SW6230805_Design Calculations_20231218

Storm water Management Report
December 12, 2023 ,,,,,,,,,,,
•orssio .
• SEAL t
Turnberry South - Phase 1 •
a5,5�
s
RoyalBirkda e Drive �••EQ ••••••-
•„ , - *—
Raeford , Hoke County, NC
Prepared for:
D&L Engineering , PLLC
150 S. Page Street
Southern Pines, \C 28387
910-684-8646
Prepared by:
Bowman North Carolina , Ltd .
4006 Barrett Drive, Suite 104
Raleigh , NC 27609
(919) 553-6570
Firm#F- 1445
Bowman

TABLE OF CONTENTS
OVERVIEW
FIGURES
SOILS SURVEY & SOIL INFORMATION
USGS TOPOGRAPHIC MAP
FEMA FIRM MAP
WATER SURFACE CLASSIFICATIONS
HUC
NOAA POINT PRECIPITATION FREQUENCY ESTIMATES
SHWT REPORT
WATER QUANTITY-WET POND SCM 1
DRAINAGE AREA MAP
DESIGN SUPPLEMENT
CN VALUES
PRE-DEVELOPMENT HYDROGRAPHS
POST-DEVELOPMENT HYDROGRAPHS
TIME VS. VOLUME (STORAGE)
TIME VS. ELEVATION (STAGE)
ELEVATION-VOLUME-FLOW SUMMARY
SCM SUMMARY
TIME OF CONCENTRATION
WATER QUANTITY-BIORETENTION POND SCM 2
DRAINAGE AREA MAP
DESIGN SUPPLEMENT
CN VALUES
PRE-DEVELOPMENT HYDROGRAPHS
POST-DEVELOPMENT HYDROGRAPHS
TIME VS. VOLUME (STORAGE)
TIME VS. ELEVATION (STAGE)
ELEVATION-VOLUME-FLOW SUMMARY
SCM SUMMARY
TIME OF CONCENTRATION

OVERVIEW
This report contains the storm water management overview for the residential project
Turnberry South Phase 1 on Royal Birkdale Drive in Raeford, Hoke County. The project site
is currently undeveloped, wooded area. The proposed site consists of 18.926 acres.
The proposed site is located in Flood Zone 'X' as shown on FEMA FIRM Panel 3710945500J
with an effective date of 10/17/06. Flood zones are subject to change by FEMA.
There are surface waters and wetland features on the proposed property.
There are two proposed storm water management facilities (one wet pond and one
bioretention pond) outlined in this report and they have been designed for post—development
peak attenuation to treat the impervious areas of the development. The Wet Pond SCM 1 is
designed to capture a drainage area of 9.27 ac with an impervious area of 4.78 ac. The
BioRetention Pond SCM 2 is designed to capture a drainage area of 14.15 ac with an
impervious area of 6.12 ac. The BioRetention Pond SCM 2 includes a drainage area of
6.61 ac with an impervious area of 3.35 ac for future phases. The balance of the site is
open and thinly wooded space and will by—pass the proposed SCMs. The SCMs are
designed to treat a 1.0" storm event.
Impervious Area Summary—Wet Pond SCM 1
Roadway 71,013 sf 1.63 ac
Sidewalk _ 17,159 sf 0.39 ac
Roof(30 lots @ 4,000 sf/lot) 120,000 sf 2.76 ac
Total IA to Pond 208,172 sf 4.78 ac
Impervious Area Summary— BioRetention Pond
SCM 2
Roadway 19,241 sf 0.44 ac
Sidewalk 1 5,356 sf 1 0.12 ac
Roof(24 lots @ 4,000 sf/lot)_ 96,000 sf _ 2.20 ac
Total IA to Pond 120,597 sf 2.77 ac
Impervious Area Summary—Total
Roadway 90,254 sf 1 2.07 ac
Sidewalk 22,515 sf 0.52 ac
Roof(54 lots @ 4,000 sf/lot) 216,000 sf 4.96 ac
Total IA to Pond 328,769 sf 7.55 ac

Soils
The County Soils Survey indicates that Norfolk loamy sand, Wagram loamy sand, Goldsboro
loamy sand, and Blaney loamy sand soils are present on the site.

FIGURES

Hydrologic Soil Group—Hoke County, North Carolinato
o v
667200 667500 667800 668100 668400 668700 66910
35°0'41"N 2 �. 1 35°0'41"N
0
9
' i / , '
. -
0 rb-____. --„ .
. ,. .
.. , - .
, ,
tit
1 M C- 4 _„,* --. 4.... '' A\ \\
.AO BaD ---_
1 t ji ' � i fir\ °." 'i,' y,\
WaB
�'�n t\ r-
./ NoB
"WaB3 °: a "_,.----
1 #°* • ' NoB BaD•, =4 filii‘----- :
BaD tVED JT . •
GoA
'` JT `yi ,,,
, `1.. ` ..
h., L 4 -
. 'WaB BaD S
VI-
{ I
WED
_ —
- , \
'V. 10
�CCIIo
0 BaB f= g
kw
A \ -
t
f BaD
Bab,.r �• ,- T
BaD ` ,.,, •, , 'r
8 .. •' :‘,W 140. .'.(11144 •, ...; .;A: a.: -,,,, ,. ,,, _. ,,,,
1.. irk. i .+ - ;" �3
i :�
34°59'8"N • ,., t-f'`7[-r._ 3 _..�.,.�° f. i 34°59'8„N
667200 667500 667800 668100 668400 668700 669000 669300
3 3
to
a Map Scale:1:14,000 if printed on A portrait(8.5"x 11")sheet v
N Meters
it 0 200 400 800 1200
Feet
0 500 1000 2000 3000
Map projection:Web Mercator Corner coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 5/31/2023
di id Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Hoke County, North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
O C/D
Soils Please rely on the bar scale on each map sheet for map
Soil Rating Polygons
• D measurements.
0 A p Not rated or not available Source of Map: Natural Resources Conservation Service
n A/D Water Features Web Soil Survey URL:
Streams and Canals Coordinate System: Web Mercator(EPSG:3857)
B Maps from the Web Soil Survey are based on the Web Mercator
Transportation
0 B/D projection,which preserves direction and shape but distorts
Rails distance and area.A projection that preserves area,such as the
n •.i Interstate Highways Albers equal-area conic projection,should be used if more
accurate calculations of distance or area are required.C/D US Routes
This product is generated from the USDA-NRCS certified data as
0 D Major Roads of the version date(s)listed below.
n Not rated or not available Local Roads
Soil Survey Area: Hoke County, North Carolina
Soil Rating Lines Background Survey Area Data: Version 20,Sep 8,2022
A 1111 Aerial Photography Soil map units are labeled(as space allows)for map scales
• A/D 1:50,000 or larger.
.v B Date(s)aerial images were photographed: Apr 17,2022—May
20,2022
•y B/D
The orthophoto or other base map on which the soil lines were
• • C compiled and digitized probably differs from the background
• • C/D imagery displayed on these maps.As a result,some minor
shifting of map unit boundaries may be evident.
• • D
• • Not rated or not available
Soil Rating Points
O A
O ND
▪ B
• B/D
USDA Natural Resources Web Soil Survey 5/31/2023
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Hoke County, North Carolina
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
BaB Blaney loamy sand,2 to C 44.6 5.8%
8 percent slopes
BaD Blaney loamy sand,8 to C 156.1 20.3%
15 percent slopes
CaB Candor sand, 1 to 8 A 6.5 0.8%
percent slopes
GoA Goldsboro loamy sand, B 21.5 2.8%
0 to 2 percent slopes,
Southern Coastal
Plain
JT Johnston loam A/D 70.0 9.1%
Ly Lynchburg sandy loam, B/D 3.6 0.5%
0 to 2 percent slopes
Mc McColl loam D 6.2 0.8%
NoB Norfolk loamy sand,2 to A 135.5 17.6%
6 percent slopes
W Water 0.2 0.0%
WaB Wagram loamy sand,0 A 324.6 42.2%
to 6 percent slopes
Totals for Area of Interest 768.6 100.0%
USDA Natural Resources Web Soil Survey 5/31/2023
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Hoke County,North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 5/31/2023
Conservation Service National Cooperative Soil Survey Page 4 of 4

r
p11114 .._, . 1 -.?),
r
i 1--- • i 1111 ..
ti
Vii.- .5 lk. '
►&1 • Aso .,A I�] _
4 �� a /
S�� Ng. AMERICANA DR J
����N L
A�
i .
��44 '
) 1 ,f_j , 1--- '' . _ 1\ 40 I,
i- ill)p1ii`11.- I , c\- �
ds __ - JOHNSON iMILL�RD/
o
;81P t- - ir . _
4 41.1 'Fs : 49
All* ...(1.00-\'
,.. \*
ir r
° t
tih Ik .
T_*
c rn gUC(EYE.DR �ti
• . NIIL
•
"ft;\. a- 4 •
Bus z c � ."_ 64*'
MAE
ip 401
cl;'3 1' '4- ,....,
lie III I
PROJECT SITE

National Flood Hazard Layer FlRMette . FEMA Legend
79°10'2"W 35°0'43"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
I vw•- v ,
; Without Base Flood Elevation(BFE)
2063421 FEET ♦ Ali • iligR ZoneA.V A99
SPECIAL FLOOD With BFE or Depth Zone AE.AO.AH.VE.AR
206 FEET —
HAZARD AREAS Regulatory Floodway
e
0.2%Annual Chance Flood Hazard.Areas
of 1%annual chance flood with average
yr l r depth less than one foot or with drainage
areas of less than one square mile
' 41.114 • i Future Conditions 1%Annual
♦•.• . f nib
- Chance Flood Hazard zone.e
itio
• �.• �• "4" • dr % A Area with Reduced Flood Risk due to
• �"' 205 FEET _ •
•• I Levee.See Notes.
a0 _ OTHER AREAS OF
-+.' FLOOD HAZARD '/J Area with Flood Risk due to Levee
ec
y..� , • NO SCREEN Area of Minimal Flood Hazard
\ f'^ , Pt'r
Effective LOMRs
(� 14 zip c t OTHER AREAS Area of Undetermined Flood Hazard
4
•
�� C _+'Alt �' A1240:ati46%6 9•%.*144, GENERAL — - Channel.Culvert.or Storm Sewer
��3 Q9 f �' 1 , , C r STRUCTURES milli Levee,Dike,or Floodwall
(�` \ -1 ` •• T
Z • • O 20.2 Cross Sections with 1%Annual Chance
ir •
AREA OF MINIMA__F,LOOD HAZA ��5 Water Surface Elevation
EE €OUNT �� zon X111 "' Coastal Transect
PI ` 440 � . . 4 _ i � M Base Flood Elevation Line(BFE)
- '370397 w • <p` ' Limit of Study
Zone AE , JP •. Jurisdiction Boundary
4 - .. � f # " A --— --— Coastal Transect Baseline
• TS'J1i • 3710�' {,t� a y• OTHER - Profile Baseline
A ) 4,
FEATURES Hydrographic Feature
• ''� .. eff. 10/17/2006 �•t r 1Digital Data AvailableN
200 FEETIdie %i _ •
ZILI,10:41
.
' t4 ....,0
• S No Digital Data Available +
y ' `� • MAP PANELS Unmapped
0
1„p�E /'r �� ficiii-
,-,•A
The pin displayed on the map is an approximate
P .,,,,, � ' •. point selected by the user and does not represent
jei
-� ,. �� an authoritative property location.
• t
1
,� ' ` t This map complies with FEMA's standards for the use of
. ,, 4t,4,
��� A40 • •S ,� digital flood maps if it is not void as described below.
r rIM. v,thqi _ - 1a = �� • The basemap shown complies with FEMA's basemap
• • ,9 � ' �` ` • ` •S accuracy standards
do t .� 19� 1 ��1 la) M' • w 41°• The flood hazard information is derived directly from the
I. ‘ ,, 1�� . .,.,, , authoritative NFHL web services provided by FEMA.This map
1 41s • ,0 was exported on 5/23/2023 at 2:27 PM and does not
c_ reflect changes or amendments subsequent to this date and
.." . tot" CI 411 - ', ,44 % 4 •i • time.The NFHL and effective information may change or
K f - I
,••• ' become superseded by new data over time.
•
(A. e 1°�g5 9 FE . This map image is void if the one or more of the following map
. ;, , _ , �,t 1 elements do not appear: basemap imagery.flood zone labels.
• • ♦ '" `La legend,scale bar, map creation date.community identifiers,
. - - — FIRM panel number.and FIRM effective date. Map images for
Feet 79°9'25'W 35°0'13"N unmapped and unmodernized areas cannot be used for
0 250 500 1,000 1,500 2,000 1 :6'00�
regulatory purposes.
Basemap: USGS National Map: Orthoimagery: Data refreshed October. 2020

rDQom. NC Surface Water Classifications NC Classifications Website Report an Issue
a
A Amn�knrv� ,
*c Search X Q Stream Dote Is C _ege^d X Layers X • t
P., o Surface Water Classifications: v ED X o, 4944 Fayetteville Rd. X oo )
00
00
r7i Stream Index: 18.31-19-5 - -
v Stream Name: Beaver Creek Surface Water Classifications:
Description: From sourcem Puppy Creek - c�F Gtw1'a'-',,,
e Stream Index: 18-31-19-5
Classification: c U' v
Date of Class.: June30,1973 e JoIen nM" Stream Name: Beaver Creek
What does this Class.mean? veo, Description: From source to Puppy Creek
e`x',,,,veno g
J River Basin: Cape Fear
Classification: C
CI,zoom to
Date of Class.: June 30,1973
y 1 :anon Heath Dr
., cG :wit—fe 4 'BdO o F What does this Class.mean? View
River Basin: Cape Fear
159
0 >
n e
" n
ch Dl
Jockey Dr 3 °e
4}
'fay ette+110.12d a' v n
�•� ' `- me" nfJr
259 ft o t1ao1,D1
J CC LaWre
H,,,. ',ek° PROJECT SITE
. d apt
Uo0w1n $�a N°+
-79.191 34.998 Degrees 0 v q '�M�ooe i_,
_ _ _ _,yr°r 259 are�9y1 4 rq Or Club Fo,9c In r,

\ _� �encana Or \ o •..l ..
�� II\
il'ald en Green Of - �%
.,,\ log
_ mac"C3cz-,----
PROJECT
SITE / y
:40,
Li //,‘ _ —.11/4 -\\\ --. ' - ' 1
4111
(iorz) • IP x — i si
(t4`IP..— •-• -Digit HUC(Subwatershed)
• i 12•igit Name: Lower Puppy Creek .1�
12-Di .Code. 030300040606 1.\� _ '•
\\\ 10.D1g1 Name: Rockfish Creek f• I\• .
1
-- 10.Digit Code: 0303000406 _ ' •
;7
1111
a 8-Digit Code: 03030004 t
') River Basin: Cape Fear 1+1
1.11
• r
O '$� ep 12-Digit Area(ac): 31.636.32 1 >/
$r � r nJ \, Zoom to / I�
L^ o i :
Cent`Qe6e s ' • —
- 0t,; R ? •
0.
o m+f
1171
Pprhsst I =(II
hr� a o`
r ,o`
Co(
I0'sd.C;I \.1

5/23/23,2:21 PM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
Location name: Raeford, North Carolina, USA* °�✓ '°°
V lt. Latitude: 35.0076°,Longitude:-79.1669° V
nunElevation:247 ft**1`� *source:ESRI Maps**source:USGS ""`" `'
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M.Bonnin,D.Martin,B.Lin,T.Parzybok,M.Yekta,and D.Riley
NOAA,National Weather Service,Silver Spring,Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 0.436 0.514 0.600 0.664 0.741 0.797 0.850 0.899 I 0.961 1.01
(0.396-0.482) (0.468-0.569) (0.545-0.664) (0.602-0.733) (0.669-0.816) (0.717-0.876) (0.761-0.933) (0.801-0.987) (0.848-1.06) (0.884-1.11)
10-min 0.696 0.823 0.960 1.06 1.18 1.27 1.35 1.42 1.52 I 1.59
(0.633-0.770) (0.749-0.911) (0.873-1.06) (0.963-1.17) (1.07-1.30) (1.14-1.40) (1.21-1.48) (1.27-1.56) l (1.34-1.67) (1.39-1.74)
15-min 0.870 1.03 1.22 1.34 1.50 1.61 1.71 1.80 1.91 1.99
(0.791-0.963) (0.941-1.14) (1.10-1.34) (1.22-1.48) (1.35-1.65) (1.45-1.77) (1.53-1.88) (1.60-1.98) (1.69-2.10) (1.75-2.19)
30-min 1.19 1.43 1.73 1.95 2.22 I 2.42 2.61 2.80 3.04 3.23
(1.08-1.32) (1.30-1.58) (1.57-1.91) (1.76-2.15) (2.00-2.44) (2.18-2.66) (2.34-2.87) (2.49-3.07) (2.69-3.34) (2.83-3.55)
60-min 1.49 1.79 2.21 2.54 2.95 3.28 3.60 3.93 4.37 4.71
(1.35-1.65) (1.63-1.98) (2.01-2.45) (2.30-2.80) (2.66-3.25) (2.95-3.60) (3.22-3.96) (3.50-4.31) (3.86-4.80) (4.13-5.18)
2-hr 1.73 I 2.10 2.64 3.06 3.61 4.06 4.50 4.96 5.59 6.08
(1.56-1.95) (1.90-2.36) (2.38-2.96) (2.74-3.42) (3.23-4.04) (3.61-4.54) (3.98-5.04) (4.36-5.54) (4.86-6.23)I (5.25-6.79)
3-hr 1.84 2.22 2.81 3.27 3.92 4.44 4.99 5.57 I 6.38 7.03
(1.66-2.07) (2.00-2.50) (2.53-3.16) (2.94-3.68) (3.49-4.39) (3.94-4.98) (4.39-5.58) (4.86-6.22) (5.50-7.12) (6.00-7.85)
6-hr 2.19 2.65 3.35 3.91 4.70 5.35 6.03 6.74 7.76 I 8.59
(1.98-2.44) (2.40-2.96) (3.03-3.72) (3.53-4.35) (4.20-5.21) (4.75-5.91) (5.31-6.66) (5.89-7.43) (6.69-8.55) (7.32-9.45)
12-hr 2.58 3.13 3.97 4.66 5.64 6.45 7.31 8.24 9.57 10.7
(2.33-2.88) (2.83-3.49) (3.58-4.42) (4.19-5.19) (5.02-6.25) (5.70-7.13) (6.40-8.07) (7.14-9.09) I (8.17-10.6) (8.99-11.7)
24-hr 3.04 3.68 4.66 5.44 6.52 7.39 8.28 9.21 I 10.5 11.5
(2.82-3.28)i (3.41-3.98) (4.32-5.04) (5.03-5.88) (6.00-7.04) (6.78-7.97) (7.58-8.93) (8.40-9.93) (9.52-11.3) (10.4-12.4)
2-day 3.53 I 4.26 5.35 6.22 7.42 8.38 9.38 10.4 11.8 12.9
(3.29-3.79) (3.97-4.58) (4.98-5.76) (5.77-6.69) (6.86-7.97) (7.72-9.00) (8.61-10.1) (9.51-11.2) (10.7-12.7) (11.7-13.9)
3-day 3.75 4.51 5.64 6.54 7.78 8.76 9.78 10.8 12.3 13.4
(3.50-4.02) (4.22-4.84) (5.26-6.04) (6.09-7.00) (7.21-8.32) (8.10-9.37) (9.01-10.5) (9.94-11.6) (11.2-13.2)I (12.2-14.4)
4-day 3.97 4.77 5.93 6.86 8.13 9.14 10.2 11.3 12.7 I 13.9
(3.72-4.24) (4.47-5.10) (5.55-6.33) (6.40-7.31) (7.56-8.66) (8.47-9.74) (9.41-10.9) (10.4-12.0) (11.7-13.6) (12.7-14.9)
7-day 4.61 5.52 6.78 - 7.78 9.14 10.2 11.4 12.5 14.1 15.4
(4.31-4.93) (5.16-5.89) (6.33-7.25) (7.25-8.31) (8.50-9.77) (9.50-10.9) (10.5-12.2) 1 (11.5-13.4) (12.9-15.1) (14.0-16.5)
10-day 5.28 6.30 7.62 8.65 10.0 11.1 I 12.3 13.4 14.9 16.1
(4.97-5.61) I (5.93-6.70) (7.16-8.09) (8.12-9.18) (9.40-10.7) (10.4-11.8) (11.4-13.0) (12.4-14.2) I (13.8-15.9) (14.8-17.2)
20-day 7.12 I 8.43 10.0 11.3 13.0 14.3 15.6 17.0 18.8 20.3
(6.72-7.56) 1 (7.96-8.95) (9.46-10.6) (10.6-12.0) (12.2-13.8) i (13.4-15.2) i (14.6-16.6) 1 (15.8-18.1) (17.5-20.0)I (18.7-21.6)
30-day 8.85 10.4 12.2 13.6 15.4 16.8 18.1 19.5 21.4 22.8
(8.38-9.37) (9.88-11.0) (11.5-12.9) (12.8-14.4) (14.5-16.3) (15.8-17.8) (17.0-19.2) (18.3-20.7) (19.9-22.7) (21.1-24.2)
45-day 11.2 13.1 15.1 16.6 18.6 20.1 I 21.5 23.0 24.9 26.3
(10.6-11.8) (12.5-13.9) (14.3-16.0) (15.7-17.6) (17.6-19.6) (19.0-21.2) (20.3-22.8) (21.6-24.3) (23.3-26.3) (24.6-27.9)
60-day 13.4 15.7 17.9 19.6 21.7 23.3 24.9 26.4 28.4 29.9
(12.7-14.1) (14.9-16.5) (17.0-18.8) (18.6-20.6) (20.6-22.8) (22.1-24.5) i (23.5-26.2) 1 (24.9-27.8) (26.7-30.0) (28.0-31.6)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates
(for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds
are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAAAtlas 14 document for more information.
Back to Top
PF graphical
https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=35.0076&Ion=-79.1669&data=depth&units=english&series=pds 1/4

