20150609 Ver 1_Stormwater Info_20150619

WITHERS + RAVEN EL
STORMWATER MANAGEMENT
PLAN
GREENMOOR
Apex, North Carolina
Prepared For:
PULTE HOME CORPORATION
1225 Crescent Green Dr. Suite 250
Cary, NC 27518
ATTN: Randy King
Prepared By:
WITHERS & RAVENEL, INC
115 MacKenan Drive
Cary, North Carolina 27511
May 2015
W &R Project No. 02090251
Jennifer C. Diaz, PE
Clay Parrish, El

GREENMOOR
STORMWATER MANAGEMENT REPORT
APEX, NORTH CAROLINA
INTRODUCTION
The Greenmoor development is approximately a 148.8 -acre site bordered by Roberts road along the
north boundary, NC -54o along the southeast boundary, and Green Level Church Road along the west
boundary. The site drains to the Clark Branch just downstream of the site; it ultimately drains White
Oak Creek. The development consists of single- family homes along with associated roads, sidewalks,
and infrastructure that will be developed in phases. Each phase of development shall comply with
this stormwater management plan.
Figure 1. Project location outlined in blue.
The site as it exists in the pre- development condition is primarily wooded with some open space.
There are also ponds, wetlands, and streams within the property. The soils on the site are comprised
of go% HSG `C', 6% HSG `D', and 4% HSG `B'. There are two streams on the property which exit the
site at the north property boundary creating two points of analysis for the purposes of this study. The
streams carry the runoff from approximately 232 acres of offsite area to the points of analysis. FEMA
floodplain is immediately downstream of the site.
The proposed layout does utilize one of the existing ponds on site. The non - jurisdictional ponds will
be drained and re- graded while the 2 -ac jurisdictional pond is to remain untouched. The outlet
structure of the pond will be replaced and the downstream channel stabilized in order forthe pond to
provide peak runoff control forthe site. This pond is not intended to provide any water quality function
therefore additional BMPs are proposed.
In orderto meetthe Town of Apex requirements for peak flow attenuation and water quality treatment,
8 BMPs are proposed in addition to the existing pond retrofit in order to mitigate the effects of the
increased runoff from the development by attenuating peak flows to predevelopment levels as well
as treatingthe runoff from the 1" storm. The proposed BMPs are designed perthe most recent NCDENR
Greenmoor W &R Project 2130017
Stormwater Management Report 1 Revised May 2015

GREENMOOR
STORMWATER MANAGEMENT REPORT
APEX, NORTH CAROLINA
Stormwater Best Management Practices Manual. Two of those BMPs are proposed to be constructed
as part of Phase I.
METHODOLOGY
The stormwater study was conducted using the natural drainage features as depicted by Wake County
LIDAR topography (1 -ft contours) 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:
Hvdrologv
❑ Simulation of the 1 -year, 10 -year and loo -year rainfall events for the Apex, NC area
❑ Formulation of the 1 -year, 10 -year and loo -year flood hydrographs for the pre- and post -
development drainage areas
Hydraulic
❑ Routing the 1 -year, 10 -year, and loo -year flood hydrographs for pre- development runoff
from the site.
❑ Routing the 1 -year, 10 -year, and loo -year flood hydrographs for post- development runoff
through the proposed sand filter.
The results of the hydrology calculations are used in the hydraulic analyses. The hydraulic design
requires the development of a stage- storage and stage- discharge function for the proposed sand
filter. The rainfall /runoff hydrographs, stage- storage and stage- discharge functions have been
compiled to create a routing computer simulation model using Haestad Methods PondPack v1o.o
software. This PondPack model was then used to assess the peak water surface elevations for the
design rainfall events. The PondPack modeling results are provided as appendices to this report.
HYDROLOGY
The SCS Method and NOAA Atlas 14 rainfall data was used to develop runoff hydrographs for the Type
II, 24 -hour duration, 1 -year and 10 -year storm events in the Apex area. This SCS method requires three
basic parameters: a curve number (CN), time of concentration (tc), 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). Land use for existing conditions was based on the
most recent Wake County aerial photographs and field observations. Data from the USGS StreamStats
was as a basis forthe contributing watershed to White Oak Creek. Post development land use is based
on the proposed site plan. The curve numbers used in this study are listed in PondPack Routing
appendix of this report.
Times of concentration were calculated using the TR -55 method and based on Wake County
topographic maps and field survey data. The post- development time of concentration was assumed
to be the minimum of 5 minutes for the drainage areas that are piped to the BMPs. Reach segments
were assumed to have a velocity of approximately 5 ft /s for the length of the reach. The times of
concentration used in this study are listed in PondPack Routing appendix of this report.
HYDRAULICS
Computer simulated reservoir routing of the 1 -year, to -year, and loo -year design storms utilized stage -
storage and stage- discharge functions. Stage - storage functions were derived from the proposed
Greenmoor W &R Project 2130017
Stormwater Management Report 2 Revised May 2015

GREENMOOR
STORMWATER MANAGEMENT REPORT
APEX, NORTH CAROLINA
configuration of the BMPs. A non - linear regression relation for surface area versus elevation was
derived for the BMPs. 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
structure for the BMPs.
CONCLUSIONS
This stormwater management plan has been updated with the detailed construction plan for Phase I.
BMPs i and 2 will be constructed as part of Phase I. Both of these BMPs drain first to the existing pond
and then to the West POA. The design data for BMPs 1 and 2 have been updated in this plan. Any
modifications to the layout assumptions for future phases will require an update to this stormwater
management plan.
This stormwater management plan design utilizes 8 wet ponds to achieve water quality treatment.
The existing pond to remain will be incorporated into the design to provide a detention function only.
Based on the routing study, the proposed BMPs provide enough storage to reduce the post -
development runoff from the 1 -year and 10 -year storms to less than pre- development rates while
safely passing the loo -year storm without overtopping.
The proposed BMPs are designed per NCDENR standards in order to achieve a minimum of 85% TSS
removal.
Greenmoor W &R Project 2130017
Stormwater Management Report 3 Revised May 2015

GREENMOOR
STORMWATER MANAGEMENT REPORT
APEX, NORTH CAROLINA
DESIGN SUMMARY
BMP #1- WET POND
Drainage Area = 25.15 ac
Percent Impervious = 53%
• 3.5 "0 Drawdown @ 306.0
• 3 - 4'w x 6" h Peak Attenuation Orifices @ 308.0
• 5'x5' Riser, Crest @ 310.0
• 4'x4' Riser, Crest @ 317.0
• 42 "0 0 -Ring RCP Outlet Barrel @ 300.0
• 24 "0 0 -Ring RCP Outlet Barrel @ 310.0
• Top of Dam @ 312.0
• Top of Dam @ 320.0
Peak Water Surface
Freeboard
Peak Outflow
Storm Event Elevation
(ft)
(cfs)
(ft)
(ft)
1 -Year 308.43
3.57
13.00
10 -Year 310.32
1.68
53.60
loo -Year 311.05
0.95
113.94
BMP #2 - WET POND
Drainage Area =13.23
Percent Impervious = 45%
•
2"0 Drawdown @ 315.0
• 2 - 3'w Overflow Weirs @ 316.75
• 4'x4' Riser, Crest @ 317.0
• 24 "0 0 -Ring RCP Outlet Barrel @ 310.0
• Top of Dam @ 320.0
Peak Water Surface
Freeboard
Peak Outflow
Storm Event Elevation
(ft)
(cfs)
(ft)
i -Year 317.25
2.75
10.88
so -Year 318.24
1.76
41.48
loo -Year 319.15
0.85
44.12
Greenmoor W &R Project 2130017
Stormwater Management Report 4 Revised May 2015

GREENMOOR
STORMWATER MANAGEMENT REPORT
APEX, NORTH CAROLINA
EXISTING WET POND RETROFIT
Riser and Spillway Weir
• 12' x 4' Riser, Crest at 294.75
• Normal pool weir notch in riser, 10' wide at EL 294.25
• 2 -4' diameter outlet barrels at 288.00
• Emergency Spillway, 12' Wide Weir @ 295.50
• Top of Dam @ 298.50
Peak Water Surface Freeboard
Storm Event Elevation (�)
(ft)
1 -Year 295.25 3.25
10 -Year 296.43 2.07
loo -Year 297.51 0.99
PEAK ATTENUATION SUMMARY
WEST POA
Storm Event
1 -Year
so -Year
loo -Year
EAST POA
Storm Event
1 -Year
10 -Year
loo -Year
Pre - Development
Outflow
(cfs)
91.82
304.13
520.18
Pre - Development
Outflow
(cfs)
84.33
287.33
491.97
Post - Development
Outflow
(cfs)
53.65
274.07
436.21
Post - Development
Outflow
(cfs)
72.83
279.76
505.28
Peak Outflow
(cfs)
53.65
274.07
436.21
Net
Change
(cfs)
-38.17
-30.06
-83.97
Net
Change
(cfs)
-11.50
-7.57
+13.31
Greenmoor W &R Project 2130017
Stormwater Management Report 5 Revised May 2015

GREENMOOR
STORMWATER MANAGEMENT REPORT
APEX, NORTH CAROLINA
BACKGROUND
INFORMATION
Greenmoor W &R Project 2130017
Stormwater Management Report Revised May 2015

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689400 689600 689800 690000 690200 690400
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Map Scale: 1:8,980 if printed on A landscape (11" x 8.5 ") sheet.
Meters
N 0 100 200 400 600
A 0 400 800 1600 2400
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey
lim Conservation Service National Cooperative Soil Survey
Hydrologic Soil Group —Wake County, North Carolina
(Greenmoor)
689600 689800 690000 690200 690400 690600
690800 691000
N
691200
35° 4611" N
M
690600 690800 691000
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11/3/2014
Page 1 of 3

Hydrologic Soil Group —Wake County, North Carolina
(Greenmoor)
MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
0 A
0 A/D
0 B
0 B/D
0 C
0 C/D
0 D
0 Not rated or not available
Soil Rating Lines
pff0 A
A/D
B
rwr B/D
rV C
rwr C/D
ry D
r e Not rated or not available
Soil Rating Points
0 A
® A/D
■ B
■ B/D
o
C
0
C/D
13
D
0
Not rated or not available
Water Features
Streams and Canals
Transportation
t++
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
MAP INFORMATION
The soil surveys that comprise your AOI were mapped at 1:15,800.
Warning: Soil Map may not be valid at this scale
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting
soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http : / /websoilsurvey.nres.usda.gov
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal -area conic projection, should be used if more accurate
calculations of distance or area are required.
This product is generated from the USDA -NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Wake County, North Carolina
Survey Area Data: Version 12, Sep 10, 2014
Soil map units are labeled (as space allows) for map scales 1:50,000
or larger.
Date(s) aerial images were photographed: Jul 20, 2010 —May 6,
2014
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
USDA Natural Resources Web Soil Survey 11/3/2014
Iiiiiiii Conservation Service National Cooperative Soil Survey Page 2 of 3

Hydrologic Soil Group —Wake County, North Carolina
Hydrologic Soil Group
Greenmoor
Totals for Area of Interest
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
Tie -break Rule: Higher
148.8 100.0%
USDA Natural Resources Web Soil Survey 11/3/2014
Conservation Service National Cooperative Soil Survey 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
CrB
Creedmoor sandy loam,
D
2.5
1.7%
2 to 6 percent slopes
CrB2
Creedmoor sandy loam,
D
27.8
18.7%
2 to 6 percent slopes,
moderately eroded
CrC
Creedmoor sandy loam,
D
7.9
5.3%
6 to 10 percent slopes
CrC2
Creedmoor sandy loam,
D
49.1
33.0%
6 to 10 percent slopes,
moderately eroded
CrE
Creedmoor sandy loam,
D
50.6
34.0%
10 to 20 percent
slopes
GrC
Granville sandy loam, 6
B
0.6
0.4%
to 10 percent slopes
MfB2
Mayodan sandy loam, 2
B
1.1
0.8%
to 6 percent slopes,
moderately eroded
W
Water
2.2
1.5%
WoA
Wehadkee and Bibb
B/D
1.9
1.3%
soils, 0 to 2 percent
slopes, frequently
flooded
WyA
Worsham sandy loam, 0
D
5.2
3.5%
to 3 percent slopes
Totals for Area of Interest
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
Tie -break Rule: Higher
148.8 100.0%
USDA Natural Resources Web Soil Survey 11/3/2014
Conservation Service National Cooperative Soil Survey Page 3 of 3

GREENMOOR
STORMWATER MANAGEMENT REPORT
APEX, NORTH CAROLINA
BMP SIZING
CALCULATIONS
Greenmoor W &R Project 2130017
Stormwater Management Report Revised May 2015

Project Name:
Greenmoor - Phase I
% IA Imp. Area
Land Use
(ac)
Project #:
2130017
Citv /State:
Apex, NC
Open Space
11.82
0 0.0
Date:
12- May -15
13.3
Total % Impervious Surface Area =
BMP 1
Surface Area of Permanent
Pool:
Average depth =
Table 10.3
Surface Area to Drainage Area
Ratio for Permanent Pool Sizing for 90% Pollutant
2.37
Removal Efficiency in the Piedmont
% Impervious
Permanent
Pool Dept
(feet)
3.0 4.0
5.0
6.0
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
Minimum pond surface area (SA) = (DA * SA/DA ratio) /100
SA =
Area
% IA Imp. Area
Land Use
(ac)
(ac)
Impervious
13.33
100 13.3
Open Space
11.82
0 0.0
Totals
25.15
13.3
Total % Impervious Surface Area =
53.0 %
Surface Area of Permanent
Pool:
Average depth =
4.50 ft
SA/DA ratio =
2.37
From Table 10.3
Minimum pond surface area (SA) = (DA * SA/DA ratio) /100
SA =
0.596
acres
I = Percent impervious
25969
sq. ft.
Normal pool elevation =
306.0
feet
Surface area provided =
0.597
acres
cu. ft.
26014
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 = 0.53
in. /in.
Total runoff volume from 1 -inch precipitation:
Runoff volume, S = (Design
rainfall) (Rv) (Drainage Area)
S = 1.105
acre -ft
48121
cu. ft.
Water quality pool elevation=
307.48 feet
Overflow elevation =
308.00 feet
Storage volume provided =
1.358 acre -ft
59154 cu. ft.
K: \13 \13- 0010 \130017 -Holt Property \H -H \BMP 1 BMP 1 - Pond Design

Project Name: Greenmoor - Phase
City /State: Apex, NC
BMP 1
Proiect #: 2130017
Date: 12- May -15
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:
PPS, = Total Volume - Sediment Storage Volume = 111,452 cf
OPTION 1: Average Depth = Permanent Pool Volume / Surface Area
PPV = 111,452 cf
SA = 26,014 sf
day = 4.28 ft
OPTION 2: Use the following equation:
da„ = 0.25 x (1 + Abot shelf) + (Abut shelf + AbOt pond *) X Depth
Aperm_ pool 2 Abot shelf
*The forebay area was excluded from the Abot_ pond value for this average depth calculation
day = (0.25 x (1 + 22237 )) + ( 22237+ 11842 ) x 5.5
26014 2 22237
day = 4.98 ft
Use Average Depth = 4.50 ft OPTION 2
K: \13 \13- 0010 \130017 -Holt Property \H -H \BMP 1 BMP 1 - Basin Sizing
Incremental
Accumulated
Below Normal
Contour
Contour
Contour
Pool Contours
Area
Volume
Volume
(feet)
(SF)
(CF)
(CF)
299.00
12955
Abot_ pond
300.00
14262
13603
13603 — Sediment Storage Volume
301.00
15597
14925
28528
305.00
21344
73582
102110
Abot shelf
305.50
22237
10894
113004
Aperm pool
306.00
26014
12050
125055 —Total Pond Volume
PPS, = Total Volume - Sediment Storage Volume = 111,452 cf
OPTION 1: Average Depth = Permanent Pool Volume / Surface Area
PPV = 111,452 cf
SA = 26,014 sf
day = 4.28 ft
OPTION 2: Use the following equation:
da„ = 0.25 x (1 + Abot shelf) + (Abut shelf + AbOt pond *) X Depth
Aperm_ pool 2 Abot shelf
*The forebay area was excluded from the Abot_ pond value for this average depth calculation
day = (0.25 x (1 + 22237 )) + ( 22237+ 11842 ) x 5.5
26014 2 22237
day = 4.98 ft
Use Average Depth = 4.50 ft OPTION 2
K: \13 \13- 0010 \130017 -Holt Property \H -H \BMP 1 BMP 1 - Basin Sizing

Project Name: Greenmoor - Phase
Citv /State: Apex, NC BMP 1
STORMWATER BMP #1- STORMWATER WET POND (25% TN Removal)
Project #: 2130017
Date: 12- May -15
FOREBAY DESIGN
Per NCDENR "Stormwater Best Management Practices ", the forebay volume should equal about 20% of the total
basin volume.
Incremental Accumulated
Forebay
Contour
Contour
Contour
Contours
Area
Volume
Volume
(feet)
(SF)
(CF)
(CF)
299.00
2037
300.00
2420
2226
2226 - Sediment Storage Volume
301.00
2832
2623
4849
305.00
4755
15009
19858
305.50
5025
2445
22303 —Total Forebay Volume
Forebay Volume = Total Forebay Volume - Sediment Storage Volume = 20,077 cf
I % Forebay = 18.0% 1
K: \13 \13- 0010 \130017 -Holt Property \H -H \BMP 1 BMP 1 - Forebay Sizing

Proiect Name: Greenmoor - Phase I Proiect #: 2130017
Citv /State: Apex, NC BMP 1 Date: 15- May -15
STORMWATER BMP #1- STORMWATER WET POND (25% TN Removal)
ORIFICE CALCULATOR
Q = Cd *A *ll2gh
1" WATER QUP
Variables
WQ Volume:
Head / Driving Head:
Draw down time:
Orifice Area =
Orifice Diameter =
,CITY STORM VOLUME
Constants
1.105 Acre -ft 48,121 cf g = 32.2 ft/s2
1.48 ft 0.49 ft Cd = 0.6
59 hrs 212963 s
0.067 sq. ft 9.621 sq. in
3.500 in
USE 3.5 INCH DIAMETER ORIFICE
K: \13 \13- 0010 \130017 -Holt Property \H -H \BMP 1 BMP 1 - Orifice Calculator

