SW6230807_Stormwater Report_20231205

4 December 2023
LOVE'S TRAVEL CENTER
DRAINAGE REPORT
3948 Hodges Chapel Rd
Dunn, NC 28334
Prepared by:
F 1 FA
Harrison French &Associates
1705 S. Walton Blvd., Ste 3
Bentonville,AR 72712
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Christopher Wall, P.E.
State of North Carolina No.: 052198
HFA Project Number: 03-22-30004
HFA
Creative Solutions
Meaningful Places
1705 S.Walton Blvd,Suite 3 Phone: [phone]
Bentonville,AR 72712 Fax: [phone]
www.hfa-ae.com

Table of Contents
No. Description
A. Site Location Summary
B. Project Area
C. Drainage Study Area
D. Drainage System Design
E. Conclusion
F. Drainage Certification
Appendices
A. Vicinity Map
B. Soils Map
C. FIRM Map
D. Pre-Development Drainage Plan
E. Post-Development Drainage Plan
F. Drainage Calculations - Storm and Sanitary Sewer Analysis (SSA)
G. Channel Calculations
H. Rip-rap Outlet Protection

A. Site Location Summary
Owner: Love's Travel Center and Country Stores
Address: 10601 N.Pennsylvania Ave
Oklahoma City,OK 73120
The 10.35-acre existing property is located just east of Interstate 95 and George Perry Lee Road and west of
Hodges Chapel Road.See Appendix A for a vicinity map.The adjacent properties to the site include commercial
and industrial uses with some undeveloped lands east of the site.
There are two discharge points for stormwater runoff for the existing site,one is located along Hodges Chapel Rd
where it discharges into a roadside ditch.Meanwhile runoff from the southern portion flows across an
undeveloped portion of the property before ultimately flowing under George Perry Lee Road.
B. Project Area
Site: 10.94 acres
Address: 3948 Hodges Chapel Rd,Dunn,NC 28334
Latitude: 35°20'22.83"N
Longitude: 78°33'26.11"W
Total Drainage Area: 10.94 Acres
The existing site consists of an existing fueling station with a convenience store with some tree cover throughout
the site.The proposed improvements will consist of public infrastructure,grading,paving,utilities,landscaping,
and drainage structures.
Topography:
Lowest elevation on site: 240.00
Highest elevation on site: 242.00
C. Drainage Study Area
Receiving Water: Mingo Swamp
Distance to Receiving Water: approximately 1.55 miles east
Runoff Coefficient: Refer to attached Drainage Calculations for details.
Soils: Coxville 1-3 percent slopes;group C/D
Norfolk loamy sand,0 to 2 percent slopes;group A
Flood note: The project is in an area designated as Unshaded Zone X according to FIRM Panel 3720153700L
effective October 3,2006.
D. Site Drainage System Design
The calculations for the runoff of the pre-development and post-development conditions were obtained using the
Modified Rational method.The calculations are based on the criteria presented in the City of Dunn Drainage Manual
along with the North Carolina Department of Environmental Quality (NCDEQ) Storm Design Manual. The storm
events analyzed were the 1yr, 2yr, 5yr, 10yr, 25yr, 50yr, and 100yr. The overall contributing drainage areas
delineated for the drainage analysis are approximately 10.94 acres.
Pre-Development Drainage Area Summary
• Pervious Area 5.39 ac 0.15
• Impervious Area: 4.95 ac 0.85-0.95

The proposed drainage conditions will closely follow the existing drainage patterns.Storm water detention for this
project will be provided by detention pond along the west portion of the project. The pond will also serve as a
sediment basin during construction.
Post-Development Site Conditions
• Pervious Area 3.22 ac 0.15
• Impervious Area: 6.33 ac 0.85-0.95
Table 1.Pre-Development Peak Flow Summary
Storm Pre-Development
Event Flow Rate(cfs)
1-YR 30.36
2-YR 35.68
5-YR 41.30
10-YR 45.82
25-YR 51.04
50-YR 54.98
100-YR 58.51
The Primary SCM selected for treatment as well as reduction of storm water flows post development is a Wet Pond
or Retention Pond.The Simple Method for Runoff Volume was used to determine the design volume for the
Temporary Pool. According to Section B of the NCDEQ manual the Design Volume was calculated by using the
equations below.
R„ = 0.05 +0.9 *!A Where:
R„ = Runoff coefficient (unitless)
IA = Impervious fraction(unitless)
DV = 3630 * RD * Rv *A Where:
DV = Design Volume (cub.ft)
RD = Design Storm Depth (in)
A = Drainage Ara(ac)
The design storm depth,RD,used for this project was 1.0-inch due to this project being located outside of Coastal
Counties as well as SA waters.
6.33 ac)
) = 0.65
9.55 ac
DV = 3630* 1 in* 0.65 *9.55 ac = 22,525 f t3
The Design Volume was then used to calculate the Main Pool Volume of the Primary SCM using Equation 1 in Section
C-3 of the NCDEQ Manual.
HRT Where:
VMP = 0.87* Ts *DV 0.87=Factor to adjust for the volume in the forebay
VMP=Main pool volume,not including the forebay(cubic feet)
HRT=Required hydraulic residence time(14 days)
Ts=Average time between storm events(5 days)
DV=Design volume(cub feet)
14 days
VMP = 0.87* 5 days * 22,525 f t3 - 54,875 f t3
There are also two Forebays included in this design which were sized using 15% of the Main Pool Volume. The
minimum required Forebay volume was calculated at 8,231 ft3 as such the proposed design provided a combined
Forebay volume of 9,282 ft3.

Table 2 through 4 below show the Stage Storage for both the Main Pool and the Forebays.
Table 2.Main Pool Volume
Elevation Area Incremental Total
Volume Volume
ft ft2 ft3 ft3
231.00 2,649 --- ---
231.50 3,059 1,427 1,427
232.00 3,482 1,635 3,062
233.00 4,366 3,924 6,987
234.00 5,300 4,833 11,820
235.00 6,284 5,792 17,612
236.00 7,463 6,874 24,486
237.00 8,947 8,205 32,691
238.00 10,445 9,696 42,387
238.75 16,168 9,980 52,367
239.00 19,015 4,398 56,765
Table 3.Forebay 1 Volume Table 4.Forebay 2 Volume
Elevation Area Incremental Total Elevation Area Incremental Total
Volume Volume Volume Volume
ft ft2 ft3 ft3 ft ft2 ft3 ft3
234.00 44 --- --- 232.00 67 --- ---
235.00 162 103 103 233.00 183 125 125
236.00 497 114 218 234.00 332 257 382
237.00 1,088 760 977 235.00 503 417 799
238.00 1,739 1,414 2,391 236.00 777 640 1,440
238.75 2,371 1,541 3,932 237.00 1,093 935 2,375
238.00 1,450 1,271 3,646
239.00 1,956 1,703 5,350
The design volume will be retained for 2.40 days or 57.70 hrs. A 4-inch orifice below the Temporary Pool level
will allow for the Drawdown requirement to be met. Please refer to Table 4 below showing the stage storage for
the Temporary Pool along with the drawdown time for each stage.
Table 5.Drawdown Time for 4-inch Orifice
Stage Elev Storage Total Q Drawdown Drawdown Drawdown
(ft) (ft) (ft3) (cfs) (sec) (hrs) (days)
0.00 239.00 0 0 0 0 0
0.25 239.25 4,760.00 0.032 148,750.00 41.32 1.72
0.50 239.50 9,532.00 0.232 20,568.97 5.71 0.24
0.75 239.75 14,316.00 0.321 14,903.43 4.14 0.17
1.00 240.00 19,113.00 0.384 12,492.19 3.47 0.14
1.25 240.25 23,922.00 0.437 11,004.58 3.06 0.13
Total Drawdown 57.70 2.40

F.Drainage Certification
I,Christopher Wall,Registered Professional Engineer No.052198 in the State of North Carolina,hereby certify that
the drainage designs and specifications contained in this Report have been prepared by me, or under my
responsible supervision, in accordance with the regulations of the City of Dunn, North Carolina, and reflect the
application of generally accepted standards of engineering practice.I further certify that the improvements outlined
in this Report will not have any adverse effects to life or downstream properties.I understand that review of these
plans is limited to general compliance with the City codes and regulations and does not warrant the engineer's
design or imply any liability to the City of Dunn for the designs contained herein.
C �l
7023 12 ns n. •03.04-0Tn0'
Christopher Wall, P.E.

In addition to the Design Volume and Main Pool Volume the proposed retention pond has been designed to store
up to the 100-year storm event.The retention pond will also reduce the Post Development peak flows below Pre-
Development conditions as detailed in Table 5 below.The peak flow for each storm event was calculated using the
Rational Method.
Table 6.Pond Flow Summary
Storm Pre-Development Post-Development Peak Flow @ Runoff
Event Flow Rate(cfs) Flow Rate(cfs) Outfall*(cfs) Difference(cfs)
1-YR 30.36 35.53 8.14 -27.39
2-YR 35.68 41.77 8.86 -32.91
5-YR 41.30 48.35 9.57 -38.78
10-YR 45.82 53.63 10.12 -43.51
25-YR 51.04 59.74 10.74 -49.00
50-YR 54.98 64.35 11.20 -53.15
100-YR 58.51 68.48 11.60 -56.88
Note 1-Measured in cfs(cubic feet per second)
*Peak Flow after detention
The inlets and outlets of the detention pond will be protected by riprap aprons.These have been designed
so that they do not cause erosion along the side slopes. The calculations for the aprons were provided
using Chapter 6 of NC Erosion and Sediment Control Planning and Design Manual. Refer to Appendix H
for calculations.
Table 7.Riprap Classification
Apron Apron
Class D50 (mm) D=,, lin) Length Depth
1 125 5 4D 3.5DK.
2 150 6 4D 3.3D50
250 10 5D 2.4D50
4 350 14 6D 2.2D50
5 500 20 7D 2.0D50
6 550 22 8D 2.0D50
D is the culvert rise.
Based on the table above along with the outlet protection calculations,the riprap class was found to be
"Class 2"
E.Conclusions
Using the Modified Rational method pre/post analysis it was determined that the use of the proposed detention
pond will be enough to release runoff at or below the pre-development rates for the 1yr,2yr,Syr, 10yr,25yr,50yr,
and 100-yr storm events.The detention pond was designed in accordance with the criteria presented in the City of
Dunn drainage Manual along with the North Carolina Department of Environmental Quality(NCDEQ)Storm Design
Manual. There is no negative impact anticipated to the existing drainage pathways. The drainage design in this
report will control and minimize any adverse effects due to flooding during excessive rainfall.This includes damage
to downstream structures,overcharging existing drainage infrastructure,and erosion along conveyance pathways.
Slight discrepancies between hydrograph runoff values and calculated runoff values shown are due to rounding
and software calculation time interval restrictions.

A. VICINITY MAP

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VICINITY MAP
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B. SOILS MAP

USDA United States A product of the National Custom Soil Resource
Department of Cooperative Soil Survey,
Agriculture a joint effort of the United Report for
States Department of
RCS Agriculture and other Harnett County
Federal agencies, State
Naturalagencies including the North Carolina
Resources Agricultural Experiment
Conservation Stations, and local
Service participants Love's T ravel Center
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June 6, 2022

Contents
Preface 2
How Soil Surveys Are Made 5
Soil Map 8
Soil Map 9
Legend 10
Map Unit Legend 11
Map Unit Descriptions 11
Harnett County, North Carolina 13
Co—Coxville loam 13
NoA—Norfolk loamy sand, 0 to 2 percent slopes 14
References 16
4

Custom Soil Resource Report
ry Soil Map
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r. ;-;-`-9M Map Scale:1:2,460 if printed on A landscape(11"x 8.5")sheet.
" Meters
N 0 35 70 140 210
Feet
0 100 200 400 600
Map projection:Web Mercator Corner coordinates:WG584 Edge tics:UTM Zone 17N WGS84
9

Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) 14 Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
Q Stony Spot
Soilsit Very Stony Spot
Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale.
Wet Spot
,..,. Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause
p Other misunderstandingof the detail of mapping and accuracyof soil
p Soil Map Unit Points pp g
.• Special Line Features line placement.The maps do not show the small areas of
Special Point Features contrasting soils that could have been shown at a more detailed
Blowout Water Features scale.
Streams and Canals
kg Borrow Pit
Transportation Please rely on the bar scale on each map sheet for map
* clay Spot 1.44 Rails measurements.
0 Closed Depression
o,/ Interstate Highways
Gravel Pit Source of Map: Natural Resources Conservation Service
.r US Routes Web Soil Survey URL:
Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857)
® Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator
• Lava Flow Background projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
46 Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more
It Mine or Quarry accurate calculations of distance or area are required.
4 Miscellaneous Water This product is generated from the USDA-NRCS certified data as
O Perennial Water of the version date(s)listed below.
v Rock Outcrop Soil Survey Area: Harnett County,North Carolina
+ Saline Spot Survey Area Data: Version 19,Jan 21,2022
Sandy Spot Soil map units are labeled(as space allows)for map scales
Severely Eroded Spot 1:50,000 or larger.
• Sinkhole Date(s)aerial images were photographed: Oct 22,2018—Oct
31 Slide or Slip 25,2018
oa Sodic Spot 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.
10

Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
Co Coxville loam 6.0 47.8%
NoA Norfolk loamy sand,0 to 2 6.5 52.2%
percent slopes
Totals for Area of Interest 12.5 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
11

Custom Soil Resource Report
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
12

Custom Soil Resource Report
Harnett County, North Carolina
Co—Coxville loam
Map Unit Setting
National map unit symbol: 3sp4
Elevation: 80 to 330 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost-free period: 210 to 265 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Coxville, drained, and similar soils: 85 percent
Coxville, undrained, and similar soils: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Coxville, Drained
Setting
Landform: Depressions, carolina bays
Landform position (two-dimensional): Summit
Down-slope shape: Concave
Across-slope shape: Concave
Parent material: Clayey marine deposits
Typical profile
Ap- 0 to 9 inches: loam
Eg- 9 to 11 inches: loam
Btg- 11 to 72 inches: sandy clay
Cg- 72 to 80 inches: sandy clay loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately high (0.20
to 0.57 in/hr)
Depth to water table:About 0 to 12 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3w
Hydrologic Soil Group: C/D
Hydric soil rating: Yes
Description of Coxville, Undrained
Setting
Landform: Depressions, carolina bays
Landform position (two-dimensional): Summit
Down-slope shape: Concave
13

Custom Soil Resource Report
Across-slope shape: Concave
Parent material: Clayey marine deposits
Typical profile
A -0 to 9 inches: loam
Eg- 9 to 11 inches: loam
Btg- 11 to 72 inches: sandy clay
Cg- 72 to 80 inches: sandy clay loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly drained
Runoff class: Low
Capacity of the most limiting layer to transmit water(Ksat): Moderately high (0.20
to 0.57 in/hr)
Depth to water table:About 0 to 12 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 7.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4w
Hydrologic Soil Group: C/D
Hydric soil rating: Yes
NoA—Norfolk loamy sand, 0 to 2 percent slopes
Map Unit Setting
National map unit symbol: 2v75w
Elevation: 10 to 330 feet
Mean annual precipitation: 40 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost-free period: 200 to 280 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Norfolk and similar soils: 83 percent
Minor components: 17 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Norfolk
Setting
Landform: Broad interstream divides on marine terraces, flats on marine terraces
Landform position (three-dimensional):Talf
Down-slope shape: Convex, linear
Across-slope shape: Convex, linear
Parent material: Loamy marine deposits
14

Custom Soil Resource Report
Typical profile
Ap- 0 to 8 inches: loamy sand
E- 8 to 14 inches: loamy sand
Bt- 14 to 65 inches: sandy clay loam
BC- 65 to 80 inches: sandy clay loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table:About 40 to 72 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 6.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 1
Hydrologic Soil Group: A
Hydric soil rating: No
Minor Components
Goldsboro
Percent of map unit: 9 percent
Landform: Flats on marine terraces, broad interstream divides on marine terraces
Landform position (three-dimensional):Talf
Down-slope shape: Linear
Across-slope shape: Linear
Hydric soil rating: No
Wag ram
Percent of map unit: 8 percent
Landform: Broad interstream divides on marine terraces, ridges on marine
terraces
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Crest, talf
Down-slope shape: Convex
Across-slope shape: Convex
Hydric soil rating: No
15

C. FIRM MAP

National Flood Hazard Layer FIRMette - FEMA _Legend
78°33'45"W 35°20'39"N _ SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
5%� ' Without Base Flood Elevation(BFE)
�' (
. Zone A,V.A99
, t 1 I, . t - SPECIAL FLOOD With BFE or Depth Zone AE,AO,AH,VE,AR
♦Ali if HAZARD AREAS Regulatory Floodway
l I'Ii
. 0.2%Annual Chance Flood Hazard,Areas
ant of 1%annual chance flood with average
3720152800K depth less than one foot or with drainage
eff.ri0/3/2006 areas of less than one square mile zone x
r Future Conditions 1%Annual
Chance Flood Hazard zone x
�" Area with Reduced Flood Risk due to
OTHER AREAS OF Levee.See Notes.zonex
4 I FLOOD HAZARD �� Area with Flood Risk due to Leveezone D
+y
l• NO SCREEN Area of Minimal Flood Hazard zonex
i Effective LOMRs
• OTHER AREAS Area of Undetermined Flood Hazard Zone
• - GENERAL ----- Channel,Culvert,or Storm Sewer
STRUCTURES I I I I I I I Levee,Dike,or Floodwall
/r • i 0 20.2 Cross Sections with 1%Annual Chance
4111 -
•
1Z•s Water Surface Elevation
HARNETT COUNTY , AREA OF MINIMAL FLOOD HAZARD _ 8— — — CoastalTransect
-'-'9' 1 .. •^ 513•^^^-- Base Flood Elevation Line(BFE)
370328 Limit of Study
— _ Jurisdiction Boundary
_
— Coastal Transect Baseline
.. \
OTHER _ — Profile Baseline
` / + . ;' 111
$ FEATURES Hydrographic Feature
IMO
4 !„•
' ( 1 /� Digital Data Available NAIL
II Or
r
372015 3700E __ ,�.• V :it r No Digital Data Available
. . :
elf. 1�5�2007 II.
PANELS Unmapped
9( ` The pin displayed on the map is an approximate
point selected by the user and does not represent
' - '�` an authoritative property location.
•� This map complies with FEMA's standards for the use of
7 digital flood maps if it is not void as described below.
�. - The basemap shown complies with FEMA's basemap
` / r
�, tI accuracy standards
,} The flood hazard information is derived directly from the
it
authoritative NFHL web services provided by FEMA.This map
`� was exported on 12/6/2022 at 3:08 PM and does not
•
reflect changes or amendments subsequent to this date and
. . _ time.The NFHL and effective information may change or
i �� become superseded by new data over time.
i.� iiiiiiiiill
This map image is void if the one or more of the following map
1 elements do not appear:basemap imagery,flood zone labels,
/ legend,scale bar,map creation date,community identifiers,
FIRM panel number,and FIRM effective date.Map images for
Feet 1:6 78°33'8"W 35°20'10"N unmapped and unmodernized areas cannot be used for
0 250 500 1,000 1,500 2,000 '()l)() regulatory purposes.
Basemap:USGS National Map:Orthoimagery:Data refreshed October,2020

