20221617 Ver 1_12 - Eastfield Retail- Stormwater Report_20230301

STORMWATER CONTROL REPORT
EASTFIELD RETAIL BLOCK
1011 US highway 70A
Selma, NC
Johnston County
Bohler Project #: NCR211024
1st NCDEQ Submittal: February 28, 2023
SARI''
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4485
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/1111liIllVll V1AA
Charlie Yowell, PE
H LER//
BOHLER ENGINEERING NC, PLLC
4130 Parklake Avenue, Suite 130, Raleigh, NC 27612
NCBELS # P-1132 I P: 919-578-9000 1 F: 919-703-2665
www.bohlerengineering.com

TABLE OF CONTENTS
1. GENERAL PROJECT DESCRIPTION.....................................................................................1
1.1 PROJECT NARRATIVE................................................................................................................1
1.2 EXISTING CONDITIONS.............................................................................................................1
1.3 PROPOSED CONDITIONS..........................................................................................................1
APPENDIX A STORMWATER SCM CALCS
APPENDIX B NRCS SOIL RESOURCES REPORT
APPENDIX C USGS QUADRANGLE MAP
APPENDIX D FEMA FLOOD MAP
BOHLER
BOHLER ENGINEERING INC, PLLC

1. GENERAL PROJECT DESCRIPTION
1.1 PROJECT NARRATIVE
The following stormwater control report is for a proposed retail site east of 1-95 and north of US
Hwy. 70 in Selma, Johnston County. The proposed site is 287.49 acres in size, of which 45.0
acres will comprise the proposed limits of disturbance. The site drains directly into two directions,
which converge at Bawdy Swamp located in the Neuse River basin. The site is zoned Interstate
Business (IB) within the Town of Selma zoning limits. The area within the parcel is currently mostly
wooded, undeveloped land. The proposed project will develop the parcel into 182,000+/- sf of
retail spaces, associated infrastructure, and all associated stormwater and utility networks are
proposed for the site. The site will be accessible off the proposed Providence Boulevard (separate
permit/application).
1.2 EXISTING CONDITIONS
The current site consists of portions of wooded, undeveloped areas. Of the overall 287.49 acres
on the site, approximately 45.0 acres will be disturbed. The remaining acreage will be disturbed
and permitted under separate permits at a future time. Slopes on -site within our proposed
disturbed area range from approximately 1 % to 15%. No steep slopes (greater than 25%) are
anticipated to be impacted per this site plan. The entirety of the site drains directly into two
separate unnamed tributaries directly upstream of Bawdy Swamp.
1.3 PROPOSED CONDITIONS
As mentioned above, our project is proposing to subdivide the land and construct approximately
182,000sf of retail space. Proposed access will be connected at the proposed Providence
Boulevard roundabout. The site will require the stockpiling of fill materials brought to the site while
the site is brought to finished grade. Proposed temporary sediment basins will be converted to
wet ponds in the final condition to control stormwater. The basin has been designed to control the
post -developed stormwater rate to less than the pre -developed rate for the 10 - year storm as
well as maintaining at least one foot of freeboard from the 100-year storm elevation to the top of
bank
BOHLER
BOHLER ENGINEERING NC, PLLC
PAGE 1 1

APPENDIX A I STORMWATER SCM CALCS
BOHLER
BOHLER ENGINEERING NC, PLLC

BOH LER
1N (: 1 N I' I' H 1 N I:
Wet Detention Basin Design
Project Information
Project: Eastfield Commercial
Location:
Selma, NC 27576
Project Number: NCR211024
Date:
Feb-27-2023
Designed:
RMG
Checked: GJZ
Site Information
Sub Area Location:
Wet Detention Basin 1 (Big Middle One)
Drainage Area (DA) =
1,761,753
sf
Impervious Area (IA) =
1,249,595
sf
Percent Impervious (I) =
70.9
%
Elevations
Top of Bank Elevation =
170.75
ft
Emergency Elevation =
170.00
ft
Temporary Pool Elevation =
167.71
ft
Permanent Pool Elevation =
167.25
ft
Bottom of Pond Elevation =
163.75
ft
Sediment Cleanout, Bottom Elevation =
163.25
ft
Basin Areas/Volumes
Area of Permanent Pool =
208,261
sf
Apermyool (includes main pond & forebays) )
Area of Bottom of Shelf =
160,484
sf
Abot shelf (excludes forebays) )
Area of Bottom of Pond =
3,270
sf
AbotJ,ond (excluding sediment storage & forebays)
Perimeter of Permanent Pool =
4,334
sf
P permyond (excludes forebays) (Elev = 167.71 )
Volume, main pool =
520,306
cf
V mainyool (from Hydracad)
Volume, forebay (sum of forebays) =
73,635
cf
V forebay (from Hydracad)
Volume, permanent pool =
593,941
cf
V perm_pool \"forebay+Vmain_pool)
Forebay % of permanent pool volume =
14.2
%
NO
Average Depth
Depth of Pond =
3
ft
Depth (dist. btwn. bot. of shelf & btm. of pond, excludes sediment)
Average Depth =
3.22
ft
Use Average Depth of =
3.00
ft
See Wet Basin Supplement
Required Surface Area
SA/DA =
3.25
(85%
TSS Removal via Pond)
Min Req'd Surface Area =
57,257
sf (at
Permanent Pool)
Required Storage Volume - Using Simple Method
Design Storm =
1.0
inch
(Project Does Not Drain to SA Waters)
Determine Rv Value =
0.05 + 0.009 (I) =
0.69 in/in
Storage Volume Required =
101,060
cf (above Permanent Pool)
Side Slopes of Pond =
2 : 1
Is Permenant Pool Surface Area Sufficient (yes/no)?
Yes ( 208261 > 57257) sf

BOH LER
Wet Detention Basin Design
1.0 inch Volume Elevation
Required Temporary Pool Volume = 101,060 cu ft
Elev (fmsl) Volume (CF)
Temporary Pool Lower Elevation Bound = 167.25 0
Temporary Pool Upper Elevation Bound = 167.75 108635
Temporary Pool Elevation = 167.71 ft
Orifice Sizing - Wet Detention
Q2 Days =
0.6287
cfs
Q5 Days =
0.2515
cfs
Orifice Size =
8.00
in
Driving Head (Ho) =
0.04
ft
Q Orifice =
0.344
cfs
Drawdown Time =
3.4
days
less than 5 days (yes/no) ?
Yes
greater than 2 days (yes/no) ?
Yes
Anti -Flotation Device
Outside Length =
6.00
ft
Outside Width =
6.00
ft
Inside Length =
5.00
ft
Inside Width =
5.00
ft
Bottom Thickness =
0.50
ft
Top of Riser =
169.75
ft
Invert of Riser =
167.25
ft
Area =
36.0
sf
Volume =
108
cf
Weight =
6,739
Ibs
Factor of Safety =
1.50
WT Req'd of Anti -Flotation Device =
10,109
Ibs
Volume of Concrete Req'd =
115.4
of
Depth Provided =
2.00
ft
Volume Provided =
117.5
of
WT of Anti -Flotation Device Provided =
10,293
Ibs
Contour Incremental Accumulated
Contour
Area
Volume
Volume, S
Stage, Z
sq ft
cu ft
cu ft
ft
167.25
208,261
0
0
0.0
167.75
226,277
108,635
108,635
0.5
168.75
244,407
235,342
343,977
1.5
169.75
262,649
253,528
597,505
2.5
170.75
281,004
271,827
869,331
3.5
(Flowrate required for a 2 day drawdown)
(Flowrate required for a 5 day drawdown)
(Diameter)
(Water Displaced - Top of Riser to Bottom of Riser)
(Weight Water Displaced)
(Unit WT of Concrete = 150 pcf) Submerged Concrete Unit Weight 87.6 pcf
OK

