SW4231002_Stormwater Report_20240514

Stormwater Impact Analysis for
Dollar Tree
5744 Old US Highway 52
Welcome, North Carolina
May 9, 2024
Prepared for:
Cedar Run Capital, LLC
2405 Nash Street N
Wilson, North Carolina 27896
PRINT NAME: Josh Crumpler, P.E. .........,,,,,,,���
SIGNATURE: : `i 9 •_�
(/�. IN Qom•:
, q
"'%, A..CRv °•
REGISTRATION NO. PE-034994
CRUMPLER
Consulting Services, PLLC
Prepared by Grumpier Consulting Services, PLLC
2308 Ridge Road, Raleigh, North Carolina 27612
p 1919.413-1704

CRUMPLER
Consulting Services, PLLC
TABLE OF CONTENTS
1.0 STORMWATER NARRATIVE 2
2.0 DESIGN DATA AND METHODOLOGY 3
3.0 PRE-DEVELOPMENT STORMWATER RUN-OFF 4
4.0 POST-DEVELOPMENT STORMWATER RUN-OFF 5
List of Appendices
Appendix A— IDF Rainfall Data
Appendix B — SCM Sizing Calculations, Dissipator Pad Sizing, and Supplement EZ Form
Appendix C — Pre/Post Development Peak Flow Tables (2-yr, 10-yr, and 100-yr)
Appendix D — Drainage Area Maps
2308 Ridge Road I Raleigh, NC 27612 I p:919-413-1704 I e:[e-mail]

Stormwater Impact Analysis for
Dollar Tree
5744 Old US Highway 52
Welcome, North Carolina
May 9, 2024
Prepared for:
Cedar Run Capital, LLC
2405 Nash Street N
Wilson, North Carolina 27896
PRINT NAME: Josh Crumpler, P.E. .........,,,,,,,���
SIGNATURE: : `i 9 •_�
(/�. IN Qom•:
, q
"'%, A..CRv °•
REGISTRATION NO. PE-034994
CRUMPLER
Consulting Services, PLLC
Prepared by Grumpier Consulting Services, PLLC
2308 Ridge Road, Raleigh, North Carolina 27612
p 1919.413-1704

1.0
STORMWATER NARRATIVE
Cedar Run Capital LLC is proposing to construct a commercial building on a 1.38 acre parcel
located at 5744 Old US Highway 52 in Welcome, North Carolina that zoned Heavy Commercial
(HC). This report represents the stormwater management design and hydrologic model results
for the proposed project.
As part of the stormwater design, Crumpler Consulting is proposing the installation of a wet
detention basin. The wet detention basin has been designed to control and treat the estimated
runoff generated from the first inch of rainfall per the requirements of the Neuse Watershed
Nutrient Management Strategy and the NCDEQ's stormwater management design manual. The
wet detention facility is anticipated to attenuate the peak flow rates for the 2-year, 10-year, and
100-year 24-hour storm events in accordance with NCDEQ's requirements. The nitrogen loading
rates have been evaluated as part of this design and are anticipated to be reduced to acceptable
rates through treatment by the detention facility and buy down methods.
The existing parcel did have minimal existing impervious surfaces that included an existing
driveway which totaled 16,631sf. The proposed impervious surface consists of the warehouse
building, parking lot, driveways, and sidewalks. The proposed impervious area will total 35,250sf.
The proposed grading conveys the majority of the runoff to the southeastern corner of the site,
where the runoff is collected in a wet detention basin that discharges to the southeast side of the
site. The Post-Development Drainage Map shows the stormwater grading and drainage plan and
associated details.
Page 2 May 9, 2024

2.0
DESIGN DATA AND METHODOLOGY
The design of the proposed stormwater facilities was performed in accordance with the NCDEQ
Stormwater SCM Manual. The site was designed to meet Runoff Treatment by utilizing a wet
detention basin. It was sized using both Parts `B' and 'C' of the stormwater design manual along
with the Supplement-EZ form provided by NCDEQ.
In addition to the NCDEQ Stormwater SCM Manual, the Wet Pond was analyzed using Hydraflow
Hydrographs. This software is a computer modeling software package, was used for the analysis
of stormwater routing and hydrology of the existing and proposed watersheds. The hydrology
calculations were performed using the Modified Rational Method and TR-55 methods. Franklin
County lies within the Type II rainfall distribution. The rainfall amounts for the site were obtained
from National Oceanic and Atmospheric Administration (NOAA) and are included in Appendix A.
The stormwater analyses performed for this project include the 2-year, 10-year, and 100-year,
24-hour storm events.
The Soil Survey of Davidson County, North Carolina, completed by the National Resource
Conservation Service (NRCS), was reviewed for general information on the soils within the site
area.
Page 3 May 9, 2024

3.0
PRE-DEVELOPMENT STORMWATER RUNOFF
The pre-development drainage areas were determined using site visits, visual observations, and
surveyed topographic data. The peak flow rates for the specified storm events are based on
topography, land use cover (such as open space, grass, woods), and soil type. Two drainage
points were selected for analysis.
The existing 1.38-acre watershed was modeled in HydraFlow as one subcatchment, as described
below. Refer to Appendix F of this report for the pre-development watershed map.
• Drainage Area 1
Drainage Area 1 is 1.38 acres and drains to the southeast corner of the property. A time
of concentration was calculated and was found to be approximately 5 minutes. Therefore,
5 minutes was estimated as the time of concentration for this subcatchment.
The HydroFlow analysis can be found in Appendices. The table below summarizes the hydrologic
model results for pre-development peak flow rates of the existing 1.38-acre watershed.
PRE-DEVELOPMENT STORMWATER RUNOFF
STORM EVENT PRE-DEVELOPMENT PEAK FLOW
2-YEAR 2.667 CFS
10-YEAR 3.448 CFS
100-YEAR 4.147 CFS
Page 4 May 9, 2024