5/23/23,2:21 PM Precipitation Frequency Data Server
PDS-based depth-duration-frequency (DDF) curves
Latitude: 35.0076°, Longitude: -79.1669°
30 - --==—, —Average recurrence
interva2 l
1
(years)
25 -
c / — 1
a 20 - 5
a)
-o — 10
0 15 - �� — 25
y — 50
•O. 10 - — 100
1. 200
m ��
a 5 — /' �'C1/iii1111 500
0-
1 I I - I I I I I —__
C_ C C C C ' " '- im >. >.>. >. T >. >. 9.>.
E ro
E E E N A kb N v v v-o v 7 7 7 7-9
`^ o U1 m 6 Duration N N "I ^ o R R v$
30 - -
25 -
�- Duration
20 - -
O. — 5-min — 2-day
v
0 15 _ — 10 ruin — 3-day
r iiiiIIIIIIIIIII15-min — 4-day
'= — 30-min — 7-day
v10 - _� — 60-min — 10-day
a` g — 2-hr — 20-day
5 — 3-hr — 30-day
— 6-hr — 45-day__ — 12-hr — 60-day
— 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT):Tue May 23 18:21:33 2023
Back to Top
Maps & aerials
Small scale terrain
https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=35.0076&Ion=-79.1669&data=depth&units=english&series=pds 2/4

5/23/23,2:21 PM Precipitation Frequency Data Server
FORT BRASS
MILITARY
RESERVATION
41'K
AJRPARK
Raeford —
3km I
2mi
Large scale terrain
Winston-Sal em
• • •Durham
Rocky Mount
Greensboro •
Raleigh
NORTH CAROLINA Green
•Charlotte FayettJille.
Jacksol
•
T H CAROLIA N A Wilmington la
100km
• Y
C
60mi
Large scale map
Winston-Salem Greensboro
' 0 Darham Rocky Mount
Raleigh
North Greenvi
Carolina
• arlotte
I Fayetteville
Io ackson
Wilmini
100km
r
CCI % IMI 60mi
Large scale aerial
https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?Iat=35.0076&Ion=-79.1669&data=depth&units=english&series=pds 3/4

5/23/23,2:21 PM Precipitation Frequency Data Server
Winston-Salem
Greensboro Durham . Rocky Mount
•
Raleigh
•
Green
North •
Carolina
Charlotte
—�� Fayetteville
•
Jackson
Wilmin
100km
60mi
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:HDSC.Questionsnoaa.gov
Disclaimer
https://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=35.0076&Ion=-79.1669&data=depth&units=english&series=pds 4/4

Scott Cole,NCLSS
312 Copples Road Ext
Asheboro,NC 27205
[phone]
D&L Engineering,PLLC March 28,2023
Attn: Mr. Lee Humphrey
150 S. Page Street
Southern Pines,NC 28387
Re: Seasonal High-Water Table Identification and Soil Infiltration Rates: Turnberry, Hoke County NC
parcel 494560301008
Soil conditions and infiltration rates were evaluated and measured on the above-referenced property within
the proposed storm water BMP device. Work was conducted in accordance with Parts A-2 and C-1 of the
North Carolina Department of Environmental Quality Stormwater Design Manual. Soil samples were
evaluated with a hand auger.
SEASONAL HIGH WATER TABLE IDENTIFICATION
Seasonal High Water Table depth is determined by field evaluation for soil wetness conditions which are
indicated by the presence of redoximorphic (redox) features with chroma colors of 2 or less (in Munsell
color notation) in mottles or the horizon matrix, and at times, saturated soil conditions and/or free water
within the soil profile. Colors of chroma 2 or less due to relic minerals from parent material (underlying
rock), anaerobic activity created by placement of fill material, or soil textural class transitions (perched
water) are not considered as indicators for seasonal high water. Upon determination of SHWT depth, an
additional 6" will be deducted from the observed depth to account for capillary fringe water movement
above the SHWT. Stormwater infiltration trenches are designed to ensure the lowest point is at least two
feet above the Seasonal High Water Table(SHWT).
SATURATED HYDRAULIC CONDUCTIVITY(Ksat)
Soils evaluated on this property are typical of those within Blaney Loamy Sand Soil series. These soils are
well drained to moderately well drained soils with varying rates of permeability. Infiltration rates are
measured to determine if soil conditions are suitable for the installation of stormwater infiltration devices.
Infiltration rates are measured using a Johnson Constant Head Permeameter. Measurements are recorded
at varying intervals until equilibrium is reached.
The SHWT and Infiltration rates for the stormwater BMP devices are reported in the table below.
BMP Device Site#1
Test Location SHWT Munsell Color Ksat#1 Ksat#2
(feet below Notation
ground surface)
Not observed 0-5' 7-15'
Elevation 232' within 15'of N/A Sandy Clay Sandy Clay
surface Loam/Sandy Loam(sap)
(Elevation 217') Clay Not
2.5"/hour Measured

Scott Cole,NCLSS
312 Copples Road Ext
Asheboro,NC 27205
[phone]
BMP Device Site#2
Test Location SHWT Munsell Color Ksat#1 Ksat#2 Ksat#3
(feet below Notation
ground surface)
Observed 0-2' 2-10' 10-13"
Elevation 218' within 13'bgs 2.5Y 7/1 Sandy Clay Sandy Clay Clay
(Elevation 205') Loam Loam/Sandy Expansive
5"/hour Clay Not
2.5"/hour Measured
CONCLUSION
Field evaluation of hydraulic conductivity provides estimations of soil infiltration rates;however,methods
used to measure these rates can influence the results. Side walls of the bore hole are"smeared"by the soil
auger as the hole is prepared and loose soil in the bottom of the hole is placed in suspension when water is
applied; both factors negatively influence water infiltration rates. To help overcome these issues, after
excavation of each infiltration trench, it is recommended the trench bottom and sidewalls be raked and
dusted with pulverized limestone. These are practices that have been in place within the on-site wastewater
industry to help loosen the soil and aid in restoration of soil structure.
I am pleased to be of service in this matter and can be contacted at your convenience should you have any
questions concerning information within this report.
Thank you,
n 5ait so
Scott Cole 1":0 J►
North Carolina Licensed Soil Scientist ""� �,�i' .al
rr'';Aiy� et
0,14 Avg
ct` 12g3 r iS"
F
"IQR-CY

co
N
W
.P
O
o
O 'A
al cNs
A to
N
0
BMP Site#1(Elevation 232')
SHWT: Not Observed
SHWT Elevation: NA
Ksat 0-5'SCL/SC: 2.5"/hour
Ksat 7-15'SCL(sap): Not Measured
*10 II'Ps 111 aill Ili*
IF
4 is sag is
■ •♦
...
ft ail* ali
/ a�
N lia left i
2N2 9,q8 411 eit
494560301008
6111661
ON
#100
o. Nod'
N
27 *IA #A10 #
¢
sOIL
►i.�'vERs.NX(/a, ( � NN
# 0
tire" VP0 10
N� NN N
7,4 0 / ## 0
\\ 114
�rve N NsAPIP'r
n R
BMP Site#2(Elevation 218')
` '� SHWT: 13'bgs
SHWT Elevation: 205'
Ksat 0-2'SCL: 5"/hour
Ksat 2-10'SCLISC: 2.5"/hour
Ksat 10-13'C(exp): Not Measured
ilk \.13'heavy wetness/free water: SHWT
WIP-
• N•r.
•
■
■
NI c„, •• ...
F__
1 226
__ _1_ — nr_ n .C_ _i� 2a�

WATER QUALITY/QUANTITY
WET POND SCM 1

9I11/90 it/ j'1111`s<\ I I l S UI /(I I IIr11ly/ C( )' /%/!/1,_✓� ll(\ l )L✓ Ic\ i\w\`vl\I I�/�i/Ilj v, ,,,,./
. / I a �II 111 Ill �� rl �` l <�(�
N U1111111j11 III (z�_ I I )1 ,' �/ar 41
��11 III�I117II1J 1\�� / V AVA �11111 {( I >Il /) Jl \ I �� to z 1 ti L )/� 91
III I111\VAI£�1V\11�Al�t V��A \VA \ I� �)� c I n VA AVA�IIAl IIII ll�l��`y�^1° ��-��^V1AAi (( \A�(%/ (�� � �� i /_ ----� -1_-.„'' 1 •-%_d `y v 1 t r
V\� VAAV��� ��v�VA V AV 1l ,. AA �� o lA�\VAV1QI��l\��� ��/�I ) I ) l l r�i� � ., f A
\ ( I v 11 C �VAAIt i /( I �� I-r.,��� ' t l / J s ` \ V 1� �l
V`\�V \ AAA � I 4 3' �J AV I (II II��V\(� ��\� .�-i% l� l V11 IIII / /.> v —� �. l A 1 I c ( �� e I ��� ,� 1 a ) , l
y�11 vv\ y �� vv\� ' A 9�`,t /�/%1 1I I / �(i/� -)9 ��— I.9�' vzv / `ll 5 � , � 1Tr i- _� (CI
` � ���Av� 1�\ --"-',
���i � AA\ I I / A\ i � II(� � �� IIL- I I \ � ��A-�� 11 � Lro � 7 `�
SV�>,.---��--,\ � �r-�` '' �< <y S ! // 1 I�l V AA ��-// -7 1 1 I 1AA�` `.\ 1 5 `� � ✓ 1� I"'
VA�A�� 1\l \ ''N�� � Ai/ / j J0 �1 \� �t1��VA�111%%%��Ilt�/ (�I11 IIII 1\V1�121 � �;�a��VA�c/A�VI� /1� �� 1 < �c \ �� �����
VAS AV\v\V AA VA�V � hVA�V A (!/ �/ ( II_,�-„A//I = j,lI _// II '' !✓1 �sl ��y,�„ ,, �,r ,A\ ( 9A 11 z z z �9, � �.
j
v1 \ /�\�\1 1 I 1 I9 \ /VAAV)1�111111111�! lI j 111�1f11I)(I IIVI V III}I( 11 1 1. r 1Ill,llll ) V HP
-,\�\11�111(l,l '—"\y-, „.-- -:—,2/�� ,�,•✓JI(r1�11 �)- ,. -������� \ ) ��e J rt�;x-ei, �", v ��
' 7 /1�� HIIi)yW, `0 ,1 �0 111111i11,, (^AVA; AI//� � �j�/i/�%7,t_ - �)// )( r,,"` 911.1 9',/ ',s," �fll C' IrO \ 1✓� A���.��� ���� �: cear
iik
( f�1�r � i� �l ���� 1� -
11 -✓////�,��tiin a _ i--- �r� z% ��l 1A��AV� IA ��A� / ✓ 711E OFCONCEN7RA710N �; ho o ��: I�v /j/ 1VAA- � > 1 ��
ll ///552-��� ����� �.�`�� / a// \ I VI 1 / VA 1 h v �V / ,,/'--
t :�z/1 -'.. lip < �1 / �rl / /
v� � _ Ft01Y PATH d
5v� A' � v�� ���v�` ���•�� �' V �i` 1 / Y�� �� 11✓� r`'/1 �1111�,>>1v � / I /f1r ,,\_.
w lir���A�� �� �// r z?d
. �� A, L I o III AAVAA �1��✓ sa�> Ji< ,.(�A , \V�\VAA ( , � z�' I � �� I 1Ij,l' `� 11 �`
t v e /< `�, (• > ,l \ v F, // i `� - -L e �11� ' > > 1 ✓ f
fl !I C AV � � --� � f e , r ( / t i I � � e ( >e 1 � � I � CCI
-
i� N�11111VA \ \1 l��\/C1 ����VAti �AA\ A��yl� �� _ I
\\ �/< )1Al Ile 11 II7�11 1 l of ( / U l / 1A\ Oslo �A �VJ- >1V�\vA�V ` \�°` V ,*z � {� v _ l N / A�- s�A 1 1-v �`'h l �A 1 �V
�� / / )(CC� VA �� °- )l `.� �-- J III V - � ',.\ J r \
/r' — 1 ((//�I 11 1 l (1 v A V v I I l w l A\ �lAr IG�
r V1A1�1/III Illl1�11\ A 1 1 Z°(� VV(lQ� ��� �1\V �_� ,, _,,,,„_,--\,
'�111\Vl - 1� 1 Il �`AVA V 1A \Z ,?"��It, l l �� /,z ��� j /
1}�Ii�Ic 11W vVvvvvVA1 )vvv v> / )(a. „1V w�h AvAlA V Al c�1 v 1 1VV / 1
I I ( ) 1 \ 1A ,\1 , 1 �1 A )v ! °1�_ - VAIN 1111\))VAAt��l,lA��,� _ �yfpt t, �\, 1zEV A �_I vzr/ , I ���,/ v�0w� r 1 Q o� � � 1 � � 1II
)/ F . I /l1)/ // /i //of 1\\�'', • ', -`
\1v1(\III ow � 1 ) 1 POST-DEVELOPED J �,Jf, / =; r, . DRAINAGE AREA �,,/< 1 v ,, �° o a
11`I`Ill V ✓�JIIl11 II\IIII( _�' sTV1/v II CI\) \\ l \�111 II /ice / l// ( / Uf /��� I t i(i�i oo,e„eA ( \ A ( e a E
1 p ll I 1 /�r)�/� f _ � �` >a V A j �'° 1 1 1 ) A l / 1 3 d E
\ 11A t _-' -/ / 1 --�/��/l///il/ / S V A51 ,- > 1(1 1 )I( , I\ sl 1 v t m m
l 1A��� r C // ( ✓ / J 41 1 \ _ I l A 1 l c .•
WAN (lVc !✓ 1 ✓
i -�,ry( /v I II AN l I 1 1I14)I f r.7 B %)/(4 //I d i 11/� 1 v \\\
\
V ./ri< rl✓ / / ` � ` �.
\,c_11,\\\ /}/7- _y2/r->
2.,_//,./s)////>
AV AA �� j e �n I V , S Q z
I iiir
) )\) )J))) 7/
/ V IC: w
57t, \N / z 2
k, 4 WL,k \ G9 269 PC MB
/ 1I 1 1 1 1 l > 1-\\_,?_,, 1 iv.oas,slat'?'°''s,''''':'�wM. °Pti a ¢ [� o
0.
(( \ (_\ I\ __ _ 4Nk.„,...
a. "„ear bi _�:(1(,. --\ 1, 23.--2'. c ' 0 Lit
\\ \
�t9 A G i I Gc uJ
1 I -- \ \\\\\ 2)-')11111k‘ ,,, '''-- of)/ ))/ 1 \.,,, \ ) _ r,,)6 yl.'Z''';'?;1„,07„,,,,,..1‘ ,g,..
\I N\ 5, __,_2
) 1'lt.\\\ 111,10,1 I L „.,),>;1\ * ',):::
.,),,),‘,,,.,,,s ,),.0:), ,.4)101(4;A>):.104t,, , ,4 1:: ik 1,--..a...7.. / !.... ,g..,: g. . -
CC
�iLc
���'� e • miv_
v .t M �o Re• S ti , i � f'a�cSsia..4.
\\ c'''\''‘\1's,‘,1.t.s.,:\ts.\\.\\S::
�� o�Mac".9 _ ►s/� -_' ��� r✓ -`�I �I "I 16 /, n55,,, :' t‘-\\_vp.,>,7:
r
\ 11 / � / I � l ��\ \. �/ , u of . � >s �r�.
,,-\\7
„)ji /( //i/;-:__,---:,. r . . 1 b., ,4„,.. oic,-,,,17~.:\x , „ ,„ \.\,, ,,,,_.es ,‘, „„,1 ,, , \\VN
li
\b -\\\)\-w))6)!II POST-DEVELOPED DRAINAGE AREA f s., rw/ .`--5 s25F T N \ ei ,
li . n,,,// � � �� 'DIE OF CONCEN7RA11011�. � - �� -t � ��,
1 SCM#2 7.55 AC (ON SITE) ` °`' FlOW PATM - 'Ir PLAN STATUS
�� ' c, r `� °P»>Ss�c��' � w�\` 07/13/23 INITIAL SUBMISSION
4 ��� III... r\\\\\\irl\I4ilii�':7�, '�.I`/;ii= /�� ` ., As. case..` .,�...01 a� �0�os\ •�' cs`q,�l ` `"��N-, of os , �,'.` ,
POST DEVELOPED DRAINAGE AREA U
Pri
-,
--- „ ......-.-,...1.1,,.....
�� � I SCM#2 14.15 AC OVERALL) __ � ,5o � �� ` r�a,.. i,
DATE OESGRIPTION
✓� '� )1 (INCLUDING FUTURE PHASE) 1 , ' ‘1.°- , 1( \� (� �� c III Igo �,v��; _ cB Ce cEP
/ v��'�� // v'°� __, � - 1r e v v se v N_� �" '�Saq DESIGN DRANM CHKD
_ I, s' � ,n�z v L �,o / „%_1` a SCALE H:
I e 1 4. �s3' GRAPHIC SCALE Joe No. 220164-01-007
�1111 � aasss Ity �i. �`.4
— a // I I I l 1 )) �/ �� `VA., ' �e- I�� �_ �_ ,.‘� c,� e��s '�� ��e� �eN o°Nj ," o Aso
�� .';,',Z----, --;--a.::4 i 1. � � ° %� .'�,, Na`�,,��s�� � DATE JULY 13, 2023
..‘ ) )//t1;<7
h
., I\ ,, ;--,„.,,s\
„ 1 )))7//»fd/ /- ,,/�� I�' ° es 1� �� �� J •;/h �n( N eeEz) ni _ 1 t lil �� r nKig,,,gillitip\-.11'1'..
( e �y�,.�'/�../Alb, '`� ) / : 1inch— 30 1t, �_ _ �, � SHEET
�U,
Cad fie none:\G r 64-Stanegate\220164-0I-007(ENG)-Tumberry South-Raeford NC\Engineerng\Engineerng Plans\Construction Drawings\220164-01-067-O(P_CPAeg