D. PRE-DEVELOPMENT DRAINAGE PLAN

TOP Y RCP
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6+23,.85
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DRAINAGE AREA 14 /-:`:` _.:` -�___- -__- = _.-: - _ c. `s 0 2 "-22.=2
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. //. LOVES AVEL:ST6P_ '- 'ra-- iAN'EtOa=:e-'- --c,=:_=- -e vc.==-='_�_*•'=:r`= c::_�i`- r_' ,_•" ':_`_= _?'':- __cam is, "`;_- �—- INVESTIGATION BY WETLAND SOLUTIONS,LLC.MEMO DATED 7 � s>� ���
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E. POST-DEVELOPMENT DRAINAGE PLAN

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D DRAINAGE AREA DRAINAGE . _ GREENSPACE 3.22ACRES C=(0.15.2.R9AC)*(0.85•0.5BAC)*(0.95•5.08AC)*(0.95.0.IRAC)*(O.85.0.afi)*(O.95.0.48) DEVELOPMENT
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F. DRAINAGE CALCULATIONS
STORM & SANITARY SEWER ANALYSIS

Project Description
File Name Loves Dunn,NC R4.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
Hydrology Method Rational
Time of Concentration(TOC)Method SCS TR-55
Link Routing Method Hydrodynamic
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods NO
Analysis Options
Start Analysis On 00:00:00 00:00:00
End Analysis On 00:00:00 00:00:00
Start Reporting On 00:00:00 00:00:00
Antecedent Dry Days 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss
Reporting Time Step 0 00:05:00 days hh:mm:ss
Routing Time Step 30 seconds
Number of Elements
Qty
Rain Gages 0
Subbasins 2
Nodes 7
Junctions 4
Outfalls 2
Flow Diversions 0
Inlets 0
Storage Nodes 1
Links 5
Channels 0
Pipes 4
Pumps 0
Orifices 0
Weirs 1
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
Return Period 1 year(s)

Subbasin Summary
SN Subbasin Area Weighted Total Total Total Peak Time of
ID Runoff Rainfall Runoff Runoff Runoff Concentration
Coefficient Volume
(ac) (in) (in) (ac-in) (cfs)(days hh:mm:ss)
1 POST-DEV 9.55 0.7100 0.44 0.31 2.96 35.53 0 00:05:00
2 PRE-DEV 10.93 0.5300 0.44 0.23 2.52 30.36 0 00:05:00

Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft2) (cfs) (ft) (ft) (ft)(days hh:mm) (ac-in) (min)
1 01-Jun Junction 236.50 240.50 236.50 240.50 20.00 30.33 236.50 0.00 4.00 0 00:00 0.00 0.00
2 04-Jun Junction 238.88 242.50 238.88 242.50 20.00 8.15 240.39 0.00 2.11 0 00:00 0.00 0.00
3 05-Jun Junction 238.54 242.50 238.54 242.50 20.00 8.15 239.89 0.00 2.61 0 00:00 0.00 0.00
4 Trash Rack Junction 239.00 242.50 239.00 242.50 20.00 8.15 240.60 0.00 1.90 0 00:00 0.00 0.00
5 POST Outfall 238.50 8.14 239.52
6 PRE Outfall 238.50 30.33 238.50
7 Stor-01 Storage Node 240.25 242.50 240.25 ###### 35.51 240.67 0.00 0.00

Link Summary
SN Element Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)
1 Link-05 Pipe 04-Jun 05-Jun 126.08 238.88 238.64 0.1900 24.000 0.0130 8.15 9.87 0.83 3.51 1.38 0.69 0.00 Calculated
2 Link-06 Pipe 05-Jun POST 10.61 238.54 238.50 0.3800 24.000 0.0130 8.14 13.89 0.59 4.20 1.18 0.59 0.00 Calculated
3 Pond_Outlet_Pipe Pipe Trash_Rack 04-Jun 5.17 239.00 238.98 0.3900 24.000 0.0130 8.15 14.07 0.58 3.29 1.51 0.75 0.00 Calculated
4 Pre-Outfall Pipe 01-Jun PRE 280.80 0.00 0.00 0.0000 0.000 0.0150 30.33 0.00 0.58 0.00 1.51 0.75 0.00 Calculated
5 Weir-01 Weir Stor-01 Trash_Rack 240.25 239.00 8.15

Subbasin Hydrology
Subbasin:POST-DEV
Input Data
Area(ac) 9.55
Weighted Runoff Coefficient 0.71
Runoff Coefficient
Area Soil Runoff
Soil/Surface Description (acres) Group Coeff.
2.79 - 0.15
0.56 - 0.85
5.08 - 0.95
0.16 - 0.95
0.48 - 0.85
0.48 - 0.95
Composite Area&Weighted Runoff Coeff. 9.55 0.71
Time of Concentration
TOC Method:SCS TR-55
Sheet Flow Equation:
Tc=(0.007*((n*Lf)^0.8))/((P^0.5)*(Sf^0.4))
Where:
Tc=Time of Concentration(hr)
n =Manning's roughness
Lf=Flow Length(ft)
P =2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(Sf^0.5)(unpaved surface)
V=20.3282*(Sf^0.5)(paved surface)
V=15.0*(Sf^0.5)(grassed waterway surface)
V=10.0*(Sf^0.5)(nearly bare&unfilled surface)
V=9.0*(Sf^0.5)(cultivated straight rows surface)
V=7.0*(Sf^0.5)(short grass pasture surface)
V=5.0*(Sf^0.5)(woodland surface)
V=2.5*(Sf^0.5)(forest w/heavy litter surface)
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(Sf^0.5))/n
R=Aq/Wp
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
R=Hydraulic Radius(ft)
Aq=Flow Area(ftz)
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n=Manning's roughness
User-Defined TOC override(minutes):5.00
Subbasin Runoff Results
Total Rainfall(in) 0.44
Total Runoff(in) 0.31
Peak Runoff(cfs) 35.53
Rainfall Intensity 5.24
Weighted Runoff Coefficient 0.71
Time of Concentration(days hh:mm:ss) 0 00:05:00

Subbasin:POST-DEV
Runoff Hydrograph
36
34I
32-
30
28
26
24
22
O 20-
0
18 -
0
ce
14 —
12 —
10 —
8 -
6
4
2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Subbasin:PRE-DEV
Input Data
Area(ac) 10.93
Weighted Runoff Coefficient 0.53
Runoff Coefficient
Area Soil Runoff
Soil/Surface Description (acres) Group Coeff.
5.71 - 0.15
0.48 - 0.85
4.12 0.95
0.28 0.95
0.34 - 0.9
Composite Area&Weighted Runoff Coeff. 10.93 0.53
Time of Concentration
User-Defined TOC override(minutes):5.00
Subbasin Runoff Results
Total Rainfall(in) 0.44
Total Runoff(in) 0.23
Peak Runoff(cfs) 30.36
Rainfall Intensity 5.24
Weighted Runoff Coefficient 0.53
Time of Concentration(days hh:mm:ss) 0 00:05:00

Subbasin:PRE-DEV
Runoff Hydrograph
34
32-
30-
28-
26
24
22-
_ 20
-
0 1g_
c 16
K
14 -
12 -
10 -
8
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ftz) (in)
1 01-Jun 236.50 240.50 4.00 236.50 0.00 240.50 0.00 20.00 0.00
2 04-Jun 238.88 242.50 3.62 238.88 0.00 242.50 0.00 20.00 0.00
3 05-Jun 238.54 242.50 3.96 238.54 0.00 242.50 0.00 20.00 0.00
4 Trash_Rack 239.00 242.50 3.50 239.00 0.00 242.50 0.00 20.00 0.00

Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft)(days hh:mm)(days hh:mm) (ac-in) (min)
1 01-Jun 30.33 30.33 236.50 0.00 0.00 4.00 236.50 0.00 0 00:00 0 00:00 0.00 0.00
2 04-Jun 8.15 0.00 240.39 1.51 0.00 2.11 238.96 0.08 0 00:09 0 00:00 0.00 0.00
3 05-Jun 8.15 0.00 239.89 1.35 0.00 2.61 238.60 0.06 0 00:09 0 00:00 0.00 0.00
4 Trash Rack 8.15 0.00 240.60 1.60 0.00 1.90 239.07 0.07 0 00:09 0 00:00 0.00 0.00

Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)
1 Link-05 126.08 238.88 0.00 238.64 0.10 0.24 0.1900 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
2 Link-06 10.61 238.54 0.00 238.50 0.00 0.04 0.3800 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
3 Pond_Outlet_Pipe 5.17 239.00 0.00 238.98 0.10 0.02 0.3900 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
4 Pre-Outfall 280.80 0.00-236.50 0.00-238.50 0.00 0.0000 Dummy 0.000 0.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1

Pipe Results
SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs)(days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 Link-05 8.15 0 00:09 9.87 0.83 3.51 0.60 1.38 0.69 0.00 Calculated
2 Link-06 8.14 0 00:09 13.89 0.59 4.20 0.04 1.18 0.59 0.00 Calculated
3 Pond_Outlet_Pipe 8.15 0 00:08 14.07 0.58 3.29 0.03 1.51 0.75 0.00 Calculated
4 Pre-Outfall 30.33 0 00:05 0.00 0.58 0.00 1.51 0.75 0.00 Calculated

Storage Nodes
Storage Node:Stor-01
Input Data
Invert Elevation(ft) 240.25
Max(Rim)Elevation(ft) 242.5
Max(Rim)Offset(ft) 2.25
Initial Water Elevation(ft) 240.25
Initial Water Depth(ft) 0
Ponded Area(ft2) 19260.7
Evaporation Loss 0
Storage Area Volume Curves
Storage Curve:Love's Pond
Stage Storage Storage
Area Volume
(ft) (ft2) (ft3)
0 19260.7 0
0.25 19310 4821.33
0.5 19359.3 9654.99
0.75 19408.7 14500.98
1.75 19606.3 34008.46
2.25 20800.5 44110.17

Storage Area Volume Curves
Storage Volume(ft')
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000
2.25 ..._........ _.......... ........_..... ...................... =2.25
2.2 .. .................................................................t..............................._..............................._................................................................................................... ............................... .........._ _.. =2.2
•
..............................................................t.................................t................................................................................................... ......................... ....._ _.......... ....__ _._._.. -2.15
2.1-._.__.........................1.................................._..............................._................................_..................................................................._........................ .................................. _ 2.1
2.05:1...__.........................................................._..............................._................................_................................_................................... .........................._.............................. .............___......-2.05
2-., _.............................................................t.................................t................................................................................ ....................................................t. ...................... .............___.. -2
1.95-._.__............................................................_ - ..........................................................................F................................................_____-1.95
1.9=-`.................................................................a..............................._t.............................._.' .................................................................................................._............ ................_...............____......-1.9
1.85-.. .......................................................................................................... ................._,..................................i............................. ......................._ _.................... ...........__.__.. 1.85
...................._.............._._...._................_........... ....._i................................................................................................. ......................... ..._.................... ............._.__.. .-1.8
...................._............._._._._......... .._._...._._._............._.................._._.........__......._._._...............__._._....................._._.............._._............_......._.................._ _ ............._..._......_1.75
1.7 .............................._..............................................._._............................................._................................_..............................................._._............ ......._.................... 11.7
1.65-',_.._....._._............._....._._..............._.....?........................_._......................_._........._•
.........._._._..............._..._._..............._...._............... ._............................_._._........ _ ..._._...__._........_1.65
1.6-, ................................................................................................................................................................................................................................................................................................. :i.e.6
1.55-'.. ................................. .............................. ....................._.=1.55
1.5= .._..........................._ ........................... ._.........................................................................................____=1.5
1.45-.. ..............................................................t.................................t......................................................................................_....... ......................... ......................... .................._.. =1.45
.. ...............................................................t.................................t................................................................................... ............ .........................H. ......................... .................._.. -1.4
1.35- ...__..........................................................._..............................._............................................................................ .........................................................................................__...................__......=1.35
1.3j._.__........................................................_..............................._....................................................................€ ................_......-1.3
1.25 _-...__...........................................................t.................................t............................................................... ................................. ......................... ......................... ...............__.. -1.25
w1.2_.,__-........................................................_..............................._.................................................................................................................................. ......................... ...............__......-1.2 w
y115=-'.,_.__.........................................................................................._................................_.............. ..............._................................_.............................. _ ......................... _ .............___......-1.15 y
m1.1 . .................................. ........................t..............................._t............................................................. ........................ ......................... ......................... ...........____.. -11. 0
jq1.05�..................................................................t.................................t................................... ............................................................. z 1.050,
1_ ..._..........................................................................................._............................ ...j......................................................................................................................................................__.__......=1
0.95 __........._..............._......_..............._......................_._......................_._....... .......__._...._._._........................................_.... .................._._.. ........._._._........ ..._._...__.__......_0.95
..........................._`........................._......................._._......................._._. ............._i_._._._.....................-_....................._.... ..............._._..... ......_._.............. _._......__....... =0.9
0.85- _................................................................ € ........................._.=0.85
0.75 ... ........................ ...................................t............................. .a................................-............................. ........................ ......................... ......................... .................._.. =0.75
0.7-I,__........................_..................................}....................................................................................................................................................................................................._}......................_.....=0.7
0.65- ..._................... ......................................__............... ............._......................................................................................................................................................................__....................__......=0.65
0.6 J ...........................................................t........ ......................t..................................i............................................................... ......................... ......................... ...............__.. -0.6
0.55 1,_. _._._._ _.........:................................_t.. .........................._t..................................................................._.....................................................................t............................. ................__......-0.55
0.5 J _._.......i.........................«...........................t................................................................................................................«....................... .. .. _.. -0.5
0.45 L_..............__................................... ......................................_................................_................................_................................_.............................. ......................... ................_...... 0.45
0.4......................._........................................._..............................._................................_................................_................................_............................................................... _ ...............__......-0.4
0.35. _._ .... __ ..........t.........................t........................................................................................................«..................... ...........___.. -0.35
0.3 _._ __..........;...........................a..........................................................................................................................................4..............____......-0.3
0.25 .............................................................................................................................._..........................._..............____......-0.25
0.2. ....................................................................................................... .................................................................................................................................. .0.2...
0.153 _._._._.........................._................................_................................••••••................................................................_.........................................................._.............__.__......=0.15
0.1 _.. ........ _......... ... ...._... ._....__=0.1
0.05-I, ..._......_...._........................__•......................._._..................._._......................_._......................_........................_._......................_._...................._._......................._.............._._.=0.05
19,300 19,400 19,500 19,600 19,700 19,800 19,900 20,000 20,100 20,200 20,300 20,400 20,500 20,600 20,700 20,800
Storage Area(ft')
- Storage Area - Storage Volume 1

Storage Node:Stor-01 (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Weir-01 Rectangular No 240.25 0.00 16.00 2.25 3.33
Output Summary Results
Peak Inflow(cfs) 35.51
Peak Lateral Inflow(cfs) 35.51
Peak Outflow(cfs) 8.15
Peak Exfiltration Flow Rate(cfm) 0
Max HGL Elevation Attained(ft) 240.67
Max HGL Depth Attained(ft) 0.42
Average HGL Elevation Attained(ft) 240.26
Average HGL Depth Attained(ft) 0.01
Time of Max HGL Occurrence(days hh:mm) 0 00:09
Total Exfiltration Volume(1000-ft3) 0
Total Flooded Volume(ac-in) 0
Total Time Flooded(min) 0
Total Retention Time(sec) 0

Project Description
File Name Loves Dunn,NC R4.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
Hydrology Method Rational
Time of Concentration(TOC)Method SCS TR-55
Link Routing Method Hydrodynamic
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods NO
Analysis Options
Start Analysis On 00:00:00 00:00:00
End Analysis On 00:00:00 00:00:00
Start Reporting On 00:00:00 00:00:00
Antecedent Dry Days 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss
Reporting Time Step 0 00:05:00 days hh:mm:ss
Routing Time Step 30 seconds
Number of Elements
Qty
Rain Gages 0
Subbasins 2
Nodes 7
Junctions 4
Outfalls 2
Flow Diversions 0
Inlets 0
Storage Nodes 1
Links 5
Channels 0
Pipes 4
Pumps 0
Orifices 0
Weirs 1
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
Return Period 2 year(s)

Subbasin Summary
SN Subbasin Area Weighted Total Total Total Peak Time of
ID Runoff Rainfall Runoff Runoff Runoff Concentration
Coefficient Volume
(ac) (in) (in) (ac-in) (cfs)(days hh:mm:ss)
1 POST-DEV 9.55 0.7100 0.51 0.36 3.48 41.77 0 00:05:00
2 PRE-DEV 10.93 0.5300 0.51 0.27 2.97 35.68 0 00:05:00

Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft2) (cfs) (ft) (ft) (ft)(days hh:mm) (ac-in) (min)
1 01-Jun Junction 236.50 240.50 236.50 240.50 20.00 35.66 236.50 0.00 4.00 0 00:00 0.00 0.00
2 04-Jun Junction 238.88 242.50 238.88 242.50 20.00 8.87 240.48 0.00 2.02 0 00:00 0.00 0.00
3 05-Jun Junction 238.54 242.50 238.54 242.50 20.00 8.86 239.96 0.00 2.54 0 00:00 0.00 0.00
4 Trash Rack Junction 239.00 242.50 239.00 242.50 20.00 8.87 240.70 0.00 1.80 0 00:00 0.00 0.00
5 POST Outfall 238.50 8.86 239.56
6 PRE Outfall 238.50 35.66 238.50
7 Stor-01 Storage Node 240.25 242.50 240.25 ###### 41.74 240.75 0.00 0.00

Link Summary
SN Element Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)
1 Link-05 Pipe 04-Jun 05-Jun 126.08 238.88 238.64 0.1900 24.000 0.0130 8.86 9.87 0.90 3.60 1.46 0.73 0.00 Calculated
2 Link-06 Pipe 05-Jun POST 10.61 238.54 238.50 0.3800 24.000 0.0130 8.86 13.89 0.64 4.32 1.24 0.62 0.00 Calculated
3 Pond_Outlet_Pipe Pipe Trash_Rack 04-Jun 5.17 239.00 238.98 0.3900 24.000 0.0130 8.87 14.07 0.63 3.36 1.60 0.80 0.00 Calculated
4 Pre-Outfall Pipe 01-Jun PRE 280.80 0.00 0.00 0.0000 0.000 0.0150 35.66 0.00 0.63 0.00 1.60 0.80 0.00 Calculated
5 Weir-01 Weir Stor-01 Trash_Rack 240.25 239.00 8.87