4.0
POST-DEVELOPMENT STORMWATER RUNOFF
An analysis of the post-development runoff was performed using the same methods, parameters,
and assumptions as described in the pre-development analysis above. Based upon the
calculations, the project reduces the nitrogen loading to acceptable levels for buy-down and does
not create an increase in the peak runoff rate for the 2-year,10-year, and 100-year storm events.
This will be achieved by constructing appropriate SCMs.
The proposed site was divided into two subcatchments for post-development analysis. The
subcatchments are described below. Refer to Appendix F of this report for the post-development
watershed map.
• Drainage Area 1
Drainage Area 1 is 1.05 acres and includes runoff is treated by the wet detention facility.
Runoff that is treated by the wet detention facility is collected in a stormdrainage system
and discharged overland in the southeast corner of the site. A time of concentration was
calculated and was found to be lower than 5 minutes. Therefore, 5 minutes was estimated
as the time of concentration for this subcatchment.
• Drainage Area 2 (Bypass)
Drainage Area 2 is 0.33 acres and drains offsite to the east bypassing the wet detention
facility. A time of concentration was calculated and was found to be lower than 5 minutes.
Therefore, 5 minutes was estimated as the time of concentration for this subcatchment.
The HydraFlow analysis can be found in Appendices. The follow table summarizes the hydrologic
model results for post-development peak flow rates of the 1.38-acre watershed.
POST-DEVELOPMENT STORMWATER RUNOFF
TOTAL TOTAL
STORM EVENT POST-DEVELOPMENT POST-DEVELOPMENT
PEAK FLOW PEAK FLOW
WITH OUT SCM WITH SCM
2-YEAR 4.261 CFS 0.725 CFS
10-YEAR 5.509 CFS 0.935 CFS
100-YEAR 6.625 CFS 1.123 CFS
Page 5 May 9, 2024

APPENDIX A
IDF Rainfall Data
Page 6 May 9, 2024

22
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Wednesday,02/7/2024
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000
2 67.0277 12.7000 0.8729
3 0.0000 0.0000 0.0000
5 68.0041 12.5000 0.8280
10 69.9702 12.5000 0.8066
25 61.1512 11.3000 0.7474
50 54.6664 10.4000 0.7036
100 47.1993 9.1000 0.6554
File name:Welcome.IDF
Intensity= B/(Tc+ D)^E
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 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 5.46 4.39 3.69 3.19 2.82 2.53 2.30 2.11 1.95 1.81 1.69 1.59
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 6.36 5.16 4.37 3.81 3.38 3.05 2.78 2.56 2.37 2.22 2.08 1.96
10 6.95 5.68 4.83 4.22 3.76 3.40 3.11 2.87 2.66 2.49 2.34 2.21
25 7.59 6.22 5.31 4.66 4.17 3.79 3.48 3.22 3.01 2.82 2.66 2.52
50 7.98 6.55 5.61 4.95 4.44 4.05 3.73 3.47 3.24 3.05 2.89 2.74
100 8.33 6.83 5.86 5.18 4.67 4.27 3.95 3.68 3.45 3.26 3.09 2.94
Tc=time in minutes.Values may exceed 60.
Precip.file name:Sample.pcp
Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 0.00 2.20 0.00 3.30 4.25 5.77 6.80 7.95
SCS 6-Hr 0.00 1.80 0.00 0.00 2.60 0.00 0.00 4.00
Huff-1st 0.00 1.55 0.00 2.75 4.00 5.38 6.50 8.00
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 1.75 0.00 2.80 3.90 5.25 6.00 7.10

APPENDIX B
SCM Sizing Calculations, Dissipator Pad Sizing, and Supplement EZ Form
Page 7 May 9, 2024

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Drainage Area Drainage Area 1 (SF) Drainage Area 2 (SF)
Total Drainage Area 45,681 14,356
On-Site Drainage Area 45,681 14,356
Off-Site Drainage Area 0 0
Proposed Impervious Area 31,850 3,400
Impervious Area 69.7% 23.7%
Impervious** Surface Area Drainage Area 1 (SF) Drainage Area 2 (SF)
Buildings 10,000
Streets 19,050 3,400
Parking 0 0
Sidewalks 2,800
Existing BUA 0 0
Total 31,850 3,400
STORAGE TABLE 1 OF 3
MAIN POOL STORAGE TABLE
Stage SURFACE AREA(SF) Volume (CF)
857 544 0
858 874 709
859 1,268 1,071
860 1,719 1,494
861 2,226 1,973
862 2,790 2,508
863 3,640 3,206
Total 10,961
STORAGE TABLE 2 OF 3
FOREBAY STORAGE TABLE
Stage SURFACE AREA(SF) Volume (CF)
860 272 0
861 502 387
862 788 645
863 1060 974
Total 2,006
STORAGE TABLE 3 OF 3
DESIGN VOLUME STORAGE TABLE (MAIN POOL TO TOP OF RISER)
Stage SURFACE AREA(SF) Volume (CF)
863 4,700 -
864 6,229 5,732
.
Total 5,732

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
,1 Project Name Dollar Tree-Welcome,NC
2 Project Area(ac) 1.38
3 Coastal Wetland Area(ac) 0
4 Surface Water Area(ac) 0
5 Is this project High or Low Density? Both High and Low Density
6 Does this project use an off-site SCM? No
COMPLIANCE WITH 02H.1003(4)
7 Width of vegetated setbacks provided(feet) N/A
8 Will the vegetated setback remain vegetated? N/A
9 If BUA is proposed in the setback,does it meet NCAC 02H.1003(4)(c-d)? N/A
10 Is streambank stabilization proposed on this project? No
NUMBER AND TYPE OF SCMs:
11 Infiltration System
12 Bioretention Cell
13 Wet Pond 1
14 Stormwater Wetland
15 Permeable Pavement
16 Sand Filter
17 Rainwater Harvesting(RWH)
18 Green Roof
19 Level Spreader-Filter Strip(LS-FS)
20 Disconnected Impervious Surface(DIS)
21 Treatment Swale
22 Dry Pond
23 StormFilter
24 Silva Cell
25 Bayfilter
26 Filterra
FORMS LOADED
DESIGNER CERTIFICATION
27 Name and Title: Joshua Crumpler,PE
28 Organization: Crumpler Consulting Services,PLLC _
29 Street address: 2308 Ridge Road
30 City,State,Zip: Raleigh,NC 27612
31 Phone number(s): 919-413-1704
32 Email: [e-mail]
Certification Statement:
I certify,under penalty of law that this Supplement-EZ form and all supporting information were prepared under my direction or supervision;that the
information provided in the form is,to the best of my knowledge and belief,true,accurate,and complete;and that the engineering plans,
specifications,operation and maintenance agreements and other supporting information are consistent with the information provided here.
Designer
Signature of Designer
Seal Date

