = 0.402 feet
Orifice composite loss coefficient = 0.600
Cross - sectional area of siphon = 0.022 sf
Q = 0.0666 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec /day)
Drawdown Time = 2.97 days

SOUTHBRIDGE FELLOWSHIP VOLUME CALCULATIONS
CMT -12000 BIORETENTION
r_____— a_ _�___ ------ - - - - --
�WATER QUALITY VOLUME CALCULATIONS— _�
Determination of Water Quality Volume =>
WQ v = (P) (R v) (A) /12
where,
WQv = water quality volume (in acre -ft)
RV = 0.05 +0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Input data:
Total area, A =
0.46 acres
Impervious area =
0.24 acres
Percent impervious cover, I =
50.7 %
Rainfall, P =
1.0 inches
Calculated values:
Rv= 0.51
WQv = 0.02 acre -ft
853 cf
Bioretention Area Sizing =>
WQv = 853 cf
Maximum Ponding Depth = 9 inches
Calculated values:
Surface area required = 1,138 sf
Surface area provided = 1,146 sf
J. SHINN, EI
9/6/2012

NITROGEN EXPORT CALCULATIONS
SOUTHBRIDGE FELLOWSHIP CHURCH
CMT -12000

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SOUTHBRIDGE FELLOWSHIP TN Export J. SHINN, EI
CMT -12000 Summary 9/6/2012
SUMMARY OF TOTAL NITROGEN EXPORT
Total TN Export - Total Site (Before Treatment) =
10.31
Ibs /ac /yr
Total Area - Total Site =
10.78
acres
Total TN Export - Total Site =
111.16
Ibs /yr
Total TN Export To Wetland =
12.84
Ibs /ac /yr
Total Area -To Wetland =
7.97
acres
Total TN Export - To Wetland =
102.33
Ibs /yr
Wetland Nitrogen Removal Efficiency =
40%
TN Export from Wetland Outflow =
61.40
Ibs /yr
Total Nitrogen Removed by Wetland =
40.93
Ibs /yr
Total TN Export To Bioretention =
11.41
Ibs /ac /yr
Total Area - To Bioretention =
047
acres
Total TN Export - To Bioretention =
5.36
Ibs /yr
Bioretention Nitrogen Removal Efficiency =
35%
TN Export from Bioretention Outflow =
3.49
Ibs /yr
Total Nitrogen Removed by Bioretention =
1.88
Ibs /yr
Total TN Export - Total Site (After Wetland and
Bioretention Treatment)=
68.35
Ibs /yr
Total TN Export Rate - Total Site (After Treatment) = 6.34 Ibs /ac /yr
The Neuse Performance Standards permit a maximum
allowable nitrogen loading rate of 10.0 lbs/acre/year. It is
then necessary to pay nitrogen offset fees to "buydown" the
removal efficieny to 3.6 lbs/acre/year.
Total Project Area = 10.78 acres
Max. TN -Export w/o Offset Fee = 3.6 Ibs /ac /yr
38.81 Ibs /yr
Computed TN -Export from Project Area = 6.34 Ibs /ac /yr
68.35 Ibs /yr
TN -Load offset by payment = 29.54 Ibs /yr
Offset Fee = $608.70 per pound
Total offset fee = $17,983.80
Note: Preliminary Sub - Division nitrogen export calculation
and buy -down rate based on current NC EEP rates. Once
the nitrogen export calculations and final buy down amount is
determined through the Raleigh permitting process, the actual
buy down amount.
TNexport.xls Summary

SEASONAL HIGH WATER TABLE
SOUTHBRIDGE FELLOWSHIP CHURCH
CMT -12000

EcoEngineering
A division of The John R. McAdams Company, Inc.
MEMORANDUM
Date: August 22, 2012
To: James Caldwell, PE
From: George Buchholz, REM, PWS
Re: Southbridge Fellowship Church — SWMF #1 & #2
Seasonal Nigh Water Table
CMT -12000
A field investigation was conducted on August 22, 2012 at the proposed
location of two stormwater management facilities (SWMF) associated with
the Southbridge Fellowship Church development. The proposed Southbridge
Fellowship Church development is located at 10931 Glenwood Avenue,
Raleigh, North Carolina. A soil boring was established within each SWMF to
determine the approximate seasonal high water table depth from the soil
surface. GeoTechnologies conducted the auger borings and George Buchholz
interpreted the approximate depth of the seasonal high water table. The
attached Boring Location Plan depicts the location of soil borings within each
SWMF. Below is a brief summary of the soil type(s) and the approximate
seasonal high water table depth.