Subbasin Hydrology
Subbasin:POST-DEV
Input Data
Area(ac) 9.55
Weighted Runoff Coefficient 0.71
Runoff Coefficient
Area Soil Runoff
Soil/Surface Description (acres) Group Coeff.
2.79 - 0.15
0.56 - 0.85
5.08 - 0.95
0.16 - 0.95
0.48 - 0.85
0.48 - 0.95
Composite Area&Weighted Runoff Coeff. 9.55 0.71
Time of Concentration
TOC Method:SCS TR-55
Sheet Flow Equation:
Tc=(0.007*((n*Lf)^0.8))/((P^0.5)*(Sf^0.4))
Where:
Tc=Time of Concentration(hr)
n =Manning's roughness
Lf=Flow Length(ft)
P =2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(Sf^0.5)(unpaved surface)
V=20.3282*(Sf^0.5)(paved surface)
V=15.0*(Sf^0.5)(grassed waterway surface)
V=10.0*(Sf^0.5)(nearly bare&unfilled surface)
V=9.0*(Sf^0.5)(cultivated straight rows surface)
V=7.0*(Sf^0.5)(short grass pasture surface)
V=5.0*(Sf^0.5)(woodland surface)
V=2.5*(Sf^0.5)(forest w/heavy litter surface)
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(Sf^0.5))/n
R=Aq/Wp
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
R=Hydraulic Radius(ft)
Aq=Flow Area(ftz)
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n=Manning's roughness
User-Defined TOC override(minutes):5.00
Subbasin Runoff Results
Total Rainfall(in) 0.51
Total Runoff(in) 0.36
Peak Runoff(cfs) 41.77
Rainfall Intensity 6.16
Weighted Runoff Coefficient 0.71
Time of Concentration(days hh:mm:ss) 0 00:05:00

Subbasin:POST-DEV
Runoff Hydrograph
42
40 -
38
36
34
32
30
28
26
,-7- 24
-,
22 -
g 20
J
16
14
12
10
8
6
4
2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Subbasin:PRE-DEV
Input Data
Area(ac) 10.93
Weighted Runoff Coefficient 0.53
Runoff Coefficient
Area Soil Runoff
Soil/Surface Description (acres) Group Coeff.
5.71 - 0.15
0.48 - 0.85
4.12 0.95
0.28 0.95
0.34 - 0.9
Composite Area&Weighted Runoff Coeff. 10.93 0.53
Time of Concentration
User-Defined TOC override(minutes):5.00
Subbasin Runoff Results
Total Rainfall(in) 0.51
Total Runoff(in) 0.27
Peak Runoff(cfs) 35.68
Rainfall Intensity 6.16
Weighted Runoff Coefficient 0.53
Time of Concentration(days hh:mm:ss) 0 00:05:00

Subbasin:PRE-DEV
Runoff Hydrograph
38
36-
34-
32-
30
28
26 •
—
24-
22-
N
20
c 18
16 —
14 -
12 -
10
8
6
4
2_
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ftz) (in)
1 01-Jun 236.50 240.50 4.00 236.50 0.00 240.50 0.00 20.00 0.00
2 04-Jun 238.88 242.50 3.62 238.88 0.00 242.50 0.00 20.00 0.00
3 05-Jun 238.54 242.50 3.96 238.54 0.00 242.50 0.00 20.00 0.00
4 Trash_Rack 239.00 242.50 3.50 239.00 0.00 242.50 0.00 20.00 0.00

Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft)(days hh:mm)(days hh:mm) (ac-in) (min)
1 01-Jun 35.66 35.66 236.50 0.00 0.00 4.00 236.50 0.00 0 00:00 0 00:00 0.00 0.00
2 04-Jun 8.87 0.00 240.48 1.60 0.00 2.02 238.96 0.08 0 00:09 0 00:00 0.00 0.00
3 05-Jun 8.86 0.00 239.96 1.42 0.00 2.54 238.61 0.07 0 00:09 0 00:00 0.00 0.00
4 Trash Rack 8.87 0.00 240.70 1.70 0.00 1.80 239.08 0.08 0 00:09 0 00:00 0.00 0.00

Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)
1 Link-05 126.08 238.88 0.00 238.64 0.10 0.24 0.1900 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
2 Link-06 10.61 238.54 0.00 238.50 0.00 0.04 0.3800 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
3 Pond_Outlet_Pipe 5.17 239.00 0.00 238.98 0.10 0.02 0.3900 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
4 Pre-Outfall 280.80 0.00-236.50 0.00-238.50 0.00 0.0000 Dummy 0.000 0.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1

Pipe Results
SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs)(days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 Link-05 8.86 0 00:09 9.87 0.90 3.60 0.58 1.46 0.73 0.00 Calculated
2 Link-06 8.86 0 00:09 13.89 0.64 4.32 0.04 1.24 0.62 0.00 Calculated
3 Pond_Outlet_Pipe 8.87 0 00:08 14.07 0.63 3.36 0.03 1.60 0.80 0.00 Calculated
4 Pre-Outfall 35.66 0 00:05 0.00 0.63 0.00 1.60 0.80 0.00 Calculated

Storage Nodes
Storage Node:Stor-01
Input Data
Invert Elevation(ft) 240.25
Max(Rim)Elevation(ft) 242.5
Max(Rim)Offset(ft) 2.25
Initial Water Elevation(ft) 240.25
Initial Water Depth(ft) 0
Ponded Area(ft2) 19260.7
Evaporation Loss 0
Storage Area Volume Curves
Storage Curve:Love's Pond
Stage Storage Storage
Area Volume
(ft) (ft2) (ft3)
0 19260.7 0
0.25 19310 4821.33
0.5 19359.3 9654.99
0.75 19408.7 14500.98
1.75 19606.3 34008.46
2.25 20800.5 44110.17

Storage Area Volume Curves
Storage Volume(ft')
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000
2.25 ..._........ _.......... ........_..... ...................... =2.25
2.2 .. .................................................................t..............................._..............................._................................................................................................... ............................... .........._ _.. =2.2
•
..............................................................t.................................t................................................................................................... ......................... ....._ _.......... ....__ _._._.. -2.15
2.1-._.__.........................1.................................._..............................._................................_..................................................................._........................ .................................. _ 2.1
2.05:1...__.........................................................._..............................._................................_................................_................................... .........................._.............................. .............___......-2.05
2-., _.............................................................t.................................t................................................................................ ....................................................t. ...................... .............___.. -2
1.95-._.__............................................................_ - ..........................................................................F................................................_____-1.95
1.9=-`.................................................................a..............................._t.............................._.' .................................................................................................._............ ................_...............____......-1.9
1.85-.. .......................................................................................................... ................._,..................................i............................. ......................._ _.................... ...........__.__.. 1.85
...................._.............._._...._................_........... ....._i................................................................................................. ......................... ..._.................... ............._.__.. .-1.8
...................._............._._._._......... .._._...._._._............._.................._._.........__......._._._...............__._._....................._._.............._._............_......._.................._ _ ............._..._......_1.75
1.7 .............................._..............................................._._............................................._................................_..............................................._._............ ......._.................... 11.7
1.65-',_.._....._._............._....._._..............._.....?........................_._......................_._........._•
.........._._._..............._..._._..............._...._............... ._............................_._._........ _ ..._._...__._........_1.65
1.6-, ................................................................................................................................................................................................................................................................................................. :i.e.6
1.55-'.. ................................. .............................. ....................._.=1.55
1.5= .._..........................._ ........................... ._.........................................................................................____=1.5
1.45-.. ..............................................................t.................................t......................................................................................_....... ......................... ......................... .................._.. =1.45
.. ...............................................................t.................................t................................................................................... ............ .........................H. ......................... .................._.. -1.4
1.35- ...__..........................................................._..............................._............................................................................ .........................................................................................__...................__......=1.35
1.3j._.__........................................................_..............................._....................................................................€ ................_......-1.3
1.25 _-...__...........................................................t.................................t............................................................... ................................. ......................... ......................... ...............__.. -1.25
w1.2_.,__-........................................................_..............................._.................................................................................................................................. ......................... ...............__......-1.2 w
y115=-'.,_.__.........................................................................................._................................_.............. ..............._................................_.............................. _ ......................... _ .............___......-1.15 y
m1.1 . .................................. ........................t..............................._t............................................................. ........................ ......................... ......................... ...........____.. -11. 0
jq1.05�..................................................................t.................................t................................... ............................................................. z 1.050,
1_ ..._..........................................................................................._............................ ...j......................................................................................................................................................__.__......=1
0.95 __........._..............._......_..............._......................_._......................_._....... .......__._...._._._........................................_.... .................._._.. ........._._._........ ..._._...__.__......_0.95
..........................._`........................._......................._._......................._._. ............._i_._._._.....................-_....................._.... ..............._._..... ......_._.............. _._......__....... =0.9
0.85- _................................................................ € ........................._.=0.85
0.75 ... ........................ ...................................t............................. .a................................-............................. ........................ ......................... ......................... .................._.. =0.75
0.7-I,__........................_..................................}....................................................................................................................................................................................................._}......................_.....=0.7
0.65- ..._................... ......................................__............... ............._......................................................................................................................................................................__....................__......=0.65
0.6 J ...........................................................t........ ......................t..................................i............................................................... ......................... ......................... ...............__.. -0.6
0.55 1,_. _._._._ _.........:................................_t.. .........................._t..................................................................._.....................................................................t............................. ................__......-0.55
0.5 J _._.......i.........................«...........................t................................................................................................................«....................... .. .. _.. -0.5
0.45 L_..............__................................... ......................................_................................_................................_................................_.............................. ......................... ................_...... 0.45
0.4......................._........................................._..............................._................................_................................_................................_............................................................... _ ...............__......-0.4
0.35. _._ .... __ ..........t.........................t........................................................................................................«..................... ...........___.. -0.35
0.3 _._ __..........;...........................a..........................................................................................................................................4..............____......-0.3
0.25 .............................................................................................................................._..........................._..............____......-0.25
0.2. ....................................................................................................... .................................................................................................................................. .0.2...
0.153 _._._._.........................._................................_................................••••••................................................................_.........................................................._.............__.__......=0.15
0.1 _.. ........ _......... ... ...._... ._....__=0.1
0.05-I, ..._......_...._........................__•......................._._..................._._......................_._......................_........................_._......................_._...................._._......................._.............._._.=0.05
19,300 19,400 19,500 19,600 19,700 19,800 19,900 20,000 20,100 20,200 20,300 20,400 20,500 20,600 20,700 20,800
Storage Area(ft')
- Storage Area - Storage Volume 1

Storage Node:Stor-01 (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Weir-01 Rectangular No 240.25 0.00 16.00 2.25 3.33
Output Summary Results
Peak Inflow(cfs) 41.74
Peak Lateral Inflow(cfs) 41.74
Peak Outflow(cfs) 8.87
Peak Exfiltration Flow Rate(cfm) 0
Max HGL Elevation Attained(ft) 240.75
Max HGL Depth Attained(ft) 0.5
Average HGL Elevation Attained(ft) 240.26
Average HGL Depth Attained(ft) 0.01
Time of Max HGL Occurrence(days hh:mm) 0 00:09
Total Exfiltration Volume(1000-ft3) 0
Total Flooded Volume(ac-in) 0
Total Time Flooded(min) 0
Total Retention Time(sec) 0

Project Description
File Name Loves Dunn,NC R4.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
Hydrology Method Rational
Time of Concentration(TOC)Method SCS TR-55
Link Routing Method Hydrodynamic
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods NO
Analysis Options
Start Analysis On 00:00:00 00:00:00
End Analysis On 00:00:00 00:00:00
Start Reporting On 00:00:00 00:00:00
Antecedent Dry Days 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss
Reporting Time Step 0 00:05:00 days hh:mm:ss
Routing Time Step 30 seconds
Number of Elements
Qty
Rain Gages 0
Subbasins 2
Nodes 7
Junctions 4
Outfalls 2
Flow Diversions 0
Inlets 0
Storage Nodes 1
Links 5
Channels 0
Pipes 4
Pumps 0
Orifices 0
Weirs 1
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
Return Period 5 year(s)

Subbasin Summary
SN Subbasin Area Weighted Total Total Total Peak Time of
ID Runoff Rainfall Runoff Runoff Runoff Concentration
Coefficient Volume
(ac) (in) (in) (ac-in) (cfs)(days hh:mm:ss)
1 POST-DEV 9.55 0.7100 0.59 0.42 4.03 48.35 0 00:05:00
2 PRE-DEV 10.93 0.5300 0.59 0.32 3.44 41.30 0 00:05:00

Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft2) (cfs) (ft) (ft) (ft)(days hh:mm) (ac-in) (min)
1 01-Jun Junction 236.50 240.50 236.50 240.50 20.00 41.27 236.50 0.00 4.00 0 00:00 0.00 0.00
2 04-Jun Junction 238.88 242.50 238.88 242.50 20.00 9.58 240.58 0.00 1.92 0 00:00 0.00 0.00
3 05-Jun Junction 238.54 242.50 238.54 242.50 20.00 9.57 240.03 0.00 2.47 0 00:00 0.00 0.00
4 Trash Rack Junction 239.00 242.50 239.00 242.50 20.00 9.58 240.80 0.00 1.70 0 00:00 0.00 0.00
5 POST Outfall 238.50 9.57 239.61
6 PRE Outfall 238.50 41.27 238.50
7 Stor-01 Storage Node 240.25 242.50 240.25 ###### 48.31 240.84 0.00 0.00

Link Summary
SN Element Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)
1 Link-05 Pipe 04-Jun 05-Jun 126.08 238.88 238.64 0.1900 24.000 0.0130 9.57 9.87 0.97 3.68 1.54 0.77 0.00 Calculated
2 Link-06 Pipe 05-Jun POST 10.61 238.54 238.50 0.3800 24.000 0.0130 9.57 13.89 0.69 4.44 1.30 0.65 0.00 Calculated
3 Pond_Outlet_Pipe Pipe Trash_Rack 04-Jun 5.17 239.00 238.98 0.3900 24.000 0.0130 9.58 14.07 0.68 3.42 1.70 0.85 0.00 Calculated
4 Pre-Outfall Pipe 01-Jun PRE 280.80 0.00 0.00 0.0000 0.000 0.0150 41.27 0.00 0.68 0.00 1.70 0.85 0.00 Calculated
5 Weir-01 Weir Stor-01 Trash_Rack 240.25 239.00 9.58

Subbasin Hydrology
Subbasin:POST-DEV
Input Data
Area(ac) 9.55
Weighted Runoff Coefficient 0.71
Runoff Coefficient
Area Soil Runoff
Soil/Surface Description (acres) Group Coeff.
2.79 - 0.15
0.56 - 0.85
5.08 - 0.95
0.16 - 0.95
0.48 - 0.85
0.48 - 0.95
Composite Area&Weighted Runoff Coeff. 9.55 0.71
Time of Concentration
TOC Method:SCS TR-55
Sheet Flow Equation:
Tc=(0.007*((n*Lf)^0.8))/((P^0.5)*(Sf^0.4))
Where:
Tc=Time of Concentration(hr)
n =Manning's roughness
Lf=Flow Length(ft)
P =2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(Sf^0.5)(unpaved surface)
V=20.3282*(Sf^0.5)(paved surface)
V=15.0*(Sf^0.5)(grassed waterway surface)
V=10.0*(Sf^0.5)(nearly bare&unfilled surface)
V=9.0*(Sf^0.5)(cultivated straight rows surface)
V=7.0*(Sf^0.5)(short grass pasture surface)
V=5.0*(Sf^0.5)(woodland surface)
V=2.5*(Sf^0.5)(forest w/heavy litter surface)
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(Sf^0.5))/n
R=Aq/Wp
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
R=Hydraulic Radius(ft)
Aq=Flow Area(ftz)
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n=Manning's roughness
User-Defined TOC override(minutes):5.00
Subbasin Runoff Results
Total Rainfall(in) 0.59
Total Runoff(in) 0.42
Peak Runoff(cfs) 48.35
Rainfall Intensity 7.13
Weighted Runoff Coefficient 0.71
Time of Concentration(days hh:mm:ss) 0 00:05:00

Subbasin:POST-DEV
Runoff Hydrograph
50
48-
46-
44-
42-,
40
38
36
34-
32-
30-
y 28-
-- 26
0 24
22 -
20 -
18 -
16 -
14
12
10
8
6
4
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Subbasin:PRE-DEV
Input Data
Area(ac) 10.93
Weighted Runoff Coefficient 0.53
Runoff Coefficient
Area Soil Runoff
Soil/Surface Description (acres) Group Coeff.
5.71 - 0.15
0.48 - 0.85
4.12 0.95
0.28 0.95
0.34 - 0.9
Composite Area&Weighted Runoff Coeff. 10.93 0.53
Time of Concentration
User-Defined TOC override(minutes):5.00
Subbasin Runoff Results
Total Rainfall(in) 0.59
Total Runoff(in) 0.32
Peak Runoff(cfs) 41.3
Rainfall Intensity 7.13
Weighted Runoff Coefficient 0.53
Time of Concentration(days hh:mm:ss) 0 00:05:00

Subbasin:PRE-DEV
Runoff Hydrograph
44
42-
40-
38-
36
34-
32
30
28
26-
o P4.
22 -
o
S 20
ce
18
16
14
12-
10
8
6-
4-
2-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ftz) (in)
1 01-Jun 236.50 240.50 4.00 236.50 0.00 240.50 0.00 20.00 0.00
2 04-Jun 238.88 242.50 3.62 238.88 0.00 242.50 0.00 20.00 0.00
3 05-Jun 238.54 242.50 3.96 238.54 0.00 242.50 0.00 20.00 0.00
4 Trash_Rack 239.00 242.50 3.50 239.00 0.00 242.50 0.00 20.00 0.00

Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft)(days hh:mm)(days hh:mm) (ac-in) (min)
1 01-Jun 41.27 41.27 236.50 0.00 0.00 4.00 236.50 0.00 0 00:00 0 00:00 0.00 0.00
2 04-Jun 9.58 0.00 240.58 1.70 0.00 1.92 238.97 0.09 0 00:09 0 00:00 0.00 0.00
3 05-Jun 9.57 0.00 240.03 1.49 0.00 2.47 238.62 0.08 0 00:09 0 00:00 0.00 0.00
4 Trash Rack 9.58 0.00 240.80 1.80 0.00 1.70 239.09 0.09 0 00:09 0 00:00 0.00 0.00

Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)
1 Link-05 126.08 238.88 0.00 238.64 0.10 0.24 0.1900 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
2 Link-06 10.61 238.54 0.00 238.50 0.00 0.04 0.3800 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
3 Pond_Outlet_Pipe 5.17 239.00 0.00 238.98 0.10 0.02 0.3900 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
4 Pre-Outfall 280.80 0.00-236.50 0.00-238.50 0.00 0.0000 Dummy 0.000 0.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1

