20141276 Ver 1_Stormwater Management Report_20141211

WITHERS RAVEN EL
STORMWATER MANAGEMENT
REPORT
HOWARD /EMERSON TRACT - RESIDENTIAL
Cary, North Carolina
Prepared For:
NORTHWEST COMMUNITY CHURCH
7712 CARPENTER FIRE STATION RD
CARY NC 27519
ATTN: MR. JOEL CARPENTER
Prepared By:
WITHERS & RAVENEL, INC
115 MacKenan Drive
Cary, North Carolina 27511
Revised August 2014
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HOWARD /EMERSON TRACT
NORTHWEST COMMUNUNITY CHURCH - RESIDENTIAL
STORMWATER MANAGEMENT REPORT
CARY, NORTH CAROLINA
INTRODUCTION
The proposed Howard /Emerson Tract development is located at the intersection of Morrisville
Parkway and White Oak Church Road in Cary, NC. The proposed development is a low- density
residential development.
The site in its existing conditions is approximately 80% wooded with some open space and
impervious area. White Oak Church Road divides the site; it is a ridge which diverts stormwater runoff
to 2 analysis points for this study. The site is comprised of HSG "D" soils. A soils map is provided in
the Background Data portion of this report.
The impacts of the increased runoff from the development will be mitigated with one wet pond and
one stormwaterwetland.
Site outlined in blue.
STORMWATER MANAGEMENT REQUIREMENTS
The proposed development is with the Jordan Lake, Lower New Hope watershed. The site must
therefore meet Town requirements relating to town wide ordinances and policies for stormwater
compliance. To meet these requirements the Nitrogen export rates from the site are to be reduced to
4.4 lbs /ac /yr; Phosphorus export rates to 0.78 lbs /ac /yr.
NWCC - Residential W &R Project 02130427
Stormwater Management Report Revised August 2014

HOWARD /EMERSON TRACT
NORTHWEST COMMUNUNITY CHURCH - RESIDENTIAL
STORMWATER MANAGEMENT REPORT
CARY, NORTH CAROLINA
This is accomplished through the use of one wet pond and one stormwater wetland. Additionally,
peak flows at the point of analysis shall be reduced to predevelopment levels for the 1 -year storm and
larger storms must also be controlled to within the anticipated flows from R -40 zoning or 1o% of
predevelopment flows, whichever is less.
METHODOLOGY
The stormwater study was conducted using the natural drainage features as depicted by LIDAR
topography and existing field surveys. Proposed drainage areas were based on field survey data and
proposed development within the drainage areas.
The scope of work included the following analyses:
Hydrology
❑ Simulation of the 1 -year, 2 -year, 5 -year, 10 -year, and loo -year rainfall events for the Cary,
NC area
❑ Formulation of the 1 -year, 2 -year, 5 -year, 10 -year, and loo -year flood hydrographs for the
pre- and post- development drainage areas
Hydraulic
❑ Routing the 1 -year, 2 -year, 5 -year, 10 -year, and loo -year flood hydrographs for
predevelopment runoff from the site.
❑ Routing the 1 -year, 2 -year, 5 -year, 10 -year, and loo -year flood hydrographs for post -
development runoff through the stormwater BMPs.
❑ Analyzing results at the analysis point
The results of the hydrology calculations are used in the hydraulic analyses. The hydraulic design
requires the development of stage- storage and stage- discharge functions for the BMPs. The
rainfall /runoff hydrographs, stage- storage, and stage - discharge functions have been compiled to
create a computer routing simulation model using Bentley Systems PondPack v1o.o software. This
PondPack model was then used to assess the peak water surface elevations in the BMPs forthe design
rainfall events. The PondPack modeling results are provided as appendices to this report.
HYDROLOGY
The SCS Method, in conjunction with NOAA Atlas 14 rainfall data for Raleigh- Durham International
Airport, was used to develop runoff hydrographs for the storm events. This method requires three
basic parameters: a curve number (CN), time of concentration (Q, and drainage area.
Curve numbers were based on soil type and land use. Soil types were delineated from the Soil Survey
of Wake County, North Carolina (November 1970). The curve numbers used in this study are listed in
the PondPack section of this report.
Time of concentration for pre- and post - development drainage areas were developed using the TR -55
method. A minimum time of concentration of 5 minutes was used for the proposed piped drainage
systems.
NWCC - Residential W &R Project 02130427
Stormwater Management Report Revised August 2014

HOWARD /EMERSON TRACT
NORTHWEST COMMUNUNITY CHURCH - RESIDENTIAL
STORMWATER MANAGEMENT REPORT
CARY, NORTH CAROLINA
HYDRAULICS
Computer simulated reservoir routing of the 1 -year, 2 -year, 5 -year, io -year, and loo -year design storms
utilized stage- storage and stage- discharge functions. Stage - storage functions were derived from the
proposed geometry of the BMPs. A non - linear regression relation for surface area versus elevation
was derived for each BMP. This relation estimates the incremental volume of the basin to the stage or
elevation of the basin. Stage - discharge functions were developed to size the proposed outlet
structures for the BMPs.
NITROGEN EXPORT
The Nitrogen and Phosphorus export rates for the development were calculated using Jordan/ Falls
Lake Stormwater Nutrient Load Accounting Tool. All onsite drainage areas, including roadway and
driveway improvements, were used in the nutrient export analysis. The worksheet used to calculate
the nutrient export loading rate can be found in the appendices.
CONCLUSIONS
Quality
Based upon the routing study, the proposed stormwater management plan has sufficient measures
to provide the necessary removal of nutrients as required by Town policy.
The proposed stormwater BMPs have been designed to store and treat the water quality volume
(runoff associated with the first 1" of rainfall, WQv) generated by the contributing drainage area, and
draw down that volume in at least 2 days, but no slower than 5 days.
Because the runoff resulting from the first 1" of rainfall is being discharged per the NCDENR standards
for a wet pond and a stormwater wetland, the appropriate reduction credits were taken for the area
draining through the BMPs. The BMP treatment resulted in bringing the total site's Nitrogen and
Phosphorus export down to below target levels.
Quantity
The peak flows from the site have been attenuated for predevelopment levels. Furthermore, the
proposed BMPs have sufficient storage to safely pass the Zoo -year storm event without overtopping.
NWCC - Residential W &R Project 02130427
Stormwater Management Report Revised August 2014

HOWARD /EMERSON TRACT
NORTHWEST COMMUNUNITY CHURCH - RESIDENTIAL
STORMWATER MANAGEMENT REPORT
CARY, NORTH CAROLINA
DESIGN SUMMARY
BMP A - STORMWATER WETLAND
DRAINAGE AREA = 6.57 ACRES
PERCENT IMPERVIOUS AREA = 34.6%
• 1.5" DRAWDOWN ORIFICE AT EL 331.5
• 2 -31X6" PEAK CONTROL ORIFICES AT EL = 332.5
• 4'x4' RISER, CREST EL = 333.75
• 3o" RCP OUTLET EL = 329.5
• TOP OF DAM EL = 335.25
BMP A - Stormwater Wetland Routing Summary
Storm Event
Peak Water
Surface Elevation
Freeboard
Qpeak Outflow
(total)
(�)
333.05
(�)
2.20
(cfs)
7.92
1 -Year
2 -Year
333.38
1.87
11.43
5 -Year
333.76
1.49
14.78
io -Year
333.94
1.31
20.23
loo -Year
334.25
1.00
33.14
BMP B - WET POND
DRAINAGE AREA =10.34 ACRES
PERCENT IMPERVIOUS AREA = 47.9%
• 2.5" DRAWDOWN ORIFICE AT EL 348.5
• 1 -2' WIDE PEAK CONTROL WEIR AT EL = 350.0
• 4'X4' RISER, CREST EL = 350.75
• 3o" RCP OUTLET EL = 346.o
• Top OF DAM EL = 353.0
M
IF is - wei rona -KOuung
zwmmary
Storm Event
1 -Year
Peak Water
Surface Elevation
Freeboard
Qpeak Outflow
(total)
- (�)
35o.67
(�)
2.33
(cfs)
3.43
2 -Year
351.02
1.98
12.26
5 -Year
351.33
1.67
27.90
10 -Year
351.51
1.49
38.37
loo -Year
351.90
1.10
49.59
NWCC - Residential W &R Project 02130427
Stormwater Management Report Revised August 2014