Soil Boring SW #1
Soil Type(s):
Madison sandy loam, 10 to 15 percent slopes: located on narrow side slopes,
deep, well drained, with moderate permeability.
Soil Boring Results:
A soil boring was advanced by GeoTechnologies and was abandoned due to
auger refusal at a depth of 163 inches below the soil surface. The apparent
seasonal high water table depth at this elevation was determined to be greater
than 163 inches below the soil surface.
General Soil Boring Observations
In general, the profile of the soil boring was reddish brown sand that are
tightly compacted. Soil mottling was not observed within the 163" inch
profile. Below is a photograph of the soil boring.
Research Triangle Park, NC
Post Office Box 14005
Reseach Triangle Park,
North Carolina 27709
? Meridian Parkway
, North Carolina 27713
.,3-5646
919 - 287 -4262
919.361 -2269 Fax
www.eco"rcom Design Services Focused On Client Success

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EcoEngineering
A division of The John R. McAdams Company, Inc.
Photo 1. Soil boring S W# 1.
Soil Borine SW #2
Soil Type(s):
White Store sandy loam, 10 to 20 percent slopes: located on narrow side
slopes, moderately deep, well drained, with slow permeability.
Soil Boring Results:
A soil boring was advanced by GeoTechnologies and was abandoned due to
auger refusal at a depth of 96 inches below the soil surface. The apparent
seasonal high water table depth at this elevation was determined to be greater
than 96 inches below the soil surface.
General Soil Boring Observations
In general, the profile of the soil boring was reddish brown sand that are
tightly compacted. Soil mottling was not observed within the 96 inch profile.
Below is a photograph of the soil boring.

EcoEngineering
A division of The John R. McAdams Company, Inc.
Photo 2. Soil boring SW #2.

t.� - •, ,' ab v . ?ti ill '� �: 3 u , � � r ' +, " s s ��) : =11 "q � E *- : � a ,.
RANrYA a
_1 .ro�tsys'rwv
The projection used in the preparation of this map was the Furth Carolina
State Plans; (FIPS7.ONF 3260). The horizontal datum was the North Arnert n
Datum of 1903. GRS80 ellipsoid. Differences it datum, ellipsoid. projection, 0,
Ur imrsalTramverse Mercator zones used in the production of FIR`Wsi for cr tacvr,!'
jurisdictions may result in slight positional differences it map features acrd.
jurisdictional boundaries. These differences do not affect The saGVur+�ry of ttii <.
FIRM. All coordinates on this reap are in U.S. Survey Feet, when:
1 U.S. Survey Foot = 12001`3937 Meters.
Flood elevations: on this neap are referenced to the North Arras =ric<an V rtica
Datum of 1988 (NAVD 88), These flood elevations must be compared to structure
and ground elevations referenced to the same vertical datum. An average
offset between NAVD 88 and the National Geodetic Vertical Datum of 1929
(NGVD 28) has been computed for each North Carolina county. This offset was
then applied to the NGVD 29 flood elevations that were not revised during the,
creation of this statewide format FIRM. The offsets for each county shown orf
this FIRM panel are shown in the vertical datum offset table below. Where a
county boundary and a flooding source with unrevised NGVD 29 flood elevtatiorn
are coincident, an individual offset has been calculated and applied during the
creation of this statewide format FIRM. See Section 6.1 of the accompanying
Flood Insurance Study report to obtain further information on the conversion,
,
of elevations between NAVD 88 and NGVD 29. To obtain current elevation.
description, and /or location information for bench marks shown on this map
please contact the North Carolina Geodetic Survey at the address shown below,
You may also contact the Information Services Branch of the National Georm
Survey at (301) 713 -5242. or visit
North Carolina Geodetic Survey County Average Vertical Datum Offset TabE
121 West Jones Street Coe: D/ vertical % 'lturn onmr d
Raleigh, NC 27601 Duriarr
(919)'733--3836 Wake
, .nctas.state.nc.us I
All strearns listed in the Resod Hazard Data Table below were steadied t: v
detailed methods using field survey. Cattier flood ha7 and data •; nukn an i i>
malt may have been derived using either a coastsl'aralysis or limited detailej
riverine analysis. More information on the floodinq sourer s studlud by tlzemr
analyses is contained in the Flood Insurance Steady report.
