20071061 Ver 1_Stormwater Plans_20070702

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LOWE'S OF WHITEVILLE
COLUMBUS COUNTY, NC
STORMWATER MANAGEMENT
EROSION CONTROL REPORT
Prepared for:
JEMSITE DEVELOPMENT, INC.
P.O. Box 1000
Jefferson, NC 28640
Prepared by:
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LAND
PLANNING
ASSOCIATES, INC.
DBA
LAND PLANNING ASSOCIATES of N.C., INC.
110 West ls` Avenue
Suite A
Easley, SC 29640
PHONE: [phone]
FAX: [phone]
Revised: June 29, 2007
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TABLE OF CONTENTS
General Description ...................................................................................1
Predevelopment .......................................................................................1
Post-development .....................................................................................2
Erosion Control .......................................................................................6
Site Location
Figure 1 - Predevelopment
Figure 2 -Post-development
NRCS Soil Data
NOAA Rainfall Data
Appendix A -Curve Numbers Calculation
Appendix B - Hydraflow Hydrograph
Appendix C -Wet Detention Pond Calculations
Appendix D - Faircloth Skimmer Calculations
Appendix E -Anti-flotation Device
Appendix F -Apron Calculations

LOWE'S OF WHITEVILLE
COLUMBUS COUNTY, NC
' Stormwater Management

Erosion Control Report
GENERAL DESCRIPTION
' This project involves the design of a Stormwater Management System for the proposed
Lowe's development in Whiteville, North Carolina near the corner of US Hwy 701 and
N.C. Hwy 130.
' H
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'
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s
The site is approximately 14.16 acres and a new 80,000 square foot Lowe
with associated parking and access will take up 12.35 acres. The remaining acreage will
' consist of the stormwater detention ponds and grassed areas.
According to the Soil Survey of Whiteville, North Carolina the soils encountered on this
' site consist primarily of Norfolk Urban land complex, Goldsboro, and Lynchburg, which
consist of fine sandy loam, and sandy clay. Their hydrologic soil groups are B, B, and C
respectively. During erosion control calculations group C was used. The rainfall data was
' taken from the Point Precipitation Frequency Estimates form NOAA Atlas 14, Volume 2,
Version 2 at the Whiteville, NC gage.
PREDEVELOPMENT CONDITIONS
The site consists of mild slopes with scattered shrub areas and asphalt. The site had 1.21
acres of impervious surfaces. An isolated wetland, 0.77 acres in size is located on the west
side of the property. From the existing contours four predevelopment drainage areas were
delineated.
The first drainage area takes up the northeast section of the site and is 5.34 acres with a
weighted curve number of 65. The time of concentration as determined using Hyrdaflow
Hydrographs is based on 3001inear feet of a sheet flow over grass at a 1.57% slope, then
68.4 feet of shallow concentrated flow over an unpaved surface at 1.64% slope for a time
of 23.4 minutes. The preceding information was input into Hydraflow Hydrographs.
PRE-DEVELOPMENT RUNOFF (cfs)
DRAINAGE AREA 1 5.34 ac
2 year 3.94
10 year 10.69
25 year 16.08
100 year 27.09
The second drainage area makes up the center and south portion of the site. It is 6.13 acres
is size and has a weighted curve number of 73. The time of concentration as determined
by Hyrdaflow Hydrographs is based on 3001inear feet of sheet flow at a 1.77% slope over
grass, then 159.4 feet of shallow concentrated flow over an unpaved surface at a 1.51
-1-

slope for a time of 23.9 minutes. The preceding information was input into Hydraflow
Hydrographs
PRE-DEVELOPMENT RUNOFF (cfs)
DRAINAGE AREA 2 6.13 ac
2 year 7.48
10 year 16.54
25 year 23.56
100 year 37.00
The third drainage area is 2.29 acres in size and has a weighted curve number of 62. The
isolated wetland is located here. The time of concentration as determined by Hyrdaflow
Hydrographs is based on 3001inear feet of sheet flow at a 2.2% slope over grass, then 70.4
feet of shallow concentrated flow over an unpaved surface at 0.14% slope for a time of
22.7 minutes. The preceding information was input into Hydraflow Hydrographs.
PRE-DEVELOPMENT RUNOFF (cfs)
DRAINAGE AREA 3 2.29 ac
2 year 1.31
10 year 4.01
25 year 6.21
100 year 10.73
The fourth drainage area is a section located at the north corner. It is 0.4 acres, with a
weighted curve number of 65. The time of concentration as determined by Hyrdaflow
Hydrographs is based on 132.1 linear of sheet flow at a 0.15% slope over grass for a time
of 31.5 minutes. The preceding information was input into Hydraflow Hydrographs.
PRE-DEVELOPMENT RUNOFF (cfs)
DRAINAGE AREA 4 0.4 ac
2 year 0.24
10 year 0.67
25 year 1.01
100 year 1.69
The data collected from each drainage area produced the following total runoff for the site.
PRE-DEVELOPMENT RUNOFF (cfs)
COMBINED TOTAL
2 year 12.95
10 year 31.81
25 year 46.55
100 year 76.25
-2-

POST-DEVELOPMENT CONDITIONS
After construction site will have four new drainage areas and two detention ponds. Runoff
will be collected by curb and grate inlets, and carried with reinforced concrete pipes to the
ponds. In accordance with the regulations set by the Army Corps of Engineers the wetland
will be filled in.
The first post-development drainage basin consists of the Lowe's building, the rear access
area, and the Stormwater Management (SWM) Pond A. The 8.07 acre area has a weighted
curve number of 88. The time concentration is based on 300.0 linear feet of sheet flow at a
0.5% slope over the roof and 5601inear feet of shallow concentrated flow through drainage
pipe at a 1.0% slope for a time of 9.2 minutes. The preceding information was input into
Hydraflow Hydrographs.
POST-DEVELOPMENT RUNOFF (cfs)
DRAINAGE BASIN 1 8.07 ac
2 year 32.75
10 year 56.13
25 year 72.37
100 year 102.11
The second post-development drainage basin consists of the north and northwest portions
the parking lot and the smaller portion of SWM Pond B. The 3.31 acre area has a weighted
curve number of 94. The time of concentration is based on 2961inear feet of sheet flow at a
1.9% slope over the parking lot and 176 feet of shallow concentrated flow over asphalt and
through drainage pipe at a 2.4% slope for a time of 3.6 minutes. The preceding
information was input into Hydraflow Hydrographs.
POST-DEVELOPMENT RUNOFF (cfs)
DRAINAGE BASIN 2 3.31 ac
2 year 16.31
10 year 26.09
25 year 32.87
100 year 45.34
The third post-development drainage basin consists of the eastern portion of the parking lot
and the larger portion of SWM Pond B. The 1.99 acre area has a weighted curve number of
87. The time of concentration is based on 1391inear feet of sheet flow at a 2.5% slope over
the parking lot and 381 feet of shallow concentrated flow over asphalt and through
drainage pipe at a 1.7% slope for a time of 3.7 minutes. The preceding information was
input into Hydraflow Hydrographs.
-3-

c

POST-DEVELOPMENT RUNOFF (cfs)
DRAINAGE BASIN 3 1.99 ac
2 year 9.24
10 year 15.97
25 year 20.65
100 year 29.22
The post-development area four is the area sloping away from the parking area and the
' back side of the SWM ponds. This area will be vegetated to reduce stormwater runoff.
The area is 0.79 acres and has a curve number of 61. The time of concentration is base on
ii

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SO linear feet of sheet flow at a 30.0% slope over grass for a time of 1.7 minutes.
POST-DEVELOPMENT RUNOFF (cfs)
DRAINAGE BASIN 4 0.79
2 year 1.07
10 year 3.05
25 year 4.65
100 year 7.82
The data collected from each drainage area produced the following total runoff for the site
(Hydrograph calculations are located in Appendix B).
POST-DEVELOPMENT RUNOFF (cfs)
COMBINED TOTAL not controlled
2 year 59.37
10 year 101.24
25 year 130.54
100 year 184.49
Since the total runoff volume from the post-developed state is higher than the total runoff
volume from the predevelopment conditions detention ponds were needed to reduce the
runoff for compliance. Drainage area 1 drains to SWM Pond A and drainage areas 2 and 3
drain into SWM Pond B which is one pond connected by three 12" RCPs under the
entrance drive.
Stormwater Management Pond A
This pond controls the runoff from drainage area 1 which is the building and the rear
access area. It was designed as a wet detention basin with the capacity to remove 90% of
the Total Suspended Solids (TSS). The basin was designed according to NCDENR
Stormwater BMP Manual. It is split into three parts, the normal pool, temporary pool, and
the forebay. The normal pool has a bottom elevation of 83 and a top elevation of 88. A
forebay is located in the west side of the basin, and is 20.2 % of the normal pool volume.
The remaining storage is provided for controlling runoff. The basin bottom elevation is 88
and drains with a 36" riser structure with a 24" barrel pipe. A 10 foot emergency spillway
is provided at 96. The pond has a top elevation of 97, so 1 foot freeboard is present. A 5"
-4-

orifice is located at 88 which controls the first inch of runoff to be release in 48 hours
(First flush calculations are located in Appendix C.)
STORMWATER MANAGEMENT
POND A Tem ora Pool
Time Period Inflow (cfs) Outflow (cfs) Max Elevation (ft)
2 year 32.75 0.90 90.27
10 year 56.13 1.21 91.86
25 year 72.37 1.38 92.89
100 year 102.11 13.17 93.5
POND A Tem ora Pool
Pond Elevation Area (sf) Volume (cf)
88 18,510.0 0
89 21,255.9 19,883
90 23,997.8 42,510
91 26,857.8 67,938
92 29,836.1 96,285
93 33,023.4 127,715
94 36,364.9 162,409
95 39,792.9 200,488
96 43,273.3 242,021
97 46,804.3 287,060
Stormwater Management Pond B
This pond controls the runoff from drainage areas 2 and 3 which consist of the parking
area. It was designed as a wet detention basin with the capacity to remove 90% of the
Total Suspended Solids (TSS). The basin was designed according to NCDENR
Stormwater BMP Manual. It is split into three parts, the normal pool, temporary pool, and
the forebay. The normal pool has a bottom elevation of 84 and a top elevation of 90. A
forebay is 22% of the normal pool volume. Both are located in the larger of the two ponds
The remaining storage is provided for controlling runoff. The basin's bottom elevation is
90 and drains with a 36" riser structure with a 24" barrel pipe. A 10 foot emergency
spillway is provided at 94. Three 12" pipes allow water to be stored in the smaller pond.
The pond has a top elevation of 95, so 1 foot freeboard is present. A 3" orifice is located at
90 which controls the first inch of runoff to be release in 48 hours (First flush calculations
are located in Appendix C).
STORMWATER MANAGEMENT
POND B Tem ora Pool
Time Period Inflow (cfs) Outflow (cfs) Max Elevation (ft)
2 year 25.55 0.34 92.24
10 year 42.06 0.61 93.52
25 year 53.52 3.36 93.71
100 year 74.56 28.75 94.34
-5-

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POND B Tem ora Pool
Pond Elevation Area (sf) Volume (cf)
90 14,141 0
91 16,900 15,520
92 19,896 33,918
93 23,171 55,452
94 26,719 80,397
*95 19,966 103,739
* Surface area from only the larger portion
Once all the stormwater runoff had been routed through the ponds the total combined
runoff volume for the site was calculated.
COMPARSION RUNOFF (cfs)
COMBINED TOTAL
Design Storm Predevelopment Post-Development (throu Pond)
2 year 12.95 2.42
10 year 31.81 5.18
25 year 46.55 9.87
100 year 76.25 21.81
Erosion Control Calculations
In order to control erosion on the site the development has been divided into three phases.
In the first phase, the site will be cleared and silt fence will be installed around the
perimeter of the site. During the second phase, the access road to Joe's BBQ Banquet Hall
will be relocated to a new location along the east side of the property. Stormwater
Management Ponds A & B will be graded during this phase and act as sediment basins for
this site. The wet ponds and their forebays will also be installed. Through diversion
ditches, water will be directed to the basins. Along with the basins the sub-building pad
will be established at 99.0. In the third phase, the entire site will be graded to finished
grade, paved, and stormwater inlets and pipes will be installed. Proper inlet protect will be
provided.
The two basins designed for the property have been located where the permanent detention
ponds will remain on the site. The basins meet the required 1,800 cf per acre of disturbed
area and a surface area of 0.01 Ac*(Qlo) according to the NCDENR Erosion and Sediment
' Control Design Manual. Faircloth Skimmers were designed to dewater the basins in 2-5
days. The outlet structures for these basins have been detailed in the plans for this site.
' Sediment Basin #A
Area Draining to Sediment Basin: 8.07 acres
' Qio for the area is 27.21 cfs
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Per NCDENR Requirements
Volume Required is 1,800 cf/acre
1,800 * 8.07 = 14,526 cf
Surface Area required is 435 sf * Qio
435 * 27.21 = 11,836.4 sf
Volume provided @ 88.7
Surface Area provided @ 88.0
Spillway to carry 10 year storm is 10 feet
Basin to be cleaned out at `/2 required storage, therefore cleanout is required at 92.0.
POND A
Pond Elevation Area (sf) Volume (cf)
88 18,510.00 0
89 21,255.95 19,883
90 23,997.82 42,510
91 26,857.88 67,938
92 29,836.18 96,285
93 33,023.46 127,715
94 36,364.98 162,409
95 39,792.90 200,488
96 43,273.35 242,021
97 46,804.31 287,060
A 10 foot emergency spillway has been placed at elevation 96.0, so one foot of freeboard
has been provided for the pond. The outlet structure for the pond consists of a 24 inch
barrel pipe with a 36 inch diameter riser with the top of the riser set at elevation 93. There
will be one 6 inch diameter Faircloth Skimmer to dewater the basin with 2-5 days. After
construction the 6 inch Faircloth Skimmer will be decreased to a 5 inch orifice at elevation
88 to control the first inch of runoff from the entire developed area.
Sediment Basin #B
Area Draining to Sediment Basin: 5.23 acres
Qio for the area is 17.63 cfs
Per NCDENR Requirements
Volume Required is 1,800 cf/acre
1,800 * 5.23 = 9,414.0 cf
-7-

Surface Area required is 435 sf * Qio
435 * 17.63 = 7,669.1 sf
Volume provided @ 90.0
Surface Area provided @ 90.0
Spillway to carry 10 year storm will be 10 feet.
Basin to be cleaned out at %2 required storage, therefore cleanout is required at 93.0
A 10 foot emergency spillway has been placed at elevation 93.0, so one foot of freeboard
has been provided for the pond. The outlet structure for the pond consists of a 24 inch
barrel pipe with a 36 inch diameter riser with the top of the riser set at elevation 93.5.
There will be one 5 inch diameter Faircloth Skimmer to dewater the basin within 2-5 days.
After construction a 3 inch diameter orifice at elevation 90 will control the first inch of
runoff from the entire developed site.
POND B
Pond Elevation Area (sf) Volume (cf)
90 14,141 0
91 16,900 15,520
92 19,896 33,918
93 23,171 55,452
94 26,719 80,397
*95 19,966 103,739
* Surface Area from larger portion of Pond B
-8-

' NC-130 & US-701-BR, Columbus, North Carolina, United States - ... http://maps.google.com/maps?f=q&hl=en&geocode=&q=NC-130+...
' Address NC-130 & US-701-BR Notes Lowe's of Whiteville, Nc
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Hydrologic Soil Group-Columbus County, North Carolina
N Meters
A 0 45 90 180 270
Feet
0 150 300 600 900
U$~A Natural Resources Web Soil Survey 2.0 6/14/2007
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group-Columbus County, North Carolina
MAP LEGEND
Area of Interest (AOI) N Local Roads
`,_ Area of Interest (AOI) Other Roads
Soils
Soil Map Units
Soil Ratings
0 A
0 A/D
0 B
0 e/D
Q C
Q c/o
Q D
Not rated or not available
Political Features
Municipalities
+ Cities
Urban Areas
Water Features
Oceans
.-.-r Streams and Canals
Transportation
+++ Rails
Roads
n.x Interstate Highways
,. ,_ US Routes
State Highways
MAP INFORMATION
Original soil survey map sheets were prepared at publication scale.
Viewing scale and printing scale, however, may vary from the
original. Please rely on the bar scale on each map sheet for proper
map measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nres.usda.gov
Coordinate System: UTM Zone 17N
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Columbus County, North Carolina
Survey Area Data: Version 7, Feb 23, 2007
Date(s) aerial images were photographed: 3/2/1999
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 2.0 6/14/2007
~ Conservation Service National Cooperative Soil Survey Page 2 of 4

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Hydrologic Soil Group-Columbus County, North Carolina
Hydrologic Soil Group
Hydrologic Soll Group-Summary by Map Unit-Columbus County, North Carolina
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
Fo Foreston loamy fine sand C 1.4 3.0%
GoA Goldsboro fine sandy B 10.0 20.7%
loam, 0 to 2 percent
slopes
Ly Lynchburg fine sandy C 9.9 20.6%
loam
NoA Norfolk loamy fine sand, B 0.2 0.3%
0 to 2 percent slopes
NuB Norfolk-Urban land B 8.6 17.7%
complex, 0 to 6
percent slopes
Ra Rains fine sandy loam B/D 4.1 8.6%
WaB Wagram loamy fine A 14.0 29.1%
sand, 0 to 6 percent
slopes
Totals for Area of Interest (AOI) 48.2 100.0%
' ~ Natural Resources Web Soil Survey 2.0 6/14/2007
Conservation Service National Cooperative Soil Survey Page 3 of 4

' Hydrologic Soil Group-Columbus County, North Carolina
' Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
' assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
' The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
' Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
' Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
' have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
' soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
' Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
' These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
' for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
' Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
' Tie-break Rule: Lower
' Natural Resources Web Soil Survey 2.0 6/14/2007
Conservation Service National Cooperative Soil Survey Page 4 of 4

Depth to Water Table-Columbus County, North Carolina
709570 709640 709710 709780 7D9850 709920 709990 710060 710130 710200

