SW5220103_Stormwater Report_20220124

VNSITE 4 1V1L UROUP OF THE I;AKOLINAS
NCBELS FIRM P-2055
HYDROLOGIC REPORT
FOR
WAVE WASH CARWASH
602 BICKETT BLVD,
TOWN OF LOUISBURG, FRANKLIN COUNTY, NC
ONSITE PROJECT No. 21-051
OCTOBER 25, 2021

Table of Contents
Description
Site Overview
Executive Summary
Analytical Methods
Existing Conditions
Proposed Conditions
Water Quality/Channel Protection
Downstream Analysis
Runoff Summary
Pre Development Runoff
Post Development Runoff
Water Quality
Exhibit A: Runoff Curve Numbers
Exhibit B: Infiltration System
Exhibit C: Geotechnical Report (ECS Report)
Skimmer Sizing
Figure 1: FIRM Map
Figure 2: Soil Map
Pre-Developed/Post Developed Drainage Maps
Appendices
Hydraflow Appendix
Hydraflow Storm Sewers Appendix
Page. No
1-5
1
1
1
1
2
2
3
4
5
6
8
9
10
11
14
13
14-15

SITE OVERVIEW
Executive Summary
This project was analyzed using methods approved in the NCDEQ Stormwater Design Manual. This development will
have an underground infiltration basin located on the northeast side of the property to control the 2-100 year storms
and to provide water quality. This report shows that the Post -Development Release Rates for the 2, 5, 10, 25, 50 and
100 year storms do not exceed the Pre -Development Runoff for the total development. Therefore, the stormwater
ordinance requirements for this development have been met. The following narratives, tables, figures, and exhibits
support our findings.
Analytical Methods
All existing drainage basins are given the prefix "EX" in the model and Exhibits, and all proposed basins are given the
prefix "PR". Basins were named after the basin that flows into them, i.e. Basin 1 receives flow from Basin PR1. Study
points are defined for all each basin and used as the analysis point for each basin as shown on Exhibits A/B. All curve
numbers are per the Urban Hydrology for Small Watersheds (attached). The detention basin was analyzed and
modeled utilizing a hydrograph developed by the SCS Method with software developed by Intelisolve. This method
uses a series of unit hydrographs for different durations to find the particular storm duration that results in the
maximum storage required.
Time of Concentration was calculated for each basin using the TR-55 method. The underground infiltration basin
and type of outfall structure were input into Hydraflow, a drainage design software program by Intelisolve to create
a stage -storage discharge relationship for the detention basin. Once these basin characteristics were defined, the
hydrograph was routed through the basin to establish the peak inflow, outflow, and maximum basin elevation in
addition to the total storage volume of the basin. The attached calculations, located in the Summary and Appendix,
were used to size the infiltration basin including the outfall control structures. Curve numbers for existing and
proposed conditions were determined using weighted curve number to get an average curve number for each
drainage basin. See Table D on Page 4 of this report for more information on calculations.
Existine Conditions
The existing site is vacant lot consisting of grass.
A CN of 55 was used since the site is grassed with no paving
The initial outfall is to an existing storm drainage system. The ultimate outfall for all sub basins of the site is the Tar
River.
Proposed Conditions
The intent of the owner is to develop the carwash including concrete paving, a new building, and 1 underground
infiltration basin to manage storm water and water quality. Currently stormwater discharges to the south east and
will continue to flow in the same direction once constructed.
A curve number of 92 and 61 were used for the proposed development as calculated for Type "B" soils while running
the storm water model. This CN is shown on Exhibit B.
An outlet control structure is proposed to provide water quality for the developed site.

Water Quality and Channel Protection Volume
Water Quality Volume (WQv) has been provided in the undergound infiltration basin on the east side of the property.
The required water quality volume for the site was calculated from the total proposed impervious area. The WQV
will managed inside the underground infiltration basin with a required storage volume. The wet volume will be
managed at 260.1 (3,106 CF). The required WQv is 2,592 CF, therefore, the volume held on -site and allowed to
infiltrate meets the water quality requirements.
Channel Protection Volume is provided at elevation 262.0 (8,159 CF). The required channel protection volume is
5,189 CF, therefore the underground infiltration basin is providing adequate channel protection volume.
Downstream Analysis
Since the site is providing water quality and detention for the 2-100 year storms there will be no adverse impact to
the downstream area.

SUMMARY
Allowable Flow Rates (Individual Basin O Peaks) (cfs)
Basin
2-Year
5-Year
10-Year
25-Year
50-Year
100-Year
EX1
0.3
0.9
1.5
2.4
3.2
4.1
Developed Basin Rates (Individual Basin Q Peaks) (cfs)
Basin 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year
PR1 3.8 5.0 5.9 7.2 8.2 9.3
BYPASS 0.1 0.3 0.4 0.5 0.7 0.8
Post -Development Runoff From Basin (cfs)
Basin
2-Year
5-Year
10-Year
25-Year
50-Year
100-Year
BASIN ROUTED
0.11
0.34
0.64
1.30
2.00
2.98
POST COMBINED
0.21
0.37
0.72
1.48
2.25
3.37
POA A: Allowable Flow vs. Post -Developed Total Flow (cfs) (Routed O Peaks)
Basin
2-Year
5-Year
10-Year
25-Year
50-Year
100-Year
EXISTING COMBINED
0.3
0.9
1.5
2.4
3.2
4.1
POST COMBINED
0.2
0.4
0.7
1.5
2.3
3.4
DIFFERENCE
-0.1
-0.5
-0.8
-0.9
-0.9
-0.7
Basin Volumes and Storage
Storm
POND1
Max. Elevation (ft.)
Max Storage (cu-ft)
2 year
262.10
8,441
5 year
262.45
9,456
10 year
262.76
10,345
25 year
263.28
11,726
50 year
263.74
12,805
100 year
264.29
13,802
The top of the basin elevation of the dam is 265.0'. 265.0' - 264.29' = 0.71' freeboard in the underground infiltration basin.
This summary shows that the Post -Development Release Rates for the 2, 5, 10, 25, 50 and 100 year
storms do not exceed the Pre -Development Runoff for the development; and that the pond meets the 1.0' freeboard
requirement, therefore, the stormwater ordinance requirements for these design storms are met for this development.
PRE -DEVELOPED RUNOFF
A. Design Basis:
B. Drainage Area, A -
Area, Apre
Basin
( Acres)
EX1
1.01
TOTAL
1.01
C. Time of Concentration, Tc:
2, 5, 10, 25, 50, and 100-year, 24-hour storm events.
Basin
TR 55 Flow Type
Distance, Feet
Mannings
Coefficient
Average
Slope (%)
Time of Conc.
Tc, (min.)
T, (min.)
TOTAL
USE
EX1
Sheet Flow
100
0.4
11.00
10.18
10.90
10.9
Shallow Conc.
164
unpaved
5.50
0.72
Channel Flow
-

D. Runoff Coefficient. CN:
Basin
Land Use
Area, A
(Acres)
Runoff
CN
(A * CN)
Weighted CN
Cw
USE
EX1
Pervious Area
1.01
55
55.55
55
55
E. Pre -Development Runoff (Individual Basin Release Rates):
Basin
2-Year
5-Year
10-Year
25-Year
50-Year
100-Year
EX1
0.3
0.9
1.5
2.4
3.2
4.1
POST DEVELOPMENT RUNOFF
A. Design Basis:
B. Drainage Area, Auost
Basin
Area, AP.St
(Acres)
PR1
0.87
BYPASS
0.14
TOTAL
1.01
C. Time of Concentration, Tc:
2, 5, 10, 25, 50, and 100-year, 24-hour storm events.
Basin
TR 55 Flow Type
Distance, (Feet)
Mannings
Coefficient
Average
Slope
N
Time of Conc.
Tc, (min.)
Tc, (min.)
TOTAL
USE
PR1
Sheet Flow
69
0.011
1.00
1.11
1.55
5.0
Shallow Conc.
-
-
-
-
Channel Flow
312
0.012
0.50
0.44
Basin
TR 55 Flow Type
Distance, (Feet)
Mannings
Coefficient
Average
Slope
N
Time of Conc.
Tc, (min.)
T, min.
TOTAL
USE
BYPASS
Sheet Flow
12
0.4
11.00
1.87
2.05
5.0
Shallow Conc.
-
-
-
-
Channel Flow
317
0.012
3.00
0.18
D. Post -Development Runoff (Individual Basin Release Rates):
Basin
Land Use
Area, A
(Acres)
Runoff
CN
(A * CN)
Weighted CN
Cw
USE
PR1
Impervious OnSite
0.74
98
72.52
92.32
92
Disturbed OnSite
0.13
60
7.80
Basin
Land Use
Area, A
(Acres)
Runoff
CN
(A * CN)
Weighted CN
Cw
USE
BYPASS
Disturbed OnSite
0.14
61
8.54
61.00
61
E. Post -Development Runoff (Individual Basin Release Rates):
Basin 2-Year 5-Year 10-Year 25-Year 50-Year 100-Year
PR1 3.8 5.0 5.9 7.2 8.2 9.3
BYPASS 0.1 0.3 0.4 0.5 0.7 0.8

POND WQV CALCULATIONS
Water Quality Volume
Per the NCDEQ Manual, the Water Quality Volume (WQv) was calculated as follows: WQv =
1.0*Rv*A/12, where Rv= 0.05 + 0.009(I) where I = percent of impervious cover (%)
% 1= (assumed based on GSMM) = 73 %
Rv= 0.05 + 0.009 (1) = 0.707
A= 1.01 acres
WQv=1.2*Rv*A/12, where Rv= 0.05 + 0.009(I) where I = percent of impervious cover (%)
WQv= W 2,59MCF., which corresponds to a basin elevation of 260.10
Bottom of infiltration 258.00 (h1)
Water quality storage elevation 260.10 (h2)

14
Estimating Runoff
Chapter 2
Technical. Release 55 -
Urban Hydrology for Small'Watersheds
Table -,a Runoff curve numbers for urban areas
1r=MEN==
Curve numbers for
hydrologic soil group
Cover description
Average percent
D
Cover type and hydrologic condition impervious area ti
A
B
C
Fully developed urban areas (vegetation established)
open space (lawns, parks, golf courses, cemeteries, etc.) �:..............
68
7$
86
89
Pnor condition s cover ¢ 50%) ............................
in
69
79
84
Pair condition (grass cover .................................
39
61
74
80
Good condition (grass cover a 759u).........................................
Impervious
Paved parldng lots, roofs, driveways, etc.
88
98
98
98
(excluding right-of-way).............................................................
Streets and roads:
Paved, curbs and storm sewers (excluding
98
98
9$
98
right-of-way) ........................... .....................................................
83
89
92
93
Paved; open ditches (including right-of-way) ..........................
76
85
89
91
Gravel (including right-of-way) .................................................
72
S2
87
89
Dirt (including righVof-way)..................................... I................
Western desert urban areas:
Natural desert landscaping (pervious areas only) ..............
68
77
86
88
Artificial desert landscaping (impervious weed barrier,
desert shrub with l- to 2-inch sand or gravel mulch
96
96
96
96
and basin borders) .................... ..................................................
Urftn districts:
2
94
95
Commercial and business ........................................
- .......................................................
88
91
93
ndustrial....................................
Residentkd dismcts by
65
77
9d
92
118 acre or less (town houses)..........................................................
38
Sl
75
83
87
1/4 acre ............................................. ..................................................
30
57
72
S1
86
1/3 acre ........................................
25
64
70
8D
85
112 acre ...............................................................................................
51
68
79
84
1 acre ....................
�
2 acres..................................................................................................
Developing urban areas
Newly graded areas 77 S6 91 94
(pervious areas only, no vegetation) -"� ..............................................................
Idle lands (CN s axe determined using cover types
similar to those in table 2-2c).
r Average runoff condition, and Ia = 0.23.
2 The average percent impervious area shown was used to develop the composite CN's. ether assumptions areas follows: impervious areas are directly connected to the drainage system, impervious areas have a CN of 98, and pervious areas are considered equivalent to open space in
her combinations of conditions may be computed using figure 2.3 or 2.4.
good hydrologic condition CN's for ot
a CN's shown are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space
cover type.
A Composite CN's for natural desert landscaping should be computed using figures 2-3 based on the impervious area or 2-4 bapercentage
(CN = 98) and the pervious area CN. The pervious area CN's are assumed equivalent to desert shrub in poor hydrologic condition.
or
b Composite CN's to use for the design of temporary measures during grading and construction should be computed using figure
based on the degree of development (impervious area percentage) and the CRT's for the newly graded pervious areas.
A
C210NI TR-55, second Ed., .tune 1986)

M
C-1. Infiltration System
An infiltration system captures stormwater runoff and allows it to infiltrate into the soil. This
SCM (along with permeable pavement) is typically the work horse of a runoff volume match
site because it helps the site to mimic pre -development hydrology and therefore helps to
protect the structure of the receiving stream. Infiltration systems work best when their
drainage areas are mostly impervious, as pervious surfaces can contribute fines that clog
the soil. This section discusses two types of infiltration devices: infiltration trenches (Figure
1) and infiltration basins:
• Infiltration Trenches are filled with stone or other media to store stormwater in the voids
between. Some infiltration trenches use precast concrete vaults with open bottoms to
provide a large storage volume to hold stormwater for infiltration into the soil. Infiltration
trenches are usually used to manage the runoff from parking lots and buildings.
• Infiltration Basins are depressions that capture, store and allow stormwater to infiltrate
into the soils.
The design volume for an infiltration device is equivalent to the volume that is completely
draw down to the bottom of the infiltration system within 72 hours.
Rule 15A NCAC 2H .1051. MDC for Infiltration
SCM Credit Document, C-1. Credit for Infiltration Systems

NCDEQ Stormwater BMP Manual
Environmental
Quality
Underground Infection Wells
Guidance on the MDC
MDC 1: Soil Investigation
MDC 2: Separation from the SHWT
MDC 3: Soil Subgrade Surface
MDC 4: Pretreatment
MDC 5: Drawdown Time
MDC 6: Observation Port
Recommendations
Recommendation 1: Trench Media
Recommendation 2: Trench Geotextiles
Recommendation 3: Pumoed Infiltration
Construction
Maintenance
Operation and Maintenance for Infiltration Trenches
Operation and Maintenance for Infiltration Basins
Old Versus New Desian Standards
C-1. Infiltration System 2 Revised: 11-20-2020