BOH LER
1N (: 1 N I' I' H 1 N I:
Wet Detention Basin Design
Project Information
Project: Eastfield Commercial
Location: Selma, NC 27576
Project Number: NCR211024
Date: Feb-27-2023
Designed: SJK
Checked: CEY
Site Information
Sub Area Location:
Wet Detention Basin 2 (Right)
Drainage Area (DA) =
278,753
sf
Impervious Area (IA) =
196,657
sf
Percent Impervious (I) =
70.5
%
Elevations
Top of Bank Elevation =
174.50
ft
Emergency Elevation =
173.00
ft
Temporary Pool Elevation =
170.66
ft
Permanent Pool Elevation =
170.00
ft
Bottom of Pond Elevation =
164.50
ft
Sediment Cleanout, Bottom Elevation =
164.00
ft
Basin Areas/Volumes
Area of Permanent Pool =
22,883
sf
Apermyool (includes main pond & forebays) (Elev = 170.00 )
Area of Bottom of Shelf =
16,574
sf
Abot shelf (excludes forebays) (Elev = 169.50 )
Area of Bottom of Pond =
11,153
sf
AbotJ,ond (excluding sediment storage & forebays)
Perimeter of Permanent Pool =
731
sf
Ppermyond (excludes forebays)
Volume, main pool =
69,893
cf
V mainyool (from Hydracad)
Volume, forebay (sum of forebays) =
12,928
cf
V forebay (from Hydracad)
Volume, permanent pool =
82,821
cf
V perm_pool \"forebay+Vmain_pool)
Forebay % of permanent pool volume =
18.5
%
OK
Average Depth
Depth of Pond =
5.5
ft
Depth (dist. btwn. bot. of shelf & btm. of pond, excludes sediment)
Average Depth =
4.18
ft
Use Average Depth of =
4.00
ft
See Wet Basin Supplement
Required Surface Area
SA/DA =
2.64
(85%
TSS Removal via Pond)
Min Req'd Surface Area =
7,359
sf (at
Permanent Pool)
Required Storage Volume - Using Simple Method
Design Storm =
1.0
inch
(Project Does Not Drain to SA Waters)
Determine Rv Value = 0.05 + 0.009 (I) =
0.68 in/in
Storage Volume Required =
15,911
cf (above Permanent Pool)
Side Slopes of Pond =
3 : 1
Is Permenant Pool Surface Area Sufficient (yes/no)?
Yes ( 22883 > 7359) sf

BOH LER
Wet Detention Basin Design
1.0 inch Volume Elevation
Required Temporary Pool Volume = 15,911 cu ft
Elev (fmsl) Volume (CF)
Temporary Pool Lower Elevation Bound = 170.50 11748
Temporary Pool Upper Elevation Bound = 171.50 37495
Temporary Pool Elevation = 170.66 ft
'Frustrum bounds in which Temporary Pool will ultimately reside
Orifice Sizing -Wet Detention
Q2 Days =
0.1490
cfs
Q5 Days =
0.0596
cfs
Orifice Size =
2.00
in
Driving Head (Ho) =
0.19
ft
Q Orifice =
0.046
cfs
Drawdown Time =
4.0
days
less than 5 days (yes/no) ?
Yes
greater than 2 days (yes/no) ?
Yes
Anti -Flotation Device
Outside Length =
6.00
ft
Outside Width =
6.00
ft
Inside Length =
5.00
ft
Inside Width =
5.00
ft
Bottom Thickness =
0.50
ft
Top of Riser =
173.00
ft
Invert of Riser =
170.00
ft
Area =
36.0
sf
Volume =
126
cf
Weight =
7,862
Ibs
Factor of Safety =
1.50
WT Req'd of Anti -Flotation Device =
11,794
Ibs
Volume of Concrete Req'd =
134.6
of
Depth Provided =
3.00
ft
Volume Provided =
159.0
of
WT of Anti -Flotation Device Provided =
13,928
Ibs
Contour
Incremental Accumulated
Contour
Area
Volume
Volume, S
Stage, Z
sq ft
cu ft
cu ft
ft
170.00
22,883
0
0
0.0
170.50
24,107
11,748
11,748
0.5
171.50
27,388
25,748
37,495
1.5
172.50
29,725
28,557
66,052
2.5
173.50
32,119
30,922
96,974
3.5
174.50
34,569
33,344
130,318
4.5
(Flowrate required for a 2 day drawdown)
(Flowrate required for a 5 day drawdown)
(Diameter)
(Water Displaced - Top of Riser to Bottom of Riser)
(Weight Water Displaced)
(Unit WT of Concrete = 150 pcf) Submerged Concrete Unit Weight 87.6 pcf
M

230217 - NCR211024 - Pre -Development at POA#3- Retail At Table of Contents
Prepared by Bohler Engineers Printed 2/27/2023
HydroCAD® 10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC
TABLE OF CONTENTS
Project Reports
1 Routing Diagram
2 Rainfall Events Listing (selected events)
3 Area Listing (all nodes)
4 Soil Listing (all nodes)
5 Ground Covers (all nodes)
2-year Event
6
Node Listing
7
Subcat 2S:
Pre -Development Study DA 1
9
Subcat 3S:
Pre -Development Study DA 2
10
Subcat 4S:
Pre -Development Study DA 3
11
Subcat 5S:
Pre -Development Study DA 4
12
Subcat 6S:
Pre -Development Study DA 5
13
Subcat 7S:
Pre -Development Study DA 6
14
Reach 8R:
POA #3 - Retail A West
15
Reach 9R:
POA #2 - Retail A East
10-year
Event
16
Node Listing
17
Subcat 2S:
Pre -Development Study DA 1
19
Subcat 3S:
Pre -Development Study DA 2
20
Subcat 4S:
Pre -Development Study DA 3
21
Subcat 5S:
Pre -Development Study DA 4
22
Subcat 6S:
Pre -Development Study DA 5
23
Subcat 7S:
Pre -Development Study DA 6
24
Reach 8R:
POA #3 - Retail A West
25
Reach 9R:
POA #2 - Retail A East
100-year Event
26
Node Listing
27
Subcat 2S:
Pre -Development Study DA 1
29
Subcat 3S:
Pre -Development Study DA 2
30
Subcat 4S:
Pre -Development Study DA 3
31
Subcat 5S:
Pre -Development Study DA 4
32
Subcat 6S:
Pre -Development Study DA 5
33
Subcat 7S:
Pre -Development Study DA 6
34
Reach 8R:
POA #3 - Retail A West
35
Reach 9R:
POA #2 - Retail A East

2S
Pre -Development dy
DA1 4S 5S 6S 7S 3S
Pre-Developm nt Study pre-Devel pment Study Pre- velopment Study e-Development Study
DA 3 A 4 DA 5 DA 6 Pre-Develo ment Study
A
9R
8R
POA #2 - Retail A East
POA #3 - Retail A West
Subcat Reach on Link =HydAD
ram for 230217 - NCR211024 - Pre -Development at POA#3- Retail
epared by Bohler Engineers, Printed 2/27/2023
10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC

230217 - NCR211024 - Pre -Development at POA#3- Retail At
Prepared by Bohler Engineers Printed 2/27/2023
HydroCAD® 10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing (selected events)
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 2-year
Type II 24-hr
Default
24.00 1
3.59 2
2 10-year
Type II 24-hr
Default
24.00 1
5.44 2
3 100-year
Type II 24-hr
Default
24.00 1
8.68 2

230217 - NCR211024 - Pre -Development at POA#3- Retail At
Prepared by Bohler Engineers Printed 2/27/2023
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Area Listing (all nodes)
Area CN Description
(acres) (su bcatch me nt-n u mbe rs)
22.100
39
>75% Grass cover, Good, HSG A (2S, 3S, 4S, 5S, 6S, 7S)
15.760
61
>75% Grass cover, Good, HSG B (2S, 3S, 4S, 6S)
1.990
74
>75% Grass cover, Good, HSG C (2S, 3S, 4S)
1.110
98
Paved parking, HSG A (2S, 5S)
5.880
98
Water Surface, HSG A (2S)
46.840
57
TOTAL AREA

