SW6230502_Design Calculations_20231004

Storm wafer Management Report
July 5, 2023 ,,",,,,,,,,,,,,,,
Ducks Landing = SEAL
051571
Darroch Road = •
/�y/59
Lillington , Harnett County, NC /,%% p E ?a \``\
•
Prepared for:
D&L Engineering , PLLC
150 S. Page Street
Southern Pines, NC 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-INFILTRATION BASIN 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-INFILTRATION BASIN 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
WATER QUANTITY-INFILTRATION BASIN SCM 3
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-WET POND SCM 4
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-WET POND SCM 5
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 Ducks
Landing on Darroch Road in Harnett County. The majority of the project site is currently
undeveloped. There are currently residential structures on the project site. The proposed
site consists of 109.668 acres.
The proposed site is located in Flood Zone 'X' as shown on FEMA FIRM Panel 3720052600J
with an effective date of 10/3/06. Flood zones are subject to change by FEMA.
There are surface waters and wetland features on the proposed property.
There are five proposed storm water management facilities (three infiltration basins and two
wet ponds) outlined in this report and have been designed for post—development peak
attenuation to treat the impervious areas of the development. The Infiltration Basin SCM 1
is designed to capture a drainage area of 12.96 ac with an impervious area of 2.88 ac.
The Infiltration Basin SCM 2 is designed to capture a drainage area of 13.77 ac with an
impervious area of 2.96 ac. The Infiltration Basin SCM 3 is designed to capture a drainage
area of 6.00 ac with an impervious area of 0.88 ac. The Wet Pond SCM 4 is designed to
capture a drainage area of 21 .05 ac with an impervious area of 5.34 ac. The Wet Pond
SCM 5 is designed to capture a drainage area of 16.11 ac with an impervious area of 3.22
ac. The balance of the site is open space and will by—pass the proposed SCMs. The
SCMs are designed to treat a 1.0" storm event.
Impervious Area Summary—Infiltration Basin
SCM 1
Roadway _ 49,494 sf 1.14 ac
Roof (19 lots @ 4,000 sf/lot) 76,000 sf 1.74 ac
Total IA to Pond 125,494 sf 2.88 ac
Impervious Area Summary—Infiltration Basin
SCM 2
Roadway 24,952 sf 0.57 ac
Roof(26 lots @ 4,000 sf/lot) 104,000 sf 2.39 ac
Total IA to Pond 128,952 sf 2.96 ac
Impervious Area Summary—Infiltration Basin
SCM 3
Roadway _ 10,138 sf _ 0.23 ac
Roof(7 lots @ 4,000 sf/lot) 28,000 sf _ 0.64 ac
Total IA to Pond 38,138 sf 0.88 ac

Impervious Area Summary—Wet Pond SCM 4
Roadway 52,735 sf 1.21 ac
' Roof(45 lots @ 4,000 sf/lot) 180,000 sf 4.13 ac
Total IA to Pond 232,735 sf 5.34 ac
Impervious Area Summary—Wet Pond SCM 5
Roadway 32,468 sf 0.74 ac
Roof(27 lots @ 4,000 sf/lot) 108,000 sf 2.48 ac
Total IA to Pond 140,468 sf 3.22 ac
Impervious Area Summary—Total
Roadway 169,787 sf 3.90 ac
Roof (124 lots @ 4,000
sf/lot) 496,000 sf 11.39 ac
Total IA to Pond 665,787 sf 15.29 ac
Soils
The County Soils Survey indicates that Bibb Soils, Blaney Loamy Sand, Gilead Loamy Sand
and Roanoke Loam soils are present on the site.