NCDEQ Stormwater BMP Manual
N-C, Environmental
Quality
Figure 1: Infiltration Trench: Example Section View
CLEANOUT
TRENCH TOP
CAP
SOIL INVESTIGATION
PERFORM A SOIL INVESTIGATION
TO ESTABLISH HYDRAULIC
PROPERTIES OF SOIL
nPAW nNAIN TRAP:
(a) WITHIN 72 HOURS OR LESS.
(b) IN -SITU SOILS MAY BE REPLACED WITH INFILTRATION MEDIA OR
INFILTRATION MEDIA MAY BE PLACED ON TOP OF IN -SITU SOILS IF MODIFIED
SOIL ALLOWS FOR INFILTRATION WITHIN 72 HOURS
` EX. GRADE OUTLET STRUCTURE
l OUTLETINVERT
OVERFLOW PIPE
LENGTH VARIES
SEPARATION FROM THE SHWT
(a) PROVIDE A MINIMUM OF 2' OF SEPARATION FROM SHWT.
(b) SEPARATION MAY BE REDUCED TO NO LESS THAN T IF
HYDROGEOLOGIC WATER TABLE WILL SUBSIDE TO PRE -STORM
ELEVATION WITHIN 5 DAYS
PERFORATED UNDERDRAIN
SOIL SUBGRADE SURFACE
(a) SLOPES LESS THAN OR
EQUAL TO 2%
(b) TERRACES AND BAFFLES
MAY BE INSTALLED TO
ACHIEVE LEVEL SUBGRADE
• PROVIDE PRE-TREATMENT DEVICES TO PREVENT CLOGGING (E.G. SUMPS IN CATCH BASINS, GRAVEL VERGES, SCREENS ON
ROOF AND PATIO DRAINS, FILTER STRIPS, GRASSED SWALES, AND FOREBAYS). ROOFTOP RUNOFF DISCHARGED TO THE
SURFACE OF AN INFILTRATION SYSTEM DOES NOT REQUIRE PRETREATMENT
• FOR INFILTRATION DEVICES LOCATED UNDER THE GROUND SURFACE. PROVIDE A MINIMUM OF 1 INSPECTION PORT
Class V Stormwater Drainage Well Requirements
Class V stormwater drainage wells are defined in EPA's Underground
Injection Control regulations (40 CFR144.3) as:
A bored, drilled, or driven shaft whose depth is greater than the largest surface
dimension; or, dug hole whose depth is greater than the largest surface
dimension; or, an improved sinkhole; or, a subsurface fluid distribution system.
Class V wells are a specific type of well that are used to inject non -hazardous fluids,
including stormwater, underground. Infiltration systems can sometimes meet the
definition of Class V wells, in which case they are referred to as stormwater drainage
wells. Per the requirements of 15A NCAC 02C .0227, the owner of a stormwater
C-1. Infiltration System 3 Revised: 11-20-2020

NCDEQ Stormwater BMP Manual
Environmental
Quafity
infiltration system that meets the definition of a Class V Stormwater Drainage Well
must submit a notification form to the NC Division of Water Resources' Underground
Injection Control (UIC) Program in order to comply with federal injection well inventory
reporting requirements. The Stormwater Drainage Well Notification Form can be found
on DWR's Stormwater Iniectio page. The paragraphs below describe which types of
infiltration systems do not require notification, which ones are not allowed and which
ones do require notification.
Infiltration Systems that do not Require Notification
Infiltration basins without any pipes to convey stormwater into the ground do not
require notification. In addition, infiltration trenches designed in accordance with Figure
1 above are not stormwater drainage wells because the purpose of the underdrain pipe
system is for collecting overflow rather than for distributing stormwater.
Infiltration Systems that are not Allowed
Under NC rules, untreated stormwater is not allowed to be injected directly into any
aquifer. This includes injecting stormwater into an improved sinkhole or into a vertical
well into the ground as depicted in Figure 2 below.
Figure 2: An Example of a Class V Drainage Well (EPA)
CowrfGrate - 004or
- lT�TJ'/117�nZ
l.Li
Urbris
r A ---
Shield l
Oil Absorbent .. Dii Absorbent _
Cometc Chamber PVC Pipe PVC Pipe
.1� 1
.75'ta 3.5' �� _ ,J5' to 1,5'
Washed Rack I a Washed Rock
Infiltration Systems Requiring Notification to DWR's Stormwater Injection
Program
DEQ considers infiltration systems to be stormwater drainage wells if they meet one of
the following criteria:
An infiltration trench or subsurface infiltration system whose depth is larger than
its smallest surface dimension.
C-1. Infiltration System 4 Revised: 11-20-2020

NCDEQ Stormwater BMP Manual
Environmental
Quafity
2. The separation from the bottom of the infiltration system to the seasonal high
water table (SHWT) is less than 2 feet (note that additional requirements must
also be met to reduce the separation from the SHWT per MDC 2: Separation
from the SHWT).
3. The groundwater table is artificially lowered to create sufficient separation from
the SHWT for infiltration to occur.
4. A stormwater infiltration system that uses pipes to distribute stormwater (rather
than collect and bypass stormwater overflow), such as the one shown in Figure
3 below.
Figure 3: An Example of an Infiltration System with Piped Stormwater
Distribution (Storm Tech)
AMP AW
Stormwater infiltration systems that fall into one of the four criteria listed above do not
need a separate permit from the DWR Underground Injection Control (UIC) Program;
however, a notification form must be submitted to the UIC Program in order to comply
with federal injection well inventory reporting requirements. The Stormwater Drainage
Well Notification Form can be found on DWR's Stormwater Infection page.
Guidance on the MDC
INFILTRATION MDC 1: SOIL INVESTIGATION.
A site -specific soil investigation shall be performed to establish the hydraulic
properties and characteristics of the soil within the proposed footprint and at the
proposed elevation of the infiltration system.
See Part A-2 for guidance on soil investigation. It is recommended to provide a
minimum of one soil test hole per 5,000 square feet of infiltration surface area.
(Geotechnical Report
attached.)
C-1. Infiltration System 5 Revised: 11-20-2020

NCDEQ Stormwater BMP Manual
NCI Environmental
Quality
INFILTRATION MDC 2: SEPARATION FROM THE SHWT.
The lowest point of the infiltration system shall be a minimum of two feet above
the SHWT. However, the separation may be reduced to no less than one foot if
the applicant provides a hydrogeologic evaluation that demonstrates that the
water table will subside to its pre -storm elevation within five days or less.
There are two primary reasons for the two -foot separation requirement; the first is
the inherent uncertainty in pinpointing the exact location of the SHWT in the field,
and the second is the potential for mounding of the groundwater table in the vicinity
of the infiltration system. If the mounding becomes severe enough, the infiltration
will not function as designed. See Part A-2 for guidance on what should be
provided in a hydrogeologic evaluation.
INFITRATION MDC 3: SOIL SUBGRADE SURFACE.
The surface of the soil subgrade shall have a slope of less than or equal to two
percent. Terraces and baffles may be installed to achieve a level subgrade.
A nearly level soil subgrade slope is necessary to ensure that stormwater will be
evenly infiltrated into the soil subgrade.
INFILTRATION MDC 4: PRETREATMENT.
Pretreatment devices shall be provided to prevent clogging. Pretreatment devices
may include measures such as sumps in catch basins, gravel verges, screens on
roof and patio drains, filters, filter strips, grassed swales, and forebays. Rooftop
runoff that is discharged to the surface of an infiltration system shall not require
pretreatment.
In selecting a pretreatment device, the designer should consider the slope, land
cover, and size of the drainage area. Drainage areas with high slopes, a
significant amount of pervious surfaces, or that are larger than an acre should have
a more robust pretreatment device like a forebay or sump. Smaller drainage areas
with a high percentage of built -upon area can typically have simpler pretreatment
systems like filter strips, swales or gravel verges.
INFILTRATION MDC 5: DRAWDOWN TIME.
Infiltration systems shall be designed to dewater the design volume to the bottom
of the infiltration device within 72 hours or less. In -situ soils may be removed and
replaced with infiltration media or infiltration media may be placed on top of in -situ
(The provided
Geotechnical Report
shows a SHWT > 8' .No
SHWT was encountered.)
(Infiltration system is
designed with a slope =
0%.)
(Sumps are provided in
the inlets prior to entering
the infiltration system.
Sumps will be pumped
out regularly to maintain
integrity of the infiltration
system.)
C-1. Infiltration System 3,106 CF stored Revised: 11-20-2020
Area of storage=3,152 sf
Time=2' deep (24")
1.23 inches/hour from Geotech Report
29.52 hours < 72 hours

NCDEQ Stormwater BMP Manual
Environmental
Quafity
soils if the applicant provides a soils report that demonstrates that the modified
soil profile allows for infiltration of the design volume within 72 hours or less.
The drawdown time requirement, in combination with the field -determined soil
infiltration rate, determines the minimum surface area for an infiltration system.
See Equation 1 below.
tion 2: Minimum Surface Area for an Infiltration
SA = FS * DV *12
K * T
where: SA
FS
DV
K
T
= required minimum surface area of infiltration system (ft2)
= factor of safety (minimum of 2 is recommended)
= design volume (ft3) DV=3,106 CF stored
= hydraulic conductivity of soil (in/hr) K=1.23 inches/hour from Geotech Report
T=72 hours
= maximum dewatering time (72 hours) FS=2
SA=841 sf (minimum)
3,152 sf provided.
Although some infiltration will likely occur from the sides of an infiltration system,
the DEQ recommends sizing the infiltration system's bottom surface area per this
equation and considering infiltration from the sides as a factor of safety.
A factor of safety is crucial in infiltration system design due to the following:
The inherent uncertainty in soil testing;
The likelihood that the soil will be compacted during construction, which can
reduce soil infiltration rates by more than an order of magnitude; and
The likelihood that sediment will enter the infiltration system after it is
constructed and diminish the infiltration rate. If the system does not drain
within 72 hours throughout its operational life, then it will be out of
compliance with this MDC.
INFILTRATION MDC 6: OBSERVATION PORT.
For infiltration devices located under the ground surface, a minimum of one
inspection port shall be provided.
In order to monitor performance of the infiltration device, observations should be
conducted to determine how long it takes retained water to infiltrate into the soil
after a storm event
Recommendations
INFILTRATION RECOMMENDATION 1: TRENCH MEDIA.
Access/inspection locations
are provided at each corner
of the infiltration BMP. Four
(4) locations total provided.
C-1. Infiltration System 7 Revised: 11-20-2020

NCDEQ Stormwater BMP Manual
IT Environmental
Quality
For infiltration trenches, medium or coarse sand, or crushed stone (i.e., uniformity Required stone provided.
coefficient of 2 or smaller) is preferable as a drainage medium. Trench media
should be hard, durable, inert particles, free from slate, shale, clay, silt, and
organic matter.
Uniform materials have higher porosity (which provides a larger storage capacity),
which can reduce the amount of space and materials required to construct an
infiltration trench. The porosity of the material should be determined by laboratory
tests and certified by the supplier.
The trench media should be washed, or preferably, double -washed.
To increase the runoff capture storage volume of trenches, plastic, aluminum or
concrete gallery frames can be inserted. The gallery frames introduce open space
inside the trench and help distribute flow. Adequate maintenance access must be
provided to the gallery frames.
INFILTRATION RECOMMENDATION 2: TRENCH GEOTEXTILES.
For infiltration trenches, drainage media should be enclosed on all sides by a
geotextile filter.
Proper specification of the geotextile prevents two problems: accumulation of soil
into the device and clogging at the soil interface. The top surface of the geotextile
should be 6-12 inches below the upper surface of the drainage media. The other
surfaces of the geotextile should be in contact with the in -situ soil. The fabric,
together with the overlying material, can be removed and disposed of when
excessive sediments accumulate on the filter and begin to retard flow into the
device.
INFILTRATION RECOMMENDATION 3: PUMPED INFILTRATION.
If a project has soils with high infiltration rates, but there is not adequate
separation from the
SHWT at the discharge point, the designer has the option of using "pumped
infiltration."
Pumped infiltration can be a good option for some projects, particularly where SA
waters requirements apply. It is typically accomplished by providing a storage
pond at the low point of the drainage area and a pump to convey the stormwater to
a higher elevation.
DEQ recommends that the following information be considered in the design and
provided in the submittal:
1. Pump elevation: Set the pump inlet piping at or above sediment cleanout
level of the storage pond to avoid clogging the pump. The cleanout
Detail on C502 shows
non -woven geotextile
fabric.
None required.
C-1. Infiltration System 8 Revised: 11-20-2020

NCDEQ Stormwater BMP Manual
NCI Environmental
Quality
elevation typically corresponds to 0.75 times the design depth of the
storage pond.
2. Routing calculations: Provide routing calculations that demonstrate that
the design volume can be adequately conveyed from the storage pond to
the infiltration system during the storm event. The pump should be sized
such that the operating point is less than the drawdown rate for the basin.
3. Gate valve and discharge line size: Insure that these are provided to
adjust and convey flow at system operation point.
4. Pump system details: Pump system details should be provided on the
plans, calculations, and specifications and should include:
a. Sealed TDH calculations with piping and fitting count, operating point,
entry and exit losses.
b. Pump specification sheet with model number and impeller size.
c. Pump curve with operating point.
d. The pump "on" elevation at a minimum of four inches above pump "off'
elevation identified on the plans (six inches recommended).
e. Check valve provided on pump discharge line to prevent backflow
when pump is
"off."
Construction
Care should be used during installation to minimize compaction of soil on the
bottom and walls of infiltration devices since this will reduce the permeability at the
soil interface. To avoid compacting the drainage media, light equipment and
construction techniques that minimize compaction should be used.
Runoff shall not be directed into an infiltration device until the drainage area is
stabilized. A construction sequence must be followed that reflects the need to
protect the functioning of the infiltration device. The longevity of infiltration devices
is strongly influenced by the care taken during construction.
Infiltration trenches should not be covered by an impermeable surface unless there
is suitable maintenance access, the design specifies a H-20 loading capacity, and
the permit application includes a cross-section of the H-20 design. Direct access
must be provided to all infiltration devices for maintenance and rehabilitation.
OSHA safety standards should be consulted for trench excavation.
A minimum of one observation well shall be included in the design of an infiltration
system to periodically verify that the drainage media is fully draining. The
monitoring well shall consist of a 4- to 6-inch-diameter, perforated polyvinyl
chloride (PVC) pipe with a locking cap. The well should be placed near the center
of the facility or in the general location of the lowest point within the facility, with the
invert at the excavated bottom of the facility.
C-1. Infiltration System 9 Revised: 11-20-2020

NCDEQ Stormwater BMP Manual
Environmental
Quality
Maintenance
For the first year of operation, installations should be inspected monthly and after
each major storm. After the first year, quarterly inspections, preferably conducted
after a storm, are recommended.
In order to monitor performance of the infiltration device, observations should be
conducted to determine how long it takes retained water to infiltrate into the soil
after a storm event. The determination can be made in two ways. The most
informative way is to read the water level several times over a period of days after
a large storm. The alternative is a "one -stop" method, where a single reading is
taken and compared with the local rainfall record. Although less accurate than the
multiple reading method, the one -stop method will still allow significant
deterioration in performance to be recognized.
Maintenance is very important for infiltration devices. Property owners should be
educated in the function and maintenance requirements of infiltration devices.
Especially important is the maintenance of vegetated areas that drain to the
infiltration system. Areas that are allowed to become bare and unvegetated will
contribute excess sediment to the infiltration system and hasten its failure. Any
sediment deposits in pretreatment devices should be removed at least annually.
The surface of infiltration systems must be kept in good condition. In many
instances, it is convenient to cover infiltration trenches with concrete grid pavers or
similar permeable paving systems that can be removed easily and replaced as
necessary to service the trench.
The top several inches of drainage media and the filter cloth along the top of the
drainage media should be replaced annually or at least when the dewatering time
is longer than 5 days. If after replacing the top media the infiltration rate is still not
in the acceptable range, the entire facility must be dismantled and reconstructed.
Proper disposal of the materials removed is necessary; the aggregate and cloth
should be appropriately packaged and delivered to the local landfill, provided the
operating authority approves the disposal.
Since infiltration trenches and infiltration basins have different configurations and
maintenance needs, an appropriate sample operation and maintenance table is
offered for each one.
Sample Operation and Maintenance Provisions for Infiltration
Trenches
Important operation and maintenance procedures:
The drainage area of the infiltration trench will be carefully managed to reduce
the sediment load to the sand filter.
C-1. Infiltration System 10 Revised: 11-20-2020