230217 - NCR211024 - Pre -Development at POA#3- Retail At
Prepared by Bohler Engineers Printed 2/27/2023
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Area Soil
(acres) Group
29.090
HSG A
15.760
HSG B
1.990
HSG C
0.000
HSG D
0.000
Other
46.840
Soil Listing (all nodes)
Subcatchment
Numbers
2S, 3S, 4S, 5S, 6S, 7S
2S, 3S, 4S, 6S
2S, 3S, 4S
TOTAL AREA

230217 - NCR211024 - Pre -Development at POA#3- Retail At
Prepared by Bohler Engineers Printed 2/27/2023
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Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
22.100
15.760
1.990
0.000
0.000
39.850
>75% Grass cover, Good
2S, 3S,
4S, 5S,
6S, 7S
1.110
0.000
0.000
0.000
0.000
1.110
Paved parking
2S, 5S
5.880
0.000
0.000
0.000
0.000
5.880
Water Surface
2S
29.090
15.760
1.990
0.000
0.000
46.840
TOTAL AREA

230217 - NCR211024 - Pre -Development at POA#3- RetType 11 24-hr 2-year Rainfall=3.59"
Prepared by Bohler Engineers Printed 2/27/2023
HydroCAD® 10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC Page 6
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment2S: Pre -Development Runoff Area=28.570 ac 23.31% Impervious Runoff Depth>0.37"
Flow Length=1,994' Tc=57.5 min CN=57 Runoff=4.28 cfs 0.880 of
Subcatchment3S: Pre-DevelopmentStudy Runoff Area=8.700 ac 0.00% Impervious Runoff Depth>0.23"
Flow Length=695' Tc=14.4 min CN=52 Runoff=1.21 cfs 0.164 of
Subcatchment4S: Pre-DevelopmentStudy Runoff Area=5.120 ac 0.00% Impervious Runoff Depth>0.66"
Tc=5.0 min CN=64 Runoff=6.36 cfs 0.283 of
Subcatchment5S: Pre-DevelopmentStudy Runoff Area=0.700 ac 47.14% Impervious Runoff Depth>0.80"
Tc=5.0 min CN=67 Runoff=1.08 cfs 0.047 of
Subcatchment6S: Pre-DevelopmentStudy Runoff Area=3.540 ac 0.00% Impervious Runoff Depth>0.32"
Tc=5.0 min CN=55 Runoff=1.61 cfs 0.094 of
Subcatchment7S: Pre-DevelopmentStudy Runoff Area=0.210 ac 0.00% Impervious Runoff Depth>0.01"
Tc=5.0 min CN=39 Runoff=0.00 cfs 0.000 of
Reach 8R: POA #3 - Retail A West Inflow=9.05 cfs 1.303 of
Outflow=9.05 cfs 1.303 of
Reach 9R: POA #2 - Retail A East Inflow=1.21 cfs 0.164 of
Outflow=1.21 cfs 0.164 of
Total Runoff Area = 46.840 ac Runoff Volume = 1.467 of Average Runoff Depth = 0.38"
85.08% Pervious = 39.850 ac 14.92% Impervious = 6.990 ac

230217 - NCR211024 - Pre -Development at POA#3- RetType 11 24-hr 2-year Rainfall=3.59"
Prepared by Bohler Engineers Printed 2/27/2023
HydroCAD® 10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 2S: Pre -Development Study DA 1
Runoff = 4.28 cfs @ 12.77 hrs, Volume= 0.880 af, Depth> 0.37"
Routed to Reach 8R : POA #3 - Retail A West
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-year Rainfall=3.59"
Area (ac)
CN
Description
5.880
98
Water Surface, HSG A
0.780
98
Paved parking, HSG A
0.130
74
>75% Grass cover, Good, HSG C
5.170
61
>75% Grass cover, Good, HSG B
16.610
39
>75% Grass cover, Good, HSG A
28.570
57
Weighted Average
21.910
76.69% Pervious Area
6.660
23.31 % Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
24.1
100
0.0130
0.07
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.59"
8.3
665
0.0068
1.33
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
22.5
884
0.0010
0.65
17.68
Trap/Vee/Rect Channel Flow,
Bot.W=3.00' D=3.00' Z= 2.0 7' Top.W=15.00'
n= 0.100 Very weedy reaches w/pools
2.6
345
0.0010
2.22
132.95
Trap/Vee/Rect Channel Flow,
Bot.W=3.00' D=4.00' Z= 3.0 7' Top.W=27.00'
n= 0.035
57.5 1,994 Total

230217 - NCR211024 - Pre -Development at POA#3- RetType // 24-hr 2-year Rainfall=3.59"
Prepared by Bohler Engineers Printed 2/27/2023
HydroCAD® 10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC Page 8
Subcatchment 2S: Pre -Development Study DA 1
Hydrograph
4.28 cfs
Type-W-24 hT-------- ---
4
2-year Rainfal1=159"
Runoff Area=28.570 6c
3 Runoff Vglurne=0.880 af',
Runoff Depth'>0.37"
Fibw-Length=9 NV— -
2
Tu=57',.5 min
CN=5
- ---
1
� � � � � � ❑Runoff
-- --
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

230217 - NCR211024 - Pre -Development at POA#3- RetType 11 24-hr 2-year Rainfall=3.59"
Prepared by Bohler Engineers Printed 2/27/2023
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Summary for Subcatchment 3S: Pre -Development Study DA 2
Runoff = 1.21 cfs @ 12.14 hrs, Volume= 0.164 af, Depth> 0.23"
Routed to Reach 9R : POA #2 - Retail A East
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-year Rainfall=3.59"
Area (ac) CN Description
3.830 39 >75% Grass cover, Good, HSG A
4.380 61 >75% Grass cover, Good, HSG B
0.490 74 >75% Grass cover, Good, HSG C
8.700 52 Weighted Average
8.700 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
6.3
100
0.0059
0.27
Sheet Flow, Sheet
Fallow n= 0.050 P2= 3.59"
8.1
595
0.0058
1.23
Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
14.4
N
3
0
LL
695 Total
Subcatchment 3S: Pre -Development Study DA 2
Hydrograph
❑Runoff
cfs
Type Il 24,hr
2 year-Rain#au,--3.5f9"-
Runbff Area=8.700 ac
Runoff'I Vol'Iumq=0.116t of
Runoff DeOh:�0.23"
Flow Lehgth=695'
Tc;=144 rein
(�N='52
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

230217 - NCR211024 - Pre -Development at POA#3- RetType 11 24-hr 2-year Rainfall=3.59"
Prepared by Bohler Engineers Printed 2/27/2023
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Summary for Subcatchment 4S: Pre -Development Study DA 3
[49] Hint: Tc<2dt may require smaller dt
Runoff = 6.36 cfs @ 11.97 hrs, Volume= 0.283 af, Depth> 0.66"
Routed to Reach 8R : POA #3 - Retail A West
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-year Rainfall=3.59"
Area (ac) CN Description
0.110 39 >75% Grass cover, Good, HSG A
3.640 61 >75% Grass cover, Good, HSG B
1.370 74 >75% Grass cover, Good, HSG C
5.120 64 Weighted Average
5.120 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: Pre -Development Study DA 3
Hydrograph
-- I I I I I I I ■Runoff
6.36 cfs
6
5
-----------------------------
-------T-
---
----T--- -
'
---- --
w 4
o
---J----L--------1--------1--
a
3
2
------- --- Typei124,hr-
2-year Rainfall=3.59"
Runbff Area=5.120 ac
RupDffoW mip=D.283 of -
Runoff Depth>0.66"
---- ---- -- T'c=560 ntin-
ON=!64
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

230217 - NCR211024 - Pre -Development at POA#3- RetType 11 24-hr 2-year Rainfall=3.59"
Prepared by Bohler Engineers Printed 2/27/2023
HydroCAD® 10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 5S: Pre -Development Study DA 4
[49] Hint: Tc<2dt may require smaller dt
Runoff = 1.08 cfs @ 11.97 hrs, Volume= 0.047 af, Depth> 0.80"
Routed to Reach 8R : POA #3 - Retail A West
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-year Rainfall=3.59"
Area (ac) CN Description
0.330 98 Paved parking, HSG A
0.370 39 >75% Grass cover. Good. HSG A
0.700 67 Weighted Average
0.370 52.86% Pervious Area
0.330 47.14% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 5S: Pre -Development Study DA 4
Hydrograph
� � � � � ❑Runoff
l I I I I I I
---- -- Typea1 2�yhr-
2-year Rainfall=3.59"
Runbff Area=0.700 ac
Runoff 'I Vol'lumip=O.'1047'I of
Runoff De�lpth>0.80"
T'c=5.0 min
CN=67
10 11 12 13 14 15 16 17 18 19 20
Time (hours)