DRAINAGE AREAS
1 Is this a high density project Yes
2 If so,number of drainage areas/SCM: 1
3 Does this project have low density areas; Yes
4 If so,number of low density drainage area: 1
Is all/part of this project subject to previous rule
5 versions? No
FORMS LOADED
DRAINAGE AREA INFORMATION Entire Site 1 LD 1
4 Type of SCM Wet Pond Low Density
5 Total drainage area(sq ft; 60037 45681 14356
6 Onsite drainage area(sq ft; 60037 45681 14356
7 Offsite drainage area(sq ft) 0 0 0
8 Total BUA in project(sq ft; 35250 sf 31850 sf 3400 sf
New BUA on subdivided lots(subject to
9 permitting)(sq ft;
New BUA not on subdivided lots(subject to
10 permitting)(sf, 35250 sf 31850 sf 3400 sf _
11 Offsite BUA(sq ft)
12 Breakdown of new BUA not on subdivided lots
-Parking(sq ft; 22450 sf 19050 sf 3400 sf
-Sidewalk(sq ft; 2800 sf 2800 sf
-Roof(sq ft) 10000 sf 10000 sf
-Roadway(sq ft)
-Future(sq ft;
-Other,please specify in the comment box
below(sq ft) _
New infiltrating permeable pavement on
13 subdivided lots(sq ft)
New infiltrating permeable pavement not on
14 subdivided lots(sq ft)
Existing BUA that will remain(not subject to
15 permitting)(sq ft;
16 Existing BUA that is already permitted(sq ft
17 Existing BUA that will be removed(sq ft; 16631 sf 16631 sf
18 Percent BUA 43% 52% 24%
19 Design storm(inches) 1.0 in 1.0 in 1.0 in
20 Design volume of SCM(cu ft) 5732 cf
21 Calculation method for design volume Simple Method
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
22 drainage area(s):

WET POND
1 Drainage area number 1 I
2 Minimum required treatment volume(Cu ft) 2572 cf
GENERAL MDC FROM 02H.1050
3 Is the SCM sized to treat the SW from all surfaces at build-out? Yes
4 Is the SCM located away from contaminated soils? Yes
5 What are the side slopes of the SCM(H:V)? 3:1
6 Does the SCM have retaining walls,gabion walls or other engineered No
side slopes?
Are the inlets,outlets,and receiving stream protected from erosion
7(10-year storm)? Yes
8 Is there an overflow or bypass for inflow volume in excess of the Yes
design volume?
9 What is the method for dewatering the SCM for maintenance? Pump(preferred)
10 If applicable,will the SCM be cleaned out after construction? Yes
11 Does the maintenance access comply with General MDC(8)? Yes
12 Does the drainage easement comply with General MDC(9)? Yes
13 If the SCM is on a single family lot,does(will?)the plat comply with
General MDC(10)?
14 Is there an O&M Agreement that complies with General MDC(11)? Yes
15 Is there an O&M Plan that complies with General MDC(12)? Yes
16 Does the SCM follow the device specific MDC? Yes
17 Was the SCM designed by an NC licensed professional? Yes
WET POND MDC FROM 02H.1053
18 Sizing method used SA/DA
19 Has a stage/storage table been provided in the calculations? Yes
20 Elevation of the excavated main pool depth(bottom of sediment 856.50
removal)(fmsl)
21 Elevation of the main pool bottom(top of sediment removal)(fmsl) 857.00
22 Elevation of the bottom of the vegetated shelf(fmsl) 862.00
23 Elevation of the permanent pool(fmsl) 863.00
24 Elevation of the top of the vegetated shelf(fmsl) 863.00
25 Elevation of the temporary pool(fmsl) 864.00
26 Surface area of the main permanent pool(square feet) 3640
27 Volume of the main permanent pool(cubic feet) 10961 cf
28 Average depth of the main pool(feet) 3.01 ft
29 Average depth equation used Equation 2
30 If using equation 3,main pool perimeter(feet)
31 If using equation 3,width of submerged veg.shelf(feet)
32 Volume of the forebay(cubic feet) 2006 cf
33 Is this 15-20%of the volume in the main pool? Yes
34 Clean-out depth for forebay(inches) 6 in
35 Design volume of SCM(cu ft) 5732 cf
36 Is the outlet an orifice or a weir? Orifice
37 If orifice,orifice diameter(inches) 1.0 in
38 If weir,weir height(inches)
39 If weir,weir length(inches)
40 Drawdown time for the temporary pool(days) 4.35
41 Are the inlet(s)and outlet located in a manner that avoids short- Yes
circuiting?
42 Are berms or baffles provided to improve the flow path? No
43 Depth of forebay at entrance(inches) 48 in
44 Depth of forebay at exit(inches) 42 in
45 Does water flow out of the forebay in a non-erosive manner? Yes
46 Width of the vegetated shelf(feet) 6 ft
47 Slope of vegetated shelf(H:V) 6:1
48 Does the orifice drawdown from below the top surface of the Yes
permanent pool?
49 Does the pond minimize impacts to the receiving channel from the 1- Yes
yr,24-hr storm?
50 Are fountains proposed?(If Y,please provide documentation that No
MDC(9)is met.)
51 Is a trash rack or other device provided to protect the outlet system? Yes
52 Are the dam and embankment planted in non-clumping turf grass? Yes
53 Species of turf that will be used on the dam and embankment Bermuda
54 Has a planting plan been provided for the vegetated shelf? Yes
ADDITIONAL INFORMATION
55 Please use this space to provide any additional information about the
wet pond(s):
Wet Pond 1 11:06 AM 5/10/2024