NCDEQ Stormwater BMP Manual
NCI Environmental
Quality
2. The water level in the monitoring wells will be recorded once a month and after
every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal
County).
The infiltration trench will be inspected quarterly and within 24 hours after every
storm event greater than 1.0 inches (or 1.5 inches if in a Coastal County).
Records of operation and maintenance will be kept in a known set location and will
be available upon request.
Inspection activities shall be performed as follows. Any problems that are found
shall be repaired immediately.
Table 1: Sample Operation and Maintenance Provisions for Infiltration Trenches
The entire infiltration
Trash/debris is present.
Remove the trash/debris.
trench
Regrade the soil if necessary to remove
Areas of bare soil and/or
the gully, plant ground cover and water
erosive gullies have formed.
until established. Provide lime and a
one-time fertilizer application
The grass filter strip or
other pretreatment area
Search for the source of the sediment
Sediment has accumulated to
and remedy the problem if possible.
a depth greater than three
Remove the sediment and dispose of it
inches.
in a location where it will not cause
impacts to streams or the SCM.
Unclog the conveyance and dispose of
The structure is clogged.
any sediment in a location where it will
The flow diversion
not cause impacts to streams or the
structure (if applicable)
SCM.
The structure is damaged.
Make any necessary repairs or replace if
damage is too much for repair.
Water is pond ing on the
Remove the accumulated sediment from
surface for more than 24
the top of the infiltration trench and
hours after a storm.
dispose of it in a location that will not
impact a stream or the SCM.
Do not pull the weeds (may pull out
The trench
Grass or other plants are
media as well). Wipe them with a
growing on the surface of the
systemic herbicide such as glyphosate
trench.
and then return within the week to
remove them by hand. (Another option
is to pour boiling water on them or
steam them.)
C-1. Infiltration System
11
Revised: 11-20-2020

NCDEQ Stormwater BMP Manual
Environmental
Quality
Observation well
The emergency overflow
berm
The receiving water
Water present more than Clean out any clogged underdrain pipes.
three days after a storm event Consult an appropriate professional for
clogged soil subgrade.
Erosion or other signs of
damage have occurred at the
outlet.
Erosion or other signs of
damage have occurred at the
outlet.
Discharges from the
infiltration trench are causing
erosion or sedimentation in
the receiving water.
Repair or replace the berm.
Repair the damage and improve the flow
dissipation structure.
Contact the local NCDEQ Regional
Office.
Sample Operation and Maintenance Provisions for Infiltration Basins
Important operation and maintenance procedures:
The drainage area will be carefully managed to reduce the sediment load to the infiltration
basin.
2. No portion of the infiltration basin will be fertilized after the initial fertilization that is required
to establish the vegetation. Lime may be allowed if vegetation is planted on the surface of
the infiltration system and a soil test shows that it is needed.
3. The vegetation in and around the basin will be maintained at a height of four to six inches.
After the infiltration basin is established, it will be inspected quarterly and within 24 hours
after every storm event greater than 1.0 inches (or 1.5 inches if in a Coastal County).
Records of operation and maintenance will be kept in a known set location and will be available
upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be
repaired immediately.
Table 2: Sample Operation and Maintenance Provisions for Infiltration Basins
The entire infiltration Trash/debris is present. Remove the trash/debris.
basin
C-1. Infiltration System 12 Revised: 11-20-2020

NCDEQ Stormwater BMP Manual
Environmental
Quality
Regrade the soil if necessary to remove
Areas of bare soil and/or
the gully, plant ground cover and water
erosive gullies have formed.
until established. Provide lime and a
one-time fertilizer application
The grass filter strip or
other pretreatment area
Search for the source of the sediment
Sediment has accumulated to
and remedy the problem if possible.
a depth greater than three
Remove the sediment and dispose of it
inches.
in a location where it will not cause
impacts to streams or the SCM.
Unclog the conveyance and dispose of
The structure is clogged.
any sediment in a location where it will
The flow diversion
not cause impacts to streams or the
structure (if applicable)
SCM.
The structure is damaged.
Make any necessary repairs or replace if
damage is too much for repair.
The inlet pipe is clogged (if
Unclog the pipe and dispose of any
applicable)
sediment in a location where it will not
cause impacts to streams or the SCM.
The inlet pipe is cracked or
otherwise damaged (if
Repair or replace the pipe.
applicable).
The inlet device
Regrade the swale if necessary and
Erosion is occurring in the
provide erosion control devices such as
swale (if applicable).
reinforced turf matting or riprap to avoid
future erosion problems.
Stone verge is clogged or
Remove sediment and clogged stone
covered in sediment (if
and replace with clean stone.
applicable).
Search for the source of the sediment
More than four inches of
and remedy the problem if possible.
sediment has accumulated.
Remove the sediment and dispose of it
in a location where it will not cause
impacts to streams or the SCM.
Erosion of the basin surface
Provide additional erosion protection
The basin
has occurred or riprap is
such as reinforced turf matting or riprap
displaced.
if needed to prevent future erosion
problems.
Water is standing more than
Replace the top few inches of soil to see
three days after a storm
if this corrects the standing water
event.
problem. If not, consult an appropriate
professional for a more extensive repair.
The embankment
Shrubs or trees are growing
Remove trees and shrubs immediately.
on the embankment.
C-1. Infiltration System
13
Revised: 11-20-2020

NCDEQ Stormwater BMP Manual
Environmental
Quality
The outlet device
The receiving water
An annual inspection by an
appropriate professional
shows that the embankment
needs repair.
Clogging has occurred
Make needed repairs immediately.
Clean out the outlet device and dispose
of sediment in a location where it will not
cause impacts to streams or the SCM.
The outlet device is damaged. Repair or replace the outlet device.
Erosion or other signs of
damage have occurred at the
outlet.
Discharges from the
infiltration trench are causing
erosion or sedimentation in
the receiving water.
Old Versus New Design Standards
Repair the damage and improve the flow
dissipation structure.
Contact the local NCDEQ Regional
Office.
The following is a summary of some of the changes in infiltration system design
standards between the archived version of the BMP Manual and the current MDC for
infiltration systems. It is intended to capture the highlights only; any infiltration system
MDC that are not captured in this table are still required per 15A NCAC 02H .1051.
Soil permeability Infiltration systems only allowed Infiltration systems shall be designed
requirements if the in -situ soil has an to dewater in 72 hours or less based
infiltration rate of at least 0.52 on the soil infiltration rate. (Lower
inch/hour. infiltration rate soils will require a
larger surface area.)
Flow splitting device Required; only the runoff from Not required. Infiltration systems can
the design storm is allowed to be designed with an outlet device
be directed to the infiltration that attenuates peak flow above the
system. ponding depth for the design storm.
Level spreader for the Required Not required; outlet must be
overflow designed so that erosion does not
occur.
Maximum depth of media Specified. Not specified; however, the invert of
for infiltration trenches the infiltration system must meet the
SHWT requirements in the MDC.
C-1. Infiltration System 14 Revised: 11-20-2020

NCDEQ SCMs
NCDEQ Minimum Design Criteria for all SCMS:
GENERAL MDC 1. SIZING. The design volume of SCMS shall consider the runoff at buildout from all surfaces draining to the
system. Drainage from off -site areas may be bypassed. The combined design volume of all SCMS on the project shall be
sufficient to handle the required storm depth.
Response: The infiltration system is sized appropriately for the drainage basin flowing to the SCM.
GENERAL MDC 2: CONTAMINATED SOILS. SCMS that allow stormwater to infiltrate shall not be located on or in areas with
contaminated soils.
Response: No contaminated soils located in Geotechnical Report.
GENERAL MDC 3: SIDE SLOPES. Side slopes of SCMS stabilized with vegetated cover shall be no steeper than 3:1 (horizontal
to vertical). Retaining walls, gabion walls, and other engineered surfaces may be steeper than 3:1. Steeper vegetated
slopes may be considered on a case -by -case basis if the applicant demonstrates that the soils and vegetation shall remain
stable.
Response: N/A
GENERAL MDC 4: EROSION PROTECTION. The inlets SCMS shall be designed to protect the SCM from erosion resulting
from stormwater discharges. The outlets of SCMS shall be designed so that they do not cause erosion immediately
downslope of the discharge point during the peak flow from the 10-year storm event as shown by engineering calculations.
Response: All proposed outlets fall into the existing stormwater collection system underground.
GENERAL MDC 5: EXCESS FLOWS. SCMS shall include an overflow or bypass device for inflow volumes in excess of the
treatment volume, or, if applicable, the peak attenuation volume.
Response: There is an emergency overflow weir on the top of the Outlet Control Structure.
GENERAL MDC 6: DEWATERING. SCMS shall have a method to draw down any standing water to facilitate maintenance
and inspection.
Response: The infiltration system is designed to draw down the entire system and allow maintenance.
GENERAL MDC 7: CLEAN OUT AFTER CONSTRUCTION. Every SCM impacted by sedimentation and erosion control during
the construction phase shall be cleaned out and converted to its approved design state.
Response: The infiltration system and pipes will be cleaned prior to contractor leaving the site.
GENERAL MDC 8: MAINTENANCE ACCESS. Every SCM installed pursuant to this Section shall be made accessible for
maintenance and repair. Maintenance accesses shall: (a) have a minimum width of ten feet; (b) not include lateral or
incline slopes that exceed 3:1 (horizontal to vertical); and (c) extend to the nearest public right-of-way.
Response: Maintenance access is provided in multiple locations in the infiltration system.
GENERAL MDC 9: EASEMENTS. All SCMS and associated maintenance accesses on privately owned land except for those
located on single family residential lots shall be located in permanent recorded easements. The SCM shall be shown and
labeled within the easement. These easements shall be granted in favor of the party responsible for enforcing the
stormwater program under which the SCMS were approved.

Response: Access provided.
GENERAL MDC 10: SINGLE FAMILY RESIDENTIAL LOTS. Plats for residential lots that contain an SCM shall include: (a) the
specific location of the SCM on the lot; (b) a typical detail for SCM to be used; and (c) a note that the SCM on the property
has been required to meet stormwater regulations and that the property owner may be subject.
Response: N/A this project is commercial.
GENERAL MDC 11: OPERATION AND MAINTENANCE AGREEMENT. The owner of the SCMs shall enter into a binding
Operation and Maintenance (O&M) Agreement with the party responsible for implementing the stormwater program
under which the SCMs were approved. The O&M Agreement shall require the owner to maintain, repair, or reconstruct
the SCMs in accordance with the approved design plans and the O&M Plan. The O&M Agreement shall be referenced on
the final plat and shall be recorded with the county Register of Deeds upon final plat approval. If no subdivision plat is
recorded for the site, then the O&M Agreement shall be recorded with the county Register of Deeds so as to appear in
the chain of title of all subsequent purchasers.
Response: Maintenance Agreements will be provided.
GENERAL MDC 12: OPERATION AND MAINTENANCE PLAN. There shall be an O&M Plan for every project subject to this
Rule. The O&M Plan shall specify all operation and maintenance work necessary for the function of all SCM components,
including the stormwater conveyance system, perimeter of the device, inlet(s), pretreatment measures, main treatment
area, outlet, vegetation, and discharge point. The O&M plan shall specify methods to be used to maintain or restore the
SCMs to design specifications in the event of failure. O&M plans shall be signed by the owner and notarized. The owner
shall keep maintenance records, and these shall be available upon request by the party responsible for enforcing the
stormwater program under which the SCMs were approved.
Response: O&M Plan included on C502.
GENERAL MDC 13: SCM SPECIFIC MINIMUM DESIGN CRITERIA (MDC). Every SCM shall follow the applicable device specific
MDC pursuant to Rules .1051 through .1062 of this Section.
Response: Provided in this report.
GENERAL MDC 14: SCM DESIGNER QUALIFICATIONS FOR THE FAST -TRACK PERMITTING PROCESS. For the fast -track
permitting process as set forth in Rules .1043 and .1044 of this Section, SCMs and components of SCMs shall be designed
by persons licensed under Chapters 89A, 89C, 89E, or 89F of the General Statutes.
Response: Fast Tracking qualifications provided and initiated.
GENERAL MDC 15: NEW STORMWATER TECHNOLOGIES. Applicants shall have the option to request Division approval of
new stormwater technologies and associated MDC. Division approval shall be based on engineering calculations and
research studies demonstrating that the new technology functions in perpetuity and is equally or more protective of water
quality than the requirements of this Section.
Response: N/A no new stormwater technologies proposed.
GENERAL MDC 16: NO EXCEPTIONS TO UNAUTHORIZED PROFESSIONAL PRACTICE. This Rule creates no exceptions to the
unauthorized practice of the professions described in Chapters 89A, 89C, 89E, or 89F, or the rules, standards, or codes of
professional conduct promulgated by the applicable professional licensing boards.
Response: A registered professional engineer signed the plans and the report calculations.

10
ECS SOUTHEAST, LLP
"Setting the Standard for Service"
Geotechnical • Construction Materials • Environmental • Facilities NC Registered Engineering Firm F-1078
NC Registered Geologists Firm C-406
SC Registered Engineering Firm 3239
August 23, 2021
Mr. Jarrett Senkbeil, PE LEED AP
OnSite Civil Group, LLC
980 Birmingham Road, Suite 501 340
Milton, Georgia 30004
Reference: Report of Seasonal High Water Table Estimation and Infiltration Testing
Louisburg Site
Louisburg, Franklin County, North Carolina
ECS Project No. 49.14807
Dear Mr. Senkbeil:
ECS Southeast, LLP (ECS) recently conducted a seasonal high water table (SHWT) estimation
and infiltration testing within the stormwater control measure (SCM) area(s) at 602 South Bickett
Boulevard in Louisburg, Franklin County, North Carolina. This letter, with attachments, is the
report of our testing.
Field Testing
On August 19, 2021, ECS conducted an exploration of the subsurface soil conditions, in
accordance with the NCDEQ Stormwater Design Manual section A-2, at six requested locations
shown on the attached Boring Location Plan (Figure 1). ECS used GPS equipment in order to
determine the boring locations. The purpose of this exploration was to obtain subsurface
information of the in situ soils for the SCM area(s). ECS explored the subsurface soil
conditions by advancing one hand auger boring into the existing ground surface at each of the
requested boring locations. ECS visually classified the subsurface soils and obtained
representative samples of each soil type encountered. ECS also recorded the SHWT elevation
observed at the time of the hand auger borings. The attached Infiltration Testing Form provides
a summary of the subsurface conditions encountered at the hand auger boring locations.
The SHWT elevation was estimated at the boring locations below the existing grade elevation.
A summary of the findings are as follows:
Location
SHWT
1-1
>36 inches
1-2
>48 inches
1-3
>48 inches
1-4
>36 inches
1-5
>36 inches
1-6
>48 inches
ECS Capitol Services, PLLC • ECS Florida, LLC • ECS Mid -Atlantic, LLC • ECS Midwest, LLC • ECS Southeast, LLP • ECS Texas, LLP
www.ecslimited.com

Report of SHWT Estimation and Infiltration Testing
Louisburg Site
Louisburg, Franklin County, North Carolina
ECS Project No. 49.14807
August 23, 2021
Auger refusal was encountered at each boring location due to the presence of rock. ECS has
conducted six infiltration tests utilizing a compact constant head permeameter near the hand
auger borings in order to estimate the infiltration rate for the subsurface soils. Infiltration tests
are typically conducted at two feet above the SHWT or in the most restrictive soil horizon. Tests
in clayey conditions are conducted for durations of up to 30 minutes. If a more precise hydraulic
conductivity value is desired for these locations, then ECS recommends collecting samples and
performing laboratory permeability testing.
Field Test Results
Below is a summary of the infiltration test results:
Location
Description
Depth
Inches/
hour
1-1
Tan/orange fine to coarse SAND w/
10 inches
1.23
clay lens
12
Tan/orange fine to coarse SAND w/
10 inches
6.33
clay lens
1-3
Tan/orange fine to coarse SAND w/
10 inches
6.74
clay lens
1-4
Tan/orange fine to coarse SAND w/
10 inches
2.81
clay lens
1-5
Tan/orange fine to coarse SAND w/
10 inches
5.96
clay lens
1-6
Tan/orange fine to coarse SAND w/
10 inches
6.67
clay lens
Infiltration rates and SHWT may vary within the proposed site due to changes in elevation, soil
classification and subsurface conditions. ECS recommends that a licensed surveyor provide
the elevations of the boring locations.
Closure
ECS's analysis of the site has been based on our
information provided to us, and the data obtained
information provided to us is changed, please contact
reviewed and appropriate revisions provided, if nec
subsurface conditions during construction which di
exploration should be reported to us for our r
understanding of the site, the project
during our exploration. If the project
us so that our recommendations can be
=ssary. The discovery of any site or
Mate from the data outlined in this
view, analysis and revision of our
recommendations, if necessary. The assessment of site environmental conditions for the
presence of pollutants in the soil and groundwater of the site is beyond the scope of this
geotechnical exploration.