230217 - NCR211024 - Pre -Development at POA#3- RetType 11 24-hr 2-year Rainfall=3.59"
Prepared by Bohler Engineers Printed 2/27/2023
HydroCAD® 10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC Page 12
Summary for Subcatchment 6S: Pre -Development Study DA 5
[49] Hint: Tc<2dt may require smaller dt
Runoff = 1.61 cfs @ 12.00 hrs, Volume= 0.094 af, Depth> 0.32"
Routed to Reach 8R : POA #3 - Retail A West
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-year Rainfall=3.59"
Area (ac) CN Description
0.970 39 >75% Grass cover, Good, HSG A
2.570 61 >75% Grass cover. Good. HSG B
3.540 55 Weighted Average
3.540 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
H 1
3
0
LL
Subcatchment 6S: Pre -Development Study DA 5
Hydrograph
1.61 cfs
Type 11 24,hr
2-year Rainfall=3.59"
Runbff Area=3.540 ac
Runoff Vo1!um_p=0.09*_af
Runoff Depth>0.32"
T'c=5,0 Min
GN='55
10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Runoff

230217 - NCR211024 - Pre -Development at POA#3- RetType 11 24-hr 2-year Rainfall=3.59"
Prepared by Bohler Engineers Printed 2/27/2023
HydroCAD® 10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 7S: Pre -Development Study DA 6
[49] Hint: Tc<2dt may require smaller dt
[73] Warning: Peak may fall outside time span
Runoff = 0.00 cfs @ 19.72 hrs, Volume= 0.000 af, Depth> 0.01"
Routed to Reach 8R : POA #3 - Retail A West
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-year Rainfall=3.59"
Area (ac) CN Description
0.210 39 >75% Grass cover. Good. HSG A
0.210 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 7S: Pre -Development Study DA 6
Hydrograph
0.000
-
■Runoff
0.000
-- - - - - -- -----------T--------T--------r--------r----1----F 0.00 Cfs
0.000
-�yjTe_�- -h �'I---- ---- ---- ---- --- -
0.000
--------------------- ----
o.00a
-2- ,a�r�Ra1nfaII=-3.-5�'''-------',----'----',----'----',----- -',----
0.000
0.000
--------------
_Runoff Ate-&O.210-ao--'�--------'--------'----''- ------
O.00o
-R no f V91ur ------Ork 0'IG a - -----L
o.00a
_ ---
----L-------J-
u 0.000
- L-------- L--------L-- ------J----
Runoff De�fI I1"-----
3 0.000
--- --CC-- - ------- ----+---- ----+---- --------- ------ ----- ---------
a0.000
E:
- =�7�©-______+____�----+------------- ------ ------ ----------
- -----I----+----I----+----I---- +---- I ---- +-+----I----+----
'
0.000
0.000
--------r------------+-------- +---- ---- r----i--- -----�r---�----
0.000
---r----r---r----I---- t---- I ---- t---- I ---- r---- I--- --- r---- I----r----
0
--------r--------r--- T--------T-------- r-- - -- -- - - - - - - - - - - - - - - - - -
0
--------r-----------+--------+--------r----�-- r-------r---�----
0
-------��----------- ---��----------��----�----------��--------
5 6 7 8 9 10 11 12 13 14 15 16
Time (hours)

230217 - NCR211024 - Pre -Development at POA#3- RetType 11 24-hr 2-year Rainfall=3.59"
Prepared by Bohler Engineers Printed 2/27/2023
HydroCAD® 10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC Page 14
Summary for Reach 8R: POA #3 - Retail A West
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 38.140 ac, 18.33% Impervious, Inflow Depth > 0.41" for 2-year event
Inflow = 9.05 cfs @ 11.98 hrs, Volume= 1.303 of
Outflow = 9.05 cfs @ 11.98 hrs, Volume= 1.303 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
10
9
8
7-
6-
5-
0
LL
4
3
2
1
0
6
Reach 8R: POA #3 - Retail A West
Hydrograph
---;--------rt----I----r 9.05 cfs
-------'----
1--- -'
---- L ----'
--- t------
-------I----
-- t--------
----I----
t ----I
----I
- ---- - -
- ----- - -
- ---I-
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Inflow
❑ Outflow

230217 - NCR211024 - Pre -Development at POA#3- RetType 11 24-hr 2-year Rainfall=3.59"
Prepared by Bohler Engineers Printed 2/27/2023
HydroCAD® 10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC Page 15
Summary for Reach 9R: POA #2 - Retail A East
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 8.700 ac, 0.00% Impervious, Inflow Depth > 0.23" for 2-year event
Inflow = 1.21 cfs @ 12.14 hrs, Volume= 0.164 of
Outflow = 1.21 cfs @ 12.14 hrs, Volume= 0.164 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Reach 9R: POA #2 - Retail A East
Hydrograph
❑ Inflow
❑ Outflow
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

230217 - NCR211024 - Pre -Development at POA#3- ReType 11 24-hr 10-year Rainfall=5.44"
Prepared by Bohler Engineers Printed 2/27/2023
HydroCAD® 10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC Page 16
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment2S: Pre -Development Runoff Area=28.570 ac 23.31% Impervious Runoff Depth>1.16"
Flow Length=1,994' Tc=57.5 min CN=57 Runoff=17.84 cfs 2.772 of
Subcatchment3S: Pre-DevelopmentStudy Runoff Area=8.700 ac 0.00% Impervious Runoff Depth>0.88"
Flow Length=695' Tc=14.4 min CN=52 Runoff=9.36 cfs 0.636 of
Subcatchment4S: Pre-DevelopmentStudy Runoff Area=5.120 ac 0.00% Impervious Runoff Depth>1.70"
Tc=5.0 min CN=64 Runoff=17.14 cfs 0.723 of
Subcatchment5S: Pre-DevelopmentStudy Runoff Area=0.700 ac 47.14% Impervious Runoff Depth>1.93"
Tc=5.0 min CN=67 Runoff=2.66 cfs 0.112 of
Subcatchment6S: Pre-DevelopmentStudy Runoff Area=3.540 ac 0.00% Impervious Runoff Depth>1.07"
Tc=5.0 min CN=55 Runoff=7.17 cfs 0.315 of
Subcatchment7S: Pre-DevelopmentStudy Runoff Area=0.210 ac 0.00% Impervious Runoff Depth>0.24"
Tc=5.0 min CN=39 Runoff=0.03 cfs 0.004 of
Reach 8R: POA #3 - Retail A West Inflow=27.69 cfs 3.928 of
Outflow=27.69 cfs 3.928 of
Reach 9R: POA #2 - Retail A East Inflow=9.36 cfs 0.636 of
Outflow=9.36 cfs 0.636 of
Total Runoff Area = 46.840 ac Runoff Volume = 4.564 of Average Runoff Depth = 1.17"
85.08% Pervious = 39.850 ac 14.92% Impervious = 6.990 ac

230217 - NCR211024 - Pre -Development at POA#3- ReType 11 24-hr 10-year Rainfall=5.44"
Prepared by Bohler Engineers Printed 2/27/2023
HydroCAD® 10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC Page 17
Summary for Subcatchment 2S: Pre -Development Study DA 1
[47] Hint: Peak is 101 % of capacity of segment #3
Runoff = 17.84 cfs @ 12.68 hrs, Volume= 2.772 af, Depth> 1.16"
Routed to Reach 8R : POA #3 - Retail A West
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-year Rainfall=5.44"
Area (ac) CN Description
5.880 98 Water Surface, HSG A
0.780 98 Paved parking, HSG A
0.130 74 >75% Grass cover, Good, HSG C
5.170 61 >75% Grass cover, Good, HSG B
16.610 39 >75% Grass cover, Good, HSG A
28.570 57 Weighted Average
21.910 76.69% Pervious Area
6.660 23.31 % Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
24.1
100
0.0130
0.07
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.59"
8.3
665
0.0068
1.33
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
22.5
884
0.0010
0.65
17.68
Trap/Vee/Rect Channel Flow,
Bot.W=3.00' D=3.00' Z= 2.0 7' Top.W=15.00'
n= 0.100 Very weedy reaches w/pools
2.6
345
0.0010
2.22
132.95
Trap/Vee/Rect Channel Flow,
Bot.W=3.00' D=4.00' Z= 3.0 7' Top.W=27.00'
n= 0.035
57.5 1,994 Total