FLOOD HAZARD DATA TABLE
- -. - F Arlrb'.Jr Cli;scr „ri
cr.e% Strea, Flood Disaharpo 000-yov!
Socacr salon (afs) wato--S'rrrraeo Llovarian
lfaaft 3AVD 843)
rl rn =3y Sh d =n t ��Fai
mo Cemrf r at Slum.
f wcria�rmentz3csianCara
ia,t: }i l4onrlwav Width
LICK CREEK TRIBUTARY I
071 710 NA
332.2
40
STIRRUP [RON CREEK TRIBUTARY A
g0hi
026 2.557 NA
355.2
160
035 3.623 NA
355.8
175
042
359.3
70
STIRRUP IRON CREEK TRIBUTARY C
t'WM-I,C- `'ter' OF
144 14.40e3 NA
376.6
64 i
TRIBUTARY TO STIRRUP IRON CRFFK TRIBUTARY A
',g' o
001 124 NA
3b6.6
94
006 637 NA
358.9
6a is
009 855 NA
360.7
63
01 t 1 .t#75 NA
3612.6
014 4 ,385 NA
365.5
a
Oi 5 1.4513 NA
367.4
25
uNNAMPI) TRIBUTARY NO.2 TO STIRRUP IRON CREEK TRIBUTARY C
014
1 e -03 PPA
332.3
25
This digital Flood Insurance Rate Map (FIRM) was produced through Fa unique
cooperative partnership between the State of North Carolina and the Feder-
Fame r9 ? n rY Management Agency (FEMA)
. The State o f No ise Carolina na ha--
implemented a long terms approach offioodplain irranagement'to decrease
the assts associated with flooding. This Is demonstrated by the Stags cor,
mitment to Ina flood plain areas at the local level. As a part of this effort; t=ale
p !� p
State of N Dell Carolina h as joined in a Cooperating Technical State
z, rr r
no ~::
With FEVA to produce a r d maintain this digital
M.
t = -r
r
sv v'
5'3'x.," -..,.
ZONE E
ZONE AE
ti --416.
'_-,7d ..
3 ^1155, 3e
�y r
i sY;
ra °as 30^ s; €tta JOINS PANEL 0850 ;.. �x�,,.
This roar) i`` tc us lr Warier a: t rirIq tile, r4aition,al Mood Insurwice Program. it does not
ncets
s�ri €d �nii� Ala � ��� �ra)ert `o flooding, particularly fr m local drainage sources
c€farrttlt Sizo. a'eiL cmmauua le.lv Inaap : repoSIWy SiloUld b � C.tinsttli0d for possible
upcieted or additioral flood hazard in €orm. Lion.