Permit No.
(to be provided by DWQ)
Form SW401 -Wet Detention Basin- Rev.9- 4/18/12 Parts I. & II. Design Summary, Page 1 of 2
of vvnr��
NCDENR
a
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part lll) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name
Greenmoor - Phase I
Contact person
Jennifer Diaz, PE
Phone number
919.469.3340
Date
5/12/2015
Drainage area number
To BMP #1
II. DESIGN INFORMATION
Site Characteristics
Drainage area
1,095,534 ft2
Impervious area, post - development
580,752 ft2
% impervious
53.01 %
Design rainfall depth
in
Storage Volume: Non -SA Waters
Minimum volume required
48,121 ft3
Volume provided
59,154 ft3
OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.5 runoff volume
ft3
Pre - development 1 -yr, 24 -hr runoff
ft3
Post - development 1 -yr, 24 -hr runoff
ft3
Minimum volume required
ft3
Volume provided
ft3
Peak Flow Calculations
Is the pre /post control of the lyr 24hr storm peak flow required?
Y (Y or N)
1 -yr, 24 -hr rainfall depth
in
Rational C, pre - development
(unitless)
Rational C, post - development
(unitless)
Rainfall intensity: 1 -yr, 24 -hr storm
in /hr
Pre - development 1 -yr, 24 -hr peak flow
91.82 ft3 /sec
Post - development 1 -yr, 24 -hr peak flow
53.65 ft3 /sec
Pre /Post 1 -yr, 24 -hr peak flow control
-38.17 fP /sec
Elevations
Temporary pool elevation
308.00 fmsl
Permanent pool elevation
306.00 fmsl
SHWT elevation (approx. at the perm. pool elevation)
fmsl
Top of 1 Oft vegetated shelf elevation
306.50 fmsl
Bottom of 1 Oft vegetated shelf elevation
305.50 fmsl
Sediment cleanout, top elevation (bottom of pond)
300.00 fmsl
Sediment cleanout, bottom elevation
299.00 fmsl
Sediment storage provided
1.00 ft
Is there additional volume stored above the state - required temp. pool? Y (Y or N)
Elevation of the top of the additional volume
308.0 fmsl OK
Form SW401 -Wet Detention Basin- Rev.9- 4/18/12 Parts I. & II. Design Summary, Page 1 of 2

Permit No.
II. DESIGN INFORMATION
Surface Areas
Area, temporary pool 29,577 ft2
Area REQUIRED, permanent pool 25,969 ft2
SA/DA ratio 2.37 (unitless)
Area PROVIDED, permanent pool, Apen -pool 26,014 ft2 OK
Area, bottom of 1 Oft vegetated shelf, Abot shelf 22,237 ft2
Area, sediment cleanout, top elevation (bottom of pond), Abot_pond 11,842 ft2
Volumes
Volume, temporary pool
59,154 ft3
OK
Volume, permanent pool, Vpenpool
111,452 ft3
OK
Volume, forebay (sum of forebays if more than one forebay)
20,077 ft3
OK
Forebay % of permanent pool volume
18.0% %
OK
SAIDA Table Data
4.2 :1
OK
Design TSS removal
90 %
OK
Coastal SA/DA Table Used?
N (Y or N)
Mountain /Piedmont SAIDA Table Used?
Y (Y or N)
OK
SAIDA ratio
2.37 (unitless)
OK
Average depth (used in SA/DA table):
Y (Y or N)
OK
Calculation option 1 used? (See Figure 10 -2b)
N (Y or N)
Volume, permanent pool, Vpenn pool
111,452 ft3
Area provided, permanent pool, Ape,n,_poa
26,014 ft2
Average depth calculated
ft
Need 3 ft min.
Average depth used in SAIDA, deV, (Round to nearest 0.5ft)
ft
Calculation option 2 used? (See Figure 10 -2b)
Y (Y or N)
Area provided, permanent pool, Ap pool
26,014 ft2
Area, bottom of 1 Oft vegetated shelf, Abot shelf
22,237 ft2
Area, sediment cleanout, top elevation (bottom of pond), Abot_Pond
11,842 ft2
"Depth" (distance b/w bottom of 1Oft shelf and top of sediment)
5.50 ft
Average depth calculated
4.98 ft
OK
Average depth used in SAIDA, dav, (Round to down to nearest 0.5ft)
4.5 ft
Insufficient. Check calculation.
Drawdown Calculations
Drawdown through orifice?
Y (Y or N)
Diameter of orifice (if circular)
3.50 in
Area of orifice (if- non - circular)
in
Coefficient of discharge (Co)
0.60 (unitless)
Driving head (Ho)
0.49 ft
Drawdown through weir?
N (Y or N)
Weir type
(unitless)
Coefficient of discharge (CW)
( unitless)
Length of weir (L)
ft
Driving head (H)
ft
Pre - development 1 -yr, 24 -hr peak flow
91.82 ft3 /sec
Post - development 1 -yr, 24 -hr peak flow
53.65 ft3 /sec
Storage volume discharge rate (through discharge orifice or weir)
0.23 ft3/sec
Storage volume drawdown time
2.46 days
OK, draws down in 2 -5 days.
Additional Information
Vegetated side slopes
3 :1
OK
Vegetated shelf slope
10 :1
OK
Vegetated shelf width
10.0 ft
OK
Length of flowpath to width ratio
3 :1
OK
Length to width ratio
4.2 :1
OK
Trash rack for overflow & orifice?
Y (Y or N)
OK
Freeboard provided
ft
Vegetated filter provided?
Y (Y or N)
OK
Recorded drainage easement provided?
Y (Y or N)
OK
Capures all runoff at ultimate build -out?
Y (Y or N)
OK
Drain mechanism for maintenance or emergencies is:
(to be provided by DWQ)
Form SW401 -Wet Detention Basin- Rev.9- 4/18/12 Parts I. & II. Design Summary, Page 2 of 2

Project Name:
Greenmoor - Phase 1
feet
Overflow elevation =
316.75
Project #:
2130017
Citv /State:
Apex, NC
23784
cu. ft.
Date:
6- Apr -15
BMP 2
Table 10.1
Surface Area to Drainage Area
Ratio for Permanent Pool Sizing for 85% Pollutant
Removal Efficiency in the Piedmont
% Impervious
Permanent
Pool Dept
(feet)
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90
3.74
3.10
2.66
2.34
2.11
1.83
1.67
Source: NCDENR/DWQ Stormwater Best Management Practices, pg. 10 -14, July 2007 rev. 6/16/09
STORMWATER BMP #2- STORMWATER WET POND (25% TN Removal)
Area % IA Imp. Area
Land Use (ac) (ac)
Impervious 5.94 100 5.9
Open Space 7.29 0 0.0
Totals 1 13.23 1 5.9
Total % Impervious Surface Area = 44.9 %
Surface Area of Permanent Pool:
Average depth = 3.50 ft
SA/DA ratio = 1.73 From Table 10.1
Minimum pond surface area (SA) = (DA * SA/DA ratio) /100
SA = 0.229 acres
9995 sq. ft.
Normal pool elevation = 315.0 feet
Surface area provided = 0.258 acres
11232 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 = 0.45 in. /in.
Total runoff volume from 1 -inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.501 acre -ft
21807 cu. ft.
Water quality pool elevation=
316.62
feet
Overflow elevation =
316.75
feet
Storage volume provided =
0.546
acre -ft
23784
cu. ft.
K: \13 \13- 0010 \130017 -Holt Property \H -H \BMP 2 BMP 2 - Pond Design

Project Name: Greenmoor - Phase 1
Citv /State: Apex, NC BMP 2
Proiect #: 2130017
Date: 6- Apr -15
STORMWATER BMP #2- 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:
PP, = Total Volume - Sediment Storage Volume = 34,403 cf
OPTION 1: Average Depth = Permanent Pool Volume / Surface Area
PPV = 34,403 cf
SA = 11,232 sf
day = 3.06 ft
OPTION 2: Use the following equation:
da„ = 0.25 x (1 + Abot shelf) + (Abot shelf + Abot oond *) X Depth
Aperm_pool 2 Abot shelf
*The forebay area was excluded from the Abot _pond value for this average depth calculation
day = (0.25 x (1 + 8923 )) + ( 8923+ 3812 ) x 4.5
11232 2 8923
day = 3.85 ft
Use Average Depth = 3.50 ft OPTION 2
K: \13 \13- 0010 \130017 -Holt Property \H -H \BMP 2 BMP 2 - Basin Sizing
Incremental
Accumulated
Below Normal
Contour
Contour
Contour
Pool Contours
Area
Volume
Volume
(feet)
(SF)
(CF)
(CF)
309.00
3850
Abot pond
310.00
4578
4209
4209 - Sediment Storage Volume
311.00
5376
4972
9180
314.00
8145
20138
29319
Abot shelf
314.50
8923
4266
33584
Aperm pool
315.00
11232
5028
38612 -Total Pond Volume
PP, = Total Volume - Sediment Storage Volume = 34,403 cf
OPTION 1: Average Depth = Permanent Pool Volume / Surface Area
PPV = 34,403 cf
SA = 11,232 sf
day = 3.06 ft
OPTION 2: Use the following equation:
da„ = 0.25 x (1 + Abot shelf) + (Abot shelf + Abot oond *) X Depth
Aperm_pool 2 Abot shelf
*The forebay area was excluded from the Abot _pond value for this average depth calculation
day = (0.25 x (1 + 8923 )) + ( 8923+ 3812 ) x 4.5
11232 2 8923
day = 3.85 ft
Use Average Depth = 3.50 ft OPTION 2
K: \13 \13- 0010 \130017 -Holt Property \H -H \BMP 2 BMP 2 - Basin Sizing

Project Name: Greenmoor - Phase 1 Proiect #: 2130017
Citv /State: Apex, NC BMP 2 Date: 6- Apr -15
STORMWATER BMP #2- 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.
Incremental Accumulated
Forebay
Contour
Contour
Contour
Contours
Area
Volume
Volume
(feet)
(SF)
(CF)
(CF)
309.00
538
310.00
766
649
649 —Sediment Storage Volume
314.00
2027
5385
6034
314.50
2323
1087
7121 —Total Forebay Volume
Forebay Volume = Total Forebay Volume - Sediment Storage Volume = 6,472 cf
I % Forebay = 18.8% 1
K: \13 \13- 0010 \130017 -Holt Property \H -H \BMP 2 BMP 2 - Forebay Sizing

Proiect Name: Greenmoor - Phase 1 Proiect #: 2130017
Citv /State: Apex, NC BMP 2 Date: 15- May -15
STORMWATER BMP #2- STORMWATER WET POND (25% TN Removal)
ORIFICE CALCULATOR
Q = Cd *A *ll2gh
1" WATER QUP
Variables
WQ Volume:
Head / Driving Head:
Draw down time:
Orifice Area =
Orifice Diameter =
,CITY STORM VOLUME
Constants
0.501 Acre -ft 21807 cf g = 32.2 ft/s2
1.62 ft 0.54 ft Cd = 0.6
78 hrs 282470 s
0.022 sq. ft 3.142 sq. in
2.000 in
USE 2 INCH DIAMETER ORIFICE
K: \13 \13- 0010 \130017 -Holt Property \H -H \BMP 2 BMP 2 - Orifice Calculator

Permit No.
(to be provided by DWQ)
Form SW401 -Wet Detention Basin- Rev.9- 4/18/12 Parts I. & II. Design Summary, Page 1 of 2
of vvnr��
NCDENR
a
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part lll) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name
Greenmoor- Phase 1
Contact person
Jennifer Diaz, PE
Phone number
919.469.3340
Date
4/6/2015
Drainage area number
To BMP #2
II. DESIGN INFORMATION
Site Characteristics
Drainage area
576,299 ft2
Impervious area, post - development
258,750 ft2
% impervious
44.0 %
Design rainfall depth
in
Storage Volume: Non -SA Waters
Minimum volume required
21,807 ft3
Volume provided
23,784 ft3
OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.5 runoff volume
ft3
Pre - development 1 -yr, 24 -hr runoff
ft3
Post - development 1 -yr, 24 -hr runoff
ft3
Minimum volume required
ft3
Volume provided
ft3
Peak Flow Calculations
Is the pre /post control of the lyr 24hr storm peak flow required?
Y (Y or N)
1 -yr, 24 -hr rainfall depth
in
Rational C, pre - development
(unitless)
Rational C, post - development
(unitless)
Rainfall intensity: 1 -yr, 24 -hr storm
in /hr
Pre - development 1 -yr, 24 -hr peak flow
91.82 ft3 /sec
Post - development 1 -yr, 24 -hr peak flow
53.65 ft3 /sec
Pre /Post 1 -yr, 24 -hr peak flow control
-38.17 fP /sec
Elevations
Temporary pool elevation
316.75 fmsl
Permanent pool elevation
315.00 fmsl
SHWT elevation (approx. at the perm. pool elevation)
fmsl
Top of 1 Oft vegetated shelf elevation
315.50 fmsl
Bottom of 1 Oft vegetated shelf elevation
314.50 fmsl
Sediment cleanout, top elevation (bottom of pond)
310.00 fmsl
Sediment cleanout, bottom elevation
309.00 fmsl
Sediment storage provided
1.00 ft
Is there additional volume stored above the state - required temp. pool? Y (Y or N)
Elevation of the top of the additional volume
316.8 fmsl OK
Form SW401 -Wet Detention Basin- Rev.9- 4/18/12 Parts I. & II. Design Summary, Page 1 of 2

Permit No.
II. DESIGN INFORMATION
Surface Areas
Area, temporary pool 13,591 ft2
Area REQUIRED, permanent pool 9,995 ft2
SA/DA ratio 1.73 (unitless)
Area PROVIDED, permanent pool, Apen -pool 11,232 ft2 OK
Area, bottom of 1 Oft vegetated shelf, Abot shelf 8,923 ft2
Area, sediment cleanout, top elevation (bottom of pond), Abot_pond 4,578 ft2
Volumes
Volume, temporary pool
23,784 ft3
OK
Volume, permanent pool, Vpenpool
34,403 ft3
OK
Volume, forebay (sum of forebays if more than one forebay)
6,472 ft3
OK
Forebay % of permanent pool volume
18.8% %
OK
SAIDA Table Data
2.0 :1
OK
Design TSS removal
85%
OK
Coastal SA/DA Table Used?
N (Y or N)
Mountain /Piedmont SAIDA Table Used?
Y (Y or N)
OK
SAIDA ratio
1.73 (unitless)
OK
Average depth (used in SA/DA table):
Y (Y or N)
OK
Calculation option 1 used? (See Figure 10 -2b)
N (Y or N)
Volume, permanent pool, Vpenn pool
34,403 ft3
Area provided, permanent pool, Ape,n,_poa
11,232 ft2
Average depth calculated
ft
Need 3 ft min.
Average depth used in SAIDA, deV, (Round to nearest 0.5ft)
ft
Calculation option 2 used? (See Figure 10 -2b)
Y (Y or N)
Area provided, permanent pool, Ap pool
11,232 if
Area, bottom of 1 Oft vegetated shelf, Abot shelf
8,923 fe
Area, sediment cleanout, top elevation (bottom of pond), Abot_Pond
4,578 ft2
"Depth" (distance b/w bottom of 1Oft shelf and top of sediment)
4.50 ft
Average depth calculated
3.85 ft
OK
Average depth used in SAIDA, dav, (Round to down to nearest 0.5ft)
3.5 ft
Insufficient. Check calculation.
Drawdown Calculations
Drawdown through orifice?
Y (Y or N)
Diameter of orifice (if circular)
2.00 in
Area of orifice (if- non - circular)
in
Coefficient of discharge (Co)
0.60 (unitless)
Driving head (Ho)
0.54 ft
Drawdown through weir?
N (Y or N)
Weir type
(unitless)
Coefficient of discharge (CW)
( unitless)
Length of weir (L)
ft
Driving head (H)
ft
Pre - development 1 -yr, 24 -hr peak flow
91.82 ft3 /sec
Post - development 1 -yr, 24 -hr peak flow
53.65 ft3 /sec
Storage volume discharge rate (through discharge orifice or weir)
0.08 ft3/sec
Storage volume drawdown time
3.27 days
OK, draws down in 2 -5 days.
Additional Information
Vegetated side slopes
3 :1
OK
Vegetated shelf slope
10 :1
OK
Vegetated shelf width
10.0 ft
OK
Length of flowpath to width ratio
3 :1
OK
Length to width ratio
2.0 :1
OK
Trash rack for overflow & orifice?
Y (Y or N)
OK
Freeboard provided
ft
Vegetated filter provided?
Y (Y or N)
OK
Recorded drainage easement provided?
Y (Y or N)
OK
Capures all runoff at ultimate build -out?
Y (Y or N)
OK
Drain mechanism for maintenance or emergencies is:
(to be provided by DWQ)
Form SW401 -Wet Detention Basin- Rev.9- 4/18/12 Parts I. & II. Design Summary, Page 2 of 2