HOWARD /EMERSON TRACT
NORTHWEST COMMUNUNITY CHURCH - RESIDENTIAL
STORMWATER MANAGEMENT REPORT
CARY, NORTH CAROLINA
PEAK ATTENUATION SUMMARY
RESIDENTIAL (CAST)
RESIDENTIAL B (WEST)
TOTAL
Pre
Post
Net Change from Target
Development
Development
Peak Flow
Storm
Peak Flow
Peak Flow
Event
(Cfs)
w( BMP
A (Cfs) %
35.75
(cfs)
-14.77 -41%
i -Year
24.78
24.03
-0.75
-3%
2 -Year
34.77
34.51
-0.26
-1%
5 -Year
46.95
44.58
-2.37
-5%
10 -Year
56.19
53.61
-2.58
-5%
loo -Year
81.04
82.38
+1.34
+2%
RESIDENTIAL B (WEST)
TOTAL
NWCC - Residential W &R Project 02130427
Stormwater Management Report Revised August 2014
Pre
Post
Net Change from Target
Development
Development
Peak Flow
Storm
Peak Flow
Peak Flow
Event
(Cfs)
w /BMP
A (Cfs) %
35.75
(cfs)
-14.77 -41%
1 -Year
20.98
2 -Year
34.77
34.51
-0.26
-1%
5 -Year
46.95
44.58
-2.37
-5%
10 -Year
83.13
80.90
-2.23
-3%
loo -Year
118.59
110.10
-8.49
-7%
NWCC - Residential W &R Project 02130427
Stormwater Management Report Revised August 2014
Pre
Post
Net Change from Target
Development
Development
Peak Flow
Storm
Peak Flow
Peak Flow
Event
(Cfs)
w/BMP
0 (Cfs) %
-15.53 -26%
1 -Year
60.53
45.00
2 -Year
84.41
65.83
-18.58
-22%
5 -Year
113.78
104.40
-9.38
-8%
10 -Year
137.59
134.50
-3.09
-2%
loo -Year
196.59
192.48
-4.11
=9/b
NWCC - Residential W &R Project 02130427
Stormwater Management Report Revised August 2014

HOWARD /EMERSON TRACT
NORTHWEST COMMUNUNITY CHURCH - RESIDENTIAL
STORMWATER MANAGEMENT REPORT
CARY, NORTH CAROLINA
BACKGROUND INFORMATION
NWCC - Residential W &R Project 02130427
Stormwater Management Report Revised August 2014

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No R-Kon I Date by WITHERS � RAV E N E L
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USDA Natural Resources Web Soil Survey 5/21/2014
Conservation Service National Cooperative Soil Survey Page 1 of 3
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Hydrologic Soil Group
Northwest Community Church -
Residential A
Hydrologic Soil Group— Summary by Map Unit— Wake County, North Carolina (NC183)
Map unit symbol Map unit name Rating 1 Acres in AOI Percent of AOI
CrB2
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Totals for Area of Interest
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100.0%
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.-
None Specified
Tie -break Rule: Higher
USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
5/21/2014
Page 3 of 3

35° 47 39'N
35° 47'24'N
Hydrologic Soil Group —Wake County, North Carolina 3
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USDA Natural Resources Web Soil Survey 5/21/2014
aim Conservation Service National Cooperative Soil Survey Page 1 of 3
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Hydrologic Soil Group —Wake County, North Carolina
Hydrologic Soil Group
Northwest Community Church -
Residential B
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
5121/2014
Page 3 of 3
Hydrologic Soil Group— Summary by Map Unit — Wake County, North Carolina (NC183)
Map unit symbol
Map unit name
Rating
Acres In AOI
Percent of AOI
CrB2
Creedmoor sandy loam,
D
6.9
32.7%
2 to 6 percent slopes,
moderately eroded
CrC
Creedmoor sandy loam,
D
6.2
29.2%
6 to 10 percent slopes
CrC2
Creedmoor sandy loam,
D
0.2
0.8%
6 to 10 percent slopes,
moderately eroded
W
Water
1.0
4.9%
WsB2
White Store sandy loam,
D
1.7
8.1%
2 to 6 percent slopes,
moderately eroded
WsC2
White Store sandy loam,
D
5.0
23.7%
6 to 10 percent slopes,
moderately eroded
WyA
Worsham sandy loam, 0
D
0.1
0.7%
to 3 percent slopes
Totals for Area of Interest
21.1
100.0%
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None Specified
Tie -break Rule: Higher
USDA Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
5121/2014
Page 3 of 3

HOWARD /EMERSON TRACT
NORTHWEST COMMUNUNITY CHURCH - RESIDENTIAL
STORMWATER MANAGEMENT REPORT
CARY, NORTH CAROLINA
BMP SIZING
CALCULATIONS
NWCC - Residential W &R Project 02130427
Stormwater Management Report Revised August 2014

Project Name: NWCC - Residential
City /State: Cary, NC
STORMWATER BMP A- STORMWATER WET POND (25% TN Removal)
Land Use
Area
(ac)
% IA
Imp. Area
(ac)
Impervious
2.27
100
2.3
Open Space
4.30
0
0.0
WQ Ponding Depth =
12
in
Totals
Totals
6.57
2.3
Total % Impervious Surface Area = 34.6 %
Project #: 130427
Date: 14- Aug -14
1 -Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in. /in.
I = Percent impervious
Rv = 0.36 in. /in.
Total runoff volume from 1 -inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.1976 acre -ft
8609 cu. ft.
Temporary pool elevation=
332.50
feet
Storage volume provided =
0.200
acre -ft
Deep Pool
8706
cu. ft.
Wetland Zone Areas (sq. ft.)
3737
40%
WQ Ponding Depth =
12
in
Provided
% of total
Forebay
976
10%
Deep Pool
783
8%
Shallow Land
3737
40%
Shallow Water
3906
42%
Totals
9402
100%

Project Name: NWCC - Residential
Cif /State: Cary, NC
BMP A
STORMWATER BMP A- STORMWATER WET POND (25% TN Removal)
Orifice Calculator
Q = Cd *A *(2gh)'(1/2)
1" WATER QUALITY STORM VOLUME
Variables
WQ Volume: 0.198 Acre -ft
Head / Driving Head: 1.00 ft
Draw down time: 71 hrs
Orifice Area = 0.012 sq. ft
Orifice Diameter = 1.5000 in
USE 1.5 INCH DIAMETER ORIFICE
Constants
8706 cf g =
0.33 ft Cd=
255186 s
1.767 sq. in
Project #: 130427
Date: 14- Aug -14
32.2 ft/s2
0.6
K:\13 \13- 0420 \130427 - Northwest Community Church \H -H \Residential \BMP A BMP A - Orifice Calculator

Project Name: NWCC - Residential Project #: 2130427
City /State: Cary, NC BMPB Date: 14- Aug -14
Table 10.3 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 90% Pollutant
Removal Efficiency in the Piedmont
% Impervious
Permanent Pool Depth
3.0 4.0 5.0 6.0
(feet)
7.0 8.0 9.0
10
0.9
0.8
0.6
0.5
0.5
0.4
0.4
20
1.5
1.1
1.0
0.9
0.8
0.7
0.7
30
1.9
1.7
1.4
1.3
1.0
0.9
0.9
40
2.5
2.0
1.8
1.6
1.5
1.2
1.1
50
3.0
2.5
2.0
1.9
1.7
1.5
1.5
60
3.5
2.8
2.5
2.2
1.9
1.8
1.7
70
4.0
3.3
2.8
2.5
2.2
2.0
1.9
80
4.5
3.8
3.3
2.8
2.6
2.1
2.0
90
5.0
4.0
3.5
3.0
2.8
2.5
2.4
Source: NCDENR/DWQ Stormwater Best Management Practices, pg. 10 -15, July 2007 rev. 6/16/09
STORMWATER BMP #1- STORMWATER WET POND (25% TN Removal)
Land Use
Area
(ac)
% IA
Imp. Area
(ac)
Impervious
4.95
100
5.0
Open Space
5.39
0
0.0
Totals
10.34
5.0
Total % Impervious Surface Area = 47.9
Surface Area of Permanent Pool:
Average depth = 3.46 ft
SA/DA ratio = 2.66 From Table 10.3
Minimum pond surface area (SA) _ (DA * SA/DA ratio) /100
SA = 0.275 acres
11986 sq. ft.
Normal pool elevation = 348.5 feet
Surface area provided = 0.298 acres
12994 sq.ft.
1 -Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in. /in.
I = Percent impervious
Rv = 0.48 in. /in.
Total runoff volume from 1 -inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.414 acre -ft
18048 cu. ft.
Water quality pool elevation=
349.67
feet
Overflow elevation =
350.00
feet
Storage volume provided =
0.549
acre -ft
23934
cu. ft.
K: \13 \13- 0420 \130427- Northwest Community Church \H -H \Residential \BMP B BMP B - Pond Design