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N Meters
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0
~~~~ Natural Resources
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200 400
800 1,200
Web Soil Survey 2.0
National Cooperative Soil Survey
6/29/2007
Page 1 of 3

Depth to Water Table-Columbus County, North Carolina
MAP LEGEND MAP INFORMATION
area of Interest (AOI) Original soil survey map sheets were prepared at publication scale.
Area of Interest (AOq Viewing scale and printing scale, however, may vary from the
--- original. Please rely on the bar scale on each map sheet for proper
Soils map measurements.
Soil Map Units
Source of Map: Natural Resources Conservation Service
Soil Ratings Web Soil Survey URL: http://websoilsurvey.nres.usda.gov
0 0-25 Coordinate System: UTM Zone 17N
Q 25 - 5o This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
0 50 -100
Soil Survey Area: Columbus County, North Carolina
100 - 15o Survey Area Data: Version 7, Feb 23, 2007
0 iso -zoo Date(s) aerial images were photographed: 3/2/1999
~ > zoo
The orthophoto or other base map on which the soil lines were
Political Features compiled and digitized probably differs from the background
Municipalities imagery displayed on these maps. As a result, some minor shifting
® Cities of map unit boundaries may be evident.
Urban Areas
Water Features
L~ Oceans
.~-r Streams and Canals
Transportation
++.~ Rails
Roads
~ Interstate Highways
-_ US Routes
State Highways
~ Local Roads
Other Roads
USDA Natural Resources Web Soil Survey 2.0 6/29/2007
~ Conservation Service National Cooperative Soil Survey Page 2 of 3

Depth to Water Table-Columbus County, North Carolina
Depth to Water Table
u
ii
1
r

D

C

Depth to Water Table- Summary by Map Unit -Columbus County, North Carolina
Map unit symbol Map unit name Rating (centimeters) Acres In A01 Percent of AOI
Fo Foreston loamy fine sand 84 3.4 15.8%
NoB Norfolk loamy fine sand,
2 to 6 percent slopes 152 0.6 2.9%
Ra Rains fine sandy loam 137 16.3 74.9%
To Torhunta fine sandy
loam 137 0.4 1.8%
Wa6 Wagram loamy fine
sand, 0 to 6 percent
slopes >200 1.0 4.6%
Totals for Area of Interest (AOI) 21.8 100.0%
Description
"Water table" refers to a saturated zone in the soil. It occurs during specified
months. Estimates of the upper limit are based mainly on observations of the water
table at selected sites and on evidence of a saturated zone, namely grayish colors
(redoximorphic features) in the soil. A saturated zone that lasts for less than a month
is not considered a water table.
This attribute is actually recorded as three separate values in the database. A low
value and a high value indicate the range of this attribute for the soil component. A
"representative" value indicates the expected value of this attribute for the
component. For this soil property, only the representative value is used.
Rating Options
Units of Measure: centimeters
Aggregation Method: Dominant Component
Component Percent Cutoff. None Specified
Tie-break Rule: Higher
Interpret Nulls as Zero: No
Beginning Month: January
Ending Month: December
' ~~ Natural Resources
Conservation Service
Web Soil Survey 2.0
National Cooperative Soil Survey
6/29!2007
Page 3 of 3
1

' Precipitation Frequency Data Server
1

G

C
1

' lofl
http://hdsc.nws.noaa, gov/cgi-bin/hdsc/buildout.perl?type~f&series...
' . POINT PRECIPITATION ~'';,
FREQUENCY ESTIMATES ~ ~
FROM NOAA ATLAS 14 '4~,
WHITEVILLE, NORTH CAROLINA (31-9352) 34.3167 N 78.7167 W 52 feet
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Wed Jun 13 2007
Precipitation Frequency Estimates (inches)
ARI*
(years) 5
min 10
min 15
min 30
min 60
min 120 3
min hr 6
hr 12
hr 24
~hr 48
hr 4
day 7
day 10
day 20
day 30
day 45
day 60
I day
0.46 0.73
- 0.92 1.26 1.57 1.83 1.95 2.33 2.73 3.18 3.71 4.19 4.88 5.56 7.49 9.35 11.70 14.06
~
0.54 0.87 1.09 1.51 1.89 2.22. 2.36 2.82 3.30 3.85 4.48 5.06 5.88 6.65 8.92 11.09113.82 16.57
I 0.64 1.02 1.29 1.83 2.34 2.81 3.00 3.59 14.22 4.97 5.74 6.40 7.38 8.22 10.85 13.27 16.32 19.32
10 .0.71 1.13 1.43 2.07 2.70 3.30 3.56 4.26 5.04 5.95 6.81 7.53 8.61 9.52 12.43 15.02 18.32 21.48
25 0.80 1.27 1.61 2.39 3.18 3.99.4.35 5.22 6.22 7.42 8.43 9.19 10.41 11.37 14.65 17.43 21.04 24.37
50 0.87 1.38 1.75 2.63 3.56 4.56 5.03 6.06 7.26:8.70 9.83 10.61 11.90 12.91 16.47 19.35 23.19 26.60
_100 0.93 1.48 1.88 2.87 3.96 5.17 5.77 6.97 8.41 110.14 11.39 12.16 13.51 14.55 18.37 21.30 25.36 28.80
200 1.00 1.58 2.00 3.11' 4.36 5.83 6.58 7.97 9.68 11.77. 13.12 13.87 15.24 116.30 20.38 23.32 27.57 31.01
~ 500 _ 1.08 1.72 ( 2.16 3.43. 4.93 6.76 7.76 9.46 11.59 14.25 15.75 16.52 17.76 18.82 23.20 (26.08 30.58 33.92
r 1000 1.15 1.82 2.28 3.69 5.39, 7.55 8.78 10.74113.25 16.41 18.01. 18.79 .19.85 20.90 25.49 28.25 32.91- 36.12
----- -
'These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
6/13/2007 R:26 AM

~ APPENDIX A
1

1

r

Project Name: Lowe's Whiteville, NC
Date: 6/12/2007
Basin: DA #1 PRE Drainage area= 5.34 acres = 0.008 miZ
Curve Number

Land Use
HSG:
of Basin
% of Basin
A

CN A
B
100.0
CN B
C
0.0
CN C
D
0.0
CND
Sum
100.0
Wei hted CN
Impervious 15.8 98 98 98 98 15.48
Wooded -Fair 0.0 36 60 73 79 0.00
Open Space -Good 79.7 39 61 74 80 48.62
Residential (1/3 acre) 57 72 81 86 0.00
Residential (1/8 acre) 77 85 90 92 0.00
Gravel 4.5 76 85 89 91 3.83
Sum: 100.0 Sum: 64.10
Curve numbers taken from: TR-55 Use: 65

Basin: DA #2 PRE Drainage area= 6.13 acres = 0.010 miZ
Curve Number

Land Use
HSG:
% of Basin
% of Basin
A

CN A
B
0.0
CN B
C
100.0
CN C
D
0.0
CND
Sum
100.0
Wei hted CN
Impervious 4.6 98 98 98 98 4.51
Wooded -Fair 0.0 36 60 73 79 0.00
Open Space -Good 91.4 39 61 74 80 67.64
Residential (1/3 acre) 57 72 81 86 0.00
Residential (1/8 acre) 77 85 90 92 0.00
Gravel 4.0 76 85 89 91 3.56
Sum: 100.0 Sum: 72.14
Curve numbers taken from: TR-55 Use: 73

1
1
1
Basin: DA#3 PRE Drainage area= 2.29 acres = 0.004 miZ
Curve Number

Land Use
HSG:
% of Basin
% of Basin
A

CN A
B
100.0
CN B
C
0.0
CN C
D

CND
Sum
100.0
Wei hted CN
Impervious 1.8 98 98 98 98 1.76
Wooded -Fair 36 60 73 79 0.00
Open Space -Good 98.2 39 61 74 80 59.90
Residential (1/3 acre) 57 72 81 86 0.00
Residential (1/8 acre) 77 85 90 92 0.00
Commercial 89 92 94 95 0.00
Sum: 100.0 Sum: 61.67
Curve nu mbers taken from: TR-55 Use: 62

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Basin: DA#4 PRE
Curve Numl
impervious
Wooded -Fair
Open Space -Good
Residential (1/3 acre)
Residential (1/8 acre)
Commercial
Drainage area= 0.40 acres = 0.001 mil
A B C D
% of Basin 100.0 0.0
% of Basin CN A CN B CN C CN D
10.2 98 98 98 98
36 60 73 79
89.8 39 61 74 80
57 72 81 86
77 85 90 92
89 92 94 95
Sum: 100.0
Curve numbers taken from: TR-55
Weighted CN
10.00
0.00
54.78
0.00
0.00
0.00
Sum: 64.77
Use: 65

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Project Name: Lowe's Whiteville, NC
Date: 6/12/2007
Basin: DA #1 POST Drainage area= 8.07 acres = 0.013 miz
Curve Nu
Land Use
Impervious
Wooded -Fair
Open Space -Good
Residential (i/3 acre)
Residential (1/8 acre)
(Commercial
HSG: A B C D
% of Basin 95.0 5.0
% of Basin CN A CN B CN C CN D
72.0 98 98 98 98
36 60 73 79
28.0 39 61 74 80
57 72 81 86
77 85 90 92
89 92 94 95
100.0
Weighted CN
70.56
0.00
17.26
0.00
0.00
0.00
Sum: 87.82
Use: 88.00
Sum: 100.0
Curve numbers taken from: TR-55

i
i
Basin: DA #2 POST Drainage area= 3.31 acres = 0.005 miz
rve N
Impervious
Wooded -Fair
Open Space -Good
Residential (1/3 acre)
Residential (1/8 acre)
Commercial
HSG: A B C D
% of Basin 90.0 10.0
of Basin CN A CN B CN C CN D
88.2 98 98 98 98
36 60 73 79
11.8 39 61 74 80
57 72 81 86
77 85 90 92
89 92 94 95
Sum
100.0
Weighted CN
Sum: 100.0
Curve numbers taken from: TR-55
0.00
7.35
0.00
0.00
0.00
Sum: 93.79
Use: 94

Basin: DA #3 POST Drainage area= 1.99 acres = 0.003 mil
m
Land Use
Impervious
Wooded -Fair
Open Space -Good
Residential (1/3 acre)
Residential (1/8 acre)
Commercial
HSG: A B
% of Basin 90.0
% of Basin CN A CN B
68.0 98 98
36 60
32.0 39 61
57 72
77 85
89 92
C D
10.0
CN C CN D
98 98
73 79
74 80
81 86
90 92
94 95
Sum
Sum: 100
Curve numbers taken from: TR-55
Weighted CN
66.64
0.00
19.94
0.00
0.00
0.00
Sum: 86.58
Use: 87

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Basin: DA #4 POST
Drainage area= 0.87 acres = 0.001 miZ
rve N
Land Use
Impervious
Wooded -Fair
Open Space -Good
Residential (1/3 acre)
Residential (1/8 acre)
Commercial
HSG: A
% of Basin
% of Basin CN A
0.0 98
36
100.0 39
57
77
89
B C D
)0.0 0.0
NB CNC CND
98 98 98
60 73 79
61 74 80
72 81 86
85 90 92
92 94 95
Sum
100.0
Weighted CN
0.00
0.00
61.00
0.00
0.00
0.00
Sum: 61.00
Use: 61
Sum: 100.0
Curve numbers taken from: TR-55

1

~ APPENDIX B

r

1

L
1

Hydrograph Summary Report

1

Page 1

~
HvA_ ~
Hyd.
___
Hvtlroaraoh
Hydrograph Peak

Peak F

Time

.__.
ero
Time to

__
Volume
Volume

nflow

_
Maximum ~

aximum

ydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cult) II (ft) (tuft)
I
1 i
SCS Runoff
3.94
6
732
18,273
----
I
------
------
Predeveloped Area 1
~ 2
i SCS Runoff 7.48 6 732 31,615 ---- ' ------ ------ Predeveloped Area 2

3
SCS Runoff ~
1.31
6
732
6,540
----
------
------
Predeveloped Area 3
4 SCS Runoff 0.24 6 738 1,412 ---- ------ ------ Predeveloped Area 4
5
~ Combine 12.95 6 732 57,839 1, 2, 3, 4 ------ ------ Pre-developm Combined Total

6
SCS Runoff
32.75
1 i
719
75,731
----
------
------
Post-Development Area 1
7 SCS Runoff 16.31 2 716 35,792 ---- ------ ------ Post-Development Area 2
8 SCS Runoff 8.22 2 716 16,927 ---- ------ ------ Post-Development Area 3
9 SCS Runoff 1.07 1 716 1,981 ---- ------ ------ Post-Development Area 4
10 Reservoir 0.90 1 890 38,666 6 90.27 49,411 SWM Pond A
11 Combine 24.53 2 716 52,719 7, 8, ------ ------ Combined Area 2 & 3
12

i

i Reservoir 0.34

~ 2

I
i

II

~ 1076

,
~~ 38,537
i

' 11

I 92.24

~ 39,156 SWM Pond B

~
', '~ ',
1
Proj. file: Lowes-Whiteville.gpw ' Return Period: 2 yr
__
'I
__
Run date: 06-29-2007
Hydraflow Hydrographs by Intelisolve

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Predeveloped Area 1
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
2 yrs
5.34 ac
0.0
TR55
3.85 in
24 h rs
Peak discharge = 3.94 cfs
Time interval = 6 min
Curve number = 65
Hydraulic length = 0 ft
Time of conc. (Tc) = 24.3 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 18,273 cult

1
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.70 0.07
16.70 0.24
21.70 0.14
End

1
1
1
1
TR55 Tc Worksheet
Page 1
Hyd. No. 1
Predeveloped Area 1
Storm frequency = 2 yrs
Sheet Flow
Manning's n-value = 0.150
Flow length = 300.0 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 1.6
Travel Time ........................................ = 23.7 min
Shallow Concentrated Flow
Flow length = 68 ft
Watercourse slope = 1.6
Surface description =Unpaved
Average velocity = 2.07 ft/s
Travel Time ........................................ = 0.6 min
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time .................... .................... =min
Total Travel Time, Tc ........................ = 24.3 min
Hydraflow Hydrographs by Intelisolve

1
1
1
Cl
Hyd. No. 1 - SCS Runoff - 2 Yr - Qp = 3.94 cfs - Predeveloped Area 1
0.0 2.4 4.9 7.3 9.8 12.2 14.6 17.1 19.5 22.0 24.4
Time (hrs)
,~ Hyd. 1

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve

1
1
1
1
Hyd. No. 2
Predeveloped Area 2
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
2 yrs
6.13 ac
0.0
TR55
3.85 in
24 h rs
Peak discharge = 7.48 cfs
Time interval = 6 min
Curve number = 73
Hydraulic length = 0 ft
Time of conc. (Tc) = 23.9 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 31,615 cult
Hydrograph Discharge Table
Time --Outflow
(hrs cfs)
11.10 0.09
16.10 0.38
21.10 0.21
...End

TR55 Tc Worksheet
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Predeveloped Area 2
Storm frequency = 2 yrs
Sheet Flow
Manning's n-value = 0.150
Flow length = 300.0 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 1.8
Travel Time ........................................ = 22.6 min
Shallow Concentrated Flow
Flow length = 159 ft
Watercourse slope = 1.5
Surface description =Unpaved
Average velocity = 1.98 ft/s
Travel Time ................. ....................... = 1.3 min
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time .................... .................... =min
Total Travel Time, Tc ........................ = 23.9 min

w
Cl
0.0 2.4 4.9 7.3 9.8 12.2 14.6
Time (hrs)
,~ Hyd. 2
__
17.1 19.5 22.0 24.4
Hyd. No. 2 - SCS Runoff - 2 Yr - Qp = 7.48 cfs - Predeveloped Area 2

Hydrograph Report
Hyd. No. 3
Predeveloped Area 3
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
2 yrs
2.29 ac
0.0
TR55
3.85 in
24 hrs
Page 1
Hydraflow Hydrographs by Intelisolve
Peak discharge = 1.31 cfs
Time interval = 6 min
Curve number = 62
Hydraulic length = 0 ft
Time of conc. (Tc) = 22.7 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 6,540 tuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.80 0.06
16.80 0.09
21.80 0.05
End

i

TR55 Tc Worksheet
Page 1
Hyd. No. 3
Predeveloped Area 3
Storm frequency = 2 yrs
Sheet Flow
Manning's n-value = 0.150
Flow length = 300.0 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 2.2
Travel Time ........................................ = 20.7 min
Shallow Concentrated Flow
Flow length = 70 ft
Watercourse slope = 0.1
Surface description =Unpaved
Average velocity = 0.60 ft/s
Travel Time ................. ....................... = 1.9 min
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time .................... .................... =min
Total Travel Time, Tc ........................ = 22.7 min
Hydraflow Hydrographs by Intelisolve

Hyd. No. 3 - SCS Runoff - 2 Yr - Qp = 1.31 cfs - Predeveloped Area 3
1.
w
v
C1
1.
0.
0.
0.0 2.5 4.9 7.4 9.8 12.3 14.7 17.2 19.6 22.1 24.5
Time (hrs)
,~ Hyd. 3

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Predeveloped Area 4
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Drainage area = 0.40 ac
Basin Slope = 0.0
Tc method = TR55
Total precip. = 3.85 in
Storm duration = 24 hrs
Peak discharge = 0.24 cfs
Time interval = 6 min
Curve number = 65
Hydraulic length = 0 ft
Time of conc. (Tc) = 31.5 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 1,412 tuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.70 0.00
16.70 0.02
21.70 0.01
...End

CJ
Hyd. No. 5 -Combine - 2 Yr - Qp = 12.95 cfs -Pre-developm Combined
Total
1
1
0.0 2.4 4.9 7.3 9.8 12.2 14.6 17.1 19.5 22.0 24.4
Time (hrs)
/ Hyd. 1 Hyd. 2 Hyd. 3 Hyd. 4 Hyd. 5

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 6
Post-Development Area 1
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
2 yrs
8.07 ac
0.0
TR55
3.85 in
24 hrs
Peak discharge = 32.75 cfs
Time interval = 1 min
Curve number = 88
Hydraulic length = 0 ft
Time of conc. (Tc) = 9.2 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 75,731 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
9.17 0.33
10.00 0.49
10.83 0.95
11.67 5.20
12.50 3.10
13.33 1.53
14.17 1.03
15.00 0.87
15.83 0.71
16.67 0.62
17.50 0.56
18.33 0.50
19.17 0.44
20.00 0.38
20.83 0.36
21.67 0.35
22.50 0.34
23.33 0.33
End

TR55 Tc Worksheet
Page 1
Hyd. No. 6
Post-Development Area 1
Storm frequency = 2 yrs
Sheet Flow
Manning's n-value = 0.011
Flow length = 300.0 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 0.5
Travel Time ..................... ................... = 4.6 min
Shallow Concentrated Flow
Flow length
Watercourse slope
Surface description
Average velocity
Travel Time ............
= 560 ft
= 1.0
= Paved
= 2.03 ft/s
............................ = 4.6 m i n
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time .................... .................... =min
Hydraflow Hydrographs by Intelisolve
Total Travel Time, Tc ........................ = 9.2 min

' Hyd. No. 6 - SCS Runoff - 2 Yr - Qp = 32.75 cfs -Post-Development Area
1
i
I' 40 ~ I- -- _ -~ i -- - - ~-
I I,, '~i ~ I,I
i ~I
1 ~ I
30 -_ ~_ --- - '- -- - I -~-- ~- -- - -
-1
1
N ',
pr 20 - f- - - -~ - ~ ~-- ---~ _ --rt_ - -
I
I- ~
i ! ! I ' II
' ~
O
0.0 213 4.7 7.0 9.4 11.7 14.1 16.4 18.8 21.1 23.5
Time (hrs)
~ Hyd. 6

TR55 Tc Worksheet
Hyd. No. 4
Predeveloped Area 4
Storm frequency = 2 yrs
Sheet Flow
Manning's n-value = 0.150
Flow length = 132.1 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 0.2
Travel Time ........................................ = 31.5 min
Shallow Concentrated Flow
Flow length = 0 ft
Watercourse slope = 0.0
Surface description =Paved
Average velocity = 0.00 ft/s
Travel Time ................. ....................... = 0.0 min
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time .................... .................... =min
Page 1
Hydraflow Hydrographs by Intelisolve
Total Travel Time, Tc ........................ = 31.5 min

1
1
1
1
1
1
1
1
1
1
1
1
1
1
Hyd. No. 4 - SCS Runoff - 2 Yr - Qp = 0.24 cfs - Predeveloped Area 4
0.25 ~ '~
0.2(
0.1;
C3~
0.1(
O.o!
o.o
o.o
2.5 4.9 7.4 9.9 12.4 14.8 17.3 19.8 22.2 24.7
Time (hrs)
Hyd. 4

I ~ ~
'~
~ I - _ _ I
- I ~
~
~
~,I
-

~

-,
~-- II ~

-
-,
~~ I
!',
i
- - - -- i

-- _ ~

.
~ I
_ i
',

' 1
I

i ~,
~

___-

__

- - , i

__

T ,
'
I'

--_
I i ~
~I I'

~, ~
_ _ _ - I' I
Ir--
L- - --
0

1
1
1
1
1

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Pre-developm Combined Total
Hydrograph type =Combine
Storm frequency = 2 yrs
Inflow hyds. = 1, 2, 3, 4
Peak discharge = 12.95 cfs
Time interval = 6 min
Hydrograph Volume = 57,839 tuft
Hydrograph Discharge Table
Time Hyd. 1 + Hyd. 2 + Hyd. 3 + Hyd. 4 =
(hrs) (cfs) (cfs) (cfs) (cfs)
15.00 0.33 0.49 0.12 0.03
20.00 0.15 0.23 0.06 0.01
...End
Outflow
(cfs)
0.97
0.45

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Hydrograph Report
Hydraflow Hydrographs by Intelisolve
Page 1
Hyd. No. 7
Post-Development Area 2
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
2 yrs
3.31 ac
0.0
TR55
3.85 in
24 h rs
Peak discharge = 16.31 cfs
Time interval = 2 min
Curve number = 94
Hydraulic length = 0 ft
Time of conc. (Tc) = 3.6 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 35,792 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
8.20 0.16
9.87 0.31
11.53 1.32
13.20 0.67
14.87 0.37
16.53 0.26
18.20 0.21
End

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TR55 Tc Worksheet
Page 1
Hyd. No. 7
Post-Development Area 2
Storm frequency = 2 yrs
Sheet Flow
Manning's n-value = 0.011
Flow length = 296.0 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 1.9
Travel Time ..................... ................... = 2.7 min
Shallow Concentrated Flow
Flow length = 176 ft
Watercourse slope = 2.4
Surface description =Paved
Average velocity = 3.14 ft/s
Travel Time ................. ....................... = 0.9 min
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time ........................................ =min
Total Travel Time, Tc ........................ = 3.6 min
Hydraflow Hydrographs by Intelisolve

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Hyd. No. 7 - SCS Runoff - 2 Yr - Qp =16.31 cfs -Post-Development Area
2
v
U
0.0 2.0 3.9 5.9 7.9 9.9 11.8 13.8 15.8 17.8 19.7 '~,
Time (hrs) ~,
/Hyd. 7

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Hydrograph Report
Hyd. No. 8
Post-Development Area 3
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
2 yrs
1.99 ac
0.0
TR55
3.85 in
24 h rs
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
9.67 0.08
11.33 0.38
13.00 0.40
14.67 0.21
16.33 0.14
18.00 0.12
19.67 0.09
End
Page 1
Hydraflow Hydrographs by Intelisolve
Peak discharge = 8.22 cfs
Time interval = 2 min
Curve number = 87
Hydraulic length = 0 ft
Time of conc. (Tc) = 3.7 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 16,927 cult

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TR55 Tc Worksheet
Page 1
Hyd. No. 8
Post-Development Area 3
Storm frequency = 2 yrs
Sheet Flow
Manning's n-value = 0.011
Flow length = 139.0 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 2.5
Travel Time ........................................ = 1.3 min
Shallow Concentrated Flow
Flow length = 381 ft
Watercourse slope = 1.7
Surface description =Paved
Average velocity = 2.61 ft/s
Travel Time ................. ....................... = 2.4 min
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time ........................................ =min
Total Travel Time, Tc ........................ = 3.7 min
Hydraflow Hydrographs by Intelisolve

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Cat
Hyd. No. 8 - SCS Runoff - 2 Yr - Qp = 8.22 cfs -Post-Development Area 3
1
0.00 2.11 4.21 6.32 8.43 10.53 12.64 14.75 16.85 18.96 21.07
Time (hrs)
~! Hyd. 8

Hydrograph Report
Hydraflow Hydrographs by Intelisolve