Pipe Results
SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs)(days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 Link-05 9.57 0 00:09 9.87 0.97 3.68 0.57 1.54 0.77 0.00 Calculated
2 Link-06 9.57 0 00:09 13.89 0.69 4.44 0.04 1.30 0.65 0.00 Calculated
3 Pond_Outlet_Pipe 9.58 0 00:09 14.07 0.68 3.42 0.03 1.70 0.85 0.00 Calculated
4 Pre-Outfall 41.27 0 00:05 0.00 0.68 0.00 1.70 0.85 0.00 Calculated

Storage Nodes
Storage Node:Stor-01
Input Data
Invert Elevation(ft) 240.25
Max(Rim)Elevation(ft) 242.5
Max(Rim)Offset(ft) 2.25
Initial Water Elevation(ft) 240.25
Initial Water Depth(ft) 0
Ponded Area(ft2) 19260.7
Evaporation Loss 0
Storage Area Volume Curves
Storage Curve:Love's Pond
Stage Storage Storage
Area Volume
(ft) (ft2) (ft3)
0 19260.7 0
0.25 19310 4821.33
0.5 19359.3 9654.99
0.75 19408.7 14500.98
1.75 19606.3 34008.46
2.25 20800.5 44110.17

Storage Area Volume Curves
Storage Volume(ft')
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000
2.25 ..._........ _.......... ........_..... ...................... =2.25
2.2 .. .................................................................t..............................._..............................._................................................................................................... ............................... .........._ _.. =2.2
•
..............................................................t.................................t................................................................................................... ......................... ....._ _.......... ....__ _._._.. -2.15
2.1-._.__.........................1.................................._..............................._................................_..................................................................._........................ .................................. _ 2.1
2.05:1...__.........................................................._..............................._................................_................................_................................... .........................._.............................. .............___......-2.05
2-., _.............................................................t.................................t................................................................................ ....................................................t. ...................... .............___.. -2
1.95-._.__............................................................_ - ..........................................................................F................................................_____-1.95
1.9=-`.................................................................a..............................._t.............................._.' .................................................................................................._............ ................_...............____......-1.9
1.85-.. .......................................................................................................... ................._,..................................i............................. ......................._ _.................... ...........__.__.. 1.85
...................._.............._._...._................_........... ....._i................................................................................................. ......................... ..._.................... ............._.__.. .-1.8
...................._............._._._._......... .._._...._._._............._.................._._.........__......._._._...............__._._....................._._.............._._............_......._.................._ _ ............._..._......_1.75
1.7 .............................._..............................................._._............................................._................................_..............................................._._............ ......._.................... 11.7
1.65-',_.._....._._............._....._._..............._.....?........................_._......................_._........._•
.........._._._..............._..._._..............._...._............... ._............................_._._........ _ ..._._...__._........_1.65
1.6-, ................................................................................................................................................................................................................................................................................................. :i.e.6
1.55-'.. ................................. .............................. ....................._.=1.55
1.5= .._..........................._ ........................... ._.........................................................................................____=1.5
1.45-.. ..............................................................t.................................t......................................................................................_....... ......................... ......................... .................._.. =1.45
.. ...............................................................t.................................t................................................................................... ............ .........................H. ......................... .................._.. -1.4
1.35- ...__..........................................................._..............................._............................................................................ .........................................................................................__...................__......=1.35
1.3j._.__........................................................_..............................._....................................................................€ ................_......-1.3
1.25 _-...__...........................................................t.................................t............................................................... ................................. ......................... ......................... ...............__.. -1.25
w1.2_.,__-........................................................_..............................._.................................................................................................................................. ......................... ...............__......-1.2 w
y115=-'.,_.__.........................................................................................._................................_.............. ..............._................................_.............................. _ ......................... _ .............___......-1.15 y
m1.1 . .................................. ........................t..............................._t............................................................. ........................ ......................... ......................... ...........____.. -11. 0
jq1.05�..................................................................t.................................t................................... ............................................................. z 1.050,
1_ ..._..........................................................................................._............................ ...j......................................................................................................................................................__.__......=1
0.95 __........._..............._......_..............._......................_._......................_._....... .......__._...._._._........................................_.... .................._._.. ........._._._........ ..._._...__.__......_0.95
..........................._`........................._......................._._......................._._. ............._i_._._._.....................-_....................._.... ..............._._..... ......_._.............. _._......__....... =0.9
0.85- _................................................................ € ........................._.=0.85
0.75 ... ........................ ...................................t............................. .a................................-............................. ........................ ......................... ......................... .................._.. =0.75
0.7-I,__........................_..................................}....................................................................................................................................................................................................._}......................_.....=0.7
0.65- ..._................... ......................................__............... ............._......................................................................................................................................................................__....................__......=0.65
0.6 J ...........................................................t........ ......................t..................................i............................................................... ......................... ......................... ...............__.. -0.6
0.55 1,_. _._._._ _.........:................................_t.. .........................._t..................................................................._.....................................................................t............................. ................__......-0.55
0.5 J _._.......i.........................«...........................t................................................................................................................«....................... .. .. _.. -0.5
0.45 L_..............__................................... ......................................_................................_................................_................................_.............................. ......................... ................_...... 0.45
0.4......................._........................................._..............................._................................_................................_................................_............................................................... _ ...............__......-0.4
0.35. _._ .... __ ..........t.........................t........................................................................................................«..................... ...........___.. -0.35
0.3 _._ __..........;...........................a..........................................................................................................................................4..............____......-0.3
0.25 .............................................................................................................................._..........................._..............____......-0.25
0.2. ....................................................................................................... .................................................................................................................................. .0.2...
0.153 _._._._.........................._................................_................................••••••................................................................_.........................................................._.............__.__......=0.15
0.1 _.. ........ _......... ... ...._... ._....__=0.1
0.05-I, ..._......_...._........................__•......................._._..................._._......................_._......................_........................_._......................_._...................._._......................._.............._._.=0.05
19,300 19,400 19,500 19,600 19,700 19,800 19,900 20,000 20,100 20,200 20,300 20,400 20,500 20,600 20,700 20,800
Storage Area(ft')
- Storage Area - Storage Volume 1

Storage Node:Stor-01 (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Weir-01 Rectangular No 240.25 0.00 16.00 2.25 3.33
Output Summary Results
Peak Inflow(cfs) 48.31
Peak Lateral Inflow(cfs) 48.31
Peak Outflow(cfs) 9.58
Peak Exfiltration Flow Rate(cfm) 0
Max HGL Elevation Attained(ft) 240.84
Max HGL Depth Attained(ft) 0.59
Average HGL Elevation Attained(ft) 240.27
Average HGL Depth Attained(ft) 0.02
Time of Max HGL Occurrence(days hh:mm) 0 00:09
Total Exfiltration Volume(1000-ft3) 0
Total Flooded Volume(ac-in) 0
Total Time Flooded(min) 0
Total Retention Time(sec) 0

Project Description
File Name Loves Dunn,NC R4.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
Hydrology Method Rational
Time of Concentration(TOC)Method SCS TR-55
Link Routing Method Hydrodynamic
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods NO
Analysis Options
Start Analysis On 00:00:00 00:00:00
End Analysis On 00:00:00 00:00:00
Start Reporting On 00:00:00 00:00:00
Antecedent Dry Days 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss
Reporting Time Step 0 00:05:00 days hh:mm:ss
Routing Time Step 30 seconds
Number of Elements
Qty
Rain Gages 0
Subbasins 2
Nodes 7
Junctions 4
Outfalls 2
Flow Diversions 0
Inlets 0
Storage Nodes 1
Links 5
Channels 0
Pipes 4
Pumps 0
Orifices 0
Weirs 1
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
Return Period 10 year(s)

Subbasin Summary
SN Subbasin Area Weighted Total Total Total Peak Time of
ID Runoff Rainfall Runoff Runoff Runoff Concentration
Coefficient Volume
(ac) (in) (in) (ac-in) (cfs)(days hh:mm:ss)
1 POST-DEV 9.55 0.7100 0.66 0.47 4.47 53.63 0 00:05:00
2 PRE-DEV 10.93 0.5300 0.66 0.35 3.81 45.82 0 00:05:00

Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft2) (cfs) (ft) (ft) (ft)(days hh:mm) (ac-in) (min)
1 01-Jun Junction 236.50 240.50 236.50 240.50 20.00 45.79 236.50 0.00 4.00 0 00:00 0.00 0.00
2 04-Jun Junction 238.88 242.50 238.88 242.50 20.00 10.16 240.65 0.00 1.85 0 00:00 0.00 0.00
3 05-Jun Junction 238.54 242.50 238.54 242.50 20.00 10.12 240.08 0.00 2.42 0 00:00 0.00 0.00
4 Trash Rack Junction 239.00 242.50 239.00 242.50 20.00 10.72 240.88 0.00 1.62 0 00:00 0.00 0.00
5 POST Outfall 238.50 10.12 239.64
6 PRE Outfall 238.50 45.79 238.50
7 Stor-01 Storage Node 240.25 242.50 240.25 ###### 53.60 240.91 0.00 0.00

Link Summary
SN Element Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)
1 Link-05 Pipe 04-Jun 05-Jun 126.08 238.88 238.64 0.1900 24.000 0.0130 10.12 9.87 1.03 3.75 1.60 0.80 0.00>CAPACITY
2 Link-06 Pipe 05-Jun POST 10.61 238.54 238.50 0.3800 24.000 0.0130 10.12 13.89 0.73 4.52 1.34 0.67 0.00 Calculated
3 Pond_Outlet_Pipe Pipe Trash_Rack 04-Jun 5.17 239.00 238.98 0.3900 24.000 0.0130 10.16 14.07 0.72 3.48 1.77 0.89 0.00 Calculated
4 Pre-Outfall Pipe 01-Jun PRE 280.80 0.00 0.00 0.0000 0.000 0.0150 45.79 0.00 0.72 0.00 1.77 0.89 0.00 Calculated
5 Weir-01 Weir Stor-01 Trash_Rack 240.25 239.00 10.72

Subbasin Hydrology
Subbasin:POST-DEV
Input Data
Area(ac) 9.55
Weighted Runoff Coefficient 0.71
Runoff Coefficient
Area Soil Runoff
Soil/Surface Description (acres) Group Coeff.
2.79 - 0.15
0.56 - 0.85
5.08 - 0.95
0.16 - 0.95
0.48 - 0.85
0.48 - 0.95
Composite Area&Weighted Runoff Coeff. 9.55 0.71
Time of Concentration
TOC Method:SCS TR-55
Sheet Flow Equation:
Tc=(0.007*((n*Lf)^0.8))/((P^0.5)*(Sf^0.4))
Where:
Tc=Time of Concentration(hr)
n =Manning's roughness
Lf=Flow Length(ft)
P =2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(Sf^0.5)(unpaved surface)
V=20.3282*(Sf^0.5)(paved surface)
V=15.0*(Sf^0.5)(grassed waterway surface)
V=10.0*(Sf^0.5)(nearly bare&unfilled surface)
V=9.0*(Sf^0.5)(cultivated straight rows surface)
V=7.0*(Sf^0.5)(short grass pasture surface)
V=5.0*(Sf^0.5)(woodland surface)
V=2.5*(Sf^0.5)(forest w/heavy litter surface)
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(Sf^0.5))/n
R=Aq/Wp
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
R=Hydraulic Radius(ft)
Aq=Flow Area(ftz)
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n=Manning's roughness
User-Defined TOC override(minutes):5.00
Subbasin Runoff Results
Total Rainfall(in) 0.66
Total Runoff(in) 0.47
Peak Runoff(cfs) 53.63
Rainfall Intensity 7.91
Weighted Runoff Coefficient 0.71
Time of Concentration(days hh:mm:ss) 0 00:05:00

Subbasin:POST-DEV
Runoff Hydrograph
54
52-
50-
48ll
461
44
42
40
38
36
34
32
y 30
U
28
0 26 —
C
ce
22 -
20 -
18 —
16 -
14
12
10
6
4
2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Subbasin:PRE-DEV
Input Data
Area(ac) 10.93
Weighted Runoff Coefficient 0.53
Runoff Coefficient
Area Soil Runoff
Soil/Surface Description (acres) Group Coeff.
5.71 - 0.15
0.48 - 0.85
4.12 0.95
0.28 0.95
0.34 - 0.9
Composite Area&Weighted Runoff Coeff. 10.93 0.53
Time of Concentration
User-Defined TOC override(minutes):5.00
Subbasin Runoff Results
Total Rainfall(in) 0.66
Total Runoff(in) 0.35
Peak Runoff(cfs) 45.82
Rainfall Intensity 7.91
Weighted Runoff Coefficient 0.53
Time of Concentration(days hh:mm:ss) 0 00:05:00

Subbasin:PRE-DEV
Runoff Hydrograph
48
46-
44-
42-
40-
38
36
34
32
30
28
N
U 26
24 -
O
g 22
K 20
18
16 -
14
12-
10-
8
6-
4-
2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ftz) (in)
1 01-Jun 236.50 240.50 4.00 236.50 0.00 240.50 0.00 20.00 0.00
2 04-Jun 238.88 242.50 3.62 238.88 0.00 242.50 0.00 20.00 0.00
3 05-Jun 238.54 242.50 3.96 238.54 0.00 242.50 0.00 20.00 0.00
4 Trash_Rack 239.00 242.50 3.50 239.00 0.00 242.50 0.00 20.00 0.00

Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft)(days hh:mm)(days hh:mm) (ac-in) (min)
1 01-Jun 45.79 45.79 236.50 0.00 0.00 4.00 236.50 0.00 0 00:00 0 00:00 0.00 0.00
2 04-Jun 10.16 0.00 240.65 1.77 0.00 1.85 238.98 0.10 0 00:09 0 00:00 0.00 0.00
3 05-Jun 10.12 0.00 240.08 1.54 0.00 2.42 238.62 0.08 0 00:09 0 00:00 0.00 0.00
4 Trash Rack 10.72 0.00 240.88 1.88 0.00 1.62 239.09 0.09 0 00:09 0 00:00 0.00 0.00

Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)
1 Link-05 126.08 238.88 0.00 238.64 0.10 0.24 0.1900 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
2 Link-06 10.61 238.54 0.00 238.50 0.00 0.04 0.3800 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
3 Pond_Outlet_Pipe 5.17 239.00 0.00 238.98 0.10 0.02 0.3900 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
4 Pre-Outfall 280.80 0.00-236.50 0.00-238.50 0.00 0.0000 Dummy 0.000 0.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1

Pipe Results
SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs)(days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 Link-05 10.12 0 00:09 9.87 1.03 3.75 0.56 1.60 0.80 0.00 >CAPACITY
2 Link-06 10.12 0 00:09 13.89 0.73 4.52 0.04 1.34 0.67 0.00 Calculated
3 Pond_Outlet_Pipe 10.16 0 00:09 14.07 0.72 3.48 0.02 1.77 0.89 0.00 Calculated
4 Pre-Outfall 45.79 0 00:05 0.00 0.72 0.00 1.77 0.89 0.00 Calculated

Storage Nodes
Storage Node:Stor-01
Input Data
Invert Elevation(ft) 240.25
Max(Rim)Elevation(ft) 242.5
Max(Rim)Offset(ft) 2.25
Initial Water Elevation(ft) 240.25
Initial Water Depth(ft) 0
Ponded Area(ft2) 19260.7
Evaporation Loss 0
Storage Area Volume Curves
Storage Curve:Love's Pond
Stage Storage Storage
Area Volume
(ft) (ft2) (ft3)
0 19260.7 0
0.25 19310 4821.33
0.5 19359.3 9654.99
0.75 19408.7 14500.98
1.75 19606.3 34008.46
2.25 20800.5 44110.17

Storage Area Volume Curves
Storage Volume(ft')
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000
2.25 ..._........ _.......... ........_..... ...................... =2.25
2.2 .. .................................................................t..............................._..............................._................................................................................................... ............................... .........._ _.. =2.2
•
..............................................................t.................................t................................................................................................... ......................... ....._ _.......... ....__ _._._.. -2.15
2.1-._.__.........................1.................................._..............................._................................_..................................................................._........................ .................................. _ 2.1
2.05:1...__.........................................................._..............................._................................_................................_................................... .........................._.............................. .............___......-2.05
2-., _.............................................................t.................................t................................................................................ ....................................................t. ...................... .............___.. -2
1.95-._.__............................................................_ - ..........................................................................F................................................_____-1.95
1.9=-`.................................................................a..............................._t.............................._.' .................................................................................................._............ ................_...............____......-1.9
1.85-.. .......................................................................................................... ................._,..................................i............................. ......................._ _.................... ...........__.__.. 1.85
...................._.............._._...._................_........... ....._i................................................................................................. ......................... ..._.................... ............._.__.. .-1.8
...................._............._._._._......... .._._...._._._............._.................._._.........__......._._._...............__._._....................._._.............._._............_......._.................._ _ ............._..._......_1.75
1.7 .............................._..............................................._._............................................._................................_..............................................._._............ ......._.................... 11.7
1.65-',_.._....._._............._....._._..............._.....?........................_._......................_._........._•
.........._._._..............._..._._..............._...._............... ._............................_._._........ _ ..._._...__._........_1.65
1.6-, ................................................................................................................................................................................................................................................................................................. :i.e.6
1.55-'.. ................................. .............................. ....................._.=1.55
1.5= .._..........................._ ........................... ._.........................................................................................____=1.5
1.45-.. ..............................................................t.................................t......................................................................................_....... ......................... ......................... .................._.. =1.45
.. ...............................................................t.................................t................................................................................... ............ .........................H. ......................... .................._.. -1.4
1.35- ...__..........................................................._..............................._............................................................................ .........................................................................................__...................__......=1.35
1.3j._.__........................................................_..............................._....................................................................€ ................_......-1.3
1.25 _-...__...........................................................t.................................t............................................................... ................................. ......................... ......................... ...............__.. -1.25
w1.2_.,__-........................................................_..............................._.................................................................................................................................. ......................... ...............__......-1.2 w
y115=-'.,_.__.........................................................................................._................................_.............. ..............._................................_.............................. _ ......................... _ .............___......-1.15 y
m1.1 . .................................. ........................t..............................._t............................................................. ........................ ......................... ......................... ...........____.. -11. 0
jq1.05�..................................................................t.................................t................................... ............................................................. z 1.050,
1_ ..._..........................................................................................._............................ ...j......................................................................................................................................................__.__......=1
0.95 __........._..............._......_..............._......................_._......................_._....... .......__._...._._._........................................_.... .................._._.. ........._._._........ ..._._...__.__......_0.95
..........................._`........................._......................._._......................._._. ............._i_._._._.....................-_....................._.... ..............._._..... ......_._.............. _._......__....... =0.9
0.85- _................................................................ € ........................._.=0.85
0.75 ... ........................ ...................................t............................. .a................................-............................. ........................ ......................... ......................... .................._.. =0.75
0.7-I,__........................_..................................}....................................................................................................................................................................................................._}......................_.....=0.7
0.65- ..._................... ......................................__............... ............._......................................................................................................................................................................__....................__......=0.65
0.6 J ...........................................................t........ ......................t..................................i............................................................... ......................... ......................... ...............__.. -0.6
0.55 1,_. _._._._ _.........:................................_t.. .........................._t..................................................................._.....................................................................t............................. ................__......-0.55
0.5 J _._.......i.........................«...........................t................................................................................................................«....................... .. .. _.. -0.5
0.45 L_..............__................................... ......................................_................................_................................_................................_.............................. ......................... ................_...... 0.45
0.4......................._........................................._..............................._................................_................................_................................_............................................................... _ ...............__......-0.4
0.35. _._ .... __ ..........t.........................t........................................................................................................«..................... ...........___.. -0.35
0.3 _._ __..........;...........................a..........................................................................................................................................4..............____......-0.3
0.25 .............................................................................................................................._..........................._..............____......-0.25
0.2. ....................................................................................................... .................................................................................................................................. .0.2...
0.153 _._._._.........................._................................_................................••••••................................................................_.........................................................._.............__.__......=0.15
0.1 _.. ........ _......... ... ...._... ._....__=0.1
0.05-I, ..._......_...._........................__•......................._._..................._._......................_._......................_........................_._......................_._...................._._......................._.............._._.=0.05
19,300 19,400 19,500 19,600 19,700 19,800 19,900 20,000 20,100 20,200 20,300 20,400 20,500 20,600 20,700 20,800
Storage Area(ft')
- Storage Area - Storage Volume 1