To otatiin mor €. detAie d is-sicarmation in arcis Where Base Flossed Elevations (BFES)
and /or flt odway have bean de-terrelinad, users are encouraged to consult the Flood
Profiles, locd, , y a � Ei d )Gt�`l. �d Flood Hazard m 7..� a and/or Sa me
a ry of Stillwate r
r
Elevations trb4rW won tai nc l within the E food Insurance
stud y ( IiS ) report that accompanies
This FIRM. Users 3E auE3 a amv r e that BF H, . _ ttvr o n the FIRM
represent rounded
�� � insurance raisin purposes
whole-foal, elevations. "fi3�; :�.� �il"LW err: intended for flood aura ce 9 p rp
only and should not be ,3__d j<; t1le uule uouit o of flood cle ration Information. Accordingly,
(load clavation data pre ss rated in the F" IS report should be utilized in conjunction with
`F P:. r'
> � . � can
:tt €, i-lrfcJi �c =r rsr ,.,. >r :.a e,i c;e;raarrzzat3sr.'r ;suet / € >€ ftocar§ ,E;aita era ,n� .rt4 , t,
Boundaries of bugle &atory floc mays .Jiown on tho nnM farflooding sources studied
o �;
I€ d��ils~d rr7,at :.�u„ Sr >rv.� ;;una eta �t cr�,�., ,�a�etiian4. :arse fntor €rtatcr3 between Gross
Y is �'
1 ,, �> s r requirements
. i . TI- G E1 aye',' we :e i�5=f 1's I ,.�i€1EU c4rr>.Itlt'rirlia�.rry b relit regard d to e U temenls
st:�..ts3Y .r i, ad � x ,a a C' q
y
g
z
, v',a, dv _ .era tE r YtIRGr14 f104dw3
,3�{ $e,�, t4:.ta- >sr,„EE S- Ei3.k :: ,,.,�i= « ,� �. t�a,�r. a,�r,.. t�It,rail 9dtfa, d of C pt.. y
..s ^rY
date for it air -r ,.,._mes luaied by a u, mviilads as w li m non-encroachment widths
fiel at: tAad melhirls amt
,. _ provided in . t. he FES report.
r
s
y k lly., The J, . ,,p art Cr 3�3 �� instructions ct' ns far dew, miring a floodwa y
€;1 �,wu aes = lac §tc d by tirnited detailed methods.
>a+.rrva a fvmrL V100
k
1111! 1 All
Certain areas not to Sp..cru +,,,, > d Amw, ;o ,, € - ,vea by tiitod control
structures. Refer to c � -
of the Fltaad Insurance
Study report %r In$srt?ra1t,.., all Q.•,E.r::s e.. this ��rrr,fofctr�ati.
Base map information! anti „ .,a ?.r} :. ,3{ ei, .r t.,st; , to tz. :,, � s,E .x is FfRIM Were obtainea from
various organizations.'inIrEt .'a(§ IiE u;5irrc.,teitselt, ssl? <#'. ii§ €ttzY,it° a1,t§rte and federal
agencies. and /or other ytaura T xs pai €ar iry b > €- ax tof this FIHM i,k m-4-if imagery acquired by
. ., . h
A °. �.< rd, -its ._: � m art. and
Durham _ � .. o a3+
U eospatiat data supplied by In", 1rn
c a winitVii r ,r Via, a` rf f t F f . : K,
" A ,44;0 snap specifications
,n :t �,Eauri a sot etlC.if >IEx"kix't•�;�fi i ear s 4r:: tk „f;: rna . See eoS atial
were considered the prGcc, . , � . _ _ p g p
metadata for the ass,esi.r.st ..:s ils,)o 4 °'IEIP f :e, .asl €fr€i 6,..t inf, rtuAtinn about base map
preparation.
Base reap features sgowr- ai ,4 r xrp coWV8t . "eta. arc based on the
most up-to-date date datta avail 4 t fi . Ty� .,.� a fir# ' the
corporate
limits may have up ct, n should since ��: this _ � d. v� P tsW
r:
consult the appropriate _- 1,ii ,sf„fit v,4 �. c 'ator2 conditions of
jurisdictional boundaries , w,.. > �., -> 1�.,r.+�r,- . T ... �F w , .iart roads, that were
-!?V
Wm � r, ti :r <.. � ,�a r fr , r -� ; model e was
not Considered in t'rik h�.. ,. _2a �. =r. r � wms> o� E a
created during the p ro L n to Iii .,. itmvfx,. g
ur,'a.
This map r3 p reflects more drt3al _ e d 3P5L ep d a
w Stream channel configurations than
those shown or the previous, FIRM for � � , .� � "C c;.� .rins and floodways
p t la
, --. i .< a
e ;� fr r �
that we eIra cereal horn the re�4 F6t�fiM , ..� l :�wr,> ,_� r�tlu� °ed to conform to
r transferred p Y )
these Pew stream channel configuratiowW_ As a ra2aj t , -Itw, Flood Profiles and Floodwaty
Data rabies in the i I)o d In%u_ rarce Saudi r ett�ieE� aslhortat°ve h y draulic
. data) may reflect stream channel d ist-nc t t , 'iffv ex "vhat is s: h orn on this map.