Report of SHWT Estimation and Infiltration Testing
Louisburg Site
Louisburg, Franklin County, North Carolina
ECS Project No. 49.14807
August 23, 2021
ECS appreciates the opportunity to provide our services to you on this project. If you have any
questions concerning this report or this project, please contact us.
Respectfully,
ECS SOUTHEAST, LLP
• �7`�oD �j v �'� t/
K. Brooks Wall
Project Manager
bwall(a)ecslimited.com
910-686-9114
Attachments: Figure 1 - Boring Location Plan
Infiltration Testing Form
GBA Document
W. Brandon Fulton, PSC, PWS, LSS
Environmental Department Manager
bfulton(a)ecslimited.com
704-525-5152

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August 19, 2021
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Figure 1— Boring Location Plan
Provided by: Onsite Civil Group

Infiltration Testing Form
Louisburg Site
Louisburg, Franklin County, North Carolina
ECS Project No. 49.14807
August 19, 2021
Location Depth USCS Soil Description
1-1 0-36" SW Tan/orange f. to c. SAND w/ clay
36" -- Hand Auger Refusal
Seasonal High Water Table was estimated to be at >36 inches below the
existing grade elevation.
Test was conducted at 10 inches below existing grade elevation
Infiltration Rate: 1.23 inches per hour
Location Depth USCS Soil Description
1-2 0-48" SW Tan/orange f. to c. SAND w/ clay
48" -- Hand Auger Refusal
Seasonal High Water Table was estimated to be at >48 inches below the
existing grade elevation.
Test was conducted at 10 inches below existing grade elevation
Infiltration Rate: 6.33 inches per hour
Location Depth USCS Soil Description
1-3 0-48" SW Tan/orange f. to c. SAND w/ clay
48" -- Hand Auger Refusal
Seasonal High Water Table was estimated to be at >48 inches below the
existing grade elevation.
Test was conducted at 10 inches below existing grade elevation
Infiltration Rate: 6.74 inches per hour

Infiltration Testing Form
Louisburg Site
Louisburg, Franklin County, North Carolina
ECS Project No. 49.14807
August 19, 2021
Location Depth USCS Soil Description
1-4 0-36" SW Tan/orange f. to c. SAND w/ clay
36" -- Hand Auger Refusal
Seasonal High Water Table was estimated to be at >36 inches below the
existing grade elevation.
Test was conducted at 10 inches below existing grade elevation
Infiltration Rate: 2.81 inches per hour
Location Depth USCS Soil Description
1-5 0-36" SW Tan/orange f. to c. SAND w/ clay
36" -- Hand Auger Refusal
Seasonal High Water Table was estimated to be at >36 inches below the
existing grade elevation.
Test was conducted at 10 inches below existing grade elevation
Infiltration Rate: 5.96 inches per hour
Location Depth USCS Soil Description
1-6 0-48" SW Tan/orange f. to c. SAND w/ clay
48" -- Hand Auger Refusal
Seasonal High Water Table was estimated to be at >48 inches below the
existing grade elevation.
Test was conducted at 10 inches below existing grade elevation
Infiltration Rate: 6.67 inches per hour

r- Geolechnical-EngineePing RePOPI --)
The Geoprofessional Business Association (GBA)
has prepared this advisory to help you — assumedly
a client representative — interpret and apply this
geotechnical-engineering report as effectively
as possible. In that way, clients can benefit from
a lowered exposure to the subsurface problems
that, for decades, have been a principal cause of
construction delays, cost overruns, claims, and
disputes. If you have questions or want more
information about any of the issues discussed below,
contact your GBA-member geotechnical engineer.
Active involvement in the Geoprofessional Business
Association exposes geotechnical engineers to a
wide array of risk -confrontation techniques that can
be of genuine benefit for everyone involved with a
construction project.
Geotechnical-Engineering Services Are Performed for
Specific Purposes, Persons, and Projects
Geotechnical engineers structure their services to meet the specific
needs of their clients. A geotechnical-engineering study conducted
for a given civil engineer will not likely meet the needs of a civil -
works constructor or even a different civil engineer. Because each
geotechnical-engineering study is unique, each geotechnical-
engineering report is unique, prepared solely for the client. Those who
rely on a geotechnical-engineering report prepared for a different client
can be seriously misled. No one except authorized client representatives
should rely on this geotechnical-engineering report without first
conferring with the geotechnical engineer who prepared it. And no one
- not even you - should apply this report for any purpose or project except
the one originally contemplated.
Read this Report in Full
Costly problems have occurred because those relying on a geotechnical-
engineering report did not read it in its entirety. Do not rely on an
executive summary. Do not read selected elements only. Read this report
in full.
You Need to Inform Your Geotechnical Engineer
about Change
Your geotechnical engineer considered unique, project -specific factors
when designing the study behind this report and developing the
confirmation -dependent recommendations the report conveys. A few
typical factors include:
• the client's goals, objectives, budget, schedule, and
risk -management preferences;
• the general nature of the structure involved, its size,
configuration, and performance criteria;
• the structure's location and orientation on the site; and
• other planned or existing site improvements, such as
retaining walls, access roads, parking lots, and
underground utilities.
Typical changes that could erode the reliability of this report include
those that affect:
• the sites size or shape;
• the function of the proposed structure, as when its
changed from a parking garage to an office building, or
from a light -industrial plant to a refrigerated warehouse;
• the elevation, configuration, location, orientation, or
weight of the proposed structure;
• the composition of the design team; or
• project ownership.
As a general rule, always inform your geotechnical engineer of project
changes - even minor ones - and request an assessment of their
impact. The geotechnical engineer who prepared this report cannot accept
responsibility or liability for problems that arise because the geotechnical
engineer was not informed about developments the engineer otherwise
would have considered.
This Report May Not Be Reliable
Do not rely on this report if your geotechnical engineer prepared it:
• for a different client;
• for a difrerentproject;
• for a different site (that may or may not include all or a
portion of the original site); or
• before important events occurred at the site or adjacent
to it; e.g., man-made events like construction or
environmental remediation, or natural events like floods,
droughts, earthquakes, or groundwater fluctuations.
Note, too, that it could be unwise to rely on a geotechnical-engineering
report whose reliability may have been affected by the passage of time,
because of factors like changed subsurface conditions; new or modified
codes, standards, or regulations; or new techniques or tools. If your
geotechnical engineer has not indicated an `apply -by" date on the report,
ask what it should be, and, in general, if you are the least bit uncertain
about the continued reliability of this report, contact your geotechnical
engineer before applying it. A minor amount of additional testing or
analysis - if any is required at all - could prevent major problems.
Most of the "Findings" Related in This Report Are
Professional Opinions
Before construction begins, geotechnical engineers explore a sites
subsurface through various sampling and testing procedures.
Geotechnical engineers can observe actual subsurface conditions only at
those specific locations where sampling and testing were performed. The
data derived from that sampling and testing were reviewed by your
geotechnical engineer, who then applied professional judgment to
form opinions about subsurface conditions throughout the site. Actual
sitewide-subsurface conditions may differ - maybe significantly - from
those indicated in this report. Confront that risk by retaining your
geotechnical engineer to serve on the design team from project start to
project finish, so the individual can provide informed guidance quickly,
whenever needed.

This Report's Recommendations Are
Confirmation -Dependent
The recommendations included in this report - including any options
or alternatives - are confirmation -dependent. In other words, they are
not final, because the geotechnical engineer who developed them relied
heavily on judgment and opinion to do so. Your geotechnical engineer
can finalize the recommendations only after observing actual subsurface
conditions revealed during construction. If through observation your
geotechnical engineer confirms that the conditions assumed to exist
actually do exist, the recommendations can be relied upon, assuming
no other changes have occurred. The geotechnical engineer who prepared
this report cannot assume responsibility or liability for confirmation -
dependent recommendations if you fail to retain that engineer to perform
construction observation.
This Report Could Be Misinterpreted
Other design professionals' misinterpretation of geotechnical-
engineering reports has resulted in costly problems. Confront that risk
by having your geotechnical engineer serve as a full-time member of the
design team, to:
• confer with other design -team members,
help develop specifications,
• review pertinent elements of other design professionals'
plans and specifications, and
be on hand quickly whenever geotechnical-engineering
guidance is needed.
You should also confront the risk of constructors misinterpreting this
report. Do so by retaining your geotechnical engineer to participate in
prebid and preconstruction conferences and to perform construction
observation.
Give Constructors a Complete Report and Guidance
Some owners and design professionals mistakenly believe they can shift
unanticipated -subsurface -conditions liability to constructors by limiting
the information they provide for bid preparation. To help prevent
the costly, contentious problems this practice has caused, include the
complete geotechnical-engineering report, along with any attachments
or appendices, with your contract documents, but be certain to note
conspicuously that you've included the material for informational
purposes only. To avoid misunderstanding, you may also want to note
that "informational purposes" means constructors have no right to rely
on the interpretations, opinions, conclusions, or recommendations in
the report, but they may rely on the factual data relative to the specific
times, locations, and depths/elevations referenced. Be certain that
constructors know they may learn about specific project requirements,
including options selected from the report, only from the design
drawings and specifications. Remind constructors that they may
perform their own studies if they want to, and be sure to allow enough
time to permit them to do so. Only then might you be in a position
to give constructors the information available to you, while requiring
them to at least share some of the financial responsibilities stemming
from unanticipated conditions. Conducting prebid and preconstruction
conferences can also be valuable in this respect.
Read Responsibility Provisions Closely
Some client representatives, design professionals, and constructors do
not realize that geotechnical engineering is far less exact than other
engineering disciplines. That lack of understanding has nurtured
unrealistic expectations that have resulted in disappointments, delays,
cost overruns, claims, and disputes. To confront that risk, geotechnical
engineers commonly include explanatory provisions in their reports.
Sometimes labeled "limitations;' many of these provisions indicate
where geotechnical engineers' responsibilities begin and end, to help
others recognize their own responsibilities and risks. Read these
provisions closely. Ask questions. Your geotechnical engineer should
respond fully and frankly.
Geoenviron mental Concerns Are Not Covered
The personnel, equipment, and techniques used to perform an
environmental study - e.g., a "phase -one" or "phase -two" environmental
site assessment - differ significantly from those used to perform
a geotechnical-engineering study. For that reason, a geotechnical-
engineering report does not usually relate any environmental findings,
conclusions, or recommendations; e.g., about the likelihood of
encountering underground storage tanks or regulated contaminants.
Unanticipated subsurface environmental problems have led to project
failures. If you have not yet obtained your own environmental
information, ask your geotechnical consultant for risk -management
guidance. As a general rule, do not rely on an environmental report
prepared for a different client, site, or project, or that is more than six
months old.
Obtain Professional Assistance to Deal with Moisture
Infiltration and Mold
While your geotechnical engineer may have addressed groundwater,
water infiltration, or similar issues in this report, none of the engineer's
services were designed, conducted, or intended to prevent uncontrolled
migration of moisture - including water vapor - from the soil through
building slabs and walls and into the building interior, where it can
cause mold growth and material -performance deficiencies. Accordingly,
proper implementation of the geotechnical engineer's recommendations
will not of itself be sufficient to prevent moisture infiltration. Confront
the risk of moisture infiltration by including building -envelope or mold
specialists on the design team. Geotechnical engineers are not building -
envelope or mold specialists.
GEOPROFESSIONAL
BUSINESS
&EPA ASSOCIATION
Telephone: [phone]
e-mail: [e-mail] wwwgeoprofessional.org
Copyright 2016 by Geoprofessional Business Association (GBA). Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is strictly
prohibited, except with GBAs specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission
of GBA, and only for purposes of scholarly research or book review. Only members of GBA may use this document or its wording as a complement to or as an element of a report of any
kind. Any other firm, individual, or other entity that so uses this document without being a GBA member could be committing negligent

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Geotechnicab-Investigation
Planned Car Wash-Louisbu:
602 S. Bickett Boulevard
;. Louisburg, Franklin County,
North Carolina.
MDM Proj ect's #210350 / 21114
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1055 Kathleen Road, Lakeland, Florida 33805 - [phone] - www.mdmservices.com
Geotechnical Investigation
Planned Car Wash -Louisburg
Planned Car Wash -Marietta
602 S. Bickett Boulevard
Louisburg, Franklin County, North Carolina
MDM Project 9210350 / 21114
July 16, 2021
On June 16, 2021, MDM Services, Inc. completed four (4) standard penetration test borings
(B-1 through B-4) to investigate soil conditions for proposed development of the property
referenced above. The SPT borings were performed in general accordance with ASTM
Standard D1586. The test locations are depicted on the proposed development layout on
Figure I (Appendix A). Logs for each SPT boring are compiled in Appendix B. All depths
as referenced are below the existing grade on the date of testing. Appendix C contains a
map and summary report of the soil distribution on the site, as obtained from the Natural
Resources Conservation Service.
Based on the Natural Resources Conservation Service soil survey for Franklin County, the
property is covered by two mapped soil units. Wedowee sandy loam, 6 to 10 percent slopes
(map symbol WeC) covers the majority of the site on the north and west sides. Wedowee -
Urban land-udorthents complex, 2 top 10 percent slopes (map symbol WuC) cover the
southern and southeastern portions of the site.
Wedowee sandy loam soils are described as well drained Saprolite soils derived from
granite, gneiss or schist, occurring on hillslopes and ridges. The soils are typically sandy
loam to from the ground surface to a depth of 7 inches, clay to a depth of 23 inches, clay
loam to a depth of 35 inches, and sandy clay loam to a depth of 80 inches or more. The
hydraulic conductivity of the most limiting soil layer is listed as ranging from 0.57 to 1.98
in/hr. The depth to the water table is listed as greater than 80 inches.
Wedowee -Urban land-udorthents complex is described as comprising unmapped areas of
Wedowee soils, Urban land, and Udorthents. The Wedowee soils (approximately 40% of
the mapped soil unit) are as described above. Urban land and Udorthents are described as
significantly reworked soils or imported fill and are not sufficiently uniform to describe
typical characteristics. A site soil map and soil report are compiled in Appendix C.
From review of the standard penetration test logs (Appendix B), the lithology at the site
consists primarily of silty and clayey sands generally of low plasticity extending from the
ground surface to the depth limit of the investigation at 8 feet below land surface (bls). The
recorded SPT blow counts yielded N-values ranging from 5 to 160 blows per foot, indicating
loose to very dense relative densities for the sandy soil layers and firm to very hard
consistencies for the fine-grained soil layers. The water table was not encountered within
8 ft bls feet bls during completion of the SPT borings. The seasonal high water table is
estimated at greater than 8 ft bls. Based on the characteristics of the site lithology, the site