Storage Node:Stor-01 (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Weir-01 Rectangular No 240.25 0.00 16.00 2.25 3.33
Output Summary Results
Peak Inflow(cfs) 53.6
Peak Lateral Inflow(cfs) 53.6
Peak Outflow(cfs) 10.72
Peak Exfiltration Flow Rate(cfm) 0
Max HGL Elevation Attained(ft) 240.91
Max HGL Depth Attained(ft) 0.66
Average HGL Elevation Attained(ft) 240.27
Average HGL Depth Attained(ft) 0.02
Time of Max HGL Occurrence(days hh:mm) 0 00:09
Total Exfiltration Volume(1000-ft3) 0
Total Flooded Volume(ac-in) 0
Total Time Flooded(min) 0
Total Retention Time(sec) 0

Project Description
File Name Loves Dunn,NC R4.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
Hydrology Method Rational
Time of Concentration(TOC)Method SCS TR-55
Link Routing Method Hydrodynamic
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods NO
Analysis Options
Start Analysis On 00:00:00 00:00:00
End Analysis On 00:00:00 00:00:00
Start Reporting On 00:00:00 00:00:00
Antecedent Dry Days 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss
Reporting Time Step 0 00:05:00 days hh:mm:ss
Routing Time Step 30 seconds
Number of Elements
Qty
Rain Gages 0
Subbasins 2
Nodes 7
Junctions 4
Outfalls 2
Flow Diversions 0
Inlets 0
Storage Nodes 1
Links 5
Channels 0
Pipes 4
Pumps 0
Orifices 0
Weirs 1
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
Return Period 25 year(s)

Subbasin Summary
SN Subbasin Area Weighted Total Total Total Peak Time of
ID Runoff Rainfall Runoff Runoff Runoff Concentration
Coefficient Volume
(ac) (in) (in) (ac-in) (cfs)(days hh:mm:ss)
1 POST-DEV 9.55 0.7100 0.73 0.52 4.98 59.74 0 00:05:00
2 PRE-DEV 10.93 0.5300 0.73 0.39 4.25 51.04 0 00:05:00

Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft2) (cfs) (ft) (ft) (ft)(days hh:mm) (ac-in) (min)
1 01-Jun Junction 236.50 240.50 236.50 240.50 20.00 51.02 236.50 0.00 4.00 0 00:00 0.00 0.00
2 04-Jun Junction 238.88 242.50 238.88 242.50 20.00 10.76 240.73 0.00 1.77 0 00:00 0.00 0.00
3 05-Jun Junction 238.54 242.50 238.54 242.50 20.00 10.74 240.14 0.00 2.36 0 00:00 0.00 0.00
4 Trash Rack Junction 239.00 242.50 239.00 242.50 20.00 11.52 240.96 0.00 1.54 0 00:00 0.00 0.00
5 POST Outfall 238.50 10.74 239.67
6 PRE Outfall 238.50 51.02 238.50
7 Stor-01 Storage Node 240.25 242.50 240.25 ###### 59.72 240.99 0.00 0.00

Link Summary
SN Element Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)
1 Link-05 Pipe 04-Jun 05-Jun 126.08 238.88 238.64 0.1900 24.000 0.0130 10.74 9.87 1.09 3.83 1.67 0.84 0.00>CAPACITY
2 Link-06 Pipe 05-Jun POST 10.61 238.54 238.50 0.3800 24.000 0.0130 10.74 13.89 0.77 4.62 1.39 0.69 0.00 Calculated
3 Pond_Outlet_Pipe Pipe Trash_Rack 04-Jun 5.17 239.00 238.98 0.3900 24.000 0.0130 10.76 14.07 0.76 3.55 1.85 0.93 0.00 Calculated
4 Pre-Outfall Pipe 01-Jun PRE 280.80 0.00 0.00 0.0000 0.000 0.0150 51.02 0.00 0.76 0.00 1.85 0.93 0.00 Calculated
5 Weir-01 Weir Stor-01 Trash_Rack 240.25 239.00 11.52

Subbasin Hydrology
Subbasin:POST-DEV
Input Data
Area(ac) 9.55
Weighted Runoff Coefficient 0.71
Runoff Coefficient
Area Soil Runoff
Soil/Surface Description (acres) Group Coeff.
2.79 - 0.15
0.56 - 0.85
5.08 - 0.95
0.16 - 0.95
0.48 - 0.85
0.48 - 0.95
Composite Area&Weighted Runoff Coeff. 9.55 0.71
Time of Concentration
TOC Method:SCS TR-55
Sheet Flow Equation:
Tc=(0.007*((n*Lf)^0.8))/((P^0.5)*(Sf^0.4))
Where:
Tc=Time of Concentration(hr)
n =Manning's roughness
Lf=Flow Length(ft)
P =2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(Sf^0.5)(unpaved surface)
V=20.3282*(Sf^0.5)(paved surface)
V=15.0*(Sf^0.5)(grassed waterway surface)
V=10.0*(Sf^0.5)(nearly bare&unfilled surface)
V=9.0*(Sf^0.5)(cultivated straight rows surface)
V=7.0*(Sf^0.5)(short grass pasture surface)
V=5.0*(Sf^0.5)(woodland surface)
V=2.5*(Sf^0.5)(forest w/heavy litter surface)
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(Sf^0.5))/n
R=Aq/Wp
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
R=Hydraulic Radius(ft)
Aq=Flow Area(ftz)
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n=Manning's roughness
User-Defined TOC override(minutes):5.00
Subbasin Runoff Results
Total Rainfall(in) 0.73
Total Runoff(in) 0.52
Peak Runoff(cfs) 59.74
Rainfall Intensity 8.81
Weighted Runoff Coefficient 0.71
Time of Concentration(days hh:mm:ss) 0 00:05:00

Subbasin:POST-DEV
Runoff Hydrograph
60-
58-
56-
54-
52-
50-
48
46
44
42
40
38
36:
y 34
32
30 -
c 28 -
ce 26 -
24 -
22 -
20 -
18
16 -
14
12
10
8
6-
4
2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Subbasin:PRE-DEV
Input Data
Area(ac) 10.93
Weighted Runoff Coefficient 0.53
Runoff Coefficient
Area Soil Runoff
Soil/Surface Description (acres) Group Coeff.
5.71 - 0.15
0.48 - 0.85
4.12 0.95
0.28 0.95
0.34 - 0.9
Composite Area&Weighted Runoff Coeff. 10.93 0.53
Time of Concentration
User-Defined TOC override(minutes):5.00
Subbasin Runoff Results
Total Rainfall(in) 0.73
Total Runoff(in) 0.39
Peak Runoff(cfs) 51.04
Rainfall Intensity 8.81
Weighted Runoff Coefficient 0.53
Time of Concentration(days hh:mm:ss) 0 00:05:00

Subbasin:PRE-DEV
Runoff Hydrograph
54
52-
50-
48-
46-
44
42
40
38
36
34
32
y 30
28
O 26ce
-
C
22 -
20
18 —
16 -
14
12
10
6
4
2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ftz) (in)
1 01-Jun 236.50 240.50 4.00 236.50 0.00 240.50 0.00 20.00 0.00
2 04-Jun 238.88 242.50 3.62 238.88 0.00 242.50 0.00 20.00 0.00
3 05-Jun 238.54 242.50 3.96 238.54 0.00 242.50 0.00 20.00 0.00
4 Trash_Rack 239.00 242.50 3.50 239.00 0.00 242.50 0.00 20.00 0.00

Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft)(days hh:mm)(days hh:mm) (ac-in) (min)
1 01-Jun 51.02 51.02 236.50 0.00 0.00 4.00 236.50 0.00 0 00:00 0 00:00 0.00 0.00
2 04-Jun 10.76 0.00 240.73 1.85 0.00 1.77 238.98 0.10 0 00:09 0 00:00 0.00 0.00
3 05-Jun 10.74 0.00 240.14 1.60 0.00 2.36 238.63 0.09 0 00:09 0 00:00 0.00 0.00
4 Trash Rack 11.52 0.00 240.96 1.96 0.00 1.54 239.10 0.10 0 00:09 0 00:00 0.00 0.00

Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)
1 Link-05 126.08 238.88 0.00 238.64 0.10 0.24 0.1900 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
2 Link-06 10.61 238.54 0.00 238.50 0.00 0.04 0.3800 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
3 Pond_Outlet_Pipe 5.17 239.00 0.00 238.98 0.10 0.02 0.3900 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
4 Pre-Outfall 280.80 0.00-236.50 0.00-238.50 0.00 0.0000 Dummy 0.000 0.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1

Pipe Results
SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs)(days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 Link-05 10.74 0 00:09 9.87 1.09 3.83 0.55 1.67 0.84 0.00 >CAPACITY
2 Link-06 10.74 0 00:09 13.89 0.77 4.62 0.04 1.39 0.69 0.00 Calculated
3 Pond_Outlet_Pipe 10.76 0 00:09 14.07 0.76 3.55 0.02 1.85 0.93 0.00 Calculated
4 Pre-Outfall 51.02 0 00:05 0.00 0.76 0.00 1.85 0.93 0.00 Calculated

Storage Nodes
Storage Node:Stor-01
Input Data
Invert Elevation(ft) 240.25
Max(Rim)Elevation(ft) 242.5
Max(Rim)Offset(ft) 2.25
Initial Water Elevation(ft) 240.25
Initial Water Depth(ft) 0
Ponded Area(ft2) 19260.7
Evaporation Loss 0
Storage Area Volume Curves
Storage Curve:Love's Pond
Stage Storage Storage
Area Volume
(ft) (ft2) (ft3)
0 19260.7 0
0.25 19310 4821.33
0.5 19359.3 9654.99
0.75 19408.7 14500.98
1.75 19606.3 34008.46
2.25 20800.5 44110.17

Storage Area Volume Curves
Storage Volume(ft')
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000
2.25 ..._........ _.......... ........_..... ...................... =2.25
2.2 .. .................................................................t..............................._..............................._................................................................................................... ............................... .........._ _.. =2.2
•
..............................................................t.................................t................................................................................................... ......................... ....._ _.......... ....__ _._._.. -2.15
2.1-._.__.........................1.................................._..............................._................................_..................................................................._........................ .................................. _ 2.1
2.05:1...__.........................................................._..............................._................................_................................_................................... .........................._.............................. .............___......-2.05
2-., _.............................................................t.................................t................................................................................ ....................................................t. ...................... .............___.. -2
1.95-._.__............................................................_ - ..........................................................................F................................................_____-1.95
1.9=-`.................................................................a..............................._t.............................._.' .................................................................................................._............ ................_...............____......-1.9
1.85-.. .......................................................................................................... ................._,..................................i............................. ......................._ _.................... ...........__.__.. 1.85
...................._.............._._...._................_........... ....._i................................................................................................. ......................... ..._.................... ............._.__.. .-1.8
...................._............._._._._......... .._._...._._._............._.................._._.........__......._._._...............__._._....................._._.............._._............_......._.................._ _ ............._..._......_1.75
1.7 .............................._..............................................._._............................................._................................_..............................................._._............ ......._.................... 11.7
1.65-',_.._....._._............._....._._..............._.....?........................_._......................_._........._•
.........._._._..............._..._._..............._...._............... ._............................_._._........ _ ..._._...__._........_1.65
1.6-, ................................................................................................................................................................................................................................................................................................. :i.e.6
1.55-'.. ................................. .............................. ....................._.=1.55
1.5= .._..........................._ ........................... ._.........................................................................................____=1.5
1.45-.. ..............................................................t.................................t......................................................................................_....... ......................... ......................... .................._.. =1.45
.. ...............................................................t.................................t................................................................................... ............ .........................H. ......................... .................._.. -1.4
1.35- ...__..........................................................._..............................._............................................................................ .........................................................................................__...................__......=1.35
1.3j._.__........................................................_..............................._....................................................................€ ................_......-1.3
1.25 _-...__...........................................................t.................................t............................................................... ................................. ......................... ......................... ...............__.. -1.25
w1.2_.,__-........................................................_..............................._.................................................................................................................................. ......................... ...............__......-1.2 w
y115=-'.,_.__.........................................................................................._................................_.............. ..............._................................_.............................. _ ......................... _ .............___......-1.15 y
m1.1 . .................................. ........................t..............................._t............................................................. ........................ ......................... ......................... ...........____.. -11. 0
jq1.05�..................................................................t.................................t................................... ............................................................. z 1.050,
1_ ..._..........................................................................................._............................ ...j......................................................................................................................................................__.__......=1
0.95 __........._..............._......_..............._......................_._......................_._....... .......__._...._._._........................................_.... .................._._.. ........._._._........ ..._._...__.__......_0.95
..........................._`........................._......................._._......................._._. ............._i_._._._.....................-_....................._.... ..............._._..... ......_._.............. _._......__....... =0.9
0.85- _................................................................ € ........................._.=0.85
0.75 ... ........................ ...................................t............................. .a................................-............................. ........................ ......................... ......................... .................._.. =0.75
0.7-I,__........................_..................................}....................................................................................................................................................................................................._}......................_.....=0.7
0.65- ..._................... ......................................__............... ............._......................................................................................................................................................................__....................__......=0.65
0.6 J ...........................................................t........ ......................t..................................i............................................................... ......................... ......................... ...............__.. -0.6
0.55 1,_. _._._._ _.........:................................_t.. .........................._t..................................................................._.....................................................................t............................. ................__......-0.55
0.5 J _._.......i.........................«...........................t................................................................................................................«....................... .. .. _.. -0.5
0.45 L_..............__................................... ......................................_................................_................................_................................_.............................. ......................... ................_...... 0.45
0.4......................._........................................._..............................._................................_................................_................................_............................................................... _ ...............__......-0.4
0.35. _._ .... __ ..........t.........................t........................................................................................................«..................... ...........___.. -0.35
0.3 _._ __..........;...........................a..........................................................................................................................................4..............____......-0.3
0.25 .............................................................................................................................._..........................._..............____......-0.25
0.2. ....................................................................................................... .................................................................................................................................. .0.2...
0.153 _._._._.........................._................................_................................••••••................................................................_.........................................................._.............__.__......=0.15
0.1 _.. ........ _......... ... ...._... ._....__=0.1
0.05-I, ..._......_...._........................__•......................._._..................._._......................_._......................_........................_._......................_._...................._._......................._.............._._.=0.05
19,300 19,400 19,500 19,600 19,700 19,800 19,900 20,000 20,100 20,200 20,300 20,400 20,500 20,600 20,700 20,800
Storage Area(ft')
- Storage Area - Storage Volume 1

Storage Node:Stor-01 (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Weir-01 Rectangular No 240.25 0.00 16.00 2.25 3.33
Output Summary Results
Peak Inflow(cfs) 59.72
Peak Lateral Inflow(cfs) 59.72
Peak Outflow(cfs) 11.52
Peak Exfiltration Flow Rate(cfm) 0
Max HGL Elevation Attained(ft) 240.99
Max HGL Depth Attained(ft) 0.74
Average HGL Elevation Attained(ft) 240.27
Average HGL Depth Attained(ft) 0.02
Time of Max HGL Occurrence(days hh:mm) 0 00:09
Total Exfiltration Volume(1000-ft3) 0
Total Flooded Volume(ac-in) 0
Total Time Flooded(min) 0
Total Retention Time(sec) 0

Project Description
File Name Loves Dunn,NC R4.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
Hydrology Method Rational
Time of Concentration(TOC)Method SCS TR-55
Link Routing Method Hydrodynamic
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods NO
Analysis Options
Start Analysis On 00:00:00 00:00:00
End Analysis On 00:00:00 00:00:00
Start Reporting On 00:00:00 00:00:00
Antecedent Dry Days 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss
Reporting Time Step 0 00:05:00 days hh:mm:ss
Routing Time Step 30 seconds
Number of Elements
Qty
Rain Gages 0
Subbasins 2
Nodes 7
Junctions 4
Outfalls 2
Flow Diversions 0
Inlets 0
Storage Nodes 1
Links 5
Channels 0
Pipes 4
Pumps 0
Orifices 0
Weirs 1
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
Return Period 50 year(s)

Subbasin Summary
SN Subbasin Area Weighted Total Total Total Peak Time of
ID Runoff Rainfall Runoff Runoff Runoff Concentration
Coefficient Volume
(ac) (in) (in) (ac-in) (cfs)(days hh:mm:ss)
1 POST-DEV 9.55 0.7100 0.79 0.56 5.36 64.35 0 00:05:00
2 PRE-DEV 10.93 0.5300 0.79 0.42 4.58 54.98 0 00:05:00

Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft2) (cfs) (ft) (ft) (ft)(days hh:mm) (ac-in) (min)
1 01-Jun Junction 236.50 240.50 236.50 240.50 20.00 54.95 236.50 0.00 4.00 0 00:00 0.00 0.00
2 04-Jun Junction 238.88 242.50 238.88 242.50 20.00 11.21 240.79 0.00 1.71 0 00:00 0.00 0.00
3 05-Jun Junction 238.54 242.50 238.54 242.50 20.00 11.20 240.18 0.00 2.32 0 00:00 0.00 0.00
4 Trash Rack Junction 239.00 242.50 239.00 242.50 20.00 11.66 241.02 0.00 1.48 0 00:00 0.00 0.00
5 POST Outfall 238.50 11.20 239.70
6 PRE Outfall 238.50 54.95 238.50
7 Stor-01 Storage Node 240.25 242.50 240.25 ###### 64.31 241.05 0.00 0.00