230217 - NCR211024 - Pre -Development at POA#3- ReType 11 24-hr 10-year Rainfall=5.44"
Prepared by Bohler Engineers Printed 2/27/2023
HydroCAD® 10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC Page 18
Subcatchment 2S: Pre -Development Study DA 1
Hydrograph
-
--T---- T-------- T ----'--------T-----T----'F--- T---- T-
-------T---- ■Runoff
19 --' - ------'----',---------' 17.84 Cfs ------------------- - - - -
', ----
18 ----'------------'--------' ----
_TPeI1 �4,hTr ---- ----
17 --------------------------------
16 10' yr-Rain#aN=44„---
1s--- ---- ---- ---- ---- ----
14 Runoff Aeea=28. 7QAc------------------------'---- ----
_ 12-RunoffVQ1unle-�.77 of -_-+----L---J----L----
----+----
- - - - - - - - L - - - - L - - - L - - - - L - - - -�--
w 11 -�- ----+----L--- ------------+----
-Rr�r�aff Deptlr?9:�1-6"-
3 10---+----+----+--+----+---+- -- --+----+---+----+---+----+----
7 TT6=57�5 rain -- --' - -
' -- - -- --' - ---
6 �IY—----,---- ----,I ----,-- ---i-----r-----------,---- ----
5---y----+---- I----rt----r----i T_ ---r---I----r--------+----
4---7----T----�r---7----�r---�--- ---------------r--------T----
3
2---T---- T----
-
---T----T----�----------T----+---�--
1
0
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

230217 - NCR211024 - Pre -Development at POA#3- ReType 11 24-hr 10-year Rainfall=5.44"
Prepared by Bohler Engineers Printed 2/27/2023
HydroCAD® 10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC Page 19
Summary for Subcatchment 3S: Pre -Development Study DA 2
Runoff = 9.36 cfs @ 12.09 hrs, Volume= 0.636 af, Depth> 0.88"
Routed to Reach 9R : POA #2 - Retail A East
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-year Rainfall=5.44"
Area (ac) CN Description
3.830 39 >75% Grass cover, Good, HSG A
4.380 61 >75% Grass cover, Good, HSG B
0.490 74 >75% Grass cover, Good, HSG C
8.700 52 Weighted Average
8.700 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
6.3
100
0.0059
0.27
Sheet Flow, Sheet
Fallow n= 0.050 P2= 3.59"
8.1
595
0.0058
1.23
Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
14.4
N
0
LL
695 Total
Subcatchment 3S: Pre -Development Study DA 2
Hydrograph
� � � - - - - - ■Runoff
- 9.36 cfs
---J----1----1----J-----------
------
-- +--- -'-
- -----------'--
---;----!
- ---III-
- - -
T ----III-----III--
- - - J - -
- - 1 - - - -I-
- - - 1
--- 7----
t----I-
- -- rt---------I--
5 6
-Type- -24�hr -
---- 7O-VfAar�Rainfa11�5.44"`-
- - - - - Run6ff Area-=5.700-ac- -
-RWfto#f'I-VoIWmq=0:'63roraf -
-------!-Runaf#_ DeptW>"8"--
Flow Le'ng-th=695'
- - -II- - - - T - - - - r - r - r -
Tc, 14I.4 rr i n
(N=I't2
---t----r--- 7---- r---- ----7----
10 11 12 13 14 15 16 17 18 19 20
Time (hours)

230217 - NCR211024 - Pre -Development at POA#3- ReType 11 24-hr 10-year Rainfall=5.44"
Prepared by Bohler Engineers Printed 2/27/2023
HydroCAD® 10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC Page 20
Summary for Subcatchment 4S: Pre -Development Study DA 3
[49] Hint: Tc<2dt may require smaller dt
Runoff = 17.14 cfs @ 11.96 hrs, Volume= 0.723 af, Depth> 1.70"
Routed to Reach 8R : POA #3 - Retail A West
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-year Rainfall=5.44"
Area (ac) CN Description
0.110 39 >75% Grass cover, Good, HSG A
3.640 61 >75% Grass cover, Good, HSG B
1.370 74 >75% Grass cover, Good, HSG C
5.120 64 Weighted Average
5.120 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: Pre -Development Study DA 3
Hydrograph
-
---'----�----�---�----�----'----�---- ■Runoff
14 cfs -1----1----L--- J----L---- ----
i----
-------- ; ---- � Type-0-2~4,hT -
- - - -'- - - L - - - - L - - - L - - - - L - - - -I- - - - L - - - -
- - - - 1L0-�,!w Reflnfall�5 44" -
- - - - -1ft rrbff-Areai=5.-t2O 'ac- -
---- -RuTtaffll-Vrol'Ilurnip=O:I1723-laf -
-------1- ---
----T - -- ------ jl�N=64--
---I------------ ----- ----I---- ----
----I- --I - I ----I - I - --
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

230217 - NCR211024 - Pre -Development at POA#3- ReType 11 24-hr 10-year Rainfall=5.44"
Prepared by Bohler Engineers Printed 2/27/2023
HydroCAD® 10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment 5S: Pre -Development Study DA 4
[49] Hint: Tc<2dt may require smaller dt
Runoff = 2.66 cfs @ 11.96 hrs, Volume= 0.112 af, Depth> 1.93"
Routed to Reach 8R : POA #3 - Retail A West
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-year Rainfall=5.44"
Area (ac) CN Description
0.330 98 Paved parking, HSG A
0.370 39 >75% Grass cover. Good. HSG A
0.700 67 Weighted Average
0.370 52.86% Pervious Area
0.330 47.14% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 5S: Pre -Development Study DA 4
Hydrograph
2.66 cf
s
..................................................
10 11 12 13 14 15 16 17 18 19 20
Time (hours)

230217 - NCR211024 - Pre -Development at POA#3- ReType 11 24-hr 10-year Rainfall=5.44"
Prepared by Bohler Engineers Printed 2/27/2023
HydroCAD® 10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC Page 22
Summary for Subcatchment 6S: Pre -Development Study DA 5
[49] Hint: Tc<2dt may require smaller dt
Runoff = 7.17 cfs @ 11.97 hrs, Volume= 0.315 af, Depth> 1.07"
Routed to Reach 8R : POA #3 - Retail A West
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-year Rainfall=5.44"
Area (ac) CN Description
0.970 39 >75% Grass cover, Good, HSG A
2.570 61 >75% Grass cover. Good. HSG B
3.540 55 Weighted Average
3.540 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 6S: Pre -Development Study DA 5
Hydrograph
I I I I ❑Runoff
7.17 cfs
----1----r--------T----I---
7
6
5
N
I
I
I I
I I
,I
I
I
I I
I I
4
3
0
LL
I
I
I I
I I
3
2
---r----r-
---
-
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