Planned Car Wash - Geotechnical Investigation
MDM Job #210350 / 21114
Page 2
is suitable for the proposed development, provided site soils are adequately compacted and
the facility construction is in accordance with the recommendations provided herein.
The following general recommendations for site development are proposed:
SITE PREPARATION
• Vegetation (if any) should be stripped from all proposed building areas, proposed
pavement areas, and all areas where site drainage features are installed. Although not
encountered in more than trace amounts during the geotechnical investigation, organic
soils, if encountered during site construction, should also be stripped from these areas.
Such stripping should be extended a minimum of 5 feet beyond these areas.
• The proposed building and paved areas of the site should be compacted with the use of
a minimum 10 ton vibratory roller. The base of proposed drainage areas should not be
compacted.
• Modified Proctor tests should be performed every 2000 ft2 per foot of depth at the
proposed building areas and every 10,000 ft2 per foot of depth in proposed paved areas.
A minimum density of 98 percent of the Modified Proctor maximum dry density is
required to a depth of 5 feet below the base of proposed building foundation and to a
depth of 3 feet below the base course in proposed paved areas. Any areas not achieving
a minimum density of 98 percent of the Modified Proctor maximum dry density should
be undercut and the material replaced/compacted in lifts not exceeding 1 ft. until a
minimum 98 percent of the Modified Proctor maximum dry density is achieved. The
proposed building and paved areas of the site may require significant compaction, which
may include undercutting/lift compaction, to achieve the optimum densities throughout
the recommended depth intervals.
• Imported fill material should consist of well -graded sand with less than 5% organic
fines. The fill should be placed in lifts not exceeding 1 ft. and compacted until a
minimum density of 98 percent of the Modified Proctor maximum dry density is
achieved to a depth of 5 feet below the base of proposed building foundations, and to a
depth of 3 feet below the base course in proposed paved areas. Compaction tests should
be performed every 2000 ft2 per foot of depth in the proposed building area and every
10,000 ft2 per foot of depth in proposed paved areas.
BUILDING FOUNDATIONS
• The building foundation should be installed at least 1.5 feet below the proposed finish
grade of the site.
• The building foundation footings should be sized to exert a maximum pressure of 2000
psf on the compacted native sand material and/or structural fill, and should be of
minimum 16 inch width. Based on the soil conditions encountered during standard
penetration testing in the building area indicating generally dense to very dense soils
and associated shallow soil bearing capacities ranging from approximately 5,500 psf or
more, compaction may be required for imported or reworked soils only.

Planned Car Wash - Geotechnical Investigation
MDM Job #210350 / 21114
Page 3
• Visqueen of minimum 6 mil thickness, or equivalent vapor retarding material, should
be placed beneath all building floor slabs as a means of retarding moisture and
subsurface vapors.
• Stormwater drainage features should be placed as far as possible from the proposed
building foundation. The minimum recommended distance for such drainage features
from the building foundation is 20 feet.
CANOPY FOOTER(S)
• Based on "N" values (i.e. blow counts per foot of depth), the bearing capacity of soils
from ground surface to eight feet in depth for the canopy area ranges from approximately
1,500 psf to 7,000 psf.
• At minimum, the base of the canopy footer, including a 3 foot perimeter beyond the
footprint of the canopy footers, should be compacted using a vibratory plate compactor.
• The canopy footer(s) should be designed to exert a maximum pressure of 2000 psf.
Provided the proposed canopy footer(s) area of the site, including the recommended 3
foot perimeter beyond this area, is properly compacted as confirmed by Modified
Proctor testing per the above recommendations, the canopy footer(s) will be adequately
supported for this recommended maximum pressure.
PAVEMENT AREAS
• Paved areas should have a stabilized subgrade of at least 12 inches.
• The base course above the subgrade should be a minimum thickness of 6 inches,
following compaction. Based on availability in the site area, crushed rock is the
recommended base course (if asphaltic concrete is the finished surface course) and
should be compacted in maximum 6 inch lifts.
• The surface course of paved areas is recommended to be asphaltic concrete and have a
minimum stability of 1500 pounds. The recommended minimum thickness of the
surface course (finished asphalt) is 1.5 inches.
• Commercial mix concrete of minimum 3500 psi load bearing capacity may be
substituted for asphaltic concrete as the surface course. The minimum recommended
slab thickness is 5 inches. Welded wire mesh should be set approximately within the
slab center during concrete pouring. Compacted sand may be substituted for the base
course if concrete is chosen as the surface course.

Respectfully submitted,
MDM Services, Inc.
Joel M. Cornwall, P.G.
MDM Services, Inc,
1055 Kathleen Road, Lakeland, FL 33805.
Tel [phone] ext 105
Fax[phone]
Planned Car Wash - Geotechnical Investigation
MDMJ b#210350/21114
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APPENDIX A
MDM Services, Inc.

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2 S. BICKETT BLVD, LOUISBURG, FRANKLIN COUNTY, NC
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FIGURE NO.
1

APPENDIX B
MDM Services, Inc.

MDM BORING LOG B-1
PROJECT NUMBER 210350 DRILLING DATE 6/16/2021 DRILLING CO. MDM Services, Inc.
PROJECT NAME Planned Car Wash DRILLING METHOD Split Spoon / SPT DRILL RIG Geoprobe 6620
CLIENT Xpress-Wash TOTAL DEPTH 8 DRILLER M. Williams
LOCATION 602 S. Bickett Blvd. DIAMETER 3 in. COMPLETION Backfilled
Louisburg, Franklin County, NC DEPTH TO WATER >8 ft LOGGED BY J. Cornwall
COMMENTS
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Silty Sand, light yellowish brown, fine to medium -grained
SM
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29,39
1
2
40,50,
100
50,50
3
4
70,70,
140
Silty sand, reddish brown, fine to medium -grained, with clay
SM-SC
D
70,50-0"
5
6
80,80,
160
80,80
7
Termination Depth at: 8 ft, Refusal
WT >8 ft
9
10
11
12
13
14
Page 1 of 1
produced by ESIog.ESdat.net on 16 Jul 2021

MDM BORING LOG B-2
PROJECT NUMBER 210350 DRILLING DATE 6/16/2021 DRILLING CO. MDM Services, Inc.
PROJECT NAME Planned Car Wash DRILLING METHOD Split Spoon / SPT DRILL RIG Geoprobe 6620
CLIENT Xpress-Wash TOTAL DEPTH 8 DRILLER M. Williams
LOCATION 602 S. Bickett Blvd. DIAMETER 3 in. COMPLETION Backfilled
Louisburg, Franklin County, NC DEPTH TO WATER >8 ft LOGGED BY J. Cornwall
COMMENTS
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3,4,
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Silty Sand, light yellowish brown, fine to medium -grained
SM
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4,5
1
2
3,4,
8
Clayey sand, light yellowish brown, pale yellow, fine to
Sc
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4,9
medium -grained
3
4
14,40,
80
Silty sand, yellowish gray, fine to medium -grained
SM
D
40,90
5
6
90,90,
>140
Silty sand, pale red, light gray, fine to medium -grained
SM
D
50-0"
7
Termination Depth at: 8 ft, Refusal
WT >8 ft
9
10
11
12
13
14
Page 1 of 1
produced by ESIog.ESdat.net on 16 Jul 2021

MDM BORING LOG B-3
PROJECT NUMBER 210350 DRILLING DATE 6/16/2021 DRILLING CO. MDM Services, Inc.
PROJECT NAME Planned Car Wash DRILLING METHOD Split Spoon / SPT DRILL RIG Geoprobe 6620
CLIENT Xpress-Wash TOTAL DEPTH 8 DRILLER M. Williams
LOCATION 602 S. Bickett Blvd. DIAMETER 3 in. COMPLETION Backfilled
Louisburg, Franklin County, NC DEPTH TO WATER >8 ft LOGGED BY J. Cornwall
COMMENTS
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3,3,
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Silty Sand, light yellowish brown, fine to medium -grained
SM
D
6,3
1
2
1,2,
14
Sandy clay, yellowish brown, gray, with sand lenses
CL
M
12,30
3
4
26,40,
90
Clayey sand, yellowish brown, fine to medium -grained
Sc
D
50,50
5
6
50,58,
118
VSilty
sand, yellowish brown, greenish gray, fine to
SM-SC
M
60,62
medium -grained, clay pockets
7
el
Termination Depth at: 8 ft, Refusal
WT >8 ft
9
10
11
12
13
14
Page 1 of 1
produced by ESIog.ESdat.net on 16 Jul 2021

MDM BORING LOG B-4
PROJECT NUMBER 210350 DRILLING DATE 6/16/2021 DRILLING CO. MDM Services, Inc.
PROJECT NAME Planned Car Wash DRILLING METHOD Split Spoon / SPT DRILL RIG Geoprobe 6620
CLIENT Xpress-Wash TOTAL DEPTH 8 DRILLER M. Williams
LOCATION 602 S. Bickett Blvd. DIAMETER 3 in. COMPLETION Backfilled
Louisburg, Franklin County, NC DEPTH TO WATER >8 ft LOGGED BY J. Cornwall
COMMENTS
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Clayey sand, yellowish brown, fine to medium -grained
Sc
D
3,3
1
2
2,2,
5
Silty sand, grayish brown, fine to medium -grained, with clayey
SM-SC
M
3,5
lenses
3
4.
45,35,
70
Clayey sand, yellowish brown, pale red, fine to coarse -grained,
Sc
M
35,50
crystalline nodules and clayey lenses
/Z
6
55,55,50-0"
>105
Silty sand, dark yellow, yellowish brown, fine to medium -grained
SM
D
7
Termination Depth at: 8 ft, Refusal
WT >8 ft
9
10
11
12
13
14
Page 1 of 1
produced by ESIog.ESdat.net on 16 Jul 2021

APPENDIX C
MDM Services, Inc.

a
36° 56" N
36° 50" N
Custom Soil Resource Report
Soil Map
742110 742130 742150 742170
742110 742130 742150 742170 742190
Map Scale: 1:859 if printed on A portrait (8.5" x 11") sheet.
Meters
N 0 10 20 40 60
A Feet
0
0 40 80 160 240
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
6
742190
742210
742210
742230
36° 56" N
0
r
36° 50" N
742230
in

MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special
Point Features
Iwo
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
�i
Gravelly Spot
Landfill
A.
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
G '
Sodic Spot
Custom Soil Resource Report
MAP INFORMATION
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:24,000.
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
Other
misunderstanding of the detail of mapping and accuracy of soil
�-
Special Line Features
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
Water Features
scale.
Streams and Canals
Transportation
Please rely on the bar scale on each map sheet for map
E F
Rails
measurements.
. 0
Interstate Highways
Source of Map: Natural Resources Conservation Service
US Routes
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Major Roads
Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
Background
distance and area. A projection that preserves area, such as the
Aerial Photography
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Franklin County, North Carolina
Survey Area Data: Version 23, Jun 4, 2020
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: May 25, 2016—Nov
17, 2017
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.
7

Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
WeC
Wedowee sandy loam, 6 to 10
percent slopes
1.7
60.6%
WUC
Wedowee -Urban land-
Udorthents complex, 2 to 10
percent slopes
1.1
39.4%
Totals for Area of Interest
2.9
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

Custom Soil Resource Report
development of resource plans. If intensive use of small areas is planned, however,
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.

Custom Soil Resource Report
Franklin County, North Carolina
WeC—Wedowee sandy loam, 6 to 10 percent slopes
Map Unit Setting
National map unit symbol: 3s64
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 50 to 66 degrees F
Frost -free period: 160 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Wedowee and similar soils: 85 percent
Minor components: 14 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Wedowee
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap - 0 to 4 inches: sandy loam
E - 4 to 7 inches: sandy loam
Bt - 7 to 23 inches: clay
BC - 23 to 35 inches: clay loam
C - 35 to 80 inches: sandy clay loam
Properties and qualities
Slope: 6 to 10 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Medium
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: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Moderate (about 8.1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Hydric soil rating: No
Minor Components
Rion
Percent of map unit. 8 percent
10

Custom Soil Resource Report
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Hydric soil rating: No
Vance
Percent of map unit: 5 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Hydric soil rating: No
Wateree
Percent of map unit: 1 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Hydric soil rating: No
WuC—Wedowee-Urban land-Udorthents complex, 2 to 10 percent slopes
Map Unit Setting
National map unit symbol: 3s66
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Wedowee and similar soils: 40 percent
Urban land: 30 percent
Udorthents and similar soils: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Wedowee
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
11

Custom Soil Resource Report
Typical profile
Ap - 0 to 5 inches: sandy loam
Bt1 - 5 to 10 inches: sandy clay loam
Bt2 - 10 to 35 inches: sandy clay
C - 35 to 80 inches: sandy clay loam
Properties and qualities
Slope: 2 to 10 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
Runoff class: Medium
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: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Moderate (about 8.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Hydric soil rating: No
Description of Urban Land
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Parent material: Impervious layers over human transported material
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8
Hydric soil rating: No
Description of Udorthents
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down -slope shape: Linear
Across -slope shape: Convex
Parent material: Loamy and clayey mine spoil or earthy fill derived from igneous,
metamorphic and sedimentary rock
Typical profile
C - 0 to 80 inches: sandy clay loam
Properties and qualities
Slope: 2 to 10 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Well drained
12

Custom Soil Resource Report
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Moderate (about 8.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: C
Hydric soil rating: No
13

11
Calculate Skimmer Size
(Basin Volume in Cubic Feet
jDays to Drain*
*In NC assume 3 days to drain
60,335 Cu. Ft
2 Days
Skimmer Size
Orifice Radius
Orifice Diameter
5.0 Inch
2.4 Inch[es]
4.8 Inch[es]
Estimate Volume of Basin Length Width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

National Flood Hazard Layer FI RMette
78ol8'54"W 36o5'16"N
r --4.
FEMA
s
ETJ
Ir
I :t7,000
0 250 500 1,000 1,500 2,000
Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020
Legend
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
Without Base Flood Elevation (BFE)
Zone A, V, A99
SPECIAL FLOOD
Wit h BFE or Depth ZoneAE, AO, AH, VE, AR
HAZARD AREAS
Regulatory Floodway
OTHER AREAS OF
FLOOD HAZARD
0.2% Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mile Zonex
Future Conditions 1% Annual
4 '- Chance Flood Hazard Zonex
"Area with Reduced Flood Risk due to
Levee. See Notes. zone
" Area with Flood Risk due to Leveezone D
NO SCREEN Area of Minimal Flood Hazard
Q Effective LOMRs
OTHER AREAS
Area of Undetermined Flood Hazard
GENERAL
- — - - Channel, Culvert, or Storm Sewer
STRUCTURES
IIIIIII Levee, Dike, or Floodwall
e zo.z Cross Sections with 1% Annual Chance
17.5 Water Surface Elevation
a - - - Coastal Transect
—sfa— Base Flood Elevation Line (BFE)
Limit of Study
Jurisdiction Boundary
— --- Coastal Transect Baseline
OTHER
_ Profile Baseline
FEATURES
Hydrographic Feature
Digital Data Available AN
El No Digital Data Available
MAP PANELS
® Unmapped
QThe
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
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 10/19/2021 at 3:41 PM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data overtime.
This map image is void if the one or more of the following map
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
unmapped and unmodernized areas cannot be used for
regulatory purposes.