Link Summary
SN Element Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)
1 Link-05 Pipe 04-Jun 05-Jun 126.08 238.88 238.64 0.1900 24.000 0.0130 11.20 9.87 1.13 3.89 1.73 0.86 0.00>CAPACITY
2 Link-06 Pipe 05-Jun POST 10.61 238.54 238.50 0.3800 24.000 0.0130 11.20 13.89 0.81 4.69 1.42 0.71 0.00 Calculated
3 Pond_Outlet_Pipe Pipe Trash_Rack 04-Jun 5.17 239.00 238.98 0.3900 24.000 0.0130 11.21 14.07 0.80 3.63 1.90 0.95 0.00 Calculated
4 Pre-Outfall Pipe 01-Jun PRE 280.80 0.00 0.00 0.0000 0.000 0.0150 54.95 0.00 0.80 0.00 1.90 0.95 0.00 Calculated
5 Weir-01 Weir Stor-01 Trash_Rack 240.25 239.00 11.66

Subbasin Hydrology
Subbasin:POST-DEV
Input Data
Area(ac) 9.55
Weighted Runoff Coefficient 0.71
Runoff Coefficient
Area Soil Runoff
Soil/Surface Description (acres) Group Coeff.
2.79 - 0.15
0.56 - 0.85
5.08 - 0.95
0.16 - 0.95
0.48 - 0.85
0.48 - 0.95
Composite Area&Weighted Runoff Coeff. 9.55 0.71
Time of Concentration
TOC Method:SCS TR-55
Sheet Flow Equation:
Tc=(0.007*((n*Lf)^0.8))/((P^0.5)*(Sf^0.4))
Where:
Tc=Time of Concentration(hr)
n =Manning's roughness
Lf=Flow Length(ft)
P =2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(Sf^0.5)(unpaved surface)
V=20.3282*(Sf^0.5)(paved surface)
V=15.0*(Sf^0.5)(grassed waterway surface)
V=10.0*(Sf^0.5)(nearly bare&unfilled surface)
V=9.0*(Sf^0.5)(cultivated straight rows surface)
V=7.0*(Sf^0.5)(short grass pasture surface)
V=5.0*(Sf^0.5)(woodland surface)
V=2.5*(Sf^0.5)(forest w/heavy litter surface)
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(Sf^0.5))/n
R=Aq/Wp
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
R=Hydraulic Radius(ft)
Aq=Flow Area(ftz)
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n=Manning's roughness
User-Defined TOC override(minutes):5.00
Subbasin Runoff Results
Total Rainfall(in) 0.79
Total Runoff(in) 0.56
Peak Runoff(cfs) 64.35
Rainfall Intensity 9.49
Weighted Runoff Coefficient 0.71
Time of Concentration(days hh:mm:ss) 0 00:05:00

Subbasin:POST-DEV
Runoff Hydrograph
65
60-
55-
50
45 •
—
40—
N
1 35_ •
0
g 30 — •
25
20
15
10-
5_
I 1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Subbasin:PRE-DEV
Input Data
Area(ac) 10.93
Weighted Runoff Coefficient 0.53
Runoff Coefficient
Area Soil Runoff
Soil/Surface Description (acres) Group Coeff.
5.71 - 0.15
0.48 - 0.85
4.12 0.95
0.28 0.95
0.34 - 0.9
Composite Area&Weighted Runoff Coeff. 10.93 0.53
Time of Concentration
User-Defined TOC override(minutes):5.00
Subbasin Runoff Results
Total Rainfall(in) 0.79
Total Runoff(in) 0.42
Peak Runoff(cfs) 54.98
Rainfall Intensity 9.49
Weighted Runoff Coefficient 0.53
Time of Concentration(days hh:mm:ss) 0 00:05:00

Subbasin:PRE-DEV
Runoff Hydrograph
58
56-
54-
52-
50-
48
46
44
42
40
38
36
34
2 S2
30
0 28 -
c
26
ce
24 -
22
20 -
18 -
16
14 -
12
10
6
4
2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ftz) (in)
1 01-Jun 236.50 240.50 4.00 236.50 0.00 240.50 0.00 20.00 0.00
2 04-Jun 238.88 242.50 3.62 238.88 0.00 242.50 0.00 20.00 0.00
3 05-Jun 238.54 242.50 3.96 238.54 0.00 242.50 0.00 20.00 0.00
4 Trash_Rack 239.00 242.50 3.50 239.00 0.00 242.50 0.00 20.00 0.00

Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft)(days hh:mm)(days hh:mm) (ac-in) (min)
1 01-Jun 54.95 54.95 236.50 0.00 0.00 4.00 236.50 0.00 0 00:00 0 00:00 0.00 0.00
2 04-Jun 11.21 0.00 240.79 1.91 0.00 1.71 238.99 0.11 0 00:09 0 00:00 0.00 0.00
3 05-Jun 11.20 0.00 240.18 1.64 0.00 2.32 238.63 0.09 0 00:09 0 00:00 0.00 0.00
4 Trash Rack 11.66 0.00 241.02 2.02 0.00 1.48 239.10 0.10 0 00:09 0 00:00 0.00 0.00

Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)
1 Link-05 126.08 238.88 0.00 238.64 0.10 0.24 0.1900 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
2 Link-06 10.61 238.54 0.00 238.50 0.00 0.04 0.3800 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
3 Pond_Outlet_Pipe 5.17 239.00 0.00 238.98 0.10 0.02 0.3900 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
4 Pre-Outfall 280.80 0.00-236.50 0.00-238.50 0.00 0.0000 Dummy 0.000 0.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1

Pipe Results
SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs)(days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 Link-05 11.20 0 00:09 9.87 1.13 3.89 0.54 1.73 0.86 0.00 >CAPACITY
2 Link-06 11.20 0 00:09 13.89 0.81 4.69 0.04 1.42 0.71 0.00 Calculated
3 Pond_Outlet_Pipe 11.21 0 00:09 14.07 0.80 3.63 0.02 1.90 0.95 0.00 Calculated
4 Pre-Outfall 54.95 0 00:05 0.00 0.80 0.00 1.90 0.95 0.00 Calculated

Storage Nodes
Storage Node:Stor-01
Input Data
Invert Elevation(ft) 240.25
Max(Rim)Elevation(ft) 242.5
Max(Rim)Offset(ft) 2.25
Initial Water Elevation(ft) 240.25
Initial Water Depth(ft) 0
Ponded Area(ft2) 19260.7
Evaporation Loss 0
Storage Area Volume Curves
Storage Curve:Love's Pond
Stage Storage Storage
Area Volume
(ft) (ft2) (ft3)
0 19260.7 0
0.25 19310 4821.33
0.5 19359.3 9654.99
0.75 19408.7 14500.98
1.75 19606.3 34008.46
2.25 20800.5 44110.17

Storage Area Volume Curves
Storage Volume(ft')
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000
2.25 ..._........ _.......... ........_..... ...................... =2.25
2.2 .. .................................................................t..............................._..............................._................................................................................................... ............................... .........._ _.. =2.2
•
..............................................................t.................................t................................................................................................... ......................... ....._ _.......... ....__ _._._.. -2.15
2.1-._.__.........................1.................................._..............................._................................_..................................................................._........................ .................................. _ 2.1
2.05:1...__.........................................................._..............................._................................_................................_................................... .........................._.............................. .............___......-2.05
2-., _.............................................................t.................................t................................................................................ ....................................................t. ...................... .............___.. -2
1.95-._.__............................................................_ - ..........................................................................F................................................_____-1.95
1.9=-`.................................................................a..............................._t.............................._.' .................................................................................................._............ ................_...............____......-1.9
1.85-.. .......................................................................................................... ................._,..................................i............................. ......................._ _.................... ...........__.__.. 1.85
...................._.............._._...._................_........... ....._i................................................................................................. ......................... ..._.................... ............._.__.. .-1.8
...................._............._._._._......... .._._...._._._............._.................._._.........__......._._._...............__._._....................._._.............._._............_......._.................._ _ ............._..._......_1.75
1.7 .............................._..............................................._._............................................._................................_..............................................._._............ ......._.................... 11.7
1.65-',_.._....._._............._....._._..............._.....?........................_._......................_._........._•
.........._._._..............._..._._..............._...._............... ._............................_._._........ _ ..._._...__._........_1.65
1.6-, ................................................................................................................................................................................................................................................................................................. :i.e.6
1.55-'.. ................................. .............................. ....................._.=1.55
1.5= .._..........................._ ........................... ._.........................................................................................____=1.5
1.45-.. ..............................................................t.................................t......................................................................................_....... ......................... ......................... .................._.. =1.45
.. ...............................................................t.................................t................................................................................... ............ .........................H. ......................... .................._.. -1.4
1.35- ...__..........................................................._..............................._............................................................................ .........................................................................................__...................__......=1.35
1.3j._.__........................................................_..............................._....................................................................€ ................_......-1.3
1.25 _-...__...........................................................t.................................t............................................................... ................................. ......................... ......................... ...............__.. -1.25
w1.2_.,__-........................................................_..............................._.................................................................................................................................. ......................... ...............__......-1.2 w
y115=-'.,_.__.........................................................................................._................................_.............. ..............._................................_.............................. _ ......................... _ .............___......-1.15 y
m1.1 . .................................. ........................t..............................._t............................................................. ........................ ......................... ......................... ...........____.. -11. 0
jq1.05�..................................................................t.................................t................................... ............................................................. z 1.050,
1_ ..._..........................................................................................._............................ ...j......................................................................................................................................................__.__......=1
0.95 __........._..............._......_..............._......................_._......................_._....... .......__._...._._._........................................_.... .................._._.. ........._._._........ ..._._...__.__......_0.95
..........................._`........................._......................._._......................._._. ............._i_._._._.....................-_....................._.... ..............._._..... ......_._.............. _._......__....... =0.9
0.85- _................................................................ € ........................._.=0.85
0.75 ... ........................ ...................................t............................. .a................................-............................. ........................ ......................... ......................... .................._.. =0.75
0.7-I,__........................_..................................}....................................................................................................................................................................................................._}......................_.....=0.7
0.65- ..._................... ......................................__............... ............._......................................................................................................................................................................__....................__......=0.65
0.6 J ...........................................................t........ ......................t..................................i............................................................... ......................... ......................... ...............__.. -0.6
0.55 1,_. _._._._ _.........:................................_t.. .........................._t..................................................................._.....................................................................t............................. ................__......-0.55
0.5 J _._.......i.........................«...........................t................................................................................................................«....................... .. .. _.. -0.5
0.45 L_..............__................................... ......................................_................................_................................_................................_.............................. ......................... ................_...... 0.45
0.4......................._........................................._..............................._................................_................................_................................_............................................................... _ ...............__......-0.4
0.35. _._ .... __ ..........t.........................t........................................................................................................«..................... ...........___.. -0.35
0.3 _._ __..........;...........................a..........................................................................................................................................4..............____......-0.3
0.25 .............................................................................................................................._..........................._..............____......-0.25
0.2. ....................................................................................................... .................................................................................................................................. .0.2...
0.153 _._._._.........................._................................_................................••••••................................................................_.........................................................._.............__.__......=0.15
0.1 _.. ........ _......... ... ...._... ._....__=0.1
0.05-I, ..._......_...._........................__•......................._._..................._._......................_._......................_........................_._......................_._...................._._......................._.............._._.=0.05
19,300 19,400 19,500 19,600 19,700 19,800 19,900 20,000 20,100 20,200 20,300 20,400 20,500 20,600 20,700 20,800
Storage Area(ft')
- Storage Area - Storage Volume 1

Storage Node:Stor-01 (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Weir-01 Rectangular No 240.25 0.00 16.00 2.25 3.33
Output Summary Results
Peak Inflow(cfs) 64.31
Peak Lateral Inflow(cfs) 64.31
Peak Outflow(cfs) 11.66
Peak Exfiltration Flow Rate(cfm) 0
Max HGL Elevation Attained(ft) 241.05
Max HGL Depth Attained(ft) 0.8
Average HGL Elevation Attained(ft) 240.27
Average HGL Depth Attained(ft) 0.02
Time of Max HGL Occurrence(days hh:mm) 0 00:09
Total Exfiltration Volume(1000-ft3) 0
Total Flooded Volume(ac-in) 0
Total Time Flooded(min) 0
Total Retention Time(sec) 0

Project Description
File Name Loves Dunn,NC R4.SPF
Project Options
Flow Units CFS
Elevation Type Elevation
Hydrology Method Rational
Time of Concentration(TOC)Method SCS TR-55
Link Routing Method Hydrodynamic
Enable Overflow Ponding at Nodes YES
Skip Steady State Analysis Time Periods NO
Analysis Options
Start Analysis On 00:00:00 00:00:00
End Analysis On 00:00:00 00:00:00
Start Reporting On 00:00:00 00:00:00
Antecedent Dry Days 0 days
Runoff(Dry Weather)Time Step 0 01:00:00 days hh:mm:ss
Runoff(Wet Weather)Time Step 0 00:05:00 days hh:mm:ss
Reporting Time Step 0 00:05:00 days hh:mm:ss
Routing Time Step 30 seconds
Number of Elements
Qty
Rain Gages 0
Subbasins 2
Nodes 7
Junctions 4
Outfalls 2
Flow Diversions 0
Inlets 0
Storage Nodes 1
Links 5
Channels 0
Pipes 4
Pumps 0
Orifices 0
Weirs 1
Outlets 0
Pollutants 0
Land Uses 0
Rainfall Details
Return Period 100 year(s)

Subbasin Summary
SN Subbasin Area Weighted Total Total Total Peak Time of
ID Runoff Rainfall Runoff Runoff Runoff Concentration
Coefficient Volume
(ac) (in) (in) (ac-in) (cfs)(days hh:mm:ss)
1 POST-DEV 9.55 0.7100 0.84 0.60 5.71 68.48 0 00:05:00
2 PRE-DEV 10.93 0.5300 0.84 0.45 4.87 58.51 0 00:05:00

Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total Time
ID Type Elevation (Max) Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded Flooded
Elevation Elevation Attained Depth Attained Flooding Volume
Attained Occurrence
(ft) (ft) (ft) (ft) (ft2) (cfs) (ft) (ft) (ft)(days hh:mm) (ac-in) (min)
1 01-Jun Junction 236.50 240.50 236.50 240.50 20.00 58.47 236.50 0.00 4.00 0 00:00 0.00 0.00
2 04-Jun Junction 238.88 242.50 238.88 242.50 20.00 11.61 240.84 0.00 1.66 0 00:00 0.00 0.00
3 05-Jun Junction 238.54 242.50 238.54 242.50 20.00 11.60 240.22 0.00 2.28 0 00:00 0.00 0.00
4 Trash Rack Junction 239.00 242.50 239.00 242.50 20.00 12.18 241.08 0.00 1.42 0 00:00 0.00 0.00
5 POST Outfall 238.50 11.60 239.72
6 PRE Outfall 238.50 58.47 238.50
7 Stor-01 Storage Node 240.25 242.50 240.25 ###### 68.44 241.10 0.00 0.00

Link Summary
SN Element Element From To(Outlet) Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time Reported
ID Type (Inlet) Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged Condition
Node Elevation Elevation Ratio Total Depth
Ratio
(ft) (ft) (ft) (%) (in) (cfs) (cfs) (ft/sec) (ft) (min)
1 Link-05 Pipe 04-Jun 05-Jun 126.08 238.88 238.64 0.1900 24.000 0.0130 11.60 9.87 1.18 3.94 1.77 0.89 0.00>CAPACITY
2 Link-06 Pipe 05-Jun POST 10.61 238.54 238.50 0.3800 24.000 0.0130 11.60 13.89 0.83 4.75 1.45 0.73 0.00 Calculated
3 Pond_Outlet_Pipe Pipe Trash_Rack 04-Jun 5.17 239.00 238.98 0.3900 24.000 0.0130 11.61 14.07 0.83 3.74 1.93 0.97 0.00 Calculated
4 Pre-Outfall Pipe 01-Jun PRE 280.80 0.00 0.00 0.0000 0.000 0.0150 58.47 0.00 0.83 0.00 1.93 0.97 0.00 Calculated
5 Weir-01 Weir Stor-01 Trash_Rack 240.25 239.00 12.18

Subbasin Hydrology
Subbasin:POST-DEV
Input Data
Area(ac) 9.55
Weighted Runoff Coefficient 0.71
Runoff Coefficient
Area Soil Runoff
Soil/Surface Description (acres) Group Coeff.
2.79 - 0.15
0.56 - 0.85
5.08 - 0.95
0.16 - 0.95
0.48 - 0.85
0.48 - 0.95
Composite Area&Weighted Runoff Coeff. 9.55 0.71
Time of Concentration
TOC Method:SCS TR-55
Sheet Flow Equation:
Tc=(0.007*((n*Lf)^0.8))/((P^0.5)*(Sf^0.4))
Where:
Tc=Time of Concentration(hr)
n =Manning's roughness
Lf=Flow Length(ft)
P =2 yr,24 hr Rainfall(inches)
Sf=Slope(ft/ft)
Shallow Concentrated Flow Equation:
V=16.1345*(Sf^0.5)(unpaved surface)
V=20.3282*(Sf^0.5)(paved surface)
V=15.0*(Sf^0.5)(grassed waterway surface)
V=10.0*(Sf^0.5)(nearly bare&unfilled surface)
V=9.0*(Sf^0.5)(cultivated straight rows surface)
V=7.0*(Sf^0.5)(short grass pasture surface)
V=5.0*(Sf^0.5)(woodland surface)
V=2.5*(Sf^0.5)(forest w/heavy litter surface)
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
Channel Flow Equation:
V=(1.49*(R^(2/3))*(Sf^0.5))/n
R=Aq/Wp
Tc=(Lf/V)/(3600 sec/hr)
Where:
Tc=Time of Concentration(hr)
Lf=Flow Length(ft)
R=Hydraulic Radius(ft)
Aq=Flow Area(ftz)
Wp=Wetted Perimeter(ft)
V=Velocity(ft/sec)
Sf=Slope(ft/ft)
n=Manning's roughness
User-Defined TOC override(minutes):5.00
Subbasin Runoff Results
Total Rainfall(in) 0.84
Total Runoff(in) 0.6
Peak Runoff(cfs) 68.48
Rainfall Intensity 10.1
Weighted Runoff Coefficient 0.71
Time of Concentration(days hh:mm:ss) 0 00:05:00