230217 - NCR211024 - Pre -Development at POA#3- ReType 11 24-hr 10-year Rainfall=5.44"
Prepared by Bohler Engineers Printed 2/27/2023
HydroCAD® 10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC Page 23
Summary for Subcatchment 7S: Pre -Development Study DA 6
[49] Hint: Tc<2dt may require smaller dt
Runoff = 0.03 cfs @ 12.03 hrs, Volume= 0.004 af, Depth> 0.24"
Routed to Reach 8R : POA #3 - Retail A West
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-year Rainfall=5.44"
Area (ac) CN Description
0.210 39 >75% Grass cover, Good, HSG A
0.210 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 7S: Pre -Development Study DA 6
Hydrograph
--------'r------------t--------t--------r--------r---y----'r---y---- ■Runoff
0.028 0.03 cfs
------------ - - -
--- -- -------------------,---------,----
0.026 Type _I I_24,h r
0.024 ----' - tO-your Rainfal1=5.44"--
0.022
-- ---- - -- ------- Runoff -Area--0.-210-ac--
0.02 1 I I I 1
-- +--- - -- ---- ur�off-Voljum�=0:10041�af -
0.018
0.016---1---- i--------l--- -- ---Ru-noftDepth-0.24"_
0 0.014 T Cin „
LL -------r---rt----r---+----i--------r--------r--i t=&O-Mim -
0.012 #�
0.01
0.008
- - - - - - - r - - - 7 - - - -I- - - - + - - - -I- - - -I-
0.006 ' '
- - - -' ....
- - -'- '-' - - - - -' - - - -- - - - - - - -'- - - - I- - - - - - -
0.004
0.002
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

230217 - NCR211024 - Pre -Development at POA#3- ReType 11 24-hr 10-year Rainfall=5.44"
Prepared by Bohler Engineers Printed 2/27/2023
HydroCAD® 10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC Page 24
Summary for Reach 8R: POA #3 - Retail A West
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 38.140 ac, 18.33% Impervious, Inflow Depth > 1.24" for 10-year event
Inflow = 27.69 cfs @ 11.97 hrs, Volume= 3.928 of
Outflow = 27.69 cfs @ 11.97 hrs, Volume= 3.928 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Reach 8R: POA #3 - Retail A West
Hydrograph
❑ Inflow
---------------------� --- ❑outflow
1�riffQ1 r Are'-38:441fl -pc -
---- -- -- ---- ----
I
-
------ -'I -------- -'I -------- ----
---r----I----r----I----r- r-- ---r----I----r----I----r---
-I- - - - L - - - - L - - - - - - -I- - - - L - - - -I-
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

230217 - NCR211024 - Pre -Development at POA#3- ReType 11 24-hr 10-year Rainfall=5.44"
Prepared by Bohler Engineers Printed 2/27/2023
HydroCAD® 10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC Page 25
Summary for Reach 9R: POA #2 - Retail A East
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 8.700 ac, 0.00% Impervious, Inflow Depth > 0.88" for 10-year event
Inflow = 9.36 cfs @ 12.09 hrs, Volume= 0.636 of
Outflow = 9.36 cfs @ 12.09 hrs, Volume= 0.636 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
N
U
3
0
LL
10
9
8
7
6
3
2
1
Reach 9R: POA #2 - Retail A East
Hydrograph
10 11 12 13 14 15 16 17 18 19 20
Time (hours)
❑ Inflow
❑ outflow

230217 - NCR211024 - Pre -Development at POA#3- RType 11 24-hr 100-year Rainfall=8.68"
Prepared by Bohler Engineers Printed 2/27/2023
HydroCAD® 10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC Page 26
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment2S: Pre -Development Runoff Area=28.570 ac 23.31% Impervious Runoff Depth>3.11"
Flow Length=1,994' Tc=57.5 min CN=57 Runoff=52.86 cfs 7.413 of
Subcatchment3S: Pre-DevelopmentStudy Runoff Area=8.700 ac 0.00% Impervious Runoff Depth>2.62"
Flow Length=695' Tc=14.4 min CN=52 Runoff=32.02 cfs 1.897 of
Subcatchment4S: Pre-DevelopmentStudy Runoff Area=5.120 ac 0.00% Impervious Runoff Depth>3.99"
Tc=5.0 min CN=64 Runoff=39.88 cfs 1.701 of
Subcatchment5S: Pre-DevelopmentStudy Runoff Area=0.700 ac 47.14% Impervious Runoff Depth>4.34"
Tc=5.0 min CN=67 Runoff=5.88 cfs 0.253 of
Subcatchment6S: Pre-DevelopmentStudy Runoff Area=3.540 ac 0.00% Impervious Runoff Depth>2.96"
Tc=5.0 min CN=55 Runoff=20.72 cfs 0.874 of
Subcatchment7S: Pre-DevelopmentStudy Runoff Area=0.210 ac 0.00% Impervious Runoff Depth>1.27"
Tc=5.0 min CN=39 Runoff=0.48 cfs 0.022 of
Reach 8R: POA #3 - Retail A West Inflow=73.14 cfs 10.263 of
Outflow=73.14 cfs 10.263 of
Reach 9R: POA #2 - Retail A East Inflow=32.02 cfs 1.897 of
Outflow=32.02 cfs 1.897 of
Total Runoff Area = 46.840 ac Runoff Volume = 12.160 of Average Runoff Depth = 3.12"
85.08% Pervious = 39.850 ac 14.92% Impervious = 6.990 ac

230217 - NCR211024 - Pre -Development at POA#3- RType 11 24-hr 100-year Rainfall=8.68"
Prepared by Bohler Engineers Printed 2/27/2023
HydroCAD® 10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC Page 27
Summary for Subcatchment 2S: Pre -Development Study DA 1
[47] Hint: Peak is 299% of capacity of segment #3
Runoff = 52.86 cfs @ 12.61 hrs, Volume= 7.413 af, Depth> 3.11"
Routed to Reach 8R : POA #3 - Retail A West
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-year Rainfall=8.68"
Area (ac) CN Description
5.880 98 Water Surface, HSG A
0.780 98 Paved parking, HSG A
0.130 74 >75% Grass cover, Good, HSG C
5.170 61 >75% Grass cover, Good, HSG B
16.610 39 >75% Grass cover, Good, HSG A
28.570 57 Weighted Average
21.910 76.69% Pervious Area
6.660 23.31 % Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
24.1
100
0.0130
0.07
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.59"
8.3
665
0.0068
1.33
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
22.5
884
0.0010
0.65
17.68
Trap/Vee/Rect Channel Flow,
Bot.W=3.00' D=3.00' Z= 2.0 7' Top.W=15.00'
n= 0.100 Very weedy reaches w/pools
2.6
345
0.0010
2.22
132.95
Trap/Vee/Rect Channel Flow,
Bot.W=3.00' D=4.00' Z= 3.0 7' Top.W=27.00'
n= 0.035
57.5 1,994 Total

230217 - NCR211024 - Pre -Development at POA#3- RType // 24-hr 100-year Rainfall=8.68"
Prepared by Bohler Engineers Printed 2/27/2023
HydroCAD® 10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC Page 28
N
3
0
LL
Subcatchment 2S: Pre -Development Study DA 1
Hydrograph
52
Tire-M-24�hr-----
-----'---
-ioo-year fRainifaifr$.'8" -
-Runoff Aeea=28.57a �c--
-R"offVQiurre-t.41
-RunoftDepth�&'i-1" ---
-FIbw-Le�nOth--' , I ----
1 \I-V}}^^��,.V 11',I r11_ ____,i-- - -, ---
- - - - - - - + - - - -I- - - - 4 - - - - - - - - -I- - -
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