742120
36o S 6" N
36o S 0" N
Soil Map —Franklin County, North Carolina
742140 742160 742180 742200
742120 742140 742160 742180 742200
m
Map Scale: 1:804 if printed on A portrait (8.5" x 11") sheet.
� N 0 10 20 40 EO Meters
Feet
0 35 70 140 210
Map projection: Web Mercator Conermordinates: WGS84 Edge tics: lfrM Zone 17N WGS84
usoA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
742220
v
36o S 6" N
36o S 0" N
742240
v
10/19/2021
Page 1 of 3

MAP LEGEND
Area of Interest (AOI)
0
Area of Interest (AOI)
Soils
0
Soil Map Unit Polygons
,N
Soil Map Unit Lines
Soil Map Unit Points
Special
Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
�i
Gravelly Spot
0
Landfill
A.
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
o
Sodic Spot
Soil Map —Franklin County, North Carolina
MAP INFORMATION
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:24,000.
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
4�
Other
line placement. The maps do not show the small areas of
Special Line Features
contrasting soils that could have been shown at a more detailed
scale.
Water Features
Streams and Canals
Please rely on the bar scale on each map sheet for map
measurements.
Transportation
Rails
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
. 0
Interstate Highways
Coordinate System: Web Mercator (EPSG:3857)
US Routes
Maps from the Web Soil Survey are based on the Web Mercator
Major Roads
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Local Roads
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
Background
Aerial Photography
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Franklin County, North Carolina
Survey Area Data: Version 24, Sep 1, 2021
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: May 25, 2016—Nov
17, 2017
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.
usoA Natural Resources Web Soil Survey 10/19/2021
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map —Franklin County, North Carolina
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
WeC
Wedowee sandy loam, 6 to 10
percent slopes
1.6
50.4%
WuC
Wedowee -Urban land-
Udorthents complex, 2 to 10
percent slopes
1.6
49.6%
Totals for Area of Interest
3.2
100.0%
USDA Natural Resources Web Soil Survey 10/19/2021
Conservation Service National Cooperative Soil Survey Page 3 of 3

14
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HYDRAFLOW HYDROGRAPHS APPENDIX

Hydraflow TableN T r�r l\21-051 Wave Wash Louisburg NC\hydrology\1-06-22 Louisburg NC (Carwash).gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 01 / 6 / 2022
Hydrograph Return Period Recap............................................................................. 1
2 - Year
SummaryReport......................................................................................................................... 2
HydrographReports................................................................................................................... 3
Hydrograph No. 1, SCS Runoff, EX1....................................................................................... 3
TR-55 Tc Worksheet........................................................................................................... 4
Hydrograph No. 3, SCS Runoff, PR1....................................................................................... 5
Hydrograph No. 4, SCS Runoff, BYPASS................................................................................ 6
Hydrograph No. 6, Reservoir, POND ROUTED....................................................................... 7
PondReport - PR POND..................................................................................................... 8
Hydrograph No. 7, Combine, POST COMBINED.................................................................. 10
5 - Year
SummaryReport....................................................................................................................... 11
HydrographReports................................................................................................................. 12
Hydrograph No. 1, SCS Runoff, EX1..................................................................................... 12
Hydrograph No. 3, SCS Runoff, PR1..................................................................................... 13
Hydrograph No. 4, SCS Runoff, BYPASS.............................................................................. 14
Hydrograph No. 6, Reservoir, POND ROUTED..................................................................... 15
Hydrograph No. 7, Combine, POST COMBINED.................................................................. 16
10 -Year
SummaryReport....................................................................................................................... 17
HydrographReports................................................................................................................. 18
Hydrograph No. 1, SCS Runoff, EX1..................................................................................... 18
Hydrograph No. 3, SCS Runoff, PR1..................................................................................... 19
Hydrograph No. 4, SCS Runoff, BYPASS.............................................................................. 20
Hydrograph No. 6, Reservoir, POND ROUTED..................................................................... 21
Hydrograph No. 7, Combine, POST COMBINED.................................................................. 22
25 - Year
SummaryReport....................................................................................................................... 23
HydrographReports................................................................................................................. 24
Hydrograph No. 1, SCS Runoff, EX1..................................................................................... 24
Hydrograph No. 3, SCS Runoff, PR1..................................................................................... 25
Hydrograph No. 4, SCS Runoff, BYPASS.............................................................................. 26
Hydrograph No. 6, Reservoir, POND ROUTED..................................................................... 27
Hydrograph No. 7, Combine, POST COMBINED.................................................................. 28
50 - Year
SummaryReport....................................................................................................................... 29
HydrographReports................................................................................................................. 30
Hydrograph No. 1, SCS Runoff, EX1..................................................................................... 30
Hydrograph No. 3, SCS Runoff, PR1..................................................................................... 31
Hydrograph No. 4, SCS Runoff, BYPASS.............................................................................. 32
Hydrograph No. 6, Reservoir, POND ROUTED..................................................................... 33
Hydrograph No. 7, Combine, POST COMBINED.................................................................. 34

Contents Contlnueda:\ONSITE Dropbox\Projects\2021\21-051 Wave Wash Louisburg NC\hydrology\1-06-22 Louisburg NC (Carwash).gpw
100 - Year
SummaryReport....................................................................................................................... 35
HydrographReports................................................................................................................. 36
Hydrograph No. 1, SCS Runoff, EX1..................................................................................... 36
Hydrograph No. 3, SCS Runoff, PR1..................................................................................... 37
Hydrograph No. 4, SCS Runoff, BYPASS.............................................................................. 38
Hydrograph No. 6, Reservoir, POND ROUTED..................................................................... 39
Hydrograph No. 7, Combine, POST COMBINED.................................................................. 40
OFReport.................................................................................................................. 41

Hydrograph Return Period Recap
draflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
SCS Runoff
------
-------
0.331
-------
0.908
1.486
2.386
3.180
4.062
EX1
3
SCS Runoff
------
-------
3.845
-------
5.016
5.943
7.221
8.247
9.319
PR1
4
SCS Runoff
------
-------
0.137
-------
0.261
0.372
0.538
0.680
0.834
BYPASS
6
Reservoir
3
-------
0.108
-------
0.339
0.642
1.299
2.004
2.984
POND ROUTED
7
Combine
4,6
-------
0.205
-------
0.365
0.721
1.482
2.249
3.368
POST COMBINED
Proj. file: D:\ONSITE Dropbox\Projects\2021\21-051 Wave Wash Louisburg N
\hTjlJw k1036kWl2GMburg NC (Carwash).gp

Hydrograph Summary Report HydraflowHydrographsExtension for Autodesk®Civil 3D®byAutodesk,Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.331
2
724
1,488
------
------
------
EX1
3
SCS Runoff
3.845
2
716
8,204
------
------
------
PR1
4
SCS Runoff
0.137
2
718
303
------
------
------
BYPASS
6
Reservoir
0.108
2
840
8,178
3
262.10
8,441
POND ROUTED
7
Combine
0.205
2
718
8,482
4,6
------
------
POST COMBINED
DAONSITE Dropbox\Projects\2021\21-051
a'RetUViagBtiodtsbbtg 1rJC\hydrolog
\TMffEMJ "sbQrg'dgL72(Carwash).gpw

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 01 / 6 / 2022
Hyd. No. 1
EX1
Hydrograph type
= SCS Runoff
Peak discharge
= 0.331 cfs
Storm frequency
= 2 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 1,488 cuft
Drainage area
= 1.010 ac
Curve number
= 55*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 10.90 min
Total precip.
= 3.64 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(1.010 x 55)] / 1.010
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
EX1
Hyd. No. 1 -- 2 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05 777
���� i�������� 0.05
17"
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0.00 �� ��1
����� = 0.00
0 120 240 360 480 600 720 840 •.1 1080 1200 1320 1440 1560

4
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
EX1
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.400
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24-hr precip. (in)
= 3.64
0.00
0.00
Land slope (%)
= 11.00
0.00
0.00
Travel Time (min)
= 10.18 +
0.00 +
0.00 =
10.18
Shallow Concentrated Flow
Flow length (ft)
= 164.00
0.00
0.00
Watercourse slope (%)
= 5.50
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=3.78
0.00
0.00
Travel Time (min)
= 0.72 +
0.00 +
0.00 =
0.72
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n-value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
10.90 min

Hydrograph
Report
5
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 3
PR1
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 2 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 0.870 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 3.64 in Distribution
Storm duration = 24 hrs Shape factor
Thursday, 01 / 6 / 2022
= 3.845 cfs
= 716 min
= 8,204 cuft
= 92*
= 0 ft
= 5.00 min
= Type II
= 484
Composite (Area/CN) _ [(0.740 x 98) + (0.130 x 61)] / 0.870
PR1
Q (cfs) Hyd. No. 3 -- 2 Year
4.00
Q (cfs)
4.00
3.00
3.00
2.00
2.00
1.00
1.00
0.00
0 120
— Hyd No.
0.00
240 360 480 600 720 840 960 1080 1200
3 Time (min)

A
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 01 / 6 / 2022
Hyd. No. 4
BYPASS
Hydrograph type
= SCS Runoff
Peak discharge
= 0.137 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 303 cuft
Drainage area
= 0.140 ac
Curve number
= 61 *
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.64 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.140 x 61)] / 0.140
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
BYPASS
Hyd. No. 4 -- 2 Year
1 1 �1 .1 �:1 .11 1 :�1 •.1 1:1 11 1 ��1 .1
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 01 / 6 / 2022
Hyd. No. 6
POND ROUTED
Hydrograph type
= Reservoir
Peak discharge
= 0.108 cfs
Storm frequency
= 2 yrs
Time to peak
= 840 min
Time interval
= 2 min
Hyd. volume
= 8,178 cuft
Inflow hyd. No.
= 3 - PR1
Max. Elevation
= 262.10 ft
Reservoir name
= PR POND
Max. Storage
= 8,441 cuft
Storage Indication method used. Wet pond routing start elevation = 260.10 ft.
POND ROUTED
Q (cfs) Hyd. No. 6 -- 2 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960
Time (min)
Hyd No. 6 Hyd No. 3 Total storage used = 8,441 cult

Pond Report $
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 01 / 6 / 2022
Pond No. 1 - PR POND
Pond Data
UG Chambers -Invert elev. = 260.00 ft,
Rise x Span = 4.00 x 4.00
ft, Barrel Len = 110.00 ft,
No. Barrels = 5, Slope = 0.00%, Headers = Yes
Encasement -Invert elev. = 258.00 ft, Width = 6.00 ft, Height = 7.00
ft, Voids = 40.00%
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 258.00
n/a
0
0
0.70 258.70
n/a
1,025
1,025
1.40 259.40
n/a
1,025
2,050
2.10 260.10
n/a
1,056
3,106
2.80 260.80
n/a
1,650
4,755
3.50 261.50
n/a
1,946
6,702
4.20 262.20
n/a
2,041
8,742
4.90 262.90
n/a
2,005
10,748
5.60 263.60
n/a
1,813
12,561
6.30 264.30
n/a
1,264
13,825
7.00 265.00
n/a
1,025
14,850
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 12.00
1.50
0.00
0.00
Crest Len (ft)
= 3.75
0.25
0.00
0.00
Span (in)
= 12.00
1.50
0.00
0.00
Crest El. (ft)
= 264.75
262.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 260.00
260.10
0.00
0.00
Weir Type
= 1
Rect
---
---
Length (ft)
= 50.00
0.00
0.00
0.00
Multi -Stage
= Yes
Yes
No
No
Slope (%)
= 1.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Contour)
Multi -Stage
= n/a
Yes
No
No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00
0
258.00
0.00
0.00
--- ---
0.00
0.00 --- ---
0.07
102
258.07
0.00
0.00
--- ---
0.00
0.00 --- ---
0.14
205
258.14
0.00
0.00
--- ---
0.00
0.00 --- ---
0.21
307
258.21
0.00
0.00
--- ---
0.00
0.00 --- ---
0.28
410
258.28
0.00
0.00
--- ---
0.00
0.00 --- ---
0.35
512
258.35
0.00
0.00
--- ---
0.00
0.00 --- ---
0.42
615
258.42
0.00
0.00
--- ---
0.00
0.00 --- ---
0.49
717
258.49
0.00
0.00
--- ---
0.00
0.00 --- ---
0.56
820
258.56
0.00
0.00
--- ---
0.00
0.00 --- ---
0.63
922
258.63
0.00
0.00
--- ---
0.00
0.00 --- ---
0.70
1,025
258.70
0.00
0.00
--- ---
0.00
0.00 --- ---
0.77
1,127
258.77
0.00
0.00
--- ---
0.00
0.00 --- ---
0.84
1,230
258.84
0.00
0.00
--- ---
0.00
0.00 --- ---
0.91
1,332
258.91
0.00
0.00
--- ---
0.00
0.00 --- ---
0.98
1,435
258.98
0.00
0.00
--- ---
0.00
0.00 --- ---
1.05
1,537
259.05
0.00
0.00
--- ---
0.00
0.00 --- ---
1.12
1,640
259.12
0.00
0.00
--- ---
0.00
0.00 --- ---
1.19
1,742
259.19
0.00
0.00
--- ---
0.00
0.00 --- ---
1.26
1,845
259.26
0.00
0.00
--- ---
0.00
0.00 --- ---
1.33
1,947
259.33
0.00
0.00
--- ---
0.00
0.00 --- ---
1.40
2,050
259.40
0.00
0.00
--- ---
0.00
0.00 --- ---
1.47
2,156
259.47
0.00
0.00
--- ---
0.00
0.00 --- ---
1.54
2,261
259.54
0.00
0.00
--- ---
0.00
0.00 --- ---
1.61
2,367
259.61
0.00
0.00
--- ---
0.00
0.00 --- ---
1.68
2,472
259.68
0.00
0.00
--- ---
0.00
0.00 --- ---
1.75
2,578
259.75
0.00
0.00
--- ---
0.00
0.00 --- ---
1.82
2,683
259.82
0.00
0.00
--- ---
0.00
0.00 --- ---
1.89
2,789
259.89
0.00
0.00
--- ---
0.00
0.00 --- ---
1.96
2,895
259.96
0.00
0.00
--- ---
0.00
0.00 --- ---
2.03
3,000
260.03
0.00
0.00
--- ---
0.00
0.00 --- ---
2.10
3,106
260.10
0.00
0.00
--- ---
0.00
0.00 --- ---
2.17
3,271
260.17
0.01 is
0.01 is
--- ---
0.00
0.00 --- ---
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.000
---
---
0.006
Continues on next
page...