^��A
OF � n T�A
4&
h
NCDENR
p Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION
APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS -VFS) SUPPLEMENT
This form must be completely filled out, printed, initialed, and submitted.
I. PROJECT INFORMATION
Project name
Greenmoor Phase 1
Contact name
Jennifer Diaz, PE
Phone number
919.469.3340
Date
May 15, 2015
Drainage area number
BMP #2
II. DESIGN INFORMATION
The purpose of the LS -VFS
SW Rule: !0 -year drawdown from Wet Pond
Stormwater enters LS -VFS from
A BMP
Type of VFS
Engineered filter strip (graded & sodded, slope < 8 %)
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from the Drainage Area
Drainage area
ft, Do not complete this section of the form.
Impervious surface area
ft, Do not complete this section of the form.
Percent impervious
% Do not complete this section of the form.
Rational C coefficient
Do not complete this section of the form.
Peak flow from the 1 in /hr storm
cfs Do not complete this section of the form.
Time of concentration
min Do not complete this section of the form.
Rainfall intensity, 10 -yr storm
in /hr Do not complete this section of the form.
Peak flow from the 10 -yr storm
cfs Do not complete this section of the form.
Design storm
Pick one:
Maximum amount of flow directed to the LS -VFS
cfs Do not complete this section of the form.
Is a flow bypass system going to be used?
(Y or N) Do not complete this section of the form.
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from a BMP
Type of BMP
Wet detention pond
Peak discharge from the BMP during the design storm
0.08 cfs
Peak discharge from the BMP during the 10 -year storm
41.48 cfs
Maximum capacity of a 100 -foot long LS -VFS
10 cfs
Peak flow directed to the LS -VFS
0.08 cfs
Is a flow bypass system going to be used?
Y (Y or N)
Explanation of any "Other" responses above
The low flow orifice is diverted to the LS /VFS from the pond. Excess flows bypass the
LSNFS through the riser /barrel from the pond.
Form SW401 - LS -VFS - 29June2012 -Rev. 10 page 1 of 3

LS -VFS Design
Forebay surface area
Depth of forebay at stormwater entry point
Depth of forebay at stormwater exit point
Feet of level lip needed per cfs
Computed minimum length of the level lip needed
Length of level lip provided
Width of VFS
Elevation at downslope base of level lip
Elevation at the end of the VFS that is farthest from the LS
Slope (from level lip to the end of the VFS)
Are any draws present in the VFS?
Is there a collector swale at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
B
W
y (flow depth for 10 -year storm)
freeboard (during the 10 -year storm)
Peak velocity in the channel during the 10 -yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other" responses above
M
NIA sq ft No forebay is required.
in
in
10 ft/cfs
1 It Ten feet is the minimum level spreader length.
10
ft
30
ft
314.50
fmsl
313.50
fmsl
3.33
%
N
(Y or N) OK
N
(Y or N)
Y (Y or N)
Y (Y or N) Please provide plan details of flow splitter & supporting calcs.
ft
ft
ft
ft
ft/sec
Rip -rap
N (Y or N)
Y (Y or N)
Bypass flows are diverted away from the LSNFS in the pond through the riser /barrel.
W
Y(diuing kie 10 Yrstann� --- - - - - -- i 1
i
4r 0000— M
+ B +
r►
Form SW401 - LS -VFS - 29June2012 - Rev. 10 page 2 of 3

EDIT Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will result
in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to indicate the
following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a requirement has not been
met, attach justification.
Requried Item:
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build -out.
3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
4. Plan details of the flow splitting device and supporting calculations (if applicable).
5. A construction sequence that shows how the level spreader will be protected from
sediment until the entire drainage area is stabilized.
6. If a non - engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0 &M) agreement.
Initials Page or plan sheet number and any notes:
Form SW401 - LS -VFS - 29June2012 -Rev. 10 page 3 of 3

Project Name: GREENMOOR
310.45
feet
Overflow elevation =
Project #: 2130017
Citv /State:
Apex, NC
0.479
Preliminary BMP Sizing
Date: 3- Nov -14
Table 10.3
Surface Area to Drainage Area Ratio for Permanent Pool Sizing for
90°Y Pollutant
Removal Efficiency in the Piedmont
% Impervious
Permanent Pool Dept
(feet)
3.0
4.0
5.0 6.0
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 #3- STORMWATER WET POND (25% TN Removal)
Area % IA Imp. Area
Land Use (ac) (ac)
Impervious 5.49 100 5.5
Open Space 5.72 0 0.0
Totals I 11.21 [ [ 5.5
Total % Impervious Surface Area = 49.0 %
Surface Area of Permanent Pool:
Average depth = 4.50 ft
SA/DA ratio = 2.21 From Table 10.3
Minimum pond surface area (SA) _ (DA * SA/DA ratio) /100
SA = 0.248 acres
10814 sq. ft.
Normal pool elevation = 309.0 feet
Surface area provided = 0.266 acres
11567 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 = 0.49 in. /in.
Total runoff volume from 1 -inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.459 acre -ft
19975 cu. ft.
Water quality pool elevation =
310.45
feet
Overflow elevation =
310.50
feet
Storage volume provided =
0.479
acre -ft
20852
cu.ft.
K: \13 \13- 0010 \130017 -Holt Property \H -H \Preliminary BMP Sizing Preliminary BMP Sizing - BMP #3

Project Name: GREENMOOR
327.42
feet
Overflow elevation =
Proiect #: 2130017
Citv /State:
Apex, NC
0.674
Preliminary BMP Sizing
Date: 3- Nov -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
(feet)
3.0
4.0
5.0 6.0
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 j
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
J 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 #4- STORMWATER WET POND (25% TN Removal)
Area
Land Use (ac)
Impervious 7.65
Open Space 6.36
Totals 14.01
Total % Impervious Surface Area =
% IA Imp. Area
(ac)
100 7.6
0 0.0
7.6
54.6
Surface Area of Permanent Pool:
Average depth = 4.00 ft
SA/DA ratio = 2.64 From Table 10.3
Minimum pond surface area (SA) = (DA * SA/DA ratio) /100
SA = 0.370 acres
16099 sq. ft.
Normal pool elevation = 326.0 feet
Surface area provided = 0.391 acres
17014 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 = 0.54 in. /in.
Total runoff volume from 1 -inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.632 acre -ft
27535 cu.ft.
Water quality pool elevation=
327.42
feet
Overflow elevation =
327.50
feet
Storage volume provided =
0.674
acre -ft
29345
cu.ft.
K: \13 \13- 0010 \130017 -Holt Property \H -H \Preliminary BMP Sizing Preliminary BMP Sizing - BMP #4

Project Name: GREENMOOR
316.04
feet
Overflow elevation =
Project #: 2130017
Citv /State:
Apex, NC
0.470
Preliminary BMP Sizing
Date: 3- Nov -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
(feet)
3.0
4.0
5.0 6.0
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 #5- STORMWATER WET POND (25% TN Removal)
Area
Land Use (ac)
Impervious 3.73
Open Space 4.79
Totals 8.52
Total % Impervious Surface Area =
% IA Imp. Area
(ac)
100 3.7
0 0.0
[ 3.7
43.8
Surface Area of Permanent Pool:
Average depth = 3.00 ft
SA/DA ratio = 2.69 From Table 10.3
Minimum pond surface area (SA) = (DA * SA/DA ratio) /100
SA = 0.229 acres
9982 sq. ft.
Normal pool elevation = 315.0 feet
Surface area provided = 0.266 acres
11596 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 = 0.44 in. /in.
Total runoff volume from 1 -inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.315 acre -ft
13735 cu. ft.
Water quality pool elevation =
316.04
feet
Overflow elevation =
316.50
feet
Storage volume provided =
0.470
acre -ft
20475
cu. ft.
K: \13 \13- 0010 \130017 -Holt Property \H -H \Preliminary BMP Sizing Preliminary BMP Sizing - BMP #5

Project Name: GREENMOOR
330.61
feet
Overflow elevation =
Project #: 2130017
Citv /State:
Apex, NC
0.607
Preliminary BMP Sizing
Date: 3- Nov -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 Dept i
(feet)
3.0 1
4.0
5.0 6.0
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: NCDENP/DWQ
Stormwater Best Management Practices, pg. 10 -15, July 2007 rev. 6/16/09
STORMWATER BMP #6- STORMWATER WET POND (25% TN Removal)
Area
Land Use (ac)
Impervious 5.67
Open Space 5.74
Totals 11.41
Total % Impervious Surface Area =
% IA Imp. Area
(ac)
100 5.7
0 0.0
5.7
49.7 %
Surface Area of Permanent Pool:
Average depth = 5.00 ft
SA/DA ratio = 1.99 From Table 10.3
Minimum pond surface area (SA) _ (DA * SA/DA ratio) /100
SA = 0.227 acres
9908 sq. ft.
Normal pool elevation = 329.0 feet
Surface area provided = 0.244 acres
10630 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 = 0.50 in. /in.
Total runoff volume from 1 -inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.473 acre -ft
20587 cu. ft.
Water quality pool elevation=
330.61
feet
Overflow elevation =
331.00
feet
Storage volume provided =
0.607
acre -ft
26423
cu.ft.
K: \13 \13- 0010 \130017 -Holt Property \H -H \Preliminary BMP Sizing Preliminary BMP Sizing - BMP #6

Proiect Name: GREENMOOR Project #: 2130017
Citv /State: Apex, NC Date: 3- Nov -14
Source: NCDENR/DWQ Stormwater Best Management Practices, pg. 10 -15, July 2007 rev 6/16/09
STORMWATER BMP #7- STORMWATER WET POND (25% TN Removal)
Area % IA Imp. Area
Land Use (ac) (ac)
Impervious 5.43 100 5.4
Open Space 4.08 0 0.0
Totals 1 9.51 f 5.4
Total % Impervious Surface Area = 57.1
Surface Area of Permanent Pool:
Average depth = 4.00 ft
SA/DA ratio = 2.71 From Table 10.3
Minimum pond surface area (SA) _ (DA * SA/DA ratio) /100
SA = 0.258 acres
11236 sq. ft.
Normal pool elevation = 322.0 feet
Surface area provided = 0.275 acres
11959 sq. ft.
9.0
0.4
0.7
0.9
1.1
1.5
1.7
1.9
2.0
2.4
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 = 0.56 in. /in.
Total runoff volume from 1 -inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.447 acre -ft
19460 cu. ft.
Water quality pool elevation=
323.40
feet
Preliminary BMP Sizing
323.50
feet
Table 10.3
Surface Area to Drainage Area Ratio for Permanent Pool Sizing for
90% Pollutant
Removal Efficiency in the Piedmont
cu. ft.
% Impervious
Permanent Pool Depth
(feet)
3.0
4.0
5.0 6.0
7.0
8.0
10
0.9
0.8
0.6 0.5
0.5
0.4
20
1.5
1.1
1.0 0.9
0.8
0.7
30
1.9
1.7
1.4 1.3
1.0
0.9
40
2.5
2.0
1.8 1.6
1.5
f 1.2
50
3.0
2.5
2.0 1.9
1.7
1.5
60
3.5
2.8
2.5 2.2
1.9
1.8
70
4.0
3.3
2.8 2.5
2.2
2.0
80
4.5
3.8
3.3 2.8
2.6
2.1
90
5.0
4.0
3.5 3.0
2.8
2.5
Source: NCDENR/DWQ Stormwater Best Management Practices, pg. 10 -15, July 2007 rev 6/16/09
STORMWATER BMP #7- STORMWATER WET POND (25% TN Removal)
Area % IA Imp. Area
Land Use (ac) (ac)
Impervious 5.43 100 5.4
Open Space 4.08 0 0.0
Totals 1 9.51 f 5.4
Total % Impervious Surface Area = 57.1
Surface Area of Permanent Pool:
Average depth = 4.00 ft
SA/DA ratio = 2.71 From Table 10.3
Minimum pond surface area (SA) _ (DA * SA/DA ratio) /100
SA = 0.258 acres
11236 sq. ft.
Normal pool elevation = 322.0 feet
Surface area provided = 0.275 acres
11959 sq. ft.
9.0
0.4
0.7
0.9
1.1
1.5
1.7
1.9
2.0
2.4
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 = 0.56 in. /in.
Total runoff volume from 1 -inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.447 acre -ft
19460 cu. ft.
Water quality pool elevation=
323.40
feet
Overflow elevation =
323.50
feet
Storage volume provided =
0.483
acre -ft
21044
cu. ft.
K: \13 \13- 0010 \130017 -Holt Property \H -H \Preliminary BMP Sizing Preliminary BMP Sizing - BMP #7

Project Name: GREENMOOR
346.08
feet
Overflow elevation =
Project #: 2130017
Citv /State:
Apex, NC
0.439
Preliminary BMP Sizing
Date: 3- Nov -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
(feet)
3.0
4.0
5.0 6.0
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 I
2.2
j 2.0
1.9
80
4.5
3.8
3.3 2.8
2.6
2.1
2.0
90
5.0
4.0
I 3.5 3.0 I
2.8
I 2.5
2.4
Source: NCDENR/DWQ Stormwater Best Management Practices, pg. 10 -15, July 2007 rev. 6/16/09
STORMWATER BMP #8- STORMWATER WET POND (25% TN Removal)
Area % IA Imp. Area
Land Use (ac) (ac)
Impervious 3.64 100 3.6
-Open Space 3.90 0 0.0
Totals 1 7.54 f 1 3.6
Total % Impervious Surface Area = 48.3 %
Surface Area of Permanent Pool:
Average depth = 3.00 ft
SA/DA ratio = 2.91 From Table 10.3
Minimum pond surface area (SA) = (DA * SA/DA ratio) /100
SA = 0.220 acres
9572 sq. ft.
Normal pool elevation = 345.0 feet
Surface area provided = 0.243 acres
10589 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 = 0.304 acre -ft
13263 cu. ft.
Water quality pool elevation =
346.08
feet
Overflow elevation =
346.50
feet
Storage volume provided =
0.439
acre -ft
19137
cu. ft.
K: \13 \13- 0010 \130017 -Holt Property \H -H \Preliminary BMP Sizing Preliminary BMP Sizing - BMP #8

GREENMOOR
STORMWATER MANAGEMENT REPORT
APEX, NORTH CAROLINA
PRE - DEVELOPMENT
PONDPACK OUTPUT
CALCULATIONS
Greenmoor W &R Project 2130017
Stormwater Management Report April 2015

Pre West
C)
Pre Site West
Pre East
r.
Addlink 30'
To Conf 1
To Conf 2
Addlink 50 -
Addlink 60'
E
W
0
N
v
Pre Site East
Clark conf
Clark@White Oak
To 10% Poini 10% Point

Job File: K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017- PRE.PPW
Rain Dir: K: \13 \13 -0010 \130017 -Holt Property \H -H\
JOB TITLE
Project Date: 11/3/2014
Project Engineer: jdiaz
Project Title: Holt Property
Project Comments:
PRE- DEVELOPMENT MODEL
Updated 4/2/15
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Bentley PondPack (10.00.027.00) 8:42 AM 4/6/2015

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 * * * * * * * * * * * * * * * * * * * **
PRE EAST........ Tc Calcs ........................... 3.01
PRE WEST........ Tc Calcs ........................... 3.04
TO 10o POINT.... Tc Calcs ........................... 3.07
TO CONF 1....... Tc Calcs ........................... 3.09
TO CONF 2....... Tc Calcs ........................... 3.13
* * * * * * * * * * * * * * * * * * * * ** CN CALCULATIONS * * * * * * * * * * * * * * * * * * * **
PRE EAST........ Runoff CN -Area ..................... 4.01
PRE WEST........ Runoff CN -Area ..................... 4.02
TO loo POINT.... Runoff CN -Area ..................... 4.03
TO CONF 1....... Runoff CN -Area ..................... 4.04
TO CONF 2....... Runoff CN -Area ..................... 4.05
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Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - pre.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: RDU 24 Hour Desi
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
( *Node = Outfall; +Node = Diversion;)
(Trun= HYG Truncation: Blank =None; L =Left; R =Rt; LR= Left &Rt)
Total
Max
Depth
Rainfall
Return
HYG Vol
Return Event
in
Type
RNF
ID
------ - - - - --
1
- - - - --
2.8300
---------- - - - - --
Time -Depth Curve
----------------
RDU NOAA
lyr
10
4.9800
Time - Depth Curve
RDU NOAA
10yr
100
7.3700
Time -Depth Curve
RDU NOAA
100yr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
( *Node = Outfall; +Node = Diversion;)
(Trun= HYG Truncation: Blank =None; L =Left; R =Rt; LR= Left &Rt)
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Max
Return
HYG Vol
Qpeak
Qpeak Max WSEL Pond Storage
Node ID
----------- - - - - --
Type
- - --
Event
- - - - --
ac -ft Trun
---- - - - - -- --
hrs
--- - - - - --
cfs ft ac -ft
-- - - - - -- -- - - - - -- ------ - - - - --
*10% POINT
JCT
1
595.236
14.4500
1360.24
*10% POINT
JCT
10
1546.955
14.0000
3607.64
*10% POINT
JCT
100
2731.316
14.0000
6180.72
CLARK CONF
JCT
1
27.057
12.4500
232.17
CLARK CONF
JCT
10
85.831
12.4500
771.04
CLARK CONF
JCT
100
165.127
12.4500
1312.70
CLARK @WHITE OAK
JCT
1
41.663
12.7500
300.80
CLARK @WHITE OAK
JCT
10
130.798
12.7000
996.35
CLARK @WHITE OAK
JCT
100
250.556
12.7000
1721.37
PRE EAST
AREA
1
9.384
12.4000
84.33
PRE EAST
AREA
10
30.502
12.4000
287.33
PRE EAST
AREA
100
59.270
12.3500
491.97
PRE SITE EAST
JCT
1
9.384
12.4000
84.33
PRE SITE EAST
JCT
10
30.502
12.4000
287.33
PRE SITE EAST
JCT
100
59.270
12.3500
491.97
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Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - pre.ppw
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) 8:42 AM 4/6/2015
Max
Return
HYG Vol
Qpeak
Qpeak Max WSEL Pond Storage
Node ID
Type
Event
ac -ft Trun
hrs
cfs ft ac -ft
----------- - - - - --
PRE SITE WEST
- - --
JCT
- - - - --
1
---- - - - - -- --
10.993
--- - - - - --
12.4500
-- - - - - -- -- - - - - -- ------ - - - - --
91.20
PRE SITE WEST
JCT
10
34.757
12.4000
302.11
PRE SITE WEST
JCT
100
66.768
12.4000
516.71
PRE WEST
AREA
1
10.993
12.4500
91.20
PRE WEST
AREA
10
34.757
12.4000
302.11
PRE WEST
AREA
100
66.768
12.4000
516.71
TO 10% POINT
AREA
1
553.573
14.4500
1318.38
TO 10% POINT
AREA
10
1416.157
14.0500
3469.48
TO 10% POINT
AREA
100
2480.760
14.0500
5903.12
TO CONF 1
AREA
1
6.680
12.3500
70.22
TO CONF 1
AREA
10
20.572
12.3000
214.53
TO CONF 1
AREA
100
39.089
12.3000
352.78
TO CONF 2
AREA
1
14.606
12.4000
136.63
TO CONF 2
AREA
10
44.967
12.4000
424.75
TO CONF 2
AREA
100
85.429
12.4000
706.01
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Type.... Design Storms
Name.... RDU 24 Hour Desi
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - pre.ppw
Title... Project Date: 11/3/2014
Project Engineer: jdiaz
Project Title: Holt Property
Project Comments:
PRE - DEVELOPMENT MODEL
Updated 4/2/15
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 lyr
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 = 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
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Bentley PondPack (10.00.027.00) 8:42 AM 4/6/2015