Page 1
Hyd. No. 9
Post-Development Area 4
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
2 yrs
0.79 ac
0.0
TR55
3.85 in
24 h rs
Peak discharge = 1.07 cfs
Time interval = 1 min
Curve number = 61
Hydraulic length = 0 ft
Time of conc. (Tc) = 1.7 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 1,981 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.70 0.01
12.53 0.09
13.37 0.06
14.20 0.04
15.03 0.04
15.87 0.03
16.70 0.03
17.53 0.02
18.37 0.02
19.20 0.02
20.03 0.02
20.87 0.02
21.70 0.02
22.53 0.02
23.37 0.02
End

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TR55 Tc Worksheet
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 9
Post-Development Area 4
Storm frequency = 2 yrs
Sheet Flow
Manning's n-value = 0.150
Flow length = 50.0 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 30.0
Travel Time ..................... ................... = 1.7 min
Shallow Concentrated Fl ow
Flow length = 0 ft
Watercourse slope = 0.0
Surface description =Paved
Average velocity = 0.00 ft/s
Travel Time ........................................ = 0.0 min
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time .................... .................... =min
Total Travel Time, Tc ........................ = 1.7 min

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C3-
Hyd. No. 9 - SCS Runoff - 2 Yr - Qp = 1.07 cfs -Post-Development Area 4
1.
1.
0.
0.~
0.0
2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
Hyd. 9
__ __

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
' SWM Pond A
Hydrograph type = Reservoir Peak discharge = 0.90 cfs
' Storm frequency = 2 yrs Time interval = 1 min
Inflow hyd. No. = 6 Reservoir name = SWM Pond A
Max. Elevation = 90.27 ft Max. Storage = 49,411 cult

Storage Indication method used . Outflow hydrograph volume = 38,666 tuft
' Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
'
8.33 0.19 88.04
0.01
0.01 ----- ----- ----- ----- ----- ----- -----
0.01
9.17 0.33 88.08 0.02 0.02 ----- ----- ----- ----- ----- ----- ----- 0.02
10.00 0.49 88.13 0.05 0.04 0.04
' 10.83 0.95 88.22 0.11 0.11 =___= _____ _____ _____ _____ _____ _____ 0.11
11.67 5.20 88.45 0.32 0.31 ----- ----- ----- ----- ----- ----- ----- 0.31
12.50 3.10 90.09 0.88 0.86 ----- ----- ----- ----- ----- ----- ----- 0.86
' 13.33 1.53 90.22 0.90 0.89 0.89
14.17 1.03 90.27 0.93 0.90 ----- ----- ----- ----- ----- ----- ----- 0.90
15.00 0.87 90.27 0.93 0.90 ----- ----- ----- ----- ----- ----- ----- 0.90
15.83 0.71 90.26 0.92 0.90 0.90
' 16.67 0.62 90.23 0.91 0.89 ----- ----- ----- ----- ----- ----- ----- 0.89
17.50 0.56 90.19 0.89 0.89 ----- ----- ----- ----- ----- ----- ----- 0.89
18.33 0.50 90.15 0.89 0.88 ----- ----- ----- ----- ----- ----- ----- 0.88
19.17 0.44 90.10 0.89 0.86 ----- ----- ----- ----- ----- ----- ----- 0.86
' 20.00 0.38 90.05 0.87 0.85 ----- ----- ----- ----- ----- ----- ----- 0.85
20.83 0.36 90.00 0.84 0.84 ----- ----- ----- ----- ----- ----- ----- 0.84
' 21.67 0.35 89.93
22.50 0.34 89.87 0.84
0.82 0.82
0.81 0.82
0.81
23.33 0.33 89.81 0.79 0.79 ----- ----- --- - ----- ----- ----- -- -- 0.79
' ...End

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Reservoir Report Page 1
Reservoir No. 1 - SWM Pond A Hydraflow Hydrographs by Intelisolve
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00 88.00 18, 510 0 0
1.00 89.00 21,256 19,883 19,883
2.00 90.00 23,998 22,627 42,510
3.00 91.00 26,858 25,428 67,938
4.00 92.00 29,836 28,347 96,285
5.00 93.00 33,023 31,430 127,715
6.00 94.00 36,365 34,694 162,409
7.00 95.00 39,793 38,079 200,488
8.00 96.00 43,273 41,533 242,021
9.00 97.00 46,804 45,039 287,060
Culvert /Orifice Structures Weir Structures
IAl LB] [C] [D] IAl IB] [C] LDI
Rise in = 24.0 5.0 0.0 0.0 Crest Len ft = 9.42 10.00 0.00 0.00
Span in = 24.0 5.0 0.0 0.0 Crest EI. ft = 93.00 96.00 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 0.00 0.00
Invert EI. ft = 88.00 88.00 0.00 0.00 Weir Type =Riser Broad --- ---
Length ft = 98.0 0.0 0.0 0.0 Multi-Stage =Yes No No No
Slope % = 1.00 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exfiltration Rate = 0.00 in/hr/sgft Tailwater Elev. = 0.00 ft
Stage / Storage I Discharge Table
Stage Storage Elevation Clv A
ft cult ft cfs
0.00 0 88.00 0.00
0.10 1,988 88.10 0.03
0.20 3,977 88.20 0.09
0.30 5,965 88.30 0.18
0.40 7,953 88.40 0.29
0.50 9,941 88.50 0.35
0.60 11,930 88.60 0.41
0.70 13,918 88.70 0.44
0.80 15,906 88.80 0.48
0.90 17,895 88.90 0.52
1.00 19,883 89.00 0.56
1.10 22,146 89.10 0.60
1.20 24,408 89.20 0.64
1.30 26,671 89.30 0.65
1.40 28,934 89.40 0.69
1.50 31,196 89.50 0.73
1.60 33,459 89.60 0.74
1.70 35,722 89.70 0.78
1.80 37,985 89.80 0.79
1.90 40,247 89.90 0.84
2.00 42,510 90.00 0.84
2.10 45,053 90.10 0.89
2.20 47,596 90.20 0.89
2.30 50,138 90.30 0.95
2.40 52,681 90.40 0.95
2.50 55,224 90.50 0.95
2.60 57,767 90.60 1.01
2.70 60,310 90.70 1.01
Note: All outflows have been analyzed under inlet and outlet control.
Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 --- --- 0.00 0.00 --- --- --- 0.00
0.03 --- --- 0.00 0.00 --- --- --- 0.03
0.09 --- --- 0.00 0.00 --- --- --- 0.09
0.18 --- --- 0.00 0.00 --- --- --- 0.18
0.28 --- --- 0.00 0.00 --- --- --- 0.28
0.34 --- --- 0.00 0.00 --- --- --- 0.34
0.39 --- --- 0.00 0.00 --- --- --- 0.39
0.44 --- --- 0.00 0.00 --- --- --- 0.44
0.48 --- --- 0.00 0.00 --- --- --- 0.48
0.52 --- --- 0.00 0.00 --- --- --- 0.52
0.55 --- --- 0.00 0.00 --- --- --- 0.55
0.59 --- --- 0.00 0.00 --- --- --- 0.59
0.62 --- --- 0.00 0.00 --- --- --- 0.62
0.65 --- --- 0.00 0.00 --- --- --- 0.65
0.68 --- --- 0.00 0.00 --- --- --- 0.68
0.71 --- --- 0.00 0.00 --- --- --- 0.71
0.74 --- --- 0.00 0.00 --- --- --- 0.74
0.76 --- --- 0.00 0.00 --- --- --- 0.76
0.79 --- --- 0.00 0.00 --- --- --- 0.79
0.81 --- --- 0.00 0.00 --- --- --- 0.81
0.84 --- --- 0.00 0.00 --- --- --- 0.84
0.86 --- --- 0.00 0.00 --- --- --- 0.86
0.89 --- --- 0.00 0.00 --- --- --- 0.89
0.91 --- --- 0.00 0.00 --- --- --- 0.91
0.93 --- --- 0.00 0.00 --- --- --- 0.93
0.95 --- --- 0.00 0.00 --- --- --- 0.95
0.97 --- --- 0.00 0.00 --- --- --- 0.97
1.00 --- --- 0.00 0.00 --- --- --- 1.00
Continues on next page...

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SWM Pond A Page 2
Stage /Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.80 62,852 90.80 1.02 1.02 --- --- 0.00 0.00 --- --- --- 1.02
2.90 65,395 90.90 1.07 1.04 --- --- 0.00 0.00 --- --- --- 1.04
3.00 67,938 91.00 1.07 1.06 --- --- 0.00 0.00 --- --- --- 1.06
3.10 70,773 91.10 1.07 1.07 --- --- 0.00 0.00 --- --- --- 1.07
3.20 73,607 91.20 1.13 1.09 --- --- 0.00 0.00 --- --- --- 1.09
3.30 76,442 91.30 1.13 1.11 --- --- 0.00 0.00 --- --- --- 1.11
3.40 79,277 91.40 1.13 1.13 --- --- 0.00 0.00 --- --- --- 1.13
3.50 82,111 91.50 1.20 1.15 --- --- 0.00 0.00 --- --- --- 1.15
3.60 84,946 91.60 1.20 1.17 --- --- 0.00 0.00 --- --- --- 1.17
3.70 87,781 91.70 1.20 1.19 --- --- 0.00 0.00 --- --- --- 1.19
3.80 90,616 91.80 1.20 1.20 --- --- 0.00 0.00 --- --- --- 1.20
3.90 93,450 91.90 1.26 1.22 --- --- 0.00 0.00 --- --- --- 1.22
4.00 96,285 92.00 1.26 1.24 --- --- 0.00 0.00 --- --- --- 1.24
4.10 99,428 92.10 1.26 1.25 --- --- 0.00 0.00 --- --- --- 1.25
4.20 102,571 92.20 1.27 1.27 --- --- 0.00 0.00 --- --- --- 1.27
4.30 105,714 92.30 1.34 1.29 --- --- 0.00 0.00 --- --- --- 1.29
4.40 108,857 92.40 1.34 1.30 --- --- 0.00 0.00 --- --- --- 1.30
4.50 112,000 92.50 1.34 1.32 --- --- 0.00 0.00 --- --- --- 1.32
4.60 115,143 92.60 1.34 1.34 --- --- 0.00 0.00 --- --- --- 1.34
4.70 118,286 92.70 1.35 1.35 --- --- 0.00 0.00 --- --- --- 1.35
4.80 121,429 92.80 1.41 1.36 --- --- 0.00 0.00 --- --- --- 1.36
4.90 124,572 92.90 1.41 1.38 --- --- 0.00 0.00 --- --- --- 1.38
5.00 127,715 93.00 1.41 1.40 --- --- 0.00 0.00 --- --- --- 1.40
5.10 131,184 93.10 2.38 1.39 --- --- 0.99 0.00 --- --- --- 2.38
5.20 134,654 93.20 4.17 1.37 --- --- 2.81 0.00 --- --- --- 4.17
5.30 138,123 93.30 6.53 1.34 --- --- 5.15 0.00 --- --- --- 6.50
5.40 141,592 93.40 9.25 1.32 --- --- 7.94 0.00 --- --- --- 9.25
5.50 145,062 93.50 12.44 1.28 --- --- 11.09 0.00 --- --- --- 12.37
5.60 148,531 93.60 15.81 1.23 --- --- 14.58 0.00 --- --- --- 15.81
5.70 152,001 93.70 19.51 1.14 --- --- 18.37 0.00 --- --- --- 19.51
5.80 155,470 93.80 23.46 1.02 --- --- 22.45 0.00 --- --- --- 23.46
5.90 158,940 93.90 27.60 0.82 --- --- 26.78 0.00 --- --- --- 27.60
6.00 162,409 94.00 30.95 0.59 --- --- 30.36 0.00 --- --- --- 30.95
6.10 166,217 94.10 32.06 0.51 --- --- 31.55 0.00 --- --- --- 32.06
6.20 170,025 94.20 32.86 0.45 --- --- 32.40 0.00 --- --- --- 32.86
6.30 173,833 94.30 33.52 0.41 --- --- 33.10 0.00 --- --- --- 33.51
6.40 177,641 94.40 34.08 0.37 --- --- 33.70 0.00 --- --- --- 34.08
6.50 181,448 94.50 34.58 0.34 --- --- 34.24 0.00 --- --- --- 34.58
6.60 185,256 94.60 35.05 0.32 --- --- 34.73 0.00 --- --- --- 35.04
6.70 189,064 94.70 35.47 0.29 --- --- 35.18 0.00 --- --- --- 35.47
6.80 192,872 94.80 35.88 0.27 --- --- 35.60 0.00 --- --- --- 35.88
6.90 196,680 94.90 36.26 0.26 --- --- 36.00 0.00 --- --- --- 36.26
7.00 200,488 95.00 36.63 0.24 --- --- 36.39 0.00 --- --- --- 36.63
7.10 204,641 95.10 36.99 0.23 --- --- 36.76 0.00 --- --- --- 36.98
7.20 208,795 95.20 37.34 0.21 --- --- 37.11 0.00 --- --- --- 37.33
7.30 212,948 95.30 37.67 0.20 --- --- 37.47 0.00 --- --- --- 37.67
7.40 217,101 95.40 38.00 0.19 --- --- 37.81 0.00 --- --- --- 38.00
7.50 221,255 95.50 38.33 0.18 --- --- 38.14 0.00 --- --- --- 38.32
7.60 225,408 95.60 38.64 0.18 --- --- 38.47 0.00 --- --- --- 38.64
7.70 229,561 95.70 38.96 0.17 --- --- 38.78 0.00 --- --- --- 38.95
7.80 233,714 95.80 39.27 0.16 --- --- 39.09 0.00 --- --- --- 39.25
7.90 237,868 95.90 39.57 0.15 --- --- 39.40 0.00 --- --- --- 39.56
8.00 242,021 96.00 39.87 0.15 --- --- 39.71 0.00 --- --- --- 39.86
8.10 246,525 96.10 40.17 0.14 --- --- 39.99 0.82 --- --- --- 40.96
8.20 251,029 96.20 40.46 0.14 --- --- 40.31 2.33 --- --- --- 42.77
8.30 255,533 96.30 40.75 0.13 --- --- 40.61 4.27 --- --- --- 45.01
8.40 260,037 96.40 41.04 0.13 --- --- 40.91 6.58 --- --- --- 47.61
8.50 264,541 96.50 41.32 0.12 --- --- 41.18 9.19 --- --- --- 50.49
8.60 269,044 96.60 41.60 0.12 --- --- 41.48 12.08 --- --- --- 53.68
8.70 273,548 96.70 41.88 0.12 --- --- 41.72 15.23 --- --- --- 57.07
8.80 278,052 96.80 42.16 0.11 --- --- 42.03 18.60 --- --- --- 60.75
8.90 282,556 96.90 42.44 0.11 --- --- 42.30 22.20 --- --- --- 64.61
9.00 287,060 97.00 42.71 0.11 --- --- 42.56 26.00 --- --- --- 68.67
...End
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Hyd. No. 10 -Reservoir - 2 Yr - Qp = 0.90 cfs - SWM Pond A
Cl
/Hyd. 6
Hyd. 10
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)

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Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 11
Combined Area 2 & 3
Hydrograph type =Combine
Storm frequency = 2 yrs
Inflow hyds. = 7, 8
Peak discharge = 24.53 cfs
Time interval = 2 min
Hydrograph Volume = 52,719 cult
Hydrograph Discharge Table
Time Hyd. 7 + Hyd. 8 +
(hrs) (cfs) (cfs)
10.00 0.34 0.10
11.67 3.84 1.64
13.33 0.62 0.34
15.00 0.36 0.20
16.67 0.25 0.14
18.33 0.20 0.11
Outflow
(cfs)
0.44
5.48
0.96
0.55
0.39
0.32
...End

Hyd. No. 11 -Combine - 2 Yr - Qp = 24.53 cfs -Combined Area 2 & 3
2
2
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0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 15.9 17.9 19.9
Time (hrs)
/ Hyda 7 Hyd. 8 Hyd. 11

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 12
' SWM Pond B
Hydrograph type =Reservoir
' Storm frequency = 2 yrs
Inflow hyd. No. = 11
Max. Elevation = 92.24 ft

LIB
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Peak discharge
Time interval
Reservoir name
Max. Storage
= 0.34 cfs
= 2 min
= SWM Pond B
= 39,156 tuft
Storage Indication method used.
Hydrograph Discharge Table
Outflow hydrograph volume = 38,537 cult
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
6.67 0.11 90.04 0.01 0.01 ----- ----- ----- ----- ----- ----- ----- 0.01
8.33 0.21 90.10 0.02 0.02 ----- ----- ----- ----- ----- ----- ----- 0.02
10.00 0.44 90.20 0.07 0.07 ----- ----- ----- ----- ----- ----- ----- 0.07
11.67 5.48 90.57 0.16 0.15 ----- ----- ----- ----- ----- ----- ----- 0.15
13.33 0.96 92.10 0.32 0.32 ----- ----- ----- ----- ----- ----- ----- 0.32
15.00 0.55 92.20 0.35 0.33 ----- ----- ----- ----- ----- ----- ----- 0.33
16.67 0.39 92.24 0.35 0.33 ----- ----- ----- ----- ----- ----- ----- 0.33
18.33 0.32 92.24 0.35 0.34 ----- ----- ----- ----- ----- ----- ----- 0.34
20.00 0.24 92.23 0.35 0.33 ----- ----- ----- ----- ----- ----- ----- 0.33
21.67 0.22 92.20 0.35 0.33 ----- ----- ----- ----- ----- ----- ----- 0.33
23.33 0.21 92.17 0.34 0.33 ----- ----- ----- ----- ----- ----- ----- 0.33
25.00 0.00 92.10 0.32 0.32 ----- ----- ----- ----- ----- ----- ----- 0.32
26.67 0.00 92.01 0.32 0.32 ----- ----- ----- ----- ----- ----- ----- 0.32
28.33 0.00 91.91 0.32 0.31 ----- ----- ----- ----- ----- ----- ----- 0.31
30.00 0.00 91.81 0.30 0.30 ----- ----- ----- ----- ----- ----- ----- 0.30
31.67 0.00 91.72 0.29 0.29 ----- ----- ----- ----- ----- ----- ----- 0.29
33.33 0.00 91.62 0.29 0.28 ----- ----- ----- ----- ----- ----- ----- 0.28
35.00 0.00 91.53 0.28 0.27 ----- ----- ----- ----- ----- ----- ----- 0.27
36.67 0.00 91.45 0.27 0.26 ----- ----- ----- ----- ----- ----- ----- 0.26
38.33 0.00 91.36 0.26 0.25 ----- ----- ----- ----- ----- ----- ----- 0.25
40.00 0.00 91.28 0.25 0.25 ----- ----- ----- ----- ----- ----- ----- 0.25
41.67 0.00 91.20 0.24 0.24 ----- ----- ----- ----- ----- ----- ----- 0.24
43.33 0.00 91.13 0.23 0.23 ----- ----- ----- ----- ----- ----- ----- 0.23
45.00 0.00 91.05 0.22 0.22 ----- ----- ----- ----- ----- ----- ----- 0.22
46.67 0.00 90.98 0.22 0.21 ----- ----- ----- ----- ----- ----- ----- 0.21
..End
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Reservoir Report

CII
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Page 1
Reservoir No. 2 - SWM Pond B Hydraflow Hydrographs by Intelisolve
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (cult)
0.00 90.00 14,141 0 0
1.00 91.00 16,900 15,520 15,520
2.00 92.00 19,896 18,398 33,918
3.00 93.00 23,171 21,534 55,452
4.00 94.00 26,719 24,945 80,397
5.00 95.00 19,966 23,342 103,739
Culvert /Orifice Structures Weir Structures
IAl IBI [C] IDl IAl IBl [Cl
Rise in = 24.0 3.0 0.0 0.0 Crest Len ft = 9.42 10.00 0.00
Span in = 24.0 3.0 0.0 0.0 Crest EI. ft = 93.50 94.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 0.00
Invert EI. ft = 90.00 90.00 0.00 0.00 Weir Type =Riser Broad ---
Length ft = 46.0 0.0 0.0 0.0 Multi-Stage =Yes No No
Slope % = 1.00 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
[D]
0.00
0.00
0.00
No
Multi-Stage = n/a Yes No No Exfiltration Rate = 0.00 in/hr/sgft Tailwater Elev. = 0.00 ft
Note: All outflows have been analyzed under inlet and outlet control.
Stage /Storage /Discharge Table
' Stage Storage Elevation Clv A
ft tuft ft cfs
0.00 0 90.00 0.00
' 0.10 1,552 90.10 0.02
0.20 3,104 90.20 0.06
0.30 4,656 90.30 0.11
0.40 6,208 90.40 0.12
0.50 7,760 90.50 0.15
' 0.60 9,312 90.60 0.16
0.70 10,864 90.70 0.18
0.80 12,416 90.80 0.20
0.90 13,968 90.90 0.20
1.00 15,520 91.00 0.22
' 1.10 17,360 91.10 0.23
1.20 19,200 91.20 0.24
1.30 21,040 91.30 0.25
1.40 22,880 91.40 0.27
' 1.50 24,719 91.50 0.27
1.60 26,559 91.60 0.29
1.70 28,399 91.70 0.29
1.80 30,239 91.80 0.30
1.90 32,079 91.90 0.32
' 2.00 33,918 92.00 0.32
2.10 36,072 92.10 0.32
2.20 38,225 92.20 0.35
2.30 40,378 92.30 0.35
' 2.40 42,532 92.40 0.35
2.50 44,685 92.50 0.38
2.60 46,838 92.60 0.38
2.70 48,992 92.70 0.38
2.80 51,145 92.80 0.38
2.90 53,299 92.90 0.38
3.00 55,452 93.00 0.41
3.10 57,946 93.10 0.41

Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 --- --- 0.00 0.00 --- --- --- 0.00
0.02 --- --- 0.00 0.00 --- --- --- 0.02
0.06 --- --- 0.00 0.00 --- --- --- 0.06
0.10 --- --- 0.00 0.00 --- --- --- 0.10
0.12 --- --- 0.00 0.00 --- --- --- 0.12
0.14 --- --- 0.00 0.00 --- --- --- 0.14
0.16 --- --- 0.00 0.00 --- --- --- 0.16
0.17 --- --- 0.00 0.00 --- --- --- 0.17
0.19 --- --- 0.00 0.00 --- --- --- 0.19
0.20 --- --- 0.00 0.00 --- --- --- 0.20
0.21 --- --- 0.00 0.00 --- --- --- 0.21
0.23 --- --- 0.00 0.00 --- --- --- 0.23
0.24 --- --- 0.00 0.00 --- --- --- 0.24
0.25 --- --- 0.00 0.00 --- --- --- 0.25
0.26 --- --- 0.00 0.00 --- --- --- 0.26
0.27 --- --- 0.00 0.00 --- --- --- 0.27
0.28 --- --- 0.00 0.00 --- --- --- 0.28
0.29 --- --- 0.00 0.00 --- --- --- 0.29
0.30 --- --- 0.00 0.00 --- --- --- 0.30
0.31 --- --- 0.00 0.00 --- --- --- 0.31
0.32 --- --- 0.00 0.00 --- --- --- 0.32
0.32 --- --- 0.00 0.00 --- --- --- 0.32
0.33 --- --- 0.00 0.00 --- --- --- 0.33
0.34 --- --- 0.00 0.00 --- --- --- 0.34
0.35 --- --- 0.00 0.00 --- --- --- 0.35
0.36 --- --- 0.00 0.00 --- --- --- 0.36
0.36 --- --- 0.00 0.00 --- --- --- 0.36
0.37 --- --- 0.00 0.00 --- --- --- 0.37
0.38 --- --- 0.00 0.00 --- --- --- 0.38
0.38 --- --- 0.00 0.00 --- --- --- 0.38
0.39 --- --- 0.00 0.00 --- --- --- 0.39
0.40 --- --- 0.00 0.00 --- --- --- 0.40
Continues on n ext page...

1
1
1
1
1
1
1
1
1
1
1
1
1
1
SWM Pond B
Stage /Storage /Discharge Table
Stage Storage Elevation Clv A
ft tuft ft cfs
3.20 60,441 93.20 0.41
3.30 62,935 93.30 0.41
3.40 65,430 93.40 0.44
3.50 67,924 93.50 0.44
3.60 70,419 93.60 1.41
3.70 72,913 93.70 3.27
3.80 75,408 93.80 5.61
3.90 77,902 93.90 8.32
4.00 80,397 94.00 11.48
4.10 82,731 94.10 14.90
4.20 85,065 94.20 18.66
4.30 87,399 94.30 22.69
4.40 89,734 94.40 25.18
4.50 92,068 94.50 26.30
4.60 94,402 94.60 27.15
4.70 96,736 94.70 27.86
4.80 99,071 94.80 28.49
4.90 101,405 94.90 29.05
5.00 103,739 95.00 29.56
...End
Page 2
Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.41 --- --- 0.00 0.00 --- --- --- 0.41
0.41 --- --- 0.00 0.00 --- --- --- 0.41
0.42 --- --- 0.00 0.00 --- --- --- 0.42
0.43 --- --- 0.00 0.00 --- --- --- 0.43
0.42 --- --- 0.99 0.00 --- --- --- 1.41
0.41 --- --- 2.81 0.00 --- --- --- 3.21
0.39 --- --- 5.15 0.00 --- --- --- 5.55
0.38 --- --- 7.94 0.00 --- --- --- 8.32
0.35 --- --- 11.09 0.00 --- --- --- 11.44
0.32 --- --- 14.58 0.82 --- --- --- 15.72
0.29 --- --- 18.37 2.33 --- --- --- 20.99
0.24 --- --- 22.45 4.27 --- --- --- 26.96
0.19 --- --- 24.99 6.58 --- --- --- 31.75
0.16 --- --- 26.13 9.19 --- --- --- 35.49
0.15 --- --- 27.00 12.08 --- --- --- 39.23
0.13 --- --- 27.73 15.23 --- --- --- 43.09
0.12 --- --- 28.36 18.60 --- --- --- 47.09
0.11 --- --- 28.93 22.20 --- --- --- 51.24
0.10 --- --- 29.46 26.00 --- --- --- 55.56

Hyd. No. 12 -Reservoir - 2 Yr - Qp = 0.34 cfs - SWM Pond B
w
Cl
/ Hyd. 11
Hyd. 12
0.0 4.8 9.6 14.4 19.2 24.0 28.8 33.6 38.4 43.2 4800
Time (hrs)

' Hydrograph Summary Report

1

l

~i
----_ 'i _ -- - I,
--_ _ __
Proj. file: Lowes-Whiteville.gpw ' Return Period: 10 yr
Page 1
Hvtl.
Hyd. Hvdroareo~
Hydrograph Peak
Peak Time
Time Timeto I
Time to i Volume
Volume
Inflow I
Maximum I
Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cult) (ft) (cult)
_ __ - _ -
1 SCS Runoff 10.69 6 732 44,875 ---- ------ ------ Predeveloped Area 1
2 SCS Runoff 16.54 6 726 67,805 ---- ------ ------ Predeveloped Area 2

3
SCS Runoff
4.01
6
732 ~
17,094
---- I
------
- ped Area 3
----- Predevelo
4 SCS Runoff 0.67 6 738 3,466 ---- ------ ~ ------ i Predeveloped Area 4
5 Combine 31.80 6 732 133,241 1, 2, 3, 4 ------ ------ Pre-developm Combined Total
6 SCS Runoff 56.13 ~ 1 719 133,874 ~ ---- ------ ------ Post-Development Area 1
7 SCS Runoff 26.09 2 716 59,105 ---- ------ ------ Post-Development Area 2
8 SCS Runoff 14.25 2 716 30,268 ---- ------ ------ Post-Development Area 3
9 SCS Runoff 3.05 1 716 5,297 ---- ------ ------ Post-Development Area 4
10 Reservoir 1.21 1 938 55,234 6 91.86 92,410 SWM Pond A
11 Combine 40.34 2 716 89,373 7, 8, ------ ------ Combined Area 2 & 3
12

t

~ Reservoir

I 0.61
I

, 2

i 1014

II 54,609

i 11

,

i 93.52

~
~

i 68,380 SWM Pond B

I

III
~ ~'
I
Run date: 06-29-2007
Hydraflow Hydrographs by Intelisolve

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Predeveloped Area 1
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Drainage area = 5.34 ac
Basin Slope = 0.0
Tc method = TR55
Total precip. = 5.95 in
Storm duration = 24 hrs
Peak discharge = 10.69 cfs
Time interval = 6 min
Curve number = 65
Hydraulic length = 0 ft
Time of conc. (Tc) = 24.3 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 44,875 tuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
10.90 0.11
15.90 0.56
20.90 0.29
End

TR55 Tc Worksheet
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Predeveloped Area 1
Storm frequency = 10 yrs
Sheet Flow
Manning's n-value = 0.150
Flow length = 300.0 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 1.6