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1 Project Name Turnberry South Phase 1
2 Project Area(ac) 18.926
3 Coastal Wetland Area(ac) -
4 :Surface Water Area(ac) 0
5 Is this project High or Low Density? High
6 Does this project use an off-site SCM? No
COMPLIANCE WITH 02H.1003(4)
_ 7 'Width of vegetated setbacks provided(feet) 30
8 Will the vegetated setback remain vegetated? Yes
_ 9 If BUA is proposed in the setback,does it meet NCAC 02H.1003(4)(c-d)? No
10 'Is streambank stabilization proposed on this project? No
NUMBER AND TYPE OF SCMs:
11 'Infiltration System I 0
12 Bioretention Cell 1 _
13 Wet Pond 1
14 Stormwater Wetland 0
15 Permeable Pavement 0
16 Sand Filter 0
17 Rainwater Harvesting(RWH) 0 18 Green Roof 0
19 Level Spreader-Filter Strip(LS-FS) 0
20 Disconnected Impervious Surface(DIS) 0
21 Treatment Swale 0
22 Dry Pond 0
23 I StormFilter 0
24 Silva Cell 0
25 Bayfilter 0
26 Filterra 0
FORMS LOADED
DESIGNER CERTIFICATION
27 Name and Title: Carlo Pardo,PE
28 Organization: Bowman North Carolina,Ltd.
29 Street address: 4006 Barrett Drive,Suite 104
30 City,State,Zip: Raleigh,NC 27609
31 Phone number(s): 919-553-6570
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
\\�� .
� .........
0 A Royy''%
Q�F E S Ip4/4*-.
- SEAL — Signature of Designer
051571
•�••FNciNC-F--•oo
//������1�I IEsemo\\\\ Date

DRAINAGE AREAS
1 Is this a high density project? Yes
2 If so,number of drainage areas/SCMs 2
3 Does this project have low density areas? No
4 If so,number of low density drainage areas 0
Is all/part of this project subject to previous rule
5 versions? No
FORMS LOADED
DRAINAGE AREA INFORMATION Entire Site 1 2
4 Type of SCM Wet Pond BioRetention
5 Total drainage area(sq ft) 819110 sf 403800 328663
6 Onsite drainage area(sq ft) 819110 sf 403800 328663
7 Offsite drainage area(sq ft) _
8 Total BUA in project(sq ft) 328769 sf 208172 sf 120597 sf
New BUA on subdivided lots(subject to permitting).
9 (sq ft) $ 216000 sf 120000 sf 96000 sf
New BUA not on subdivided lots(subject to
10 permitting)(sf) 112769 sf 88172 sf 24597 sf
11 Offsite BUA(sq ft)
12 Breakdown of new BUA not on subdivided lots:
-Parking(sq ft) _
-Sidewalk(sgft) 22515 sf 17159 sf 5356 sf
-Roof(sq ft)
-Roadway_(sq ft) 90254 sf 71013 sf 19241 sf
-Future(sq ft)
I -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 I,permitting)(sq ft)
16 •Existing BUA that is already permitted(sq ft)
17 Existing BUA that will be removed(sq ft)
18 Percent BUA 40.14% 51.6% 36.7%
19 jDesign storm(inches) 1.0 in 1.0 in
• 20 Design volume of SCM(cu ft) 19332 cf 26625 cf
21 Calculation method for design volume Simple Method Simple Method
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
22 drainage area(s):
There is 7,454 sf(0.171 ac)of surface water area.The bioretention pond has
been designed for an area of 616,411 sf with an impervious area of
266,449sf.This future phase includes an additional 287,748 sf.of drainage
area with an additional impervious area of 145,848 sf.

WET POND
1 Drainage area number 1
2 Minimum required treatment volume(cu ft) 17295 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 Yes
side sloes?
IllAre the inlets,outlets.and receiving stream protected from erosion Yes
10- ear storm)?
Is there an overflow or bypass for inflow volume in excess of the 1NB
Yes
desi•n volume?
9 What is the method for dewatering the SCM for maintenance? i Pump(preferred
10 If a..licable,will the SCM be cleaned out after construction? Yes
1 Does the maintenance access comply with General MDC(8)? Yes
®Does the drainage easement comply with General MDC(9)? Yes a
If the SCM is on a single family lot,does(will?)the plat comply with
13 General MDC(10)? N/A
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 rofessional? 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 220.00
removal)Sfmsl)21 Elevation of the main pool bottom(top of sediment removal)(fmsl) 221.00
22Elevation of the bottom of the vegetated shelf(fmsl) 226.50
®Elevation of the permanent pool(fmsl) 227.00
24 Elevation of the top of the vegetated shelf(fmsl) 227.50
25 Elevation of the temporary pool(fmsl) 228.30
' _r_ 26 Surface area of the main permanent pool(square feet) 9630
27 Volume of the main permanent pool(cubic feet) 41228 cf
28jAverage depth of the main pool(feet) 4.67 ft
29'Average depth equation used _ Equation 3
30 If using equation 3,main pool perimeter(feet) 446.0 ft
31 If using equation 3,width of submerged veg.shelf(feet) 3.0 ft
32 Volume of the forebay(cubic feet) 7830 cf
33 Is this 15-20%of the volume in the main pool? Yes
34 Clean-out depth for forebay(inches) 12 in
35 Design volume of SCM(cu ft) 19332 cf _
36 Is the outlet an orifice or a weir? Orifice
37 If orifice,orifice diameter(inches) I 2.00 in I
38 If weir,weir height(inches)
39 If weir,weir length(inches)
40 Drawdown time for the temporary pool(days) 2.55
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? Yes
43 Depth of forebay at entrance(inches) 30 in
44 Depth of forebay at exit(inches) 24 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?
Does the pond minimize impacts to the receiving channel from the 1-
49 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 Hybrid Bermuda
54 Has a planting plan been provided for the vegetated shelf? Yes
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
551wet pond(s):
Wet Pond 1 4:45 PM 12/12/2023

Bowman North Carolina, Ltd.
Turnberry South, Hoke County, NC
Curve Number Calculation (CN)
Pre-Developed Conditions(Wet Pond #1)
Drainage Area(acres): 9.27
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A NoB/WaB Norfolk/Wagram Loamy Sand 5.17 56%
C BaD Blaney Loamy Sand 4.10 44%
Existing Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Wooded -Good Stand A 5.17 50 27.9
Wooded -Good Stand C 4.10 73 32.3
Cumulative Curve#= 60.2

Bowman North Carolina, Ltd.
Turnberry South, Hoke County, NC
Curve Number Calculation (CN)
Post-Developed Conditions(Wet Pond #1)
Drainage Area(acres): 9.27
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A NoB/WaB Norfolk/Wagram Loamy Sand 5.17 56%
C BaD Blaney Loamy Sand 4.10 44%
Existing Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Open Space-Good Condition A 0.00 55 0.0
Open Space-Good Condition C 2.22 77 18.4
Impervious Area 4.78 98 50.5
Cumulative Curve#= 69.0

Proposed Wet Pond
Project Information
Project Name: Turnberry South
Project#: 220164-01-007
Designed by: CP Date: 6/16/2023
Revised by: CB Date: 12/6/2023
Checked by: Date:
Site Information
Sub Area Location: Drainage To Proposed Wet Pond
Drainage Area (DA) = 9.27 Acres 403,800 sf
Impervious Area (IA) = 4.78 Acres 208,172 sf
Percent Impervious (I) = 51.55 %
Required Surface Area
Permament Pool Depth: 4.67 ft
SA/DA= 1.408
Min Req'd Surface Area = 5,686 sf(at Permanent Pool)
Required WQv Storage Volume
Design Storm = 1 inch Non-Coastal County
Determine Rv Value = 0.05 + .009 (I) = 0.514 in/in
Storage Volume Required = 17,295 cf(above Permanent Pool)
Elevations
Top of Pond Elevation = 231.00 ft
Temporary Pool Elevation = 228.30 ft
Permanent Pool Elevation = 227.00 ft
Shelf Begining Elevation = 227.50 ft
Forebay Weir= 226.00 ft
Shelf Ending Elevation = 226.50 ft
Bottom Elevation = 221.00 ft
Permanent Pool Area
Area @ Top of Permanent Pool = 9,630 sf
Volume of Temporary Storage = 19,332 cf
Is Permenant Pool Surface Area Sufficient(yes/no)? Yes ( 9630 > 5686 ) sf
Volume of Storage for Design Storm = 19,332 Yes ( 19332 > 17295 ) cf

Incremental Drawdown Time
STORMWATER POND
INCREMENTAL DRAWDOWN METHOD-Water Quality Volume
Project Information
Project Name: Turnberry South
Project#: 220164-01-007
Designed by: CP Date: 6/16/2023
Checked by: CB Date: 12/12/2023
Water Quality Orifice
*Incremental Determination of Water Quality Volume Drawdown Time
A
Zone 3 Q3=0.0437 CD*D2(Z-D/24-Ei)"(1/2)
V
•
Zone 2 Q2=0.372 CD*D*(Z-Ei)^(3/2)
♦
Zone 1 Q1 =0
•
Orifice Diameter(D)= 2 in
Cd= 0.6
Ei= 227 Orifice Inv.
Zone 1 Range= 0.00 to 227
Zone 2 Range= 227 to 227.1
Zone 3 Range= 227.1 to 228
Incremental Drawdown Method
Contour Incremental Drawdown
Countour Area Volume Stage,Z Zone Q Time
sq ft cu ft ft cfs min
227.00 _ 13,600 0 0.00 _ 2.00 0.000 --
227.50 _ 14,740 7,085 0.50 _ 3.00 0.068 1,744
228.00 _ 15,450 7,548 1.00 _ 3.00 0.100 1,253
228.30 15,880 4,700 2.00 3.00 0.116 677
Total -- 19,333 -- -- -- 3,674
Drawdown Time=Incremental Volume/Q/60sec/min
Summary
Total Volume= 19,333 cf
Total Time= 3,674 min
Total Time= 2.55 days
12/12/2023 Prop Wet Pond#1-new design(Montrose).xls 1 of 1

Project: Pond #4 Date: 12/12/2023
Main-Pond Contours-Volumes
Elevation Main-Pond Incremental Vol. Accumulated Vol. Description
227 9,630 4,598 41,228 A2 (Perm_Pool)
226.5 8,760 4,310 36,630 Al (Bottom_Shelf)
226 8,480 8,045 32,320
225 7,610 7,210 24,275
224 6,810 6,430 17,065
223 6,050 5,680 10,635
222 5,310 4,955 4,955
221 4,600 0 0 A3 (Bottom_Pond)
Forebay Contours-Volumes
Elevation FB1 FB2 FB3 Total-Areas Incremental Vol. Accumulated Vol.
227 3,760 3,760 1,835 7,830
226.5 3,580 3,580 1,748 5,995
226 3,410 3,410 3,155 4,248
225 2,900 2,900 1,093 1,093
224.5 1,470 1,470 0 0
Forebay Volume 19.0% *Between 15% &20%
Average Depth (Option 1) 4.18 *At least 3'average depth
Average Depth Calculation (Option 2)
Vpp 41,228
permeter of shelf 446
width of shelf 3
Al (Bottom_Shelf): 8,760
Average Depth = 4.67

Proposed Wet Pond
Project Information
Project Name: Turnberry South
Project#: 220164-01-007
Designed by: CP Date: 6/16/2023
Revised by: CB Date: 12/12/2023
Checked by: Date:
Site Information
Sub Area Location: Drainage to Proposed Pond
Drainage Area (DA) = 9.27 Acres
Impervious Area (IA) = 4.78 Acres
Percent Impervious (I) = 51.55 % (Drainage Area)
Orifice Sizing
Orifice Size = 2.00 in (Diameter)
Drawdown Time = 2.55 days (Incremental Draw Down Method)
less than 5 days (yes/no) ? yes
greater than 2 day(yes/no) ? yes
Anti-Flotation Device
4'x 4' Outlet Structure
Area: 16.0 sf
Volume: 160.0 cf (Water Displaced -Top of Pond to Bottom of Pond)
Weight: 9984 lbs
Factor of Safety 1.20
WT Req'd of Anti-Flotation Device: 11,981 lbs
Volume of Concrete Req'd: 79.9 cf (Unit WT of Concrete = 150 pcf)
Volume Provided: 85.5 cf (4'x4' riser x 3' =48sf, 5'x5'footing x 1.5' =37.5cf)

I
I / \ STORMWATER : : i
tii,...(
� � i�1 � � �a,I
.. \\\,,
/ \ \ —
/ \\\ �— �34 1 I \ \\ i-D
�
l
_ ...„,
__,
„\\
RIP RAP DISSIPATER PAD - N----.. ,---10e7: :::mi.., ' lit
\-- WIDTH=7.5' \ ILENGTH=6.0 __ ' I THICKNESS=12" _ I 7RI�AP CLASS=A \\ \\ \\ / 1I I\
' FES INV=226.7 ,�'��� � 4. \\ \ left�g p
/---
\ •
SEEPAGE COLLAR\\/ lip,IN' \ \ =\ I I./ I � 'IftII:�J.)
,) \
, 7 7
:„ \____,_ ______,
._.
\r 18" OUTLET PIPE \ �p ' / / /,A REFER TO DETAILS \ \ ` _/ j ' i //\ ON THISSHEET I l N (1H.,.../ Q7_,
, { / /
\ \ 1 \\
\ ) ' I / /// (/
I \ 1 1 i / • ) 1 ' I II 1 � �' / / I I I I / / / r_________,)
\ OUTLET CONTROL 1 1 I '
\ STRUCTURE REFER 1 ' I \ I I 1/,,,,,,
I
TO DETAILS ON 1 • I ►� I / i
/ I/THIS SHEET \ \ I / / / /
I I / / MAIN POND AREA
I • [I ) /
�Y G'
SOD AREAS ABOVE \J N / � 1/1 1 1 it / / l I /
VEGETATIVE SHELF I h' I / 1'� 111 44 / '
ELEVATION E 227.5 ' 1 I / / / 1 e"'�O ar�lli ( / / I
/ J / / I 1I 7 I / / I �Ip s�I��=- CLASS B RIP-RAP /
I / / // 1 / / / J /I{i,.. AT FOREBAY WEIR
---' TOP OF / ////� //� 7-_I/ L I\ ///// /// r1/
- —— EMBANKMENT • i / i _ // / / \ I'Ij ;lfrmte! � J, l / i
liNalifil i i ( 1 I / •
i ft(_ kgt,w■„�1_, , INLET PIPE WITH
/\�/ ./ /\ O �� L 111j���I%.lph1i,��1(J/RIP--REAP APRON
LITORAL SHELF // �� �i', -�Il,I �.�1,•�1 ( / // (,
AREA=1,730 SF U -�' . .0 i /
REFER TO DETAIL I / \ �—��'m-� '' RIP RAP DISSIPATER PAD
FOR PLANTINGS �� 2 � //1 1 ��IN,1 WIDTH=18.0'
J , \\ 7;Imf.t,
HI =2
—J STTER,�MANT • bZEASEMENT / REA /
�;�� __�__�,��I I l
GRAPHIC SCALE
30 0 15 30 60 120
PLAN VIEW
( IN FEET )
1 inch = 30 ft.
\ J

STAGE/STORAGE TABLE
STAGE (FT) ELEVATION (FT) CONTOUR AREA INCREMENTAL TOTAL STORAGE
(SF) STORAGE (CF) (CF)
0.0 227.0 13,600 0 0
0.5 227.5 14,740 7,085 7,085
1.0 228.0 15,450 7,548 14,633
1.3 228.3 15,880 4,700 19,332 (WQV)
2.0 229.0 16,890 11,470 30,802
3.0 230.0 18,310 17,600 48,402
4.0 231.0 19,610 18,960 67,362
tSTORMWATER MANAGEMENT DESIGN WET DETENTION POND:
RIVER BASIN: CAPE FEAR
RECEIVING STREAM: BEAVER CREEK
STREAM INDEX: 18-31-19-5
STREAM CLASS: C
HUC: 0303000406
PROJECT COORDINATES: 35.009339°N, -79.160924°W
POND DESIGN SUMMARY
DRAINAGE AREA TO POND: 9.27 ACRES
SITE IMPERVIOUS AREA TO POND: 4.78 ACRES
OFF-SITE DESIGN IMPERVIOUS AREA TO POND: 0.0 ACRES
TOTAL DESIGN IMPERVIOUS AREA TO POND: 4.78 ACRES
PRE-DEVELOPED POST-DEVELOPED POST DEVELOPED
TO POND TO POND THROUGH POND
DRAINAGE AREA: 9.27 AC 9.27 AC
CURVE NUMBER: 60.2 69.0
TIME OF CONCENTRATION: 21.8 MIN 5 MIN
1.0" STORM EVENT: 0.026 CFS 0.000 CFS
1-YEAR STORM EVENT: 1.982 CFS 10.51 CFS 0.109 CFS
2-YEAR STORM EVENT: 4.496 CFS 16.63 CFS 0.572 CFS
10-YEAR STORM EVENT: 14.44 CFS 35.92 CFS 5.850 CFS
\100-YEAR STORM EVENT: 34.76 CFS 71.38 CFS 14.66 CFS J
r SHALLOW LAND ZONE
HERBACEOUS PLANTS 1 SHALLOW WATER ZONE
i o HERBACEOUS PLANTS
9 9 V POND
(NORMAL POOL)
1 I_
6
TYPICAL LITTORAL SHELF VEGETATION DETAIL
SCALE: N.T.S.
SCIENTIFIC NAME COMMON NAME PLANTING ZONE QUANTITY NURSERY CONTAINER SPACING PLANTING SEASON
TYPE
Jancus effesus Soft Rush SHALLOW LAND 75 PEAT POT 6' O.C. SPRING/SUMMER
Iris virginica Blue Flag Iris SHALLOW LAND 75 PEAT POT 6' O.C. SPRING/SUMMER
Schoenoplectus tabernaemontani Soft Stem Bulrush SHALLOW LAND 75 PEAT POT 6' O.C. SPRING/SUMMER
Eupatoriadelphus maculates Spotted Trumpetweed SHALLOW WATER 75 PEAT POT 6' O.C. SPRING/SUMMER
Eupatoriadelphus fistulosus Joe-Pye Weed SHALLOW WATER 75 PEAT POT 6' O.C. SPRING/SUMMER
Rhynchospora colorata Starrush Whitetop SHALLOW WATER 75 PEAT POT 6' O.C. SPRING/SUMMER
TYPICAL LITTORAL SHELF PLANTING SCHEDULE

!
@m § ; 2! °
§ g2 : g2 /
, # 7 !! ;
mr § :® `
§ ` 2mk
P., , P k72§
20
/§§
° ® §
hh ll ;
II ;,,a 2
- ` - II //\ d
w 8A «®2 .
)TRIG 11 ;! 1
.40 i ` �
= m
\ At
,limp Mg 4
' 'i
p41T .t'
88m,;\/(§ _ - ° hi
014W MOP -'
m§§
I 2 �° !m,
-- Eln
�•
�
I ;k:\;�(&, �
'\\ - ;
2 q
. o !Q: ; 2k 11 -
(k/k '
M OM *\|k 1 \)§6 \j
2 4 4,�` I -
?� ¢g e r
§ `V; II - f ; ; \
■ � � � \ } \ \ §
§ R
1 @m$ k ) \ ) l E. k
1 ) M2! °
WsI ° ° °
— m i
j}�\\ R \Km` m7— \
- F< = \ 28'
l`O °
2!$! ;_'-
5R
° 'i n.
` ■42
m3§)
§\�2
11
,12
` `
®2
2
II 2=:#m
;;i
/(