Please refer to the separately printed dap Index fear ' =ter .wortt*iraw map of the county
showing he I at" , r t `4 , m;; s): i ` riff
9 'otrt
Communities table containing National Flood Ir€ ,xr. €nov, Pr';,�gra €ri dates for each community
as well as 3 listing of the patic,Es on 4xea,fik- n. a .,< , Viz. alruk >, }): ; i.+ foip€.
If you have questions about this maps m ql la , s :rw ., a_;Ts cerr€inq terse National Flood
Insurance Program in general, pleam cafl 1-877412A E =877 316L­2627) `or visit the
9 9
aa:° z
FPP>tA website at �,fen� .
An accompanying l0 r to .1 ><
o f Ma p Amendment f LO vA3
revisitg
ertion
FiRM tray be available. Vsttt'�s North Carollas
at www.nefloodmaaos corn, or contact the FERA I
r�r.
a.l
e-3 �i' .p?t�l4r ,3.. �,.. x ..,a�E`.�x
for information on it eel r
F
Center may also be read lay, FaX at x40.. q,-',
r;: >.. Rz sic' ( )
MR r ` r
s
;.i
.
�and tf� it versions o f this .
on in' Program website .. - g 09
.
1,13 TiRhl. iia `, PENIA Map 3e'vice
.L�> .,a t o-
r ��' �
.,_}.„ i4 } i », S,�d., wt :;ixav?3.F135G:t�rrlu.3Ei�f
r
MAP REPOSITORY
RY
�. - ,
Pt�fcr^ to listing of Map Rel}sastitoai�� on map lr=dox or ar:n
EFFECTIVE DATE OF FLOOD INSURANCE RATE € IAP Flan .-1.
MAY 2 2006
EFFECTIVL DATE151 DF iiEMSI(3NIS)TO TI-111S d AUILL
<' i
rr. ei`: °cU i' c Z.. :3iEi..o4,3 5.�.. � % «3
Frsr c+artatnunit revision history far to stag tide a i 4a
Mi_ sto rg t�t� located in the Flood Insurance Study report for liars ) rr' - -d
To determine if ti..sae Ersu ra
ne is rvrElalc in r i s r lin u t
tly
, Cxrr_a r
� :z r
North Carolina e v um sn E sY Aarar ant or Nara
z
"awing phone numbers or websitesr
KC r� n3
DWI on irfEmte n lvianarra� tar i�iatrrsr€� i e.Na::. [r �. E ;Lr , a
cY E. r�;w
nfi
(919) TES -PtTOfl wAVw /
;; SPECIAL FL RD AREAS (SFHAsl SUBJECT TO
k INll°. UAHON BY THE I% ANNUAL CHANCE FLOOu
fie. 1 % xa.3'i"Y"- choc t food- t'r%t4j-ma flood), also IC3iZmn as the bate flood; is thew good
Its.€ h a 1 s. Chance, of bi-in equaled or ceded ire any given r ' The special
sa li"z"a l ���a � arm% sa €ye Ct to s by site 1 annEW spent). Arenas
of � "w r400d I�l rd Irsa Eud Zorn A, AF, AH, AO, AR, A99, V, and . The Saw
vl,r,d vk, -a € t:.the w ar €rfaw waiion of the 11 annual charwe iloW.
ZOM A No Ba f-lood ;klevatlions denearmned.
ZOM AE Hase Flood filmations dutermined.
ZCM AR F€oud JeplN, (A 1 to 3 fit (usually areas of pwiding); Base Flood
t:1- lfiatlow� de?termittsrcl,
ZOM AO FlotA dt s of -1 to 3 (usually sheet flow ore sloping terrain);
aver , e tee determined, For areas of alluvial fan flooding, vetocitles
4'4a ��rx3rntIned.
zom AR "S Ix ral t-Icx?d ".ward Area formerly protected from the 1% annual
r came flood by a flood control system that was subsecittently
ck- rortMed, sane? APL Indirwfw that the former flood control s ..stem P�
being restored to provide protection from the 11A annual cF►ance or
Weaver flag&
ZQM A" Area to b,, protected from 1 annual chance flood by a Federal
ilood protection stern under construction; no Base Flood Elevations
ck,teriatine&
ZONE Vic (:: food zone mith vekxity hazard (wave anion); Base Flood Elevations
€torrnined.