Travel Time ........................................ = 23.7 min
Shallow Concentrated Flow
Flow length = 68 ft
Watercourse slope = 1.6
Surface description =Unpaved
Average velocity = 2.07 ft/s
Travel Time ........................................ = 0.6 min
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time .................... .................... =min
Total Travel Time, Tc ........................ = 24.3 min

1
~__ --
~~ Hyd. No. 1 - SCS Runoff -10 Yr - Qp = 10.69 cfs - Predeveloped Area 1
1
v
C~
0.0 2.4 4.9 7.3 9.8 12.2 14.6 17.1 19.5 22.0 24.4
Time (hrs)
Hyd. 1

1
1
1
1
1

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Predeveloped Area 2
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
10 yrs
6.13 ac
0.0
TR55
5.95 in
24 h rs
Peak discharge = 16.54 cfs
Time interval = 6 min
Curve number = 73
Hydraulic length = 0 ft
Time of conc. (Tc) = 23.9 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 67,805 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
10.00 0.17
15.00 0.93
20.00 0.41
...End

i
i
i
i
i
TR55 Tc Worksheet
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Predeveloped Area 2
Storm frequency = 10 yrs
Sheet Flow
Manning's n-value = 0.150
Flow length = 300.0 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 1.8
Travel Time ........................................ = 22.6 min
Shallow Concentrated Flow
Flow length = 159 ft
Watercourse slope = 1.5
Surface description =Unpaved
Average velocity = 1.98 ft/s
Travel Time ................. ....................... = 1.3 min
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time .................... .................... =min
Total Travel Time, Tc ........................ = 23.9 min

1
1
1
1
1
1
1
1
1
1
1
U
0.0 2.4 4.9 7.3 9.8 12.2 14.6 17.1 19.5 22.0 24.4
Time (hrs)
Hyd. 2
Hyd. No. 2 - SCS Runoff -10 Yr - Qp = 16.54 cfs - Predeveloped Area 2

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Hydrograph Report
Hydraflow Hydrographs by Intelisolve
Page 1
Hyd. No. 3
Predeveloped Area 3
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
10 yrs
2.29 ac
0.0
TR55
5.95 in
24 h rs
Peak discharge = 4.01 cfs
Time interval = 6 min
Curve number = 62
Hydraulic length = 0 ft
Time of conc. (Tc) = 22.7 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 17,094 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.30 0.05
16.30 0.20
21.30 0.11
End

1
1
1
1
1
1
1
TR55 Tc Worksheet
Page 1
Hyd. No. 3
Predeveloped Area 3
Storm frequency = 10 yrs
Sheet Flow
Manning's n-value = 0.150
Flow length = 300.0 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 2.2
Travel Time ........................................ = 20.7 min
Shallow Concentrated Flow
Flow length = 70 ft
Watercourse slope = 0.1
Surface description =Unpaved
Average velocity = 0.60 ft/s
Travel Time ................. ....................... = 1.9 min
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time .................... .................... =min
Total Travel Time, Tc ........................ = 22.7 min
Hydraflow Hydrographs by Intelisolve

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Time (hrs)
Hyd. 3
__

1
1
1
1
1
1
1
Hydrograph Report
Hydraflow Hydrographs by Intelisolve
Page 1
Hyd. No. 4
Predeveloped Area 4
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
10 yrs
0.40 ac
0.0
TR55
5.95 in
24 h rs
Peak discharge = 0.67 cfs
Time interval = 6 min
Curve number = 65
Hydraulic length = 0 ft
Time of conc. (Tc) = 31.5 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 3,466 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.00 0.01
16.00 0.04
21.00 0.02
.End

TR55 Tc Worksheet
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Predeveloped Area 4
Storm frequency = 10 yrs
Sheet Flow
Manning's n-value = 0.150
Flow length = 132.1 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 0.2
Travel Time ........................................ = 31.5 min
Shallow Concentrated Flow
Flow length
Watercourse slope
Surface description
Average velocity
Travel Time ............
=oft
= 0.0
= Paved
= 0.00 ft/s
............................ = 0.0 min
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time .................... .................... =min
Total Travel Time, Tc ........................ = 31.5 min

1
1
1
1
1
1

Hyd. No. 4 - SCS Runoff -10 Yr - Qp = 0.67 cfs - Predeveloped Area 4
0
0
w
at 0
0
0
0.0
2.5 4.9 7.4 9.8 12.3 14.8 17.2 19.7 22.1 24.6
Time (hrs)
Hyd. 4

1
1
1
1
1
1
1
1
1
1
1
1
1
1
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Pre-developm Combined Total
Hydrograph type =Combine
Storm frequency = 10 yrs
Inflow hyds. = 1, 2, 3, 4
Peak discharge = 31.80 cfs
Time interval = 6 min
Hydrograph Volume = 133,241 cult
Hydrograph Discharge Table
Time Hyd. 1 + Hyd. 2 +
(hrs) (cfs) (cfs)
15.00 0.69 0.93
20.00 0.31 0.41
...End
Hyd. 3 + Hyd. 4 = Outflow
(cfs) (cfs) (cfs)
0.27 0.05 1.95
0.13 0.02 p.gg

CJ
Hyd. No. 5 -Combine -10 Yr - Qp = 31.80 cfs -Pre-developm Combined
Total
ii
0.0 2.4 4.9 7.3 9.8 12.2 14.6 17.1 19.5 22.0 24.4
Time (hrs)
/ Hyd. 1 Hyd. 2 Hyd. 3 Hyd. 4 Hyd. 5

1
1
1
1

Hydrograph Report
Hydraflow Hydrographs by Intelisolve
Page 1
Hyd. No. 6
Post-Development Area 1
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
10 yrs
8.07 ac
0.0
TR55
5.95 in
24 h rs
Peak discharge = 56.13 cfs
Time interval = 1 min
Curve number = 88
Hydraulic length = 0 ft
Time of conc. (Tc) = 9.2 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 133,874 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
8.45 0.56
9.28 0.83
10.12 1.18
10.95 2.16
11.78 20.64
12.62 4.11
13.45 2.36
14.28 1.64
15.12 1.38
15.95 1.11
16.78 0.99
17.62 0.89
18.45 0.80
19.28 0.70
20.12 0.61
20.95 0.58
21.78 0.57
End

1
1
1
TR55 Tc Worksheet
Page 1
Hyd. No. 6
Post-Development Area 1
Storm frequency = 10 yrs
Sheet Flow
Manning's n-value = 0.011
Flow length = 300.0 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 0.5
Travel Time ........................................ = 4.6 min
Shallow Concentrated Flow
Flow length = 560 ft
Watercourse slope = 1.0
Surface description =Paved
Average velocity = 2.03 ft/s
Travel Time ................. ....................... = 4.6 min
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time .................... .................... =min
Total Travel Time, Tc ........................ = 9.2 min
Hydraflow Hydrographs by Intelisolve

1
1
Hyd. No. 6 - SCS Runoff -10 Yr - Qp = 56.13 cfs -Post-Development
Area 1
6
5
4
v
at 3
i~ 2
1
0.0 2.2 4.4 6.6 8.8 11.0 13.2 15.4 17.6 19.8 22.0
Time (hrs)
J' Hyd. 6

Hydrograph Report
Hydraflow Hydrographs by Intelisolve
Page 1
Hyd. No. 7
Post-Development Area 2
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
10 yrs
3.31 ac
0.0
TR55
5.95 in
24 h rs
Peak discharge = 26.09 cfs
Time interval = 2 min
Curve number = 94
Hydraulic length = 0 ft
Time of conc. (Tc) = 3.6 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 59,105 tuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
7.33 0.26
9.00 0.46
10.67 0.91
12.33 2.54
14.00 0.70
15.67 0.47
17.33 0.36
19.00 0.29
End

TR55 Tc Worksheet
Page 1
Hyd. No. 7
Post-Development Area 2
Storm frequency = 10 yrs
Sheet Flow
Manning's n-value = 0.011
Flow length = 296.0 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 1.9
Travel Time ........................................ = 2.7 min
Shallow Concentrated Flow
Flow length = 176 ft
Watercourse slope = 2.4
Surface description =Paved
Average velocity = 3.14 ft/s
Travel Time ........................................ = 0.9 min
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time ........................................ =min
Hydraflow Hydrographs by Intelisolve
Total Travel Time, Tc ........................ = 3.6 min

i
I, Hyd. No. 7 - SCS Runoff -10 Yr - Qp = 26.09 cfs -Post-Development
' Area 2
Cat
0.0 2.0
3.9 5.9 7.8 9.8
Time (hrs)
,~ Hyd. 7
11.8 13.7 15.7 17.6 19.6

1
1
1
1
1
1
1
1
1
1
1
1
1
Hydrograph Report
Hydraflow Hydrographs by Intelisolve
Page 1
Hyd. No. 8
Post-Development Area 3
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
10 yrs
1.99 ac
0.0
TR55
5.95 in
24 h rs
Peak discharge = 14.25 cfs
Time interval = 2 min
Curve number = 87
Hydraulic length = 0 ft
Time of conc. (Tc) = 3.7 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 30,268 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
8.73 0.14
10.40 0.32
12.07 3.72
13.73 0.46
15.40 0.29
17.07 0.22
18.73 0.17
End

TR55 Tc Worksheet
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 8
Post-Development Area 3
Storm frequency = 10 yrs
Sheet Flow
Manning's n-value = 0.011
Flow length = 139.0 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 2.5
Travel Time ........................................ = 1.3 min
Shallow Concentrated Flow
Flow length = 381 ft
Watercourse slope = 1.7
Surface description =Paved
Average velocity = 2.61 ft/s
Travel Time ................. ....................... = 2.4 min
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time .................... .................... =min
Total Travel Time, Tc ........................ = 3.7 min

1
1
1
1
1
1
1
1
1
1
1
1
1
1
Hyd. No. 8 - SCS Runoff -10 Yr - Qp =14.25 cfs -Post-Development
Area 3
1
1
Cat
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 15.9 17.9 19.9
Time (hrs)
Hyd. 8
__ ___ __

~_
i
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 9
Post-Development Area 4
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
10 yrs
0.79 ac
0.0
TR55
5.95 in
24 h rs
Peak discharge =
Time interval =
Curve number =
Hydraulic length =
Time of conc. (Tc) _
Distribution =
Shape factor =
3.05 cfs
1 min
61
Oft
1.7 min
Type II
484
Hydrograph Volume = 5,297 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
11.30 0.03
12.13 0.41
12.97 0.16
13.80 0.11
14.63 0.09
15.47 0.07
16.30 0.06
17.13 0.06
17.97 0.05
18.80 0.05
19.63 0.04
20.47 0.04
21.30 0.04
22.13 0.03
22.97 0.03
23.80 0.03
.End

TR55 Tc Worksheet
Page 1
Hyd. No. 9
Post-Development Area 4
Storm frequency = 10 yrs
Sheet Flow
Manning's n-value = 0.150
Flow length = 50.0 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 30.0
Travel Time ........................................ = 1.7 min
Shallow Concentrated Flow
Flow length = 0 ft
Watercourse slope = 0.0
Surface description =Paved
Average velocity = 0.00 ft/s
Travel Time .................... .................... = 0.0 min
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time .................... .................... =min
Total Travel Time, Tc ........................ = 1.7 min
Hydraflow Hydrographs by Intelisolve

- ~,, Hyd. No. 9 - SCS Runoff -10 Yr - Qp = 3.05 cfs -Post-Development Area
4
Cl
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
* Hyd. 9
__
__
____..

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
SWM Pond A
Hydrograph type =Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 6
Max. Elevation = 91.86 ft
Peak discharge
Time interval
Reservoir name
Max. Storage
= 1.21 cfs
= 1 min
= SWM Pond A
= 92,410 tuft
Storage Indication method used.
Hydrograph Discharge Table
Outflow hydrograph volume = 55,234 cult
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
6.67 0.28 88.06 0.02 0.02 ----- ----- ----- ----- ----- ----- ----- 0.02
7.50 0.38 88.11 0.03 0.03 ----- ----- ----- ----- ----- ----- ----- 0.03
8.33 0.52 88.17 0.07 0.07 ----- ----- ----- ----- ----- ----- ----- 0.07
9.17 0.81 88.25 0.14 0.14 ----- ----- ----- ----- ----- ----- ----- 0.14
10.00 1.10 88.36 0.25 0.24 ----- ----- ----- ----- ----- ----- ----- 0.24
10.83 1.98 88.54 0.37 0.36 ----- ----- ----- ----- ----- ----- ----- 0.36
11.67 9.86 88.98 0.55 0.54 ----- ----- ----- ----- ----- ----- ----- 0.54
12.50 5.12 91.50 1.19 1.15 ----- ----- ----- ----- ----- ----- ----- 1.15
13.33 2.51 91.73 1.20 1.19 ----- ----- ----- ----- ----- ----- ----- 1.19
14.17 1.68 91.82 1.21 1.21 ----- ----- ----- ----- ----- ----- ----- 1.21
15.00 1.42 91.85 1.24 1.21 ----- ----- ----- ----- ----- ----- ----- 1.21
15.83 1.15 91.86 1.24 1.21 ----- ----- ----- ----- ----- ----- ----- 1.21
16.67 1.00 91.85 1.23 1.21 ----- ----- ----- ----- ----- ----- ----- 1.21
17.50 0.90 91.82 1.21 1.21 ----- ----- ----- ----- ----- ----- ----- 1.21
18.33 0.81 91.78 1.20 1.20 ----- ----- ----- ----- ----- ----- ----- 1.20
19.17 0.71 91.74 1.20 1.19 ----- ----- ----- ----- ----- ----- ----- 1.19
20.00 0.62 91.68 1.20 1.18 ----- ----- ----- ----- ----- ----- ----- 1.18
20.83 0.59 91.62 1.20 1.17 ----- ----- ----- ----- ----- ----- ----- 1.17
21.67 0.57 91.56 1.20 1.16 ----- ----- ----- ----- ----- ----- ----- 1.16
22.50 0.55 91.49 1.19 1.15 ----- ----- ----- ----- ----- ----- ----- 1.15
23.33 0.53 91.43 1.15 1.14 ----- ----- ----- ----- ----- ----- ----- 1.14
...End

Reservoir Report
Page 1
' Reservoir No. 1 - SWM Pond A Hydraflow Hydrographs by Intelisolve
Pond Data
' Pond storage is based on k nown contour areas. Average end area method used.
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00 88.00 18, 510 0 0
1.00 89.00 21,256 19,883 19,883
2.00 90.00 23,998 22,627 42,510
'
3.00 91.00 26,858 25,428 67,938
4.00 92.00 29,836 28,347 96,285
5.00 93.00 33,023 31,430 127,715
6.00 94.00 36,365 34,694 162,409
7.00 95.00 39,793 38,079 200,488
'
8.00 96.00 43,273 41,533 242,021
9.00 97.00 46,804 45,039 287,060
Culvert /Orifice Structures Weir Structures
'
IAl LBl [Cl LDl LAl LBl [C] IDl
Rise in = 24.0 5.0 0.0 0.0 Crest Len ft = 9.42 10.00 0.00 0.00
'
Span in = 24.0 5.0 0.0 0.0 Crest EI. ft = 93.00 96.00 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 0.00 0.00
Invert EI, ft = 88.00 88.00 0.00 0.00 Weir Type =Riser Broad --- ---
Length ft = 98.0 0.0 0.0 0.0 Multi-Stage =Yes No No No
'
Slope % = 1.00 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
' Multi-Stage = n/a Yes No No Exfiltration Rate = 0.00 in/hr/sgft Tailwater Elev. = 0.00 ft
Note: All outFlows have been analyzed under inlet and outlet control.
Stage /Storage /Discharge Table
' Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
ft tuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 88.00 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
0.10 1,988 88.10 0.03 0.03 0.00 0.00 0.03
0.20 3,977 88.20 0.09 ___
0.09 ___ 0.00 =__
0.00 ___ ___ 0.09
0.30 5,965 88.30 0.18 0.18 --- --- 0.00 0.00 --- --- --- 0.18
0.40 7,953 88.40 0.29 0.28 --- --- 0.00 0.00 --- --- --- 0.28
0.50 9,941 88.50 0.35 0.34 0.00 0.00 _- --- 0.34
0.60 11,930 88.60 0.41 =__
0.39 __= 0.00 =__
0.00 _ 0.39
0.70 13,918 88.70 0.44 0.44 0.00 0.00 0.44
0.80 15,906 88.80 0.48 0.48 --- --- 0.00 0.00 --- --- --- 0.48
0.90 17,895 88.90 0.52 0.52 --- --- 0.00 0.00 --- --- --- 0.52
1.00 19,883 89.00 0.56 0.55 0.00 0.00 --- --- 0.55
'
1.10 22,146 89.10 0.60 =__
0.59 __= 0.00 0.00 __= 0.59
1.20 24,408 89.20 0.64 0.62 0.00 0.00 0.62
1.30 26,671 89.30 0.65 0.65 --- --- 0.00 0.00 --- --- --- 0.65
1.40 28,934 89.40 0.69 0.68 - 0.00 0.00 0.68
'
1.50 31,196 89.50 0.73 -_
0.71 = 0.00 =__
0.00 ___ __= 0.71
1.60 33,459 89.60 0.74 0.74 0.00 0.00 0.74
1.70 35,722 89.70 0.78 0.76 --- --- 0.00 0.00 --- --- --- 0.76
1.80 37,985 89.80 0.79 0.79 --- --- 0.00 0.00 --- --- --- 0.79
1.90 40,247 89.90 0.84 0.81 - 0.00 0.00 0.81
'
2.00 42,510 90.00 0.84 =__
0.84 __ 0.00 =__
0.00 ___ __= 0.84
2.10 45,053 90.10 0.89 0.86 0.00 0.00 0.86
2.20 47,596 90.20 0.89 0.89 --- --- 0.00 0.00 --- --- --- 0.89
2.30 50,138 90.30 0.95 0.91 --- --- 0.00 0.00 --- --- --- 0.91
' 2.40 52,681 90.40 0.95 0.93 0.00 0.00 0.93
2.50 55,224 90.50 0.95 ___
0.95 ___ 0.00 ___
0.00 ___ ___ 0.95
2.60 57,767 90.60 1.01 0.97 --- --- 0.00 0.00 --- --- --- 0.97
2.70 60,310 90.70 1.01 1.00 --- --- 0.00 0.00 --- --- --- 1.00
' Continues on next page...

SWM Pond A Page 2
Stage /Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.80 62,852 90.80 1.02 1.02 --- --- 0.00 0.00 --- --- --- 1.02
2.90 65,395 90.90 1.07 1.04 --- --- 0.00 0.00 --- --- --- 1.04
3.00 67,938 91.00 1.07 1.06 --- --- 0.00 0.00 --- --- --- 1.06
3.10 70,773 91.10 1.07 1.07 --- --- 0.00 0.00 --- --- --- 1.07
3.20 73,607 91.20 1.13 1.09 --- --- 0.00 0.00 --- --- --- 1.09
3.30 76,442 91.30 1.13 1.11 --- --- 0.00 0.00 --- --- --- 1.11
3.40 79,277 91.40 1.13 1.13 --- --- 0.00 0.00 --- --- --- 1.13
3.50 82,111 91.50 1.20 1.15 --- --- 0.00 0.00 --- --- --- 1.15
3.60 84,946 91.60 1.20 1.17 --- --- 0.00 0.00 --- --- --- 1.17
3.70 87,781 91.70 1.20 1.19 --- --- 0.00 0.00 --- --- --- 1.19
3.80 90,616 91.80 1.20 1.20 --- --- 0.00 0.00 --- --- --- 1.20
3.90 93,450 91.90 1.26 1.22 --- --- 0.00 0.00 --- --- --- 1.22
4.00 96,285 92.00 1.26 1.24 --- --- 0.00 0.00 --- --- --- 1.24
4.10 99,428 92.10 1.26 1.25 --- --- 0.00 0.00 --- --- --- 1.25
4.20 102,571 92.20 1.27 1.27 --- --- 0.00 0.00 --- --- --- 1.27
4.30 105,714 92.30 1.34 1.29 --- --- 0.00 0.00 --- --- --- 1.29
4.40 108,857 92.40 1.34 1.30 --- --- 0.00 0.00 --- --- --- 1.30
4.50 112,000 92.50 1.34 1.32 --- --- 0.00 0.00 --- --- --- 1.32
4.60 115,143 92.60 1.34 1.34 --- --- 0.00 0.00 --- --- --- 1.34
4.70 118,286 92.70 1.35 1.35 --- --- 0.00 0.00 --- --- --- 1.35
4.80 121,429 92.80 1.41 1.36 --- --- 0.00 0.00 --- --- --- 1.36
4.90 124,572 92.90 1.41 1.38 --- --- 0.00 0.00 --- --- --- 1.38
5.00 127,715 93.00 1.41 1.40 --- --- 0.00 0.00 --- --- --- 1.40
5.10 131,184 93.10 2.38 1.39 --- --- 0.99 0.00 --- --- --- 2.38
5.20 134,654 93.20 4.17 1.37 --- --- 2.81 0.00 --- --- --- 4.17
5.30 138,123 93.30 6.53 1.34 --- --- 5.15 0.00 --- --- --- 6.50
5.40 141,592 93.40 9.25 1.32 --- --- 7.94 0.00 --- --- --- 9.25
5.50 145,062 93.50 12.44 1.28 --- --- 11.09 0.00 --- --- --- 12.37
5.60 148,531 93.60 15.81 1.23 --- --- 14.58 0.00 --- --- --- 15.81
5.70 152,001 93.70 19.51 1.14 --- --- 18.37 0.00 --- --- --- 19.51
5.80 155,470 93.80 23.46 1.02 --- --- 22.45 0.00 --- --- --- 23.46
5.90 158,940 93.90 27.60 0.82 --- --- 26.78 0.00 --- --- --- 27.60
6.00 162,409 94.00 30.95 0.59 --- --- 30.36 0.00 --- --- --- 30.95
6.10 166,217 94.10 32.06 0.51 --- --- 31.55 0.00 --- --- --- 32.06
6.20 170,025 94.20 32.86 0.45 --- --- 32.40 0.00 --- --- --- 32.86
6.30 173,833 94.30 33.52 0.41 --- --- 33.10 0.00 --- --- --- 33.51
6.40 177,641 94.40 34.08 0.37 --- --- 33.70 0.00 --- --- --- 34.08
6.50 181,448 94.50 34.58 0.34 --- --- 34.24 0.00 --- --- --- 34.58
6.60 185,256 94.60 35.05 0.32 --- --- 34.73 0.00 --- --- --- 35.04
6.70 189,064 94.70 35.47 0.29 --- --- 35.18 0.00 --- --- --- 35.47
6.80 192,872 94.80 35.88 0.27 --- --- 35.60 0.00 --- --- --- 35.88
6.90 196,680 94.90 36.26 0.26 --- --- 36.00 0.00 --- --- --- 36.26
7.00 200,488 95.00 36.63 0.24 --- --- 36.39 0.00 --- --- --- 36.63
7.10 204,641 95.10 36.99 0.23 --- --- 36.76 0.00 --- --- --- 36.98
7.20 208,795 95.20 37.34 0.21 --- --- 37.11 0.00 --- --- --- 37.33
7.30 212,948 95.30 37.67 0.20 --- --- 37.47 0.00 --- --- --- 37.67
7.40 217,101 95.40 38.00 0.19 --- --- 37.81 0.00 --- --- --- 38.00
7.50 221,255 95.50 38.33 0.18 --- --- 38.14 0.00 --- --- --- 38.32
7.60 225,408 95.60 38.64 0.18 --- --- 38.47 0.00 --- --- --- 38.64
7.70 229,561 95.70 38.96 0.17 --- --- 38.78 0.00 --- --- --- 38.95
7.80 233,714 95.80 39.27 0.16 --- --- 39.09 0.00 --- --- --- 39.25
7.90 237,868 95.90 39.57 0.15 --- --- 39.40 0.00 --- --- --- 39.56
8.00 242,021 96.00 39.87 0.15 --- --- 39.71 0.00 --- --- --- 39.86
8.10 246,525 96.10 40.17 0.14 --- --- 39.99 0.82 --- --- --- 40.96
8.20 251,029 96.20 40.46 0.14 --- --- 40.31 2.33 --- --- --- 42.77
8.30 255,533 96.30 40.75 0.13 --- --- 40.61 4.27 --- --- --- 45.01
8.40 260,037 96.40 41.04 0.13 --- --- 40.91 6.58 --- --- --- 47.61
8.50 264,541 96.50 41.32 0.12 --- --- 41.18 9.19 --- --- --- 50.49
8.60 269,044 96.60 41.60 0.12 --- --- 41.48 12.08 --- --- --- 53.68
8.70 273,548 96.70 41.88 0.12 --- --- 41.72 15.23 --- --- --- 57.07
8.80 278,052 96.80 42.16 0.11 --- --- 42,03 18.60 --- --- --- 60.75
8.90 282,556 96.90 42.44 0.11 --- --- 42.30 22.20 --- --- --- 64.61
9.00 287,060 97.00 42.71 0.11 --- --- 42.56 26.00 --- --- --- 68.67
...End

Hyd. No. 10 -Reservoir -10 Yr - Qp = 1.21 cfs - SWM Pond A
N
V
Time (hrs)
/ Hyd. 6 Hyd. 10
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 11
Combined Area 2 & 3
Hydrograph type =Combine
Storm frequency = 10 yrs
Inflow hyds. = 7, 8
Peak discharge = 40.34 cfs
Time interval = 2 min
Hydrograph Volume = 89,373 cult
Hydrograph Discharge Table
Time Hyd. 7 + Hyd. 8 + Outflow
(hrs) (cfs) (cfs) (cfs)
8.33 0.34 0.11 0.46
10.00 0.61 0.25 0.85
11.67 6.39 3.15 9.54
13.33 0.98 0.56 1.54
15.00 0.56 0.32 0.88
16.67 0.40 0.23 0.62
18.33 0.32 0.18 0.50
End

Hyd. No. 11 -Combine -10 Yr - Qp = 40.34 cfs -Combined Area 2 & 3
C~
0.0 2.0 3.9 5.9 7.9 9.9 11.8 13.8 15.8 17.8 19.7
Time (hrs)
/ Hyd. 7 Hyd. 8 Hyd. 11