0
PR POND
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.24
3,436
260.24
0.02 is
0.02 is
--- ---
0.00
0.00
--- --- --- ---
0.016
2.31
3,601
260.31
0.02 is
0.02 is
--- ---
0.00
0.00
--- --- --- ---
0.023
2.38
3,766
260.38
0.03 is
0.03 is
--- ---
0.00
0.00
--- --- --- ---
0.028
2.45
3,931
260.45
0.03 is
0.03 is
--- ---
0.00
0.00
--- --- --- ---
0.032
2.52
4,095
260.52
0.04 is
0.04 is
--- ---
0.00
0.00
--- --- --- ---
0.035
2.59
4,260
260.59
0.04 is
0.04 is
--- ---
0.00
0.00
--- --- --- ---
0.039
2.66
4,425
260.66
0.04 is
0.04 is
--- ---
0.00
0.00
--- --- --- ---
0.042
2.73
4,590
260.73
0.05 is
0.04 is
--- ---
0.00
0.00
--- --- --- ---
0.045
2.80
4,755
260.80
0.05 is
0.05 is
--- ---
0.00
0.00
--- --- --- ---
0.047
2.87
4,950
260.87
0.05 is
0.05 is
--- ---
0.00
0.00
--- --- --- ---
0.050
2.94
5,145
260.94
0.05 is
0.05 is
--- ---
0.00
0.00
--- --- --- ---
0.052
3.01
5,339
261.01
0.06 is
0.05 is
--- ---
0.00
0.00
--- --- --- ---
0.054
3.08
5,534
261.08
0.06 is
0.06 is
--- ---
0.00
0.00
--- --- --- ---
0.057
3.15
5,728
261.15
0.06 is
0.06 is
--- ---
0.00
0.00
--- --- --- ---
0.059
3.22
5,923
261.22
0.06 is
0.06 is
--- ---
0.00
0.00
--- --- --- ---
0.061
3.29
6,118
261.29
0.06 is
0.06 is
--- ---
0.00
0.00
--- --- --- ---
0.063
3.36
6,312
261.36
0.07 is
0.06 is
--- ---
0.00
0.00
--- --- --- ---
0.065
3.43
6,507
261.43
0.07 is
0.07 is
--- ---
0.00
0.00
--- --- --- ---
0.067
3.50
6,702
261.50
0.07 is
0.07 is
--- ---
0.00
0.00
--- --- --- ---
0.068
3.57
6,906
261.57
0.07 is
0.07 is
--- ---
0.00
0.00
--- --- --- ---
0.070
3.64
7,110
261.64
0.07 is
0.07 is
--- ---
0.00
0.00
--- --- --- ---
0.072
3.71
7,314
261.71
0.07 is
0.07 is
--- ---
0.00
0.00
--- --- --- ---
0.073
3.78
7,518
261.78
0.08 is
0.08 is
--- ---
0.00
0.00
--- --- --- ---
0.075
3.85
7,722
261.85
0.08 is
0.08 is
--- ---
0.00
0.00
--- --- --- ---
0.077
3.92
7,926
261.92
0.08 is
0.08 is
--- ---
0.00
0.00
--- --- --- ---
0.078
3.99
8,130
261.99
0.08 is
0.08 is
--- ---
0.00
0.00
--- --- --- ---
0.080
4.06
8,334
262.06
0.10 is
0.08 is
--- ---
0.00
0.01
--- --- --- ---
0.094
4.13
8,538
262.13
0.12 is
0.08 is
--- ---
0.00
0.04
--- --- --- ---
0.122
4.20
8,742
262.20
0.16 is
0.08 is
--- ---
0.00
0.07
--- --- --- ---
0.158
4.27
8,943
262.27
0.20 is
0.08 is
--- ---
0.00
0.12
--- --- --- ---
0.201
4.34
9,143
262.34
0.25 is
0.09 is
--- ---
0.00
0.17
--- --- --- ---
0.251
4.41
9,344
262.41
0.31 is
0.09 is
--- ---
0.00
0.22
--- --- --- ---
0.305
4.48
9,545
262.48
0.37 is
0.09 is
--- ---
0.00
0.28
--- --- --- ---
0.364
4.55
9,745
262.55
0.44 is
0.09 is
--- ---
0.00
0.34
--- --- --- ---
0.428
4.62
9,946
262.62
0.50 is
0.09 is
--- ---
0.00
0.41
--- --- --- ---
0.496
4.69
10,146
262.69
0.58 is
0.09 is
--- ---
0.00
0.48
--- --- --- ---
0.567
4.76
10,347
262.76
0.64 is
0.09 is
--- ---
0.00
0.55
--- --- --- ---
0.642
4.83
10,547
262.83
0.74 is
0.09 is
--- ---
0.00
0.63
--- --- --- ---
0.721
4.90
10,748
262.90
0.81 is
0.09 is
--- ---
0.00
0.71
--- --- --- ---
0.803
4.97
10,929
262.97
0.89 is
0.09 is
--- ---
0.00
0.80
--- --- --- ---
0.889
5.04
11,110
263.04
0.99 is
0.09 is
--- ---
0.00
0.88
--- --- --- ---
0.977
5.11
11,292
263.11
1.07 is
0.09 is
--- ---
0.00
0.97
--- --- --- ---
1.068
5.18
11,473
263.18
1.18 is
0.10 is
--- ---
0.00
1.07
--- --- --- ---
1.163
5.25
11,654
263.25
1.27 is
0.10 is
--- ---
0.00
1.16
--- --- --- ---
1.260
5.32
11,836
263.32
1.38 is
0.10 is
--- ---
0.00
1.26
--- --- --- ---
1.360
5.39
12,017
263.39
1.46 is
0.10 is
--- ---
0.00
1.36
--- --- --- ---
1.462
5.46
12,198
263.46
1.58 is
0.10 is
--- ---
0.00
1.47
--- --- --- ---
1.567
5.53
12,380
263.53
1.69 is
0.10 is
--- ---
0.00
1.58
--- --- --- ---
1.675
5.60
12,561
263.60
1.79 is
0.10 is
--- ---
0.00
1.68
--- --- --- ---
1.785
5.67
12,687
263.67
1.90 is
0.10 is
--- ---
0.00
1.80
--- --- --- ---
1.898
5.74
12,814
263.74
2.02 is
0.10 is
--- ---
0.00
1.91
--- --- --- ---
2.012
5.81
12,940
263.81
2.13 is
0.10 is
--- ---
0.00
2.03
--- --- --- ---
2.129
5.88
13,067
263.88
2.26 is
0.10 is
--- ---
0.00
2.15
--- --- --- ---
2.249
5.95
13,193
263.95
2.37 is
0.10 is
--- ---
0.00
2.27
--- --- --- ---
2.370
6.02
13,319
264.02
2.50 is
0.10 is
--- ---
0.00
2.39
--- --- --- ---
2.494
6.09
13,446
264.09
2.62 oc
0.10 is
--- ---
0.00
2.52
--- --- --- ---
2.619
6.16
13,572
264.16
2.75 oc
0.10 is
--- ---
0.00
2.64
--- --- --- ---
2.747
6.23
13,699
264.23
2.88 oc
0.10 is
--- ---
0.00
2.77
--- --- --- ---
2.876
6.30
13,825
264.30
3.01 oc
0.10 is
--- ---
0.00
2.90
--- --- --- ---
3.008
6.37
13,927
264.37
3.14 oc
0.10 is
--- ---
0.00
3.04
--- --- --- ---
3.142
6.44
14,030
264.44
3.28 oc
0.10 is
--- ---
0.00
3.17
--- --- --- ---
3.277
6.51
14,132
264.51
3.41 oc
0.10 is
--- ---
0.00
3.31
--- --- --- ---
3.415
6.58
14,235
264.58
3.55 oc
0.10 is
--- ---
0.00
3.45
--- --- --- ---
3.554
6.65
14,337
264.65
3.70 oc
0.10 is
--- ---
0.00
3.59
--- --- --- ---
3.695
6.72
14,440
264.72
3.84 oc
0.10 is
--- ---
0.00
3.73
--- --- --- ---
3.838
6.79
14,542
264.79
4.08 oc
0.10 is
--- ---
0.10
3.88
--- --- --- ---
4.082
6.86
14,645
264.86
4.57 oc
0.10 is
--- ---
0.46
4.02 s
--- --- --- ---
4.570
6.93
14,747
264.93
5.11 oc
0.09 is
--- ---
0.95
4.06 s
--- --- --- ---
5.105
7.00
14,850
265.00
5.65 oc
0.08 is
--- ---
1.56
4.01 s
--- --- --- ---
5.654
End

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 01 / 6 / 2022
Hyd. No. 7
POST COMBINED
Hydrograph type
= Combine
Peak discharge
= 0.205 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 8,482 cuft
Inflow hyds.
= 4, 6
Contrib. drain. area
= 0.140 ac
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
POST COMBINED
Hyd. No. 7 -- 2 Year
720 1080 1440
Hyd No. 4
1800 2160 2520 2880
Hyd No. 6
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20

Hydrograph Summary Report
11
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.908
2
722
2,945
------
------
------
EX1
3
SCS Runoff
5.016
2
716
10,895
------
------
------
PR1
4
SCS Runoff
0.261
2
718
536
------
------
------
BYPASS
6
Reservoir
0.339
2
752
10,869
3
262.45
9,459
POND ROUTED
7
Combine
0.365
2
748
11,405
4,6
------
------
POST COMBINED
DAONSITE Dropbox\Projects\2021\21-051
a'RetUViagBtiodtsbbtg 1rJC\hydrolog
\TMffEMJ "sbQrg'dgL72(Carwash).gpw

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 01 / 6 / 2022
Hyd. No. 1
EX1
Hydrograph type
= SCS Runoff
Peak discharge
= 0.908 cfs
Storm frequency
= 5 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 2,945 cuft
Drainage area
= 1.010 ac
Curve number
= 55*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 10.90 min
Total precip.
= 4.58 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(1.010 x 55)] / 1.010
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
EX1
Hyd. No. 1 -- 5 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10 777 I��������0.10
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560

Hydrograph
Report
13
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 3
PR1
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 5 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 0.870 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 4.58 in Distribution
Storm duration = 24 hrs Shape factor
Thursday, 01 / 6 / 2022
= 5.016 cfs
= 716 min
= 10,895 cuft
= 92*
= 0 ft
= 5.00 min
= Type II
= 484
Composite (Area/CN) _ [(0.740
Q (cfs)
x 98) + (0.130 x 61)] / 0.870
PR1
Hyd. No. 3 -- 5 Year
Q (cfs)
6.00
6.00
5.00
5.00
4.00
4.00
3.00
3.00
2.00
2.00
1.00
1.00
0.00
0 120
— Hyd No.
0.00
240 360 480 600 720 840 960 1080 1200
3 Time (min)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 01 / 6 / 2022
Hyd. No. 4
BYPASS
Hydrograph type
= SCS Runoff
Peak discharge
= 0.261 cfs
Storm frequency
= 5 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 536 cuft
Drainage area
= 0.140 ac
Curve number
= 61 *
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 4.58 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.140 x 61)] / 0.140
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
BYPASS
Hyd. No. 4 -- 5 Year
1 1 �1 .1 �:1 .11 1 :�1 •.1 1:1 11 1 ��1 .1
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 01 / 6 / 2022
Hyd. No. 6
POND ROUTED
Hydrograph type
= Reservoir
Peak discharge
= 0.339 cfs
Storm frequency
= 5 yrs
Time to peak
= 752 min
Time interval
= 2 min
Hyd. volume
= 10,869 cuft
Inflow hyd. No.
= 3 - PR1
Max. Elevation
= 262.45 ft
Reservoir name
= PR POND
Max. Storage
= 9,459 cuft
Storage Indication method used. Wet pond routing start elevation = 260.10 ft.
Q (cfs)
6.00
5.00
4.00
3.00
rM
1.00
0.00 '
0 360
— Hyd No. 6
POND ROUTED
Hyd. No. 6 -- 5 Year
720 1080 1440
Hyd No. 3
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
' 0.00
1800 2160 2520 2880 3240 3600
Time (min)
Total storage used = 9,459 cult

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 01 / 6 / 2022
Hyd. No. 7
POST COMBINED
Hydrograph type
= Combine
Peak discharge
= 0.365 cfs
Storm frequency
= 5 yrs
Time to peak
= 748 min
Time interval
= 2 min
Hyd. volume
= 11,405 cuft
Inflow hyds.
= 4, 6
Contrib. drain. area
= 0.140 ac
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
POST COMBINED
Hyd. No. 7 -- 5 Year
720 1080 1440
Hyd No. 4
1800 2160 2520 2880
Hyd No. 6
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20

Hydrograph Summary Report
17
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
1.486
2
722
4,344
------
------
------
EX1
3
SCS Runoff
5.943
2
716
13,063
------
------
------
PR1
4
SCS Runoff
0.372
2
718
749
------
------
------
BYPASS
6
Reservoir
0.642
2
736
13,037
3
262.76
10,345
POND ROUTED
7
Combine
0.721
2
722
13,786
4,6
------
------
POST COMBINED
DAONSITE Dropbox\Projects\2021\21-051
a'RetUViagBtiodist)DMeWC\hydrolog
\TMffEMJ "sbQrg'dgL72(Carwash).gpw

Hydrograph Report
18
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 1
EX1
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 2 min
Drainage area
= 1.010 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip.
= 5.33 in
Storm duration
= 24 hrs
* Composite (Area/CN) = [(1.010 x 55)] / 1.010
Q (cfs)
2.00
1.00
Peak discharge
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
EX1
Hyd. No. 1 -- 10 Year
120 240 360 480 600 720 840 960
Hyd No. 1
Thursday, 01 / 6 / 2022
= 1.486 cfs
= 722 min
= 4,344 cuft
= 55*
= 0 ft
= 10.90 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
19
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd. No. 3
PR1
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 0.870 ac Curve number
Basin Slope = 0.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 5.33 in Distribution
Storm duration = 24 hrs Shape factor
Thursday, 01 / 6 / 2022
= 5.943 cfs
= 716 min
= 13,063 cuft
= 92*
= 0 ft
= 5.00 min
= Type II
= 484
Composite (Area/CN) _ [(0.740 x 98) + (0.130 x 61)] / 0.870
PR1
Q (cfs) Hyd. No. 3 -- 10 Year
6.00
Q (cfs)
6.00
5.00
5.00
4.00
4.00
3.00
3.00
2.00
2.00
1.00
1.00
0.00
0 120
— Hyd No.
0.00
240 360 480 600 720 840 960 1080 1200
3 Time (min)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 01 / 6 / 2022
Hyd. No. 4
BYPASS
Hydrograph type
= SCS Runoff
Peak discharge
= 0.372 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 749 cuft
Drainage area
= 0.140 ac
Curve number
= 61 *
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.33 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.140 x 61)] / 0.140
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
BYPASS
Hyd. No. 4 -- 10 Year
1 1 �1 .1 �:1 .11 1 :�1 •.1 1:1 11 1 ��1 .1
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 01 / 6 / 2022
Hyd. No. 6
POND ROUTED
Hydrograph type
= Reservoir
Peak discharge
= 0.642 cfs
Storm frequency
= 10 yrs
Time to peak
= 736 min
Time interval
= 2 min
Hyd. volume
= 13,037 cuft
Inflow hyd. No.
= 3 - PR1
Max. Elevation
= 262.76 ft
Reservoir name
= PR POND
Max. Storage
= 10,345 cuft
Storage Indication method used. Wet pond routing start elevation = 260.10 ft.
Q (cfs)
6.00
5.00
4.00
3.00
rM
1.00
0.00 '
0 360
— Hyd No. 6
POND ROUTED
Hyd. No. 6 -- 10 Year
720 1080 1440 1800 2160 2520 2880
- Hyd No. 3 Total storage used = 10,345 cuft
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
--� 0.00
3240
Time (min)

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 01 / 6 / 2022
Hyd. No. 7
POST COMBINED
Hydrograph type
= Combine
Peak discharge
= 0.721 cfs
Storm frequency
= 10 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 13,786 cuft
Inflow hyds.
= 4, 6
Contrib. drain. area
= 0.140 ac
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
POST COMBINED
Hyd. No. 7 -- 10 Year
720 1080
— Hyd No. 4
1440 1800 2160
Hyd No. 6
2520 2880
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
111R
0.10
0.00
3240
Time (min)

Hydrograph Summary Report
23
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
2.386
2
722
6,560
------
------
------
EX1
3
SCS Runoff
7.221
2
716
16,087
------
------
------
PR1
4
SCS Runoff
0.538
2
718
1,075
------
------
------
BYPASS
6
Reservoir
1.299
2
726
16,061
3
263.28
11,726
POND ROUTED
7
Combine
1.482
2
722
17,137
4,6
------
------
POST COMBINED
DAONSITE Dropbox\Projects\2021\21-051
a'RetUViagBtiodis2&MeWC\hydrolog
\TMffEMJ "sbQrg'dgL72(Carwash).gpw