230217 - NCR211024 - Pre -Development at POA#3- RType 11 24-hr 100-year Rainfall=8.68"
Prepared by Bohler Engineers Printed 2/27/2023
HydroCAD® 10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC Page 29
Summary for Subcatchment 3S: Pre -Development Study DA 2
Runoff = 32.02 cfs @ 12.07 hrs, Volume= 1.897 af, Depth> 2.62"
Routed to Reach 9R : POA #2 - Retail A East
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-year Rainfall=8.68"
Area (ac) CN Description
3.830 39 >75% Grass cover, Good, HSG A
4.380 61 >75% Grass cover, Good, HSG B
0.490 74 >75% Grass cover, Good, HSG C
8.700 52 Weighted Average
8.700 100.00% Pervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
6.3
100
0.0059
0.27
Sheet Flow, Sheet
Fallow n= 0.050 P2= 3.59"
8.1
595
0.0058
1.23
Shallow Concentrated Flow, Shallow
Unpaved Kv= 16.1 fps
14.4 695 Total
Subcatchment 3S: Pre -Development Study DA 2
Hydrograph
-
32
-------+--------
-----------
30
---J----L----'----L---------'--
28
--------
--------
-----------
26
---------------------------
24
--- T----
----I-
T
- -- T---------I--
22
---+----+----'I----+----'I-----'I--
w20
-------------------'�---�--
I
I
I I I I
3 18
---J----L--------L---------'--
0
a16
------------------'
----'----'--
14
--------T--------T-----------
12
10
---+----T--------+---------I--
8
-------+--------
----------
6
-J--
--L--------L---------'-
4
I
I
----'-
I I I I
--' -- -' ----'-
2
------- ---- --- -Type-0-24,hT-
- - - -'- - L - - - - L - - - L - - - - L - - - -I- - - - L - - - -
-I 10+0-year -Rainfallr8.68"--
---R-urrbff-Acre&=&.70a ac--
- - - T - - - - T - - - T - - - - T - - - -I- - - T - - - -
- W"off,_VojumO=1.1897+af -
------ Runoff D"tiv>163"--
- - -'- - - - L - - - - L - - - L - - - L - - -I- - - - I----
--- flow Length=695'--
--- +---- - Tc, 14.-4-rr)ln--
- - -I- - - - T - - - - T - - - T - - - -
-------+----r-------r--- N-52-
-'- - - - L - - - - L - - - L - - - - L - - - -'- - - - L - - - -
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

230217 - NCR211024 - Pre -Development at POA#3- RType 11 24-hr 100-year Rainfall=8.68"
Prepared by Bohler Engineers Printed 2/27/2023
HydroCAD® 10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC Page 30
Summary for Subcatchment 4S: Pre -Development Study DA 3
[49] Hint: Tc<2dt may require smaller dt
Runoff = 39.88 cfs @ 11.96 hrs, Volume= 1.701 af, Depth> 3.99"
Routed to Reach 8R : POA #3 - Retail A West
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-year Rainfall=8.68"
Area (ac) CN Description
0.110 39 >75% Grass cover, Good, HSG A
3.640 61 >75% Grass cover, Good, HSG B
1.370 74 >75% Grass cover, Good, HSG C
5.120 64 Weighted Average
5.120 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: Pre -Development Study DA 3
Hydrograph
i----------------------------------- -- - - -- --------------------
---+----+----I----+---------I--------+----+---+----+--------+---- ■Runoff
----T----I----T----I-- 39.88 cfs-----t----T---T----T----I----T----
40
--- - - - ---- ------ ---------I
38
---J----L--------L---------'--
34
-------T--------T----T---�--
32
----------------?---------�,--
30
---J----1----1----L---------'--
26
1 ---T----T--------T----'�---�-
u 24
22
---J----1----1----1-----------
LLo 20
'
18
---T----T------------'� �-
16
------------------'---------'-
I I I I I I
14
--- ----------------------
12
T ---+----+--------+----------
10
-------T--------T----� ----�-
8
------------------'---------'-
6
----- +-- - -
- --- ----------
4
I I I I I I
----+--------rt----r----I-
-- ---L----L---L-Type-0-2-4-1hi-
------100-yyarRainfafw8:6+8"--
- - � n6ff-5.120ac- -
- - - -'- - - - L - - - - L - - - L - - - - L - - - -I- - - - L - - - -
-R-ufto#f+VofI'Itrmp-1-�701 & -
----I---- ---- --- ------------ ----
----II---- -Runoff D"Ov> 99"--
-------- ----IL-----I-- - I----
--------+----+---+--- TIc-5I:D-Min--
----I---- ---
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

230217 - NCR211024 - Pre -Development at POA#3- RType 11 24-hr 100-year Rainfall=8.68"
Prepared by Bohler Engineers Printed 2/27/2023
HydroCAD® 10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC Page 31
Summary for Subcatchment 5S: Pre -Development Study DA 4
[49] Hint: Tc<2dt may require smaller dt
Runoff = 5.88 cfs @ 11.96 hrs, Volume= 0.253 af, Depth> 4.34"
Routed to Reach 8R : POA #3 - Retail A West
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-year Rainfall=8.68"
Area (ac) CN Description
0.330 98 Paved parking, HSG A
0.370 39 >75% Grass cover. Good. HSG A
0.700 67 Weighted Average
0.370 52.86% Pervious Area
0.330 47.14% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 5S: Pre -Development Study DA 4
Hydrograph
� � � � � � � ■Runoff
1 I I I I I I
Type 11 24,hr
---- 100-year-RainfaHr8A$"-
Runbff Area=0.700 ac
----'Run—off 'IVo1�;ump=Oj253'I-af-
R61noff De�Ipth:�4.314"
_ -
------+--------+----I- - -- i----I----
T'c=5.0 min
------! - - - - ----! ---- -ON=67
I T I I T I
.......................................................
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

230217 - NCR211024 - Pre -Development at POA#3- RType 11 24-hr 100-year Rainfall=8.68"
Prepared by Bohler Engineers Printed 2/27/2023
HydroCAD® 10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC Page 32
Summary for Subcatchment 6S: Pre -Development Study DA 5
[49] Hint: Tc<2dt may require smaller dt
Runoff = 20.72 cfs @ 11.96 hrs, Volume= 0.874 af, Depth> 2.96"
Routed to Reach 8R : POA #3 - Retail A West
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-year Rainfall=8.68"
Area (ac) CN Description
0.970 39 >75% Grass cover, Good, HSG A
2.570 61 >75% Grass cover. Good. HSG B
3.540 55 Weighted Average
3.540 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 6S: Pre -Development Study DA 5
Hydrograph
---1----+----r---T-------------r----I----+----r---1----r----I----+---- ❑Runoff
--------- ---- ---- - ---- -- 120.72 cfs ----- 1 ---- 1 --- 1----
21
---------+---------------------
20
--- ----t--------t----'-------
19
------------- - - - - -'---------'--
18
-------+-------------------
17
-------t--------t----r--- --
16
----;---- ----'----?----'-----'--
15
-------+-------------------
N13
-----------------------------
12
--- -----------------------
0 11
---t----t-------------r------
10
---------- - - - - -----------�,--
i
6
---J----1----1----1---------'-
4
--------------------------
3
--------!--------!---------'-
------- ---_,_Type- -2-4-hr -
----__1U0=yoarRairjfa[[#8 fib"--
- - - - - - -:tu ribff Are&-&54(Yc- -
-' _U no ffrYQ�' umIP_=_0,'$ 4t of -
---- -Runoff DPf[v)-7_96'F-
----I---- t----+---t---Tc=5.0-Min -
----it---- �i----�i---------i----_-(y,��--- i5----
-
t----Ir---t-
---r---
---i-------------------------- ----
---li----t---- I+ --- t---- r---- li----t----
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

230217 - NCR211024 - Pre -Development at POA#3- RType 11 24-hr 100-year Rainfall=8.68"
Prepared by Bohler Engineers Printed 2/27/2023
HydroCAD® 10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC Page 33
Summary for Subcatchment 7S: Pre -Development Study DA 6
[49] Hint: Tc<2dt may require smaller dt
Runoff = 0.48 cfs @ 11.98 hrs, Volume= 0.022 af, Depth> 1.27"
Routed to Reach 8R : POA #3 - Retail A West
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-year Rainfall=8.68"
Area (ac) CN Description
0.210 39 >75% Grass cover, Good, HSG A
0.210 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 7S: Pre -Development Study DA 6
Hydrograph
■ Runoff
I I I I I I I
--- -- -Type II'-2 lhr-
IGO-year-Rai nfal l=8.6'8"-
1- - R-un 6ff Area'=0.210- ac-
---!Rurt_offTVo(um0=0.022! a#
-Ru'noft De6th:�1.27"_
Tc=&O Min
(N='139
r r T
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