Type.... Tc Calcs
Name.... PRE EAST
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - pre.ppw
Page 3.01
.......................................... ...............................
......................................... ...............................
TIME OF CONCENTRATION CALCULATOR
......................................... ...............................
......................................... ...............................
Segment #1: Tc: TR -55 Sheet
Mannings n .4000
Hydraulic Length 100.00 ft
2yr, 24hr P 3.4400 in
Slope .020000 ft /ft
Avg.Velocity .08 ft /sec
Segment #1 Time: .3452 hrs
------------------------------------------------------------------ - - - - --
Segment #2: Tc: TR -55 Shallow
Hydraulic Length 814.00 ft
Slope .067600 ft /ft
Unpaved
Avg.Velocity 4.19 ft /sec
Segment #2 Time: .0539 hrs
------------------------------------------------------------------ - - - - --
Segment #3: Tc: TR -55 Channel
Flow Area 6.0000 sq.ft
Wetted Perimeter 8.00 ft
Hydraulic Radius .75 ft
Slope .018100 ft /ft
Mannings n .0300
Hydraulic Length 1822.00 ft
Avg.Velocity 5.52 ft /sec
Segment 43 Time: .0918 hrs
------------------------------------------------------------------ - - - - --
------------------- - - - - --
Total Tc: .4908 hrs
------------------- - - - - --
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Bentley PondPack (10.00.027.00) 8:42 AM 4/6/2015

Type.... Tc Calcs
Name.... PRE EAST
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - pre.ppw
Page 3.02
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------ - - - - --
SCS TR -55 Sheet Flow
Tc = (.007 * ((n * Lf) * *0.8)) / ((P * *.5) * (Sf * *.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, o
= = == SCS TR -55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf * *0.5)
Paved surface:
V = 20.3282 * (Sf * *0.5)
Tc = (Lf / V) / (3600sec /hr)
Where: V = Velocity, ft /sec
Sf = Slope, ft /ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:42 AM 4/6/2015

Type.... Tc Calcs
Name.... PRE EAST
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - pre.ppw
= = == SCS Channel Flow —
R = Aq / Wp
V = (1.49 * (R * *(2/3)) * (Sf * * -0.5)) / n
Tc = (Lf / V) / (3600sec /hr)
Where: R
Aq
Wp
V
Sf
n
Tc
Lf
Hydraulic radius
Flow area, sq.ft.
Wetted perimeter, ft
Velocity, ft /sec
Slope, ft /ft
Mannings n
Time of concentration, hrs
Flow length, ft
Page 3.03
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:42 AM 4/6/2015

Type.... Tc Calcs
Name.... PRE WEST
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - pre.ppw
Page 3.04
.......................................... ...............................
......................................... ...............................
TIME OF CONCENTRATION CALCULATOR
......................................... ...............................
......................................... ...............................
Segment #1: Tc: TR -55 Sheet
Mannings n .2400
Hydraulic Length 100.00 ft
2yr, 24hr P 3.4400 in
Slope .010000 ft /ft
Avg.Velocity .09 ft /sec
Segment #1 Time: .3027 hrs
------------------------------------------------------------------ - - - - --
Segment #2: Tc: TR -55 Shallow
Hydraulic Length 667.00 ft
Slope .063000 ft /ft
Unpaved
Avg.Velocity 4.05 ft /sec
Segment #2 Time: .0458 hrs
------------------------------------------------------------------ - - - - --
Segment #3: Tc: TR -55 Channel
Flow Area 6.0000 sq.ft
Wetted Perimeter 8.00 ft
Hydraulic Radius .75 ft
Slope .018200 ft /ft
Mannings n .0300
Hydraulic Length 4494.00 ft
Avg.Velocity 5.53 ft /sec
Segment 43 Time: .2257 hrs
------------------------------------------------------------------ - - - - --
------------------- - - - - --
Total Tc: .5741 hrs
------------------- - - - - --
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:42 AM 4/6/2015

Type.... Tc Calcs
Name.... PRE WEST
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - pre.ppw
Page 3.05
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------ - - - - --
SCS TR -55 Sheet Flow
Tc = (.007 * ((n * Lf) * *0.8)) / ((P * *.5) * (Sf * *.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, o
= = == SCS TR -55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf * *0.5)
Paved surface:
V = 20.3282 * (Sf * *0.5)
Tc = (Lf / V) / (3600sec /hr)
Where: V = Velocity, ft /sec
Sf = Slope, ft /ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:42 AM 4/6/2015

Type.... Tc Calcs
Name.... PRE WEST
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - pre.ppw
= = == SCS Channel Flow —
R = Aq / Wp
V = (1.49 * (R * *(2/3)) * (Sf * * -0.5)) / n
Tc = (Lf / V) / (3600sec /hr)
Where: R
Aq
Wp
V
Sf
n
Tc
Lf
Hydraulic radius
Flow area, sq.ft.
Wetted perimeter, ft
Velocity, ft /sec
Slope, ft /ft
Mannings n
Time of concentration, hrs
Flow length, ft
Page 3.06
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:42 AM 4/6/2015

Type.... Tc Calcs
Name.... TO 10o POINT
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - pre.ppw
Page 3.07
.......................................... ...............................
......................................... ...............................
TIME OF CONCENTRATION CALCULATOR
......................................... ...............................
......................................... ...............................
Segment #1: Tc: Length & Vel.
Hydraulic Length 30500.00 ft
Avg.Velocity 2.50 ft /sec
Segment #1 Time: 3.3889 hrs
------------------------------------------------------------------------
------------------- - - - - --
Total Tc: 3.3889 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:42 AM 4/6/2015

Type.... Tc Calcs
Name.... TO 10o POINT
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - pre.ppw
Page 3.08
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------ - - - - --
User Defined Length & Velocity
Tc = (Lf / V) / (3600sec /hr)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
V = Velocity, ft /sec
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:42 AM 4/6/2015

Type.... Tc Calcs
Name.... TO CONF 1
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - pre.ppw
Page 3.09
.......................................... ...............................
......................................... ...............................
TIME OF CONCENTRATION CALCULATOR
......................................... ...............................
......................................... ...............................
Segment #1: Tc: TR -55 Sheet
Mannings n .4000
Hydraulic Length 100.00 ft
2yr, 24hr P 3.4400 in
Slope .045000 ft /ft
Avg.Velocity .11 ft /sec
Segment #1 Time: .2496 hrs
------------------------------------------------------------------ - - - - --
Segment #2: Tc: TR -55 Shallow
Hydraulic Length 386.00 ft
Slope .089000 ft /ft
Unpaved
Avg.Velocity 4.81 ft /sec
Segment #2 Time: .0223 hrs
------------------------------------------------------------------ - - - - --
Segment #3: Tc: TR -55 Channel
Flow Area 9.0000 sq.ft
Wetted Perimeter 9.00 ft
Hydraulic Radius 1.00 ft
Slope .023000 ft /ft
Mannings n .0300
Hydraulic Length 1388.00 ft
Avg.Velocity 7.53 ft /sec
Segment 43 Time: .0512 hrs
------------------------------------------------------------------ - - - - --
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:42 AM 4/6/2015

Type.... Tc Calcs
Name.... TO CONF 1
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - pre.ppw
Segment #4: Tc: TR -55 Channel
Flow Area 25.0000 sq.ft
Wetted Perimeter 15.00 ft
Hydraulic Radius 1.67 ft
Slope .010000 ft /ft
Mannings n .0500
Hydraulic Length 1322.00 ft
Avg.Velocity 4.19 ft /sec
Page 3.10
Segment #4 Time: .0877 hrs
------------------------------------------------------------------------
------------------- - - - - --
Total Tc: .4107 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:42 AM 4/6/2015

Type.... Tc Calcs
Name.... TO CONF 1
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - pre.ppw
Page 3.11
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------ - - - - --
SCS TR -55 Sheet Flow
Tc = (.007 * ((n * Lf) * *0.8)) / ((P * *.5) * (Sf * *.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, o
___= SCS TR -55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf * *0.5)
Paved surface:
V = 20.3282 * (Sf * *0.5)
Tc = (Lf / V) / (3600sec /hr)
Where: V = Velocity, ft /sec
Sf = Slope, ft /ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:42 AM 4/6/2015

Type.... Tc Calcs
Name.... TO CONF 1
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - pre.ppw
___= SCS Channel Flow —
R = Aq / Wp
V = (1.49 * (R * *(2/3)) * (Sf * * -0.5)) / n
Tc = (Lf / V) / (3600sec /hr)
Where: R
Aq
Wp
V
Sf
n
Tc
Lf
Hydraulic radius
Flow area, sq.ft.
Wetted perimeter, ft
Velocity, ft /sec
Slope, ft /ft
Mannings n
Time of concentration, hrs
Flow length, ft
Page 3.12
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:42 AM 4/6/2015

Type.... Tc Calcs
Name.... TO CONF 2
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - pre.ppw
Page 3.13
.......................................... ...............................
......................................... ...............................
TIME OF CONCENTRATION CALCULATOR
......................................... ...............................
......................................... ...............................
Segment #1: Tc: TR -55 Sheet
Mannings n .4000
Hydraulic Length 100.00 ft
2yr, 24hr P 3.4400 in
Slope .035000 ft /ft
Avg.Velocity .10 ft /sec
Segment #1 Time: .2760 hrs
------------------------------------------------------------------ - - - - --
Segment #2: Tc: TR -55 Shallow
Hydraulic Length 411.00 ft
Slope .088000 ft /ft
Unpaved
Avg.Velocity 4.79 ft /sec
Segment #2 Time: .0239 hrs
------------------------------------------------------------------ - - - - --
Segment #3: Tc: TR -55 Channel
Flow Area 9.0000 sq.ft
Wetted Perimeter 9.00 ft
Hydraulic Radius 1.00 ft
Slope .024000 ft /ft
Mannings n .0300
Hydraulic Length 2867.00 ft
Avg.Velocity 7.69 ft /sec
Segment 43 Time: .1035 hrs
------------------------------------------------------------------ - - - - --
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:42 AM 4/6/2015

Type.... Tc Calcs
Name.... TO CONF 2
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - pre.ppw
Segment #4: Tc: TR -55 Channel
Flow Area 25.0000 sq.ft
Wetted Perimeter 15.00 ft
Hydraulic Radius 1.67 ft
Slope .006300 ft /ft
Mannings n .0500
Hydraulic Length 1116.00 ft
Avg.Velocity 3.32 ft /sec
Page 3.14
Segment #4 Time: .0932 hrs
------------------------------------------------------------------------
------------------- - - - - --
Total Tc: .4965 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:42 AM 4/6/2015

Type.... Tc Calcs
Name.... TO CONF 2
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - pre.ppw
Page 3.15
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------ - - - - --
SCS TR -55 Sheet Flow
Tc = (.007 * ((n * Lf) * *0.8)) / ((P * *.5) * (Sf * *.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, o
___= SCS TR -55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf * *0.5)
Paved surface:
V = 20.3282 * (Sf * *0.5)
Tc = (Lf / V) / (3600sec /hr)
Where: V = Velocity, ft /sec
Sf = Slope, ft /ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:42 AM 4/6/2015

Type.... Tc Calcs
Name.... TO CONF 2
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - pre.ppw
___= SCS Channel Flow —
R = Aq / Wp
V = (1.49 * (R * *(2/3)) * (Sf * * -0.5)) / n
Tc = (Lf / V) / (3600sec /hr)
Where: R
Aq
Wp
V
Sf
n
Tc
Lf
Hydraulic radius
Flow area, sq.ft.
Wetted perimeter, ft
Velocity, ft /sec
Slope, ft /ft
Mannings n
Time of concentration, hrs
Flow length, ft
Page 3.16
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:42 AM 4/6/2015

Type.... Runoff CN -Area
Name.... PRE EAST
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - pre.ppw
Page 4.01
RUNOFF CURVE NUMBER DATA
........................................... ...............................
........................................... ...............................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:42 AM 4/6/2015
Impervious
Area
Adjustment
Adjusted
Soil /Surface Description
CN
acres
%C %UC
CN
-------------------------- - - - - --
Open
- - --
74
--- - - - - --
8.460
- - - -- - - - --
- - - - --
74.00
Wooded
70
49.650
70.00
Water
100
1.940
100.00
OFFSITE -imp (2 %)
98
2.500
98.00
OFFSITE -open (18 %)
72
22.540
72.00
OFFSITE- wooded (80 %)
68
95.970
68.00
COMPOSITE AREA & WEIGHTED CN - - ->
............................................
............................................
181.060
...............................
...............................
70.08 (70)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:42 AM 4/6/2015

Type.... Runoff CN -Area
Name.... PRE WEST
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - pre.ppw
Page 4.02
RUNOFF CURVE NUMBER DATA
........................................... ...............................
........................................... ...............................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:42 AM 4/6/2015
Impervious
Area
Adjustment
Adjusted
Soil /Surface Description
CN
acres
%C %UC
CN
-------------------------- - - - -
Impervious
-- - - --
98
--- - - - - --
.210
- - - -- - - - --
- - - - --
98.00
Open
74
14.160
74.00
Wooded
70
72.240
70.00
Water
100
2.140
100.00
OFFSITE -imp
98
4.640
98.00
OFFSITE -open
73
9.570
73.00
OFFSITE- wooded
69
95.490
69.00
COMPOSITE AREA & WEIGHTED CN -
............................................
.............................................
- ->
198.450
...............................
...............................
70.96 (71)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:42 AM 4/6/2015

Type.... Runoff CN -Area
Name.... TO 10% POINT
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - pre.ppw
Page 4.03
RUNOFF CURVE NUMBER DATA
........................................... ...............................
........................................... ...............................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:42 AM 4/6/2015
Impervious
Area
Adjustment
Adjusted
Soil /Surface Description
CN
acres
%C %UC
CN
-------------------------- - - - - --
imp - 30%
- - --
98
--- - - - - --
1773.020
- - - -- - - - --
- - - - --
98.00
open - 30%
74
1773.020
74.00
woods - 40%
70
2364.030
70.00
COMPOSITE AREA & WEIGHTED CN - - ->
............................................
............................................
5910.070
...............................
...............................
79.60 (80)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:42 AM 4/6/2015

Type.... Runoff CN -Area
Name.... TO CONF 1
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - pre.ppw
Page 4.04
RUNOFF CURVE NUMBER DATA
........................................... ...............................
........................................... ...............................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:42 AM 4/6/2015
Impervious
Area
Adjustment
Adjusted
Soil /Surface Description
CN
acres
%C %UC
CN
-------------------------- - - - - --
imp - 2%
- - --
98
--- - - - - --
2.260
- - - -- - - - --
- - - - --
98.00
open - 18%
75
20.370
75.00
wooded - 80%
71
90.540
71.00
COMPOSITE AREA & WEIGHTED CN - - ->
............................................
............................................
113.170
...............................
...............................
72.26 (72)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:42 AM 4/6/2015

Type.... Runoff CN -Area
Name.... TO CONF 2
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - pre.ppw
Page 4.05
RUNOFF CURVE NUMBER DATA
........................................... ...............................
........................................... ...............................
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:42 AM 4/6/2015
Impervious
Area
Adjustment
Adjusted
Soil /Surface Description
CN
acres
%C %UC
CN
-------------------------- - - - - --
imp - 2%
- - --
98
--- - - - - --
4.950
- - - -- - - - --
- - - - --
98.00
open - 18%
75
44.500
75.00
wooded - 80%
71
197.790
71.00
COMPOSITE AREA & WEIGHTED CN - - ->
............................................
............................................
247.240
...............................
...............................
72.26 (72)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:42 AM 4/6/2015

Appendix A
Index of Starting Page Numbers for ID Names
- - - -- P - - - --
PRE EAST... 3.01, 4.01
PRE WEST... 3.04, 4.02
- - - -- R - - - --
RDU 24 Hour Desi... 2.01
- - - -- T - - - --
TO 10a POINT... 3.07, 4.03
TO CONF 1... 3.09, 4.04
TO CONF 2... 3.13, 4.05
- - - -- W -----
Watershed ... 1.01
A -1
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:42 AM 4/6/2015

GREENMOOR
STORMWATER MANAGEMENT REPORT
APEX, NORTH CAROLINA
POST- DEVELOPMENT
PONDPACK OUTPUT
CALCULATIONS
Greenmoor W &R Project 2130017
Stormwater Management Report April 2015

To BMP 6
T
To BMP 2 o BMP E
To BMP 7
To BMP 3
0
To BMP N T o BMP 8
To BMP 1
C:)
>
.41
_0
> _0
OD 0- <
> 0 Q-
CL
2:
w CDV
w v w
--4 BMP #6 w
CD If B P 2 BMP #5
IN w w B CD P#7
w BMP #3 BMP #4
BMP #1 0
J2 MP #8
(b
P #
7
West Bypass cb East BypasE
Addlink 10 W R4 J4
EX Pond
CD
x
_0
0
EAST
A
WEST