Project Name: NWCC - Residential
City /State: Cary, NC
BMP B
Project #: 2130427
Date: 14- Aug -14
STORMWATER BMP #1- STORMWATER WET POND (25% TN Removal)
AVERAGE DEPTH
Per NCDENR "Stormwater Best Management Practices ", the average depth of a wet pond is to be calculated by
one of these two options:
OPTION 2: Use the following equation:
day = 0.25 x (1 + Abot-shelf )+ I
Aperm pool
day _ (0.25 x (1 + 9708
12994
day =
Use Average Depth =
Abot-shelf + Abot pond) X Depth
2 Abot shelf
)) + ( 9708+ 3989 ) x 4.0
2 9708
3.46 ft
3.46 ft OPTION 2
K: \13 \13- 0420 \130427- Northwest Community Church \H -H \Residential \BMP B BMP B - Basin Sizing
Incremental
Accumulated
Below Normal
Contour
Contour
Contour
Pool Contours
Area
Volume
Volume
(feet)
(SF)
(CF)
(CF)
343.00
4025
Abot pond -'
344.00
4990
4499
4499
-Sediment Storage Volume
345.00
6042
5508
10006
347.00
8402
14379
24386
Abot shelf
348.00
9708
9047
33433
Aperm pool
348.50
12994
5656
39089
+-Total Pond Volume
PP„ = Total
Volume -
Sediment Storage Volume =
34,590 cf
OPTION 1:
Average Depth = Permanent
Pool Volume / Surface Area
PP„ =
34,590
cf
SA =
12,994
sf
day =
2.66 ft
OPTION 2: Use the following equation:
day = 0.25 x (1 + Abot-shelf )+ I
Aperm pool
day _ (0.25 x (1 + 9708
12994
day =
Use Average Depth =
Abot-shelf + Abot pond) X Depth
2 Abot shelf
)) + ( 9708+ 3989 ) x 4.0
2 9708
3.46 ft
3.46 ft OPTION 2
K: \13 \13- 0420 \130427- Northwest Community Church \H -H \Residential \BMP B BMP B - Basin Sizing

Project Name: NWCC - Residential
City /State: Cary, NC
BMP B
Project #: 2130427
Date: 14- Aug -14
STORMWATER BMP #1- STORMWATER WET POND (25% TN Removal)
FOREBAY DESIGN
Per NCDENR "Stormwater Best Management Practices ", the forebay volume should equal about 20% of the total
basin volume.
FOREBAY 1
Incremental Accumulated
Forebay
Contour
Contour Contour
Contours
Area
Volume Volume
(feet)
(SF)
(CF) (C F)
343.00_
182
344.00
306
241 241
- Sediment Storage Volume
_
347.00
849
1665 1906
348.00
1087
966 2872
-Total Forebay Volume
Forebay Volume = Total Forebay
Volume
- Sediment Storage Volume =
2,630 cf
FOREBAY 2
Incremental Accumulated
Forebay
Contour
Contour Contour
Contours
Area
Volume Volume
(feet)
(SF)
(CF) (CF)
343.00
502
_
344.00
695
596 596
— Sediment Storage Volume
347.00
1442
3138 3734
348.00
1745
1591 5325
—Total Forebay Volume
Forebay Volume = Total Forebay
Volume
- Sediment Storage Volume =
4,729 cf
Forebay = 21.3%
K: \13 \13 -0420 \130427- Northwest Community Church \H -H \Residential \BMP B BM B - Forebay Sizing

Project Name: NWCC - Residential
City/State: Cary, NC
BMP B
STORMWATER BMP #1- STORMWATER WET POND (25% TN Removal)
Orifice Calculator
Q = Cd *A *(2gh)A(1
/2)
1" WATER QUALITY STORM VOLUME
Variables
WQ Volume:
0.414 Acre -ft
Head / Driving Head:
1.17 ft
Draw down time:
49 hrs
Orifice Area =
0.034 sq. ft
Orifice Diameter =
2.500 in
USE 2.5 INCH DIAMETER ORIFICE
18048.360 cf
0.39 ft
176056 s
4.909 sq. in
Project #: 2130427
Date: 14- Aug -14
Constants
g = 32.2 ft/s2
Cd = 0.6
K: \13 \13- 0420 \130427- Northwest Community Church \H -H \Residential \BMP 8 BMP B - Orifice Calculator

HOWARD /EMERSON TRACT
NORTHWEST COMMUNUNITY CHURCH - RESIDENTIAL
STORMWATER MANAGEMENT REPORT
CARY, NORTH CAROLINA
NITROGEN LOADING
CALCULATIONS
NWCC - Residential W &R Project 02130427
Stormwater Management Report Revised August 2014

Jordan Lake Developer Nutrient Reporting Form
Please complete and submit the following information to the local government permitting your development project to
characterize it and assess the need to purchase nutrient offsets. Contact and rule implementation information can be
found online at httc: //portal.ncdenr.org/ web two /psings /nutrientoffsetintro.
PROJECT INFORMATION (for Jordan Lake)
Applicant Name:
Northwest Community Church
Project Name:
Howard /Emerson Tract - Residential
Project Address (if available): Street: City /Town: County:
Morrisville Parkway and White Oak Church Road, Cary, Wake
Date: (mo/d/yr)
5/22/2014
Project
Location :
Lat: (decimal degrees)
35.7913400
Long: (decimal degrees)
1 - 78.925725°
Is this Redevelopment?
'Yes
No
Development Type (Please check all that apply)
X
Impervious Cover ( %):
(Pre- Construction)
0%
Commercial
Industrial
Institutional
Mixed -Use
Duplex Residential
X
Single Fam. Residential
Multi -Fam. Residential
Impervious Cover ( %):
(Post- Construction)
25%
JORDAN WATERSHED INFORMATION
Small Watershed ID (6 digits): (See next page or online map.)
60150
New Development Load Requirements (See individual rules
for a full description of nutrient requirements.)
Jordan Subwatershed (Please check one)
Loading Rate Targets
Nitrogen (N) & Phosphorus (P)
Offsite Thresholds
15 N Ibs /ac Residential;
10 N Ibs /ac Commercial
(must meet all onsite treatment
.requirements)
Upper New Hope
2.2 N Ib /ac /yr
0.82 P Ib /ac /yr
Lower New Hope
4.4 N Ib /ac /yr
0.78 P Ib /ac /yr
NUTRIENT OFFSET REQUEST(Must meet the offsite thresholds — see above)
Nitrogen Loading
/ Offset Needs
(A)
Untreated
Loading Rate
(Ibs /ac /yr)
(B)
Treated
Loading Rate
(Ibs /ac /yr)
(C)
Loading Rate
Target
(Ibs /ac /yr)
(D)
Reduction Need
(Ibs /ac /yr)
B- C
(E)
Project
Size (ac)
(F)
Offset
Duration (yrs)
(G)
Delivery
Factor ( %)
(H)
State Buy Down
Amount (Ibs)
D" E" F" G
4.00
3.25
1 4.40
1 0.00
35.98
1 30
1 88%
1 0
Phosphorus Loading / Offset Needs
(A)
Untreated
Loading Rate
(Ibs /ac /yr)
(B)
Treated
Loading Rate
(Ibs /ac /yr)
(C)
Loading Rate
Target
(Ibs /ac /yr)
(D)
Reduction Need
(Ibs /ac /yr)
B - C
(E)
Project
Size (ac)
(F)
Offset
Duration (yrs)
(G)
Delivery
Factor ( %)
(H)
State Buy Down
Amount (Ibs)
D " E' F' G
0.91
1 0.54
1 0.78
1 0.00
1 35.98
1 30
1 91%
1 0
Control of Peak
Stormwater Flow (1 year 24
hour design storm)
Calculated Predevelopment Peak Flow
60.53
Calculated Post Development Peak Flow
46.73
Flow Control Method
2 Wet Ponds
.Authorizing Local Government Name:
Town of Cary
Staff Name:
Matt Flynn
Staff Email:
matt.flynn @townofcary.org Phone: [phone]
Jordan Nutrient Load Reporting Form. September 12, 2012