LOW DENSITY
DESIGN REQUIREMENTS FOR LOW DENSITY PROJECTS FROM 02H.1003 1 Is project below density thresholds set forth in the applicable stormwater rule? Yes
2 Does project maximize dispersed flow and minimize channelization of flow? Yes
3 Has the use of piping been minimized per.1003(2)(c)? Yes
4 Side slopes of the vegetated conveyances(H:V) NA
5 Maximum velocity in the vegetated conveyances during the 10-year storm?
6 Are curb outlet swales proposed? No
7 Maximum longitudinal slope of curb outlet swale(s)(%)
8 Bottom width of curb outlet swale(s)(feet)
9 Maximum side slope of curb outlet swale(s)(H:V)
10 Minimum length of curb outlet swale(s)(feet)
11 Are treatment swales used instead of curb outlet swales?
12 Is stormwater released at the edge of the setback as dispersed flow? Yes
13 Have stormwater outlets been designed to prevent downslope erosion? Yes
14 Are variations to rule.1003 proposed? No
ADDITIONAL INFORMATION
15 Please use this space to provide any additional information about this low density project:
Drainage Pervious
Swale BUA Q Slope V,iiow V,,to,i Flow depth
Area area
(ac) (cfs) (%) (fps) (fps) (ft)
(ac) (ac)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30

DESIGN OF RIPRAP OUTLET PROTECTION -SINGLE PIPE
Single Pipe Outlet
Project Dollar Tree Welcome NC Date 7-Feb-24
Project No. 23024 Designer Josh C.
Pipe and Flow Data
Outlet ID Pond Outlet
Pipe diameter 15 in.
Pipe slope 1.00%
Outlet flowrate 0.9 cfs
Outlet velocity 2.0 ft/sec
Zone from graph below= 1
Figure 8.06.b.1
25
20 Zone 7
" Zont-6
15 11
10 \ Zone 5
Z-o,e 4
5 -
• 2.0¢Jsec " . .1 3
0 Zone 1
0 1 2 3 4 5 6 7 Zone 2 9 10
Pipe diameter(ft)
NCDOT Class A Riprap-5'L x 3.75'W x 9"Thick
Zone Material Diameter Thickness Length Width
1 Class A 3 9 4 x D(o) 3 x D(o)
2 Class B 6 22 6 x D(o) 3 x D(o)
3 Class I 13 22 8 x D(o) 3 x D(o)
4 Class I 13 22 8 x D(o) 3 x D(o)
5 Class II 23 27 10 x D(o) 3 x D(o)
6 Class II 23 27 10 x D(o) 3 x D(o)
7 Special study required
1.Calculations based on NY DOT method-Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
Linda Rae_Riprap Energy Dissipators.xls
2/7/2024

DESIGN OF RIPRAP OUTLET PROTECTION -SINGLE PIPE
Single Pipe Outlet
Project Dollar Tree Welcome NC Date 7-Feb-24
Project No. 23024 Designer Josh C.
Pipe and Flow Data
Outlet ID FES#1
Pipe diameter 15 in.
Pipe slope 1.00%
Outlet flowrate 3.6 cfs
Outlet velocity 4.4 ft/sec
Zone from graph below= 1
Figure 8.06.6.1
25
20 Zone 7
" Zont-6
15
i
10 Zone 5
Zone 4
5 • SPC
0 Zone 1
3
0 1 2 3 4 5 6 7 Ztgie 2 9 10
Pipe diameter(ft)
NCDOT Class A Riprap-5'L x 3.75'W x 9"Thick
Zone Material Diameter Thickness Length Width
1 Class A 3 9 4 x D(o) 3 x D(o)
2 Class B 6 22 6 x D(o) 3 x D(o)
3 Class I 13 22 8 x D(o) 3 x D(o)
4 Class I 13 22 8 x D(o) 3 x D(o)
5 Class II 23 27 10 x D(o) 3 x D(o)
6 Class II 23 27 10 x D(o) 3 x D(o)
7 Special study required
1.Calculations based on NY DOT method-Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
Linda Rae_Riprap Energy Dissipators.xls
2/7/2024

DESIGN OF RIPRAP OUTLET PROTECTION -SINGLE PIPE
Single Pipe Outlet
Project Dollar Tree Welcome NC Date 7-Feb-24
Project No. 23024 Designer Josh C.
Pipe and Flow Data
Outlet ID FES#1
Pipe diameter 12 in.
Pipe slope 1.00%
Outlet flowrate 1.0 cfs
Outlet velocity 2.0 ft/sec
Zone from graph below= 1
Figure 8.06.b.1
25
20 Zone 7
" Zont-6
15 11
10 Zone 5
Zone 4
5 -
® 2.0-ft/set, 3
0 Zor 1
0 1 2 3 4 5 6 7 Zone 2 9 10
Pipe diameter(ft)
NCDOT Class A Riprap-4'L x 3'W x 9"Thick
Zone Material Diameter Thickness Length Width
1 Class A 3 9 4 x D(o) 3 x D(o)
2 Class B 6 22 6 x D(o) 3 x D(o)
3 Class I 13 22 8 x D(o) 3 x D(o)
4 Class I 13 22 8 x D(o) 3 x D(o)
5 Class II 23 27 10 x D(o) 3 x D(o)
6 Class II 23 27 10 x D(o) 3 x D(o)
7 Special study required
1.Calculations based on NY DOT method-Pages 8.06.05 through 8.06.06 in NC Erosion Control Manual
Linda Rae_Riprap Energy Dissipators.xls
2/7/2024

APPENDIX C
Pre/Post Development Peak Flow Tables (2-yr, 10-yr, and 100-yr)
Page 8 May 9, 2024