Job File: K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017- POST.PPW
Rain Dir: K: \13 \13 -0010 \130017 -Holt Property \H -H\
JOB TITLE
Project Date: 10/17/2013
Project Engineer: jdiaz
Project Title: Holt Property
Project Comments:
POST- DEVELOPMENT
revised 5/15/15
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

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 * * * * * * * * * * * * * * * * * * * **
EAST BYPASS..... Tc Calcs ........................... 3.01
TO BMP 1........ Tc Calcs ........................... 3.04
TO BMP 2........ Tc Calcs ........................... 3.06
TO BMP 3........
TO BMP 4........
TO BMP 5........
TO BMP 6........
TO BMP 7........
TO BMP 8........
Tc Calcs
Tc Calcs
Tc Calcs
Tc Calcs
Tc Calcs
Tc Calcs
........................... 3.08
........................... 3.10
........................... 3.12
........................... 3.14
........................... 3.16
........................... 3.18
WEST BYPASS..... Tc Calcs ........................... 3.20
* * * * * * * * * * * * * * * * * * * * * ** POND VOLUMES * * * * * * * * * * * * * * * * * * * * * **
BMP #1.......... Vol: Elev -Area ..................... 4.01
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Table of Contents
Table of Contents (continued)
BMP #2..........
BMP #3..........
BMP #4..........
BMP #5..........
BMP #6..........
BMP #7..........
BMP #8..........
EX POND.........
Vol:
Vol:
Vol:
Vol:
Vol:
Vol:
Vol:
Vol:
Elev -Area
Elev -Area
Elev -Area
Elev -Area
Elev -Area
Elev -Area
Elev -Area
Elev -Area
ii
..................... 4.02
..................... 4.03
..................... 4.04
..................... 4.05
..................... 4.06
..................... 4.07
..................... 4.08
..................... 4.09
* * * * * * * * * * * * * * * * * * ** OUTLET STRUCTURES * * * * * * * * * * * * * * * * * * * **
ex pond
op 5....
Outlet Input Data ..................
5.01
Composite Rating Curve .............
5.05
Outlet
1........
Outlet Input Data ..................
5.06
Composite Rating Curve .............
5.09
Outlet
2........
Outlet Input Data ..................
5.10
Composite Rating Curve .............
5.13
Outlet
3........
Outlet Input Data ..................
5.14
Composite Rating Curve .............
5.17
Outlet
4........
Outlet Input Data ..................
5.18
Composite Rating Curve .............
5.22
Outlet
5........
Outlet Input Data ..................
5.23
Composite Rating Curve .............
5.26
Outlet
6........
Outlet Input Data ..................
5.27
Composite Rating Curve .............
5.30
Outlet
7........
Outlet Input Data ..................
5.31
Composite Rating Curve .............
5.34
Outlet 8........ Outlet Input Data .................. 5.35
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Table of Contents
iii
Table of Contents (continued)
Composite Rating Curve ............. 5.38
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: RDU 24 Hour Desi
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
( *Node = Outfall; +Node = Diversion;)
(Trun= HYG Truncation: Blank =None; L =Left; R =Rt; LR= Left &Rt)
Total
Depth
Rainfall
Return Event
in
Type
RNF
ID
------ - - - - --
1
- - - - --
2.8300
---------- - - - - --
Time -Depth Curve
----------------
RDU NOAA
lyr
10
4.9800
Time - Depth Curve
RDU NOAA
10yr
100
7.3700
Time -Depth Curve
RDU NOAA
100yr
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) 3:17 PM 5/15/2015
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL
Pond Storage
Node
ID
Type
Event
ac -ft
Trun
hrs
cfs
ft
ac -ft
-----------
BMP
#1
- - - - --
IN
- - --
POND
- - - - --
1
---- - - - - --
3.336
--
--- - - - - --
12.1000
-- - - - - --
72.77
-- - - - - --
------ - - - - --
BMP
#1
IN
POND
10
7.438
12.1000
138.27
BMP
#1
IN
POND
100
12.236
12.1000
182.27
BMP
#1
OUT
POND
1
3.292
R
12.3500
13.00
308.43
1.678
BMP
#1
OUT
POND
10
7.388
R
12.2500
53.60
310.32
3.116
BMP
#1
OUT
POND
100
12.183
R
12.2000
113.94
311.05
3.698
BMP
#2
IN
POND
1
1.595
12.1000
34.84
BMP
#2
IN
POND
10
3.693
12.1000
69.39
BMP
#2
IN
POND
100
6.182
12.1000
93.22
BMP
#2
OUT
POND
1
1.570
R
12.3000
10.88
317.25
.719
BMP
#2
OUT
POND
10
3.664
R
12.2000
41.48
318.24
1.071
BMP
#2
OUT
POND
100
6.150
R
12.2500
44.12
319.15
1.414
BMP
#3
IN
POND
1
1.418
12.1000
30.97
BMP
#3
IN
POND
10
3.222
12.1000
60.23
BMP
#3
IN
POND
100
5.346
12.1000
80.14
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
( *Node = Outfall; +Node = Diversion;)
(Trun= HYG Truncation: Blank =None; L =Left; R =Rt; LR= Left &Rt)
12.1000 22.48
12.1000 44.92
12.1000 60.19
12.6000 1.23 316.78 .574
12.3000 11.45 318.16 1.105
12.3000 21.05 319.26 1.580
12.1000 31.52
12.1000 61.30
12.1000 81.57
12.5500 2.63 331.53 .788
12.2000 31.78 333.04 1.335
12.2000 46.03 333.86 1.649
12.1000 28.77
12.1000 53.44
12.1000 69.82
12.6000 1.91 324.20 .749
12.5500 6.71 326.11 1.552
12.2500 29.98 327.13 2.036
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015
Max
Return
HYG Vol
Max WSEL
Node
ID
cfs
-- - - - - --
Type
Event
ac -ft
Trun
-----------
BMP
#3
- - - - --
OUT
- - --
POND
- - - - --
1
---- - - - - --
1.383
--
R
BMP
#3
OUT
POND
10
3.180
R
BMP
#3
OUT
POND
100
5.300
R
BMP
#4
IN
POND
1
1.689
32.84
BMP
#4
IN
POND
10
3.911
BMP
#4
IN
POND
100
6.547
BMP
#4
OUT
POND
1
1.672
R
BMP
#4
OUT
POND
10
3.891
R
BMP
#4
OUT
POND
100
6.525
R
BMP
#5
IN
POND
1
1.028
BMP
#5
IN
POND
10
2.380
BMP
#5
IN
POND
100
3.983
BMP
#5
OUT
POND
1
1.025
BMP
#5
OUT
POND
10
2.377
BMP
#5
OUT
POND
100
3.980
BMP
#6
IN
POND
1
1.443
BMP
#6
IN
POND
10
3.279
BMP
#6
IN
POND
100
5.441
BMP
#6
OUT
POND
1
1.440
BMP
#6
OUT
POND
10
3.276
BMP
#6
OUT
POND
100
5.439
BMP
#7
IN
POND
1
1.322
BMP
#7
IN
POND
10
2.893
BMP
#7
IN
POND
100
4.719
BMP
#7
OUT
POND
1
1.319
BMP
#7
OUT
POND
10
2.890
BMP
#7
OUT
POND
100
4.715
12.1000 22.48
12.1000 44.92
12.1000 60.19
12.6000 1.23 316.78 .574
12.3000 11.45 318.16 1.105
12.3000 21.05 319.26 1.580
12.1000 31.52
12.1000 61.30
12.1000 81.57
12.5500 2.63 331.53 .788
12.2000 31.78 333.04 1.335
12.2000 46.03 333.86 1.649
12.1000 28.77
12.1000 53.44
12.1000 69.82
12.6000 1.91 324.20 .749
12.5500 6.71 326.11 1.552
12.2500 29.98 327.13 2.036
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015
Max
Qpeak
Qpeak
Max WSEL
Pond Storage
hrs
--- - - - - --
cfs
-- - - - - --
ft
-- - - - - --
ac -ft
------ - - - - --
12.5500
3.66
311.19
.751
12.2000
33.26
312.39
1.251
12.1500
56.00
312.84
1.451
12.1000
36.90
12.1000
73.48
12.1000
98.72
25.3500
2.38
328.03
1.012
12.2500
32.84
329.25
1.690
12.1500
75.26
329.73
1.962
12.1000 22.48
12.1000 44.92
12.1000 60.19
12.6000 1.23 316.78 .574
12.3000 11.45 318.16 1.105
12.3000 21.05 319.26 1.580
12.1000 31.52
12.1000 61.30
12.1000 81.57
12.5500 2.63 331.53 .788
12.2000 31.78 333.04 1.335
12.2000 46.03 333.86 1.649
12.1000 28.77
12.1000 53.44
12.1000 69.82
12.6000 1.91 324.20 .749
12.5500 6.71 326.11 1.552
12.2500 29.98 327.13 2.036
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Master Network Summary Page 1.03
Name.... Watershed
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
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) 3:17 PM 5/15/2015
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL
Pond Storage
Node ID
Type
Event
ac -ft
Trun
hrs
cfs
ft
ac -ft
----------- - -
BMP #8
- - --
IN
- - --
POND
- - - - --
1
---- - - - - --
.954
--
--- - - - - --
12.1000
-- - - - - --
20.83
-- - - - - --
------ - - - - --
BMP #8
IN
POND
10
2.167
12.1000
40.51
BMP #8
IN
POND
100
3.596
12.1000
53.90
BMP #8
OUT
POND
1
.951
12.6000
1.25
346.78
.535
BMP #8
OUT
POND
10
2.164
12.3000
12.24
348.04
.986
BMP #8
OUT
POND
100
3.593
12.2500
25.94
348.89
1.320
*EAST
JCT
1
12.202
12.4000
72.83
*EAST
JCT
10
34.978
12.3500
279.76
*EAST
JCT
100
64.888
12.3500
505.28
EAST BYPASS
AREA
1
7.467
12.4000
67.10
EAST BYPASS
AREA
10
24.271
12.4000
228.63
EAST BYPASS
AREA
100
47.161
12.3500
391.46
EX POND
IN
POND
1
15.161
R
12.4500
86.37
EX POND
IN
POND
10
41.029
R
12.3500
331.72
EX POND
IN
POND
100
74.161
R
12.3000
557.88
EX POND
OUT
POND
1
15.151
R
12.7500
53.65
295.25
2.264
EX POND
OUT
POND
10
41.017
R
12.5500
274.07
296.43
5.707
EX POND
OUT
POND
100
74.148
R
12.5500
436.21
297.51
9.787
J2
JCT
1
1.570
R
12.3000
10.88
J2
JCT
10
3.664
R
12.2000
41.48
J2
JCT
100
6.150
R
12.2500
44.12
J4
JCT
1
1.672
R
25.3500
2.38
J4
JCT
10
3.891
R
12.2500
32.84
J4
JCT
100
6.525
R
12.1500
75.26
TO BMP 1
AREA
1
3.336
12.1000
72.77
TO BMP 1
AREA
10
7.438
12.1000
138.27
TO BMP 1
AREA
100
12.236
12.1000
182.27
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Master Network Summary Page 1.04
Name.... Watershed
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
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) 3:17 PM 5/15/2015
Max
Return
HYG Vol
Qpeak
Qpeak Max WSEL Pond Storage
Node ID
Type
Event
ac -ft
Trun
hrs
cfs ft ac -ft
-----------
TO BMP
- - - -
2
-- - - --
AREA
- - - - --
1
---- - - - - --
1.595
--
--- - - - - --
12.1000
-- - - - - -- -- - - - - -- ------ - - - - --
34.84
TO BMP
2
AREA
10
3.693
12.1000
69.39
TO BMP
2
AREA
100
6.182
12.1000
93.22
TO BMP
3
AREA
1
1.418
12.1000
30.97
TO BMP
3
AREA
10
3.222
12.1000
60.23
TO BMP
3
AREA
100
5.346
12.1000
80.14
TO BMP
4
AREA
1
1.689
12.1000
36.90
TO BMP
4
AREA
10
3.911
12.1000
73.48
TO BMP
4
AREA
100
6.547
12.1000
98.72
TO BMP
5
AREA
1
1.028
12.1000
22.48
TO BMP
5
AREA
10
2.380
12.1000
44.92
TO BMP
5
AREA
100
3.983
12.1000
60.19
TO BMP
6
AREA
1
1.443
12.1000
31.52
TO BMP
6
AREA
10
3.279
12.1000
61.30
TO BMP
6
AREA
100
5.441
12.1000
81.57
TO BMP
7
AREA
1
1.322
12.1000
28.77
TO BMP
7
AREA
10
2.893
12.1000
53.44
TO BMP
7
AREA
100
4.719
12.1000
69.82
TO BMP
8
AREA
1
.954
12.1000
20.83
TO BMP
8
AREA
10
2.167
12.1000
40.51
TO BMP
8
AREA
100
3.596
12.1000
53.90
*WEST
JCT
1
15.151
R
12.7500
53.65
*WEST
JCT
10
41.017
R
12.5500
274.07
*WEST
JCT
100
74.148
R
12.5500
436.21
WEST BYPASS
AREA
1
7.245
12.4500
60.11
WEST BYPASS
AREA
10
22.906
12.4000
199.11
WEST BYPASS
AREA
100
44.004
12.4000
340.54
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Design Storms
Name.... RDU 24 Hour Desi
Page 2.01
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
Title... Project Date: 10/17/2013
Project Engineer: jdiaz
Project Title: Holt Property
Project Comments:
POST- DEVELOPMENT
revised 5/15/15
DESIGN STORMS SUMMARY
Design Storm File,ID = RDU 24 Hour Desi
Storm Tag Name = 1
Data Type, File, ID = Time -Depth Curve RDU NOAA lyr
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 = 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) 3:17 PM 5/15/2015

Type.... Tc Calcs
Name.... EAST BYPASS
Page 3.01
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
.......................................... ...............................
......................................... ...............................
TIME OF CONCENTRATION CALCULATOR
......................................... ...............................
......................................... ...............................
Segment #1: Tc: TR -55 Sheet
Mannings n .4000
Hydraulic Length 100.00 ft
2yr, 24hr P 3.4400 in
Slope .020000 ft /ft
Avg.Velocity .08 ft /sec
Segment #1 Time: .3452 hrs
------------------------------------------------------------------ - - - - --
Segment #2: Tc: TR -55 Shallow
Hydraulic Length 814.00 ft
Slope .067600 ft /ft
Unpaved
Avg.Velocity 4.19 ft /sec
Segment #2 Time: .0539 hrs
------------------------------------------------------------------ - - - - --
Segment #3: Tc: TR -55 Channel
Flow Area 6.0000 sq.ft
Wetted Perimeter 8.00 ft
Hydraulic Radius .75 ft
Slope .018100 ft /ft
Mannings n .0300
Hydraulic Length 1822.00 ft
Avg.Velocity 5.52 ft /sec
Segment 43 Time: .0918 hrs
------------------------------------------------------------------ - - - - --
------------------- - - - - --
Total Tc: .4908 hrs
------------------- - - - - --
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Tc Calcs
Name.... EAST BYPASS
Page 3.02
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------ - - - - --
SCS TR -55 Sheet Flow
Tc = (.007 * ((n * Lf) * *0.8)) / ((P * *.5) * (Sf * *.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, o
= = == SCS TR -55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf * *0.5)
Paved surface:
V = 20.3282 * (Sf * *0.5)
Tc = (Lf / V) / (3600sec /hr)
Where: V = Velocity, ft /sec
Sf = Slope, ft /ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Tc Calcs
Name.... EAST BYPASS
= = == SCS Channel Flow —
R = Aq / Wp
V = (1.49 * (R * *(2/3)) * (Sf * * -0.5)) / n
Tc = (Lf / V) / (3600sec /hr)
Where: R
Aq
Wp
V
Sf
n
Tc
Lf
Hydraulic radius
Flow area, sq.ft.
Wetted perimeter, ft
Velocity, ft /sec
Slope, ft /ft
Mannings n
Time of concentration, hrs
Flow length, ft
Page 3.03
SIN: File.... K:\13\13-001 ftlbUEiy]- Mb e1Fr`op nQ.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Tc Calcs
Name.... TO BMP 1
Page 3.04
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
.......................................... ...............................
......................................... ...............................
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) 3:17 PM 5/15/2015

Type.... Tc Calcs
Name.... TO BMP 1
Page 3.05
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
------------------------------------------------------------------------
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) 3:17 PM 5/15/2015

Type.... Tc Calcs
Name.... TO BMP 2
Page 3.06
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
.......................................... ...............................
......................................... ...............................
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) 3:17 PM 5/15/2015

Type.... Tc Calcs
Name.... TO BMP 2
Page 3.07
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
------------------------------------------------------------------------
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) 3:17 PM 5/15/2015

Type.... Tc Calcs
Name.... TO BMP 3
Page 3.08
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
.......................................... ...............................
......................................... ...............................
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) 3:17 PM 5/15/2015

Type.... Tc Calcs
Name.... TO BMP 3
Page 3.09
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
------------------------------------------------------------------------
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) 3:17 PM 5/15/2015

Type.... Tc Calcs
Name.... TO BMP 4
Page 3.10
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
.......................................... ...............................
......................................... ...............................
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) 3:17 PM 5/15/2015

Type.... Tc Calcs
Name.... TO BMP 4
Page 3.11
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
------------------------------------------------------------------------
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) 3:17 PM 5/15/2015

Type.... Tc Calcs
Name.... TO BMP 5
Page 3.12
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
.......................................... ...............................
......................................... ...............................
TIME OF CONCENTRATION CALCULATOR
......................................... ...............................
......................................... ...............................
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------ - - - - --
------------------- - - - - --
Total Tc: .0833 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Tc Calcs
Name.... TO BMP 5
Page 3.13
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
------------------------------------------------------------------------
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) 3:17 PM 5/15/2015