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Type of BMP:
If IIMP Is undersized, Indtcale the am P's A
relailve to the design she required to
captwe the designattd water qualtty depth
(l,e. 0.73 a BMP t5 75% of taqufred cledgn
site):
'for water harvesting BMP, eni or percent
volume reduction in dedmal form.
Catchment 1;
Catchment 2:
Catchnivit. 3:
Catchment 4:
Catch rent 5:
Catchment 6:
Drainage Area Land Use
.COMMERCIAL
Parking lot
Root
Open/Landscaped
.INDUSTRIAL
Parking tot
Roof
Open /Landscaped
;TRANSPORTATION
High Density (interstate, main)
Low Density (secondary, feeder)
Rural
Sidewalk
'MISC. PERVIOUS
Managed pervious
Unmanaged (pasture)
Forest
'RESIDENTIAL
2 -ac lots (New)
2 -ac lots (Built after 1995)
2 -ac lots (Built before 1995)
1 -ac lots (New)
1 -ac lots (Built after 1995)
1 -ac lots (Built before 1995)
A -ac lots (New)
h -ac lots (Built after 1995)
h -ac lots (Built before 1995)
;G -ac lots (New)
IL -ac lots (Built after 1995)
X -ac lots (Built before 1995)
%-ac lots (New)
'/e -ac lots (Built after 1995)
'h -ac lots (Built before 1995)
Townhomes (New)
Townhomes (Built after 1995)
Townhomes (Built before 1995)
Multi- family (New)
Multi- family (Built after 1995)
Multi- family (Built before 1995)
Custom Lot Size (New)
Custom Lot Size (Built after 1995)
Custom Lot Size (Built before 1995)
Roadway
Driveway
Parking lot
Roof
Sidewalk
Lawn
Managed pervious
Forest
LAND TAKEN UP BY BMP
TOTAL AREA TREATED BY BMP (ft'):
TOTAL AREA TREATED BY SERIES (ft')
�_ -- -- - - - ---- -- C
CATCHMENT 1 ........ .
................. -
------- ------ -------------- C
CATCHMENT2 -
-------.,. -....,
BMP NI B
BMP 02 B
BMP q3 B
BMP 41 B
BMP #2 B
BMP #3
Wet Detention W
Wet Detention
Pond P
Pond

3 Development Summary
Development-.
Howard /Emerson Tract - Residential
Prepared By:
_
JCD
-
_
_-
Date:
May 22, 2014
WATERSHED SUMMARY Ver2.0
BMP VOLUME REDUCTIONS /EFFLUENT CONCENTRATIONS
REGION:
Piedmont
TOTAL DEVELOPMENT AREA [it,):
1,567,082
Volume Reduction ITN Effluent Concert. TP Effluent concen.
Pre - Development Conditions Post - Development Conditions
Post - Development w/ BMPs
1 %)
(mg/L)
I (mg/L)
Percent Impervious
0.7%
24.6%
246%
Bloretemlon with
50%
0.95
0.12
(%)
IWS
Return t0 3nstrUCtlens
Annual Runoff Votvme
317,956
1,608,574
1,487,472
Woretention wit hoot
35%
100
0.12
(c.f.)
IWS
to Watershed Charatteristles
�-
Total Nitrogen EMC
_Return
(mg/L)
184
1.43
126
Dry Detention Pond
0%
1.20
0.20
Total Nitrogen Loading
L 'Return to BMP CharadterlWcs
(lb /ac /yr)
1.06
4.00
3.25
Grassed Swale
0%
1.21
0.26
Total Phosphorus EMC
(mg/L)
0.33
033
0 21
Green Roof
50%
1.08
0.15
Print Summa
Total Phosphorus Loading
0.19
0.91
054
Level Spdr, Filter
(lb /ac /yr)
Strip
40%
1.20
015
Percent Difference Between:
Permeable
Pavement'
0%
144
039
Pre -Deu, & Pre- Development &
Post- Devwtthout BMPs&
Pot -Oev. Without BMPs Post, Deveiopment wish BMP%
Post -Dev with BM Ps
Band Filter
5%
0.92
0.14
Percent Impervious J'Al
24%
24;%
0%
Annual Runoff Volume (c.f.)
406N6
368%
-8%
Water Harvesting
user defined
108
015
Total Nitrogen EMC (mg/L)
•2214
-31%
-12%
Total Nitrogen Loading (Ib /ac /yr)
Z76%
206%
-19%
Wet Detention Pond
30%
101
0.11
Total Phosphorus EMC (mg/L)
0%
-36%
36%
Total Phosphorus Loading(lblaclyrj
3811/1
185%
-41%
Weiland
20%
1.08
012
•Negative percent difference values indicate a decrease in runoff
volume, pollutant concentration or pollutant loading. Positive values indicate
an increase
*if treating commercial parking lot, TP effluent
concentration =
0.16 mg/L
BMP SUMMARY Ver2.0
CATCHMENT 1
CATCHMENT 2
CATCHMENT 3
CATCHMENT 4
CATCHMENT 5
CATCHMENT IS
BMP1
BMP2 BMP3
BMP1
BMP2 BMP3
BMP1
BMP2 BMP3
BMP1 BMP2
BMP3
BMP1
8MP2
BMP3 BMP1 BMP2 BMP3
Wet Detention
Wet Detention
Pond
Pond
Total Area Treated
loci 6.57
.. ..
1034
Total Inflow Volume
(c.f.) 390,672
820,342
_
percent Volume Reduced
1 %) 10%
10%
Inflow Nitrogen EMC
(mg/L) 134
-
126
Total Inflow Nitrogen
(lb /ac /yr) 4.98
..
625
Inflow Phosphorus EMC
(mg/L) 0308
-. ..
0.289
Total Inflow Phosphorus
1.15
(Ib /ac /yr)
-. ...
143
..
..
..
..
..
.,
.. ._ .. _
BMP Outflow
Nitrogen hbs /ac /yd 3.49
4.62
-
.. ..
.- .-
...
-_
-.
... .. _. ..
BMP Outflow
0.45
Phosphorus (lbs /ac /yr)
059
-
..
.. ..
.. ..
..
..
I
Catchment Outflow Nitrogen EMC 1
105
(mg/L)
1.04
..
..
_
Catchment Outflow
Total Nitrogen (Ib /acJyrj
3.49
4.62
Percent Reduction in Nitrogen Load ( %)
30%
26%
Catchment Outflow Phosphorus EMC
(mg/L)
0135
0.133
Catchment outflow
Total Phosphorus (!b /ac /yr)
0 449
0 590
•'
Percent Reduction In Phosphorus Load ( %)
61%
13%
--
-.
--

HOWARD /EMERSON TRACT
NORTHWEST COMMUNUNITY CHURCH - RESIDENTIAL
STORMWATER MANAGEMENT REPORT
CARY, NORTH CAROLINA
PONDPACK ROUTING
CALCULATIONS
NWCC - Residential W &R Project 02130427
Stormwater Management Report Revised August 2014

B pre A pre To BMP 6
q= O= O=
M711i
C,
v
w
BMP B
Bypass B
To BMP A
QCQ
7-q
rn
w BMPA
1
Dl
B post A post
PRE
POST
Bypass)
O=
7
Addlink 50