N
111
111 01
HJ
O
, O
1 <
m z o
rn Ci M r$i
0
COrn
j z
0
m M rn
I. 23 2
N -0m o
d
•
U f T 1 A
n
m? 2 m mm m M
I,A m
cr, M 11
O<pa
IIo
m
O
o A
D
MI
All .
Z n 1 N<
m Z O I I
O mm Iv
A ti N
m .,
cox O
n.<r
m m
—1m
m
o
mm m 1 I m
x
-co os
O
C) O
< p
M
2 N m 2
D m o Om 23
0~
M z <O m m CO 0
0 m II m o
N\m < n
D=
NJ A X 2 1 1 II m
<3> 0 ti ti N y y
?O O
m
x 0,
cn m m
▪m
� 1 0 o
27 2ti m
rn o rn mr�,
D C m m c
ti Z D M
O 0< n
II xi Ps O
1 1 vnm n omn
m z
-1 ?J x D
m 0
� o
D c mfl�N+l
ro
mo m m m c
0,v)
<no mmc�>m
Iv 1 1• �M < o
<po
cn• m''+ o �Ao
zN z Ps
D
n o m pa z
z r, z D rn z
m2 0� ino
n N, m
y
o o m Ps \l
niiiik
\
2

ti
a
4
a Na
u .O
Na
O ti
C ti
M
O
LIWV
--I
33
N
C
z
z
m Ao
C 2�
M o0
co ca
I— ilf
xm
M A Z
D O
z
In
2
0
1
O
A
n
n
A
ti
K
A
A
F
A
O
Z
v
71
II
N
V
O
N 0
M N A.,
Z rras
Z Z n
N
A Z n
D A O
A
=
C_) ND
Z y N as
IT1
13 A
m
n as
➢
m z Z m
ra
n ten
n c x M
c m z
UI C-o O
A 2 0
_ f
m z z n V)
0 O y
II v O X.X.
N<A.r
,"F
oc) z-P.
➢N O
A 0 O
D D�1 n
~2 I-9 n
O 1 n A
m f

SPILLWAY FLOW LONG H B W SS CHANNEL LINING TOP OF EMBANKMENT SPILLWAY ELEVATION
Q(100) SLOPE(%) ELEVATION
GRASS STRAW WITH NET NAG
14.66 CFS 33.3% 0.5' 10.0' 13.0' 3:1 231.0 230.5
SPILLWAY SHOREMAX W/ P300
w
EXTEND LINING TO EXTEND LINING TO
TOP OF SPILLWAY TOP OF SPILLWAY TOP OF EMBANKMENT 231.0
SS H CHANNEL LINING
S SPILLWAY ELEVATION-230.5
MATTING SHALL BE AS NOTED
OR APPROVED EQUAL. B ►{
GRASS SPILLWAY DETAILI GRASS SOD ON SPILLWAY
AND SIDE SLOPES

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 3 Peak Flow Period
Post Through Pond 12.37 - 12.03 = 0.34 - 1 hour
Hydrograph type = Reservoir Peak discharge = 14.66 cfs
Storm frequency = 100 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 143,104 cuft
Inflow hyd. No. = 2 - BMP Post-DevelorRdservoir name = BMP Pond
Max. Elevation = 230.73 ft Max. Storage = 62,310 cuft
Storage Indication method used.
Hydrograph Discharge Table (Printed values>=1.00%ofQp.)
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.77 23.63 228.36 0.753 0.104 0.647 0.752
11.80 29.25 228.54 2.126 0.099 2.019 2.118
11.83 37.64 228.76 4.344 0.085 4.247 4.332
11.87 48.50 229.04 6.593 0.063 6.129 0.401 6.593
11.90 61.25 229.36 9.934 0.031 5.250 4.651 9.931
11.93 71.38 « 229.73 11.80 0.018 4.742 7.027 11.79
11.97 70.53 230.12 13.07 0.012 4.569 8.478 13.06
12.00 56.22 230.44 13.93 0.010 4.535 9.367 13.91
12.03 35.75 230.64 14.45 0.008 4.351 9.449 0.595 14.40
12.07 19.84 230.72 14.66 0.007 4.261 9.421 0.950 14.64
12.10 12.39 230.73 « 14.68 0.007 4.249 9.413 0.986 14.66
12.13 10.22 230.71 14.63 0.008 4.275 9.432 0.903 14.62
12.17 9.807 230.68 14.56 0.008 4.308 9.445 0.783 14.54
12.20 9.414 230.65 14.48 0.008 4.339 9.448 0.649 14.44
12.23 9.019 230.62 14.40 0.008 4.372 9.451 0.507 14.34
12.27 8.620 230.59 14.31 0.008 4.412 9.462 0.359 14.24
12.30 8.215 230.55 14.21 0.009 4.462 9.483 0.205 14.16
12.33 7.809 230.51 14.11 0.009 4.515 9.505 0.042 14.07
12.37 7.399 230.47 14.01 0.009 4.532 9.439 13.98
12.40 6.986 230.43 13.90 0.010 4.536 9.339 13.88
Continues on next page...

11
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.43 6.570 230.38 13.78 0.010 4.537 9.222 13.77
12.47 6.150 230.34 13.65 0.010 4.533 9.083 13.63
12.50 5.729 230.29 13.52 0.011 4.532 8.941 13.48
12.53 5.340 230.24 13.39 0.011 4.538 8.800 13.35
12.57 5.049 230.19 13.25 0.011 4.548 8.656 13.22
12.60 4.867 230.13 13.10 0.012 4.565 8.511 13.09
12.63 4.752 230.08 12.95 0.012 4.582 8.357 12.95
12.67 4.659 230.03 12.80 0.013 4.597 8.188 12.80
12.70 4.566 229.98 12.65 0.014 4.616 8.009 12.64
12.73 4.472 229.92 12.49 0.014 4.639 7.815 12.47
12.77 4.378 229.87 12.31 0.015 4.666 7.610 12.29
12.80 4.283 229.82 12.13 0.016 4.694 7.396 12.11
12.83 4.188 229.76 11.92 0.017 4.725 7.161 11.90
12.87 4.093 229.71 11.70 0.018 4.756 6.920 11.69
12.90 3.997 229.66 11.48 0.019 4.796 6.656 11.47
12.93 3.901 229.61 11.25 0.020 4.837 6.391 11.25
12.97 3.805 229.56 11.02 0.022 4.894 6.101 11.02
13.00 3.708 229.51 10.79 0.023 4.953 5.811 10.79
13.03 3.616 229.46 10.54 0.025 5.030 5.484 10.54
13.07 3.537 229.42 10.30 0.027 5.110 5.154 10.29
13.10 3.474 229.37 10.03 0.030 5.212 4.781 10.02
13.13 3.419 229.33 9.753 0.032 5.323 4.395 9.751
13.17 3.368 229.28 9.456 0.035 5.451 3.968 9.455
13.20 3.316 229.24 9.122 0.039 5.607 3.474 9.120
13.23 3.265 229.20 8.803 0.043 5.755 3.003 8.801
13.27 3.213 229.17 8.342 0.048 5.941 2.352 8.341
13.30 3.161 229.13 7.895 0.052 6.120 1.721 7.893
13.33 3.109 229.10 7.481 0.057 6.285 1.139 7.480
Continues on next page...

12
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
13.37 3.057 229.08 7.097 0.060 6.234 0.802 7.096
13.40 3.004 229.05 6.742 0.062 6.160 0.519 6.741
13.43 2.952 229.02 6.412 0.064 6.091 0.257 6.412
13.47 2.900 229.00 6.107 0.066 6.027 0.014 6.107
13.50 2.847 228.98 5.906 0.066 5.839 5.905
13.53 2.795 228.96 5.718 0.066 5.651 5.718
13.57 2.749 228.94 5.539 0.066 5.472 5.539
13.60 2.707 228.92 5.427 0.068 5.355 5.423
13.63 2.669 228.90 5.340 0.070 5.262 5.332
13.67 2.631 228.88 5.254 0.072 5.171 5.243
13.70 2.594 228.86 5.162 0.074 5.073 5.147
13.73 2.556 228.84 5.017 0.076 4.925 5.002
13.77 2.518 228.82 4.878 0.078 4.784 4.862
13.80 2.480 228.80 4.745 0.080 4.648 4.729
13.83 2.443 228.79 4.613 0.082 4.514 4.596
13.87 2.405 228.77 4.441 0.084 4.343 4.427
13.90 2.367 228.76 4.279 0.085 4.183 4.268
13.93 2.329 228.75 4.127 0.087 4.032 4.119
13.97 2.290 228.73 3.983 0.088 3.889 3.978
14.00 2.252 228.72 3.848 0.089 3.755 3.845
14.03 2.217 228.71 3.733 0.090 3.636 3.726
14.07 2.188 228.70 3.625 0.091 3.524 3.615
14.10 2.169 228.69 3.523 0.092 3.418 3.510
14.13 2.154 228.68 3.428 0.092 3.319 3.411
14.17 2.142 228.67 3.338 0.093 3.226 3.319
14.20 2.129 228.66 3.255 0.093 3.139 3.232
14.23 2.116 228.65 3.176 0.094 3.057 3.151
14.27 2.103 228.65 3.103 0.094 2.983 3.077
Continues on next page...

13
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
14.30 2.090 228.64 3.034 0.095 2.916 3.011
14.33 2.077 228.63 2.969 0.095 2.853 2.948
14.37 2.064 228.63 2.907 0.095 2.793 2.888
14.40 2.051 228.62 2.849 0.096 2.736 2.832
14.43 2.038 228.62 2.793 0.096 2.682 2.778
14.47 2.025 228.61 2.741 0.096 2.631 2.728
14.50 2.012 228.61 2.691 0.096 2.583 2.679
14.53 1.999 228.60 2.644 0.097 2.537 2.634
14.57 1.986 228.60 2.599 0.097 2.493 2.590
14.60 1.973 228.59 2.556 0.097 2.452 2.549
14.63 1.960 228.59 2.515 0.097 2.412 2.509
14.67 1.947 228.58 2.476 0.098 2.374 2.471
14.70 1.934 228.58 2.439 0.098 2.338 2.435
14.73 1.920 228.58 2.408 0.098 2.306 2.404
14.77 1.907 228.57 2.378 0.098 2.275 2.373
14.80 1.894 228.57 2.349 0.098 2.246 2.344
14.83 1.881 228.57 2.321 0.098 2.217 2.315
14.87 1.868 228.56 2.294 0.098 2.190 2.288
14.90 1.854 228.56 2.268 0.098 2.163 2.261
14.93 1.841 228.56 2.243 0.098 2.137 2.236
14.97 1.828 228.55 2.218 0.098 2.112 2.211
15.00 1.815 228.55 2.194 0.099 2.088 2.186
15.03 1.801 228.55 2.171 0.099 2.064 2.163
15.07 1.788 228.55 2.148 0.099 2.041 2.140
15.10 1.775 228.54 2.126 0.099 2.019 2.118
15.13 1.761 228.54 2.105 0.099 1.997 2.096
15.17 1.748 228.54 2.084 0.099 1.976 2.075
15.20 1.735 228.54 2.064 0.099 1.955 2.054
Continues on next page...

14
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
15.23 1.721 228.53 2.044 0.099 1.935 2.034
15.27 1.708 228.53 2.024 0.099 1.915 2.014
15.30 1.694 228.53 2.005 0.099 1.895 1.994
15.33 1.681 228.53 1.986 0.099 1.876 1.975
15.37 1.667 228.53 1.968 0.099 1.857 1.956
15.40 1.654 228.52 1.949 0.099 1.839 1.938
15.43 1.641 228.52 1.932 0.099 1.821 1.920
15.47 1.627 228.52 1.914 0.099 1.803 1.902
15.50 1.613 228.52 1.897 0.099 1.785 1.885
15.53 1.600 228.51 1.880 0.100 1.768 1.867
15.57 1.586 228.51 1.863 0.100 1.751 1.850
15.60 1.573 228.51 1.846 0.100 1.734 1.833
15.63 1.559 228.51 1.831 0.100 1.718 1.818
15.67 1.546 228.51 1.817 0.100 1.703 1.803
15.70 1.532 228.51 1.803 0.100 1.688 1.788
15.73 1.519 228.50 1.789 0.100 1.674 1.773
15.77 1.505 228.50 1.775 0.100 1.659 1.759
15.80 1.491 228.50 1.761 0.100 1.644 1.744
15.83 1.478 228.50 1.747 0.100 1.630 1.730
15.87 1.464 228.50 1.733 0.100 1.615 1.715
15.90 1.450 228.49 1.720 0.100 1.601 1.701
15.93 1.437 228.49 1.706 0.100 1.587 1.687
15.97 1.423 228.49 1.692 0.100 1.572 1.672
16.00 1.409 228.49 1.679 0.100 1.558 1.658
16.03 1.397 228.49 1.665 0.100 1.544 1.644
16.07 1.387 228.49 1.651 0.100 1.530 1.630
16.10 1.379 228.48 1.638 0.100 1.516 1.616
16.13 1.374 228.48 1.625 0.100 1.502 1.603
Continues on next page...

15
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
16.17 1.369 228.48 1.613 0.100 1.489 1.590
16.20 1.365 228.48 1.601 0.100 1.477 1.577
16.23 1.360 228.48 1.590 0.101 1.465 1.565
16.27 1.355 228.48 1.579 0.101 1.453 1.554
16.30 1.351 228.47 1.568 0.101 1.442 1.543
16.33 1.346 228.47 1.558 0.101 1.431 1.532
16.37 1.341 228.47 1.548 0.101 1.421 1.521
16.40 1.337 228.47 1.538 0.101 1.411 1.511
16.43 1.332 228.47 1.528 0.101 1.401 1.501
16.47 1.327 228.47 1.519 0.101 1.391 1.492
16.50 1.322 228.47 1.510 0.101 1.382 1.482
16.53 1.318 228.47 1.502 0.101 1.373 1.473
16.57 1.313 228.46 1.493 0.101 1.364 1.465
16.60 1.308 228.46 1.485 0.101 1.355 1.456
16.63 1.303 228.46 1.477 0.101 1.347 1.448
16.67 1.298 228.46 1.469 0.101 1.339 1.439
16.70 1.294 228.46 1.462 0.101 1.331 1.431
16.73 1.289 228.46 1.454 0.101 1.323 1.424
16.77 1.284 228.46 1.447 0.101 1.315 1.416
16.80 1.279 228.46 1.440 0.101 1.308 1.409
16.83 1.275 228.46 1.433 0.101 1.300 1.401
16.87 1.270 228.46 1.426 0.101 1.293 1.394
16.90 1.265 228.45 1.419 0.101 1.286 1.387
16.93 1.260 228.45 1.413 0.101 1.279 1.380
16.97 1.256 228.45 1.406 0.101 1.272 1.373
17.00 1.251 228.45 1.400 0.101 1.265 1.367
17.03 1.246 228.45 1.393 0.101 1.259 1.360
17.07 1.241 228.45 1.387 0.101 1.252 1.354
Continues on next page...

16
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
17.10 1.236 228.45 1.381 0.101 1.246 1.347
17.13 1.232 228.45 1.375 0.101 1.240 1.341
17.17 1.227 228.45 1.369 0.101 1.233 1.335
17.20 1.222 228.45 1.363 0.101 1.227 1.328
17.23 1.217 228.45 1.357 0.101 1.221 1.322
17.27 1.212 228.45 1.352 0.101 1.215 1.316
17.30 1.208 228.44 1.346 0.101 1.209 1.310
17.33 1.203 228.44 1.340 0.101 1.203 1.305
17.37 1.198 228.44 1.335 0.101 1.197 1.299
17.40 1.193 228.44 1.329 0.101 1.192 1.293
17.43 1.188 228.44 1.324 0.101 1.186 1.287
17.47 1.183 228.44 1.318 0.101 1.180 1.282
17.50 1.179 228.44 1.313 0.101 1.175 1.276
17.53 1.174 228.44 1.308 0.101 1.170 1.271
17.57 1.169 228.44 1.303 0.101 1.165 1.266
17.60 1.164 228.44 1.297 0.102 1.160 1.262
17.63 1.159 228.44 1.292 0.102 1.155 1.257
17.67 1.154 228.44 1.287 0.102 1.150 1.252
17.70 1.149 228.44 1.282 0.102 1.146 1.247
17.73 1.145 228.43 1.277 0.102 1.141 1.242
17.77 1.140 228.43 1.271 0.102 1.136 1.237
17.80 1.135 228.43 1.266 0.102 1.131 1.233
17.83 1.130 228.43 1.261 0.102 1.126 1.228
17.87 1.125 228.43 1.256 0.102 1.121 1.223
17.90 1.120 228.43 1.251 0.102 1.116 1.218
17.93 1.115 228.43 1.245 0.102 1.112 1.213
17.97 1.111 228.43 1.240 0.102 1.107 1.208
18.00 1.106 228.43 1.235 0.102 1.102 1.204
Continues on next page...

17
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
18.03 1.101 228.43 1.230 0.102 1.097 1.199
18.07 1.096 228.43 1.225 0.102 1.092 1.194
18.10 1.091 228.43 1.219 0.102 1.087 1.189
18.13 1.086 228.43 1.214 0.102 1.082 1.184
18.17 1.081 228.43 1.209 0.102 1.077 1.179
18.20 1.076 228.42 1.204 0.102 1.073 1.175
18.23 1.071 228.42 1.198 0.102 1.068 1.170
18.27 1.066 228.42 1.193 0.102 1.063 1.165
18.30 1.062 228.42 1.188 0.102 1.058 1.160
18.33 1.057 228.42 1.183 0.102 1.053 1.155
18.37 1.052 228.42 1.177 0.102 1.048 1.150
18.40 1.047 228.42 1.172 0.102 1.043 1.145
18.43 1.042 228.42 1.167 0.102 1.038 1.141
18.47 1.037 228.42 1.162 0.102 1.033 1.136
18.50 1.032 228.42 1.156 0.102 1.029 1.131
18.53 1.027 228.42 1.151 0.102 1.024 1.126
18.57 1.022 228.42 1.146 0.102 1.019 1.121
18.60 1.017 228.42 1.141 0.102 1.014 1.116
18.63 1.012 228.42 1.135 0.102 1.009 1.111
18.67 1.007 228.41 1.130 0.102 1.004 1.106
18.70 1.002 228.41 1.125 0.102 0.999 1.101
18.73 0.997 228.41 1.119 0.102 0.994 1.097
18.77 0.992 228.41 1.114 0.102 0.989 1.092
18.80 0.988 228.41 1.109 0.102 0.984 1.087
18.83 0.983 228.41 1.104 0.102 0.979 1.082
18.87 0.978 228.41 1.098 0.102 0.975 1.077
18.90 0.973 228.41 1.093 0.102 0.970 1.072
18.93 0.968 228.41 1.088 0.103 0.965 1.067
Continues on next page...

18
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
18.97 0.963 228.41 1.082 0.103 0.960 1.062
19.00 0.958 228.41 1.077 0.103 0.955 1.057
19.03 0.953 228.41 1.072 0.103 0.950 1.052
19.07 0.948 228.41 1.067 0.103 0.945 1.047
19.10 0.943 228.41 1.061 0.103 0.940 1.043
19.13 0.938 228.40 1.056 0.103 0.935 1.038
19.17 0.933 228.40 1.051 0.103 0.930 1.033
19.20 0.928 228.40 1.045 0.103 0.925 1.028
19.23 0.923 228.40 1.040 0.103 0.920 1.023
19.27 0.918 228.40 1.035 0.103 0.915 1.018
19.30 0.913 228.40 1.029 0.103 0.910 1.013
19.33 0.908 228.40 1.024 0.103 0.905 1.008
19.37 0.903 228.40 1.019 0.103 0.900 1.003
19.40 0.898 228.40 1.013 0.103 0.895 0.998
19.43 0.893 228.40 1.008 0.103 0.890 0.993
19.47 0.888 228.40 1.003 0.103 0.885 0.988
19.50 0.883 228.40 0.997 0.103 0.880 0.983
19.53 0.878 228.40 0.992 0.103 0.875 0.978
19.57 0.873 228.40 0.987 0.103 0.870 0.973
19.60 0.868 228.39 0.981 0.103 0.865 0.968
19.63 0.863 228.39 0.976 0.103 0.860 0.964
19.67 0.858 228.39 0.971 0.103 0.856 0.959
19.70 0.853 228.39 0.965 0.103 0.850 0.954
19.73 0.848 228.39 0.960 0.103 0.845 0.949
19.77 0.843 228.39 0.955 0.103 0.841 0.944
19.80 0.838 228.39 0.949 0.103 0.836 0.939
19.83 0.833 228.39 0.944 0.103 0.831 0.934
19.87 0.828 228.39 0.939 0.103 0.826 0.929
Continues on next page...