Type.... Tc Calcs
Name.... TO BMP 6
Page 3.14
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
.......................................... ...............................
......................................... ...............................
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) 3:17 PM 5/15/2015

Type.... Tc Calcs
Name.... TO BMP 6
Page 3.15
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
------------------------------------------------------------------------
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) 3:17 PM 5/15/2015

Type.... Tc Calcs
Name.... TO BMP 7
Page 3.16
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
.......................................... ...............................
......................................... ...............................
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) 3:17 PM 5/15/2015

Type.... Tc Calcs
Name.... TO BMP 7
Page 3.17
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
------------------------------------------------------------------------
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) 3:17 PM 5/15/2015

Type.... Tc Calcs
Name.... TO BMP 8
Page 3.18
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
.......................................... ...............................
......................................... ...............................
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) 3:17 PM 5/15/2015

Type.... Tc Calcs
Name.... TO BMP 8
Page 3.19
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
------------------------------------------------------------------------
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) 3:17 PM 5/15/2015

Type.... Tc Calcs
Name.... WEST BYPASS
Page 3.20
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
.......................................... ...............................
......................................... ...............................
TIME OF CONCENTRATION CALCULATOR
......................................... ...............................
......................................... ...............................
Segment #1: Tc: TR -55 Sheet
Mannings n .2400
Hydraulic Length 100.00 ft
2yr, 24hr P 3.4400 in
Slope .010000 ft /ft
Avg.Velocity .09 ft /sec
Segment #1 Time: .3027 hrs
------------------------------------------------------------------ - - - - --
Segment #2: Tc: TR -55 Shallow
Hydraulic Length 667.00 ft
Slope .063000 ft /ft
Unpaved
Avg.Velocity 4.05 ft /sec
Segment #2 Time: .0458 hrs
------------------------------------------------------------------ - - - - --
Segment #3: Tc: TR -55 Channel
Flow Area 6.0000 sq.ft
Wetted Perimeter 8.00 ft
Hydraulic Radius .75 ft
Slope .018200 ft /ft
Mannings n .0300
Hydraulic Length 4494.00 ft
Avg.Velocity 5.53 ft /sec
Segment 43 Time: .2257 hrs
------------------------------------------------------------------ - - - - --
------------------- - - - - --
Total Tc: .5741 hrs
------------------- - - - - --
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Tc Calcs
Name.... WEST BYPASS
Page 3.21
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------ - - - - --
SCS TR -55 Sheet Flow
Tc = (.007 * ((n * Lf) * *0.8)) / ((P * *.5) * (Sf * *.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, o
= = == SCS TR -55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf * *0.5)
Paved surface:
V = 20.3282 * (Sf * *0.5)
Tc = (Lf / V) / (3600sec /hr)
Where: V = Velocity, ft /sec
Sf = Slope, ft /ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Tc Calcs
Name.... WEST BYPASS
Page 3.22
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
= = == SCS Channel Flow —
R = Aq / Wp
V = (1.49 * (R * *(2/3)) * (Sf * * -0.5)) / n
Tc = (Lf / V) / (3600sec /hr)
Where: R
Aq
Wp
V
Sf
n
Tc
Lf
Hydraulic radius
Flow area, sq.ft.
Wetted perimeter, ft
Velocity, ft /sec
Slope, ft /ft
Mannings n
Time of concentration, hrs
Flow length, ft
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Vol: Elev -Area
Name.... BMP #1
Page 4.01
Elevation Planimeter
Area
Al +A2 +sgr(A1 *A2)
Volume
Volume Sum
(ft) (sq.in)
------------------------------------------------------------------------
(sq.ft)
(sq.ft)
(ac -ft)
(ac -ft)
306.00 - - - --
26014
0
.000
.000
307.00 - - - --
30284
84366
.646
.646
308.00 - - - --
31836
93170
.713
1.359
309.00 - - - --
32882
97073
.743
2.101
310.00 - - - --
33925
100206
.767
2.868
311.00 - - - --
34962
103327
.791
3.659
312.00 - - - --
36001
106441
.815
4.473
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) 3:17 PM 5/15/2015

Type.... Vol: Elev -Area
Name.... BMP #2
Page 4.02
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
Elevation Planimeter
Area
Al +A2 +sgr(A1 *A2)
Volume
Volume Sum
(ft) (sq.in)
------------------------------------------------------------------------
(sq.ft)
(sq.ft)
(ac -ft)
(ac -ft)
315.00 - - - --
11232
0
.000
.000
315.50 - - - --
13532
37092
.142
.142
316.00 - - - --
13933
41196
.158
.300
317.00 - - - --
14952
43319
.331
.631
318.00 - - - --
15825
46159
.353
.984
319.00 - - - --
16634
48683
.373
1.357
320.00 - - - --
17402
51050
.391
1.747
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) 3:17 PM 5/15/2015

Type.... Vol: Elev -Area
Name.... BMP #3
Page 4.03
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
Elevation Planimeter
Area
Al +A2 +sgr(A1 *A2)
Volume
Volume Sum
(ft) (sq.in)
------------------------------------------------------------------------
( sq.ft)
(sq.ft)
(ac -ft)
(ac -ft)
309.00 - - - --
11567
0
.000
.000
309.50 - - - --
14191
38570
.148
.148
310.00 - - - --
15016
43805
.168
.315
311.00 - - - --
16704
47558
.364
.679
312.00 - - - --
18446
52703
.403
1.082
313.00 - - - --
20244
58014
.444
1.526
314.00 - - - --
22096
63490
.486
2.012
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) 3:17 PM 5/15/2015

Type.... Vol: Elev -Area
Name.... BMP #4
Page 4.04
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
Elevation Planimeter
Area
Al +A2 +sgr(A1 *A2)
Volume
Volume Sum
(ft) (sq.in)
------------------------------------------------------------------------
(sq.ft)
(sq.ft)
(ac -ft)
(ac -ft)
326.00 - - - --
18005
0
.000
.000
326.50 - - - --
21057
58533
.224
.224
327.00 - - - --
22019
64609
.247
.471
328.00 - - - --
23538
68323
.523
.994
329.00 - - - --
24556
72136
.552
1.546
330.00 - - - --
25578
75196
.575
2.121
331.00 - - - --
26611
78278
.599
2.720
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) 3:17 PM 5/15/2015

Type.... Vol: Elev -Area
Name.... BMP #5
Page 4.05
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
Elevation Planimeter
Area
Al +A2 +sgr(A1 *A2)
Volume
Volume Sum
(ft) (sq.in)
------------------------------------------------------------------------
(sq.ft)
(sq.ft)
(ac -ft)
(ac -ft)
315.00 - - - --
11595
0
.000
.000
316.00 - - - --
14623
39239
.300
.300
317.00 - - - --
16113
46086
.353
.653
318.00 - - - --
17661
50643
.388
1.040
319.00 - - - --
19264
55370
.424
1.464
320.00 - - - --
20925
60266
.461
1.925
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) 3:17 PM 5/15/2015

Type.... Vol: Elev -Area
Name.... BMP #6
Page 4.06
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
Elevation Planimeter
Area
Al +A2 +sgr(A1 *A2)
Volume
Volume Sum
(ft) (sq.in)
------------------------------------------------------------------------
(sq.ft)
(sq.ft)
(ac -ft)
(ac -ft)
329.00 - - - --
10630
0
.000
.000
330.00 - - - --
13728
36438
.279
.279
331.00 - - - --
14832
42829
.328
.607
332.00 - - - --
15556
45578
.349
.955
333.00 - - - --
16255
47713
.365
1.320
334.00 - - - --
16933
49779
.381
1.701
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
Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Vol: Elev -Area
Name.... BMP #7
Page 4.07
Elevation Planimeter
Area
Al +A2 +sgr(A1 *A2)
Volume
Volume Sum
(ft) (sq.in)
------------------------------------------------------------------------
( sq.ft)
(sq.ft)
(ac -ft)
(ac -ft)
322.00 - - - --
11959
0
.000
.000
323.00 - - - --
15006
40361
.309
.309
324.00 - - - --
16518
47268
.362
.671
325.00 - - - --
18075
51872
.397
1.068
326.00 - - - --
19680
56615
.433
1.501
327.00 - - - --
21329
61497
.471
1.971
327.50 - - - --
21329
63987
.245
2.216
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) 3:17 PM 5/15/2015

Type.... Vol: Elev -Area
Name.... BMP #8
Page 4.08
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
Elevation Planimeter
Area
Al +A2 +sgr(A1 *A2)
Volume
Volume Sum
(ft) (sq.in)
------------------------------------------------------------------------
(sq.ft)
(sq.ft)
(ac -ft)
(ac -ft)
345.00 - - - --
10859
0
.000
.000
346.00 - - - --
13655
36691
.281
.281
347.00 - - - --
15038
43023
.329
.610
348.00 - - - --
16476
47255
.362
.972
349.00 - - - --
17968
51650
.395
1.367
350.00 - - - --
19515
56209
.430
1.797
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) 3:17 PM 5/15/2015

Type.... Vol: Elev -Area
Name.... EX POND
Page 4.09
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
Elevation
Planimeter Area
Al +A2 +sgr(A1 *A2)
Volume
Volume Sum
(ft)
------------------------------------------------------------------------
(sq.in) (sq.ft)
(sq.ft)
(ac -ft)
(ac -ft)
294.25
- - - -- 87109
0
.000
.000
295.00
- - - -- 104236
286634
1.645
1.645
296.00
- - - -- 130967
352043
2.694
4.339
297.00
- - - -- 166517
445160
3.406
7.745
297.50
- - - -- 183000
524081
2.005
9.751
298.00
- - - -- 199714
573888
2.196
11.946
299.00
- - - -- 199714
599142
4.585
16.531
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) 3:17 PM 5/15/2015

Type.... Outlet Input Data
Name.... ex pond op 5
Page 5.01
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 294.25 ft
Increment = .20 ft
Max. Elev.= 299.00 ft
OUTLET CONNECTIVITY
- - -> Forward Flow Only (UpStream to DnStream)
< - -- Reverse Flow Only (DnStream to UpStream)
< - - -> Forward and Reverse Both Allowed
Structure
----------- - - - - --
No.
- - --
Outfall
- - - - - --
E1, ft
--- - - - - --
E2, ft
--- - - - - --
Inlet Box
RO
- - -> CO
294.750
299.000
Weir - Rectangular
W1
- - -> CO
294.250
299.000
Culvert - Circular
CO
- - -> TW
288.000
299.000
Weir - Rectangular
WO
- - -> TW
295.500
299.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Outlet Input Data
Name.... ex pond op 5
Page 5.02
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= RO
Structure Type
= Inlet Box
------------------------------------
# of Openings
= 1
Invert Elev.
= 294.75 ft
Orifice Area
= 48.0000 sq.ft
Orifice Coeff.
_ .600
Weir Length
= 22.00 ft
Weir Coeff.
= 3.100
K, Reverse
= 1.000
Mannings n
= .0000
Kev,Charged Riser
= .000
Weir Submergence
= No
Structure ID
Structure Type
-------- - - - - --
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
Wl
Weir - Rectangular
----------------
1
294.25 ft
10.00 ft
3.000000
Weir TW effects (Use adjustment equation)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Outlet Input Data
Name.... ex pond op 5
Page 5.03
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Structure Type
= Culvert - Circular
1
------------------------------------
No. Barrels
= 2
.0098
Barrel Diameter
= 4.0000
ft
Upstream Invert
= 288.00
ft
Dnstream Invert
= 286.00
ft
Horiz. Length
= 72.00
ft
Barrel Length
= 72.03
ft
Barrel Slope
= .02778
ft /ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .004925
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) =
1.146
T2 ratio (HW /D) =
1.293
Slope
Factor =
-.500
(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 = 292.59 ft - - -> Flow = 87.96 cfs
At T2 Elev = 293.17 ft - - -> Flow = 100.53 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Outlet Input Data
Name.... ex pond op 5
Page 5.04
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
-------- - - - - --
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
WO
Weir - Rectangular
----------------
1
295.50 ft
12.00 ft
3.100000
Weir TW effects (Use adjustment equation)
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) 3:17 PM 5/15/2015

SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Composite Rating Curve
Name.... ex pond op 5
Page 5.05
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
* * * ** COMPOSITE OUTFLOW SUMMARY * * **
WS Elev,
Total Q
Notes
----------
- - - - --
-- - - - -
-- Converge
-------------------------
Elev.
Q
TW Elev
Error
ft
cfs
ft
+ / -ft
Contributing
Structures
-- - - - - --
294.25
- - - - - --
.00
-- - - - -
Free
-- - - - --
Outfall
--------------------------
(no Q: RO,WI,CO,WO)
294.45
2.67
Free
Outfall
W1,CO (no Q:
RO,WO)
294.65
7.53
Free
Outfall
W1,CO (no Q:
RO,WO)
294.75
10.50
Free
Outfall
W1,CO (no Q:
RO,WO)
294.85
15.94
Free
Outfall
RO,W1,CO (no
Q: WO)
295.05
32.32
Free
Outfall
RO,W1,CO (no
Q: WO)
295.25
53.53
Free
Outfall
RO,W1,CO (no
Q: WO)
295.45
78.41
Free
Outfall
RO,W1,CO (no
Q: WO)
295.50
85.18
Free
Outfall
RO,W1,CO (no
Q: WO)
295.65
108.69
Free
Outfall
RO,WI,CO,WO
295.85
145.22
Free
Outfall
RO,WI,CO,WO
296.05
186.10
Free
Outfall
RO,WI,CO,WO
296.25
230.91
Free
Outfall
RO,WI,CO,WO
296.45
278.67
Free
Outfall
RO,WI,CO,WO
296.65
317.86
Free
Outfall
RO,WI,CO,WO
296.85
351.70
Free
Outfall
RO,WI,CO,WO
297.05
381.25
Free
Outfall
RO,WI,CO,WO
297.25
407.13
Free
Outfall
RO,WI,CO,WO
297.45
429.98
Free
Outfall
RO,WI,CO,WO
297.65
451.20
Free
Outfall
RO,WI,CO,W0
297.85
472.66
Free
Outfall
RO,WI,CO,WO
298.05
494.75
Free
Outfall
RO,CO,WO (no
Q: W1)
298.25
517.55
Free
Outfall
RO,CO,WO (no
Q: W1)
298.45
540.92
Free
Outfall
RO,CO,WO (no
Q: W1)
298.65
564.86
Free
Outfall
RO,WI,CO,WO
298.85
589.39
Free
Outfall
RO,CO,WO (no
Q: W1)
299.00
608.17
Free
Outfall
RO,CO,WO (no
Q: W1)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Outlet Input Data
Name.... Outlet 1
Page 5.06
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 306.00 ft
Increment = .20 ft
Max. Elev.= 312.00 ft
OUTLET CONNECTIVITY
- - -> Forward Flow Only (UpStream to DnStream)
< - -- Reverse Flow Only (DnStream to UpStream)
< - - -> Forward and Reverse Both Allowed
Structure
----------- - - - - --
No.
- - --
Outfall
- - - - - --
E1, ft
--- - - - - --
E2, ft
--- - - - - --
Orifice -Area
01
- - -> CO
308.000
312.000
Inlet Box
RO
- - -> CO
310.000
312.000
Orifice - Circular
00
- - -> CO
306.000
312.000
Culvert - Circular
CO
- - -> TW
300.000
312.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Outlet Input Data
Name.... Outlet 1
Page 5.07
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= 01
Structure Type
Structure Type
= Orifice -Area
------------------------------------
# of Openings
= 3
= 310.00 ft
Invert Elev.
= 308.00
ft
Area
= 2.0000
sq.ft
Top of Orifice
= 308.50
ft
Datum Elev.
= 308.25
ft
Orifice Coeff.
_ .600
Weir Submergence
Structure ID
= RO
Structure Type
= Inlet Box
------------------------------------
# of Openings
= 1
Invert Elev.
= 310.00 ft
Orifice Area
= 25.0000 sq.ft
Orifice Coeff.
_ .600
Weir Length
= 20.00 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. = 306.00 ft
Diameter = .2917 ft
Orifice Coeff. _ .600
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Outlet Input Data
Name.... Outlet 1
Page 5.08
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Structure Type
= Culvert - Circular
------------------------------------
No. Barrels
= 1
Control K =
Barrel Diameter
= 3.5000
ft
Upstream Invert
= 300.00
ft
Dnstream Invert
= 299.00
ft
Horiz. Length
= 50.00
ft
Barrel Length
= 50.01
ft
Barrel Slope
= .02000
ft /ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .005885
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) =
1.150
T2 ratio (HW /D) =
1.297
Slope
Factor =
-.500
(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 = 304.03 ft - - -> Flow = 63.00 cfs
At T2 Elev = 304.54 ft - - -> Flow = 72.00 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) 3:17 PM 5/15/2015