1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023
1,15
Otri
4
Project: Welcome-Proposed.gpw Thursday, 05/9/2024

2
Hydrograph Return Period Recap
draflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023
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 Mod. Rational 3.551 4.591 5.521 PROPOSED POND
2 Reservoir 1 0.015 0.018 0.020 Proposed Pond
3 Mod. Rational 0.710 0.918 1.104 BY-PASS
4 Combine 2,3 0.725 0.935 1.123 COMBINED SITE
5 Mod. Rational 2.667 3.448 4.147 EXISTING SITE
Proj. file: Welcome-Proposed.gpw Thursday, 05/9/2024

3
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 Mod. Rational 3.551 1 5 2,130 PROPOSED POND
2 Reservoir 0.015 1 15 1,648 1 863.37 2,123 Proposed Pond
3 Mod. Rational 0.710 1 5 426 BY-PASS
4 Combine 0.725 1 10 2,201 2,3 COMBINED SITE
5 Mod. Rational 2.667 1 5 1,600 EXISTING SITE
Welcome-Proposed.gpw Return Period: 2 Year Thursday, 05/9/2024

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,05/9/2024
Hyd. No. 1
PROPOSED POND
Hydrograph type = Mod. Rational Peak discharge = 3.551 cfs
Storm frequency = 2 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 2,130 cuft
Drainage area = 1.050 ac Runoff coeff. = 0.77*
Intensity = 4.392 in/hr Tc by User = 5.00 min
IDF Curve = Welcome.IDF Storm duration = 2.0 x Tc
Target Q =n/a Est. Req'd Storage =n/a
*Composite(Area/C)=[(0.730 x 0.95)+(0.320 x 0.35)]/1.050
PROPOSED POND
Q (cfs) Hyd. No. 1 --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 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Hyd No. 1 Time (min)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,05/9/2024
Hyd. No. 2
Proposed Pond
Hydrograph type = Reservoir Peak discharge = 0.015 cfs
Storm frequency = 2 yrs Time to peak = 15 min
Time interval = 1 min Hyd. volume = 1,648 cuft
Inflow hyd. No. = 1 - PROPOSED POND Max. Elevation = 863.37 ft
Reservoir name = Pond Max. Storage = 2,123 cuft
Storage Indication method used.
Proposed Pond
0 (cfs) Hyd. No. 2 --2 Year 0 (cfs)
4.00 4.00
3.00 3.00
2.00 - 2.00
1.00 1.00
0.00 — 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 2 Hyd No. 1 II 1 1 1 1 1 Total storage used = 2,123 cuft

Pond Report 6
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,05/9/2024
Pond No. 1 - Pond
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation.Begining Elevation=863.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 863.00 4,700 0 0
1.00 864.00 6,230 5,447 5,447
2.00 865.00 7,264 6,740 12,186
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 12.00 1.00 0.00 15.00 Crest Len(ft) = 9.42 10.00 0.00 0.00
Span(in) = 12.00 1.00 0.00 15.00 Crest El.(ft) = 864.00 864.50 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 858.00 863.00 0.00 0.00 Weir Type = 1 Rect --- ---
Length(ft) = 30.00 1.00 0.00 0.00 Multi-Stage = Yes No No No
Slope(%) = 1.00 1.00 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 Wet area)
Multi-Stage = n/a No 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(ft) Stage/ Discharge Elev(ft)
2.00 865.00
1.80 864.80
1.60 864.60
1.40 864.40
1.20 864.20
1.00 864.00
0.80 863.80
0.60 863.60
0.40 863.40
0.20 863.20
0.00 863.00
0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00
Total Q Discharge(cfs)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,05/9/2024
Hyd. No. 3
BY-PASS
Hydrograph type = Mod. Rational Peak discharge = 0.710 cfs
Storm frequency = 2 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 426 cuft
Drainage area = 0.330 ac Runoff coeff. = 0.49*
Intensity = 4.392 in/hr Tc by User = 5.00 min
IDF Curve = Welcome.IDF Storm duration = 2.0 x Tc
Target Q =n/a Est. Req'd Storage =n/a
*Composite(Area/C)=[(0.078 x 0.95)+(0.252 x 0.35)]/0.330
BY-PASS
Q (cfs) Hyd. No. 3 --2 Year Q (cfs)
1.00 I 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Hyd No. 3 Time (min)

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,05/9/2024
Hyd. No. 4
COMBINED SITE
Hydrograph type = Combine Peak discharge = 0.725 cfs
Storm frequency = 2 yrs Time to peak = 10 min
Time interval = 1 min Hyd. volume = 2,201 cuft
Inflow hyds. = 2, 3 Contrib. drain. area = 0.330 ac
COMBINED SITE
Q (cfs) Hyd. No. 4 --2 Year Q (cfs)
1.00 I 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 - 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800 1980
Time (min)
Hyd No. 4 Hyd No. 2 Hyd No. 3

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,05/9/2024
Hyd. No. 5
EXISTING SITE
Hydrograph type = Mod. Rational Peak discharge = 2.667 cfs
Storm frequency = 2 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 1,600 cuft
Drainage area = 1.380 ac Runoff coeff. = 0.44*
Intensity = 4.392 in/hr Tc by User = 5.00 min
IDF Curve = Welcome.IDF Storm duration = 2.0 x Tc
Target Q =n/a Est. Req'd Storage =n/a
*Composite(Area/C)=[(0.380 x 0.95)+(1.000 x 0.25)]/1.380
EXISTING SITE
Q (cfs) Hyd. No. 5 --2 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Hyd No. 5 Time (min)

10
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 Mod. Rational 4.591 1 5 2,755 PROPOSED POND
2 Reservoir 0.018 1 15 2,088 1 863.48 2,746 Proposed Pond
3 Mod. Rational 0.918 1 5 551 BY-PASS
4 Combine 0.935 1 10 2,799 2,3 COMBINED SITE
5 Mod. Rational 3.448 1 5 2,069 EXISTING SITE
Welcome-Proposed.gpw Return Period: 10 Year Thursday, 05/9/2024