H d ro ra h Re o rt
Y g p p
Page 1
' Hydraflow Hydrographs by Intelisolve
Hyd. No. 12
' SWM Pond B
Hydrograph type = Reservoir Peak discharge = 0.61 cfs
Storm frequency = 10 yrs Time interval = 2 min
Inflow hyd. No. = 11 Reservoir name = SWM Pond B
Max. Elevation = 93.52 ft Max. Storage = 68,380 cult

'
Storage Indication method used. Outflow hydrograph volume = 54,609 cult
Hydrograph Discharge Table

Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
'
5.00 0.16 90.05 0.01 0.01 ----- ----- ----- ----- ----- ----- ----- 0.01
6.67 0.28 90.13 0.03 0.03 ----- ----- ----- ----- ----- ----- ----- 0.03
8.33 0.46 90.24 0.08 0.08 0.08
10.00 0.85 90.45 0.13 0.13 -_ -- ----- - 0.13
11.67 9.54 91.10 0.23 0.23 ----- ----- ---- ----- -----
- ----- ----- 0.23
13.33 1.54 93.30 0.41 0.41 ----- ----- ----- ----- ----- ----- ----- 0.41
15.00 0.88 93.46 0.44 0.42 ----- 0.42
' 16.67 0.62 93.52 0.62 0.42 ----- ----- ----- -----
0.18 ----- ----- 0.60
18.33 0.50 93.51 0.56 0.42 ----- ----- 0.12 ----- ----- ----- ----- 0.55
20.00 0.38 93.50 0.45 0.43 ----- ----- 0.01 ----- ----- ----- ----- 0.43
' 21.67 0.36 93.49 0.44 0.42 0.42
23.33 0.33 93.47 0.44 0.42 ----- ----- ----- ----- ----- ----- ----- 0.42
25.00 0.00 93.40 0.44 0.42 ----- ----- ----- ----- ----- ----- ----- 0.42
26.67 0.00 93.30 0.41 0.41 0.41
' 28.33 0.00 93.20 0.41 0.41 _____ _____ _____ _____ _____ _____ _____ 0.41
30.00 0.00 93.10 0.41 0.40 ----- ----- ----- ----- ----- ----- ----- 0.40
31.67 0.00 93.01 0.41 0.39 ----- ----- ----- ----- ----- ----- ----- 0.39
' 33.33 0.00 92.90 0.39 0.38 0.38
35.00 0.00 92.80 0.38 0.38 ----- ----- ----- ----- ----- ----- ----- 0.38
36.67 0.00 92.69 0.38 0.37 ----- ----- ----- ----- ----- ----- ----- 0.37
38.33 0.00 92.59 0.38 0.36 0.36
' 40.00 0.00 92.49 0.37 0.35 ----- ----- 0.35
41.67 0.00 92.39 0.35 0.35 ----- ----- ----- ----- ----- ----- ----- 0.35
43.33 0.00 92.30 0.35 0.34 ----- ----- ----- ----- ----- ----- ----- 0.34
45.00 0.00 92.20 0.35 0.33 0.33
46.67 0.00 92.11 0.33 0.32 ----- ----- ----- ----- ----- ----- ----- 0.32
...End
'

Reservoir Report
Page 1
Reservoir No. 2 - SWM Pond B
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Hydraflow Hydrographs by Intelisolve
Stage /Storage Table
Stage (ft) Elevation (ft)
0.00 90.00
1.00 91.00
2.00 92.00
3.00 93.00
4.00 94.00
5.00 95.00
Contour area (sgft)
14,141
16,900
19,896
23,171
26,719
19,966
Incr. Storage (cult)
0
15,520
18, 398
21,534
24,945
23,342
Total storage (cult)
0
15,520
33,918
55,452
80,397
103,739
Culvert /Orifice Structures
LAl IBI
Rise in = 24.0 3.0
Span in = 24.0 3.0
No. Barrels = 1 1
Invert EI. ft = 90.00 90.00
Length ft = 46.0 0.0
Slope % = 1.00 0.00
N-Value = .013 .013
Orif. Coeff. = 0.60 0.60
Multi-Stage = n/a Yes
[C]
0.0
0.0
0
0.00
0.0
0.00
.000
0.00
No
ID]
0.0
0.0
0
0.00
0.0
0.00
.000
0.00
No Weir Structures
LAl LB] [C]
Crest Len ft = 9.42 10.00 0.00
Crest EI. ft = 93.50 94.00 0.00
Weir Coeff. = 3.33 2.60 0.00
Weir Type =Riser Broad ---
Multi-Stage =Yes No No

xfiltration Rate = 0.00 in/hr/sgft Tailwater Elev. =
IDl
0.00
0.00
0.00
---
No

.00 ft
Note: All outflows have been analyzed under inlet and outlet control.
Stage (Storage /Discharge Table
Stage Storage El evation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 90.00 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
0.10 1,552 90.10 0.02 0.02 --- --- 0.00 0.00 --- --- --- 0.02
0.20 3,104 90.20 0.06 0.06 --- --- 0.00 0.00 --- --- --- 0.06
0.30 4,656 90.30 0.11 0.10 --- --- 0.00 0.00 --- --- --- 0.10
0.40 6,208 90.40 0.12 0.12 --- --- 0.00 0.00 --- --- --- 0.12
0.50 7,760 90.50 0.15 0.14 --- --- 0.00 0.00 --- --- --- 0.14
0.60 9,312 90.60 0.16 0.16 --- --- 0.00 0.00 --- --- --- 0.16
0.70 10,864 90.70 0.18 0.17 --- --- 0.00 0.00 --- --- --- 0.17
0.80 12,416 90.80 0.20 0.19 --- --- 0.00 0.00 --- --- --- 0.19
0.90 13,968 90.90 0.20 0.20 --- --- 0.00 0.00 --- --- --- 0.20
1.00 15,520 91.00 0.22 0.21 --- --- 0.00 0.00 --- --- --- 0.21
1.10 17,360 91.10 0.23 0.23 --- --- 0.00 0.00 --- --- --- 0.23
1.20 19,200 91.20 0.24 0.24 --- --- 0.00 0.00 --- --- --- 0.24
1.30 21,040 91.30 0.25 0.25 --- --- 0.00 0.00 --- --- --- 0.25
1.40 22,880 91.40 0.27 0.26 --- --- 0.00 0.00 --- --- --- 0.26
1.50 24,719 91.50 0.27 0.27 --- --- 0.00 0.00 --- --- --- 0.27
1.60 26,559 91.60 0.29 0.28 --- --- 0.00 0.00 --- --- --- 0.28
1.70 28,399 91.70 0.29 0.29 --- --- 0.00 0.00 --- --- --- 0.29
1.80 30,239 91.80 0.30 0.30 --- --- 0.00 0.00 --- --- --- 0.30
1.90 32,079 91.90 0.32 0.31 --- --- 0.00 0.00 --- --- --- 0.31
2.00 33,918 92.00 0.32 0.32 --- --- 0.00 0.00 --- --- --- 0.32
2.10 36,072 92.10 0.32 0.32 --- --- 0.00 0.00 --- --- --- 0.32
2.20 38,225 92.20 0.35 0.33 --- --- 0.00 0.00 --- --- --- 0.33
2.30 40,378 92.30 0.35 0.34 --- --- 0.00 0.00 --- --- --- 0.34
2.40 42,532 92.40 0.35 0.35 --- --- 0.00 0.00 --- --- --- 0.35
2.50 44,685 92.50 0.38 0.36 --- --- 0.00 0.00 --- --- --- 0.36
2.60 46,838 92.60 0.38 0.36 --- --- 0.00 0.00 --- --- --- 0.36
2.70 48,992 92.70 0.38 0.37 --- --- 0.00 0.00 --- --- --- 0.37
2.80 51,145 92.80 0.38 0.38 --- --- 0.00 0.00 --- --- --- 0.38
2.90 53,299 92.90 0.38 0.38 --- --- 0.00 0.00 --- --- --- 0.38
3.00 55,452 93.00 0.41 0.39 --- --- 0.00 0.00 --- --- --- 0.39
3.10 57,946 93.10 0.41 0.40 --- --- 0.00 0.00 --- --- --- 0.40
Continues on next page...

SWM Pond B Page 2
Stage /Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.20 60,441 93.20 0.41 0.41 --- --- 0.00 0.00 --- --- --- 0.41
3.30 62,935 93.30 0.41 0.41 --- --- 0.00 0.00 --- --- --- 0.41
3.40 65,430 93.40 0.44 0.42 --- --- 0.00 0.00 --- --- --- 0.42
3.50 67,924 93.50 0.44 0.43 --- --- 0.00 0.00 --- --- --- 0.43
3.60 70,419 93.60 1.41 0.42 --- --- 0.99 0.00 --- --- --- 1.41
3.70 72,913 93.70 3.27 0.41 --- --- 2.81 0.00 --- --- --- 3.21
3.80 75,408 93.80 5.61 0.39 --- --- 5.15 0.00 --- --- --- 5.55
3.90 77,902 93.90 8.32 0.38 --- --- 7.94 0.00 --- --- --- 8.32
4.00 80,397 94.00 11.48 0.35 --- --- 11.09 0.00 --- --- --- 11.44
4.10 82,731 94.10 14.90 0.32 --- --- 14.58 0.82 --- --- --- 15.72
4.20 85,065 94.20 18.66 0.29 --- --- 18.37 2.33 --- --- --- 20.99
4.30 87,399 94.30 22.69 0.24 --- --- 22.45 4.27 --- --- --- 26.96
4.40 89,734 94.40 25.18 0.19 --- --- 24.99 6.58 --- --- --- 31.75
4.50 92,068 94.50 26.30 0.16 --- --- 26.13 9.19 --- --- --- 35.49
4.60 94,402 94.60 27.15 0.15 --- --- 27.00 12.08 --- --- --- 39.23
4.70 96,736 94.70 27.86 0.13 --- --- 27.73 15.23 --- --- --- 43.09
4.80 99,071 94.80 28.49 0.12 --- --- 28.36 18.60 --- --- --- 47.09
4.90 101,405 94.90 29.05 0.11 --- --- 28.93 22.20 --- --- --- 51.24
5.00 103,739 95.00 29.56 0.10 --- --- 29.46 26.00 --- --- --- 55.56
...End

Hyd. No. 12 -Reservoir -10 Yr - Qp = 0.61 cfs - SWM Pond B
C~
/ Hyd. 11 Hyd. 12
0.0 4.8 9.6 14.4 19.2 2400 28.8 33.6 38.4 43.2 48.0
Time (hrs)

Hydrograph Summary Report
Page 1

i
Hyd.
No.

Hydrograph
type

Peak
flow

Time
interval __

Time to
peak

~ Volume

Inflow
hyd(s) T

Maximum
elevation ---

Maximum
storage _ ___. _ _-1

Hydrograph i
description

~ (origin) (cfs) (min) (min) (tuft) (ft) (cult) ~

1
SCS Runoff
16.08
6
~ 732
66,502
----
i ------ I
------
Predeveloped Area 1
2 SCS Runoff 23.56 6 726 95,676 ~ ---- ------ ------ Predeveloped Area 2
i 3
i SCS Runoff 6.21 6 732 25,881 ---- ------ ------ Predeveloped Area 3
4 SCS Runoff
f 1.01 6 738 5,137 ---- ------ ~ ------
i Predeveloped Area 4 ~
5 Combine 46.55 6 726 193,197 1, 2, 3, 4 ------ ------ Pre-developm Combined Total ~

6 i
SCS Runoff
72.37
1
719
175,541
----
------
------
Post-Development Area 1
7 SCS Runoff 32.87 2 716 75,532 ---- ------ ------ Post-Development Area 2
8 SCS Runoff 18.45 2 716 39,862 ---- ------ ------ Post-Development Area 3
~ 9 SCS Runoff 4.65 1 716 8,083 ---- ------ ------ Post-Development Area 4
10 Reservoir 1.38 1 962 64,665 j 6 92.89 124,299 SWM Pond A
11 Combine 51.32 2 716 115,394 7, 8, ------ ------ Combined Area 2 & 3
12

~,

~~
I Reservoir

I 3.36 2 752

I

i
I

I 79,848 11

~I
I
~i

' 93.71
I,

I 73,072

i SWM Pond B
~ ~' !I
i
Proj. file: Lowes-Whiteville.gpw Return Period: 25 yr
Run date: 06-29-2007
Hydraflow Hydrographs by Intelisolve

Hydrograph Report
Hyd. No. 1
Predeveloped Area 1
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
25 yrs
5.34 ac
0.0
TR55
7.42 in
24 h rs
Page 1
Hydraflow Hydrographs by Intelisolve
Peak discharge = 16.08 cfs
Time interval = 6 min
Curve number = 65
Hydraulic length = 0 ft
Time of conc. (Tc) = 24.3 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 66,502 tuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
10.40 0.17
15.40 0.88
20.40 0.40
End

1
1
1
1
1
1
1
1
1
TR55 Tc Worksheet
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Predeveloped Area 1
Storm frequency = 25 yrs
Sheet Flow
Manning's n-value = 0.150
Flow length = 300.0 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 1.6
Travel Time ........................................ = 23.7 min
Shallow Concentrated Flow
Flow length = 68 ft
Watercourse slope = 1.6
Surface description =Unpaved
Average velocity = 2.07 ft/s
Travel Time ................. ....................... = 0.6 min
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time .................... .................... =min
Total Travel Time, Tc ........................ = 24.3 min

1
1
1

Hyd. No. 1 - SCS Runoff - 25 Yr - Qp = 16.08 cfs - Predeveloped Area 1
2
1
~ 1
9.8 12.2 14.6 17.1 19.5 22.0 24.4
Time (hrs)
~" Hyd. 1
0.0 2.4 4.9 7.3

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Predeveloped Area 2
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
25 yrs
6.13 ac
0.0
TR55
7.42 in
24 h rs
Peak discharge = 23.56 cfs
Time interval = 6 min
Curve number = 73
Hydraulic length = 0 ft
Time of conc. (Tc) = 23.9 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 95,676 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
9.30 0.24
14.30 1.45
19.30 0.61
End

TR55 Tc Worksheet
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2

Predeveloped Area 2
Storm frequency = 25 yrs
_~
_ Sheet Flow
Manning's n-value = 0.150
~ Flow length = 300.0 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 1.8
~
........................................
Travel Time = 22.6 min
i
Shallow Concentrated Flow
Flow length = 159 ft
~
^ Watercourse slope = 1.5
Surface description =Unpaved
Average velocity = 1 98 ft/s
~ Travel Time ........................................ = 1.3 min
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time .................... .................... =min
Total Travel Time, Tc ........................ = 23.9 min

t
Hyd. No. 2 - SCS Runoff - 25 Yr - Qp = 23.56 cfs - Predeveloped Area 2
25 -- --~I ~ - __ ~
1- - _- - _-
i I i i
I i
20 -- ~
~-
15
--
- - i _
_

_~I
I t
~ ~ ~ I ~ ~ i
1
--' - ,
~,
~,
+- _ _~ - i,
0
0.0 2.4 4.9 7.3 9.7 12.1 14.6 17.0 19.4 21.9 24.3
Time (hrs)
Hyd. 2

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Predeveloped Area 3
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
25 yrs
2.29 ac
0.0
TR55
7.42 in
24 h rs
Peak discharge = 6.21 cfs
Time interval = 6 min
Curve number = 62
Hydraulic length = 0 ft
Time of conc. (Tc) = 22.7 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 25,881 tuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
10.70 0.07
15.70 0.33
20.70 0.16
End

TR55 Tc Worksheet
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Predeveloped Area 3
Storm frequency = 25 yrs
Sheet Flow
Manning's n-value = 0.150
Flow length = 300.0 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 2.2
Travel Time ........................................ = 20.7 min
Shallow Concentrated Fl ow
Flow length
Watercourse slo
e = 70 ft
= 0
1
p .
Surface description =Unpaved
Average velocity
Travel Time = 0.60 ft/s
= 1
9 min
..................... ...................
.
Channel Flow
' Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
' Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time ..................... ................... =min
'
i
1 Total Travel Time, Tc ..... ................... = 22.7 min

Hyd. No. 3 - SCS Runoff - 25 Yr - Qp = 6.21 cfs - Predeveloped Area 3
w
U
0.0 2.4 4.9
7.3 9.8 12.2 14.6 17.1 19.5 22.0 24.4
Time (hrs)
~' Hyd. 3
__
_-

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Predeveloped Area 4
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
25 yrs
0.40 ac
0.0
TR55
7.42 in
24 h rs
Peak discharge = 1.01 cfs
Time interval = 6 min
Curve number = 65
Hydraulic length = 0 ft
Time of conc. (Tc) = 31.5 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 5,137 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
10.40 0.01
15.40 0.07
20.40 0.03
End

TR55 Tc Worksheet
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Predeveloped Area 4
Storm frequency = 25 yrs
Sheet Flow
Manning's n-value = 0.150
Flow length = 132.1 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 0.2
Travel Time ........................................ = 31.5 min
Shallow Concentrated Flow
Flow length
Watercourse slope
Surface description
Average velocity
Travel Time ............
=oft
=0.0%
= Paved
= 0.00 ft/s
............................ = 0.0 min
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time .................... .................... =min
Total Travel Time, Tc ........................ = 31.5 min

1
1
1
1
1
1
1
1
1
1
1
v
U
Hyd. No. 4 - SCS Runoff - 25 Yr - Qp = 1.01 cfs - Predeveloped Area 4
1.
1.
0.
0.~
U.U Z.5 4.9 7.4 9.8 12.3 14.8 17.2 19.7 22.1 24.6
Time (hrs)
.~` Hyd. 4

1
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Pre-developm Combined Total
Hydrograph type =Combine
Storm frequency = 25 yrs
Inflow hyds. = 1, 2, 3, 4
Peak discharge = 46.55 cfs
Time interval = 6 min
Hydrograph Volume = 193,197 cult
Hydrograph Discharge Table
Time Hyd. 1 + Hyd. 2 + Hyd. 3 + Hyd. 4 =
(hrs) (cfs) (cfs) (cfs) (cfs)
10.00 0.09 0.37 0.01 0.01
15.00 0.95 1.24 0.39 0.08
20.00 0.43 0.55 0.17 0.03
...End
Outflow
(cfs)
0.48
2.65
1.18

Hyd. No. 5 -Combine - 25 Yr - Qp = 46.55 cfs -Pre-developm Combined
Total
CJ
0.0 2.4 4.9 7.3 9.8 12.2 14.6 17.1 19.5 22.0 24.4
Time (hrs)
/ Hyd. 1 Hyd. 2 Hyd. 3 Hyd. 4 Hyd. 5

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 6
Post-Development Area 1
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
25 yrs
8.07 ac
0.0
TR55
7.42 in
24 hrs
Peak discharge = 72.37 cfs
Time interval = 1 min
Curve number = 88
Hydraulic length = 0 ft
Time of conc. (Tc) = 9.2 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 175,541 tuft
Hydrograph Discharge Table
Time --Outflow
(hrs cfs)
8.18 0.73
9.02 1.13
9.85 1.44
10.68 2.42
11.52 5.47
12.35 8.47
13.18 3.43
14.02 2.27
14.85 1.86
15.68 1.52
16.52 1.29
17.35 1.17
18.18 1.04
19.02 0.92
19.85 0.80
20.68 0.75
End

TR55 Tc Worksheet
Hyd. No. 6
Post-Development Area 1
Storm frequency = 25 yrs
Sheet Flow
Manning's n-value = 0.011
Flow length = 300.0 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 0.5
Travel Time ........................................ = 4.6 min
Shallow Concentrated Fl ow
Flow length = 560 ft
Watercourse slope = 1.0
Surface description =Paved
Average velocity = 2.03 ft/s
Travel Time ........................................ = 4.6 min
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time .................... .................... =min
Page 1
Hydraflow Hydrographs by Intelisolve
Total Travel Time, Tc ........................ = 9.2 min

Hyd. No. 6 - SCS Runoff - 25 Yr - Qp = 72.37 cfs -Post-Development
Area 1
C1
0.0 2.1 4.3 6.4 8.6 10.7 12.9 15.0 17.2 19.3 21.5
Time (hrs) '
~' Hyd. 6

Hydrograph Report
Hyd. No. 7
Post-Development Area 2
Hydrograph type = SCS Runoff
Storm frequency = 25 yrs
Drainage area = 3.31 ac
Basin Slope = 0.0
Tc method = TR55
Total precip. = 7.42 in
Storm duration = 24 hrs
Hydrograph Discharge Table
Time --Outflow
(hrs cfs)
6.87 0.33
8.53 0.51
10.20 0.89
11.87 24.37
13.53 1.10
15.20 0.67
16.87 0.48
18.53 0.39
Page 1
Hydraflow Hydrographs by Intelisolve
Peak discharge = 32.87 cfs
Time interval = 2 min
Curve number = 94
Hydraulic length = 0 ft
Time of conc. (Tc) = 3.6 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 75,532 tuft
End

TR55 Tc Worksheet
Page 1
Hyd. No. 7
Post-Development Area 2
Storm frequency = 25 yrs
Sheet Flow
Manning's n-value = 0.011
Flow length = 296.0 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 1.9
Travel Time ........................................ = 2.7 min
Shallow Concentrated Flow
Flow length = 176 ft
Watercourse slope = 2.4
Surface description =Paved
Average velocity = 3.14 ft/s
Travel Time ................. ....................... = 0.9 min
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time ........................................ =min
Hydraflow Hydrographs by Intelisolve
Total Travel Time, Tc ........................ = 3.6 min

Hyd. No. 7 - SCS Runoff - 25 Yr - Qp = 32.87 cfs -Post-Development
Area 2
4
3
CJ 2
1
0.0
2.0 3.9 5.9 7.8 9.8 11.7 13.7 15.7 17.6 19.6
Time (hrs)
,~ Hyd. 7

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 8
Post-Development Area 3
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
25 yrs
1.99 ac
0.0
TR55
7.42 in
24 h rs
Peak discharge = 18.45 cfs
Time interval = 2 min
Curve number = 87
Hydraulic length = 0 ft
Time of conc. (Tc) = 3.7 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 39,862 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
8.43 0.19
10.10 0.38
11.77 7.24
13.43 0.67
15.10 0.40
16.77 0.29
18.43 0.23

.End

1
1
1
1

1
TR55 Tc Worksheet
Hyd. No. 8
Post-Development Area 3
Storm frequency = 25 yrs
Sheet Flow
Manning's n-value = 0.011
Flow length = 139.0 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 2.5
Travel Time ..................... ................... = 1.3 min
Shallow Concentrated Flow
Flow length = 381 ft
Watercourse slope = 1.7
Surface description =Paved
Average velocity = 2.61 ft/s
Travel Time ................. ....................... = 2.4 min
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time .................... .................... =min
Total Travel Time, Tc ........................ = 3.7 min
Page 1
Hydraflow Hydrographs by Intelisolve

t ---- _- __ -__ - --
Hyd. No. 8 - SCS Runoff - 25 Yr - Qp = 18.45 cfs -Post-Development
I~ Area 3
20 - _ - _~- - _ _ -_
!, ~ ~' ~ li
1 ~ ~ ~,
_I
15 ~ -
~ ~ ~'
I~ ~ ' I
~ I _ G _ - _ -
-- -- -- --
10 ~ __
I~ ~, ~
~_
5 I-- --~ -- - 1
I,I ( i ~
~~
0
'~,I 0.0 2.0 4.0 5.9 7.9 9.9 11.9 13.9 15.8 17.8 19.8
Time (hrs)
,~ Hyd. 8

I
1
1
1
1
1
1
1
1
1
1
1
Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 9
Post-Development Area 4
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
25 yrs
0.79 ac
0.0
TR55
7.42 in
24 h rs
Peak discharge =
Time interval =
Curve number =
Hydraulic length =
Time of conc. (Tc) _
Distribution =
Shape factor =
4.65 cfs
1 min
61
Oft
1.7 min
Type II
484
Hydrograph Volume = 8,083 cuff
Hydrograph Discharge Table
Time --Outflow
(hrs cfs)
10.97 0.05
11.80 1.77
12.63 0.29
13.47 0.18
14.30 0.13
15.13 0.11
15.97 0.09
16.80 0.08
17.63 0.07
18.47 0.07
19.30 0.06
20.13 0.05
20.97 0.05
21.80 0.05
22.63 0.05
...End

TR55 Tc Worksheet
Page 1
Hyd. No. 9
Post-Development Area 4
Storm frequency = 25 yrs
Sheet Flow
Manning's n-value = 0.150
Flow length = 50.0 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 30.0
Travel Time ..................... ................... = 1.7 min
Shallow Concentrated Flow
Flow length = 0 ft
Watercourse slope = 0.0
Surface description =Paved
Average velocity = 0.00 ft/s
Travel Time ................. ....................... = 0.0 min
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time .................... .................... =min
Hydraflow Hydrographs by Intelisolve
Total Travel Time, Tc ........................ = 1.7 min

'~ Hyd. No. 9 - SCS Runoff - 25 Yr - Qp = 4.65 cfs -Post-Development Area
4
C~
0.0 2.3 4.7 7.0 9.3 11.6 14.0 16.3 18.6 21.0 23.3
Time (hrs)
,~ Hyd. 9

' H r
yd ograph Report
Page 1
' Hydraflow Hyd rographs by Intelisolve
Hyd. No. 10
' SWM Pond A
Hydrograph type = Reservoir Peak discharge = 1.38 cfs
Storm frequency = 25 yrs Time interval = 1 min
Inflow hyd. No. = 6 Reservoir name = SWM Pond A
Max. Elevation = 92.89 ft Max. Storage = 124,299 cult
'

Stora a Indication method used
g . Outflow h dro ra h volume = 64 665 cult
Y 9 p .
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
' 5.83 0.33 88.07 0.02 0.02 ----- ----- ----- ----- ----- ----- ----- 0.02
6.67 0.46 88.13 0.04 0.04 ----- ----- ----- ----- ----- ----- ----- 0.04
7.50 0.60 88.20 0.09 0.09 0.09
' 8.33 0.79 88.28 0.17 0.16 ----- ----- ----- ----- ----- ----- ----- 0.16
9.17 1.18 88.40 0.29 0.28 ----- ----- ----- ----- ----- ----- ----- 0.28