19
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
19.90 0.823 228.39 0.933 0.103 0.821 0.924
19.93 0.818 228.39 0.928 0.103 0.816 0.919
19.97 0.813 228.39 0.922 0.103 0.811 0.914
20.00 0.808 228.39 0.917 0.103 0.805 0.909
20.03 0.803 228.38 0.912 0.103 0.801 0.904
20.07 0.800 228.38 0.906 0.103 0.796 0.899
20.10 0.798 228.38 0.901 0.103 0.791 0.894
20.13 0.797 228.38 0.896 0.103 0.786 0.889
20.17 0.796 228.38 0.891 0.103 0.781 0.885
20.20 0.795 228.38 0.887 0.103 0.777 0.881
20.23 0.794 228.38 0.882 0.103 0.773 0.876
20.27 0.793 228.38 0.878 0.104 0.769 0.872
20.30 0.792 228.38 0.874 0.104 0.765 0.869
20.33 0.791 228.38 0.870 0.104 0.761 0.865
20.37 0.790 228.38 0.866 0.104 0.758 0.861
20.40 0.789 228.38 0.862 0.104 0.754 0.858
20.43 0.788 228.38 0.859 0.104 0.751 0.855
20.47 0.787 228.38 0.855 0.104 0.748 0.851
20.50 0.786 228.38 0.852 0.104 0.745 0.848
20.53 0.785 228.38 0.848 0.104 0.742 0.845
20.57 0.784 228.38 0.845 0.104 0.739 0.842
20.60 0.783 228.38 0.842 0.104 0.736 0.839
20.63 0.783 228.37 0.839 0.104 0.733 0.837
20.67 0.782 228.37 0.836 0.104 0.730 0.834
20.70 0.781 228.37 0.834 0.104 0.728 0.832
20.73 0.780 228.37 0.831 0.104 0.725 0.829
20.77 0.779 228.37 0.828 0.104 0.723 0.827
20.80 0.778 228.37 0.826 0.104 0.721 0.824
Continues on next page...

20
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
20.83 0.777 228.37 0.824 0.104 0.718 0.822
20.87 0.776 228.37 0.821 0.104 0.716 0.820
20.90 0.775 228.37 0.819 0.104 0.714 0.818
20.93 0.774 228.37 0.817 0.104 0.712 0.816
20.97 0.773 228.37 0.814 0.104 0.710 0.814
21.00 0.772 228.37 0.812 0.104 0.708 0.812
21.03 0.771 228.37 0.810 0.104 0.706 0.810
21.07 0.770 228.37 0.808 0.104 0.704 0.808
21.10 0.769 228.37 0.806 0.104 0.702 0.806
21.13 0.768 228.37 0.804 0.104 0.700 0.804
21.17 0.768 228.37 0.803 0.104 0.699 0.803
21.20 0.767 228.37 0.801 0.104 0.698 0.801
21.23 0.766 228.37 0.800 0.104 0.696 0.800
21.27 0.765 228.37 0.799 0.104 0.695 0.799
21.30 0.764 228.37 0.798 0.104 0.693 0.797
21.33 0.763 228.37 0.796 0.104 0.692 0.796
21.37 0.762 228.37 0.795 0.104 0.691 0.795
21.40 0.761 228.37 0.794 0.104 0.689 0.793
21.43 0.760 228.37 0.792 0.104 0.688 0.792
21.47 0.759 228.37 0.791 0.104 0.687 0.791
21.50 0.758 228.37 0.790 0.104 0.686 0.790
21.53 0.757 228.37 0.789 0.104 0.684 0.788
21.57 0.756 228.37 0.788 0.104 0.683 0.787
21.60 0.755 228.37 0.786 0.104 0.682 0.786
21.63 0.754 228.37 0.785 0.104 0.681 0.785
21.67 0.753 228.37 0.784 0.104 0.679 0.783
21.70 0.752 228.37 0.783 0.104 0.678 0.782
21.73 0.751 228.37 0.782 0.104 0.677 0.781
Continues on next page...

21
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
21.77 0.750 228.37 0.781 0.104 0.676 0.780
21.80 0.749 228.37 0.779 0.104 0.675 0.779
21.83 0.748 228.37 0.778 0.104 0.673 0.777
21.87 0.748 228.36 0.777 0.104 0.672 0.776
21.90 0.747 228.36 0.776 0.104 0.671 0.775
21.93 0.746 228.36 0.775 0.104 0.670 0.774
21.97 0.745 228.36 0.774 0.104 0.669 0.773
22.00 0.744 228.36 0.773 0.104 0.668 0.772
22.03 0.743 228.36 0.772 0.104 0.667 0.771
22.07 0.742 228.36 0.771 0.104 0.665 0.770
22.10 0.741 228.36 0.769 0.104 0.664 0.768
22.13 0.740 228.36 0.768 0.104 0.663 0.767
22.17 0.739 228.36 0.767 0.104 0.662 0.766
22.20 0.738 228.36 0.766 0.104 0.661 0.765
22.23 0.737 228.36 0.765 0.104 0.660 0.764
22.27 0.736 228.36 0.764 0.104 0.659 0.763
22.30 0.735 228.36 0.763 0.104 0.658 0.762
22.33 0.734 228.36 0.762 0.104 0.657 0.761
22.37 0.733 228.36 0.761 0.104 0.656 0.760
22.40 0.732 228.36 0.760 0.104 0.655 0.759
22.43 0.731 228.36 0.759 0.104 0.654 0.758
22.47 0.730 228.36 0.758 0.104 0.652 0.757
22.50 0.729 228.36 0.757 0.104 0.651 0.756
22.53 0.728 228.36 0.756 0.104 0.650 0.754
22.57 0.727 228.36 0.755 0.104 0.649 0.753
22.60 0.726 228.36 0.754 0.104 0.648 0.752
22.63 0.725 228.36 0.753 0.104 0.647 0.751
22.67 0.725 228.36 0.752 0.104 0.646 0.750
Continues on next page...

22
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
22.70 0.724 228.36 0.751 0.104 0.645 0.749
22.73 0.723 228.36 0.750 0.104 0.644 0.748
22.77 0.722 228.36 0.749 0.104 0.643 0.747
22.80 0.721 228.36 0.748 0.104 0.642 0.746
22.83 0.720 228.36 0.747 0.104 0.641 0.745
22.87 0.719 228.36 0.746 0.104 0.640 0.744
22.90 0.718 228.36 0.745 0.104 0.639 0.743
22.93 0.717 228.36 0.744 0.104 0.638 0.742
22.97 0.716 228.36 0.743 0.104 0.637 0.741
23.00 0.715 228.36 0.742 0.104 0.636 0.740
23.03 0.714 228.36 0.741 0.104 0.635 0.739
23.07 0.713 228.36 0.740 0.104 0.634 0.738
23.10 0.712 228.36 0.739 0.104 0.633 0.737
23.13 0.711 228.36 0.738 0.104 0.632 0.736
23.17 0.710 228.36 0.737 0.104 0.631 0.735
23.20 0.709 228.36 0.736 0.104 0.630 0.734
23.23 0.708 228.36 0.735 0.104 0.629 0.733
23.27 0.707 228.36 0.734 0.104 0.628 0.732
23.30 0.706 228.36 0.733 0.104 0.627 0.731
23.33 0.705 228.36 0.732 0.104 0.626 0.730
23.37 0.704 228.36 0.731 0.104 0.625 0.729
23.40 0.703 228.36 0.730 0.104 0.624 0.728
23.43 0.702 228.36 0.729 0.104 0.623 0.727
23.47 0.701 228.36 0.728 0.104 0.622 0.726
23.50 0.700 228.36 0.727 0.104 0.621 0.725
23.53 0.699 228.36 0.726 0.104 0.620 0.724
23.57 0.698 228.36 0.726 0.104 0.619 0.723
23.60 0.697 228.35 0.725 0.104 0.618 0.722
Continues on next page...

23
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
23.63 0.696 228.35 0.724 0.104 0.617 0.721
23.67 0.695 228.35 0.723 0.104 0.616 0.720
23.70 0.694 228.35 0.722 0.104 0.615 0.719
23.73 0.693 228.35 0.721 0.104 0.614 0.718
23.77 0.692 228.35 0.720 0.104 0.613 0.717
23.80 0.692 228.35 0.719 0.104 0.612 0.716
23.83 0.691 228.35 0.718 0.104 0.611 0.715
23.87 0.690 228.35 0.717 0.104 0.610 0.714
23.90 0.689 228.35 0.716 0.104 0.609 0.713
23.93 0.688 228.35 0.715 0.104 0.608 0.712
23.97 0.687 228.35 0.714 0.104 0.607 0.711
24.00 0.686 228.35 0.713 0.104 0.606 0.710
24.03 0.548 228.35 0.710 0.104 0.602 0.707
24.07 0.274 228.35 0.698 0.104 0.591 0.695
24.10 0.091 228.35 0.679 0.105 0.570 0.675
24.13 0.000 228.34 0.655 0.105 0.546 0.650
24.17 0.000 228.34 0.630 0.105 0.520 0.625
24.20 0.000 228.33 0.606 0.105 0.495 0.600
24.23 0.000 228.33 0.584 0.105 0.472 0.577
24.27 0.000 228.32 0.562 0.105 0.449 0.554
24.30 0.000 228.32 0.541 0.105 0.427 0.532
24.33 0.000 228.32 0.520 0.106 0.406 0.512
24.37 0.000 228.31 0.501 0.106 0.386 0.492
24.40 0.000 228.31 0.482 0.106 0.367 0.472
24.43 0.000 228.31 0.464 0.106 0.348 0.454
24.47 0.000 228.30 0.447 0.106 0.330 0.436
24.50 0.000 228.30 0.431 0.106 0.313 0.419
24.53 0.000 228.30 0.416 0.106 0.300 0.406
Continues on next page...

24
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
24.57 0.000 228.29 0.401 0.106 0.286 0.392
24.60 0.000 228.29 0.387 0.106 0.273 0.380
24.63 0.000 228.29 0.374 0.106 0.261 0.367
24.67 0.000 228.28 0.361 0.107 0.249 0.355
24.70 0.000 228.28 0.348 0.107 0.237 0.344
24.73 0.000 228.28 0.336 0.107 0.226 0.333
24.77 0.000 228.28 0.324 0.107 0.215 0.322
24.80 0.000 228.27 0.313 0.107 0.204 0.311
24.83 0.000 228.27 0.302 0.107 0.194 0.301
24.87 0.000 228.27 0.291 0.107 0.184 0.291
24.90 0.000 228.27 0.284 0.107 0.177 0.284
24.93 0.000 228.27 0.276 0.107 0.169 0.276
24.97 0.000 228.26 0.269 0.107 0.162 0.269
25.00 0.000 228.26 0.262 0.107 0.155 0.262
25.03 0.000 228.26 0.255 0.107 0.148 0.255
25.07 0.000 228.26 0.248 0.107 0.141 0.248
25.10 0.000 228.26 0.242 0.107 0.134 0.242
25.13 0.000 228.25 0.235 0.107 0.128 0.235
25.17 0.000 228.25 0.229 0.107 0.122 0.229
25.20 0.000 228.25 0.223 0.108 0.116 0.223
25.23 0.000 228.25 0.217 0.108 0.110 0.217
25.27 0.000 228.25 0.212 0.108 0.104 0.212
25.30 0.000 228.25 0.206 0.108 0.098 0.206
25.33 0.000 228.24 0.201 0.108 0.093 0.201
25.37 0.000 228.24 0.195 0.108 0.088 0.195
25.40 0.000 228.24 0.190 0.108 0.082 0.190
25.43 0.000 228.24 0.186 0.108 0.078 0.186
25.47 0.000 228.24 0.183 0.108 0.075 0.183
Continues on next page...

25
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
25.50 0.000 228.24 0.180 0.108 0.072 0.180
25.53 0.000 228.24 0.177 0.108 0.069 0.176
25.57 0.000 228.23 0.173 0.108 0.065 0.173
25.60 0.000 228.23 0.170 0.108 0.062 0.170
25.63 0.000 228.23 0.167 0.108 0.059 0.167
25.67 0.000 228.23 0.165 0.108 0.056 0.164
25.70 0.000 228.23 0.162 0.108 0.053 0.162
25.73 0.000 228.23 0.159 0.108 0.051 0.159
25.77 0.000 228.23 0.156 0.108 0.048 0.156
25.80 0.000 228.23 0.153 0.108 0.045 0.153
25.83 0.000 228.22 0.151 0.108 0.042 0.150
25.87 0.000 228.22 0.148 0.108 0.040 0.148
...End

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
SPILLWAY ANALYSIS
>>>Grass Spillway_
Name Grass Spillway
Discharge 14.66
Peak Flow Period 1
Channel Slope 0.33
Channel Bottom Width 10
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Very Good 80-95%
Soil Type Sandy Loam(GM)
Shoremax - Class C - Mix (Sod & Bunch) - Very Good 80-95%
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Underlying Straight 14.66 cfs 8.69 ft/s 0.17 ft 0.029 8.5 lbs/ft2 3.31 lbs/ft2 2.57 STABLE F
Substrate
Shoremax w/ Straight 14.66 cfs 8.69 ft/s 0.17 ft 0.029 14 lbs/ft2 3.41 lbs/ft2 4.11 STABLE F
P300 Reinforced
Vegetation
Underlying Straight 14.66 cfs 9.27 ft/s 0.15 ft 0.026 5.68 Ibs/ft2 3.1 lbs/ft2 1.83 STABLE F
Substrate
Shoremax w/ Straight 14.66 cfs 9.27 ft/s 0.15 ft 0.026 8.5 lbs/ft2 3.19 lbs/ft2 2.67 STABLE F
P300
Unvegetated

1
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
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 SCS Runoff 1.982 2 730 12,133 BMP Pre-Developed
2 SCS Runoff 10.51 2 718 21,806 BMP Post-Developed
3 Reservoir 0.109 2 1442 20,352 2 228.18 17,509 Post Through Pond
5 SCS Runoff 0.026 2 360 71 BMP Post-Developed
6 Reservoir 0.000 2 n/a 0 5 227.00 70.7 1.0-in Storm Thru Pond
Wet Pond(Turnberry).gpw Return Period: 1 Year Tuesday, 12/ 12/2023

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 1
BMP Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 1.982 cfs
Storm frequency = 1 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 12,133 cuft
Drainage area = 9.270 ac Curve number = 60.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 21.80 min
Total precip. = 3.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Pre-Developed
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
2.00 - 2.00
1.00 - 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 2
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 10.51 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 21,806 cuft
Drainage area = 9.270 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Post-Developed
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
12.00 - 12.00
10.00 - 10.00
8.00 - 8.00
6.00 - 6.00
4.00 4.00
2.00 2.00
0.00 - 1 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 0.109 cfs
Storm frequency = 1 yrs Time to peak = 1442 min
Time interval = 2 min Hyd. volume = 20,352 cuft
Inflow hyd. No. = 2 - BMP Post-Developed Max. Elevation = 228.18 ft
Reservoir name = BMP Pond Max. Storage = 17,509 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
12.00 - 12.00
10.00 - 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 17,509 cuft

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 5
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 0.026 cfs
Storm frequency = 1 yrs Time to peak = 360 min
Time interval = 2 min Hyd. volume = 71 cuft
Drainage area = 9.270 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 1.00 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
BMP Post-Developed
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 - 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 — 0.00
0 60 120 180 240 300 360 420
Hyd No. 5 Time (min)

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 6
1.0-in Storm Thru Pond
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 5 - BMP Post-Developed Max. Elevation = 227.00 ft
Reservoir name = BMP Pond Max. Storage = 71 cuft
Storage Indication method used.
1.0-in Storm Thru Pond
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 - 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 — — 0.00
0 60 120 180 240 300 360 420
Time (min)
Hyd No. 6 Hyd No. 5 111111111 Total storage used = 71 cuft

7
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
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 SCS Runoff 4.496 2 730 21,227 BMP Pre-Developed
2 SCS Runoff 16.63 2 718 33,552 BMP Post-Developed
3 Reservoir 0.572 2 884 31,971 2 228.33 19,782 Post Through Pond
5 SCS Runoff 0.000 2 n/a 0 BMP Post-Developed
6 Reservoir 0.000 2 n/a 0 5 227.00 0.000 1.0-in Storm Thru Pond
Wet Pond(Turnberry).gpw Return Period: 2 Year Tuesday, 12/ 12/2023

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 1
BMP Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 4.496 cfs
Storm frequency = 2 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 21,227 cuft
Drainage area = 9.270 ac Curve number = 60.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 21.80 min
Total precip. = 3.68 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Pre-Developed
Q (cfs) Hyd. No. 1 -- 2 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 2
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 16.63 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 33,552 cuft
Drainage area = 9.270 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.68 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Post-Developed
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
18.00 - 18.00
15.00 15.00
12.00 12.00
9.00 •
9.00
6.00 6.00
3.00 3.00
0.00 — L 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 0.572 cfs
Storm frequency = 2 yrs Time to peak = 884 min
Time interval = 2 min Hyd. volume = 31,971 cuft
Inflow hyd. No. = 2 - BMP Post-Developed Max. Elevation = 228.33 ft
Reservoir name = BMP Pond Max. Storage = 19,782 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
18.00 - 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
— — : _
ti...„3.00 3.00
0.00 -. 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 3 Hyd No. 2 I I Total storage used = 19,782 cuft

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 5
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 2 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 9.270 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 0.00 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
BMP Post-Developed
Q (cfs) Hyd. No. 5 -- 2 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 - 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - , 0.00
0 20 40 60 80 100 120
Hyd No. 5 Time (min)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 6
1.0-in Storm Thru Pond
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 2 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 5 - BMP Post-Developed Max. Elevation = 227.00 ft
Reservoir name = BMP Pond Max. Storage = 0 cuft
Storage Indication method used.
1.0-in Storm Thru Pond
Q (cfs) Hyd. No. 6 -- 2 Year Q (cfs)
0.10 - 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 6 Hyd No. 5 I I Total storage used = 0 cuft

13
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
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 SCS Runoff 14.44 2 728 54,129 BMP Pre-Developed
2 SCS Runoff 35.92 2 718 72,021 BMP Post-Developed
3 Reservoir 5.850 2 728 70,399 2 228.97 30,343 Post Through Pond
5 SCS Runoff 0.000 2 n/a 0 BMP Post-Developed
6 Reservoir 0.000 2 n/a 0 5 227.00 0.000 1.0-in Storm Thru Pond
Wet Pond(Turnberry).gpw Return Period: 10 Year Tuesday, 12/ 12/2023

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 1
BMP Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 14.44 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 54,129 cuft
Drainage area = 9.270 ac Curve number = 60.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 21.80 min
Total precip. = 5.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Pre-Developed
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
15.00 15.00
12.00 — • 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 \— 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 2
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 35.92 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 72,021 cuft
Drainage area = 9.270 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Post-Developed
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 , 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 2

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 5.850 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 70,399 cuft
Inflow hyd. No. = 2 - BMP Post-Developed Max. Elevation = 228.97 ft
Reservoir name = BMP Pond Max. Storage = 30,343 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - , - 0.00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600 3960
Time (min)
Hyd No. 3 — Hyd No. 2 1111111 I Total storage used = 30,343 cuft

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 5
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 10 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 9.270 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 0.00 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
BMP Post-Developed
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 - 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - , 0.00
0 20 40 60 80 100 120
Hyd No. 5 Time (min)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 6
1.0-in Storm Thru Pond
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 10 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 5 - BMP Post-Developed Max. Elevation = 227.00 ft
Reservoir name = BMP Pond Max. Storage = 0 cuft
Storage Indication method used.
1.0-in Storm Thru Pond
Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs)
0.10 - 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 6 Hyd No. 5 I I Total storage used = 0 cuft

19
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
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 SCS Runoff 34.76 2 728 122,197 BMP Pre-Developed
2 SCS Runoff 71.38 2 716 144,756 BMP Post-Developed
3 Reservoir 14.66 2 726 143,104 2 230.73 62,310 Post Through Pond
5 SCS Runoff 0.000 2 n/a 0 BMP Post-Developed
6 Reservoir 0.000 2 n/a 0 5 227.00 0.000 1.0-in Storm Thru Pond
Wet Pond(Turnberry).gpw Return Period: 100 Year Tuesday, 12/ 12/2023

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 1
BMP Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 34.76 cfs
Storm frequency = 100 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 122,197 cuft
Drainage area = 9.270 ac Curve number = 60.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 21.80 min
Total precip. = 8.28 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Pre-Developed
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
35.00 35.00
30.00 30.00
25.00 25.00
•
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 2
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 71.38 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 144,756 cuft
Drainage area = 9.270 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.28 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Post-Developed
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 — ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time (min)