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,05/9/2024
Hyd. No. 1
PROPOSED POND
Hydrograph type = Mod. Rational Peak discharge = 4.591 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 2,755 cuft
Drainage area = 1.050 ac Runoff coeff. = 0.77*
Intensity = 5.679 in/hr Tc by User = 5.00 min
IDF Curve = Welcome.IDF Storm duration = 2.0 x Tc
Target Q =n/a Est. Req'd Storage =n/a
*Composite(Area/C)=[(0.730 x 0.95)+(0.320 x 0.35)]/1.050
PROPOSED POND
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Hyd No. 1 Time (min)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,05/9/2024
Hyd. No. 2
Proposed Pond
Hydrograph type = Reservoir Peak discharge = 0.018 cfs
Storm frequency = 10 yrs Time to peak = 15 min
Time interval = 1 min Hyd. volume = 2,088 cuft
Inflow hyd. No. = 1 - PROPOSED POND Max. Elevation = 863.48 ft
Reservoir name = Pond Max. Storage = 2,746 cuft
Storage Indication method used.
Proposed Pond
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 - 1.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 2 Hyd No. 1 1111111 Total storage used = 2,746 cuft

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,05/9/2024
Hyd. No. 3
BY-PASS
Hydrograph type = Mod. Rational Peak discharge = 0.918 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 551 cuft
Drainage area = 0.330 ac Runoff coeff. = 0.49*
Intensity = 5.679 in/hr Tc by User = 5.00 min
IDF Curve = Welcome.IDF Storm duration = 2.0 x Tc
Target Q =n/a Est. Req'd Storage =n/a
*Composite(Area/C)=[(0.078 x 0.95)+(0.252 x 0.35)]/0.330
BY-PASS
Q (cfs) Hyd. No. 3-- 10 Year Q (cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 , 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Hyd No. 3 Time (min)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,05/9/2024
Hyd. No. 4
COMBINED SITE
Hydrograph type = Combine Peak discharge = 0.935 cfs
Storm frequency = 10 yrs Time to peak = 10 min
Time interval = 1 min Hyd. volume = 2,799 cuft
Inflow hyds. = 2, 3 Contrib. drain. area = 0.330 ac
COMBINED SITE
Q (cfs) Hyd. No. 4-- 10 Year Q (cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 — - 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400
Time (min)
Hyd No. 4 Hyd No. 2 Hyd No. 3

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,05/9/2024
Hyd. No. 5
EXISTING SITE
Hydrograph type = Mod. Rational Peak discharge = 3.448 cfs
Storm frequency = 10 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 2,069 cuft
Drainage area = 1.380 ac Runoff coeff. = 0.44*
Intensity = 5.679 in/hr Tc by User = 5.00 min
IDF Curve = Welcome.IDF Storm duration = 2.0 x Tc
Target Q =n/a Est. Req'd Storage =n/a
*Composite(Area/C)=[(0.380 x 0.95)+(1.000 x 0.25)]/1.380
EXISTING SITE
Q (cfs) Hyd. No. 5-- 10 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Hyd No. 5 Time (min)

16
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk,Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 Mod. Rational 5.521 1 5 3,313 PROPOSED POND
2 Reservoir 0.020 1 15 2,442 1 863.58 3,302 Proposed Pond
3 Mod. Rational 1.104 1 5 663 BY-PASS
4 Combine 1.123 1 10 3,296 2,3 COMBINED SITE
5 Mod. Rational 4.147 1 5 2,488 EXISTING SITE
Welcome-Proposed.gpw Return Period: 100 Year Thursday, 05/9/2024

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,05/9/2024
Hyd. No. 1
PROPOSED POND
Hydrograph type = Mod. Rational Peak discharge = 5.521 cfs
Storm frequency = 100 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 3,313 cuft
Drainage area = 1.050 ac Runoff coeff. = 0.77*
Intensity = 6.829 in/hr Tc by User = 5.00 min
IDF Curve = Welcome.IDF Storm duration = 2.0 x Tc
Target Q =n/a Est. Req'd Storage =n/a
*Composite(Area/C)=[(0.730 x 0.95)+(0.320 x 0.35)]/1.050
PROPOSED POND
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
6.00 I 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Hyd No. 1 Time (min)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,05/9/2024
Hyd. No. 2
Proposed Pond
Hydrograph type = Reservoir Peak discharge = 0.020 cfs
Storm frequency = 100 yrs Time to peak = 15 min
Time interval = 1 min Hyd. volume = 2,442 cuft
Inflow hyd. No. = 1 - PROPOSED POND Max. Elevation = 863.58 ft
Reservoir name = Pond Max. Storage = 3,302 cuft
Storage Indication method used.
Proposed Pond
Q (cfs) Hyd. No. 2-- 100 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 — 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 2 Hyd No. 1 1111111 Total storage used = 3,302 cuft

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,05/9/2024
Hyd. No. 3
BY-PASS
Hydrograph type = Mod. Rational Peak discharge = 1.104 cfs
Storm frequency = 100 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 663 cuft
Drainage area = 0.330 ac Runoff coeff. = 0.49*
Intensity = 6.829 in/hr Tc by User = 5.00 min
IDF Curve = Welcome.IDF Storm duration = 2.0 x Tc
Target Q =n/a Est. Req'd Storage =n/a
*Composite(Area/C)=[(0.078 x 0.95)+(0.252 x 0.35)]/0.330
BY-PASS
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Hyd No. 3 Time (min)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,05/9/2024
Hyd. No. 4
COMBINED SITE
Hydrograph type = Combine Peak discharge = 1.123 cfs
Storm frequency = 100 yrs Time to peak = 10 min
Time interval = 1 min Hyd. volume = 3,296 cuft
Inflow hyds. = 2, 3 Contrib. drain. area = 0.330 ac
COMBINED SITE
Q (cfs) Hyd. No. 4-- 100 Year Q (cfs)
2.00 2.00
1.00 1.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400
Time (min)
Hyd No. 4 Hyd No. 2 Hyd No. 3