230217 - NCR211024 - Pre -Development at POA#3- RType 11 24-hr 100-year Rainfall=8.68"
Prepared by Bohler Engineers Printed 2/27/2023
HydroCAD® 10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC Page 34
Summary for Reach 8R: POA #3 - Retail A West
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 38.140 ac, 18.33% Impervious, Inflow Depth > 3.23" for 100-year event
Inflow = 73.14 cfs @ 11.96 hrs, Volume= 10.263 of
Outflow = 73.14 cfs @ 11.96 hrs, Volume= 10.263 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Reach 8R: POA #3 - Retail A West
Hydrograph
❑ Inflow
80
��D
Outflow
75
-------1----1----1---- 73.14 cfs - I_ I 11 1_ 1 _L _
-11nf10w Amp= 8:Un 0c
70
--------------------------------------------------------
65
--------------------- , -- --------,------------ -,--------, ---
60
55
50
N 45
U
---1--------7--------T-- ----Ir---7--------7--------T---
I
40
- - - - - - _I_
I I I I I I I I I I I
o---
a 35
-- -- -- -- -- - --- -- -- -- -- --
30
-
Ir-
25
,'I
---y----I----+----li----r--- -Ir--- ----+---+----li----r---
I I I I I I I I I I I I
20
10
------------------II - --- r - - - -- - - - -- - --
5
0
6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
5
Time (hours)

230217 - NCR211024 - Pre -Development at POA#3- RType 11 24-hr 100-year Rainfall=8.68"
Prepared by Bohler Engineers Printed 2/27/2023
HydroCAD® 10.20-2g s/n 03478 © 2022 HydroCAD Software Solutions LLC Page 35
Summary for Reach 9R: POA #2 - Retail A East
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 8.700 ac, 0.00% Impervious, Inflow Depth > 2.62" for 100-year event
Inflow = 32.02 cfs @ 12.07 hrs, Volume= 1.897 of
Outflow = 32.02 cfs @ 12.07 hrs, Volume= 1.897 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Reach 9R: POA #2 - Retail A East
Hydrograph
-----------
--------
-----------------I,
------------------- ---
❑ Inflow
34
----I
---T----
TT----I----Tr
I
----32.02 cfs _
�-----TI--- TII----I----T----I----TI- -
flow4ArQTQG+_
❑Outflow
32
30
28
26
24
I
L i L
22
-
- -1- - - - - - - - - - - - - - - - - - --
H 20
___--'I----I�
___--'I----'I----I�--
---'I----I�
---'I----'I-----'I----'I----I�---
U-
- - - -
- - - -
- - - -
- - - - - - - - - - - - - - - -
3 18
--- --
-- --
-- - --
-- --- -- -- -- -- --
LL
14
I
-------I----
I
-----------
I I I
-------I----
I
----I----------------
I I I I I I I
12
10
�I
- - - -I-
- - - - - -
r---
- -I- - - - - - - - - - -I- - - - - - - -I--
8
�I
T
1
r
T
1 1
6
---+----r---+-
---
- ---t-
-----r---+----I----+--------r---
4
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)

APPENDIX B I NRCS SOIL RESOURCES REPORT
BOHLER
BOHLER ENGINEERING NC, PLLC

a
1`30'00' 1lti!
1'. ,-;. DEPAH'I'MF.NT tlF A GItI(TI: TILE
ti0[I. ('0NSF:tt1'ATI0N SEItl'It'F:
a.n c...H
Thjs soil survey map was compiled by the U. 5. Department of
Agriculture, Soil Conservation Service, and cooperating agencies.
Base maps are orthophotographs prepared by the U. S. Depart-
ment of Interior, Geological Survey From 19s❑ aerial photography.
Coordinate grid ticks and land division corners, if shown, are
approximately positioned -
(joins slteet 1 I?
5 a a 4 000 3000 2000 1 000 0 5 000 10 000 boat
1 .5 ❑ 1 2 3 K lnrn tern
Scale - I !24000
JOHNSTON COUNTY, NORTH CAROLINA NO 7
1
SHEET NO. 7
JOHNSTON COLINTY, NORTH CAROI.INA
ty �
Cr �
SHEET NO. 7 OF 16

APPENDIX C I USGS QUADRANGLE MAP
BOHLER
BOHLER ENGINEERING NC, PLLC

PATMENT OF THE INT
`i US GS
U.S. DEU SRGEOLOGICAL SURV YERIOR
science for a changing world
-78.3750'
35.6250' 738000ME 39 40
3945000mN
44
43
42
41
40
39
38
37
36
35
34
33
32
The National Map
USTopo
41 42 43 44 45 46 47
SELMA QUADRANGLE
NORTH CAROLINA - JOHNSTON COUNTY
7.5-MINUTE SERIES
-78.2500'
48 49 35.6250'
45
44
43
42
41
40
39
38
37
36
35
34
33
3932000m N
35.5000 ° 39 40 41 42 43 44 45 46 47 48 749000rnE
-78.3750'-78.2500' 35.5000'
Produced by the United States Geological Survey MN * SCALE 1 :24 000 ROAD CLASSIFICATION m
North American Datum of 1983 (NAD83) Cl)
Local Connector o
World Geodetic System of 1984 (WG584). Projection and N 1 0.5 0 KILOMETERS 1 2 NORTH Ln
1 000-meter grid: Universal Transverse Mercator, Zone 17S AROLINA Secondary Hwy Local Road �N o
°rn
This map is not a legal document. Boundaries may be 929" 1000 500 0 METERS 1000 2000 169 MILS Ramp 4WD
generalized for this map scale. Private lands within government 1°34" 1 0.5 0 1 Y
reservations may not be shown. Obtain permission before 28 MILS MILES is Interstate Route US Route O State Route M
entering private lands. 1000 0 1000 2000 3000 4000 5000 6000 7000 8000 9000 10000 QUADRANGLE LOCATION F-- N
o
Imagery .....................................................NAIP, June 2016 - November 2016 X
FEET
Roads ......................................... U.S. Census Bureau, 2016 UTM GRID AND 2019 MAGNETIC NORTH C-00
Names............................................................................GNIS, 1980 - 2019 1 Clayton
DECLINATION AT CENTER OF SHEET �M U)
Hydrography...............................National Hydrography Dataset, 2001 - 2018 1 2 3 2 Flowers �
CONTOUR INTERVAL 10 FEET
Contours............................................National Elevation Dataset, 2008 U.S. National Grid 3 Stancils Chapel v
Boundaries ..............Multiple sources; see metadata file 2017 - 2018 NORTH AMERICAN VERTICAL DATUM OF 1988 ��
100,000-m Square ID 4 5 4 POwhatan e4 C)
5 Kenly West Z
Wetlands.................FWS National Wetlands Inventory 1983 This map was produced to conform with the LL
6 Four Oaks QV National Geospatial W Program US Topo Product Standard, 2011. � �
A metadata file associated with this product is draft version 0.6.18 6 7 8 7 Four Oaks NE
8 Princeton SELMA, NC I--z a
Grid Zone Designation ADJOINING QUADRANGLES ' z z
17S 2019
RD pRD "-` �±` "-` Brown Cem❑ -
zDo - - Zso CLARK•P gVR - - � .,, _ b -
Q �•r ?O �" -- � RISE .` O - ., ., L ■ O
° I RIVER KNOLL.DR HATCHER RD
sTON DR �` �, LITTLE DIVINE Rp O - - �—
} No RIV39
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° - Cem -
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`250 O F/SON A y /`o - 39 -
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4, • _ 15 0 96 1 200 y
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Bus STANCIL ST � 2 J - � O
70 ° Memo at QP o
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N SITE LOCATION -
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APPENDIX D I FEMA FLOOD MAP
BOHLER
BOHLER ENGINEERING NC, PLLC

National Flood Hazard Layer FI RMette
78o1712"W 35o3l'31"N
141
I �...
t r 0 + 000 + h'1
FF
3 720261400 K
eff.6/20/201
FEMA
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 With BFE or Depth ZoneAE,AO,AH,Ve,Aa
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
Chance Flood Hazard Zonex
Area with Reduced Flood Risk due to
Levee. See Notes. zone
" Area with Flood Risk due to Leveezone D
NOSCREEN 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 El Unmapped
0 The pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
This map complies with FEMA's standards for the use of
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 7/13/2021 at 10:57 AM 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.