Type.... Composite Rating Curve
Name.... Outlet 1
Page 5.09
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
* * * ** COMPOSITE OUTFLOW SUMMARY * * **
WS Elev,
Total Q
Notes
----------
- - - - --
-- - - - -
-- Converge
-------------------------
Elev.
Q
TW Elev
Error
ft
cfs
ft
+ / -ft
Contributing
Structures
-- - - - - --
306.00
- - - - - --
.00
-- - - - -
Free
-- - - - --
Outfall
--------------------------
(no Q: O1,RO,OO,C0)
306.20
.06
Free
Outfall
OO,CO (no Q:
O1,RO)
306.40
.16
Free
Outfall
OO,CO (no Q:
01,RO)
306.60
.22
Free
Outfall
OO,CO (no Q:
01,RO)
306.80
.26
Free
Outfall
OO,CO (no Q:
O1,RO)
307.00
.30
Free
Outfall
OO,CO (no Q:
O1,RO)
307.20
.33
Free
Outfall
OO,CO (no Q:
01,RO)
307.40
.36
Free
Outfall
OO,CO (no Q:
O1,RO)
307.60
.39
Free
Outfall
OO,CO (no Q:
O1,RO)
307.80
.41
Free
Outfall
OO,CO (no Q:
O1,RO)
308.00
.44
Free
Outfall
OO,CO (no Q:
O1,RO)
308.20
6.24
Free
Outfall
O1,0O,CO (no
Q: RO)
308.40
12.04
Free
Outfall
O1,0O,CO (no
Q: RO)
308.60
17.59
Free
Outfall
O1,0O,CO (no
Q: RO)
308.80
21.94
Free
Outfall
O1,0O,CO (no
Q: RO)
309.00
25.55
Free
Outfall
O1,0O,CO (no
Q: RO)
309.20
28.70
Free
Outfall
O1,0O,CO (no
Q: RO)
309.40
31.53
Free
Outfall
O1,0O,CO (no
Q: RO)
309.60
34.13
Free
Outfall
O1,0O,CO (no
Q: RO)
309.80
36.55
Free
Outfall
O1,0O,CO (no
Q: RO)
310.00
38.85
Free
Outfall
O1,0O,CO (no
Q: RO)
310.20
46.50
Free
Outfall
O1,RO,OO,C0
310.40
58.70
Free
Outfall
O1,RO,OO,C0
310.60
73.75
Free
Outfall
O1,RO,OO,C0
310.80
91.10
Free
Outfall
O1,RO,OO,C0
311.00
110.49
Free
Outfall
O1,RO,OO,C0
311.20
124.73
Free
Outfall
O1,RO,OO,C0
311.40
135.14
Free
Outfall
O1,RO,OO,C0
311.60
143.82
Free
Outfall
O1,RO,OO,C0
311.80
148.56
Free
Outfall
RO,CO (no Q:
01,00)
312.00
150.12
Free
Outfall
RO,CO (no Q:
01,00)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Outlet Input Data
Name.... Outlet 2
Page 5.10
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 315.00 ft
Increment = .20 ft
Max. Elev.= 320.00 ft
OUTLET CONNECTIVITY
- - -> Forward Flow Only (UpStream to DnStream)
< - -- Reverse Flow Only (DnStream to UpStream)
< - - -> Forward and Reverse Both Allowed
Structure
----------- - - - - --
No.
- - --
Outfall
- - - - - --
E1, ft
--- - - - - --
E2, ft
--- - - - - --
Weir- Rectangular
WO
- - -> CO
316.750
320.000
Inlet Box
RO
- - -> CO
317.000
320.000
Orifice - Circular
00
- - -> CO
315.000
320.000
Culvert - Circular
CO
- - -> TW
310.000
320.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Outlet Input Data
Name.... Outlet 2
Page 5.11
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
-------- - - - - --
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
WO
Weir - Rectangular
----------------
1
316.75 ft
6.00 ft
3.100000
Weir TW effects (Use adjustment equation)
Structure ID
= RO
Structure Type
= Inlet Box
------------------------------------
# of Openings
= 1
Invert Elev.
= 317.00 ft
Orifice Area
= 16.0000 sq.ft
Orifice Coeff.
_ .600
Weir Length
= 10.00 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. = 315.00 ft
Diameter = .1667 ft
Orifice Coeff. _ .600
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Outlet Input Data
Name.... Outlet 2
Page 5.12
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Structure Type
= Culvert - Circular
------------------------------------
No. Barrels
= 1
Control K =
Barrel Diameter
= 2.0000
ft
Upstream Invert
= 310.00
ft
Dnstream Invert
= 308.00
ft
Horiz. Length
= 50.00
ft
Barrel Length
= 50.04
ft
Barrel Slope
= .04000
ft /ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .012411
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) =
1.140
T2 ratio (HW /D) =
1.287
Slope
Factor =
-.500
(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 = 312.28 ft - - -> Flow = 15.55 cfs
At T2 Elev = 312.57 ft - - -> Flow = 17.77 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) 3:17 PM 5/15/2015

Type.... Composite Rating Curve
Name.... Outlet 2
Page 5.13
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
* * * ** COMPOSITE OUTFLOW SUMMARY * * **
WS Elev,
Total Q
Notes
----------
- - - - --
-- - - - -
-- Converge
-------------------------
Elev.
Q
TW Elev
Error
ft
cfs
ft
+ / -ft
Contributing
Structures
-- - - - - --
315.00
- - - - - --
.00
-- - - - -
Free
-- - - - --
Outfall
--------------------------
(no Q: WO,RO,OO,CO)
315.20
.04
Free
Outfall
OO,CO (no Q:
WO,RO)
315.40
.06
Free
Outfall
OO,CO (no Q:
WO,RO)
315.60
.08
Free
Outfall
OO,CO (no Q:
WO,RO)
315.80
.09
Free
Outfall
OO,CO (no Q:
WO,RO)
316.00
.10
Free
Outfall
OO,CO (no Q:
WO,RO)
316.20
.11
Free
Outfall
OO,CO (no Q:
WO,RO)
316.40
.12
Free
Outfall
OO,CO (no Q:
WO,RO)
316.60
.13
Free
Outfall
OO,CO (no Q:
WO,RO)
316.75
.14
Free
Outfall
OO,CO (no Q:
WO,RO)
316.80
.35
Free
Outfall
WO,OO,CO (no
Q: RO)
317.00
2.45
Free
Outfall
WO,OO,CO (no
Q: RO)
317.20
8.46
Free
Outfall
WO,RO,OO,CO
317.40
17.54
Free
Outfall
WO,RO,OO,CO
317.60
28.72
Free
Outfall
WO,RO,OO,CO
317.80
38.51
Free
Outfall
WO,RO,OO,CO
318.00
40.55
Free
Outfall
WO,RO,OO,CO
318.20
41.37
Free
Outfall
WO,RO,OO,CO
318.40
41.96
Free
Outfall
RO,CO (no Q:
WO,O0)
318.60
42.55
Free
Outfall
RO,CO (no Q:
WO,O0)
318.80
43.12
Free
Outfall
RO,CO (no Q:
WO,O0)
319.00
43.70
Free
Outfall
RO,CO (no Q:
WO,O0)
319.20
44.26
Free
Outfall
RO,CO (no Q:
WO,O0)
319.40
44.82
Free
Outfall
RO,CO (no Q:
WO,O0)
319.60
45.37
Free
Outfall
RO,CO (no Q:
WO,O0)
319.80
45.91
Free
Outfall
RO,CO (no Q:
WO,O0)
320.00
46.45
Free
Outfall
RO,CO (no Q:
WO,O0)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Outlet Input Data
Name.... Outlet 3
Page 5.14
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 309.00 ft
Increment = .20 ft
Max. Elev.= 314.00 ft
OUTLET CONNECTIVITY
- - -> Forward Flow Only (UpStream to DnStream)
< - -- Reverse Flow Only (DnStream to UpStream)
< - - -> Forward and Reverse Both Allowed
Structure
----------- - - - - --
No.
- - --
Outfall
- - - - - --
E1, ft
--- - - - - --
E2, ft
--- - - - - --
Weir- Rectangular
WO
- - -> CO
310.750
314.000
Inlet Box
RO
- - -> CO
312.000
314.000
Orifice - Circular
00
- - -> CO
309.000
314.000
Culvert - Circular
CO
- - -> TW
305.000
314.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Outlet Input Data
Name.... Outlet 3
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
-------- - - - - --
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
WO
Weir - Rectangular
----------------
1
310.75 ft
4.00 ft
3.100000
Weir TW effects (Use adjustment equation)
Structure ID
= RO
Structure Type
------------------------------------
= Inlet Box
# of Openings
= 1
Invert Elev.
= 312.00 ft
Orifice Area
= 16.0000 sq.ft
Orifice Coeff.
_ .600
Weir Length
= 12.00 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. = 309.00 ft
Diameter = .1667 ft
Orifice Coeff. _ .600
Page 5.15
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Outlet Input Data
Name.... Outlet 3
Page 5.16
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Structure Type
= Culvert - Circular
------------------------------------
No. Barrels
= 1
Control K =
Barrel Diameter
= 2.5000
ft
Upstream Invert
= 305.00
ft
Dnstream Invert
= 304.00
ft
Horiz. Length
= 50.00
ft
Barrel Length
= 50.01
ft
Barrel Slope
= .02000
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) =
1.150
T2 ratio (HW /D) =
1.297
Slope
Factor =
-.500
(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 = 307.88 ft - - -> Flow = 27.16 cfs
At T2 Elev = 308.24 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) 3:17 PM 5/15/2015

Type.... Composite Rating Curve
Name.... Outlet 3
Page 5.17
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
* * * ** COMPOSITE OUTFLOW SUMMARY * * **
WS Elev,
Total Q
Notes
----------
- - - - --
-- - - - -
-- Converge
-------------------------
Elev.
Q
TW Elev
Error
ft
cfs
ft
+ / -ft
Contributing
Structures
-- - - - - --
309.00
- - - - - --
.00
-- - - - -
Free
-- - - - --
Outfall
--------------------------
(no Q: WO,RO,OO,CO)
309.20
.04
Free
Outfall
OO,CO (no Q:
WO,RO)
309.40
.06
Free
Outfall
OO,CO (no Q:
WO,RO)
309.60
.08
Free
Outfall
OO,CO (no Q:
WO,RO)
309.80
.09
Free
Outfall
OO,CO (no Q:
WO,RO)
310.00
.10
Free
Outfall
OO,CO (no Q:
WO,RO)
310.20
.11
Free
Outfall
OO,CO (no Q:
WO,RO)
310.40
.12
Free
Outfall
OO,CO (no Q:
WO,RO)
310.60
.13
Free
Outfall
OO,CO (no Q:
WO,RO)
310.75
.13
Free
Outfall
OO,CO (no Q:
WO,RO)
310.80
.28
Free
Outfall
WO,OO,CO (no
Q: RO)
311.00
1.68
Free
Outfall
WO,OO,CO (no
Q: RO)
311.20
3.81
Free
Outfall
WO,OO,CO (no
Q: RO)
311.40
6.45
Free
Outfall
WO,OO,CO (no
Q: RO)
311.60
9.46
Free
Outfall
WO,OO,CO (no
Q: RO)
311.80
12.80
Free
Outfall
WO,OO,CO (no
Q: RO)
312.00
16.42
Free
Outfall
WO,OO,CO (no
Q: RO)
312.20
23.61
Free
Outfall
WO,RO,OO,CO
312.40
33.71
Free
Outfall
WO,RO,OO,CO
312.60
45.75
Free
Outfall
WO,RO,OO,CO
312.80
55.15
Free
Outfall
WO,RO,OO,CO
313.00
59.84
Free
Outfall
WO,RO,OO,CO
313.20
62.54
Free
Outfall
WO,RO,OO,CO
313.40
63.92
Free
Outfall
WO,RO,OO,CO
313.60
64.87
Free
Outfall
WO,RO,OO,CO
313.80
65.79
Free
Outfall
RO,CO (no Q:
WO,O0)
314.00
66.71
Free
Outfall
RO,CO (no Q:
WO,O0)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Outlet Input Data
Name.... Outlet 4
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 326.00 ft
Increment = .20 ft
Max. Elev.= 331.00 ft
OUTLET CONNECTIVITY
- - -> Forward Flow Only (UpStream to DnStream)
< - -- Reverse Flow Only (DnStream to UpStream)
< - - -> Forward and Reverse Both Allowed
Page 5.18
Structure
----------- - - - - --
No.
- - --
Outfall
- - - - - --
E1, ft
--- - - - - --
E2, ft
--- - - - - --
Weir- Rectangular
WO
- - ->
CO
328.250
331.000
Inlet Box
RO
- - ->
CO
329.000
331.000
Orifice - Circular
00
- - ->
CO
326.000
331.000
Culvert- Circular
CO
- - ->
TW
321.000
331.000
Orifice -Area
01
- - ->
TW
327.750
331.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Outlet Input Data
Name.... Outlet 4
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
-------- - - - - --
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
WO
Weir - Rectangular
----------------
1
328.25 ft
4.00 ft
3.100000
Weir TW effects (Use adjustment equation)
Structure ID
= RO
Structure Type
------------------------------------
= Inlet Box
# of Openings
= 1
Invert Elev.
= 329.00 ft
Orifice Area
= 25.0000 sq.ft
Orifice Coeff.
_ .600
Weir Length
= 21.00 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. = 326.00 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
Page 5.19
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Outlet Input Data
Name.... Outlet 4
Page 5.20
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Structure Type
------------------------------------
= Culvert - Circular
No. Barrels
= 1
Control K =
Barrel Diameter
= 3.0000
ft
Upstream Invert
= 321.00
ft
Dnstream Invert
= 317.00
ft
Horiz. Length
= 50.00
ft
Barrel Length
= 50.16
ft
Barrel Slope
= .08000
ft /ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .007228
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) =
1.120
T2 ratio (HW /D) =
1.267
Slope
Factor =
-.500
(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 = 324.36 ft - - -> Flow = 42.85 cfs
At T2 Elev = 324.80 ft - - -> Flow = 48.97 cfs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Outlet Input Data Page 5.21
Name.... Outlet 4
OUTLET STRUCTURE INPUT DATA
Structure ID
= 01
Structure Type
= Orifice -Area
------------------------------------
# of Openings
= 1
Min.
Invert Elev.
= 327.75
ft
Area
= 2.0000
sq.ft
Top of Orifice
= .00
ft
Datum Elev.
= 327.75
ft
Orifice Coeff.
_ .600
Max.
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) 3:17 PM 5/15/2015

SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Composite Rating Curve
Name.... Outlet 4
Page 5.22
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
* * * ** COMPOSITE OUTFLOW SUMMARY * * **
WS Elev,
Total Q
Notes
----------
- - - - --
-- - - - -
-- Converge
-------------------------
Elev.
Q
TW Elev
Error
ft
cfs
ft
+ / -ft
Contributing Structures
-- - - - - --
326.00
- - - - - --
.00
-- - - - -
Free
-- - - - --
Outfall
--------------------------
(no Q: WO,RO,0O,CO,O1)
326.20
.06
Free
Outfall
OO,CO (no Q: WO,RO,O1)
326.40
.12
Free
Outfall
OO,CO (no Q: WO,RO,O1)
326.60
.16
Free
Outfall
OO,CO (no Q: WO,RO,O1)
326.80
.19
Free
Outfall
OO,CO (no Q: WO,RO,O1)
327.00
.22
Free
Outfall
OO,CO (no Q: WO,RO,O1)
327.20
.25
Free
Outfall
OO,CO (no Q: WO,RO,O1)
327.40
.27
Free
Outfall
OO,CO (no Q: WO,RO,O1)
327.60
.29
Free
Outfall
OO,CO (no Q: WO,RO,O1)
327.75
.30
Free
Outfall
OO,CO (no Q: WO,RO,O1)
327.80
2.46
Free
Outfall
OO,CO3O1 (no Q: WO,RO)
328.00
.32
Free
Outfall
OO,CO (no Q: WO,R0,O1)
328.20
6.80
Free
Outfall
OO,CO3O1 (no Q: WO,RO)
328.25
.34
Free
Outfall
OO,CO (no Q: WO,R0,O1)
328.40
8.83
Free
Outfall
WO,OO,CO3O1 (no Q: RO)
328.60
11.77
Free
Outfall
WO,0O,CO,O1 (no Q: RO)
328.80
15.17
Free
Outfall
WO,0O,CO,O1 (no Q: RO)
329.00
18.92
Free
Outfall
WO,OO,CO3O1 (no Q: RO)
329.20
28.77
Free
Outfall
WO,RO,OO,CO3O1
329.40
43.68
Free
Outfall
WO,RO,OO,CO3O1
329.60
61.93
Free
Outfall
WO,RO,OO,CO3O1
329.80
82.83
Free
Outfall
WO,RO,OO,CO3O1
330.00
102.42
Free
Outfall
WO,RO,OO,CO3O1
330.20
110.41
Free
Outfall
WO,RO,OO,CO3O1
330.40
112.77
Free
Outfall
WO,RO,OO,CO3O1
330.60
114.63
Free
Outfall
WO,RO,OO,CO3O1
330.80
116.46
Free
Outfall
RO,CO3O1 (no Q: W0,O0)
331.00
118.25
Free
Outfall
RO,CO3O1 (no Q: WO,O0)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Outlet Input Data
Name.... Outlet 5
Page 5.23
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 315.00 ft
Increment = .20 ft
Max. Elev.= 320.00 ft
OUTLET CONNECTIVITY
- - -> Forward Flow Only (UpStream to DnStream)
< - -- Reverse Flow Only (DnStream to UpStream)
< - - -> Forward and Reverse Both Allowed
Structure
----------- - - - - --
No.
- - --
Outfall
- - - - - --
E1, ft
--- - - - - --
E2, ft
--- - - - - --
Weir- Rectangular
WO
- - -> CO
316.500
320.000
Inlet Box
RO
- - -> CO
319.500
320.000
Orifice - Circular
00
- - -> CO
315.000
320.000
Culvert - Circular
CO
- - -> TW
310.000
320.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Outlet Input Data
Name.... Outlet 5
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
-------- - - - - --
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
WO
Weir - Rectangular
----------------
1
316.50 ft
2.00 ft
3.100000
Weir TW effects (Use adjustment equation)
Structure ID
= RO
Structure Type
------------------------------------
= Inlet Box
# of Openings
= 1
Invert Elev.
= 319.50 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. = 315.00 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
Page 5.24
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Outlet Input Data
Name.... Outlet 5
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Structure Type
= Culvert - Circular
------------------------------------
No. Barrels
= 1
Control K =
Barrel Diameter
= 2.5000
ft
Upstream Invert
= 310.00
ft
Dnstream Invert
= 308.00
ft
Horiz. Length
= 50.00
ft
Barrel Length
= 50.04
ft
Barrel Slope
= .04000
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) =
1.140
T2 ratio (HW /D) =
1.287
Slope
Factor =
-.500
Page 5.25
(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 = 312.85 ft - - -> Flow = 27.16 cfs
At T2 Elev = 313.22 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) 3:17 PM 5/15/2015