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 14.66 cfs
Storm frequency = 100 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 143,104 cuft
Inflow hyd. No. = 2 - BMP Post-Developed Max. Elevation = 230.73 ft
Reservoir name = BMP Pond Max. Storage = 62,310 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
80.00 80.00
70.00 70.00
•
60.00 60.00
50.00 — — 50.00
40.00 J� 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 -omm• - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 62,310 cuft

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 5
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 100 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 9.270 ac Curve number = 69
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 0.00 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
BMP Post-Developed
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 - 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 — — 0.00
0 20 40 60 80 100 120
Hyd No. 5 Time (min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 6
1.0-in Storm Thru Pond
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 100 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 5 - BMP Post-Developed Max. Elevation = 227.00 ft
Reservoir name = BMP Pond Max. Storage = 0 cuft
Storage Indication method used.
1.0-in Storm Thru Pond
Q (cfs) Hyd. No. 6-- 100 Year Q (cfs)
0.10 - 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 6 Hyd No. 5 I I Total storage used = 0 cuft

TIME OF CONCENTRATION
Existing Conditions DA
SCS Methodology
OPEN CHANNEL
SHALLOW CONC FLOW: FLOW: TOTAL
SHEET FLOW: SEGMENT 1 SEGMENT 1
Manning's Equation:
Tc=(0.007(nL)^0.8)/(P2^0.5)(s^0.4) 2-year/24-hr Tc=L/60 V V=1.49R°S'/n
Basin Comments Length Elev1 Elev2 Slope Rainfall Depth Manning's Te, Length Elev2 Elev3 Slope Condition Vavg Tu Cross Sectional Wetted Perimeter Hydraulic Radius Length Elev3 Elev4 Slope Manning's V T3 Troruv Tc(minimum) Tlag Basin
(ft) (ft/ft) TP-40(in) n (min) ft ftttt TR-55 Fi.3-1 ft/sec min Flow Area ft^2 ft ft ft ft/ft s rrT n (min) (10 min) 0.6'Tc(hrs)
1 100 256.1 255.2 0.009 3.68 0.24 18.31 670 255.2 228 0.04060 Unpaved 3.20 3.49 21.80 21.80 0.22 1
WM20231:31 PM GM-PTRO\pmjeMPTIMECONC Tumberry.xls

WATER QUALITY/QUANTITY
BIORETENTION POND SCM 2

9I11/90 it/ j'1111`s<\ I I l S UI /(I I IIr11ly/ C( )' /%/!/1,_✓� ll(\ l )L✓ Ic\ i\w\`vl\I I�/�i/Ilj v, ,,,,./
. / I a �II 111 Ill �� rl �` l <�(�
N U1111111j11 III (z�_ I I )1 ,' �/ar 41
��11 III�I117II1J 1\�� / V AVA �11111 {( I >Il /) Jl \ I �� to z 1 ti L )/� 91
III I111\VAI£�1V\11�Al�t V��A \VA \ I� �)� c I n VA AVA�IIAl IIII ll�l��`y�^1° ��-��^V1AAi (( \A�(%/ (�� � �� i /_ ----� -1_-.„'' 1 •-%_d `y v 1 t r
V\� VAAV��� ��v�VA V AV 1l ,. AA �� o lA�\VAV1QI��l\��� ��/�I ) I ) l l r�i� � ., f A
\ ( I v 11 C �VAAIt i /( I �� I-r.,��� ' t l / J s ` \ V 1� �l
V`\�V \ AAA � I 4 3' �J AV I (II II��V\(� ��\� .�-i% l� l V11 IIII / /.> v —� �. l A 1 I c ( �� e I ��� ,� 1 a ) , l
y�11 vv\ y �� vv\� ' A 9�`,t /�/%1 1I I / �(i/� -)9 ��— I.9�' vzv / `ll 5 � , � 1Tr i- _� (CI
` � ���Av� 1�\ --"-',
���i � AA\ I I / A\ i � II(� � �� IIL- I I \ � ��A-�� 11 � Lro � 7 `�
SV�>,.---��--,\ � �r-�` '' �< <y S ! // 1 I�l V AA ��-// -7 1 1 I 1AA�` `.\ 1 5 `� � ✓ 1� I"'
VA�A�� 1\l \ ''N�� � Ai/ / j J0 �1 \� �t1��VA�111%%%��Ilt�/ (�I11 IIII 1\V1�121 � �;�a��VA�c/A�VI� /1� �� 1 < �c \ �� �����
VAS AV\v\V AA VA�V � hVA�V A (!/ �/ ( II_,�-„A//I = j,lI _// II '' !✓1 �sl ��y,�„ ,, �,r ,A\ ( 9A 11 z z z �9, � �.
j
v1 \ /�\�\1 1 I 1 I9 \ /VAAV)1�111111111�! lI j 111�1f11I)(I IIVI V III}I( 11 1 1. r 1Ill,llll ) V HP
-,\�\11�111(l,l '—"\y-, „.-- -:—,2/�� ,�,•✓JI(r1�11 �)- ,. -������� \ ) ��e J rt�;x-ei, �", v ��
' 7 /1�� HIIi)yW, `0 ,1 �0 111111i11,, (^AVA; AI//� � �j�/i/�%7,t_ - �)// )( r,,"` 911.1 9',/ ',s," �fll C' IrO \ 1✓� A���.��� ���� �: cear
iik
( f�1�r � i� �l ���� 1� -
11 -✓////�,��tiin a _ i--- �r� z% ��l 1A��AV� IA ��A� / ✓ 711E OFCONCEN7RA710N �; ho o ��: I�v /j/ 1VAA- � > 1 ��
ll ///552-��� ����� �.�`�� / a// \ I VI 1 / VA 1 h v �V / ,,/'--
t :�z/1 -'.. lip < �1 / �rl / /
v� � _ Ft01Y PATH d
5v� A' � v�� ���v�` ���•�� �' V �i` 1 / Y�� �� 11✓� r`'/1 �1111�,>>1v � / I /f1r ,,\_.
w lir���A�� �� �// r z?d
. �� A, L I o III AAVAA �1��✓ sa�> Ji< ,.(�A , \V�\VAA ( , � z�' I � �� I 1Ij,l' `� 11 �`
t v e /< `�, (• > ,l \ v F, // i `� - -L e �11� ' > > 1 ✓ f
fl !I C AV � � --� � f e , r ( / t i I � � e ( >e 1 � � I � CCI
-
i� N�11111VA \ \1 l��\/C1 ����VAti �AA\ A��yl� �� _ I
\\ �/< )1Al Ile 11 II7�11 1 l of ( / U l / 1A\ Oslo �A �VJ- >1V�\vA�V ` \�°` V ,*z � {� v _ l N / A�- s�A 1 1-v �`'h l �A 1 �V
�� / / )(CC� VA �� °- )l `.� �-- J III V - � ',.\ J r \
/r' — 1 ((//�I 11 1 l (1 v A V v I I l w l A\ �lAr IG�
r V1A1�1/III Illl1�11\ A 1 1 Z°(� VV(lQ� ��� �1\V �_� ,, _,,,,„_,--\,
'�111\Vl - 1� 1 Il �`AVA V 1A \Z ,?"��It, l l �� /,z ��� j /
1}�Ii�Ic 11W vVvvvvVA1 )vvv v> / )(a. „1V w�h AvAlA V Al c�1 v 1 1VV / 1
I I ( ) 1 \ 1A ,\1 , 1 �1 A )v ! °1�_ - VAIN 1111\))VAAt��l,lA��,� _ �yfpt t, �\, 1zEV A �_I vzr/ , I ���,/ v�0w� r 1 Q o� � � 1 � � 1II
)/ F . I /l1)/ // /i //of 1\\�'', • ', -`
\1v1(\III ow � 1 ) 1 POST-DEVELOPED J �,Jf, / =; r, . DRAINAGE AREA �,,/< 1 v ,, o a
11`I`Ill V ✓�JIIl11 II\IIII( _�' sTV1/v II CI\) \\ l \�111 II /ice / l// ( / Uf /��� I t i(i�i oo,e„eA ( \ A ( e a E
1 p ll I 1 /�r)�/� f _ � �` >a V A j �'° 1 1 1 ) A l / 1 3 d E
\ 11A t _-' -/ / 1 --�/��/l///il/ / S V A51 ,- > 1(1 1 )I( , I\ sl 1 v t m m
l 1A��� r C // ( ✓ / J 41 1 \ _ I l A 1 l c .•
WAN (lVc !✓ 1 ✓
i -�,ry( /v I II AN l I 1 1I14)I f r.7 B %)/(4 //I d i 11/� 1 v \\\
\
V ./ri< rl✓ / / ` � ` �.
\,c_11,\\\ /}/7- _y2/r->
2.,_//,./s)////>
AV AA �� j e �n I V , S Q z
I iiir
) )\) )J))) 7/
/ V IC: w
57t, \N / z 2
k, 4 WL,k \ G9 269 PC MB
/ 1I 1 1 1 1 l > 1-\\_,?_,, 1 iv.oas,slat'?'°''s,''''':'�wM. °Pti a ¢ [� o
0.
(( \ (_\ I\ __ _ 4Nk.„,...
a. "„ear bi _�:(1(,. --\ 1, 23.--2'. c ' 0 Lit
\\ \
�t9 A G i I Gc uJ
1 I -- \ \\\\\ 2)-')11111k‘ ,,, '''-- of)/ ))/ 1 \.,,, \ ) _ r,,)6 yl.'Z''';'?;1„,07„,,,,,..1‘ ,g,..
\I N\ 5, __,_2
) 1'lt.\\\ 111,10,1 I L „.,),>;1\ * ',):::
.,),,),‘,,,.,,,s ,),.0:), ,.4)101(4;A>):.104t,, , ,4 1:: ik 1,--..a...7.. / !.... ,g..,: g. . -
CC
�iLc
���'� e • miv_
v .t M �o Re• S ti , i � f'a�cSsia..4.
\\ c'''\''‘\1's,‘,1.t.s.,:\ts.\\.\\S::
�� o�Mac".9 _ ►s/� -_' ��� r✓ -`�I �I "I 16 /, n55,,, :' t‘-\\_vp.,>,7:
r
\ 11 / � / I � l ��\ \. �/ , u of . � >s �r�.
,,-\\7
„)ji /( //i/;-:__,---:,. r . . 1 b., ,4„,.. oic,-,,,17~.:\x , „ ,„ \.\,, ,,,,_.es ,‘, „„,1 ,, , \\VN
li
\b -\\\)\-w))6)!II POST-DEVELOPED DRAINAGE AREA f s., rw/ .`--5 s25F T N \ ei ,
li . n,,,// � � �� 'DIE OF CONCEN7RA11011�. � - �� -t � ��,
1 SCM#2 7.55 AC (ON SITE) ` °`' FlOW PATM - 'Ir PLAN STATUS
�� ' c, r `� °P»>Ss�c��' � w�\` 07/13/23 INITIAL SUBMISSION
4 ��� III... r\\\\\\irl\I4ilii�':7�, '�.I`/;ii= /�� ` ., As. case..` .,�...01 a� �0�os\ •�' cs`q,�l ` `"��N-, of os , �,'.` ,
POST DEVELOPED DRAINAGE AREA U
Pri
-,
--- „ ......-.-,...1.1,,.....
�� � I SCM#2 14.15 AC OVERALL) __ � ,5o � �� ` r�a,.. i,
DATE OESGRIPTION
✓� '� )1 (INCLUDING FUTURE PHASE) 1 , ' ‘1.°- , 1( \� (� �� c III Igo �,v��; _ cB Ce cEP
/ v��'�� // v'°� __, � - 1r e v v se v N_� �" '�Saq DESIGN DRANM CHKD
_ I, s' � ,n�z v L �,o / „%_1` a SCALE H:
I e 1 4. �s3' GRAPHIC SCALE Joe No. 220164-01-007
�1111 � aasss Ity �i. �`.4
— a // I I I l 1 )) �/ �� `VA., ' �e- I�� �_ �_ ,.‘� c,� e��s '�� ��e� �eN o°Nj ," o Aso
�� .';,',Z----, --;--a.::4 i 1. � � ° %� .'�,, Na`�,,��s�� � DATE JULY 13, 2023
..‘ ) )//t1;<7
h
., I\ ,, ;--,„.,,s\
„ 1 )))7//»fd/ /- ,,/�� I�' ° es 1� �� �� J •;/h �n( N eeEz) ni _ 1 t lil �� r nKig,,,gillitip\-.11'1'..
( e �y�,.�'/�../Alb, '`� ) / : 1inch— 30 1t, �_ _ �, � SHEET
�U,
Cad fie none:\G r 64-Stanegate\220164-0I-007(ENG)-Tumberry South-Raeford NC\Engineerng\Engineerng Plans\Construction Drawings\220164-01-067-O(P_CPAeg

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1 Project Name Turnberry South Phase 1
2 Project Area(ac) 18.926
3 Coastal Wetland Area(ac) -
4 :Surface Water Area(ac) 0
5 Is this project High or Low Density? High
6 Does this project use an off-site SCM? No
COMPLIANCE WITH 02H.1003(4)
_ 7 'Width of vegetated setbacks provided(feet) 30
8 Will the vegetated setback remain vegetated? Yes
_ 9 If BUA is proposed in the setback,does it meet NCAC 02H.1003(4)(c-d)? No
10 'Is streambank stabilization proposed on this project? No
NUMBER AND TYPE OF SCMs:
11 'Infiltration System I 0
12 Bioretention Cell 1 _
13 Wet Pond 1
14 Stormwater Wetland 0
15 Permeable Pavement 0
16 Sand Filter 0
17 Rainwater Harvesting(RWH) 0 18 Green Roof 0
19 Level Spreader-Filter Strip(LS-FS) 0
20 Disconnected Impervious Surface(DIS) 0
21 Treatment Swale 0
22 Dry Pond 0
23 I StormFilter 0
24 Silva Cell 0
25 Bayfilter 0
26 Filterra 0
FORMS LOADED
DESIGNER CERTIFICATION
27 Name and Title: Carlo Pardo,PE
28 Organization: Bowman North Carolina,Ltd.
29 Street address: 4006 Barrett Drive,Suite 104
30 City,State,Zip: Raleigh,NC 27609
31 Phone number(s): 919-553-6570
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
\\�� .
� .........
0 A Royy''%
Q�F E S Ip4/4*-.
- SEAL — Signature of Designer
051571
•�••FNciNC-F--•oo
//������1�I IEsemo\\\\ Date

DRAINAGE AREAS
1 Is this a high density project? Yes
2 If so,number of drainage areas/SCMs 2
3 Does this project have low density areas? No
4 If so,number of low density drainage areas 0
Is all/part of this project subject to previous rule
5 versions? No
FORMS LOADED
DRAINAGE AREA INFORMATION Entire Site 1 2
4 Type of SCM Wet Pond BioRetention
5 Total drainage area(sq ft) 819110 sf 403800 328663
6 Onsite drainage area(sq ft) 819110 sf 403800 328663
7 Offsite drainage area(sq ft) _
8 Total BUA in project(sq ft) 328769 sf 208172 sf 120597 sf
New BUA on subdivided lots(subject to permitting).
9 (sq ft) $ 216000 sf 120000 sf 96000 sf
New BUA not on subdivided lots(subject to
10 permitting)(sf) 112769 sf 88172 sf 24597 sf
11 Offsite BUA(sq ft)
12 Breakdown of new BUA not on subdivided lots:
-Parking(sq ft) _
-Sidewalk(sgft) 22515 sf 17159 sf 5356 sf
-Roof(sq ft)
-Roadway_(sq ft) 90254 sf 71013 sf 19241 sf
-Future(sq ft)
I -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 I,permitting)(sq ft)
16 •Existing BUA that is already permitted(sq ft)
17 Existing BUA that will be removed(sq ft)
18 Percent BUA 40.14% 51.6% 36.7%
19 jDesign storm(inches) 1.0 in 1.0 in
• 20 Design volume of SCM(cu ft) 19332 cf 26625 cf
21 Calculation method for design volume Simple Method Simple Method
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
22 drainage area(s):
There is 7,454 sf(0.171 ac)of surface water area.The bioretention pond has
been designed for an area of 616,411 sf with an impervious area of
266,449sf.This future phase includes an additional 287,748 sf.of drainage
area with an additional impervious area of 145,848 sf.

BIORETENTION CELL
1 Drainage area number 2
2 Minimum required treatment volume(cu ft) 10414 cf
.,.......1
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?
7 Are the inlets,outlets,and receiving stream protected from erosion Yes
(10-year storm)?
Is there an overflow or bypass for inflow volume in excess of the
8 .design volume? Yes
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
If the SCM is on a single family lot,does(will?)the plat comply with
13 General MDC(10)? N/A
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
BIORETENTION CELL MDC FROM 02H.1052
18 SHWT elevation(fmsl) 205.00
19 Bottom of the bioretention cell(fmsl) 220.00
20 Ponding depth of the design storm(inches) , 7 in
21 Surface area of the bioretention cell(square feet) 43600 sf
22 Design volume of SCM(Cu ft) 26625 cf
23 Is the bioretention cell used for peak attenuation? Yes
24 Depth of peak attenuation over planting surface(in) 17.04 in
j 25 Height of peak attenuation outlet above the planting surface(in) 17.04 in
F 26 Infiltration rate of the in situ soil(inch/hour) 2 in/hr
27 j Diameter of the underdrain pipes(if applicable) 4 in
28 Does the design include Internal Water Storage(IWS)? Yes
29 if so,elevation of the top of the IWS(fmsl) 218.5
30 Elevation of the planting surface(fmsl) 220.00
;What type of vegetation will be planted? (grass,trees/shrubs,
31 !other)? Grass
32 Media depth(inches) _ _ 30 in
33 Percentage of medium to coarse washed sand by volume ( 75-85%
34 Percentage of fines(silt and clay)by volume 8-10%
35 Percentage of organic matter by volume _ 5-10%
36 Type of organic material + Pine Bark Fines
37 Phosphorus Index(P-Index)of media(unitless) 30 _
38 Will compaction be avoided during construction? Yes
39 Will cell be maintained to a one inch/hour standard? Yes
40 Depth of mulch, if applicable(inches)
41 Type of mulch,if applicable
42 How many clean out pipes are being installed? 47
r 43 Type of pretreatment that will be used: Rip-Rap
ADDITIONAL INFORMATION
44
Please use this space to provide any additional information about the
fbioretention cell(s):
Bioretention 1 4:45 PM 12/12/2023

Bowman North Carolina, Ltd.
Turnberry South, Hoke County, NC
Curve Number Calculation (CN)
Pre-Developed Conditions(Bio-Retention Pond #2)
Drainage Area(acres): 14.15
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A NoB/WaB Norfolk/Wagram Loamy Sand 9.83 69%
B GoA Goldsboro Loamy Sand 2.03 14%
C BaD Blaney Loamy Sand 2.29 16%
Existing Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Wooded -Good Stand A 9.83 50 34.7
Wooded -Good Stand B 2.03 63 9.0
Wooded -Good Stand C 2.29 73 11.8
Cumulative Curve#= 55.6

Bowman North Carolina, Ltd.
Turnberry South, Hoke County, NC
Curve Number Calculation (CN)
Post-Developed Conditions(Bio-Retention Pond #2)
Drainage Area(acres): 14.15
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A NoB/WaB Norfolk/Wagram Loamy Sand 9.83 69%
B GoA Goldsboro Loamy Sand 2.03 14%
C BaD Blaney Loamy Sand 2.29 16%
Existing Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Open Space-Good Condition A 4.91 55 19.1
Open Space-Good Condition B 0.93 68 4.5
Open Space-Good Condition C 2.20 77 12.0
Impervious Area 6.12 98 42.4
Cumulative Curve#= 77.9