Hydrograph
Report
24
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 01 / 6 / 2022
Hyd. No. 1
EX1
Hydrograph type
= SCS Runoff
Peak discharge
= 2.386 cfs
Storm frequency
= 25 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 6,560 cuft
Drainage area
= 1.010 ac
Curve number
= 55*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 10.90 min
Total precip.
= 6.37 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) = [(1.010 x 55)] / 1.010
EX1
Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

25
Hydrograph
Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 01 / 6
/ 2022
Hyd. No. 3
PR1
Hydrograph type
= SCS Runoff Peak discharge
= 7.221 cfs
Storm frequency
= 25 yrs Time to peak
= 716 min
Time interval
= 2 min Hyd. volume
= 16,087 cuft
Drainage area
= 0.870 ac Curve number
= 92*
Basin Slope
= 0.0 % Hydraulic length
= 0 ft
Tc method
= User Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.37 in Distribution
= Type II
Storm duration
= 24 hrs Shape factor
= 484
Composite (Area/CN) _ [(0.740
x 98) + (0.130 x 61)] / 0.870
PR1
Q (cfs)
Hyd. No. 3 -- 25 Year
Q (cfs)
8.00
8.00
6.00
6.00
4.00
4.00
2.00
2.00
0.00
0.00
0 120
240 360 480 600 720 840 960 1080 1200
— Hyd No.
3
Time
(min)

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 01 / 6 / 2022
Hyd. No. 4
BYPASS
Hydrograph type
= SCS Runoff
Peak discharge
= 0.538 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 1,075 cuft
Drainage area
= 0.140 ac
Curve number
= 61 *
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 6.37 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.140 x 61)] / 0.140
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
BYPASS
Hyd. No. 4 -- 25 Year
1 1 �1 .1 �:1 .11 1 :�1 •.1 1:1 11 1 ��1 .1
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20

Hydrograph
Report
27
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 01 / 6 / 2022
Hyd. No. 6
POND ROUTED
Hydrograph type
= Reservoir
Peak discharge
= 1.299 cfs
Storm frequency
= 25 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 16,061 cuft
Inflow hyd. No.
= 3 - PR1
Max. Elevation
= 263.28 ft
Reservoir name
= PR POND
Max. Storage
= 11,726 cuft
Storage Indication method used. Wet pond routing start elevation = 260.10 ft
Q (cfs)
8.00
M
4.00
I'm
0.00
0 240 480
— Hyd No. 6
720
POND ROUTED
Hyd. No. 6 -- 25 Year
Q (cfs)
8.00
. ��
4.00
I'm
0.00
960 1200 1440 1680 1920 2160 2400 2640 2880 3120
Time (min)
Hyd No. 3 Total storage used = 11,726 cult

Hydrograph
Report
28
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 01 / 6 / 2022
Hyd. No. 7
POST COMBINED
Hydrograph type
= Combine
Peak discharge
= 1.482 cfs
Storm frequency
= 25 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 17,137 cuft
Inflow hyds.
= 4, 6
Contrib. drain. area
= 0.140 ac
Q (cfs)
2.00
1.00
240 480 720 960
POST COMBINED
Hyd. No. 7 -- 25 Year
Q (cfs)
2.00
1.00
0.00
1200 1440 1680 1920 2160 2400 2640 2880 3120
Time (min)
Hyd No. 7 Hyd No. 4 Hyd No. 6

Hydrograph Summary Report
29
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
3.180
2
722
8,539
------
------
------
EX1
3
SCS Runoff
8.247
2
716
18,540
------
------
------
PR1
4
SCS Runoff
0.680
2
718
1,360
------
------
------
BYPASS
6
Reservoir
2.004
2
724
18,515
3
263.74
12,805
POND ROUTED
7
Combine
2.249
2
722
19,875
4,6
------
------
POST COMBINED
DAONSITE Dropbox\Projects\2021\21-051
a'RetUViagBtiodisfflMeWC\hydrolog
\TMffEMJ "sbQrg'dgL72(Carwash).gpw

Hydrograph
Report
30
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 01 / 6 / 2022
Hyd. No. 1
EX1
Hydrograph type
= SCS Runoff
Peak discharge
= 3.180 cfs
Storm frequency
= 50 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 8,539 cuft
Drainage area
= 1.010 ac
Curve number
= 55*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 10.90 min
Total precip.
= 7.21 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(1.010 x 55)] / 1.010
EX1
Q (cfs) Hyd. No. 1 -- 50 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 01 / 6 / 2022
Hyd. No. 3
PR1
Hydrograph type
= SCS Runoff
Peak discharge
= 8.247 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 18,540 cuft
Drainage area
= 0.870 ac
Curve number
= 92*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.21 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.740 x 98) + (0.130 x 61)] / 0.870
Q (cfs)
10.00
4.00
e
120 240
Hyd No. 3
PR1
Hyd. No. 3 -- 50 Year
360 480 600
Q (cfs)
10.00
We
4.00
2.00
0.00
720 840 960 1080 1200
Time (min)

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 01 / 6 / 2022
Hyd. No. 4
BYPASS
Hydrograph type
= SCS Runoff
Peak discharge
= 0.680 cfs
Storm frequency
= 50 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 1,360 cuft
Drainage area
= 0.140 ac
Curve number
= 61 *
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 7.21 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.140 x 61)] / 0.140
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
BYPASS
Hyd. No. 4 -- 50 Year
1 1 �1 .1 �:1 .11 1 :�1 •.1 1:1 11 1 ��1 .1
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20

Hydrograph
Report
33
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 01 / 6 / 2022
Hyd. No. 6
POND ROUTED
Hydrograph type
= Reservoir
Peak discharge
= 2.004 cfs
Storm frequency
= 50 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 18,515 cuft
Inflow hyd. No.
= 3 - PR1
Max. Elevation
= 263.74 ft
Reservoir name
= PR POND
Max. Storage
= 12,805 cuft
Storage Indication method used. Wet pond routing start elevation = 260.10 ft
Q (cfs)
10.00
Were
. 0M
4.00
r W
240 480 720
Hyd No. 6
POND ROUTED
Hyd. No. 6 -- 50 Year
Q (cfs)
10.00
H. We
4.00
r W
0.00
960 1200 1440 1680 1920 2160 2400 2640 2880 3120
Time (min)
Hyd No. 3 Total storage used = 12,805 cult

Hydrograph
Report
34
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 01 / 6 / 2022
Hyd. No. 7
POST COMBINED
Hydrograph type
= Combine
Peak discharge
= 2.249 cfs
Storm frequency
= 50 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 19,875 cuft
Inflow hyds.
= 4, 6
Contrib. drain. area
= 0.140 ac
POST COMBINED
Q (cfs) Hyd. No. 7 -- 50 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120
Time (min)
— Hyd No. 7 Hyd No. 4 Hyd No. 6

Hydrograph Summary Report
35
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
4.062
2
722
10,760
------
------
------
EX1
3
SCS Runoff
9.319
2
716
21,118
------
------
------
PR1
4
SCS Runoff
0.834
2
718
1,674
------
------
------
BYPASS
6
Reservoir
2.984
2
724
21,092
3
264.29
13,802
POND ROUTED
7
Combine
3.368
2
722
22,766
4,6
------
------
POST COMBINED
DAONSITE Dropbox\Projects\2021\21-051
a'RetUViagBtiodist@i)d 1> &hydrolog
\TMffEMJ "sbQrg'dgL72(Carwash).gpw

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 01 / 6 / 2022
Hyd. No. 1
EX1
Hydrograph type
= SCS Runoff
Peak discharge
= 4.062 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 10,760 cuft
Drainage area
= 1.010 ac
Curve number
= 55*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= TR55
Time of conc. (Tc)
= 10.90 min
Total precip.
= 8.09 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(1.010 x 55)] / 1.010
Q (cfs)
5.00
4.00
3.00
1.00
EX1
Hyd. No. 1 -- 100 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 01 / 6 / 2022
Hyd. No. 3
PR1
Hydrograph type
= SCS Runoff
Peak discharge
= 9.319 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 21,118 cuft
Drainage area
= 0.870 ac
Curve number
= 92*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.09 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.740 x 98) + (0.130 x 61)] / 0.870
Q (cfs)
10.00
4.00
e
120 240
Hyd No. 3
PR1
Hyd. No. 3 -- 100 Year
360 480 600
Q (cfs)
10.00
We
4.00
2.00
0.00
720 840 960 1080 1200
Time (min)

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 01 / 6 / 2022
Hyd. No. 4
BYPASS
Hydrograph type
= SCS Runoff
Peak discharge
= 0.834 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 1,674 cuft
Drainage area
= 0.140 ac
Curve number
= 61 *
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 8.09 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) = [(0.140 x 61)] / 0.140
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
BYPASS
Hyd. No. 4 -- 100 Year
1 1 �1 •1 �:1 •11 1 :�1 •.1 1:1 11 1 ��1 •1
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20

Hydrograph
Report
39
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 01 / 6 / 2022
Hyd. No. 6
POND ROUTED
Hydrograph type
= Reservoir
Peak discharge
= 2.984 cfs
Storm frequency
= 100 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 21,092 cuft
Inflow hyd. No.
= 3 - PR1
Max. Elevation
= 264.29 ft
Reservoir name
= PR POND
Max. Storage
= 13,802 cuft
Storage Indication method used. Wet pond routing start elevation = 260.10 ft
POND ROUTED
Q (cfs) Hyd. No. 6 -- 100 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Time (min)
Hyd No. 6 Hyd No. 3 Total storage used = 13,802 cult

Hydrograph
Report
40
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2022
Thursday, 01 / 6 / 2022
Hyd. No. 7
POST COMBINED
Hydrograph type
= Combine
Peak discharge
= 3.368 cfs
Storm frequency
= 100 yrs
Time to peak
= 722 min
Time interval
= 2 min
Hyd. volume
= 22,766 cuft
Inflow hyds.
= 4, 6
Contrib. drain. area
= 0.140 ac
POST COMBINED
Q (cfs) Hyd. No. 7 -- 100 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Time (min)
— Hyd No. 7 Hyd No. 4 Hyd No. 6

Hydraflow Rainfall Report
41
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO by Autodesk, Inc. v2022
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
0.0000
0.0000
0.0000
--------
2
13.2013
1.7000
0.5119
--------
3
0.0000
0.0000
0.0000
--------
5
80.3117
13.2000
0.8912
--------
10
25.5621
4.2000
0.5839
--------
25
59.0145
11.2000
0.7412
--------
50
63.8662
10.3000
0.7396
--------
100
568.1263
28.9001
1.1612
--------
File name: Charlotte.IDF
Intensity = B / (Tc + D)^E
Thursday, 01 / 6 / 2022
Return
Period
Intensity Values (in/hr)
(Yrs)
6 min
10
16
20
26
30
36
40
46
60
66
60
1
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
2
4.99
3.75
3.12
2.73
2.46
2.25
2.09
1.96
1.85
1.75
1.67
1.60
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
6.05
4.87
4.09
3.54
3.12
2.80
2.54
2.33
2.15
1.99
1.86
1.75
10
7.00
5.43
4.55
3.98
3.56
3.25
3.00
2.80
2.63
2.48
2.36
2.25
25
7.49
6.14
5.24
4.61
4.13
3.75
3.44
3.19
2.98
2.80
2.64
2.50
50
8.49
6.89
5.86
5.12
4.58
4.15
3.81
3.52
3.28
3.08
2.90
2.75
100
9.50
8.09
7.03
6.21
5.54
5.00
4.55
4.17
3.84
3.56
3.32
3.10
Tc = time in minutes. Values may exceed 60.
Precip. file name: D:\OnSite DropBox\ONSITE Dropbox\Details\IDF Files\Charlotte NC.pcp
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
6-yr
10-yr
26-yr
60-yr
100-yr
SCS 24-hour
3.02
3.64
0.00
4.58
5.33
6.37
7.21
8.09
SCS 6-Hr
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-1 st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

HYDRAFLOW STORM SEWERS APPENDIX

Line
To
Line
Line
Length
Incr.
Area
Total
Area
Runoff
Coeff.
Incr
C x A
Total
C x A
Inlet
Time
Time
Conc
Rnfal
Int
Total
Runoff
Add
Flow
Total
Flow
Capac
Full
Veloc
Pipe
Size
Pipe
Slope
Inv Elev
Dn
Inv Elev
Up
(ft)
(ac)
(ac)
(C)
(min)
(min)
(in/ hr)
(cfs)
(cfs)
(cfs)
(cfs)
(ft/ s)
(in)
(%)
(ft)
(ft)
1
Outfall
14.383
0.05
11.83
0.35
0.02
4.14
15.0
15.3
5.2
21.70
0.00
21.70
98.00
7.36
24
18.77
262.30
265.00
2
1
105.597
11.78
11.78
0.35
4.12
4.12
15.0
15.0
5.3
21.76
0.00
21.76
29.20
8.98
24
1.42
265.50
267.00
3
Outfall
45.569
0.05
0.09
0.95
0.05
0.09
5.0
18.3
4.8
0.41
0.00
0.41 7.33
2.24
15
1.10
263.00
263.50
4
3
79.490
0.03
0.04
0.95
0.03
0.04
5.0
12.6
5.7
0.22
0.00
0.22
5.55
2.09_
15
0.63
263.60
264.10
5
4
26.748
0.01
0.01
0.95
0.01
0.01
5.0
5.0
7.5
0.07
0.00
0.07
7.41
1.71
_
15
1.12
264.20
264.50
6
Outfall
17.065
0.07
0.25
0.95
0.07
0.24
5.0
7.4
6.8
1.62
0.00
1.62
7.57
3.38
15
1.17
263.00
263.20
7
6
106.683
i
0.09
0.18
0.95
0.09
0.17
5.0
5.7
7.3
1.25
0.00
1.25
5.25
3.37
15
0.56
263.30� 63.90
8
7
21.523
0.09
0.09
0.95
0.09
0.09
5.0
5.0
7.5
0.65
0.00
0.65
7.54
2.53
15
1.16
264.00
264.25
10.40
12
5.30
257.00
261.00
9
Outfall
75.529
0.01
4.43
0.35
0.00
1.55
15.0
15.1
5.3
8.16
0.00
8.16
8.88
1.55
1.55
15.0
10.40
12
0.67
261.50
262.00
10 9 74.462 4.42 4.42
�11
0.35
15.0
5.3 8.17
0.00 8.17 3.16
Outfall
25.525
0.09
0.09
0.95
0.09
0.09
5.0
5.0
7.5
0.65
0.00
0.65
21.89
2.58
15
9.79
260.00
262.50
12
Outfall
26.028
0.08
0.08
0.95
0.08
0.08
5.0
5.0
7.5
0.57
0.00
0.57
21.68
2.51
15
9.60
260.00
262.50
Hydraflow DOT Report

Line
HGL
Dn
HGL
Up
Gmd/ Rim
Dn
Grnd/ Rim
Up
Line ID
(ft)
(ft)
(ft)
(ft)
1
2
3
4
5
6
7
8
9
10
11
12
264.25
266.79
263.27
263.77
264.29
263.53
263.72
264.34
258.00
262.50
260.33
260.31
266.66
268.67
263.75
264.28
264.60
263.70
264.34
264.56
L261.99
265.84
262.81
262.80
268.72
269.00
267.86
269.00
269.50
267.35
267.97
269.70
261.96
265.00
266.00
266.00
269.00
P14
272.67
269.00
269.50
269.00
267.97
269.70
269.00
265.00
267.00
265.00
265.00
P13
P8
P7
P6
P3
P2
P1
P12
P11
P4
P5
Hydraflow DOT Report