Subbasin:POST-DEV
Runoff Hydrograph
70
65 •
-
60 •
-
55 •
—
50
45
^ 40
U
35
0
c
25-
20
15
10
5
I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Subbasin:PRE-DEV
Input Data
Area(ac) 10.93
Weighted Runoff Coefficient 0.53
Runoff Coefficient
Area Soil Runoff
Soil/Surface Description (acres) Group Coeff.
5.71 - 0.15
0.48 - 0.85
4.12 0.95
0.28 0.95
0.34 - 0.9
Composite Area&Weighted Runoff Coeff. 10.93 0.53
Time of Concentration
User-Defined TOC override(minutes):5.00
Subbasin Runoff Results
Total Rainfall(in) 0.84
Total Runoff(in) 0.45
Peak Runoff(cfs) 58.51
Rainfall Intensity 10.1
Weighted Runoff Coefficient 0.53
Time of Concentration(days hh:mm:ss) 0 00:05:00

Subbasin:PRE-DEV
Runoff Hydrograph
62
60-
58-
56-
54-
52-
50
48
46
44
42
40
38
36
U
34.
0 30 —
g 28 —
K 26-
24 -
22
20
18
16
14
12-
10
6
4
2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23
Time(hrs)

Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded Minimum
ID Elevation (Max) (Max) Water Water Elevation Depth Area Pipe
Elevation Offset Elevation Depth Cover
(ft) (ft) (ft) (ft) (ft) (ft) (ft) (ftz) (in)
1 01-Jun 236.50 240.50 4.00 236.50 0.00 240.50 0.00 20.00 2886.00
2 04-Jun 238.88 242.50 3.62 238.88 0.00 242.50 0.00 20.00 18.24
3 05-Jun 238.54 242.50 3.96 238.54 0.00 242.50 0.00 20.00 22.32
4 Trash_Rack 239.00 242.50 3.50 239.00 0.00 242.50 0.00 20.00 0.00

Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total Time
ID Inflow Lateral Elevation Depth Surcharge Freeboard Elevation Depth Max HGL Peak Flooded Flooded
Inflow Attained Attained Depth Attained Attained Attained Occurrence Flooding Volume
Attained Occurrence
(cfs) (cfs) (ft) (ft) (ft) (ft) (ft) (ft)(days hh:mm)(days hh:mm) (ac-in) (min)
1 01-Jun 58.47 58.47 236.50 0.00 0.00 4.00 236.50 0.00 0 00:00 0 00:00 0.00 0.00
2 04-Jun 11.61 0.00 240.84 1.96 0.00 1.66 238.99 0.11 0 00:09 0 00:00 0.00 0.00
3 05-Jun 11.60 0.00 240.22 1.68 0.00 2.28 238.64 0.10 0 00:09 0 00:00 0.00 0.00
4 Trash Rack 12.18 0.00 241.08 2.08 0.00 1.42 239.11 0.11 0 00:09 0 00:00 0.00 0.00

Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No.of
ID Invert Invert Invert Invert Drop Slope Shape Diameter or Width Roughness Losses Losses Losses Flow Gate Barrels
Elevation Offset Elevation Offset Height
(ft) (ft) (ft) (ft) (ft) (ft) (%) (in) (in) (cfs)
1 Link-05 126.08 238.88 0.00 238.64 0.10 0.24 0.1900 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
2 Link-06 10.61 238.54 0.00 238.50 0.00 0.04 0.3800 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
3 Pond_Outlet_Pipe 5.17 239.00 0.00 238.98 0.10 0.02 0.3900 CIRCULAR 24.000 24.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1
4 Pre-Outfall 280.80 0.00-236.50 0.00-238.50 0.00 0.0000 Dummy 0.000 0.000 0.0150 0.5000 0.5000 0.0000 0.00 No 1

Pipe Results
SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude Reported
ID Flow Peak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number Condition
Occurrence Ratio Total Depth
Ratio
(cfs)(days hh:mm) (cfs) (ft/sec) (min) (ft) (min)
1 Link-05 11.60 0 00:09 9.87 1.18 3.94 0.53 1.77 0.89 0.00 >CAPACITY
2 Link-06 11.60 0 00:09 13.89 0.83 4.75 0.04 1.45 0.73 0.00 Calculated
3 Pond_Outlet_Pipe 11.61 0 00:09 14.07 0.83 3.74 0.02 1.93 0.97 0.00 Calculated
4 Pre-Outfall 58.47 0 00:05 0.00 0.83 0.00 1.93 0.97 0.00 Calculated

Storage Nodes
Storage Node:Stor-01
Input Data
Invert Elevation(ft) 240.25
Max(Rim)Elevation(ft) 242.5
Max(Rim)Offset(ft) 2.25
Initial Water Elevation(ft) 240.25
Initial Water Depth(ft) 0
Ponded Area(ft2) 19260.7
Evaporation Loss 0
Storage Area Volume Curves
Storage Curve:Love's Pond
Stage Storage Storage
Area Volume
(ft) (ft2) (ft3)
0 19260.7 0
0.25 19310 4821.33
0.5 19359.3 9654.99
0.75 19408.7 14500.98
1.75 19606.3 34008.46
2.25 20800.5 44110.17

Storage Area Volume Curves
Storage Volume(ft')
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000
2.25 ..._........ _.......... ........_..... ...................... =2.25
2.2 .. .................................................................t..............................._..............................._................................................................................................... ............................... .........._ _.. =2.2
•
..............................................................t.................................t................................................................................................... ......................... ....._ _.......... ....__ _._._.. -2.15
2.1-._.__.........................1.................................._..............................._................................_..................................................................._........................ .................................. _ 2.1
2.05:1...__.........................................................._..............................._................................_................................_................................... .........................._.............................. .............___......-2.05
2-., _.............................................................t.................................t................................................................................ ....................................................t. ...................... .............___.. -2
1.95-._.__............................................................_ - ..........................................................................F................................................_____-1.95
1.9=-`.................................................................a..............................._t.............................._.' .................................................................................................._............ ................_...............____......-1.9
1.85-.. .......................................................................................................... ................._,..................................i............................. ......................._ _.................... ...........__.__.. 1.85
...................._.............._._...._................_........... ....._i................................................................................................. ......................... ..._.................... ............._.__.. .-1.8
...................._............._._._._......... .._._...._._._............._.................._._.........__......._._._...............__._._....................._._.............._._............_......._.................._ _ ............._..._......_1.75
1.7 .............................._..............................................._._............................................._................................_..............................................._._............ ......._.................... 11.7
1.65-',_.._....._._............._....._._..............._.....?........................_._......................_._........._•
.........._._._..............._..._._..............._...._............... ._............................_._._........ _ ..._._...__._........_1.65
1.6-, ................................................................................................................................................................................................................................................................................................. :i.e.6
1.55-'.. ................................. .............................. ....................._.=1.55
1.5= .._..........................._ ........................... ._.........................................................................................____=1.5
1.45-.. ..............................................................t.................................t......................................................................................_....... ......................... ......................... .................._.. =1.45
.. ...............................................................t.................................t................................................................................... ............ .........................H. ......................... .................._.. -1.4
1.35- ...__..........................................................._..............................._............................................................................ .........................................................................................__...................__......=1.35
1.3j._.__........................................................_..............................._....................................................................€ ................_......-1.3
1.25 _-...__...........................................................t.................................t............................................................... ................................. ......................... ......................... ...............__.. -1.25
w1.2_.,__-........................................................_..............................._.................................................................................................................................. ......................... ...............__......-1.2 w
y115=-'.,_.__.........................................................................................._................................_.............. ..............._................................_.............................. _ ......................... _ .............___......-1.15 y
m1.1 . .................................. ........................t..............................._t............................................................. ........................ ......................... ......................... ...........____.. -11. 0
jq1.05�..................................................................t.................................t................................... ............................................................. z 1.050,
1_ ..._..........................................................................................._............................ ...j......................................................................................................................................................__.__......=1
0.95 __........._..............._......_..............._......................_._......................_._....... .......__._...._._._........................................_.... .................._._.. ........._._._........ ..._._...__.__......_0.95
..........................._`........................._......................._._......................._._. ............._i_._._._.....................-_....................._.... ..............._._..... ......_._.............. _._......__....... =0.9
0.85- _................................................................ € ........................._.=0.85
0.75 ... ........................ ...................................t............................. .a................................-............................. ........................ ......................... ......................... .................._.. =0.75
0.7-I,__........................_..................................}....................................................................................................................................................................................................._}......................_.....=0.7
0.65- ..._................... ......................................__............... ............._......................................................................................................................................................................__....................__......=0.65
0.6 J ...........................................................t........ ......................t..................................i............................................................... ......................... ......................... ...............__.. -0.6
0.55 1,_. _._._._ _.........:................................_t.. .........................._t..................................................................._.....................................................................t............................. ................__......-0.55
0.5 J _._.......i.........................«...........................t................................................................................................................«....................... .. .. _.. -0.5
0.45 L_..............__................................... ......................................_................................_................................_................................_.............................. ......................... ................_...... 0.45
0.4......................._........................................._..............................._................................_................................_................................_............................................................... _ ...............__......-0.4
0.35. _._ .... __ ..........t.........................t........................................................................................................«..................... ...........___.. -0.35
0.3 _._ __..........;...........................a..........................................................................................................................................4..............____......-0.3
0.25 .............................................................................................................................._..........................._..............____......-0.25
0.2. ....................................................................................................... .................................................................................................................................. .0.2...
0.153 _._._._.........................._................................_................................••••••................................................................_.........................................................._.............__.__......=0.15
0.1 _.. ........ _......... ... ...._... ._....__=0.1
0.05-I, ..._......_...._........................__•......................._._..................._._......................_._......................_........................_._......................_._...................._._......................._.............._._.=0.05
19,300 19,400 19,500 19,600 19,700 19,800 19,900 20,000 20,100 20,200 20,300 20,400 20,500 20,600 20,700 20,800
Storage Area(ft')
- Storage Area - Storage Volume 1

Storage Node:Stor-01 (continued)
Outflow Weirs
SN Element Weir Flap Crest Crest Length Weir Total Discharge
ID Type Gate Elevation Offset Height Coefficient
(ft) (ft) (ft) (ft)
1 Weir-01 Rectangular No 240.25 0.00 16.00 2.25 3.33
Output Summary Results
Peak Inflow(cfs) 68.44
Peak Lateral Inflow(cfs) 68.44
Peak Outflow(cfs) 12.18
Peak Exfiltration Flow Rate(cfm) 0
Max HGL Elevation Attained(ft) 241.1
Max HGL Depth Attained(ft) 0.85
Average HGL Elevation Attained(ft) 240.28
Average HGL Depth Attained(ft) 0.03
Time of Max HGL Occurrence(days hh:mm) 0 00:09
Total Exfiltration Volume(1000-ft3) 0
Total Flooded Volume(ac-in) 0
Total Time Flooded(min) 0
Total Retention Time(sec) 0

G. CHANNEL CALCULATIONS

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, May 1 2023
DA-1, 10-YR
Hydrograph type = Rational Peak discharge (cfs) = 1.201
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.160 Runoff coeff. (C) = 0.95
Rainfall Inten (in/hr) = 7.904 Tc by User (min) = 5
IDF Curve = Dunn, NC.IDF Rec limb factor = 1.00
Hydrograph Volume=360(cuft);0.008(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Vol (%)
2.00 - 100
1.00 - 50
0.00 0
0 5 10
Time (min)
Runoff Hyd -Qp = 1.20 (cfs) Hyd Volume = 360.43 (cuft)

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, May 1 2023
DA-1, 100-YR
Hydrograph type = Rational Peak discharge (cfs) = 1.535
Storm frequency (yrs) = 100 Time interval (min) = 1
Drainage area (ac) = 0.160 Runoff coeff. (C) = 0.95
Rainfall Inten (in/hr) = 10.098 Tc by User (min) = 5
IDF Curve = Dunn, NC.IDF Rec limb factor = 1.00
Hydrograph Volume=460(cuft);0.011 (acft)
Runoff Hydrograph
Q (cfs) 100-yr frequency Vol (%)
2.00 - 100
1.00 - 50
0.00 0
0 5 10
Time (min)
Runoff Hyd -Qp = 1.53 (cfs) Hyd Volume =460.48 (cuft)

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, May 1 2023
DA-2, 10-YR
Hydrograph type = Rational Peak discharge (cfs) = 8.110
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 1.080 Runoff coeff. (C) = 0.95
Rainfall Inten (in/hr) = 7.904 Tc by User (min) = 5
IDF Curve = Dunn, NC.IDF Rec limb factor = 1.00
Hydrograph Volume=2,433(cuft);0.056(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Vol (%)
10.00 100
8.00 80
6.00 — 60
4.00 40
2.00 20
0.00 0
0 5 10
Time (min)
Runoff Hyd -Qp = 8.11 (cfs) Hyd Volume = 2,433 (cuft)

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, May 1 2023
DA-2, 100-YR
Hydrograph type = Rational Peak discharge (cfs) = 10.36
Storm frequency (yrs) = 100 Time interval (min) = 1
Drainage area (ac) = 1.080 Runoff coeff. (C) = 0.95
Rainfall Inten (in/hr) = 10.098 Tc by User (min) = 5
IDF Curve = Dunn, NC.IDF Rec limb factor = 1.00
Hydrograph Volume=3,108(cuft);0.071 (acft)
Runoff Hydrograph
Q (cfs) 100-yr frequency Vol (%)
12.00 - 100
10.00 83
8.00 67
6.00 - 50
4.00 33
2.00 17
0.00 0
0 5 10
Time (min)
Runoff Hyd -Qp = 10.36 (cfs) Hyd Volume = 3,108 (cuft)

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, May 1 2023
DA-3, 10-YR
Hydrograph type = Rational Peak discharge (cfs) = 2.853
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.380 Runoff coeff. (C) = 0.95
Rainfall Inten (in/hr) = 7.904 Tc by User (min) = 5
IDF Curve = Dunn, NC.IDF Rec limb factor = 1.00
Hydrograph Volume=856(cuft);0.020(acft)
Runoff Hydrograph
Q(cfs) 10-yr frequency Vol (%)
3.00 100
2.00 67
1.00 33
0.00 0
0 5 10
Time (min)
Runoff Hyd -Qp = 2.85 (cfs) Hyd Volume = 856.01 (cuft)

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, May 1 2023
DA-3, 100-YR
Hydrograph type = Rational Peak discharge (cfs) = 3.645
Storm frequency (yrs) = 100 Time interval (min) = 1
Drainage area (ac) = 0.380 Runoff coeff. (C) = 0.95
Rainfall Inten (in/hr) = 10.098 Tc by User (min) = 5
IDF Curve = Dunn, NC.IDF Rec limb factor = 1.00
Hydrograph Volume=1,094(cuft);0.025(acft)
Runoff Hydrograph
Q (cfs) 100-yr frequency Vol (%)
4.00 - 100
3.00 - 75
2.00 - 50
1.00 - 25
0.00 0
0 5 10
Time (min)
Runoff Hyd -Qp = 3.65 (cfs) Hyd Volume = 1,094 (cuft)

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, May 1 2023
DA-4, 10-YR
Hydrograph type = Rational Peak discharge (cfs) = 2.102
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.280 Runoff coeff. (C) = 0.95
Rainfall Inten (in/hr) = 7.904 Tc by User (min) = 5
IDF Curve = Dunn, NC.IDF Rec limb factor = 1.00
Hydrograph Volume=631 (cuft);0.014(acft)
Runoff Hydrograph
Q(cfs) 10-yr frequency Vol (%)
3.00 100
2.00 67
1.00 33
0.00 0
0 5 10
Time (min)
Runoff Hyd -Qp = 2.10 (cfs) Hyd Volume = 630.74 (cuft)

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, May 1 2023
DA-4, 100-YR
Hydrograph type = Rational Peak discharge (cfs) = 2.686
Storm frequency (yrs) = 100 Time interval (min) = 1
Drainage area (ac) = 0.280 Runoff coeff. (C) = 0.95
Rainfall Inten (in/hr) = 10.098 Tc by User (min) = 5
IDF Curve = Dunn, NC.IDF Rec limb factor = 1.00
Hydrograph Volume=806(cuft);0.018(acft)
Runoff Hydrograph
Q(cfs) 100-yr frequency Vol (%)
3.00 100
2.00 67
1.00 33
0.00 0
0 5 10
Time (min)
Runoff Hyd -Qp = 2.69 (cfs) Hyd Volume = 805.84 (cuft)

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, May 1 2023
DA-5, 10-YR
Hydrograph type = Rational Peak discharge (cfs) = 2.178
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.290 Runoff coeff. (C) = 0.95
Rainfall Inten (in/hr) = 7.904 Tc by User (min) = 5
IDF Curve = Dunn, NC.IDF Rec limb factor = 1.00
Hydrograph Volume=653(cuft);0.015(acft)
Runoff Hydrograph
Q(cfs) 10-yr frequency Vol (%)
3.00 100
2.00 67
1.00 33
0.00 0
0 5 10
Time (min)
Runoff Hyd -Qp = 2.18 (cfs) Hyd Volume = 653.27 (cuft)

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, May 1 2023
DA-5, 100-YR
Hydrograph type = Rational Peak discharge (cfs) = 2.782
Storm frequency (yrs) = 100 Time interval (min) = 1
Drainage area (ac) = 0.290 Runoff coeff. (C) = 0.95
Rainfall Inten (in/hr) = 10.098 Tc by User (min) = 5
IDF Curve = Dunn, NC.IDF Rec limb factor = 1.00
Hydrograph Volume=835(cuft);0.019(acft)
Runoff Hydrograph
Q(cfs) 100-yr frequency Vol (%)
3.00 100
2.00 67
1.00 33
0.00 0
0 5 10
Time (min)
Runoff Hyd -Qp = 2.78 (cfs) Hyd Volume = 834.62 (cuft)

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, May 1 2023
DA-6, 10-YR
Hydrograph type = Rational Peak discharge (cfs) = 1.126
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.150 Runoff coeff. (C) = 0.95
Rainfall Inten (in/hr) = 7.904 Tc by User (min) = 5
IDF Curve = Dunn, NC.IDF Rec limb factor = 1.00
Hydrograph Volume=338(cuft);0.008(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Vol (%)
2.00 - 100
1.00 - 50
0.00 0
0 5 10
Time (min)
Runoff Hyd -Qp = 1.13 (cfs) Hyd Volume = 337.90 (cuft)

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, May 1 2023
DA-6, 100-YR
Hydrograph type = Rational Peak discharge (cfs) = 1.439
Storm frequency (yrs) = 100 Time interval (min) = 1
Drainage area (ac) = 0.150 Runoff coeff. (C) = 0.95
Rainfall Inten (in/hr) = 10.098 Tc by User (min) = 5
IDF Curve = Dunn, NC.IDF Rec limb factor = 1.00
Hydrograph Volume=432(cuft);0.010(acft)
Runoff Hydrograph
Q (cfs) 100-yr frequency Vol (%)
2.00 - 100
1.00 - 50
0.00 0
0 5 10
Time (min)
Runoff Hyd -Qp = 1.44 (cfs) Hyd Volume =431.70 (cuft)