10.00 1.56 88.54 0.37 0.36 ----- ----- ----- ----- ----- ----- ----- 0.36
' 10.83 2.73 88.79 0.48 0.47 0.47
11.67 13.18 89.35 0.67 0.66 ----- ----- ----- ----- ----- ----- ----- 0.66
12.50 6.52 92.41 1.34 1.30 ----- ----- ----- ----- ----- ----- ----- 1.30
' 13.33 3.18 92.69
14.17 2.14 92.81 1.35
1.41 1.35
1.37 -----
----- ----- ----- ----- -----
----- ----- ----- ----- ----- -----
----- ----- 1.35
1.37
15.00 1.80 92.87 1.41 1.38 ----- ----- ----- ----- ----- ----- ----- 1.38
15.83 1.46 92.89 1.41 1.38 ----- ----- ----- ----- ----- ----- ----- 1.38
16.67 1.26 92.89 1.41 1.38 ----- ----- ----- ----- ----- ----- ----- 1.38
17.50 1.14 92.87 1.41 1.38 ----- ----- ----- ----- ----- ----- ----- 1.38
18.33 1.02 92.84 1.41 1.37 ----- ----- ----- ----- ----- ----- ----- 1.37
19.17 0.90 92.80 1.41 1.37 1.37
' 20.00 0.78 92.75 1.38 1.36 1.36
20.83 0.74 92.70 1.35 1.35 ----- ----- ----- -- -- ----- ----- ----- 1.35
21.67 0.72 92.64 1.34 1.34 ----- ----- ----- ----- ----- ----- ----- 1.34
22.50 0.69 92.58 1.34 1.33 1.33
' 23.33 0.67 92.52 1.34 1.32 ----- ----- ----- ----- ----- ----- ----- 1.32
...End

- Reservoir Report Page 1
_ Reservoir No. 1 - SWM Pond A Hydraflow Hydrographs by Intelisolve
Pond Data
' Pond storage is based on known contour areas. Average end area method used.
Stage /Storage Table
- Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00 88.00 18, 510 0 0
1.00 89.00 21,256 19,883 19,883
2.00 90.00 23,998 22,627 42,510
3.00 91.00 26,858 25,428 67,938
4.00 92.00 29,836 28,347 96,285
5.00 93.00 33,023 31,430 127,715
6.00 94.00 36,365 34,694 162,409
7.00 95.00 39,793 38,079 200,488
8.00 96.00 43,273 41,533 242,021
9.00 97.00 46,804 45,039 287,060
Culvert /Orifice Structures Weir Structures
[A] IB] [C] ID] IAl LBl [C] [Dl
Rise in = 24.0 5.0 0.0 0.0 Crest Len ft = 9.42 10.00 0.00 0.00
Span in = 24.0 5.0 0.0 0.0 Crest EI. ft = 93.00 96.00 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 0.00 0.00
Invert EI. ft = 88.00 88.00 0.00 0.00 Weir Type =Riser Broad --- ---
Length ft = 98.0 0.0 0.0 0.0 Multi-Stage =Yes No No No
Slope % = 1.00 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exfiltration Rate = 0.00 in/h r/sgft Tailwater Elev. = 0.00 ft
Stage /Storage /Discharge Table
Stage Storage Elevation Clv A
ft tuft ft cfs
0.00 0 88.00 0.00
0.10 1, 988 88.10 0.03
0.20 3,977 88.20 0.09
0.30 5,965 88.30 0.18
0.40 7,953 88.40 0.29
0.50 9,941 88.50 0.35
0.60 11,930 88.60 0.41
0.70 13,918 88.70 0.44
0.80 15,906 88.80 0.48
0.90 17,895 88.90 0.52
1.00 19,883 89.00 0.56
1.10 22,146 89.10 0.60
1.20 24,408 89.20 0.64
1.30 26,671 89.30 0.65
1.40 28,934 89.40 0.69
1.50 31,196 89.50 0.73
1.60 33,459 89.60 0.74
1.70 35,722 89.70 0.78
1.80 37,985 89.80 0.79
1.90 40,247 89.90 0.84
2.00 42,510 90.00 0.84
2.10 45,053 90.10 0.89
2.20 47,596 90.20 0.89
2.30 50,138 90.30 0.95
2.40 52,681 90.40 0.95
2.50 55,224 90.50 0.95
2.60 57,767 90.60 1.01
2.70 60,310 90.70 1.01
Note: All outflows have been analyzed under inlet and outlet control.
Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 --- --- 0.00 0.00 --- --- --- 0.00
0.03 --- --- 0.00 0.00 --- --- --- 0.03
0.09 --- --- 0.00 0.00 --- --- --- 0.09
0.18 --- --- 0.00 0.00 --- --- --- 0.18
0.28 --- --- 0.00 0.00 --- --- --- 0.28
0.34 --- --- 0.00 0.00 --- --- --- 0.34
0.39 --- --- 0.00 0.00 --- --- --- 0.39
0.44 --- --- 0.00 0.00 --- --- --- 0.44
0.48 --- --- 0.00 0.00 --- --- --- 0.48
0.52 --- --- 0.00 0.00 --- --- --- 0.52
0.55 --- --- 0.00 0.00 --- --- --- 0.55
0.59 --- --- 0.00 0.00 --- --- --- 0.59
0.62 --- --- 0.00 0.00 --- --- --- 0.62
0.65 --- --- 0.00 0.00 --- --- --- 0.65
0.68 --- --- 0.00 0.00 --- --- --- 0.68
0.71 --- --- 0.00 0.00 --- --- --- 0.71
0.74 --- --- 0.00 0.00 --- --- --- 0.74
0.76 --- --- 0.00 0.00 --- --- --- 0.76
0.79 --- --- 0.00 0.00 --- --- --- 0.79
0.81 --- --- 0.00 0.00 --- --- --- 0.81
0.84 --- --- 0.00 0.00 --- --- --- 0.84
0.86 --- --- 0.00 0.00 --- --- --- 0.86
0.89 --- --- 0.00 0.00 --- --- --- 0.89
0.91 --- --- 0.00 0.00 --- --- --- 0.91
0.93 --- --- 0.00 0.00 --- --- --- 0.93
0.95 --- --- 0.00 0.00 --- --- --- 0.95
0.97 --- --- 0.00 0.00 --- --- --- 0.97
1.00 --- --- 0.00 0.00 --- --- --- 1.00
Continues on next page

SWM Pond A Page 2
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
ft tuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.80 62,852 90.80 1.02 1.02 --- 0.00 0.00 -- 1.02
2.90 65,395 90.90 1.07 1.04 =__ 0.00 0.00 __=
=__ _ 1.04
3.00 67,938 91.00 1.07 1.06 0.00 0.00 1.06

3.10
70,773
91.10
1.07
1.07 ---
--- 0.00 0.00 --- --- --- 1.07

3.20
73,607
91.20
1.13
1.09
--- - -
0.00
0.00 ___
---
-- 1.09
3.30 76,442 91.30 1.13 1.11 0.00 0.00 _ 1.11
'
3.40
79,277
91.40
1.13
1.13
0.00
0.00 ---
1.13

3.50
82,111
91.50
1.20
1.15
--- -
--
0.00
0.00 --- --- --- 1.15

3.60
84,946
91.60
1.20
1.17
--- ---
0.00
0.00
--- --- 117
3.70 87,781 91.70 1.20 1.19 --- -- 0.00 0.00 --- 1.19
' 3.80 90,616 91.80 1.20 1.20 0.00 0.00 ___ __= 1.20
3.90 93,450 91.90 1.26 1.22 0.00 0.00 1.22

4.00
96,285
92.00
1.26
1.24 ---
--- 0.00 0.00 --- --- --- 1.24

4.10
99,428
92.10
1.26
1.25
_
0.00
0.00 ___
--- 1.25
4.20 102,571 92.20 1.27 1.27 =__ _
= 0.00 0.00 =__ 1.27
'
4.30
105,714
92.30
1.34
1.29
0.00
0.00 ---
1.29

4.40
108,857
92.40
1.34
1.30 ---
--- 0.00 0.00 --- --- --- 1.30

4.50
112,000
92.50
1.34
1.32
--- ---
0.00
0.00 ___
--- --- 1.32
4.60 115,143 92.60 1.34 1.34 -- 0.00 0.00 --- --- 1.34
' 4.70 118,286 92.70 1.35 1.35 =__
= 0.00 0.00 =__ 1.35
4.80 121,429 92.80 1.41 1.36 0.00 0.00 1.36

4.90
124,572
92.90
1.41
1.38
--- -
--
0.00
0.00 --- --- --- 1.38

5.00
127,715
93.00
1.41
1.40
--- ---
0.00
0.00 ___
--- --- 1.40
5.10 131,184 93.10 2.38 1.39 0.99 0.00 --
- 2.38
5.20 134,654 93.20 4.17 1.37 ___ ___ 2.81 0.00 __=
_ __ 4.17
5.30 138,123 93.30 6.53 1.34 --- --- 5.15 0.00 --- 6.50

5.40
141,592
93.40
9.25
1.32 ---
--- 7.94 0.00 --- --- --- 9.25

5.50
145,062
93.50
12.44
1.28
11.09
0.00 ___
--- 12.37
' 5.60 148,531 93.60 15.81 1.23 =__ __= 14.58 0.00 =__ 15.81

5.70
152,001
93.70
19.51
1.14
18.37
0.00 ---
19.51

5.80
155,470
93.80
23.46
1.02 __
--- -
22.45
0.00 _-- _-- --- 23.46

5.90

158,940

93.90

27.60

0.82
---
---
26.78
0.00 ___
--- --- 27.60

6.00
162,409
94.00
30.95
0.59
-
30.36
0.00 ___
-- 30.95
6.10 166,217 94.10 32.06 0.51 __
-_ 31.55 0.00 =
___ 32.06

6.20
170,025
94.20
32.86
0.45
--- ---
32.40
0.00 ---
32.86
6.30 173,833 94.30 33.52 0.41
---
---
33.10
0.00
--- --- ---
33.51
6.40 177,641 94.40 34.08 0.37 --- 33.70 0.00 -__ 34.08
6.50 181,448 94.50 34.58 0.34 =__ 34.24 0.00 =__ ___ 34.58
6.60 185,256 94.60 35.05 0.32 34.73 0.00 35.04

6.70
189,064
94.70
35.47
0.29 --
--- -
35.18
0.00 --- --- --- 35.47

6.80
192,872
94.80
35.88
0.27 --
--- -
35.60
0.00 --- --- --- 35.88

6.90
196,680
94.90
36.26
0.26
---
36.00
0.00 ___
--- 36.26
7.00 200,488 95.00 36.63 0.24 =__ 36.39 0.00 ___ 36.63

7.10
204,641
95.10
36.99
0.23
36.76
0.00 ---
36.98
7.20 208,795 95.20 37.34 0.21
---
---
37.11
0.00
--- --- ---
37.33
7.30 212,948 95.30 37.67 0.20 - 37.47 0.00 --- 37.67
7.40 217,101 95.40 38.00 0.19 =__
_= 37.81 0.00 -_ __= 38.00
7.50 221,255 95.50 38.33 0.18 38.14 0.00 38.32

7.60
225,408
95.60
38.64
0.18 --
--- -
38.47
0.00 --- --- --- 38.64
7.70 229,561 95.70 38.96 0.17
---
---
38.78
0.00
--- --- ---
38.95
7.80 233,714 95.80 39.27 0.16 39.09 0.00 -- 39.25
1 7.90 237,868 95.90 39.57 0.15 =__ __= 39.40 0.00 _ ___ __= 39.56
8.00 242,021 96.00 39.87 0.15 39.71 0.00 39.86

8.10
246,525
96.10
40.17
0.14 __
--- -
39.99
0.82 _-- _-- --- 40.96
8.20 251,029 96.20 40.46 0.14 40.31 2.33 - 42.77
' 8.30 255,533 96.30 40.75 0.13 =__ __= 40.61 4.27 =__ -_ _
= 45.01
8.40 260,037 96.40 41.04 0.13 40.91 6.58 47.61

8.50
264,541
96.50
41.32
0.12 _-
--- -
41.18
9.19 --- --- --- 50.49

8.60
269,044
96.60
41.60
0.12 --
--- -
41.48
12.08 --- --- --- 53.68
8.70 273,548 96.70 41.88 0.12 41.72 15.23 --_ --- 57.07
' 8.80 278,052 96.80 42.16 0.11 =_= __= 42.03 18.60 =__ 60.75
8.90 282,556 96.90 42.44 0.11 42.30 22.20 64.61
9.00 287,060 97.00 42.71 0.11 --- --- 42.56 26.00 --- --- --- 68.67
...End
1
1

Hyd. No. 10 -Reservoir - 25 Yr - Qp = 1.38 cfs - SWM Pond A
w
Cat
/ Hyd. 6
Hyd. 10
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 11
Combined Area 2 & 3
Hydrograph type =Combine
Storm frequency = 25 yrs
Inflow hyds. = 7, 8
Peak discharge = 51.32 cfs
Time interval = 2 min
Hydrograph Volume = 115,394 cult
Hydrograph Discharge Table
Time Hyd. 7 + Hyd. 8 +
(hrs) (cfs) (cfs)
8.33 0.46 0.18
10.00 0.80 0.35
11.67 8.15 4.23
13.33 1.23 0.71
15.00 0.70 0.41
16.67 0.49 0.29
18.33 0.40 0.23
Outflow
(cfs)
0.64
1.15
12.38
1.94
1.11
0.78
0.63
...End

Hyd. No. 11 -Combine - 25 Yr - Qp = 51.32 cfs -Combined Area 2 & 3
C~
0.0 2.0 3.9 5.9 7.9 9.8 11.8 13.8 15.7 17.7 19.7
Time (hrs)
/ Hyd. 7 Hyd. 8 'Hyd. 11

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 12
SWM Pond B
Hydrograph type =Reservoir
Storm frequency = 25 yrs
Inflow hyd. No. = 11
Max. Elevation = 93.71 ft
Peak discharge = 3.36 cfs
Time interval = 2 min
Reservoir name =SWM Pond B
Max. Storage = 73,072 cult
Storage Indication method used. Outflow hydrograph volume = 79,848 cuff
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
6.67 0.41 90.20 0.06 0.06 ----- ----- ----- ----- -_--- ----- ----- 0
06
8.33 0.64 90.36 0.11 0.11 ----- ----- _____ _____ _____ _____ _____ .
0
11
10.00 1.15 90.64 0.17 0.16 ----- ----- ----- ----- ----- ----- ----- .
0
16
11.67 12.38 91.45 0.27 0.26 ----- ----- ----- ___-- ___-_ ___-_ ___-_ .
0
26
13.33 1.94 93.66 2.45 0.41 ----- ----- 2.01 ----- ----- ----- ----- .
2
42
15.00 1.11 93.59 1.29 0.42 ----- ----- 0.86 ----- ----- ----- ----- .
1
28
16.67 0.78 93.55 0.91 0.42 ----- ----- 0.47 ----- ----- ----- ----- .
0
90
18.33 0.63 93.53 0.71 0.42 ----- ----- 0.28 ----- ----- ----- ----- .
0
70
20.00 0.48 93.51 0.56 0.42 ----- ----- 0.12 ----- ----- ----- ----- .
0
55
21.67 0.45 93.50 0.48 0.43 ----- ----- 0.04 ----- ----- ----- ----- .
0
46
23.33 0.42 93.50 0.45 0.43 ----- ----- 0.00 ----- ----- ----- ----- .
0
43
25.00 0.00 93.44 0.44 0.42 ----- ----- ----- ___-- ___-_ __-__ _-___ .
0
42
26.67 0.00 93.34 0.42 0.42 ----- ----- ----- ___-- ___-_ __-__ __-__ .
0
42
28.33 0.00 93.24 0.41 0.41 ----- ----- ----- ----- ----- ----- .
0
41
30.00 0.00 93.14 0.41 0.40 ----- ----- ----- ----- ----- ----- ----_
----- .
0
40
31.67 0.00 93.05 0.41 0.40 ----- ----- ----- _____ _____ _____ _____ .
0
40
33.33 0.00 92.95 0.40 0.39 ----- ----- ----- ----- ----- ----- ----- .
0
39
35.00 0.00 92.84 0.38 0.38 ----- ----- ----- ----- ----- ----- ----- .
0
38
36.67 0.00 92.73 0.38 0.37 ----- ----- ___-- ___-- ___-_ __-__ ___-- .
0
37
38.33 0.00 92.63 0.38 0.37 ----- ----- ----- ----- ----- ----- ----_ .
0
37
40.00 0.00 92.53 0.38 0.36 ----- ----- ----- ----- ----- ----- ----- .
0
36
41.67 0.00 92.43 0.36 0.35 ----- ----- ----_ _____ _____ _____ _____ .
0
35
43.33 0.00 92.34 0.35 0.34 ----- ----- ___-- ___-- ___-- ___-_ .
0
34
45.00 0.00 92.24 0.35 0.34 ----- ----- ___-- ___-- __-__ -____ _____
___-- .
0
34
46.67 0.00 92.15 0.34 0.33 ----- ----- ----- ----- ----- ----- ----- .
0.33
...End

Reservoir Report
Page 1
Reservoir No. 2 - SWM Pond B Hydraflow Hydrographs by Intelisolve
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (tuft)
0.00 90.00 14,141 0 0
1.00 91.00 16,900 15,520 15
520
2.00 92.00 19,896 18,398 ,
33
918
3.00 93.00 23,171 21,534 ,
55
452
4.00 94.00 26,719 24,945 ,
80
397
5.00 95.00 19, 966 23, 342 ,
103, 739
Culvert /Orifice Structures Weir Structures
[A] [B] [~] [Dl [Al [B] [~l [Dl
Rise in = 24.0 3.0 0.0 0.0 Crest Len ft = 9.42 10.00 0.00 0.00
Span in = 24.0 3.0 0.0 0.0 Crest EI. ft = 93.50 94.00 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 0.00 0.00
Invert EI. ft = 90.00 90.00 0.00 0.00 Weir Type =Riser Broad --- ---
Length ft = 46.0 0.0 0.0 0.0 Multi-Stage =Yes No No No
Slope % = 1.00 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exfiltration Rate = 0.00 in/h r/sgft Tailwater Elev . = 0.00 ft
Stage /Storage /Discharge Table
Stage Storage Elevation Clv A
ft tuft ft cfs
0.00 0 90.00 0.00
0.10 1,552 90.10 0.02
0.20 3,104 90.20 0.06
0.30 4,656 90.30 0.11
0.40 6,208 90.40 0.12
0.50 7,760 90.50 0.15
0.60 9,312 90.60 0.16
0.70 10,864 90.70 0.18
0.80 12,416 90.80 0.20
0.90 13,968 90.90 0.20
1.00 15,520 91.00 0.22
1.10 17,360 91.10 0.23
1.20 19,200 91.20 0.24
1.30 21,040 91.30 0.25
1.40 22,880 91.40 0.27
1.50 24,719 91.50 0.27
1.60 26,559 91.60 0.29
1.70 28,399 91.70 0.29
1.80 30,239 91.80 0.30
1.90 32,079 91.90 0.32
2.00 33,918 92.00 0.32
2.10 36,072 92.10 0.32
2.20 38,225 92.20 0.35
2.30 40,378 92.30 0.35
2.40 42,532 92.40 0.35
2.50 44,685 92.50 0.38
2.60 46,838 92.60 0.38
2.70 48,992 92.70 0.38
2.80 51,145 92.80 0.38
2.90 53,299 92.90 0.38
3.00 55,452 93.00 0.41
3.10 57,946 93.10 0.41
Note: All outflows have been analyzed under inlet and outlet control.
Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 --- --- 0.00 0.00 --- --- --- 0.00
0.02 --- --- 0.00 0.00 --- --- --- 0
02
0.06 --- --- 0.00 0.00 --- .
--- --- 0.06
0.10 --- --- 0.00 0.00 --- --- --- 0.10
0.12 --- --- 0.00 0.00 --- --- --- 0
12
0.14 --- --- 0.00 0.00 --- .
--- --- 0
14
0.16 --- --- 0.00 0.00 --- .
--- --- 0
16
0.17 --- --- 0.00 0.00 --- .
--- --- 0
17
0.19 --- --- 0.00 0.00 --- .
--- --- 0.19
0.20 --- --- 0.00 0.00 --- --- --- 0.20
0.21 --- --- 0.00 0.00 --- --- --- 0
21
0.23 --- --- 0.00 0.00 --- .
--- --- 0
23
0.24 --- --- 0.00 0.00 --- .
--- --- 0.24
0.25 --- --- 0.00 0.00 --- --- --- 0.25
0.26 --- --- 0.00 0.00 --- --- --- 0.26
0.27 --- --- 0.00 0.00 --- --- --- 0
27
0.28 --- --- 0.00 0.00 --- .
--- --- 0
28
0.29 --- --- 0.00 0.00 --- .
--- --- 0.29
0.30 --- --- 0.00 0.00 --- --- --- 0.30
0.31 --- --- 0.00 0.00 --- --- --- 0.31
0.32 --- --- 0.00 0.00 --- --- --- 0.32
0.32 --- --- 0.00 0.00 --- --- --- 0
32
0.33 --- --- 0.00 0.00 --- .
--- --- 0
33
0.34 --- --- 0.00 0.00 --- .
--- --- 0
34
0.35 --- --- 0.00 0.00 --- .
--- --- 0
35
0.36 --- --- 0.00 0.00 --- .
--- --- 0.36
0.36 --- --- 0.00 0.00 --- --- --- 0
36
0.37 --- --- 0.00 0.00 --- .
--- --- 0
37
0.38 --- --- 0.00 0.00 --- .
--- --- 0.38
0.38 --- --- 0.00 0.00 --- --- --- 0.38
0.39 --- --- 0.00 0.00 ---
---
--- 0.39
0.40 --- --- 0.00 0.00 --- --- --- 0.40
Continues on next page...

SWM Pond B
Stage /Storage /Discharge Table
Stage Storage Elevation Clv A
ft tuft ft cfs
3.20 60,441 93.20 0.41
3.30 62,935 93.30 0.41
3.40 65,430 93.40 0.44
3.50 67,924 93.50 0.44
3.60 70,419 93.60 1.41
3.70 72,913 93.70 3.27
3.80 75,408 93.80 5.61
3.90 77,902 93.90 8.32
4.00 80,397 94.00 11.48
4.10 82,731 94.10 14.90
4.20 85,065 94.20 18.66
4.30 87,399 94.30 22.69
4.40 89,734 94.40 25.18
4.50 92,068 94.50 26.30
4.60 94,402 94.60 27.15
4.70 96,736 94.70 27.86
4.80 99,071 94.80 28.49
4.90 101,405 94.90 29.05
5.00 103,739 95.00 29.56
...End
Page 2
Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.41 --- --- 0.00 0.00 --- --- --- 0.41
0.41 --- --- 0.00 0.00 --- --- --- 0.41
0.42 --- --- 0.00 0.00 --- --- --- 0
42
0.43 --- --- 0.00 0.00 --- --- --- .
0
43
0.42 --- --- 0.99 0.00 --- --- --- .
1.41
0.41 --- --- 2.81 0.00 --- --- --- 3.21
0.39 --- --- 5.15 0.00 --- --- --- 5.55
0.38 --- --- 7.94 0.00 --- --- --- 8.32
0.35 --- --- 11.09 0.00 --- --- --- 11.44
0.32 --- --- 14.58 0.82 --- --- --- 15.72
0.29 --- --- 18.37 2.33 --- --- --- 20.99
0.24 --- --- 22.45 4.27 --- --- --- 26.96
0.19 --- --- 24.99 6.58 --- --- --- 31.75
0.16 --- --- 26.13 9.19 --- --- --- 35.49
0.15 --- --- 27.00 12.08 --- --- --- 39.23
0.13 --- --- 27.73 15.23 --- --- --- 43.09
0.12 --- --- 28.36 18.60 --- --- --- 47
09
0.11 --- --- 28.93 22.20 --- --- --- .
51.24
0.10 --- --- 29.46 26.00 --- --- --- 55.56

Hyd. No. 12 -Reservoir - 25 Yr - Qp = 3.36 cfs - SWM Pond B

/ Hyd. 11 Hyd. 12
0.0 4.8 9.6 14.4 19.2 24.0 28.8 33.6 38.4 43.2 48.0
Time (hrs)

Hydrogra~
Hyd. i~ Hydrograph
No. type
~h Summary Report
Peak Time Time to Volume ~ Inflow Maximum Maximum
flow interval peak ~ hyd(s) elevation storage
(origin) (cfs) (mm) (mm) (tuft) (ft) (cult)
t ~
1 SCS Runoff
27.09
6
726
110,205
----
------
------
t 2 SCS Runoff ~', 37.00 6 726 150,111 ----
I ------ ------
3 ~
SCS Runoff ~ 10.73 6 726 43,910 i ---- ------ ------
4 SCS Runoff ~ 1.69 6 738 8,513 ~ ---- ------ ------
5 Combine 76.25
I 6 726 312,739 1, 2, 3, 4 ------ ------
6 SCS Runoff 102.11 1 719 253,562 --__ ______ _----_
7 i SCS Runoff 45.34 2 716 106,023
8 i SCS Runoff 26.14 2 716 57,861 ---- ------ ------
t 9 SCS Runoff 7.82 1 716 13,829 ---- ------ ------
10 ~ Reservoir 13.17 1 736 132,200 6 93.52 145,866
' 11 Combine 71.47 2 716 163,885 7, 8, ------ ------
12 Reservoir 28.75 2 722 128,071 11 94.34 88,273
it
'
I
I
~'~. Ali
I
' I
1 I
I
i I! 'i '~ ICI
~~ ~ ~ 'I I!
' Proj. file: Lowes-Whiteville.gpw ', Return Period: 100 yr
Page 1
Hydrograph
description
Predeveloped Area 1
Predeveloped Area 2
Predeveloped Area 3
Predeveloped Area 4
Pre-developm Combined Total
Post-Development Area 1
Post-Development Area 2
Post-Development Area 3
Post-Development Area 4
SWM Pond A
Combined Area 2 & 3
SWM Pond B
Run date: 06-29-2007
Hydraflow Hydrographs by Intelisolve

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Predeveloped Area 1
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 5.34 ac
Basin Slope = 0.0
Tc method = TR55
Total precip. = 10.14 in
Storm duration = 24 hrs
Peak discharge = 27.09 cfs
Time interval = 6 min
Curve number = 65
Hydraulic length = 0 ft
Time of conc. (Tc) = 24.3 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 110,205 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
9.60 0.29
14.60 1.57
19.60 0.69
End

1
1
1
TR55 Tc Worksheet
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Predeveloped Area 1
Storm frequency = 100 yrs
Sheet Flow
Manning's n-value = 0.150
Flow length = 300.0 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 1.6
Travel Time ........................................ = 23.7 min
Shallow Concentrated Flow
Flow length = 68 ft
Watercourse slope = 1.6
Surface description =Unpaved
Average velocity = 2.07 ft/s
Travel Time ................. ....................... = 0.6 min
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time ........................................ =min
Total Travel Time, Tc ........................ = 24.3 min

Hyd. No. 1 - SCS Runoff -100 Yr - Qp = 27.09 cfs - Predeveloped Area 1
C3~
0.0 2.4 4.9 7.3 9.7 12.1 14.6 17.0 19.4 21.9 24.3
Time (hrs)
,~ Hyd. 1

Hydrograph Report
Hyd. No. 2
Predeveloped Area 2
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
100 yrs
6.13 ac
0.0
TR55
10.14 in
24 h rs
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
8.60 0.38
13.60 2.95
18.60 0.99
23.60 0.65
End
Page 1
Hydraflow Hydrographs by Intelisolve
Peak discharge = 37.00 cfs
Time interval = 6 min
Curve number = 73
Hydraulic length = 0 ft
Time of conc. (Tc) = 23.9 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 150,111 cult

TR55 Tc Worksheet
Page 1
Hyd. No. 2
Predeveloped Area 2
Storm frequency = 100 yrs
Sheet Flow
Manning's n-value = 0.150
Flow length = 300.0 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 1.8
Travel Time ........................................ = 22.6 min
Shallow Concentrated Flow
Flow length = 159 ft
Watercourse slope = 1.5
Surface description =Unpaved
Average velocity = 1.98 ft/s
Travel Time ................. ....................... = 1.3 min
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time .................... .................... =min
Hydraflow Hydrographs by Intelisolve
Total Travel Time, Tc ........................ = 23.9 min

1
1
1
1
1
1
1

C3-
0.0 2.4 4.9 7.3
9.7 12.1 14.6 17.0 19.4 21.9 24.3
Time (hrs)
" Hyd. 2
Hyd. No. 2 - SCS Runoff -100 Yr - Qp = 37.00 cfs - Predeveloped Area 2

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Predeveloped Area 3
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
100 yrs
2.29 ac
0.0
TR55
10.14 in
24 h rs
Peak discharge = 10.73 cfs
Time interval = 6 min
Curve number = 62
Hydraulic length = 0 ft
Time of conc. (Tc) = 22.7 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 43,910 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
10.00 0.12
15.00 0.60
20.00 0.27
...End

TR55 Tc Worksheet
Page 1
Hyd. No. 3
Predeveloped Area 3
Storm frequency = 100 yrs
Sheet Flow
Manning's n-value = 0.150
Flow length = 300.0 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 2.2
Travel Time ........................................ = 20.7 min
Shallow Concentrated Flow
Flow length = 70 ft
Watercourse slope = 0.1
Surface description =Unpaved
Average velocity = 0.60 ft/s
Travel Time ........................................ = 1.9 min