Type.... Composite Rating Curve Page 5.26
Name.... Outlet 5
* * * ** COMPOSITE OUTFLOW SUMMARY * * **
WS Elev,
Total Q
Notes
----------
- - - - --
-- - - - -
-- Converge
-------------------------
Elev.
Q
TW Elev
Error
ft
cfs
ft
+ / -ft
Contributing
Structures
-- - - - - --
315.00
- - - - - --
.00
-- - - - -
Free
-- - - - --
Outfall
--------------------------
(no Q: WO,RO,OO,CO)
315.20
.06
Free
Outfall
OO,CO (no
Q:
WO,RO)
315.40
.12
Free
Outfall
OO,CO (no
Q:
WO,RO)
315.60
.16
Free
Outfall
OO,CO (no
Q:
WO,RO)
315.80
.19
Free
Outfall
OO,CO (no
Q:
WO,RO)
316.00
.22
Free
Outfall
OO,CO (no
Q:
WO,RO)
316.20
.24
Free
Outfall
OO,CO (no
Q:
WO,RO)
316.40
.27
Free
Outfall
OO,CO (no
Q:
WO,RO)
316.50
.28
Free
Outfall
OO,CO (no
Q:
WO,RO)
316.60
.48
Free
Outfall
WO,OO,CO
(no
Q: RO)
316.80
1.29
Free
Outfall
WO,OO,CO
(no
Q: RO)
317.00
2.40
Free
Outfall
WO,OO,CO
(no
Q: RO)
317.20
3.72
Free
Outfall
WO,OO,CO
(no
Q: RO)
317.40
5.18
Free
Outfall
WO,OO,CO
(no
Q: RO)
317.60
6.73
Free
Outfall
WO,OO,CO
(no
Q: RO)
317.80
8.38
Free
Outfall
WO,OO,CO
(no
Q: RO)
318.00
10.07
Free
Outfall
WO,OO,CO
(no
Q: RO)
318.20
11.81
Free
Outfall
WO,OO,CO
(no
Q: RO)
318.40
13.58
Free
Outfall
WO,OO,CO
(no
Q: RO)
318.60
15.35
Free
Outfall
WO,OO,CO
(no
Q: RO)
318.80
17.10
Free
Outfall
WO,OO,CO
(no
Q: RO)
319.00
18.84
Free
Outfall
WO,OO,CO
(no
Q: RO)
319.20
20.55
Free
Outfall
WO,OO,CO
(no
Q: RO)
319.40
22.22
Free
Outfall
WO,OO,CO
(no
Q: RO)
319.50
23.04
Free
Outfall
WO,OO,CO
(no
Q: RO)
319.60
25.21
Free
Outfall
WO,RO,OO,CO
319.80
32.55
Free
Outfall
WO,RO,OO,CO
320.00
42.25
Free
Outfall
WO,RO,OO,CO
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Outlet Input Data
Name.... Outlet 6
Page 5.27
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 329.00 ft
Increment = .20 ft
Max. Elev.= 334.00 ft
OUTLET CONNECTIVITY
- - -> Forward Flow Only (UpStream to DnStream)
< - -- Reverse Flow Only (DnStream to UpStream)
< - - -> Forward and Reverse Both Allowed
Structure
----------- - - - - --
No.
- - --
Outfall
- - - - - --
E1, ft
--- - - - - --
E2, ft
--- - - - - --
Weir- Rectangular
WO
- - -> CO
331.000
334.000
Inlet Box
RO
- - -> CO
332.500
334.000
Orifice - Circular
00
- - -> CO
329.000
334.000
Culvert - Circular
CO
- - -> TW
324.000
334.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Outlet Input Data
Name.... Outlet 6
Page 5.28
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
-------- - - - - --
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
WO
Weir - Rectangular
----------------
1
331.00 ft
2.00 ft
3.100000
Weir TW effects (Use adjustment equation)
Structure ID
= RO
Structure Type
= Inlet Box
------------------------------------
# of Openings
= 1
Invert Elev.
= 332.50 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. = 329.00 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Outlet Input Data
Name.... Outlet 6
Page 5.29
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Structure Type
= Culvert - Circular
------------------------------------
No. Barrels
= 1
Control K =
Barrel Diameter
= 2.0000
ft
Upstream Invert
= 324.00
ft
Dnstream Invert
= 323.00
ft
Horiz. Length
= 50.00
ft
Barrel Length
= 50.01
ft
Barrel Slope
= .02000
ft /ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .012411
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) =
1.150
T2 ratio (HW /D) =
1.297
Slope
Factor =
-.500
(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 = 326.30 ft - - -> Flow = 15.55 cfs
At T2 Elev = 326.59 ft - - -> Flow = 17.77 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) 3:17 PM 5/15/2015

Type.... Composite Rating Curve
Name.... Outlet 6
Page 5.30
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
* * * ** COMPOSITE OUTFLOW SUMMARY * * **
WS Elev,
Total Q
Notes
----------
- - - - --
-- - - - -
-- Converge
-------------------------
Elev.
Q
TW Elev
Error
ft
cfs
ft
+ / -ft
Contributing
Structures
-- - - - - --
329.00
- - - - - --
.00
-- - - - -
Free
-- - - - --
Outfall
--------------------------
(no Q: WO,RO,OO,CO)
329.20
.06
Free
Outfall
OO,CO (no Q:
WO,RO)
329.40
.12
Free
Outfall
OO,CO (no Q:
WO,RO)
329.60
.16
Free
Outfall
OO,CO (no Q:
WO,RO)
329.80
.19
Free
Outfall
OO,CO (no Q:
WO,RO)
330.00
.22
Free
Outfall
OO,CO (no Q:
WO,RO)
330.20
.25
Free
Outfall
OO,CO (no Q:
WO,RO)
330.40
.27
Free
Outfall
OO,CO (no Q:
WO,RO)
330.60
.29
Free
Outfall
OO,CO (no Q:
WO,RO)
330.80
.30
Free
Outfall
OO,CO (no Q:
WO,RO)
331.00
.32
Free
Outfall
OO,CO (no Q:
WO,RO)
331.20
.88
Free
Outfall
WO,OO,CO (no
Q: RO)
331.40
1.86
Free
Outfall
WO,OO,CO (no
Q: RO)
331.60
3.08
Free
Outfall
WO,OO,CO (no
Q: RO)
331.80
4.47
Free
Outfall
WO,OO,CO (no
Q: RO)
332.00
5.98
Free
Outfall
WO,OO,CO (no
Q: RO)
332.20
7.58
Free
Outfall
WO,OO,CO (no
Q: RO)
332.40
9.26
Free
Outfall
WO,OO,CO (no
Q: RO)
332.50
10.12
Free
Outfall
WO,OO,CO (no
Q: RO)
332.60
12.36
Free
Outfall
WO,RO,OO,CO
332.80
19.86
Free
Outfall
WO,RO,OO,CO
333.00
29.83
Free
Outfall
WO,RO,OO,CO
333.20
40.05
Free
Outfall
WO,RO,OO,CO
333.40
44.32
Free
Outfall
WO,RO,OO,CO
333.60
45.31
Free
Outfall
WO,RO,OO,CO
333.80
45.86
Free
Outfall
RO,CO (no Q:
WO,O0)
334.00
46.40
Free
Outfall
RO,CO (no Q:
WO,O0)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Outlet Input Data
Name.... Outlet 7
Page 5.31
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 322.00 ft
Increment = .20 ft
Max. Elev.= 327.50 ft
OUTLET CONNECTIVITY
- - -> Forward Flow Only (UpStream to DnStream)
< - -- Reverse Flow Only (DnStream to UpStream)
< - - -> Forward and Reverse Both Allowed
Structure
----------- - - - - --
No.
- - --
Outfall
- - - - - --
E1, ft
--- - - - - --
E2, ft
--- - - - - --
Weir- Rectangular
WO
- - -> CO
323.500
327.500
Inlet Box
RO
- - -> CO
326.500
327.500
Orifice - Circular
00
- - -> CO
322.000
327.500
Culvert - Circular
CO
- - -> TW
313.000
327.500
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Outlet Input Data
Name.... Outlet 7
Page 5.32
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
-------- - - - - --
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
WO
Weir - Rectangular
----------------
1
323.50 ft
1.00 ft
3.100000
Weir TW effects (Use adjustment equation)
Structure ID
= RO
Structure Type
= Inlet Box
------------------------------------
# of Openings
= 1
Invert Elev.
= 326.50 ft
Orifice Area
= 16.0000 sq.ft
Orifice Coeff.
_ .600
Weir Length
= 15.00 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. = 322.00 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Outlet Input Data
Name.... Outlet 7
Page 5.33
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Structure Type
= Culvert - Circular
------------------------------------
No. Barrels
= 1
Control K =
Barrel Diameter
= 3.0000
ft
Upstream Invert
= 313.00
ft
Dnstream Invert
= 312.00
ft
Horiz. Length
= 50.00
ft
Barrel Length
= 50.01
ft
Barrel Slope
= .02000
ft /ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .007228
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) =
1.150
T2 ratio (HW /D) =
1.297
Slope
Factor =
-.500
(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 = 316.45 ft - - -> Flow = 42.85 cfs
At T2 Elev = 316.89 ft - - -> Flow = 48.97 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) 3:17 PM 5/15/2015

Type.... Composite Rating Curve
Name.... Outlet 7
Page 5.34
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
* * * ** COMPOSITE OUTFLOW SUMMARY * * **
WS Elev,
Total Q
Notes
----------
- - - - --
-- - - - -
-- Converge
-------------------------
Elev.
Q
TW Elev
Error
ft
cfs
ft
+ / -ft
Contributing
Structures
-- - - - - --
322.00
- - - - - --
.00
-- - - - -
Free
-- - - - --
Outfall
--------------------------
(no Q: WO,RO,OO,CO)
322.20
.05
Free
Outfall
OO,CO (no Q:
WO,RO)
322.40
.12
Free
Outfall
OO,CO (no Q:
WO,RO)
322.60
.16
Free
Outfall
OO,CO (no Q:
WO,RO)
322.80
.19
Free
Outfall
OO,CO (no Q:
WO,RO)
323.00
.22
Free
Outfall
OO,CO (no Q:
WO,RO)
323.20
.25
Free
Outfall
OO,CO (no Q:
WO,RO)
323.40
.27
Free
Outfall
OO,CO (no Q:
WO,RO)
323.50
.28
Free
Outfall
OO,CO (no Q:
WO,RO)
323.60
.38
Free
Outfall
WO,OO,CO (no
Q: RO)
323.80
.78
Free
Outfall
WO,OO,CO (no
Q: RO)
324.00
1.31
Free
Outfall
WO,OO,CO (no
Q: RO)
324.20
1.90
Free
Outfall
WO,OO,CO (no
Q: RO)
324.40
2.53
Free
Outfall
WO,OO,CO (no
Q: RO)
324.60
3.16
Free
Outfall
WO,OO,CO (no
Q: RO)
324.80
3.79
Free
Outfall
WO,OO,CO (no
Q: RO)
325.00
4.39
Free
Outfall
WO,OO,CO (no
Q: RO)
325.20
4.95
Free
Outfall
WO,OO,CO (no
Q: RO)
325.40
5.46
Free
Outfall
WO,OO,CO (no
Q: RO)
325.60
5.91
Free
Outfall
WO,OO,CO (no
Q: RO)
325.80
6.29
Free
Outfall
WO,OO,CO (no
Q: RO)
326.00
6.59
Free
Outfall
WO,OO,CO (no
Q: RO)
326.20
6.80
Free
Outfall
WO,OO,CO (no
Q: RO)
326.40
6.91
Free
Outfall
WO,OO,CO (no
Q: RO)
326.50
6.93
Free
Outfall
WO,OO,CO (no
Q: RO)
326.60
8.41
Free
Outfall
WO,RO,OO,CO
326.80
14.46
Free
Outfall
WO,RO,OO,CO
327.00
23.05
Free
Outfall
WO,RO,OO,CO
327.20
33.49
Free
Outfall
WO,RO,OO,CO
327.40
45.49
Free
Outfall
WO,RO,OO,CO
327.50
52.02
Free
Outfall
WO,RO,OO,CO
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Outlet Input Data
Name.... Outlet 8
Page 5.35
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 345.00 ft
Increment = .20 ft
Max. Elev.= 350.00 ft
OUTLET CONNECTIVITY
- - -> Forward Flow Only (UpStream to DnStream)
< - -- Reverse Flow Only (DnStream to UpStream)
< - - -> Forward and Reverse Both Allowed
Structure
----------- - - - - --
No.
- - --
Outfall
- - - - - --
E1, ft
--- - - - - --
E2, ft
--- - - - - --
Weir- Rectangular
WO
- - -> CO
346.500
350.000
Inlet Box
RO
- - -> CO
348.750
350.000
Orifice - Circular
00
- - -> CO
345.000
350.000
Culvert - Circular
CO
- - -> TW
340.000
350.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Outlet Input Data
Name.... Outlet 8
Page 5.36
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
-------- - - - - --
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
WO
Weir - Rectangular
----------------
1
346.50 ft
2.00 ft
3.100000
Weir TW effects (Use adjustment equation)
Structure ID
= RO
Structure Type
= Inlet Box
------------------------------------
# of Openings
= 1
Invert Elev.
= 348.75 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. = 345.00 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Type.... Outlet Input Data
Name.... Outlet 8
Page 5.37
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Structure Type
= Culvert - Circular
------------------------------------
No. Barrels
= 1
Control K =
Barrel Diameter
= 2.5000
ft
Upstream Invert
= 340.00
ft
Dnstream Invert
= 339.00
ft
Horiz. Length
= 50.00
ft
Barrel Length
= 50.01
ft
Barrel Slope
= .02000
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) =
1.150
T2 ratio (HW /D) =
1.297
Slope
Factor =
-.500
(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 = 342.88 ft - - -> Flow = 27.16 cfs
At T2 Elev = 343.24 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) 3:17 PM 5/15/2015

Type.... Composite Rating Curve
Name.... Outlet 8
Page 5.38
File.... K: \13 \13- 0010 \130017 -Holt Property \H -H \2130017 - post.ppw
* * * ** COMPOSITE OUTFLOW SUMMARY * * **
WS Elev,
Total Q
Notes
----------
- - - - --
-- - - - -
-- Converge
-------------------------
Elev.
Q
TW Elev
Error
ft
cfs
ft
+ / -ft
Contributing
Structures
-- - - - - --
345.00
- - - - - --
.00
-- - - - -
Free
-- - - - --
Outfall
--------------------------
(no Q: WO,RO,OO,CO)
345.20
.06
Free
Outfall
OO,CO (no Q:
WO,RO)
345.40
.12
Free
Outfall
OO,CO (no Q:
WO,RO)
345.60
.16
Free
Outfall
OO,CO (no Q:
WO,RO)
345.80
.19
Free
Outfall
OO,CO (no Q:
WO,RO)
346.00
.22
Free
Outfall
OO,CO (no Q:
WO,RO)
346.20
.24
Free
Outfall
OO,CO (no Q:
WO,RO)
346.40
.27
Free
Outfall
OO,CO (no Q:
WO,RO)
346.50
.28
Free
Outfall
OO,CO (no Q:
WO,RO)
346.60
.48
Free
Outfall
WO,OO,CO (no
Q: RO)
346.80
1.32
Free
Outfall
WO,OO,CO (no
Q: RO)
347.00
2.52
Free
Outfall
WO,OO,CO (no
Q: RO)
347.20
3.97
Free
Outfall
WO,OO,CO (no
Q: RO)
347.40
5.65
Free
Outfall
WO,OO,CO (no
Q: RO)
347.60
7.52
Free
Outfall
WO,OO,CO (no
Q: RO)
347.80
9.58
Free
Outfall
WO,OO,CO (no
Q: RO)
348.00
11.79
Free
Outfall
WO,OO,CO (no
Q: RO)
348.20
14.17
Free
Outfall
WO,OO,CO (no
Q: RO)
348.40
16.67
Free
Outfall
WO,OO,CO (no
Q: RO)
348.60
19.30
Free
Outfall
WO,OO,CO (no
Q: RO)
348.75
21.37
Free
Outfall
WO,OO,CO (no
Q: RO)
348.80
22.56
Free
Outfall
WO,RO,OO,CO
349.00
30.40
Free
Outfall
WO,RO,OO,CO
349.20
41.08
Free
Outfall
WO,RO,OO,CO
349.40
53.75
Free
Outfall
WO,RO,OO,CO
349.60
62.53
Free
Outfall
WO,RO,OO,CO
349.80
67.94
Free
Outfall
WO,RO,OO,CO
350.00
70.83
Free
Outfall
WO,RO,OO,CO
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015

Appendix A
Index of Starting Page Numbers for ID Names
- - - --
B -
- - --
BMP
#1...
4.01
BMP
#2...
4.02
BMP
#3...
4.03
BMP
#4...
4.04
BMP
#5...
4.05
BMP
#6...
4.06
BMP
#7...
4.07
BMP
#8...
4.08
- - - -- E - - - --
EAST BYPASS... 3.01
EX POND... 4.09
ex pond op 5... 5.01, 5.05
- - - --
0 - - -
--
TO BMP
Outlet
1...
5.06,
5.09
Outlet
2...
5.10,
5.13
Outlet
3...
5.14,
5.17
Outlet
4...
5.18,
5.22
Outlet
5...
5.23,
5.26
Outlet
6...
5.27,
5.30
Outlet
7...
5.31,
5.34
Outlet
8...
5.35,
5.38
- - - -- R - - - --
RDU 24 Hour Desi... 2.01
- - - --
T - - -
--
TO BMP
1...
3.04
TO BMP
2...
3.06
TO BMP
3...
3.08
TO BMP
4...
3.10
TO BMP
5...
3.12
TO BMP
6...
3.14
TO BMP
7...
3.16
TO BMP
8...
3.18
- - - -- W -----
Watershed ... 1.01
WEST BYPASS... 3.20
A -1
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 3:17 PM 5/15/2015