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,05/9/2024
Hyd. No. 5
EXISTING SITE
Hydrograph type = Mod. Rational Peak discharge = 4.147 cfs
Storm frequency = 100 yrs Time to peak = 5 min
Time interval = 1 min Hyd. volume = 2,488 cuft
Drainage area = 1.380 ac Runoff coeff. = 0.44*
Intensity = 6.829 in/hr Tc by User = 5.00 min
IDF Curve = Welcome.IDF Storm duration = 2.0 x Tc
Target Q =n/a Est. Req'd Storage =n/a
*Composite(Area/C)=[(0.380 x 0.95)+(1.000 x 0.25)]/1.380
EXISTING SITE
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
Hyd No. 5 Time (min)

22
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Thursday,05/9/2024
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000
2 67.0277 12.7000 0.8729
3 0.0000 0.0000 0.0000
5 68.0041 12.5000 0.8280
10 69.9702 12.5000 0.8066
25 61.1512 11.3000 0.7474
50 54.6664 10.4000 0.7036
100 47.1993 9.1000 0.6554
File name:Welcome.IDF
Intensity= B/(Tc+ D)^E
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 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 5.46 4.39 3.69 3.19 2.82 2.53 2.30 2.11 1.95 1.81 1.69 1.59
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 6.36 5.16 4.37 3.81 3.38 3.05 2.78 2.56 2.37 2.22 2.08 1.96
10 6.95 5.68 4.83 4.22 3.76 3.40 3.11 2.87 2.66 2.49 2.34 2.21
25 7.59 6.22 5.31 4.66 4.17 3.79 3.48 3.22 3.01 2.82 2.66 2.52
50 7.98 6.55 5.61 4.95 4.44 4.05 3.73 3.47 3.24 3.05 2.89 2.74
100 8.33 6.83 5.86 5.18 4.67 4.27 3.95 3.68 3.45 3.26 3.09 2.94
Tc=time in minutes.Values may exceed 60.
Precip.file name:Sample.pcp
Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 0.00 2.20 0.00 3.30 4.25 5.77 6.80 7.95
SCS 6-Hr 0.00 1.80 0.00 0.00 2.60 0.00 0.00 4.00
Huff-1st 0.00 1.55 0.00 2.75 4.00 5.38 6.50 8.00
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 1.75 0.00 2.80 3.90 5.25 6.00 7.10

APPENDIX D
Drainage Area Maps
Page 9 May 9, 2024

v, / I 1 II / ) I 1 I I ---vv
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APPROXIMATE LOCATION In 1. 1 I-�I I I I / 1 1 / I I g
OF EX.UNKNOWN MATERIAL 1 / / I I I / � / I I I I 1
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MATERIAL,LOCATION,AND SIZE 0 EX EOP—1 I ® I 1 / I I 11 I / I I I� Iy 1 a o g W Z
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1 C=0.44 / I 5 / I I m 0 - C7 Cr
APPROXIMATE LOCATION I ' / fII Cr U Z Z
OF EX.WATER MAIN 1 / a 1 / / / II I Iw Z
CONTRACTOR TO VERIFY I / �® �// / I 1aLOCATION AND SIZE 11 1 i /1 / , / / /// I I I I
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/ INV.IN=858.85' / I l l �, / II / w
o / INV.OUT=858.75' 1 1/ 1 I
u // / I 1/TELEPHONE�,i / I I
BOX ♦ A Lu
- // / / I A I I � SIDE / / LL
/ I �� I
z / / �, OWW OHW 3OHW 9V"" RE J i I STREET
E /// \ /I ____/__I ,� SETBACK / / \
__ — I —/----- / / I/- V \ EX.18"RC �% / rtE I �/ \ A/
a \ \INV OUT=862. _ ENT LIN t�'
m 0EX.15"RCP\ \ 1 \\ �.t.i� 1 }� ••. //DITCH TOP OF BANK ' / PROJECT NO.: 23024
INV.IN=866.75\ \ 1 \ \ \ � — .� OF DITCH I
41 ' / \ 01\ 1 \ \\\�_— 'fG���-- / DRAWN BY: JAC
N \ \ \ 1 \ \ '-'��_-- / / _ ���w— \ I CHECKED BY: JAC
\ - --- DATE: 09/08/23
7
\/ / /) \ AV \V / \\ SCALE:
e 0 /
/ / • / • / ---- \ \ / I 20 10 0 20
Z.3 I// // / / \ \ GRAVEL DRIVEWAY • / \ / I GSTWI
SCALE:1 INCH=20 FEET EX-1
LEXINGTON AVE. �'/ 1 1 of 1