Bio-Retention Design
Site Information
Sub Area Location: Drainage To Bio-Retention Area#2
Drainage Area(DA)= 14.15 Acres 616411 sf
Impervious Area(IA)= 6.12 Acres 266449 sf
Percent Impervious(I)= 43.23 %
Required Water Quality Volume
Design Storm= 1 inch
Determine Rv Value= 0.05+.009(I)= 0.44 in/in
Water Quality Volume= 0.518 ac-ft
Water Quality Volume= 22,552 cf
Water Quality Volume= 0.439 inches of runoff
NOAA 1-year,24-hour event= 3.04 inches
Discharge for Ponded Area
Maximum Ponding Depth= 12 in
Filter Bed Surface Area Used= 43,600 sf
Top of Filter Media Elevation= 220.0
Media Infiltration Rate= 2.00 in/hr
Media Infiltration Time= 6.0 hr
Discharge for Bioretention Filter Media
Filter Bed Depth= 3 ft
Maximum Ponding Depth= 12 in
Filter Bed Surface Area Used= 43600 sf
Top of Filter Media Elevation= 220.0
Media Infiltration Rate= 2.00 in/hr
Media Infiltration Time= 18.0 hr
Size Underdrain System
Water Quality Volume= 0.518 ac-ft
Water Quality Volume= 26,625 cf
Drawdown= 0.154 cfs
Underdrain Pipe Size= 4 in
Number of Pipe Rows= 10 10ft on center(typ)
Avg.Length of Pipe Row= 111 If
Number of Perforations= 8,800
50%of Perforations= 4,400
Capacity of one perforation= 0.0069 cfs
Total Capacity= 30.40
Is Total Capacity>Drawdown? Yes
Underdrain pipe capacity
Slope= 0.5 %
Underdrain Area= 0.0873 sf
Underdrain Perimeter= 1.0470 If
Capacity of pipe= 1.34 cfs
Capacity of pipe(50%clogged)= 0.67 cfs
Is Total Capacity>Drawdown? Yes

Ii i \ \/ \ '--N / /r I i I ' ( ) / // /\�_-
,
I/1I/
I \ // D/ I ��\�.
I 23 N m
-72
m /� o I
\ CD m I —I / / II z7-1"
\\ m \ S� m (n ,, mm / Prc7; g ' Pi / / / J / / Pt- `iD
�W \ _. M = � � � /• NCNn = _ / / cn/ / DN—_
Cz � \ \=crnm � m � -o0 , INN iv • D I-
� �n \\N � \ mOmp —1cnm � W : � O 0 // / /
D D
/ D
�zzm \—I 2D1140, 0 %i�i /J mm �
* -- ...-....--voritt.:•.0"-- /11 ' It\ s /\r .
-- 1 //* _ _ ,,,,,,A, ,
*V V v.-
1 // dji
SA I
� 40y,
„of,
, Lc:,,,, - „, _........., ,„
, , /. ,N„,,-„ 7- , ‘,„ ,,,, / ,
, . , \\* , .. ...... „....,,,,..,;___
. 0- i , „ ,,,,,„, ,,,, ,i,, z
----- -. -, - ,
A , . Attti, . __ -- -
\ VS#Pn/".41411 _... , ....--.- -- 0Wit -i--_/-\ \ .-,
I \ \ it' Y a. 41111 ,, a r 1— ,- 0;, \ c
' \ '\v, t%V ._,•;: 1111) --.....% \ Fi, \\ \ V
I '"'' \ \?s), I..l..4ift41,a11liN/V4AA..0o0IN1g,e
\ D
v V .�'" 0 i/ vv Z 0 m vvv z v s
mT. D m
F4 C \
T / /u) ,-) <,...„ op i,- - \ m ,, \ -
z /\ I f o4P.. / zzm \ � 2 \\ `718 j
ti
cn t � r z z \ \ \ \
O H m 2 Z E m 1 7 1\ .� \\ \ 1 m .(1 \ \--
C> /J lS/ \ ` �/
.Z7 T� c S .Z7 \ \
z II
/ T> , , c:).. - ((..7)) 2,, * r \
I�i--I � II m `/
AO
0

"STORM WATER MANAGEMENT DESIGN BI RETENTI N POND:RIVER BASIN: CAPE FEAR
RECEIVING STREAM: BEAVER CREEK
STREAM INDEX: 18-31-19-5
STREAM CLASS: C
H U C: 0303000406
PROJECT COORDINATES: 35.009339°N, -79.160924°W
POND DESIGN SUMMARY
DRAINAGE AREA TO POND: 14.15 ACRES
SITE IMPERVIOUS AREA TO POND: 6.12 ACRES
OFF-SITE DESIGN IMPERVIOUS AREA TO POND: 0.0 ACRES
TOTAL DESIGN IMPERVIOUS AREA TO POND: 6.12 ACRES
PRE-DEVELOPED POST-DEVELOPED POST DEVELOPED
TO POND TO POND THROUGH POND
DRAINAGE AREA: 14.15 AC 14.15 AC
CURVE NUMBER: 55.6 77.9
TIME OF CONCENTRATION: 29.6 MIN 5 MIN
1.0" STORN EVENT: 0.236 CFS 0.000 CFS
1-YEAR STORM EVENT: 0.992 CFS 27.72 CFS 0.000 CFS
2-YEAR STORM EVENT: 3.085 CFS 39.02 CFS 1.495 CFS
10-YEAR STORM EVENT: 13.45 CFS 73.03 CFS 12.44 CFS
100-YEAR STORM EVENT: 37.55 CFS 130.69 CFS 37.03 CFS
STAGE/STORAGE TABLE
STAGE (FT) ELEVATION (FT) CONTOUR AREA INCREMENTAL TOTAL STORAGE
(SF) STORAGE (CF) (CF)
0.0 220.0 43,600 0 0
0.6 220.6 45,150 26,625 26,625 (WQV)
1.0 221.0 46,190 18,268 44,893
2.0 222.0 48,840 47,515 92,408
3.0 223.0 51,54 50,190 142,598

r . 'f Z N 0 2 m O O
0m 400 s A A O
mx A OAM nrpn r>-0
P1zKApD
O 0 Om - -I K
O rn AA— yOO m r b�c m m ,m m __Arnx < mCA 0 =
pD o o z rmz
p ,,,rn *II 2r7i D1,D<
=m II
III A O N Z
DN nr� . & II O<O 8 �N
.00 r — U N OZO I =Z<ZO
ti 0 C >A O O N Z I I I I
m m m O AUO p i rZN
m A V� O A f I
N O Wy NA -0 * N
A Na DO O N AWm
•
Z' II N y A v< rn �.
00 T O
AA OCS oDa Z m
_o O, GJ ti
!n
ti g A y
C -0 Z /'f'Y�_
D m 11 -,I` • 'c, A
Z A '' V n f
m ,i}a, `5 VI y A
P O 1. Z
zAz Ai. A JR t vA �� W
,,' n ' ��1.°P�°°o 0 R o0000000.4% "' in n v
� * o4°0o00°°8°0°°0°000�o '"0oe0oe 1 m z
S*4 eI uo 000°00000a�yd'°000000°°O°°° N O
G �, I.Il;°8°°°o0000 Avoi8v0000'°000° // cn m
'J���Ji�,44 s{ �o�%W 0.oeoo^.%tV%.. .
1-9 ^:0°00000000000000000o.w.0. 2
Lr'l
• �,i. o°°oo°°<o«oo>0000000oeooe000<o
=<oo^.ooa00000<800800Bo8o 0
*-0 eooeoo• 00 woo:00 ooe00000000
.w 000 00 000a00000000000>0
,y1� 'e
Z
x Q' '. G\go 000 00o z
W
9 :: '
° 444k • 42
= e V o
ti ti ti
N, rn o n o�
c,
mz
Dm
N
C Oy C-
r../IM il i,..,
m So
O . 0
Z
O
mffF
O
S-
O
ITA1
O
vk y D Z D
Z D
O m A
r.
i rnoA� A D Vip
2 f�*1 Z A F co
G y
A O
m Z
yC f)ti
C O
O OZ
A
/mJr
~
c 2
z ^i m
m D
p z
O
O �
C A
D N V l T 2,0 g p A
I y
II
WO
g -0 O
DOJ
m m <O y m0 - IIz m
Is J
zrnO�yy U
m
O
A

e �
11:
© :27c/01
J // % \£7
)v)
j » __
\ > / mm
\
; 0
K %
\ /»
m 5
o
\14
k
1
)\ j jm
)®
§2 H
9
0®® :
4,k2 : • }
§
j • 3
\ cci
@ \©: : . ,,,
rn
ri
II
){£{
=22� R

SPILLWAY FLOW LONG H B W SS CHANNEL LINING TOP OF EMBANKMENT SPILLWAY ELEVATION
Q(100) SLOPE(%) ELEVATION
GRASS STRAW WITH NET NAG
35.63 CFS 33.3% 0.8' 20.0' 24.8' 3:1 222.2 223.0
SPILLWAY SHOREMAX W/ P300
w
EXTEND LINING TO EXTEND LINING TO
TOP OF SPILLWAY TOP OF SPILLWAY TOP OF EMBANKMENT=223.0
SS H /CHANNEL LINING
S SPILLWAY ELEVATION=222.2
MATTING SHALL BE AS NOTED
OR APPROVED EQUAL. 1- B
GRASS SPILLWAY DETAIL GRASS SOD ON SPILLWAY
AND SIDE SLOPES

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 3 Peak Flow Period
Post Through Pond 738-720 = 18 min. - 1 hour
Hydrograph type = Reservoir Peak discharge = 37.03 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 154,311 cuft
Inflow hyd. No. = 2 - Post Developed tovoir name = Bio-Retention
Max. Elevation = 222.43 ft Max. Storage = 114,020 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Hydrograph Discharge Table (Printed values>=1.00%ofQp.)
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
702 33.50 220.75 18.52 0.963 2.108 0.963
704 40.37 220.84 18.52 1.920 2.119 1.920
706 47.85 220.94 18.52 3.308 2.131 3.308
708 58.09 221.06 18.52 5.220 2.146 5.219
710 73.24 221.20 18.52 7.820 2.163 7.820
712 92.40 221.38 18.52 11.55 2.185 11.55
714 114.30 221.60 18.59 16.70 0.936 2.212 17.63
716 130.69 << 221.85 25.13 19.11 6.011 2.243 25.12
718 127.17 222.10 27.73 17.32 10.41 2.274 27.73
720 100.24 222.30 28.88 16.68 12.19 2.013 2.298 30.89
722 63.19 222.41 29.43 16.44 12.99 6.248 2.312 35.67
724 34.85 222.43 << 29.55 16.39 13.15 7.482 2.315 37.03
726 21.66 222.41 29.43 16.44 12.99 6.242 2.312 35.67
728 17.83 222.36 29.23 16.53 12.70 4.584 2.307 33.81
730 17.08 222.32 29.02 16.62 12.39 2.952 2.301 31.96
732 16.38 222.28 28.81 16.72 12.08 1.722 2.296 30.52
734 15.67 222.24 28.59 16.83 11.76 0.902 2.291 29.49
736 14.96 222.20 28.38 16.94 11.44 0.098 2.287 28.48
738 14.24 222.17 28.15 17.08 11.07 2.282 28.15
740 13.52 222.13 27.90 17.22 10.68 2.277 27.90
Continues on next page...

11
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
742 12.79 222.09 27.63 17.38 10.25 2.272 27.63
744 12.07 222.05 27.32 17.58 9.746 2.267 27.32
746 11.34 222.00 27.00 17.78 9.225 2.261 27.00
748 10.61 221.96 26.53 18.17 8.361 2.256 26.53
750 9.874 221.91 26.04 18.57 7.460 2.250 26.03
752 9.197 221.86 25.34 18.99 6.347 2.245 25.34
754 8.689 221.82 24.59 19.41 5.177 2.239 24.59
756 8.372 221.77 23.62 19.48 4.138 2.233 23.62
758 8.169 221.73 22.54 19.32 3.217 2.228 22.54
760 8.005 221.69 21.45 18.96 2.395 2.223 21.35
762 7.840 221.65 20.23 18.00 1.775 2.218 19.77
764 7.675 221.62 19.12 17.12 1.210 2.214 18.33
766 7.509 221.59 18.52 16.34 0.790 2.210 17.13
768 7.343 221.56 18.52 15.64 0.528 2.207 16.17
770 7.177 221.53 18.52 14.98 0.285 2.204 15.27
772 7.010 221.51 18.52 14.37 0.057 2.201 14.43
774 6.843 221.48 18.52 13.82 2.198 13.82
776 6.675 221.46 18.52 13.29 2.195 13.29
778 6.508 221.44 18.52 12.79 2.192 12.79
780 6.339 221.42 18.52 12.31 2.190 12.31
782 6.179 221.40 18.52 11.85 2.187 11.85
784 6.043 221.38 18.52 11.42 2.185 11.42
786 5.932 221.36 18.52 11.02 2.182 11.02
788 5.837 221.34 18.52 10.63 2.180 10.63
790 5.748 221.32 18.52 10.26 2.178 10.26
792 5.657 221.31 18.52 9.900 2.176 9.900
794 5.567 221.29 18.52 9.569 2.174 9.569
796 5.477 221.28 18.52 9.261 2.172 9.261
Continues on next page...

12
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
798 5.386 221.26 18.52 8.963 2.170 8.963
800 5.296 221.25 18.52 8.676 2.169 8.676
802 5.205 221.23 18.52 8.399 2.167 8.399
804 5.115 221.22 18.52 8.131 2.165 8.131
806 5.024 221.21 18.52 7.872 2.164 7.872
808 4.933 221.19 18.52 7.630 2.162 7.630
810 4.842 221.18 18.52 7.406 2.161 7.406
812 4.753 221.17 18.52 7.188 2.159 7.188
814 4.673 221.16 18.52 6.977 2.158 6.977
816 4.601 221.15 18.52 6.771 2.157 6.771
818 4.534 221.14 18.52 6.572 2.155 6.572
820 4.469 221.13 18.52 6.379 2.154 6.379
822 4.404 221.12 18.52 6.192 2.153 6.192
824 4.339 221.11 18.52 6.010 2.152 6.010
826 4.274 221.10 18.52 5.839 2.150 5.839
828 4.209 221.09 18.52 5.684 2.149 5.684
830 4.144 221.08 18.52 5.533 2.148 5.533
832 4.078 221.07 18.52 5.385 2.147 5.385
834 4.013 221.06 18.52 5.240 2.146 5.240
836 3.948 221.05 18.52 5.099 2.145 5.099
838 3.882 221.04 18.52 4.961 2.144 4.961
840 3.816 221.04 18.52 4.827 2.143 4.827
842 3.755 221.03 18.52 4.695 2.142 4.695
844 3.707 221.02 18.52 4.566 2.141 4.566
846 3.673 221.01 18.52 4.441 2.140 4.441
848 3.647 221.01 18.52 4.320 2.139 4.320
850 3.625 221.00 18.52 4.204 2.138 4.204
852 3.602 220.99 18.52 4.095 2.138 4.095
Continues on next page...

13
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
854 3.580 220.99 18.52 3.990 2.137 3.990
856 3.558 220.98 18.52 3.889 2.136 3.889
858 3.535 220.97 18.52 3.790 2.135 3.790
860 3.513 220.97 18.52 3.695 2.134 3.695
862 3.490 220.96 18.52 3.602 2.134 3.602
864 3.467 220.95 18.52 3.517 2.133 3.517
866 3.445 220.95 18.52 3.435 2.132 3.435
868 3.422 220.94 18.52 3.355 2.132 3.355
870 3.400 220.94 18.52 3.278 2.131 3.277
872 3.377 220.93 18.52 3.202 2.130 3.202
874 3.354 220.93 18.52 3.128 2.130 3.128
876 3.331 220.92 18.52 3.057 2.129 3.056
878 3.309 220.92 18.52 2.988 2.129 2.988
880 3.286 220.91 18.52 2.924 2.128 2.924
882 3.263 220.91 18.52 2.861 2.127 2.861
884 3.240 220.90 18.52 2.800 2.127 2.800
886 3.218 220.90 18.52 2.740 2.126 2.740
888 3.195 220.90 18.52 2.681 2.126 2.681
890 3.172 220.89 18.52 2.624 2.125 2.624
892 3.149 220.89 18.52 2.568 2.125 2.568
894 3.127 220.88 18.52 2.513 2.124 2.513
896 3.103 220.88 18.52 2.460 2.124 2.460
898 3.081 220.88 18.52 2.411 2.123 2.411
900 3.058 220.87 18.52 2.363 2.123 2.363
902 3.035 220.87 18.52 2.315 2.123 2.315
904 3.012 220.86 18.52 2.269 2.122 2.269
906 2.989 220.86 18.52 2.223 2.122 2.223
908 2.966 220.86 18.52 2.178 2.121 2.178
Continues on next page...

14
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
910 2.943 220.85 18.52 2.134 2.121 2.134
912 2.920 220.85 18.52 2.090 2.120 2.090
914 2.897 220.85 18.52 2.047 2.120 2.047
916 2.874 220.84 18.52 2.005 2.120 2.005
918 2.851 220.84 18.52 1.964 2.119 1.964
920 2.828 220.84 18.52 1.926 2.119 1.926
922 2.805 220.83 18.52 1.888 2.118 1.888
924 2.782 220.83 18.52 1.852 2.118 1.852
926 2.759 220.83 18.52 1.815 2.118 1.815
928 2.736 220.82 18.52 1.779 2.117 1.779
930 2.713 220.82 18.52 1.744 2.117 1.744
932 2.690 220.82 18.52 1.709 2.117 1.709
934 2.667 220.82 18.52 1.674 2.116 1.674
936 2.644 220.81 18.52 1.640 2.116 1.640
938 2.621 220.81 18.52 1.606 2.116 1.606
940 2.597 220.81 18.52 1.572 2.115 1.572
942 2.574 220.80 18.52 1.539 2.115 1.539
944 2.551 220.80 18.52 1.506 2.115 1.506
946 2.528 220.80 18.52 1.474 2.114 1.474
948 2.505 220.80 18.52 1.445 2.114 1.445
950 2.482 220.79 18.52 1.416 2.114 1.416
952 2.458 220.79 18.52 1.387 2.113 1.387
954 2.435 220.79 18.52 1.358 2.113 1.358
956 2.412 220.78 18.52 1.329 2.113 1.329
958 2.389 220.78 18.52 1.300 2.112 1.300
960 2.365 220.78 18.52 1.272 2.112 1.272
962 2.344 220.78 18.52 1.244 2.112 1.244
964 2.327 220.77 18.52 1.216 2.111 1.216
Continues on next page...

15
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
966 2.314 220.77 18.52 1.188 2.111 1.188
968 2.305 220.77 18.52 1.161 2.111 1.161
970 2.297 220.77 18.52 1.134 2.110 1.134
972 2.289 220.76 18.52 1.108 2.110 1.108
974 2.281 220.76 18.52 1.083 2.110 1.083
976 2.273 220.76 18.52 1.058 2.109 1.058
978 2.265 220.76 18.52 1.037 2.109 1.037
980 2.256 220.75 18.52 1.015 2.109 1.015
982 2.248 220.75 18.52 0.994 2.109 0.994
984 2.240 220.75 18.52 0.973 2.108 0.973
986 2.232 220.75 18.52 0.953 2.108 0.953
988 2.224 220.75 18.52 0.933 2.108 0.933
990 2.216 220.74 18.52 0.913 2.108 0.913
992 2.207 220.74 18.52 0.893 2.107 0.893
994 2.199 220.74 18.52 0.874 2.107 0.874
996 2.191 220.74 18.52 0.855 2.107 0.855
998 2.183 220.74 18.52 0.836 2.107 0.836
1000 2.175 220.73 18.52 0.817 2.106 0.818
1002 2.167 220.73 18.52 0.799 2.106 0.799
1004 2.158 220.73 18.52 0.781 2.106 0.781
1006 2.150 220.73 18.52 0.763 2.106 0.764
1008 2.142 220.73 18.52 0.746 2.105 0.746
1010 2.134 220.72 18.52 0.729 2.105 0.729
1012 2.126 220.72 18.52 0.712 2.105 0.712
1014 2.117 220.72 18.52 0.695 2.105 0.695
1016 2.109 220.72 18.52 0.680 2.105 0.680
1018 2.101 220.72 18.52 0.666 2.104 0.666
1020 2.093 220.71 18.52 0.653 2.104 0.653
Continues on next page...