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time .................... .................... =min
Hydraflow Hydrographs by Intelisolve
Total Travel Time, Tc ........................ = 22.7 min

1
1
1
1
1
1
1
1
Cl
Hyd. No. 3 - SCS Runoff -100 Yr - Qp =10.73 cfs - Predeveloped Area 3
1

0.0 2.4 4.9 7.3 9.8 12.2 14.6 17.1 19.5 22.0 24.4
Time (hrs)
~' Hyd. 3

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Predeveloped Area 4
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
100 yrs
0.40 ac
0.0
TR55
10.14 in
24 h rs
Peak discharge = 1.69 cfs
Time interval = 6 min
Curve number = 65
Hydraulic length = 0 ft
Time of conc. (Tc) = 31.5 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 8,513 tuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
9.40 0.02
14.40 0.13
19.40 0.06
24.40 0.02
End

1
1
1
1
1
1
1
1
1
1
1
1
1
TR55 Tc Worksheet
Page 1
Hyd. No. 4
Predeveloped Area 4
Storm frequency = 100 yrs
Sheet Flow
Manning's n-value = 0.150
Flow length = 132.1 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 0.2
Travel Time ..................... ................... = 31.5 min
Shallow Concentrated Flow
Flow length
Watercourse slope
Surface description
Average velocity
Travel Time ............
=oft
= 0.0
= Paved
= 0.00 ft/s
............................ = 0.0 min
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time .................... .................... =min
Total Travel Time, Tc ........................ = 31.5 min
Hydraflow Hydrographs by Intelisolve

Hyd. No. 4 - SCS Runoff -100 Yr - Qp = 1.69 cfs - Predeveloped Area 4
2.
1.
v
~ 1.
0.
0.
0.0
2.5 4.9 7.4 9.8 12.3 14.7 17.2 19.6 22.1 24.5
Time (hrs)
~' Hyd. 4

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Pre-developm Combined Total
Hydrograph type =Combine
Storm frequency = 100 yrs
Inflow hyds. = 1, 2, 3, 4
Peak discharge = 76.25 cfs
Time interval = 6 min
Hydrograph Volume = 312,739 cult
Hydrograph Discharge Table
Time Hyd. 1 + Hyd. 2 + Hyd. 3 +
(hrs) (cfs) (cfs) (cfs)
10.00 0.39 0.83 0.12
15.00 1.45 1.81 0.60
20.00 0.64 0.79 0.27
Hyd. 4 = Outflow
(cfs) (cfs)
0.03 1.36
0.12 3.97
0.05 1.75
...End

Hyd. No. 5 -Combine -100 Yr - Qp = 76.25 cfs -Pre-developm
Combined Total
CJ
0.0 2.4 4.9 7.3 9.7 12.1
Time (hrs)
/ Hyd. 1 Hyd. 2 Hyd. 3
14.6 17.0 19.4 21.9 24.3
Hyd. 4 Hyd. 5

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 6
Post-Development Area 1
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
100 yrs
8.07 ac
0.0
TR55
10.14 in
24 hrs
Peak discharge = 102.11 cfs
Time interval = 1 min
Curve number = 88
Hydraulic length = 0 ft
Time of conc. (Tc) = 9.2 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 253,562 tuft
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
7.43 1.02
8.27 1.28
9.10 1.88
9.93 2.36
10.77 3.95
11.60 11.80
12.43 10.29
13.27 4.57
14.10 3.03
14.93 2.53
15.77 2.06
16.60 1.76
17.43 1.60
18.27 1.43
19.10 1.26
19.93 1.09
20.77 1.03
End

R55 Tc Worksh
T
eet

Hyd. No. 6
Post-Development Area 1
Storm frequency = 100 yrs
Sheet Flow
Manning's n-value = 0.011
Flow length = 300.0 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 0.5
~
.....................
Travel Time = 4.6 min
...................
Shallow Concentrated Fl ow
~ Flow length = 560 ft
Watercourse slope = 1.0
- Surface description =Paved
Average velocity = 2.03 ft/s

....................
Travel Time = 4.6 min
....................
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
_ Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft

...................
Travel Time =min
.....................
Total Travel Time, Tc ... ..................... = 9.2 min
Page 1
Hydraflow Hydrographs by Intelisolve

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 7
Post-Development Area 2
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 3.31 ac
Basin Slope = 0.0
Tc method = TR55
Total precip. = 10.14 in
Storm duration = 24 hrs
Peak discharge = 45.34 cfs
Time interval = 2 min
Curve number = 94
Hydraulic length = 0 ft
Time of conc. (Tc) = 3.6 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 106,023 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
6.27 0.46
7.93 0.59
9.60 0.95
11.27 2.78
12.93 2.13
14.60 1.05
16.27 0.71
17.93 0.58
..End

TR55 Tc Worksheet
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 7
Post-Development Area 2
Storm frequency = 100 yrs
Sheet Flow
Manning's n-value = 0.011
Flow length = 296.0 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 1.9
Travel Time ........................................ = 2.7 min
Shallow Concentrated Flow
Flow length
Watercourse slope
Surface description
Average velocity
Travel Time ............
= 176 ft
= 2.4
= Paved
= 3.14 ft/s
............................ = 0.9 min
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time .................... .................... =min
Total Travel Time, Tc ........................ = 3.6 min

Hyd. No. 7 - SCS Runoff -100 Yr - Qp = 45.34 cfs -Post-Development
Area 2
i
'I - -- _ --~ - ~--- - _-
50 I ~ ~~
I~ ~ I I ',
40 ~ _ _- _~ _-- --__ a __
~,
30 __ _ _ I -
~ --- it I --- - -
C1 ~ ~ _
Time (hrs)
~* Hyd. 7

Hydrograph Report
Hyd. No. 8
Post-Development Area 3
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
100 yrs
1.99 ac
0.0
TR55
10.14 in
24 hrs
Page 1
Hydraflow Hydrographs by Intelisolve
Peak discharge = 26.14 cfs
Time interval = 2 min
Curve number = 87
Hydraulic length = 0 ft
Time of conc. (Tc) = 3.7 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 57,861 tuft
Hydrograph Discharge Table
Time --Outflow
(hrs cfs)
8.10 0.26
9.77 0.50
11.43 1.75
13.10 1.11
14.77 0.60
16.43 0.41
18.10 0.33
End

TR55 Tc Worksheet
Page 1
Hyd. No. 8
Post-Development Area 3
Storm frequency = 100 yrs
Sheet Flow
Manning's n-value = 0.011
Flow length = 139.0 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 2.5
Travel Time ........................................ = 1.3 min
Shallow Concentrated Flow
Flow length = 381 ft
Watercourse slope = 1.7
Surface description =Paved
Average velocity = 2.61 ft/s
Travel Time ................. ....................... = 2.4 min
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time .................... .................... =min
Hydraflow Hydrographs by Intelisolve
Total Travel Time, Tc ........................ = 3.7 min

Hyd. No. 8 - SCS Runoff -100 Yr - Qp = 26.14 cfs -Post-Development
Area 3
3
2
'~ 2
v
CJ 1
i
'~ 1
0.0
2.0 3.9 5.9 7.9 9.9 11.8 13.8 15.8 17.7 19.7
Time (hrs)
,~ Hyd. 8

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 9
Post-Development Area 4
Hydrograph type
Storm frequency
Drainage area
Basin Stope
Tc method
Total precip.
Storm duration
SCS Runoff
100 yrs
0.79 ac
0.0
TR55
10.14 in
24 h rs
Peak discharge = 7.82 cfs
Time interval = 1 min
Curve number = 61
Hydraulic length = 0 ft
Time of conc. (Tc) = 1.7 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 13,829 cult
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
10.50 0.08
11.33 0.24
12.17 0.93
13.00 0.36
13.83 0.24
14.67 0.19
15.50 0.16
16.33 0.13
17.17 0.12
18.00 0.11
18.83 0.10
19.67 0.09
20.50 0.08
End

TR55 Tc Worksheet
Hyd. No. 9
Post-Development Area 4
Storm frequency = 100 yrs
Sheet Flow
Manning's n-value = 0.150
Flow length = 50.0 ft
Two-year 24-hr precip. = 3.85 in
Land slope = 30.0
Travel Time ........................................ = 1.7 min
Shallow Concentrated Flow
Flow length = 0 ft
Watercourse slope = 0.0
Surface description =Paved
Average velocity = 0.00 ft/s
Travel Time ................. ....................... = 0.0 min
Channel Flow
Cross section flow area = 0.0 sgft
Wetted perimeter = 0.0 ft
Channel slope = 0.0
Manning's n-value = 0.015
Velocity = 0.00 ft/s
Flow length = 0.0 ft
Travel Time ........................................ =min
Page 1
Hydraflow Hydrographs by Intelisolve
Total Travel Time, Tc ........................ = 1.7 min

Hyd. No. 9 - SCS Runoff -100 Yr - Qp = 7.82 cfs -Post-Development
Area 4
v
C3-
-~ _ -
_r
~ ~ ~ ~___ I
~rn ~
0.00 2.07 4.13 6.20 8.27 10.33 12.40 14.47 16.53 18.60 20.67
Time (hrs)
~' Hyd. 9
__

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 10
SWM Pond A
Hydrograph type =Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 6
Max. Elevation = 93.52 ft
Peak discharge
Time interval
Reservoir name
Max. Storage
= 13.17 cfs
= 1 min
= SWM Pond A
= 145,866 cult
Storage Indication method used.
Hydrograph Discharge Table
Outflow hydrograph volume = 132,200 cult
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
6.67 0.85 88.27 0.16 0.16 ----- ----- ----- ----- ----- ----- ----- 0.16
7.50 1.04 88.38 0.28 0.27 ----- ----- ----- ----- ----- ----- ----- 0.27
8.33 1.33 88.51 0.35 0.35 ----- ----- ----- ----- ----- ----- ----- 0.35
9.17 1.91 88.70 0.44 0.43 ----- ----- ----- ----- ----- ----- ----- 0.43
10.00 2.44 88.94 0.53 0.53 ----- ----- ----- ----- ----- ----- ----- 0.53
10.83 4.15 89.29 0.65 0.65 ----- ----- ----- ----- ----- ----- ----- 0.65
11.67 19.31 90.08 0.88 0.86 ----- ----- ----- ----- ----- ----- ----- 0.86
12.50 9.08 93.49 11.99 1.29 ----- ----- 10.65 ----- ----- ----- ----- 11.94
13.33 4.42 93.28 5.95 1.35 ----- ----- 4.58 ----- ----- ----- ----- 5.93
14.17 2.97 93.18 3.81 1.37 ----- ----- 2.44 ----- ----- ----- ----- 3.81
15.00 2.49 93.13 2.91 1.38 ----- ----- 1.53 ----- ----- ----- ----- 2.91
15.83 2.02 93.10 2.36 1.39 ----- ----- 0.97 ----- ----- ----- ----- 2.36
16.67 1.75 93.07 2.06 1.39 ----- ----- 0.67 ----- ----- ----- ----- 2.06
17.50 1.58 93.04 1.84 1.39 ----- ----- 0.44 ----- ----- ----- ----- 1.83
18.33 1.42 93.02 1.64 1.39 ----- ----- 0.24 ----- ----- ----- ----- 1.63
19.17 1.25 93.01 1.47 1.40 ----- ----- 0.06 ----- ----- ----- ----- 1.45
20.00 1.08 92.98 1.41 1.39 ----- ----- ----- ----- ----- ----- ----- 1.39
20.83 1.03 92.95 1.41 1.39 ----- ----- ----- ----- ----- ----- ----- 1.39
21.67 0.99 92.91 1.41 1.38 ----- ----- ----- ----- ----- ----- ----- 1.38
22.50 0.96 92.88 1.41 1.38 ----- ----- ----- ----- ----- ----- ----- 1.38
23.33 0.93 92.83 1.41 1 ~7 ----- _____ _____ _____ _____ _____ _____ , ~~
..End

Reservoir Report
Page 1
Reservoir No. 1 - SWM Pond A Hydraflow Hydrographs by Intelisolve
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (cult)
0.00 88.00 18, 510 0 0
1.00 89.00 21,256 19,883 19,883
2.00 90.00 23,998 22,627 42,510
3.00 91.00 26,858 25,428 67,938
4.00 92.00 29,836 28,347 96,285
5.00 93.00 33,023 31,430 127,715
6.00 94.00 36,365 34,694 162,409
7.00 95.00 39,793 38,079 200,488
8.00 96.00 43,273 41,533 242,021
9.00 97.00 46,804 45,039 287,060
Culvert I Orifice Structures
Ip-] LB]
Rise in = 24.0 5.0
Span in = 24.0 5.0
No. Barrels = 1 1
Invert EI. ft = 88.00 88.00
Length ft = 98.0 0.0
Slope % = 1.00 0.00
N-Value = .013 .013
Orif. Coeff. = 0.60 0.60
Multi-Stage = n/a Yes
[C)
0.0
0.0
0
0.00
0.0
0.00
.000
0.00
No
LDl
0.0
0.0
0
0.00
0.0
0.00
.000
0.00
No Weir Structures
IA] LB] [C] ID]
Crest Len ft = 9.42 10.00 0.00 0.00
Crest EI. ft = 93.00 96.00 0.00 0.00
Weir Coeff. = 3.33 2.60 0.00 0.00
Weir Type =Riser Broad --- ---
Multi-Stage =Yes No No No

xfiltration Rate = 0.00 in/hr/sgft Tailwater Elev. = 0.00 ft

Stage (Storage /Discharge Table Note: All outflows have been analyzed under inlet and outlet control.
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 88.00 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0
00
0.10 1,988 88.10 0.03 0.03 --- --- 0.00 0.00 --- --- --- .
0
03
0.20 3,977 88.20 0.09 0.09 --- --- 0.00 0.00 --- --- --- .
0
09
0.30 5,965 88.30 0.18 0.18 --- --- 0.00 0.00 --- --- --- .
0
18
0.40 7,953 88.40 0.29 0.28 --- --- 0.00 0.00 --- --- --- .
0
28
0.50 9,941 88.50 0.35 0.34 --- --- 0.00 0.00 --- --- --- .
0
34
0.60 11,930 88.60 0.41 0.39 --- --- 0.00 0.00 --- --- --- .
0
39
0.70 13,918 88.70 0.44 0.44 --- --- 0.00 0.00 --- --- --- .
0
44
0.80 15,906 88.80 0.48 0.48 --- --- 0.00 0.00 --- --- --- .
0
48
0.90 17,895 88.90 0.52 0.52 --- --- 0.00 0.00 --- --- --- ,
0
52
1.00 19,883 89.00 0.56 0.55 --- --- 0.00 0.00 --- --- --- .
0
55
1.10 22,146 89.10 0.60 0.59 --- --- 0.00 0.00 --- --- --- .
0
59
1.20 24,408 89.20 0.64 0.62 --- --- 0.00 0.00 --- --- --- .
0
62
1.30 26,671 89.30 0.65 0.65 --- --- 0.00 0.00 --- --- --- .
0
65
1.40 28,934 89.40 0.69 0.68 --- --- 0.00 0.00 --- --- --- .
0
68
1.50 31,196 89.50 0.73 0.71 --- --- 0.00 0.00 --- --- --- .
0
71
1.60 33,459 89.60 0.74 0.74 --- --- 0.00 0.00 --- --- --- .
0
74
1.70 35,722 89.70 0.78 0.76 --- --- 0.00 0.00 --- --- --- .
0
76
1.80 37,985 89.80 0.79 0.79 --- --- 0.00 0.00 --- --- --- .
0
79
1.90 40,247 89.90 0.84 0.81 --- --- 0.00 0.00 --- --- --- .
0
81
2.00 42,510 90.00 0.84 0.84 --- --- 0.00 0.00 --- --- --- .
0
84
2.10 45,053 90.10 0.89 0.86 --- --- 0.00 0.00 --- --- --- .
0
86
2.20 47,596 90.20 0.89 0.89 --- --- 0.00 0.00 --- --- --- .
0
89
2.30 50,138 90.30 0.95 0.91 --- --- 0.00 0.00 --- --- --- .
0
91
2.40 52,681 90.40 0.95 0.93 --- --- 0.00 0.00 --- --- --- .
0
93
2.50 55,224 90.50 0.95 0.95 --- --- 0.00 0.00 --- --- --- .
0
95
2.60 57,767 90.60 1.01 0.97 --- --- 0.00 0.00 --- --- --- .
0
97
2.70 60,310 90.70 1.01 1.00 --- --- 0.00 0.00 --- --- --- ,
1.00
Con tinues on next page...

SWM Pond A Page 2
Stage /Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
ft tuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.80 62,852 90.80 1.02 1.02 --- --- 0.00 0.00 --- --- --- 1
02
2.90 65,395 90.90 1.07 1.04 --- --- 0.00 0.00 --- --- --- .
1
04
3.00 67,938 91.00 1.07 1.06 --- --- 0.00 0.00 --- --- --- .
1
06
3.10 70,773 91.10 1.07 1.07 --- --- 0.00 0.00 --- --- --- .
1
07
3.20 73,607 91.20 1.13 1.09 --- --- 0.00 0.00 --- --- --- .
1
09
3.30 76,442 91.30 1.13 1.11 --- --- 0.00 0.00 --- --- --- .
1
11
3.40 79,277 91.40 1.13 1.13 --- --- 0.00 0.00 --- --- --- .
1
13
3.50 82,111 91.50 1.20 1.15 --- --- 0.00 0.00 --- --- --- .
1
15
3.60 84,946 91.60 1.20 1.17 --- --- 0.00 0.00 --- --- --- .
1
17
3.70 87,781 91.70 1.20 1.19 --- --- 0.00 0.00 --- --- --- .
1
19
3.80 90,616 91.80 1.20 1.20 --- --- 0.00 0.00 --- --- --- .
1
20
3.90 93,450 91.90 1.26 1.22 --- --- 0.00 0.00 --- --- --- .
1
22
4.00 96,285 92.00 1.26 1.24 --- --- 0.00 0.00 --- --- --- .
1
24
4.10 99,428 92.10 1.26 1.25 --- --- 0.00 0.00 --- --- --- .
1
25
4.20 102,571 92.20 1.27 1.27 --- --- 0.00 0.00 --- --- --- .
1
27
4.30 105,714 92.30 1.34 1.29 --- --- 0.00 0.00 --- --- --- ,
1
29
4.40 108,857 92.40 1.34 1.30 --- --- 0.00 0.00 --- --- --- .
1
30
4.50 112,000 92.50 1.34 1.32 --- --- 0.00 0.00 --- --- --- .
1
32
4.60 115,143 92.60 1.34 1.34 --- --- 0.00 0.00 --- --- --- .
1
34
4.70 118,286 92.70 1.35 1.35 --- --- 0.00 0.00 --- --- --- .
1
35
4.80 121,429 92.80 1.41 1.36 --- --- 0.00 0.00 --- --- --- .
1
36
4.90 124,572 92.90 1.41 1.38 --- --- 0.00 0.00 --- --- --- .
1
38
5.00 127,715 93.00 1.41 1.40 --- --- 0.00 0.00 --- --- --- .
1
40
5.10 131,184 93.10 2.38 1.39 --- --- 0.99 0.00 --- --- --- .
2
38
5.20 134,654 93.20 4.17 1.37 --- --- 2.81 0.00 --- --- --- .
4
17
5.30 138,123 93.30 6.53 1.34 --- --- 5.15 0.00 --- --- --- .
6
50
5.40 141,592 93.40 9.25 1.32 --- --- 7.94 0.00 --- --- --- .
9
P5
5.50 145,062 93.50 12.44 1.28 --- --- 11.09 0.00 --- --- --- .
12
37
5.60 148,531 93.60 15.81 1.23 --- --- 14.58 0.00 --- --- --- .
15
81
5.70 152,001 93.70 19.51 1.14 --- --- 18.37 0.00 --- --- --- .
19
51
5.80 155,470 93.80 23.46 1.02 --- --- 22.45 0.00 --- --- --- .
23
46
5.90 158,940 93.90 27.60 0.82 --- --- 26.78 0.00 --- --- --- .
27
60
6.00 162,409 94.00 30.95 0.59 --- --- 30.36 0.00 --- --- --- .
30
95
6.10 166,217 94.10 32.06 0.51 --- --- 31.55 0.00 --- --- --- .
32
06
6.20 170,025 94.20 32.86 0.45 --- --- 32.40 0.00 --- --- --- .
32
86
6.30 173,833 94.30 33.52 0.41 --- --- 33.10 0.00 --- --- --- .
33
51
6.40 177,641 94.40 34.08 0.37 --- --- 33.70 0.00 --- --- --- .
34
08
6.50 181,448 94.50 34.58 0.34 --- --- 34.24 0.00 --- --- --- .
34
58
6.60 185,256 94.60 35.05 0.32 --- --- 34.73 0.00 --- --- --- .
35
04
6.70 189,064 94.70 35.47 0.29 --- --- 35.18 0.00 --- --- --- .
35
47
6.80 192,872 94.80 35.88 0.27 --- --- 35.60 0.00 --- --- --- .
35
88
6.90 196,680 94.90 36.26 0.26 --- --- 36.00 0.00 --- --- --- .
36
26
7.00 200,488 95.00 36.63 0.24 --- --- 36.39 0.00 --- --- --- .
36
63
7.10 204,641 95.10 36.99 0.23 --- --- 36.76 0.00 --- --- --- .
36
98
7.20 208,795 95.20 37.34 0.21 --- --- 37.11 0.00 --- --- --- .
37
33
7.30 212,948 95.30 37.67 0.20 --- --- 37.47 0.00 --- --- --- .
37
67
7.40 217,101 95.40 38.00 0.19 --- --- 37.81 0.00 --- --- --- .
38
00
7.50 221,255 95.50 38.33 0.18 --- --- 38.14 0.00 --- --- --- .
38
32
7.60 225,408 95.60 38.64 0.18 --- --- 38.47 0.00 --- --- --- .
38
64
7.70 229,561 95.70 38.96 0.17 --- --- 38.78 0.00 --- --- --- .
38
95
7.80 233,714 95.80 39.27 0.16 --- --- 39.09 0.00 --- --- --- .
39
25
7.90 237,868 95.90 39.57 0.15 --- --- 39.40 0.00 --- --- --- .
39
56
8.00 242,021 96.00 39.87 0.15 --- --- 39.71 0.00 --- --- --- .
39
86
8.10 246,525 96.10 40.17 0.14 --- --- 39.99 0.82 --- --- --- .
40
96
8.20 251,029 96.20 40.46 0.14 --- --- 40.31 2.33 --- --- --- .
42
77
8.30 255,533 96.30 40.75 0.13 --- --- 40.61 4.27 --- --- --- .
45
01
8.40 260,037 96.40 41.04 0.13 --- --- 40.91 6.58 --- --- --- .
47
61
8.50 264,541 96.50 41.32 0.12 --- --- 41.18 9.19 --- --- --- .
50
49
8.60 269,044 96.60 41.60 0.12 --- --- 41.48 12.08 --- --- --- .
53
68
8.70 273,548 96.70 41.88 0.12 --- --- 41.72 15.23 --- --- --- .
57
07
8.80 278,052 96.80 42.16 0.11 --- --- 42.03 18.60 --- --- --- .
60
75
8.90 282,556 96.90 42.44 0.11 --- --- 42.30 22.20 --- --- --- .
64
61
9.00 287,060 97.00 42.71 0.11 --- --- 42.56 26.00 --- --- --- .
68.67
End

Hyd. No. 10 -Reservoir -100 Yr - Qp = 13.17 cfs - SWM Pond A
c~
1
1
/ Hyd. 6 Hyd. 10
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 1902 21.6 24.0
Time (hrs)

Hydrograph Report
Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 11
Combined Area 2 & 3
Hydrograph type =Combine
Storm frequency = 100 yrs
Inflow hyds. = 7, 8
Peak discharge = 71.47 cfs
Time interval = 2 min
Hydrograph Volume = 163,885 cult
Hydrograph Discharge Table
Time Hyd. 7 + Hyd. 8 +
(hrs) (cfs) (cfs)
8.33 0.68 0.30
10.00 1.14 0.56
11.67 11.39 6.23
13.33 1.68 0.99
15.00 0.96 0.57
16.67 0.68 0.40
18.33 0.55 0.32
Outflow
(cfs)
0.98
1.70
17.61
2.68
1.53
1.08
0.87
...End

Hyd. No. 11 -Combine -100 Yr - Qp = 71.47 cfs -Combined Area 2 & 3
CJ
Time (hrs)
/ Hyd. 7 Hyd. 8 'Hyd. 11
0.0 2.0 3.9 5.9 7.8 9.8 11.8 13.7 15.7 17.6 19.6

Hydrograph Report Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 12
SWM Pond B
Hydrograph type =Reservoir Peak discharge = 28.75 cfs
Storm frequency = 100 yrs Time interval = 2 min
Inflow hyd. No. = 11 Reservoir name =SWM Pond B
Max. Elevation = 94.34 ft Max. Storage = 88,273 cult
Storage Indication method used. Outflow hydrograph volume = 128,071 cult
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.67 17.61 92.12 0.33 0.33 ----- ----- ----- ----- ----- ----- ----- 0.33
13.33 2.68 93.71 3.44 0.40 ----- ----- 2.98 ----- ----- ----- ----- 3.38
15.00 1.53 93.62 1.70 0.42 ----- ----- 1.27 ----- ----- ----- ----- 1.69
16.67 1.08 93.58 1.21 0.42 ----- ----- 0.79 ----- ----- ----- ----- 1.21
18.33 0.87 93.55 0.97 0.42 ----- ----- 0.54 ----- ----- ----- ----- 0.96
20.00 0.66 93.53 0.76 0.42 ----- ----- 0.33 ----- ----- ----- ----- 0.75
21.67 0.61 93.52 0.65 0.42 ----- ----- 0.22 ----- ----- ----- ----- 0.64
23.33 0.57 93.52 0.61 0.42 ----- ----- 0.17 ----- ----- ----- ----- 0.59
25.00 0.00 93.46 0.44 0.42 ----- ----- ----- ----- ----- ----- ----- 0.42
26.67 0.00 93.35 0.43 0.42 ----- ----- ----- ----- ----- ----- ----- 0.42
28.33 0.00 93.26 0.41 0.41 ----- ----- ----- ----- ----- ----- ----- 0.41
30.00 0.00 93.16 0.41 0.40 ----- ----- ----- ----- ----- ----- ----- 0.40
31.67 0.00 93.06 0.41 0.40 ----- ----- ----- ----- ----- ----- ----- 0.40
33.33 0.00 92.96 0.40 0.39 ----- ----- ----- ----- ----- ----- ----- 0.39
35.00 0.00 92.85 0.38 0.38 ----- ----- ----- ----- ----- ----- ----- 0.38
36.67 0.00 92.75 0.38 0.37 ----- ----- ----- ----- ----- ----- ----- 0.37
38.33 0.00 92.65 0.38 0.37 ----- ----- ----- ----- ----- ----- ----- 0.37
40.00 0.00 92.54 0.38 0.36 ----- ----- ----- ----- ----- ----- ----- 0.36
41.67 0.00 92.45 0.36 0.35 ----- ----- ----- ----- ----- ----- ----- 0.35
43.33 0.00 92.35 0.35 0.34 ----- ----- ----- ----- ----- ----- ----- 0.34
45.00 0.00 92.25 0.35 0.34 ----- ----- ----- ----- ----- ----- ----- 0.34
46.67 0.00 92.16 0.34 0.33 ----- ----- ----- ----- ----- ----- ----- 0.33
...End

Reservoir Report
Page 1
Hydraflow Hydrographs by Intelisolve
Reservoir No. 2 - SWM Pond B
Pond Data
Pond storage is based on k nown contour areas. Average end area method used.
Stage /Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (tuft)