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, May 1 2023
DA-7, 10-YR
Hydrograph type = Rational Peak discharge (cfs) = 1.502
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 0.200 Runoff coeff. (C) = 0.95
Rainfall Inten (in/hr) = 7.904 Tc by User (min) = 5
IDF Curve = Dunn, NC.IDF Rec limb factor = 1.00
Hydrograph Volume=451 (cuft);0.010(acft)
Runoff Hydrograph
Q (cfs) 10-yr frequency Vol (%)
2.00 - 100
1.00 - 50
0.00 0
0 5 10
Time (min)
Runoff Hyd -Qp = 1.50 (cfs) Hyd Volume =450.53 (cuft)

Hydrology Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, May 1 2023
DA-7, 100-YR
Hydrograph type = Rational Peak discharge (cfs) = 1.919
Storm frequency (yrs) = 100 Time interval (min) = 1
Drainage area (ac) = 0.200 Runoff coeff. (C) = 0.95
Rainfall Inten (in/hr) = 10.098 Tc by User (min) = 5
IDF Curve = Dunn, NC.IDF Rec limb factor = 1.00
Hydrograph Volume=576(cuft);0.013(acft)
Runoff Hydrograph
Q (cfs) 100-yr frequency Vol (%)
2.00 - 100
1.00 - 50
0.00 0
0 5 10
Time (min)
Runoff Hyd -Qp = 1.92 (cfs) Hyd Volume = 575.60 (cuft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, May 1 2023
DA-1,3,4,5,6 & 7 10-YR
Rectangular Highlighted
Bottom Width (ft) = 3.00 Depth (ft) = 0.24
Total Depth (ft) = 0.50 Q (cfs) = 2.850
Area (sqft) = 0.72
Invert Elev (ft) = 242.50 Velocity (ft/s) = 3.96
Slope (%) = 1.00 Wetted Perim (ft) = 3.48
N-Value = 0.013 Crit Depth, Yc (ft) = 0.31
Top Width (ft) = 3.00
Calculations EGL (ft) = 0.48
Compute by: Known Q
Known Q (cfs) = 2.85
Elev (ft) Section Depth (ft)
244.00 1.50
243.50 1.00
243.00 - 0.50
242.50 0.00
242.00 -0.50
0 .5 1 1.5 2 2.5 3 3.5 4
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, May 1 2023
DA-1,3,4,5,6 & 7 100-YR
Rectangular Highlighted
Bottom Width (ft) = 3.00 Depth (ft) = 0.28
Total Depth (ft) = 0.50 Q (cfs) = 3.650
Area (sqft) = 0.84
Invert Elev (ft) = 242.50 Velocity (ft/s) = 4.35
Slope (%) = 1.00 Wetted Perim (ft) = 3.56
N-Value = 0.013 Crit Depth, Yc (ft) = 0.36
Top Width (ft) = 3.00
Calculations EGL (ft) = 0.57
Compute by: Known Q
Known Q (cfs) = 3.65
Elev (ft) Section Depth (ft)
244.00 1.50
243.50 1.00
243.00 - 0.50
242.50 0.00
242.00 -0.50
0 .5 1 1.5 2 2.5 3 3.5 4
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, May 1 2023
DA-2 10-YR
Rectangular Highlighted
Bottom Width (ft) = 5.00 Depth (ft) = 0.33
Total Depth (ft) = 0.50 Q (cfs) = 8.110
Area (sqft) = 1.65
Invert Elev (ft) = 242.50 Velocity (ft/s) = 4.92
Slope (%) = 1.00 Wetted Perim (ft) = 5.66
N-Value = 0.013 Crit Depth, Yc (ft) = 0.44
Top Width (ft) = 5.00
Calculations EGL (ft) = 0.71
Compute by: Known Q
Known Q (cfs) = 8.11
Elev (ft) Section Depth (ft)
244.00 1.50
•
•
243.50 1.00
•
243.00 - 0.50
242.50 0.00
242.00 -0.50
0 1 2 3 4 5 6 7
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, May 1 2023
DA-2 100-YR
Rectangular Highlighted
Bottom Width (ft) = 5.00 Depth (ft) = 0.38
Total Depth (ft) = 0.50 Q (cfs) = 10.36
Area (sqft) = 1.90
Invert Elev (ft) = 242.50 Velocity (ft/s) = 5.45
Slope (%) = 1.00 Wetted Perim (ft) = 5.76
N-Value = 0.013 Crit Depth, Yc (ft) = 0.50
Top Width (ft) = 5.00
Calculations EGL (ft) = 0.84
Compute by: Known Q
Known Q (cfs) = 10.36
Elev (ft) Section Depth (ft)
244.00 1.50
•
243.50 1.00
•
243.00 - 0.50
242.50 0.00
242.00 -0.50
0 1 2 3 4 5 6 7
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, May 1 2023
Swale100-YR
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 1.36
Total Depth (ft) = 2.00 Q (cfs) = 14.27
Area (sqft) = 5.55
Invert Elev (ft) = 239.00 Velocity (ft/s) = 2.57
Slope (%) = 0.50 Wetted Perim (ft) = 8.60
N-Value = 0.030 Crit Depth, Yc (ft) = 1.08
Top Width (ft) = 8.16
Calculations EGL (ft) = 1.46
Compute by: Known Q
Known Q (cfs) = 14.27
Elev (ft) Section Depth (ft)
242.00 3.00
241.50 2.50
241.00 2.00
240.50 0 1.50
240.00 - 1.00
239.50 - 0.50
239.00 0.00
238.50 -0.50
0 2 4 6 8 10 12 14 16
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday, May 1 2023
Swale100-YR
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 1.49
Total Depth (ft) = 2.00 Q (cfs) = 18.23
Area (sqft) = 6.66
Invert Elev (ft) = 239.00 Velocity (ft/s) = 2.74
Slope (%) = 0.50 Wetted Perim (ft) = 9.42
N-Value = 0.030 Crit Depth, Yc (ft) = 1.19
Top Width (ft) = 8.94
Calculations EGL (ft) = 1.61
Compute by: Known Q
Known Q (cfs) = 18.23
Elev (ft) Section Depth (ft)
242.00 3.00
241.50 2.50
241.00 2.00
VP
240.50 1.50
240.00 - 1.00
239.50 - 0.50
239.00 0.00
238.50 -0.50
0 2 4 6 8 10 12 14 16
Reach (ft)

H. RIP-RAP OUTLET PROTECTION

DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Designed By: Diego A. Garcia PE CFM Date: 04 December 2023
Checked By: Date:
Company: HFA-AE, ltd
Project Name: Love's Travel Center
Project No.: 03-22-30004
Site Location (City/Town) Dunn, NC
Culvert Id. Outfall Pipe
Total Drainage Area (acres) 9.55
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter.it is classified nninimtun tailwater condition.
If it is greater than half the pipe diameter. it is classified maximum condition.
Pipes that outlet onto wide fiat areas with no defined channel are assumed
to have a nuninnun tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter, Da (in.) 24
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 10.12
Velocity (ft./s) 4.52
Step 2. Based on the tailwater conditions determined in step 1. enter Figure
S.06a or Figure 8.06b.and determine d,;,riprap size and minimum apron length
(;L). The d;, size is the median stone size in a well-graded riprap apron.
Step 3. Determine apron width at the pipe outlet. the apron shape. and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW
Figure 8.06a
Riprap d50, (ft.) 0.5
Minimum apron length, La (ft.) 10
Apron width at pipe outlet (ft.) 6
Apron shape Trapezoid
Apron width at outlet end (ft.) 12

Step 4. Determine the maximum stone diameter:
df"3Y 1.5 x dc0
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0
Step 5. Determine the apron thickness:
Apron thickness = I.5 x d ,_
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
Step 6. Fit the riprap apron to the site by making it level for the minimum
length, La. from Figure 8.06a or Figure 8.06b. Extend the apron farther
downstream and along channel banks until stability is assured. Keep the
apron as straight as possible and align it with the flow of the receiving stream.
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Some locations may require lining of the entire channel cross section to assure
stability.
It may be necessary to increase the size of riprap where protection of the
channel side slopes is necessary (Appendix 8.05). Where overfalls exist at
pipe outlets or flows are excessive, a plunge pool should be considered, see
page 8.06.8.

Figure 8.06a: Design of outlet protection from a round pipe flowing full,
minimum tailwater condition (Tw<0.5 diameter)
3� ,
outlet y • Do ♦ i
pipeI. ._ ..
diameter (ob)
i•Aidaliii < 0.500
�4.° 70 ..•._ Ire f
1, di
J��� ..:1..:...... �:.... ... III . : :: ..' • / • • .!,
11
f :.-1 . ', ' . 4 4 ,
fip
. .•.. +l+�w.♦ .. ....� may-- 'i . . .. .. .. .. ..
. 0I
•
20_ .....•••...4 "" • • 4. -: .. I, .••.. 1 " . . ./..rd404 . 3
1-... : . " ,,,„..--, . 1 : itwoie.
1.
i A
. . . .
. ..4
ZZ
. Ow
::ill . • ' . ' - . .
. li , . . . ,.11141,7. ,,
400„,,Arirr. :010'‘r. - • a
. . . .. ..7111(1, 41)
04
�• � r S�_ o ,�
- •--, v : to 1 1 ...{.
3 S 10 20 51 100 200 500 1000
Discharge(tt3/sec)
Curves may not be extrapolated.
Figure 11.06a Design of outlet potecbon polecton from a round pipe flowing fW,minimum ea/watts condition(T. 0.5 diameter)
Rev.1:93 8.06.3

8/9/22,2:21 PM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
�*V"°`` Location name: Erwin,North Carolina,USA* 1''''' '``
i V I Latitude:35.3246°,Longitude: -78.6874° e norm
Elevation: 168.92 ft** i
%N. *source:ESRI Maps "y,", ..
°6 **source:USGS "`"
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 5.24 6.16 7.13 7.91 8.81 9.49 10.1 10.7 11.4 12.1
_ (4.79-5.77) - (5.64-6.78) (6.52-7.84) (7.21-8.69) , (8.00-9.66) - (8.59-10.4) - (9.11-11.1) (9.60-11.7) (10.2-12.5) (10.6-13.2)
10 min 4.18 4.93 5.71 6.33 7.02 7.55 8.05 8.50 9.05 9.49
i (3.82-4.61) (4.51-5.42) (5.21-6.28) (5.77-6.95) (6.37-7.70) (6.84-8.27) (7.24-8.81) (7.61-9.31) (8.03-9.91) (8.35-10.4)
15-min 3.49 4.13 4.81 5.34 5.93 6.38 6.78 7.15 7.60 I 7.94
(3.18-3.84) (3.78-4.54) (4.40-5.29) (4.86-5.86) (5.39-6.50) (5.77-6.98) (6.10-7.42) (6.40-7.83) (6.74-8.32) (6.98-8.71)
30-min 2.39 2.85 3.42 3.87 4.39 4.80 5.20 5.57 6.05 6.43
(2.18-2.63) (2.61-3.14) (3.12-3.76) (3.53-4.25) (3.99-4.82) (4.35-5.26) (4.67-5.68) i (4.98-6.09) i (5.36-6.62) (5.65-7.05)
60-min 1.49 1.79 2.19 2.52 2.93 3.25 3.58 3.90 4.34 4.69
(1.36-1.64) I (1.64-1.97) (2.00-2.41) (2.30-2.76) I (2.66-3.21) (2.95-3.56) (3.22-3.91) (3.49-4.27) (3.84-4.75) I (4.13-5.15)
2-hr 0.874 1.06 1.32 1.53 1.81 2.05 2.28 2.53 2.86 I 3.14
(0.790-0.978) (0.957-1.18) (1.19-1.47) (1.38-1.70) (1.62-2.02) (1.82-2.28) (2.02-2.54) (2.22-2.81) (2.49-3.18) (2.71-3.50)
3-hr 0.618 0.748 0.934 1.10 1.31 1.50 1.69 1.89 2.18 2.42
(0.560-0.693) (0.677-0.836) (0.844-1.05) (0.988-1.22) (1.18-1.46) (1.33-1.67) (1.49-1.88) (1.66-2.10) (1.88-2.42) (2.07-2.70)
6-hr 0.370 0.447 0.560 1 0.658 0.790 0.904 1.02 1.15 1.33 1.49
(0.337-0.412) (0.407-0.497) (0.508-0.621)1(0.595-0.729)1(0.709-0.874) (0.806-0.999) (0.904-1.13) I (1.01-1.27) (1.15-1.47) (1.27-1.64)
12-hr 0.216 0.261 0.329 0.389 0.470 0.541 0.616 0.698 0.815 1 0.918
(0.196-0.241) (0.237-0.291) (0.297-0.367) (0.350-0.432) (0.420-0.522) (0.479-0.599) (0.540-0.681) (0.605-0.771) (0.695-0.900)1 (0.772-1.01)
24-hr 0.127 0.154 0.198 0.233 0.281 0.322 0.364 0.408 0.471 0.523
(0.116-0.140) (0.141-0.170) (0.180-0.217) (0.211-0.255) (0.254-0.309) (0.290-0.353) (0.326-0.399) (0.365-0.449) (0.418-0.520) (0.462-0.577)
2-day 0.074 0.090 0.114 0.134 0.161 0.183 0.207 0.232 0.267 0.295
(0.068-0.081) (0.082-0.098) (0.104-0.125) (0.122-0.146) (0.146-0.176) (0.165-0.200) (0.186-0.226) (0.207-0.254) (0.237-0.293) (0.260-0.325)
3-day 0.053 0.064 0.080 0.094 0.112 0.128 0.144 0.160 0.184 0.203
(0.049-0.057) (0.059-0.069) (0.074-0.087) (0.086-0.102) (0.102-0.122) (0.116-0.139) (0.130-0.156) (0.144-0.175) (0.164-0.201) (0.180-0.222)
4-day 0.042 0.051 0.064 0.074 0.088 0.100 0.112 0.125 0.142 0.157
(0.039-0.045) (0.047-0.055) (0.058-0.069) (0.068-0.080) (0.081-0.095) (0.091-0.108) (0.101-0.121) (0.112-0.135) (0.128-0.155) (0.140-0.171)
7-day 0.028 0.033 0.041 0.048 0.057 0.064 0.071 0.078 0.089 0.098
(0.026-0.030) (0.031-0.036) (0.038-0.045) (0.044-0.052) (0.052-0.061) (0.058-0.069) (0.064-0.077) (0.071-0.085) (0.080-0.097) (0.087-0.106)
10-day 0.022 0.027 0.032 0.037 0.043 0.048 0.053 0.058 0.065 0.071
(0.021-0.024) (0.025-0.029) (0.030-0.035) (0.034-0.040) (0.040-0.046) (0.044-0.052) (0.049-0.057) (0.053-0.063) (0.059-0.070) (0.064-0.076)
20-day 0.015 0.018 0.021 0.024 0.028 0.031 0.034 0.037 I 0.041 0.044
(0.014-0.016) (0.017-0.019) (0.020-0.023) (0.022-0.026) (0.026-0.030) (0.028-0.033) (0.031-0.036) (0.034-0.040) (0.037-0.044) (0.040-0.048),
30-day 0.012 0.015 0.017 0.019 0.022 0.024 0.026 0.028 0.031 0.033
(0.012-0.013) (0.014-0.016) (0.016-0.019) (0.018-0.021) (0.020-0.024) (0.022-0.026) (0.024-0.028) (0.026-0.030) (0.028-0.033) (0.030-0.036)
45-day 0.011 0.012 0.014 0.016 0.018 0.019 0.021 0.022 0.024 0.026
(0.010-0.011) (0.012-0.013) (0.013-0.015) (0.015-0.017) (0.017-0.019) (0.018-0.021) (0.019-0.022) (0.021-0.024) (0.022-0.026) (0.024-0.028)
60-day 0.009 0.011 0.013 0.014 0.016 0.017 0.018 0.019 0.021 - 0.022
(0.009-0.010) (0.010-0.012) (0.012-0.014) (0.013-0.015) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.018-0.021)I(0.019-0.022) (0.020-0.024)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for a
given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not
checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
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PF graphical
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8/9/22,2:21 PM Precipitation Frequency Data Server
PDS-based intensity-duration-frequency (IDF) curves
Latitude: 35.3246°, Longitude: -78.6874°
100.000 , , I I
Average recurrence
interval
L 10.000 -- - (years)
L
_ — 1
\_ 2
c 1.000 -..... — 5
c — 10
c ` — 25
o
0.100 - �.,
ro y i
a \ — 100
- 200
a` 0.010 ,
500
— 1000
0.001
C c C c c i- I- 6- >. >.>. >. >, >. >. >.>.
'F •- ' •E •- .0 .0 . .0 .0 2 2 40 N 40 2 2 2
0
O -I M 0D r-I fV N f�1 Nf+ .7 t
r- O o t
I o
Duration
100.000 , I I I ,
10.000 --•••- - _...
_c
C •
--- Duration
c 1.000 — 5-min — 2-day
cu — 10-min — 3-day
c 15-min — 4-day
0.100 — 30-min — 7-day
a
— 60-min — 10-day
u — 2-hr — 20-clay
a` 0.010 - — 3-hr — 30-day
— 6fir — 45-day
— 12-hr — 60-day
0.001 — 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Tue Aug 9 19:19:56 2022
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Maps & aerials
Small scale terrain
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.3246&Ion=-78.6874&data=intensity&units=english&series=pds 2/4

8/9/22,2:21 PM Precipitation Frequency Data Server
t (,
�i�Gilt1,
IMO • ± "
II
3km ;7
2mi
Large scale terrain
ton-Salem 0
• • Durham
Rocky Mount 04111
•
Greensboro •
•
Raleigh
•
.TH CAROLINA I Greenville
411
•Charlotte Fayetteville•
Jacks
• f
III 11
A I 100km Wilmington OncIow
• Bay
jaw 60mi
Large scale map
NinstonS'alem Greensboro
Durham Rocky Mount
a
Raleigh
North r.Greenville
Carolina
arlotte •••••
F etteville
Jacks4(
100km Wilmington
irnl 60mi
Large scale aerial
hops://hdsc.nws.noaa.gov/hdsc/pfds/pfds_pri ntpage.html?lat=35.3246&Ion=-78.6874&data=intensity&units=english&series=pds 3/4

8/9/22,2:21 PM Precipitation Frequency Data Server
inston-Salem
Greensboro Durham, • Rocky Mount
•- .Raleigh
• Greenville
• North •
Carolina
Charlotte
- Fayetteville
• •
JackscD
100km Wilmington
um! 60mi
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:HDSC.Questions@ noaa.gov
Disclaimer
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