Job File: C: \Users \jdiaz \Desktop \130427.PPW
Rain Dir: C: \Users \jdiaz \Desktop\
JOB TITLE
Project Date: 5/21/2014
Project Engineer: jdiaz
Project Title: NWCC- Residential
Project Comments:
revised 8/14/14
SIN:
Bentley PondPack (10.00.027.00) 10:19 PM
Bentley Systems, Inc.
8/13/2014

Table of Contents
Table of Contents
i
* * * * * * * * * * * * * * * * * * * * ** MASTER SUMMARY * * * * * * * * * * * * * * * * * * * * **
Watershed....... Master Network Summary ............. 1.01
* * * * * * * * * * * * * * * * ** DESIGN STORMS SUMMARY * * * * * * * * * * * * * * * * * **
RDU 24 Hour Desi Design Storms ...................... 2.01
* * * * * * * * * * * * * * * * * * * * ** TC CALCULATIONS * * * * * * * * * * * * * * * * * * * **
A PRE........... Tc Calcs ........................... 3.01
B PRE........... Tc Calcs ........................... 3.03
BYPASS A........ Tc Calcs ........................... 3.05
BYPASS B........ Tc Calcs ........................... 3.07
TO BMP A........ Tc Calcs ........................... 3.09
TO BMP B........ Tc Calcs ........................... 3.11
* * * * * * * * * * * * * * * * * * * * ** CN CALCULATIONS * * * * * * * * * * * * * * * * * * * **
A PRE........... Runoff CN -Area ..................... 4.01
B PRE........... Runoff CN -Area ..................... 4.02
BYPASS A........ Runoff CN -Area ..................... 4.03
BYPASS B........ Runoff CN -Area ..................... 4.04
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Table of Contents ii
Table of Contents (continued)
TO BMP A........ Runoff CN -Area ..................... 4.05
TO BMP B........ Runoff CN -Area ..................... 4.06
* * * * * * * * * * * * * * * * * * * * * ** POND VOLUMES * * * * * * * * * * * * * * * * * * * * * **
BMP A........... Vol: Elev -Area ..................... 5.01
BMP B........... Vol: Elev -Area ..................... 5.02
* * * * * * * * * * * * * * * * * * ** OUTLET STRUCTURES * * * * * * * * * * * * * * * * * * * **
Outlet A........ Outlet Input Data .................. 6.01
Composite Rating Curve ............. 6.04
Outlet B........ Outlet Input Data .................. 6.05
Composite Rating Curve ............. 6.08
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Master Network Summary
Name.... Watershed
File.... C: \Users \jdiaz \Desktop \130427.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: RDU 24 Hour Desi
Total
Depth
Return Event in
1
2.8300
2
3.4400
5
4.3000
10
4.9800
100
7.3700
Rainfall
Type
--------------- -
Time -Depth Curve
Time - Depth Curve
Time -Depth Curve
Time -Depth Curve
Time -Depth Curve
RNF ID
RDU NOAA lyr
RDU NOAA 2yr
RDU NOAA 5yr
RDU NOAA 10yr
RDU NOAA 100yr
Page 1.01
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
( *Node= Outfall; +Node = Diversion;)
(Trun= HYG Truncation: Blank =None; L =Left; R =Rt; LR= Left &Rt)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014
Max
Return
HYG Vol
Qpeak
Qpeak Max WSEL Pond Storage
Node ID
----------- - -
Type
- - -- - - --
Event
- - - - --
ac -ft Trun
---- - - - - -- --
hrs
--- - - - - --
cfs ft ac -ft
-- - - - - -- -- - - - - -- ------ - - - - --
A
POST
JCT
1
1.772
12.1500
23.98
A
POST
JCT
2
2.411
12.1500
34.48
A
POST
JCT
5
3.353
12.1500
44.58
A
POST
JCT
10
4.121
12.1500
53.57
A
POST
JCT
100
6.911
12.1500
82.34
A
PRE
AREA
1
1.318
12.1500
24.78
A
PRE
AREA
2
1.880
12.1500
34.77
A
PRE
AREA
5
2.734
12.1500
46.95
A
PRE
AREA
10
3.445
12.1500
56.19
A
PRE
AREA
100
6.092
12.1500
81.04
B
POST
JCT
1
2.563
12.1500
20.98
B
POST
JCT
2
3.468
12.1500
31.31
B
POST
JCT
5
4.804
12.1500
59.82
B
POST
JCT
10
5.894
12.1500
80.90
B
POST
JCT
100
9.852
12.1500
110.10
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Master Network Summary
Name.... Watershed
File.... C: \Users \jdiaz \Desktop \130427.ppw
Page 1.02
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
( *Node = Outfall; +Node = Diversion;)
(Trun= HYG Truncation: Blank =None; L =Left; R =Rt; LR= Left &Rt)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL
Pond Storage
Node ID
Type
Event
ac -ft Trun
hrs
cfs
ft
ac -ft
-----------
B PRE
-
- - - --
- - --
AREA
- - - - --
1
---- - - - - -- --
1.877
--- - - - - --
12.1500
-- - - - - --
35.75
-- - - - - --
------ - - - - --
B PRE
AREA
2
2.676
12.1000
50.23
B PRE
AREA
5
3.892
12.1000
68.69
B PRE
AREA
10
4.904
12.1000
83.13
B PRE
AREA
100
8.672
12.1000
118.59
BMP A
IN
POND
1
.831
12.1000
18.15
BMP A
IN
POND
2
1.120
12.1000
24.13
BMP A
IN
POND
5
1.544
12.1000
30.40
BMP A
IN
POND
10
1.888
12.1000
35.30
BMP A
IN
POND
100
3.133
12.1000
46.97
BMP A
OUT
POND
1
.822
12.2500
7.89
333.05
.323
BMP A
OUT
POND
2
1.111
12.2500
11.43
333.37
.401
BMP A
OUT
POND
5
1.534
12.2500
14.74
333.76
.501
BMP A
OUT
POND
10
1.878
12.2000
20.17
333.94
.551
BMP A
OUT
POND
100
3.122
12.1500
33.11
334.25
.638
BMP B
IN
POND
1
1.505
12.1000
32.65
BMP B
IN
POND
2
1.984
12.1000
42.17
BMP B
IN
POND
5
2.676
12.1000
51.80
BMP B
IN
POND
10
3.234
12.1000
59.32
BMP B
IN
POND
100
5.230
12.1000
76.83
BMP B
OUT
POND
1
1.498
12.5500
3.43
350.67
.831
BMP B
OUT
POND
2
1.975
12.3000
12.26
351.02
.983
BMP B
OUT
POND
5
2.667
12.2000
27.90
351.33
1.127
BMP B
OUT
POND
10
3.224
12.2000
38.37
351.51
1.210
BMP B
OUT
POND
100
5.220
12.2000
49.59
351.90
1.397
BYPASS
A
AREA
1
.950
12.1500
18.03
BYPASS
A
AREA
2
1.300
12.1500
23.94
BYPASS
A
AREA
5
1.819
12.1500
30.83
BYPASS
A
AREA
10
2.243
12.1500
35.96
BYPASS
A
AREA
100
3.789
12.1500
49.23
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Master Network Summary
Name.... Watershed
File.... C: \Users \jdiaz \Desktop \130427.ppw
Page 1.03
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
( *Node = Outfall; +Node = Diversion;)
(Trun= HYG Truncation: Blank =None; L =Left; R =Rt; LR= Left &Rt)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014
Max
Return
HYG Vol
Qpeak
Qpeak Max WSEL Pond Storage
Node ID
Type
Event
ac -ft Trun
hrs
cfs ft ac -ft
-----------
BYPASS
- - -
B
- -- - - --
AREA
- - - - --
1
---- - - - - -- --
1.065
--- - - - - --
12.1500
-- - - - - -- -- - - - - -- ------ - - - - --
20.37
BYPASS
B
AREA
2
1.493
12.1000
28.25
BYPASS
B
AREA
5
2.137
12.1000
37.79
BYPASS
B
AREA
10
2.669
12.1000
45.20
BYPASS
B
AREA
100
4.632
12.1000
62.98
*POST
JCT
1
4.335
12.1500
44.96
*POST
JCT
2
5.879
12.1500
65.80
*POST
JCT
5
8.157
12.1500
104.40
*POST
JCT
10
10.015
12.1500
134.46
*POST
JCT
100
16.763
12.1500
192.44
*PRE
JCT
1
3.195
12.1500
60.53
*PRE
JCT
2
4.556
12.1500
84.41
*PRE
JCT
5
6.626
12.1500
113.78
*PRE
JCT
10
8.349
12.1000
137.59
*PRE
JCT
100
14.765
12.1000
196.59
TO BMP
A
AREA
1
.831
12.1000
18.15
TO BMP
A
AREA
2
1.120
12.1000
24.13
TO BMP
A
AREA
5
1.544
12.1000
30.40
TO BMP
A
AREA
10
1.888
12.1000
35.30
TO BMP
A
AREA
100
3.133
12.1000
46.97
TO BMP
B
AREA
1
1.505
12.1000
32.65
TO BMP
B
AREA
2
1.984
12.1000
42.17
TO BMP
B
AREA
5
2.676
12.1000
51.80
TO BMP
B
AREA
10
3.234
12.1000
59.32
TO BMP
B
AREA
100
5.230
12.1000
76.83
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Design Storms
Name.... RDU 24 Hour Desi
File.... C: \Users \jdiaz \Desktop \130427.ppw
Title... Project Date: 5/21/2014
Project Engineer: jdiaz
Project Title: NWCC- Residential
Project Comments:
revised 8/14/14
DESIGN STORMS SUMMARY
Design Storm File,ID = RDU 24 Hour Desi
Storm Tag Name = 1
Page 2.01