i IIl
LEGEND
I 1
'
/ i / \ // I I AV A EXISTING PROPERTY LINE
1 \ / / I I / / \ \ I EXISTING ABUTTING PROPERTY LINE 1 7 1 J N
V A / I I /-- -- A A A EXISTING RIGHT-OF-WAY 'L 1�11
/ // I A I I ni
I I I AV A A OHW OH EXISTING OVERHEAD POWER LINE =o
/ /1 / I I 1 I / i I \\\,,I EXISTING ABUTTING PROPERTY LINE U X m M M
�S7�38° E�D� CL L ° d
I�IV�I1 EXISTING BUILDING SETBACK LINE
/ / / --I-_ I �( I I I \`{\ \ EXISTING PARKING SETBACK LINE N o z°?
/ p - / 1 / / I I I I\�\\ EXISTING EDGE OF PAVEMENT o,a
/ / 1 I / I // / I / /l I I I A\ \ PROPOSED EDGE OF PAVEMENT
/ / ' I I / I 1 �; // / I / A\\V PROPOSED ASPHALT PARKING -�
% CR � / I / I i IQ; ( 2 / / / % r — i
/ / "-I: / IJ I 11' 11 1 1 / // / I \�\\ PROPOSED CONCRETE O
IDRAINAGE AREA 2 100 PROPOSED CONTOUR MAJOR
/ �� POST-DEVELOPMENT DRAINAGE BYPASS: PROPOSED CONTOUR MINOR
/ /78.1„.....8328'37"E
/ I I / \ PROPOSED STORMDRAINAGE
1 BYPASS AREA= 14,356SF (0.33AC) o�{HCA °�.
I•�.OQ• / 1 1 PROPOSED DROP INLET �,g 1 \ IMPERVIOUS SURFACE AREA = 3,400SF (0.078AC) en -,v,
/ / ♦ I .-��♦♦�a�i C=0.49 ® PROPOSED FLARED END SECTION E O U •�8i° 37•• Nir
/ I , / E ` PERCENTAGE 23.6% %*,�,4,4:C'1 ♦ ; --Cli I I I
0 ♦ 4.�♦� 1 1I I / i I ' ♦♦♦ \ \ \I 1II Drainage Area Drainage Area 1(SF) Drainage Area 2(SF)
/ / ♦ �6y� 1IIITotal Drainage Area46,68114,356
I ' ♦ \ �6�' \ PROPOSED DUMPSTEf? I ISSUED:1:14:
/ i' / I '♦ \ I \ AND ENCLOSURE/ I I On-Site Drainage Area 45,681 14,356
(o K" / '� I OFF-Site Drainage Area 000NSTRUCTION
/ I I I I Proposed Impervious Area 31,850 3,400
I � I1 I %Impervious Area 69.7% 23.7%
Ion 2 a � i7. 1 I I� Impervious"•Surface Area Drainage Area 1(SF) Drainage Area 2(SF) CV CV CV
H m o 0
' �J M I /I ' I ' r -_2'X60'LO,y / �„ \ ( I 1 ITOW=865.001 Buildings 10,000 Q p N
m I `l -=z ' l i / •-t'gP_AGE 1 1 I 1 IBOC=862.001 I S Streets 19,050 3,400 0 .- 0 0
ili
a s / / \I ' it , I ( iki I J 1 11 �� Parking 0 0
O I /If ; / ' --- _ II A I 11 I / 1 I I I Sidewalks 2,800
Co Lu I i �� 11 I
Existing BUA 0 0
/ ; I _ ROPOQSED I g Total 31,850 3,400
a I l II I ' I I ® ( I �ETAI/N'ING WALL
I ; ig
I I I� • I ' l� 1 I / I I STORAGE TABLE 10F3
all
I ' • I I R MAIN POOL STORAGE TABLE
/'■ DRAINAGE AREA 1 /BOC=963.00 II I..1 d' Stage 857 SURFACE AREA Volume(CF)0 I- co co
EX42'EOP��, ; I POST-DEVELOPMENT DRAINAGE AREA: , PF DPDBED 5'SID�WALK 11 I� a 858 ,26 ,09 O LU z z
I 859 1,268 1,071
it.--------
DRAINAGE AREA=45,681SF(1.05 AC) I� Cr 00 86D 1719 1494 v 0 0
IMPERVIOUS SURFACE AREA= 31,850SF (0.73AC) § $ ap -, CO. 861 2,226 1,973 07 - 0 a
I - e- a 862 2,790 2,508 0 w 0 0
// / 1 C=0.77 , / r I I I 863 3,640 3,206 0 V 0
II I -)/ / // i /I / I I I Total 10,961 Z 0 Z Z
1 ' I -, ' /' / IIi/ II/I/
I STORAGE TABLE20F3
i -IiAlimmrI I FOREBAY STORAGE TABLE
( , i � I I I Stage SURFACE AREA(SF) Volume(CF)
Q�
I 1/ I �/ , I i' I W
I ,' / / ' I I 1 I 860 272 0
1 J / / i' I i 1p I 1 I 861 502 387
I ) //PROPOSED 24"SPILL / / /' / ; / / I 862 788 645 >
I CURB AND GUTTER / /i ' / I Si 04 M
I(/ ��/ I l ; I
/ I I 863 1060 974/ / I I , Total 2,006
/ / ' ,� ! r 0' / I I I STORAGE TABLE 3 OF 3 Q
/I �' ,/ / / 1 I TEMPORARY POOL STORAGE TABLE
i / /I�� ,„-
/ / I II I I I Stage SURFACE AREA(SF) Volume(CF) w
,� �'/ 863 4,700
/ / 1 , ;' ] /'-' ' / I I I I 864 6,229 5,732 Q
/ I / / / J _ I Total 5,732
1 1 �..' '� I II / I I z
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T \\ ay'i'- LL������ I✓ \/ I NOTES
L- ` Vile.'
PROJECT NO.: 23024
g \\ \\ 1 1 '`� \- at _ i a - - / y�^i a: i e, I / 1. BOUNDARY,TOPOGRAPHY,AND EXISTING CONDITIONS SURVEY
3 \ 1 1 \ \ • / " PROVIDED BY STEWART-PROCTOR ON 07-11-2023. DRAWN BY: JAC
m 1 \
N 1 1 1\ \ \\ \ �"a w-��� 2.THE PROPERTY IS LOCATED IN ZONE X(AREA DETERMINED TO BE CHECKED BY: JAC
� ' \ �/ 1 \ \ I OUTSIDE THE 0.2%ANNUAL CHANCE AND FUTURE 1%ANNUAL CHANCE
o \ 1• \ \ - =— _ FLOODPLAIN)BASED ON THE FEMA MAP NUMBER 3710672800J DATED DATE: 08/08/23
\i A MARCH 16,2009.
// / - \ \\ / -- \\ SCALE:
a / - / / - - , -- \ \ \ 20 10 0 20 3. NO ONSITE STREAMS OR WETLANDS HAVE BEEN IDENTIFIED WITHIN THE
$ // / / \ \ � - \ / SCALE:1 INCH=20 FEET PROJECT OR PARCEL AS SHOWN.
/ / -\ GRAVEL DRIVEWAY • / EX-1
/// / // \\ ___ - / I 4.THIS DRAWING IS NOT FOR RECORDATION.
/' // / \
LEXINGTON AVE. �'/ 1 of 1