0.00 90.00 14,141 0 0
1.00 91.00 16,900 15,520 15,520
2.00 92.00 19,896 18,398 33,918
3.00 93.00 23,171 21,534 55,452
4.00 94.00 26,719 24,945 80,397
5.00 95.00 19,966 23,342 103,739
Culvert /Orifice Structure s Weir Structures
[A] (B] [C] [D] [A] [B] [C] [D]
Rise in = 24.0 3.0 0.0 0.0 Crest Len ft = 9.42 10.00 0.00 0.00
Span in = 24.0 3.0 0.0 0.0 Crest EI. ft = 93.50 94.00 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 0.00 0.00
Invert EI. ft = 90.00 90.00 0.00 0.00 Weir Type =Riser Broad --- ---
Length ft = 46.0 0.0 0.0 0.0 Multi-Stage =Yes No No No
Slope % = 1.00 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exfiltration Rate = 0.00 in/hr/sgft Tailwater Elev. = 0.00 ft
Note: All outflows have been analyzed under inlet and outlet control.
Stage /Storage /Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 90.00 0.00 0.00 --- --- 0.00 0.00 --- --- --- 0.00
0.10 1,552 90.10 0.02 0.02 --- --- 0.00 0.00 --- --- --- 0.02
0.20 3,104 90.20 0.06 0.06 --- --- 0.00 0.00 --- --- --- 0.06
0.30 4,656 90.30 0.11 0.10 --- --- 0.00 0.00 --- --- --- 0.10
0.40 6,208 90.40 0.12 0.12 --- --- 0.00 0.00 --- --- --- 0.12
0.50 7,760 90.50 0.15 0.14 --- --- 0.00 0.00 --- --- --- 0.14
0.60 9,312 90.60 0.16 0.16 --- --- 0.00 0.00 --- --- --- 0.16
0.70 10,864 90.70 0.18 0.17 --- --- 0.00 0.00 --- --- --- 0.17
0.80 12,416 90.80 0.20 0.19 --- --- 0.00 0.00 --- --- --- 0.19
0.90 13,968 90.90 0.20 0.20 --- --- 0.00 0.00 --- --- --- 0.20
1.00 15,520 91.00 0.22 0.21 --- --- 0.00 0.00 --- --- --- 0.21
1.10 17,360 91.10 0.23 0.23 --- --- 0.00 0.00 --- --- --- 0.23
1.20 19,200 91.20 0.24 0.24 --- --- 0.00 0.00 --- --- --- 0.24
1.30 21,040 91.30 0.25 0.25 --- --- 0.00 0.00 --- --- --- 0.25
1.40 22,880 91.40 0.27 0.26 --- --- 0.00 0.00 --- --- --- 0.26
1.50 24,719 91.50 0.27 0.27 --- --- 0.00 0.00 --- --- --- 0.27
1.60 26,559 91.60 0.29 0.28 --- --- 0.00 0.00 --- --- --- 0.28
1.70 28,399 91.70 0.29 0.29 --- --- 0.00 0.00 --- --- --- 0.29
1.80 30,239 91.80 0.30 0.30 --- --- 0.00 0.00 --- --- --- 0.30
1.90 32,079 91.90 0.32 0.31 --- --- 0.00 0.00 --- --- --- 0.31
2.00 33,918 92.00 0.32 0.32 --- --- 0.00 0.00 --- --- --- 0.32
2.10 36,072 92.10 0.32 0.32 --- --- 0.00 0.00 --- --- --- 0.32
2.20 38,225 92.20 0.35 0.33 --- --- 0.00 0.00 --- --- --- 0.33
2.30 40,378 92.30 0.35 0.34 --- --- 0.00 0.00 --- --- --- 0.34
2.40 42,532 92.40 0.35 0.35 --- --- 0.00 0.00 --- --- --- 0.35
2.50 44,685 92.50 0.38 0.36 --- --- 0.00 0.00 --- --- --- 0.36
2.60 46,838 92.60 0.38 0.36 --- --- 0.00 0.00 --- --- --- 0.36
2.70 48,992 92.70 0.38 0.37 --- --- 0.00 0.00 --- --- --- 0.37
2.80 51,145 92.80 0.38 0.38 --- --- 0.00 0.00 --- --- --- 0.38
2.90 53,299 92.90 0.38 0.38 --- --- 0.00 0.00 --- --- --- 0.38
3.00 55,452 93.00 0.41 0.39 --- --- 0.00 0.00 --- --- --- 0.39
3.10 57,946 93.10 0.41 0.40 --- --- 0.00 0.00 --- --- --- 0.40
Continues on next page...

SWM Pond B
Stage /Storage /Discharge Table
Stage Storage Elevation Clv A
ft cult ft cfs
3.20 60,441 93.20 0.41
3.30 62,935 93.30 0.41
3.40 65,430 93.40 0.44
3.50 67,924 93.50 0.44
3.60 70,419 93.60 1.41
3.70 72,913 93.70 3.27
3.80 75,408 93.80 5.61
3.90 77,902 93.90 8.32
4.00 80,397 94.00 11.48
4.10 82,731 94.10 14.90
4.20 85,065 94.20 18.66
4.30 87,399 94.30 22.69
4.40 89,734 94.40 25.18
4.50 92,068 94.50 26.30
4.60 94,402 94.60 27.15
4.70 96,736 94.70 27.86
4.80 99,071 94.80 28.49
4.90 101,405 94.90 29.05
5.00 103,739 95.00 29.56
...End
Page 2
Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.41 --- --- 0.00 0.00 --- --- --- 0.41
0.41 --- --- 0.00 0.00 --- --- --- 0.41
0.42 --- --- 0.00 0.00 --- --- --- 0.42
0.43 --- --- 0.00 0.00 --- --- --- 0.43
0.42 --- --- 0.99 0.00 --- --- --- 1.41
0.41 --- --- 2.81 0.00 --- --- --- 3.21
0.39 --- --- 5.15 0.00 --- --- --- 5.55
0.38 --- --- 7.94 0.00 --- --- --- 8.32
0.35 --- --- 11.09 0.00 --- --- --- 11.44
0.32 --- --- 14.58 0.82 --- --- --- 15.72
0.29 --- --- 18.37 2.33 --- --- --- 20.99
0.24 --- --- 22.45 4.27 --- --- --- 26.96
0.19 --- --- 24.99 6.58 --- --- --- 31.75
0.16 --- --- 26.13 9.19 --- --- --- 35.49
0.15 --- --- 27.00 12.08 --- --- --- 39.23
0.13 --- --- 27.73 15.23 --- --- --- 43.09
0.12 --- --- 28.36 18.60 --- --- --- 47.09
0.11 --- --- 28.93 22.20 --- --- --- 51.24
0.10 --- --- 29.46 26.00 --- --- --- 55.56

Hyd. No. 12 -Reservoir -100 Yr - Qp = 28.75 cfs - SWM Pond B

N
w
V
~ 40

0 - ~ . ~~,v
0.0 4.8 9.6 14.4 19.2 24.0 28.8 33.6 38.4 43.2 48.0
Time (hrs)
/ Hyd. 11 Hyd. 12

~ APPENDIX C

1
1
1
1
1
1
1
1
1
1
LAND
PLANNING
ASSOCIATES, INC.
NCDENR DWQ STORMWATER MANAGEMENT CALCULATIONS
Project Name: Lowe's of Whiteville, NC
PEI Project No.: 6.023
BASIN "A" INFORMATION
TOTAL AREA DRAINING TO POND (DA)= 351,529 SF = 8.07 AC
IMPERVIOUS SURFACES DRAINING TO POND:
Paved Areas = 173101 SF
Buildings = 80000 SF
Sidewalks =
Off-Site = SF
TOTAL = 253,101 SF
DRAINAGE AREA PERCENT IMPERVIOUS (%IMP) = 72.0%
NORMAL POOL SURFACE AREA REQUIREMENTS
(Based on 85 % TSS Removal Chart)
POND DEPTH = 5 FT
SA/DA % = 5.14 (FROM CHART)
SURFACE AREA REQUIRED = 18,069 SF
SURFACE AREA PROVIDED = 18,510 SF @ ELEVATION 88 FMSL
Therefore, Normal Pool surface area is ADEQUATE
Page 1 of 3
1

1
1
1
1
1
1
1
1
1
1
1
1
1
1
LAND
PLANNING
_ ASSOCIATES, INC.
POND AND FOREBAY VOLUMES BELOW NORMAL POOL
POND VOLUME
Contour Incremental Cumulative
Elevation Area Volume Volume
(FT) (SF) (CF) (CF)
Bottom Pool Elev. 83 6123.5 0 0
(Bottom of Wet Pond) 84 7808.7 6966.1 6966.1
85 9655 8731.85 15697.95
86 1163.3 5409.15 21107.1
87 13833 7498.01 28605.11
Top of Pool Elev. 88 18510 16171 44776
FOREBAY VOLUME
Contour Incremental Cumulative
Elevation Area Volume Volume
(FT) (SF) (CF) (CF)
Bottom Elevation 83 706 0 0
84 1149 928 928
85 1677 1413 2341
86 2273 1975 4316
87 2957 2615 6931
Normal Pool Elev. 88 5796 4377 11307
FOREBAY VOLUME MUST REPRESENT 20% OF TOTAL NORMAL POOL VOLUME.
FOREBAY VOLUME (WITHIN +/- 2%) = 0.2 x (POND VOL. + FOREBAY VOL.)
= 9534 TO 12899 CF
FOREBAY VOLUME PROVIDED = 11307 CF
FOREBAY VOLUME REPRESENTS 20.2% OF NORMAL POOL VOLUME
Page 2 of 3

LAND
PLANNING
~~ ASSOCIATES, INC.
REQUIRED STORAGE VOLUME TO TREAT FIRST 1-INCH OF RUNOFF
(Based on Schueler Method)
R = 0.05 + 0.009 x %IMP
= 0.05 + 0.009 x 72.0%
= 0.698
VOLUME REQ. _ (1 "/12) x R x DA
_ (1"/12) x 0.698 x 351,529
= 20,447 CF
VOL. PROVIDED = 42,510 CF @ ELEVATION 89.02
Therefore, storage volume is ADEQUATE
FIRST 1-INCH STORAGE AND RELEASE
Contour Incremental Cumulative *Outflow Release
Elevation Area Volume Volume Rate Time
(FT) (SF) (CF) (CF) (CFS) (HRS)
Temporary Pool Elev. 88 18510 0 0 0 0
(SWM POND) 89 21256 19883 19883 0.164 33.6
89.02 23900 452 20447 0.166 0.8
90 23998 23470 43917 0.232 28.1
91 26858 25428 69345 0.284 24.8
92 29836 28347 97692 0.328 24.0
93 33023 31430 129122 0.367 23.8
94 36365 34694 163816 0.402 24.0
95 39793 38079 201895 0.434 24.4
96 43273 41533 243428 0.464 24.9
97 46804 45039 288466 0.492 25.4
HOURS
FIRST 1" OF RUNOFF RELEASED IN 62.5 DAYS
2.6
ORIFICE DIAMETER = 5 INCHES
Page 3 of 3

1
1
1
1
1
1
1
1
1
1
1
1
1
LAND
PLANNING
~~ ASSOCIATES, INC.
NCDENR DWQ STORMWATER MANAGEMENT CALCULATIONS
Project Name: Lowe's of Whiteville, NC
PEI Project No.: 6.023
BASIN "B" INFORMATION
TOTAL AREA DRAINING TO POND (DA)= 230,868 SF = 5.30 AC
IMPERVIOUS SURFACES DRAINING TO POND:
Paved Areas = 177307 SF
Buildings = SF
Sidewalks =
Off-Site = SF
TOTAL = 177,307 SF
DRAINAGE AREA PERCENT IMPERVIOUS (%IMP) = 76.8%
NORMAL POOL SURFACE AREA REQUIREMENTS
(Based on 85 % TSS Removal Chart)
POND DEPTH = 6 FT
SA/DA % = 4.4 (FROM CHART)
SURFACE AREA REQUIRED = 10,158 SF
SURFACE AREA PROVIDED = 10,587 SF ~ ELEVATION 90 FMSL
Therefore, Normal Pool surface area is ADEQUATE
1 of 3

LAND
PLANNING
_ ASSOCIATES, INC.
POND "B" AND FOREBAY VOLUMES BELOW NORMAL POOL
POND VOLUME
Contour Incremental Cumulative
Elevation Area Volume Volume
(FT) (SF) (CF) (CF)
Bottom Elevation 84 50 0 0
(Bottom of Wet Pond) 85 1814 932 932
86 2796 2305 3237
87 38$8 3342 6579
88 5048 4468 11047
Normal Pool Elev. 89 6277 5662.5 16709.5
90 10587 8432 25142
FOREBAY VOLUME
Contour Incremental Cumulative
Elevation Area Volume Volume
(FT) (SF) (CF) (CF)
Bottom Elevation 85 126 0 0
86 455 291 291
87 899 677 968
88 1415 1157 2125
89 2004 1710 3834
Normal Pool Elev. 90 4488 3246 7080
FOREBAY VOLUME MUST REPRESENT 20% OF TOTAL NORMAL POOL VOLUME.
FOREBAY VOLUME (WITHIN +/- 2%) = 0.2 x (POND VOL. + FOREBAY VOL.)
= 5478 TO 7411 CF
FOREBAY VOLUME PROVIDED = 7080
FOREBAY VOLUME REPRESENTS 22.0%
CF
OF NORMAL POOL VOLUME
2of3

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
LAND
PLANNING
~~ ASSOCIATES, INC.
R~UIRED STORAGE VOLUME TO TREAT FIRST 1-INCH OF RUNOFF
(Based on Schueler Method)
R = 0.05 + 0.009 x %IMP
= 0.05 + 0.009 x 76.8%
= 0.741
VOLUME REQ. _ (1 "/12) x R x DA
_ (1 "/12) x 0.741 x 230,868
= 14,260 CF
VOL. PROVIDED = 14,400 CF ~ ELEVATION 90.97
Therefore, storage volume is ADEQUATE
FIRST 1-INCH STORAGE AND RELEASE
Contour Incremental Cumulative *Outflow Release
Elevation Area Volume Volume Rate Time
(FT) (SF) (CF) (CF) (CFS) (HRS)
Temporary Pool Elev. 90 14141 0 0 0 0
90.97 15550 14400 14400 0.058 68.7
91 15920 472 14872 0.059 2.2
92 19896 17908 32780 0.084 59.5
93 23171 21534 54314 0.102 58.4
94 26719 24945 79259 0.118 58.6
95 19996 23358 102616 0.132 49.1
FIRST 1" OF RUNOFF RELEASED IN 71.0 HOURS
3.0 DAYS
ORIFICE DIAMETER = 3 INCHES
3of3

~ APPENDIX D

n

i

[~

1

Determining the Skimmer Size
and the Required Orifice
for
Faircloth Skimmers
February 2007
Important note: The orifice sizing chart in the Pennsylvania Erosion
Control Manual and reproduced in the North Carolina Design Manual
DOES NOT APPLY to Faircloth Skimmers. It will give the wrong size
orifice and not specify which size Faircloth Skimmer is required. Please
use the information below to choose the size skimmer required for the
basin volume provided and determine the orifice size required for the
drawdown time, typically 4-7 days in Pennsylvania and 3 days in North
Carolina.
The size of a Faircloth Skimmer, for example a 4" skimmer, refers to the maximum diameter of
the skimmer inlet. The inlet on each of the 8 skimmer sizes offered can be reduced to adjust the
flow rate by cutting a hole or orifice in a plug using an adjustable cutter (both supplied with the
skimmer).
Determining the skimmer size needed and the orifice for that skimmer required to drain the
sediment basin's volume in the required time involves two steps: First, determining the size
skimmer required based on the volume to be drained and the number of days to drain it; and
Second, calculate the orifice size to adjust the flow rate and "customize" the skimmer for the
basin's volume. The second step is not always necessary if the flow rate for the skimmer with
the inlet wide open equals or is close to the flow rate required for the basin volume and the
drawdown time.
Both the skimmer size and the required orifice radius for the skimmer should be shown for each
basin on the erosion and sediment control plan. Make it clear that the dimension is either the
radius or the diameter. It is also helpful to give the basin volume in case there are questions.
During the skimmer installation the required orifice can be cut in the plastic plug using the
supplied adjustable cutter and installed in the skimmer using the instructions provided.
The plan review and enforcement authority may require the calculations showing that the
skimmer used can drain the basin in the required time.
Determining the Skimmer Size
Step 1. Below are approximate skimmer maximum flow capacities based on typical draw
down requirements, which can vary between States and jurisdictions and watersheds. If one 6"
skimmer does not provide enough capacity, multiple skimmers can be used to drain the basin.
For drawdown times not shown, multiply the 24-hour figure by the number of days required.
Example: A basin's volume is 29,600 cubic feet and it must be drained in 3 days. A 3" skimmer
with the inlet wide open will work perfectly. (Actually, the chart below gives 29,322 cubic feet but
this is well within the accuracy of the calculations and the basin's constructed volume.)
Example: A basin's volume is 34,000 cubic feet and it must be drained in 3 days. The 3"
February 1, 2007

skimmer is too small; a 4" skimmer has enough capacity but it is too large, so the inlet will need
' to be reduced using step 2 to adjust the flow rate for the basin's volume. (It needs a 3.2"
diameter orifice.)
NEW 1'/z" skimmer: 1,728 cubic feet in 24 hours 6,912 cubic feet in 4 days
with a 1'/2" head 3,456 cubic feet in 2 days 12,096 cubic feet in 7 days
5,184 cubic feet in 3 days
2" skimmer: 3,283 cubic feet in 24 hours 13,132 cubic feet in 4 days
with a 2" head 6,566 cubic feet in 2 days 22,982 cubic feet in 7 days
9,849 cubic feet in 3 days
' 2'h" skimmer: 5,500 cubic feet in 24 hours 22,000 cubic feet in 4 days
with a 2" head 11,000 cubic feet in 2 days 38,500 cubic feet in 7 days
' 16,500 cubic feet in 3 days
3" skimmer: 9,774 cubic feet in 24 hours 39,096 cubic feet in 4 days
' with a 3" head 19,547 cubic feet in 2 days 68,415 cubic feet in 7 days
29
322 cubic feet in 3 days
,
4" skimmer: 18,267 cubic feet in 24 hours 72,000 cubic feet in 4 days
' with a 3.3" head 36,534 cubic feet in 2 days 127,869 cubic feet in 7 days
54,803 cubic feet in 3 days
5" skimmer: 32,832 cubic feet in 24 hours 131,328 cubic feet in 4 days
' with a 4" head 65,664 cubic feet in 2 days 229,824 cubic feet in 7 days
98,496 cubic feet in 3 days
' 6" skimmer: 51,840 cubic feet in 24 hours 207,360 cubic feet in 4 days
with a 5" head 103,680 cubic feet in 2 days 362,880 cubic feet in 7 days
155,520 cubic feet in 3 days
' "
skimmer: 97,978 cubic feet in 24 hours 391,912 cubic feet in 4 days
8
with a 6" head 195,956 cubic feet in 2 days 685,846 cubic feet in 7 days
CUSTOM 293,934 cubic feet in 3 days
' MADE BY ORDER CALL!
' Determining the Orifice
Step 2. To determine the orifice required to reduce the flow rate for the basin's volume and the
number of days to drain the basin, simply use the formula volume = factor (from the chart
' below) for the same size skimmer chosen in the first step and the same number of days. This
calculation will give the area of the required orifice. Then calculate the orifice radius using Area
= n rand solving for r
r = (Area/3.14) .The supplied cutter can be adjusted to this radius to
,
' cut the orifice in the plug. The instructions with the plug and cutter has a ruler divided into tenths
of inches. Again, this step is not always necessary as explained above.
' An alternative method is to use the orifice equation with the head for a particular skimmer
shown on the previous page and determine the orifice needed to give the required flow for the
volume and draw down time. C = 0.59 is used in this chart.
"
skimmer is the smallest skimmer that will drain 34,000 cubic feet in 3 days but a
Example: A 4
4" inlet will drain the basin too fast. To determine the orifice required use the factor of 4,362

February 1, 2007 2

n

1
n

1

1
C'

[',
1
r
from the chart below fora 4" skimmer and a drawdown time of 3 days. 34,000 cubic feet =
4,362= 7.79 square inches of orifice required. Calculate the orifice radius using Area = ~ rz and
solving for r, r = (7.8/3.14) and r = 1.58". As a practical matter 1.6" is about as close as the
cutter can be adjusted and the orifice cut..
Factors (in cubic feet of flow per square inch of opening through a round orifice with the head
for that skimmer and for the drawdown times shown) for determining the orifice radius for a
basin's volume to be drained. This quick method works because the orifice is centered and has
a constant head (given above in Step 1).
1'/z" skimmer: 960 to drain in 24 hours 3,840 to drain in 4 days
1,920 to drain in 2 days 6,720 to drain in 7 days
2,880 to drain in 3 days
2" skimmer: 1,123 to drain in 24 hours 4,492 to drain in 4 days
2,246 to drain in 2 days 7,861 to drain in 7 days
3,369 to drain in 3 days
2'/z" skimmer: 1,144 to drain in 24 hours 4,576 to drain in 4 days
2,304 to drain in 2 days 8,064 to drain in 7 days
3,432 to drain in 3 days
3" skimmer: 1,382 to drain in 24 hours 5,528 to drain in 4 days
2,765 to drain in 2 days 9,677 to drain in 7 days
4,146 to drain in 3 days
4" skimmer: 1,454 to drain in 24 hours 5,816 to drain in 4 days
2,908 to drain in 2 days 10,178 to drain in 7 days
4,362 to drain in 3 days
5" skimmer: 1,642 to drain in 24 hours 6,568 to drain in 4 days
3,283 to drain in 2 days 11,491 to drain in 7 days
4,926 to drain in 3 days
6" skimmer: 1,814 to drain in 24 hours 7,256 to drain in 4 days
3,628 to drain in 2 days 12,701 to drain in 7 days
5,442 to drain in 3 days
8" skimmer: 1,987 to drain in 24 hours 7,948 to drain in 4 days
3,974 to drain in 2 days 13,909 to drain in 7 days
5,961 to drain in 3 days
J. W. Faircloth 8~ Son, Inc.
Post Office Box 757
412-A Buttonwood Drive
Hillsborough, North Carolina 27278
Telephone [phone] FAX [phone]
FairclothSkimmer.com [e-mail]
Orifice sizing Revised 2-2-01; 3-3-05; 2-1-07
February 1, 2007
3

ii
~ APPENDIX E

1

1

1

r

1
LAND
~ PLANNING
= ASSOCIATES, INC.
CALCULATION SHEET
rAGE 1 OF 1
PROJECT NO. 6.009
CLIENT: Lowe's Home Centers, INC. SUBJECT: SWM Report Prepared By RKM Date 6/12/07
' PROJECT: Lowe's of Whiteville, NC Anit-floatation Calculations Reviewed By PMR Date 6/12/07
SWM Pond A & B Approved By Date
' Anti Floatation Device
POND A
' ant = (volume concrete)(1501b / cf)
F buo
y
' (volume riser)(641b / cf) _ (Vconc)(150 lb / cf)
Volume in Riser:
Riser height: 93.0 - 88.0 = 5 ft.
' Riser Diameter: 36 inches, therefore area = 7.07 sf
Volume = 5 * 7.07 = 35.35 cf
' (35.35)(64) _ (Vconc)(I50)
Vconc = 15.08 cf
t Assume length and width of footing to be 4 feet (allowing at least 6 "clear on each side of riser) and assume depth to be minimum
of 2 feet.
Vconc =(4)(4)(2) = 32.0 cf
' 32.0 cf> 18.08 cf, therefore acceptable.
POND B
t F buoyant = (volume concrete)(1501b / cf)
(volume riser)(641b / cf) _ (Vconc)(150 Ib / cf)
Volume in Riser:
Riser height: 93.5 - 90.0 = 3.5 ft.
' Riser Diameter: 48 inches, therefore area = 7.07 sf
Volume = 3.5 * 7.07 = 24.75 cf
' (24.75)(64) _ (Vconc)(150)
Vconc = 10.56 cf
Assume length and width of footing to be 4 feet (allowing at least 6 "clear on each side of riser) and assume depth to be minimum
of 2 feet.
Vconc =(4)(4)(2) = 32.0 cf
' 32.0 cf> 10.56 cf, therefore acceptable.
' P:16.023-Lowe'sWhdeville,NClDocslSWMlanti-tloetatbn.doc

~ APPENDIX F

ii
ii
1

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1
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1
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1
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LAND
~ PLANNING
= ASSOCIATES, INC.
CALCULATION SHEET
rAGE 1 OF 2
PROJECT NO. 6.009
CLIENT: Lowe's Home Centers. Inc. SUBJECT:SWM Report Prepared By RKM Date 6/13/07
PROJECT: Whiteville, NC Pond Inlet & Outlet Auron Calculations Reviewed By PMR Date 6/13/07
SWM Pond A & B Approved By Date
TASK: Design of outlet protection apron for the sedimentation pond.
CALCULATIONS:
Pond Outlet
Q2s rear= 9.31 cfs (Larger of two flows from A and B)
Culvert Size = 24 inch
Using Figure 8.06a (attached) the following sizes for the outlet apron are as follows:
Riprap Sizes
Flow = 9.31 cfs:
DSO= 0.5 feet = 6 inches
Dn,,aX = 1.5 x DSO = 9 inches
Thickness = 1.5 x DMax = 13.5 inches
Beginning Width = 3 x Pipe Diameter = 6 feet
Length = 18 feet
Ending Width =Pipe Diameter + Length = 2 feet + 18 feet = 20 feet (use on both A and B)
Pond Inlet
Q25 rear = 22.29 cfs (Larger of two flows from A and B)
Culvert Size = 42 inch
Using Figure 8.06a (attached) the following sizes for the outlet apron are as follows:
Riprap Sizes
Flow = 9.31 cfs:
DSO= 0.7 feet = 8.4 inches
DMaX= 1.5 x Dso = 12.6 inches
P:16.023 - Lowe's Whdeville, NCIDocsISWMlaproncalc.doc

1
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1
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LAND
~~ PLANNING
~ ASSOCIATES, INC.
CALCULATION SHEET PAGE 2 OF 2
PROJECT NO. 6.009
CLIENT: Lowe's Home Centers. Inc. SUBJECT:SWM Report Prepared By RICM Date 6/13/07
PROJECT: Whiteville, NC Pond Inlet & Outlet Apron Calculations Reviewed By PMR Date 6/13/07
SWM Pond A & B Approved By Date
Thickness = 1.5 x DMax = 18.9 inches
Beginning Width = 3 x Pipe Diameter = 10.5 feet
Length = 22 feet
Ending Width =Pipe Diameter + Length = 3.5 feet + 22 feet = 25.5 feet (use on both A and B)
P:16.023 - Lowe's Whiteville, NCIDocsISWMlaproncalc.doc