Data Type, File, ID = Time -Depth Curve RDU NOAA 1yr
Storm Frequency = 1 yr
Total Rainfall Depth= 2.8300 in
Duration Multiplier = 1
Resulting Duration = 23.9999 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9999 hrs
Storm Tag Name = 2
Data Type, File, ID = Time -Depth Curve RDU NOAA 2yr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.4400 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 5
Data Type, File, ID = Time -Depth Curve RDU NOAA 5yr
Storm Frequency = 5 yr
Total Rainfall Depth= 4.3000 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 10
Data Type, File, ID = Time -Depth Curve RDU NOAA 10yr
Storm Frequency = 10 yr
Total Rainfall Depth= 4.9800 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 100
Data Type, File, ID = Time -Depth Curve RDU NOAA 100yr
Storm Frequency = 100 yr
Total Rainfall Depth= 7.3700 in
Duration Multiplier = 1
Resulting Duration = 23.9990 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9990 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Tc Calcs
Name.... A PRE
File.... C: \Users \jdiaz \Desktop \130427.ppw
Page 3.01
.......................................... ...............................
......................................... ...............................
TIME OF CONCENTRATION CALCULATOR
......................................... ...............................
......................................... ...............................
Segment #1: Tc: Kirpich (TN)
Hydraulic Length 1510.00 ft
Slope .037000 ft /ft
Multiplier 1.000 (Tc Adjustment)
Avg.Velocity 3.23 ft /sec
Segment #1 Time: .1297 hrs
------------------------------------------------------------------ - - - - --
------------------ - - - - --
Total Tc: .1297 hrs
------------------ - - - - --
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Tc Calcs
Name.... A PRE
File.... C: \Users \jdiaz \Desktop \130427.ppw
Page 3.02
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------ - - - - --
Kirpich (TN)
Tc = 0.00013 * (Lf* *0.77) * (Sf * *- 0.385) * Mt
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
Sf = Slope, ft /ft
Mt = Tc Multiplier (Tc adjustment)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Tc Calcs
Name.... B PRE
File.... C: \Users \jdiaz \Desktop \130427.ppw
Page 3.03
.......................................... ...............................
......................................... ...............................
TIME OF CONCENTRATION CALCULATOR
......................................... ...............................
......................................... ...............................
Segment #1: Tc: Kirpich (TN)
Hydraulic Length 1135.00 ft
Slope .028000 ft /ft
Multiplier 1.000 (Tc Adjustment)
Avg.Velocity 2.72 ft /sec
Segment #1 Time: .1159 hrs
------------------------------------------------------------------ - - - - --
------------------ - - - - --
Total Tc: .1159 hrs
------------------ - - - - --
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Tc Calcs
Name.... B PRE
File.... C: \Users \jdiaz \Desktop \130427.ppw
Page 3.04
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------ - - - - --
Kirpich (TN)
Tc = 0.00013 * (Lf* *0.77) * (Sf * *- 0.385) * Mt
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
Sf = Slope, ft /ft
Mt = Tc Multiplier (Tc adjustment)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Tc Calcs
Name.... BYPASS A
File.... C: \Users \jdiaz \Desktop \130427.ppw
Page 3.05
.......................................... ...............................
......................................... ...............................
TIME OF CONCENTRATION CALCULATOR
......................................... ...............................
......................................... ...............................
Segment #1: Tc: Kirpich (TN)
Hydraulic Length 1510.00 ft
Slope .037000 ft /ft
Multiplier 1.000 (Tc Adjustment)
Avg.Velocity 3.23 ft /sec
Segment #1 Time: .1297 hrs
------------------------------------------------------------------ - - - - --
------------------ - - - - --
Total Tc: .1297 hrs
------------------ - - - - --
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Tc Calcs
Name.... BYPASS A
File.... C: \Users \jdiaz \Desktop \130427.ppw
Page 3.06
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------ - - - - --
Kirpich (TN)
Tc = 0.00013 * (Lf* *0.77) * (Sf * *- 0.385) * Mt
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
Sf = Slope, ft /ft
Mt = Tc Multiplier (Tc adjustment)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Tc Calcs
Name.... BYPASS B
File.... C: \Users \jdiaz \Desktop \130427.ppw
Page 3.07
.......................................... ...............................
......................................... ...............................
TIME OF CONCENTRATION CALCULATOR
......................................... ...............................
......................................... ...............................
Segment #1: Tc: Kirpich (TN)
Hydraulic Length 1135.00 ft
Slope .028000 ft /ft
Multiplier 1.000 (Tc Adjustment)
Avg.Velocity 2.72 ft /sec
Segment #1 Time: .1159 hrs
------------------------------------------------------------------ - - - - --
------------------ - - - - --
Total Tc: .1159 hrs
------------------ - - - - --
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Tc Calcs
Name.... BYPASS B
File.... C: \Users \jdiaz \Desktop \130427.ppw
Page 3.08
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------ - - - - --
Kirpich (TN)
Tc = 0.00013 * (Lf* *0.77) * (Sf * *- 0.385) * Mt
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
Sf = Slope, ft /ft
Mt = Tc Multiplier (Tc adjustment)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Tc Calcs
Name.... TO BMP A
File.... C: \Users \jdiaz \Desktop \130427.ppw
Page 3.09
.......................................... ...............................
......................................... ...............................
TIME OF CONCENTRATION CALCULATOR
......................................... ...............................
......................................... ...............................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------ - - - - --
------------------- - - - - --
Total Tc: .0833 hrs
Calculated Tc < Min.TC:
Use Minimum Tc...
Use Tc = .0833 hrs
------------------ - - - - --
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Tc Calcs
Name.... TO BMP A
File.... C: \Users \jdiaz \Desktop \130427.ppw
Page 3.10
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------ - - - - --
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Tc Calcs
Name.... TO BMP B
File.... C: \Users \jdiaz \Desktop \130427.ppw
Page 3.11
.......................................... ...............................
......................................... ...............................
TIME OF CONCENTRATION CALCULATOR
......................................... ...............................
......................................... ...............................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------ - - - - --
------------------- - - - - --
Total Tc: .0833 hrs
Calculated Tc < Min.TC:
Use Minimum Tc...
Use Tc = .0833 hrs
------------------ - - - - --
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Tc Calcs