16
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(min) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
1022 2.085 220.71 18.52 0.639 2.104 0.639
1024 2.076 220.71 18.52 0.625 2.104 0.625
1026 2.068 220.71 18.52 0.612 2.103 0.612
1028 2.060 220.71 18.52 0.598 2.103 0.598
1030 2.052 220.71 18.52 0.585 2.103 0.585
1032 2.043 220.70 18.52 0.572 2.103 0.572
1034 2.035 220.70 18.52 0.559 2.103 0.559
1036 2.027 220.70 18.52 0.546 2.102 0.546
1038 2.019 220.70 18.52 0.533 2.102 0.533
1040 2.010 220.70 18.52 0.521 2.102 0.521
1042 2.002 220.70 18.52 0.508 2.102 0.508
1044 1.994 220.70 18.52 0.495 2.102 0.495
1046 1.986 220.69 18.52 0.483 2.102 0.483
1048 1.977 220.69 18.52 0.470 2.101 0.471
1050 1.969 220.69 18.52 0.458 2.101 0.458
1052 1.961 220.69 18.52 0.446 2.101 0.446
1054 1.953 220.69 18.52 0.434 2.101 0.434
1056 1.944 220.69 18.52 0.422 2.101 0.422
1058 1.936 220.68 18.52 0.410 2.100 0.410
1060 1.928 220.68 18.52 0.398 2.100 0.398
1062 1.920 220.68 18.52 0.386 2.100 0.386
1064 1.911 220.68 18.52 0.375 2.100 0.375
...End

NORTH North American Green
AMERICAN 5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
GREEN Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
SPILLWAY ANALYSIS
>>> Bioretention Pond Spillway
Name Bioretention Pond Spillway
Discharge 37.03
Peak Flow Period 1
Channel Slope 0.33
Channel Bottom Width 20
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Very Good 80-95%
Soil Type Sandy Loam(GM)
Shoremax - Class C - Mix (Sod & Bunch) - Very Good 80-95%
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Shoremax w/ Straight 37.03 cfs 10.36 ft/s 0.18 ft 0.026 8.5 lbs/ft2 3.65 lbs/ft2 2.33 STABLE F
P300
Unvegetated
Underlying Straight 37.03 cfs 10.36 ft/s 0.18 ft 0.026 5.68 Ibs/ft2 3.59 lbs/ft2 1.58 STABLE F
Substrate
Shoremax w/ Straight 37.03 cfs 9.9 ft/s 0.18 ft 0.028 14 lbs/ft2 3.8 lbs/ft2 3.68 STABLE F
P300 Reinforced
Vegetation
Underlying Straight 37.03 cfs 9.9 ft/s 0.18 ft 0.028 8.5 Ibs/ft2 3.74 Ibs/ft2 2.27 STABLE F
Substrate

1
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
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 SCS Runoff 0.992 2 744 11,335 Pre-Developed-Overall Site
2 SCS Runoff 27.72 2 718 55,448 Post Developed to Pond
3 Reservoir 0.000 2 n/a 0 2 220.57 25,106 Post Through Pond
5 SCS Runoff 0.236 2 246 2,756 1.0 Post-Developed to Pond
6 Reservoir 0.000 2 n/a 0 5 220.04 1,764 1.0inPost Through Pond
BioRet(Turnberry) - Copy.gpw Return Period: 1 Year Tuesday, 12/ 12/2023

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 1
Pre-Developed-Overall Site
Hydrograph type = SCS Runoff Peak discharge = 0.992 cfs
Storm frequency = 1 yrs Time to peak = 744 min
Time interval = 2 min Hyd. volume = 11,335 cuft
Drainage area = 14.150 ac Curve number = 55.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 29.60 min
Total precip. = 3.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Developed-Overall Site
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
1.00 - 1.00
0.90 0.90
0.80 0.80
0.70 0.70
im
Im
0.60 I I 0.60
I—
I�
0.50 I 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 2
Post Developed to Pond
Hydrograph type = SCS Runoff Peak discharge = 27.72 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 55,448 cuft
Drainage area = 14.150 ac Curve number = 77.9
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.04 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Developed to Pond
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
28.00 , 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - A - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 2 - Post Developed to Pond Max. Elevation = 220.57 ft
Reservoir name = Bio-Retention Max. Storage = 25,106 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 25,106 cuft

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 5
1.0 Post-Developed to Pond
Hydrograph type = SCS Runoff Peak discharge = 0.236 cfs
Storm frequency = 1 yrs Time to peak = 246 min
Time interval = 2 min Hyd. volume = 2,756 cuft
Drainage area = 14.150 ac Curve number = 77.9
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 1.00 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
1.0 Post-Developed to Pond
Q (cfs) Hyd. No. 5 -- 1 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 1 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 - I , 0.00
0 60 120 180 240 300 360 420
Hyd No. 5 Time (min)

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 6
1.0inPost Through Pond
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 5 - 1.0 Post-Developed to Pond/lax. Elevation = 220.04 ft
Reservoir name = Bio-Retention Max. Storage = 1,764 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
1.0inPost Through Pond
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 • •• • 0.05
0.00 - ' - 0.00
0 60 120 180 240 300 360 420
Time (min)
Hyd No. 6 Hyd No. 5 111111111 Total storage used = 1,764 cuft

7
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
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 SCS Runoff 3.085 2 736 22,131 Pre-Developed-Overall Site
2 SCS Runoff 39.02 2 718 78,415 Post Developed to Pond
3 Reservoir 1.495 2 748 7,803 2 220.80 35,781 Post Through Pond
5 SCS Runoff 0.000 2 n/a 0 1.0 Post-Developed to Pond
6 Reservoir 0.000 2 n/a 0 5 220.00 0.000 1.0inPost Through Pond
BioRet(Turnberry) - Copy.gpw Return Period: 2 Year Tuesday, 12/ 12/2023

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 1
Pre-Developed-Overall Site
Hydrograph type = SCS Runoff Peak discharge = 3.085 cfs
Storm frequency = 2 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 22,131 cuft
Drainage area = 14.150 ac Curve number = 55.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 29.60 min
Total precip. = 3.68 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Developed-Overall Site
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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 1

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 2
Post Developed to Pond
Hydrograph type = SCS Runoff Peak discharge = 39.02 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 78,415 cuft
Drainage area = 14.150 ac Curve number = 77.9
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.68 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Developed to Pond
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
40.00 , 40.00
30.00 30.00
1-
20.00 20.00
10.00 10.00
0.00 I
s 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 2

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 1 .495 cfs
Storm frequency = 2 yrs Time to peak = 748 min
Time interval = 2 min Hyd. volume = 7,803 cuft
Inflow hyd. No. = 2 - Post Developed to Pond Max. Elevation = 220.80 ft
Reservoir name = Bio-Retention Max. Storage = 35,781 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
40.00 - 40.00
_ _ _ /
30.00 30.00
20.00 20.00
10.00 10.00
)111L
s
0.00 — : : : s 0.00
0 120 240 360 480 600 720 840 960
Time (min)
— Hyd No. 3 Hyd No. 2 1111111 I Total storage used = 35,781 cuft

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 5
1.0 Post-Developed to Pond
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 2 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 14.150 ac Curve number = 77.9
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 0.00 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
1.0 Post-Developed to Pond
Q (cfs) Hyd. No. 5 -- 2 Year Q (cfs)
0.10 0.10
0.09 I 0.09
0.08 0.08
0.07 0.07
0.06 - 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - , 0.00
0 20 40 60 80 100 120
Hyd No. 5 Time (min)

12
Hydrograph Report
Hydraflow Hydrographs E tension for Autodesk®civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 6
1.0inPost Throug 7 Pond
Hydrograph type = ResE rvoir Peak discharge = 0.000 cfs
Storm frequency = 2 yrs Time to peak = n/a
Time interval = 2 mir Hyd. volume = 0 cuft
Inflow hyd. No. = 5 - 1.) Post-Developed to Pond/lax. Elevation = 220.00 ft
Reservoir name = Bio-F,etention Max. Storage = 0 cuft
Storage Indication methoi used. Exfiltration extrac$ed from Outflow.
1.0inPost Through Pond
Q (cfs) Hyd. No. 6 -- 2 Year Q (cfs)
0.10 - 1 _ 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 6 Hyd No. 5 111111111 Total storage used = 0 cuft

13
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
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 SCS Runoff 13.45 2 732 64,127 Pre-Developed-Overall Site
2 SCS Runoff 73.03 2 716 148,295 Post Developed to Pond
3 Reservoir 12.44 2 726 56,495 2 221.42 64,993 Post Through Pond
5 SCS Runoff 0.000 2 n/a 0 1.0 Post-Developed to Pond
6 Reservoir 0.000 2 n/a 0 5 220.00 0.000 1.0inPost Through Pond
BioRet(Turnberry) - Copy.gpw Return Period: 10 Year Tuesday, 12/ 12/2023

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 1
Pre-Developed-Overall Site
Hydrograph type = SCS Runoff Peak discharge = 13.45 cfs
Storm frequency = 10 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 64,127 cuft
Drainage area = 14.150 ac Curve number = 55.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 29.60 min
Total precip. = 5.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Developed-Overall Site
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 � 6.00
4.00 — 4.00
2.00 - 2.00
0.00 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 2
Post Developed to Pond
Hydrograph type = SCS Runoff Peak discharge = 73.03 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 148,295 cuft
Drainage area = 14.150 ac Curve number = 77.9
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.44 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Developed to Pond
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
N44.4.4."
0.00 — ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time (min)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 12.44 cfs
Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 56,495 cuft
Inflow hyd. No. = 2 - Post Developed to Pond Max. Elevation = 221.42 ft
Reservoir name = Bio-Retention Max. Storage = 64,993 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
80.00 — 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 64,993 cuft

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 5
1.0 Post-Developed to Pond
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 10 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 14.150 ac Curve number = 77.9
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 0.00 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
1.0 Post-Developed to Pond
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
0.10 0.10
0.09 I 0.09
0.08 0.08
0.07 0.07
0.06 - 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - , 0.00
0 20 40 60 80 100 120
Hyd No. 5 Time (min)

18
Hydrogra 1 h Report
Hydraflow Hydrographs xtension for Autodesk®C it 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 6
1.0inPost Throu h Pond
Hydrograph typ = Reservoir Peak discharge = 0.000 cfs
Storm frequenc = 10 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 5 - 1.0 Post-Developed to Pond/lax. Elevation = 220.00 ft
Reservoir name = Bio-Retention Max. Storage = 0 cuft
Storage Indication metfr d used. Exfiltration extract from Outflow.
1.0inPost Through Pond
Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs)
0.10 - 0.10
0.09 0.09
0.08 0.08
—
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
I
0.01 0.01
0.00 - 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 6 Hyd No. 5 111111111 Total storage used = 0 cuft

19
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022
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 SCS Runoff 37.55 2 732 156,388 Pre-Developed-Overall Site
2 SCS Runoff 130.69 2 716 271,520 Post Developed to Pond
3 Reservoir 37.03 2 724 154,311 2 222.43 114,020 Post Through Pond
5 SCS Runoff 0.000 2 n/a 0 1.0 Post-Developed to Pond
6 Reservoir 0.000 2 n/a 0 5 220.00 0.000 1.0inPost Through Pond
BioRet(Turnberry) - Copy.gpw Return Period: 100 Year Tuesday, 12/ 12/2023

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 1
Pre-Developed-Overall Site
Hydrograph type = SCS Runoff Peak discharge = 37.55 cfs
Storm frequency = 100 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 156,388 cuft
Drainage area = 14.150 ac Curve number = 55.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 29.60 min
Total precip. = 8.28 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Developed-Overall Site
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
40.00 40.00
I
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 1

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 2
Post Developed to Pond
Hydrograph type = SCS Runoff Peak discharge = 130.69 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 271,520 cuft
Drainage area = 14.150 ac Curve number = 77.9
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.28 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post Developed to Pond
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 — I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 2 Time (min)

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 37.03 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 154,311 cuft
Inflow hyd. No. = 2 - Post Developed to Pond Max. Elevation = 222.43 ft
Reservoir name = Bio-Retention Max. Storage = 114,020 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Post Through Pond
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 � ' 0.00
0 120 240 360 480 600 720 840 960 1080
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 114,020 cuft

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 5
1.0 Post-Developed to Pond
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 100 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 14.150 ac Curve number = 77.9
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 0.00 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
1.0 Post-Developed to Pond
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
0.10 0.10
0.09 I 0.09
0.08 0.08
0.07 0.07
0.06 - 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 — — 0.00
0 20 40 60 80 100 120
Hyd No. 5 Time (min)

24
Hydrograph Report
Hydraflow Hydrograp is Extension for Autodesk®Civi 3D®by Autodesk, Inc.v2022 Tuesday, 12/12/2023
Hyd. No. 6
1.0inPost Through Pond
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequercy = 100 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. Nc. = 5 - 1.0 ' ost-Developed to Pond/lax. Elevation = 220.00 ft
Reservoir nave = Bio-Retention Max. Storage = 0 cuft
Storage Indication m thod used. Exfiltration extracted om Outflow.
1.0inPost Through Pond
Q (cfs) Hyd. No. 6-- 100 Year Q (cfs)
0.10 - 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 6 Hyd No. 5 111111111 Total storage used = 0 cuft

TIME OF CONCENTRATION
Existing Conditions DA
SCS Methodology
OPEN CHANNEL
SHALLOW CONC FLOW: FLOW: TOTAL
SHEET FLOW: SEGMENT 1 SEGMENT 1
Manning's Equation:
Tc=(0.007(nL)^0.8)/(P2^0.5)(s^0.4) 2-year/24-hr Tc=L/60 V V=1.49R'r'S'/n
Basin Comments Length Elev1 Elev2 Slope Rainfall Depth Manning's Te, Length Elev2 Elev3 Slope Condition Vavg Tu Cross Sectional Wetted Perimeter Hydraulic Radius Length Elev3 Elev4 Slope Manning's V T3 Troruc Tc(minimum) Tlag Basin
(ft) (ft/ft) TP-40(in) n (min) ft ftttt TR-55 Fi.3-1 ft/sec min Flow Area ft^2 ft ft ft ft/ft s ran (min) (10 min) 0.6'Tc(hrs)
1 100 240.5 240.1 0.004 3.68 0.24 25.33 785 240.1 211 0.03707 Unpaved 3.10 4.22 29.55 29.55 0.30 1
WM20231:65 PM GM-PTRO\pmjeMPTIMECONC Tumberry.xls

EROSION CONTROL CALCS (RIP-RAP CALCULATIONS)
Project Information
Project Name: Turnberry South-Phase 1
Project#:
Designed by: CP Date: 7/13/2023
Revised by: CB Date: 12/12/2023
Checked by: Date:
Rip-Rap Apron SCM-1
Pipe Diameter d= 18
Pipe Slope s= 0.8 %
Manning's number n= 0.013
Flow Q= 5.46 cfs
Velocity V= 5.54 ft/s
Dissipator Dimensions* Zone= 1
Stone Filling Class= A
Entry Width(2 X Do)= 3.0 ft
Length(4 X Do)= 6.0 ft
Width(La+Do)= 7.5 ft
Min.Thickness= 12 inches
Min.Stone Diameter= 3 inches
1 6.0
*All units are in feet
**Dissipator pad designed for full flow of pipe
3.0 7.5
*All units are in feet
**Dissipator pad designed for full flow of pipe
RIP-RAP.xls 12/12/2023 Page 1 of 2

Rip-Rap Apron SCM-2
Pipe Diameter d= 24
Pipe Slope s= 4.76 %
Manning's number n= 0.013
Flow Q= 12.44 cfs
Velocity V= 13.08 ft/s
Dissipator Dimensions* Zone= 2
Stone Filling Class= B
Entry Width(3 X Do)= 6.0 ft
Length(6 X Do)= 12.0 ft
Width(La+Do)= 14.0 ft
Min.Thickness= 22 inches
Min.Stone Diameter= 6 inches
12.0
1
1
6.0 14.0
*All units are in feet
**Dissipator pad designed for full flow of pipe
RIP-RAP.xls 12/12/2023 Page 2 of 2

Project Name Riprap Dissipator#1 Date
Turnberry South Phase 1 Dec. 2023
DD Project No.
Location D&L Engineering, PLLC 1)L2225
Hoke County, North Carolina 150 S. Page Street Calculated By
Southern Pines, NC 28387 JLH
[phone] Checked By
.1LH
STORM DESIGN: 10 Year
BACKGROUND: Use the E&S Control Planning & Design Manual, Section 8.06.
REFERENCE: (NCDEHNR, 1993)
Step 1. Minimum Tailwater Condition
Step 2. D-o= 24 in. Pipe diameter in inches
D-o= 2.00 ft. Pipe diameter in feet
Q-25= 28.38 cfs Pipe outlet (from drainage calculations)
d-50= 0.6 ft. from Figure 8.06 a
L-a = 16 ft. from Figure 8.06 a
Step 3. 3"D-o = 6.00 ft. 3 times the outlet pipe diameter
W= 18.00 ft. Pipe diameter+Apron length
Step 4. d-max 0.90 ft. Maximum Stone Diameter(1.5*d-50) in inches
d-max 11 in. Maximum Stone Diameter(1.5*d-50) in feet
Step 5. Thickness= 1.35 ft. Min. Apron Thickness With Filter Fabric(1.5*d-max) in feet
Thickness= 16 in. Min. Apron Thickness With Filter Fabric(1.5*d-max) in inches
DESIGN DIMENSIONS: Apron Dimensions Riprap
Length Width 3*D-o Thick Class
16 18 6 36in. 2
TERMINOLOGY: Q10 = 10-Year Design Storm, Peak Discharge, (cfs)
D-o = Pipe Diameter, (in. &ft.)
d-50 = Mean Stone Diameter of Rip-Rap, (ft.)
L-a = Length of Rip-Rap Apron, (ft.)
3*D-o = Width of Rip-Rap Apron @ Pipe Outlet, (ft.)
W = Width of Rip-Rap Apron @ End of Apron, (ft.)
d-max= Maximum Stone Diameter of Rip-Rap, (ft. & in.)
Thickness= Thickness of Rip-Rap Apron With Filter Fabric, (ft. &in.)

Project Name Riprap Dissipator#2 Date
Turnberry South Phase 1 Dec. 2023
DD Project No.
Location D&L Engineering, PLLC DL2225
Hoke County, Forth Carolina 150 S. Page Street Calculated By
Southern Pines. NC 28387 JLH
[phone] Checked By
.ILH
STORM DESIGN: 10 Year
BACKGROUND: Use the E&S Control Planning & Design Manual, Section 8.06.
REFERENCE: (NCDEHNR, 1993)
Step 1. Minimum Tailwater Condition
Step 2. D-o = 18 in. Pipe diameter in inches
D-o = 1.50 ft. Pipe diameter in feet
Q-25= 4.29 cfs Pipe outlet(from drainage calculations)
d-50= 0.4 ft. from Figure 8.06 a
L-a = 9 ft. from Figure 8.06 a
Step 3. 3*D-o= 4.50 ft. 3 times the outlet pipe diameter
W= 10.50 ft. Pipe diameter+Apron length
Step 4. d-max 0.60 ft. Maximum Stone Diameter(1.5*d-50) in inches
d-max 7 in. Maximum Stone Diameter(1.5*d-50) in feet
Step 5. Thickness= 0.90 ft. Min. Apron Thickness With Filter Fabric (1.5*d-max) in feet
Thickness= 11 in. Min.Apron Thickness With Filter Fabric (1.5*d-max) in inches
DESIGN DIMENSIONS: Apron Dimensions Riprap
Length Width 3*D-o Thick Class
9 11 5 24in. 1
TERMINOLOGY: Q10= 10-Year Design Storm, Peak Discharge, (cfs)
D-o = Pipe Diameter, (in. &ft.)
d-50= Mean Stone Diameter of Rip-Rap, (ft.)
L-a = Length of Rip-Rap Apron, (ft.)
3*D-o = Width of Rip-Rap Apron @ Pipe Outlet, (ft.)
W = Width of Rip-Rap Apron @ End of Apron, (ft.)
d-max = Maximum Stone Diameter of Rip-Rap, (ft. & in.)
Thickness = Thickness of Rip-Rap Apron With Filter Fabric, (ft. &in.)