FI € )OWAY ALFAS IN 7ONF, AF
I1ae tloc4way is the channel of a stream plus any ad' nt fle;odplain areas that must tae.
l r rrx = of c r es st rrra2rat bra that ilia+ 1% annual m4nm firfrA can he carded without
�s tarfud arrere in ((gear( heights,
,r ° � a . OTHER FLOOD AREAS
ZCM x Ar sss of 04% annual drawee areas, of future conditions 1 annual
merle t1ra ; a 1 annual chance (load With average dew of
ihaan 1 t`T6ot or veldt drainap areas less than 4 square mile; and areas
prott,cted 1sy Paves from "1 annuat chance flood..
0-114fill AR EM
zom x A mar determined to be outside the 0.21A annual chance and future
conditicarra 1 % annual 41ta€ flooi$plain,
ZOW D Amer, In v=f kh fl ail: la1rards are undetermined, but possible.
ASTAL BARRIER I~$OURCIaS SYSTEM (CBRS) ARC
_ OTHERWISE PROTECTED AREAS (OPAs)
CERS 4,ay, aird QP'A% are: reo=,Ally located within or adjacent to Special Flood A and Areas.
N - - 1% annual chance fioodpUn boundary
0.2% anneal chance floodplain boundary and future
c,nnditiKans 1% annual chance: fioodplain boundary
F •ay boundary
- �- - ironer- n urns ary
anwm�um�aea�dm�meoe® C_ORS and OPA boundary
Boundary dividing Special Flood Hazard Areas of different
s._ Base flood Elevations, flood depft or flood velocities.
5f3_ Bass,- Flood Elevation fine and value:; elevation in fm*
Base Ftood, Elevation value where undorm within zone,
elevation In feeta
�Ro renw, d Pa - M)rth Arreviean Vertira! Datum of 1988
ens - j
(`nn,5 wcllon line-
- - Trarswa fi to
Graphic coordinates referenced to the North American
Daturn of lqfi3 fNAD 831
10M.-meter Universal Thanwerse Mercator grid ticks, zone 17
25 t At values: North E, wdlina Seto Flame coardinat€*
(F l . 2 E 3200, State Plane MAD 83 f t)
B YrtO North carolina Geodetic : Suzy bench marls finer
in ties Datum Information seam of ft FIRM paned.
Kaflonal0e<Aelk Survey bench murk (see explanation In
the M. soma Intarmation scroon of this FIRM pa nol).
e 111,5 River" mile
GRID NORTH
NAP CAS. I o rear 500' (1 a 6,000)
o sib taste
,.,, _ ... ..
METERS
154 t) ISO 300
1`� t
FLOOD 1. x RATE 1 P
yes t " a'.
rF 3 1 i z_ 1 i
tSEE LOCATOR OL04RAM
OR MAP INDEX FOR FIRM
PAW,1 LAYOUT)
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as Eb .
B I
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DB.KEIr w,CITV of
371
VS9
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377W43
07sa4'^
J
#tx ME 0011uly
',g' o
C-119
as
Nofti4 to user The cap r shown below Should be used
whwi placing map orders; :he cearAnafty Hadwr s-n
abovo shalAd be used on INSW0rECC apPlIoUb0a tbarthc SUTAOet
eamrrc wiry.

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GRAPHIC SCALE
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nomi
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PRELIMINARY DRAWING — NOT RELEASED FOR CONSTRUCTION

oomTmffjm*gm
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PROPERTY LINE
o -
�sa _
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UNANALYZED - )
AREA = 0.18 ac
-LD
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BIORETENTION
A = 0.46 -ac
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FA
NC GRID IN" 831
GRAPHIC SCALE
50 0 25 50 100
1 inch = 50 ft.
PRELIMINAR`1 DRAWING - NOT RELEASED FOR CONSTRUCTION
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PROJECT NO. CMT -12000
FmNAKE:CMT12000 -POS
DESIGNED BY: JWC /JES
DRAWN BY: JES
SCALE: 1 10-50'
DATE: 07 -19 -12
SHEET NO. POST
MiMeADAMS