Name.... TO BMP B
File.... C: \Users \jdiaz \Desktop \130427.ppw
Page 3.12
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------ - - - - --
User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Runoff CN -Area
Name.... A PRE
File.... C: \Users \jdiaz \Desktop \130427.ppw
Page 4.01
RUNOFF CURVE NUMBER DATA
........................................... ...............................
........................................... ...............................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014
Impervious
Area
Adjustment
Adjusted
Soil /Surface Description
CN
acres
%C %UC
CN
-------------------------- - - - -
impervious
-- - - --
98
--- - - - - --
.100
- - - -- - - - --
- - - - --
98.00
open
80
3.240
80.00
woods
77
10.710
77.00
water
98
.800
98.00
COMPOSITE AREA & WEIGHTED CN -
- ->
14.850
78.93 (79)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Runoff CN -Area
Name.... B PRE
File.... C: \Users \jdiaz \Desktop \130427.ppw
Page 4.02
RUNOFF CURVE NUMBER DATA
........................................... ...............................
........................................... ...............................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014
Impervious
Area
Adjustment
Adjusted
Soil /Surface Description
CN
acres
%C %UC
CN
-------------------------- - - - -
impervious
-- - - --
98
--- - - - - --
.140
- - - -- - - - --
- - - - --
98.00
open
80
6.790
80.00
woods
77
13.360
77.00
water
98
.840
98.00
COMPOSITE AREA & WEIGHTED CN -
.............................................
............................................
- ->
21.130
...............................
...............................
78.94 (79)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Runoff CN -Area
Name.... BYPASS A
File.... C: \Users \jdiaz \Desktop \130427.ppw
Page 4.03
RUNOFF CURVE NUMBER DATA
........................................... ...............................
........................................... ...............................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014
Impervious
Area
Adjustment
Adjusted
Soil /Surface Description
CN
acres
%C %UC
CN
-------------------------- - - - -
impervious
-- - - --
98
--- - - - - --
1.620
- - - -- - - - --
- - - - --
98.00
open
80
2.930
80.00
woods
77
2.930
77.00
water
98
.800
98.00
COMPOSITE AREA & WEIGHTED CN -
.............................................
............................................
- ->
8.280
...............................
...............................
84.20 (84)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Runoff CN -Area
Name.... BYPASS B
File.... C: \Users \jdiaz \Desktop \130427.ppw
Page 4.04
RUNOFF CURVE NUMBER DATA
........................................... ...............................
........................................... ...............................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014
Impervious
Area
Adjustment
Adjusted
Soil /Surface Description
CN
acres
%C %UC
CN
-------------------------- - - - -
impervious
-- - - --
98
--- - - - - --
.300
- - - -- - - - --
- - - - --
98.00
open
80
4.820
80.00
woods
77
4.830
77.00
water
98
.840
98.00
COMPOSITE AREA & WEIGHTED CN -
- ->
10.790
80.56 (81)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Runoff CN -Area
Name.... TO BMP A
File.... C: \Users \jdiaz \Desktop \130427.ppw
Page 4.05
RUNOFF CURVE NUMBER DATA
........................................... ...............................
........................................... ...............................
Impervious
Area Adjustment Adjusted
Soil /Surface Description CN acres %C %UC CN
impervious 98 2.270 98.00
open 80 4.300 80.00
COMPOSITE AREA & WEIGHTED CN - - -> 6.570 86.22 (86)
............................................ ...............................
............................................ ...............................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Runoff CN -Area
Name.... TO BMP B
File.... C: \Users \jdiaz \Desktop \130427.ppw
Page 4.06
RUNOFF CURVE NUMBER DATA
........................................... ...............................
........................................... ...............................
Impervious
Area Adjustment Adjusted
Soil /Surface Description CN acres %C %UC CN
impervious 98 4.950 98.00
open 80 5.390 80.00
COMPOSITE AREA & WEIGHTED CN - - -> 10.340 88.62 (89)
............................................ ...............................
............................................ ...............................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Vol: Elev -Area
Name.... BMP A
File.... C: \Users \jdiaz \Desktop \130427.ppw
Page 5.01
Elevation Planimeter
Area
Al +A2 +sgr(A1 *A2)
Volume
Volume Sum
(ft) (sq.in)
------------------------------------------------------------------------
(sq.ft)
(sq.ft)
(ac -ft)
(ac -ft)
331.50 - - - --
8028
0
.000
.000
332.50 - - - --
9402
26118
.200
.200
333.00 - - - --
10099
29245
.112
.312
334.00 - - - --
12225
33435
.256
.568
335.00 - - - --
14393
39883
.305
.873
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2 -EL1) * (Areal + Area2 + sq.rt.(Area1 *Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Vol: Elev -Area
Name.... BMP B
File.... C: \Users \jdiaz \Desktop \130427.ppw
Page 5.02
Elevation Planimeter
Area
Al +A2 +sgr(A1 *A2)
Volume
Volume Sum
(ft) (sq.in)
------------------------------------------------------------------------
(sq.ft)
(sq.ft)
(ac -ft)
(ac -ft)
348.50 - - - --
12994
0
.000
.000
349.00 - - - --
15838
43178
.165
.165
350.00 - - - --
17654
50213
.384
.549
351.00 - - - --
19515
55730
.426
.976
352.00 - - - --
21420
61380
.470
1.446
353.00 - - - --
23401
67210
.514
1.960
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2 -EL1) * (Areal + Area2 + sq.rt.(Areal *Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Outlet Input Data
Name.... Outlet A
File.... C: \Users \jdiaz \Desktop \130427.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 331.50 ft
Increment = .20 ft
Max. Elev.= 335.00 ft
OUTLET CONNECTIVITY
- - -> Forward Flow Only (UpStream to DnStream)
< - -- Reverse Flow Only (DnStream to UpStream)
< - - -> Forward and Reverse Both Allowed
Page 6.01
Structure
----------- - - - - --
No.
- - --
Outfall
- - - - - --
E1, ft
--- - - - - --
E2, ft
--- - - - - --
Orifice -Area
01
- - -> CO
332.500
335.000
Inlet Box
RO
- - -> CO
333.750
335.000
Orifice - Circular
00
- - -> CO
331.500
335.000
Culvert - Circular
CO
- - -> TW
329.500
335.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Outlet Input Data
Name.... Outlet A
File.... C: \Users \jdiaz \Desktop \130427.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= 01
Structure Type
------------------------------------
Structure Type
------------------------------------
= Orifice -Area
# of Openings
= 2
= 333.75 ft
Invert Elev.
= 332.50
ft
Area
= 1.5000
sq.ft
Top of Orifice
= 333.00
ft
Datum Elev.
= 332.75
ft
Orifice Coeff.
_ .600
Weir Submergence
Structure ID
= RO
Structure Type
------------------------------------
= Inlet Box
# of Openings
= 1
Invert Elev.
= 333.75 ft
Orifice Area
= 16.0000 sq.ft
Orifice Coeff.
_ .600
Weir Length
= 16.00 ft
Weir Coeff.
= 3.100
K, Reverse
= 1.000
Mannings n
= .0000
Kev,Charged Riser
= .000
Weir Submergence
= No
Structure ID = 00
Structure Type = Orifice- Circular
------------------------------------
# of Openings = 1
Invert Elev. = 331.50 ft
Diameter = .1250 ft
Orifice Coeff. _ .600
Page 6.02
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Outlet Input Data
Name.... Outlet A
File.... C: \Users \jdiaz \Desktop \130427.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Structure Type
------------------------------------
= Culvert - Circular
No. Barrels
= 1
Control K =
Barrel Diameter
= 2.5000
ft
Upstream Invert
= 329.50
ft
Dnstream Invert
= 329.00
ft
Horiz. Length
= 50.00
ft
Barrel Length
= 50.00
ft
Barrel Slope
= .01000
ft /ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .009217
Kr = .5000
HW Convergence = .001
INLET
CONTROL DATA...
Equation
form =
1
Inlet
Control K =
.0098
Inlet
Control M =
2.0000
Inlet
Control c =
.03980
Inlet
Control Y =
.6700
T1 ratio (HW /D) =
1.155
T2 ratio (HW /D) =
1.302
Slope
Factor =
-.500
Page 6.03
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 332.39 ft - - -> Flow = 27.16 cfs
At T2 Elev = 332.75 ft - - -> Flow = 31.05 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum
Iterations=
40
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.00
cfs
Max.
Q
tolerance =
.00
cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Composite Rating Curve
Name.... Outlet A
File.... C: \Users \jdiaz \Desktop \130427.ppw
* * * ** COMPOSITE OUTFLOW SUMMARY * * **
WS Elev,
Total Q
Notes
----------
- - - - --
-- - - - -
-- Converge
-------------------------
Elev.
Q
TW Elev
Error
ft
cfs
ft
+ / -ft
Contributing
Structures
-- - - - - --
331.50
- - - - - --
.00
-- - - - -
Free
-- - - - --
Outfall
--------------------------
(no Q: O1,RO,OO,C0)
331.70
.02
Free
Outfall
OO,CO (no Q:
O1,RO)
331.90
.03
Free
Outfall
OO,CO (no Q:
01,RO)
332.10
.04
Free
Outfall
OO,CO (no Q:
01,RO)
332.30
.05
Free
Outfall
OO,CO (no Q:
O1,RO)
332.50
.06
Free
Outfall
OO,CO (no Q:
O1,RO)
332.70
2.95
Free
Outfall
O1,0O,CO (no
Q: RO)
332.90
5.84
Free
Outfall
O1,0O,CO (no
Q: RO)
333.10
8.61
Free
Outfall
O1,0O,CO (no
Q: RO)
333.30
10.79
Free
Outfall
O1,0O,CO (no
Q: RO)
333.50
12.60
Free
Outfall
O1,0O,CO (no
Q: RO)
333.70
14.16
Free
Outfall
O1,0O,CO (no
Q: RO)
333.75
14.53
Free
Outfall
O1,0O,CO (no
Q: RO)
333.90
18.45
Free
Outfall
O1,RO,OO,C0
334.10
27.11
Free
Outfall
O1,RO,OO,C0
334.30
35.31
Free
Outfall
O1,RO,OO,C0
334.50
41.85
Free
Outfall
O1,RO,OO,C0
334.70
46.28
Free
Outfall
O1,RO,OO,C0
334.90
47.56
Free
Outfall
O1,RO,OO,C0
335.00
48.20
Free
Outfall
RO,CO (no Q:
01,00)
Page 6.04
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Outlet Input Data
Name.... Outlet B
File.... C: \Users \jdiaz \Desktop \130427.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 348.50 ft
Increment = .20 ft
Max. Elev.= 353.00 ft
OUTLET CONNECTIVITY
- - -> Forward Flow Only (UpStream to DnStream)
< - -- Reverse Flow Only (DnStream to UpStream)
< - - -> Forward and Reverse Both Allowed
Page 6.05
Structure
----------- - - - - --
No.
- - --
Outfall
- - - - - --
E1, ft
--- - - - - --
E2, ft
--- - - - - --
Weir- Rectangular
WO
- - -> CO
350.000
353.000
Inlet Box
RO
- - -> CO
350.750
353.000
Orifice - Circular
00
- - -> CO
348.500
353.000
Culvert - Circular
CO
- - -> TW
346.000
353.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Outlet Input Data
Name.... Outlet B
File.... C: \Users \jdiaz \Desktop \130427.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
-------- - - - - --
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
WO
Weir - Rectangular
----------------
1
350.00 ft
2.00 ft
3.100000
Weir TW effects (Use adjustment equation)
Structure ID
= RO
Structure Type
------------------------------------
= Inlet Box
# of Openings
= 1
Invert Elev.
= 350.75 ft
Orifice Area
= 16.0000 sq.ft
Orifice Coeff.
_ .600
Weir Length
= 14.00 ft
Weir Coeff.
= 3.100
K, Reverse
= 1.000
Mannings n
= .0000
Kev,Charged Riser
= .000
Weir Submergence
= No
Structure ID = 00
Structure Type = Orifice- Circular
------------------------------------
# of Openings = 1
Invert Elev. = 348.50 ft
Diameter = .2083 ft
Orifice Coeff. _ .600
Page 6.06
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Outlet Input Data
Name.... Outlet B
File.... C: \Users \jdiaz \Desktop \130427.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Structure Type
------------------------------------
= Culvert - Circular
No. Barrels
= 1
Control K =
Barrel Diameter
= 2.5000
ft
Upstream Invert
= 346.00
ft
Dnstream Invert
= 345.50
ft
Horiz. Length
= 110.00
ft
Barrel Length
= 110.00
ft
Barrel Slope
= .00455
ft /ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .009217
Kr = .5000
HW Convergence = .001
INLET
CONTROL DATA...
Equation
form =
1
Inlet
Control K =
.0098
Inlet
Control M =
2.0000
Inlet
Control c =
.03980
Inlet
Control Y =
.6700
T1 ratio (HW /D) =
1.158
T2 ratio (HW /D) =
1.305
Slope
Factor =
-.500
Page 6.07
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 348.89 ft - - -> Flow = 27.16 cfs
At T2 Elev = 349.26 ft - - -> Flow = 31.05 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum
Iterations=
40
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.00
cfs
Max.
Q
tolerance =
.00
cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Type.... Composite Rating Curve
Name.... Outlet B
File.... C: \Users \jdiaz \Desktop \130427.ppw
* * * ** COMPOSITE OUTFLOW SUMMARY * * **
WS Elev,
Total Q
Notes
----------
- - - - --
-- - - - -
-- Converge
-------------------------
Elev.
Q
TW Elev
Error
ft
cfs
ft
+ / -ft
Contributing
Structures
-- - - - - --
348.50
- - - - - --
.00
-- - - - -
Free
-- - - - --
Outfall
--------------------------
(no Q: WO,RO,OO,CO)
348.70
.05
Free
Outfall
OO,CO (no Q:
WO,RO)
348.90
.09
Free
Outfall
OO,CO (no Q:
WO,RO)
349.10
.12
Free
Outfall
OO,CO (no Q:
WO,RO)
349.30
.14
Free
Outfall
OO,CO (no Q:
WO,RO)
349.50
.15
Free
Outfall
OO,CO (no Q:
WO,RO)
349.70
.17
Free
Outfall
OO,CO (no Q:
WO,RO)
349.90
.19
Free
Outfall
OO,CO (no Q:
WO,RO)
350.00
.19
Free
Outfall
OO,CO (no Q:
WO,RO)
350.10
.39
Free
Outfall
WO,OO,CO (no
Q: RO)
350.30
1.20
Free
Outfall
WO,OO,CO (no
Q: RO)
350.50
2.31
Free
Outfall
WO,OO,CO (no
Q: RO)
350.70
3.61
Free
Outfall
WO,OO,CO (no
Q: RO)
350.75
3.96
Free
Outfall
WO,OO,CO (no
Q: RO)
350.90
7.59
Free
Outfall
WO,RO,OO,CO
351.10
15.61
Free
Outfall
WO,RO,OO,CO
351.30
25.94
Free
Outfall
WO,RO,OO,CO
351.50
37.97
Free
Outfall
WO,RO,OO,CO
351.70
46.69
Free
Outfall
WO,RO,OO,CO
351.90
49.58
Free
Outfall
WO,RO,OO,CO
352.10
50.77
Free
Outfall
WO,RO,OO,CO
352.30
51.93
Free
Outfall
RO,CO (no Q:
WO,O0)
352.50
53.06
Free
Outfall
RO,CO (no Q:
WO,O0)
352.70
54.18
Free
Outfall
RO,CO (no Q:
WO,O0)
352.90
55.29
Free
Outfall
RO,CO (no Q:
WO,O0)
353.00
55.82
Free
Outfall
RO,CO (no Q:
WO,O0)
Page 6.08
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014

Appendix A
Index of Starting Page Numbers for ID Names
- - - -- A - - - --
A PRE... 3.01, 4.01
- - - -- B - - - --
B PRE... 3.03, 4.02
BMP A... 5.01
BMP B... 5.02
BYPASS A... 3.05, 4.03
BYPASS B... 3.07, 4.04
- - - -- 0 - - - --
Outlet A... 6.01, 6.04
Outlet B... 6.05, 6.08
- - - -- R - - - --
RDU 24 Hour Desi... 2.01
- - - -- T - - - --
TO BMP A... 3.09, 4.05
TO BMP B... 3.11, 4.06
- - - -- W -----
Watershed ... 1.01
A -1
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 10:19 PM 8/13/2014