FIGURES

Hydrologic Soil Group—Harnett County,North Carolina _�
N
S
688900 689000 689100 689200 689300 689400 689500 689600 689700 689800 689900 690000 690100 690200 690300 690400 690500
35°19'26"N 35°19'26"N
1 t
1
GaD a,a .
Wh GaD '§
§ Ro
BB 4 1
416 � ' §
ihtO.
M I"°1
* ,. 1
,'N. � 41I §
1 4I 4 , BnD D / -`~ 71,�
l� _ BnB 1
'�
.V. .I .4. .. -
,,,,, .
,- lie (§tn , ,
,. . . 1
_I
8 , / - - .`
•
. §
1
1 BnD \ •
c \t// §
•
Ro - t o I I 8
Vthdr, B , s ,
e 8
° ~/
. 000 Gap may not eaDoc •�ab�� aO i
35°18'50"N I 35°18'50"N
688900 689300 6891W 689200 689300 689400 689500 689600 6897W 6898W 689900 69WW 690100 690200 690300 690400 690500
3 3
Map Scale:1:7EP, ,790 if printed on A landscape(11"x 8.5")sheet.
Meters
N 0 100 200 400 600 5
Feet
0 350 700 1400 2100
Map projection:Web Mercator Comer cooniinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 12/20/2022
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Harnett 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.
0 C/D
Soils • D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
l A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
n A/D Water Features line placement.The maps do not show the small areas of
Streams and Canals contrasting soils that could have been shown at a more detailed
n B scale.
Transportation
Q B/D
r4-1. Rails Please rely on the bar scale on each map sheet for map
n C measurements.
ti Interstate Highways
C/D US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
n Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines Background projection,which preserves direction and shape but distorts
• • A distance and area.A projection that preserves area,such as the
1111 Aerial Photography Albers equal-area conic projection,should be used if more
• • A/D accurate calculations of distance or area are required.
^r B This product is generated from the USDA-NRCS certified data as
,. B/D of the version date(s)listed below.
• r C Soil Survey Area: Harnett County, North Carolina
Survey Area Data: Version 20,Sep 8,2022
• • C/D
Soil map units are labeled(as space allows)for map scales
• • D 1:50,000 or larger.
• w Not rated or not available Date(s)aerial images were photographed: Apr 24,2022—May
Soil Rating Points 9,2022
p A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
O A/D imagery displayed on these maps.As a result,some minor
• B shifting of map unit boundaries may be evident.
• B/D
USDA Natural Resources Web Soil Survey 12/20/2022
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Harnett County, North Carolina
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
Bb Bibb soils,frequently A/D 9.6 7.5%
flooded
BnB Blaney loamy sand,2 to C 76.8 60.4%
8 percent slopes
BnD Blaney loamy sand,8 to C 18.7 14.7%
15 percent slopes
GaB Gilead loamy sand,2 to C 10.5 8.3%
8 percent slopes
GaD Gilead loamy sand,8 to C 0.3 0.2%
15 percent slopes
Ro Roanoke loam, C/D 8.9 7.0%
occasionally flooded
W Water 1.3 1.0%
Wh Wehadkee loam, B/D 1.1 0.9%
frequently flooded
Totals for Area of Interest 127.2 100.0%
USDA Natural Resources Web Soil Survey 12/20/2022
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Harnett 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 12/20/2022
Conservation Service National Cooperative Soil Survey Page 4 of 4

''''.."%j* _u_ -) - 1-:'-- . . . - . -;.....„..:k. .. .II . _ _
•
. _ . -,......• 4,,. to r. ,, 711._ 'I .-- - -L --_-____ 4_- _. -. _
WI Sefrl .'
Ili
.It .
/ i \ . O -. I•+ - j s-'- -may y y -;c<,‘ fIN' 10. i ) ,,\''- . 7 JF 1 i- _,--,'"7'7.-1 --. — CAfidt-r -j /\r
%
A',7 r -j-_--7
l
/__if .7-1 figais-P' - -ik% ' _(fitta-....4 J - vg-f .,-41.7-A3-.) L. \ -. v
*.-‘, Qt - ---AV w .#1. 1,‘‘ ,rs ,p7-r#,.
- 2 . .• L--orviol . ( 4 ! . . fiip
1r rk 40 (. { rt,t. , (,
1 . nv i„looe‘ rAk 1 „,.
) - c,).-t.. ..„,:t:().,L:,,,".2- 1.1<kkit- r, L„. 4.tdik _ rs--, lig ih - 4...443AZ,.1
kf;-•") c ., ' N _Ncil! ilielk°,r91—flt, ‘, ille%%.*IT:t
-$\ - 0
i.,
,,- 1, "vyfti,c),T- 11 - li �� mil,1--� �PR E T ITE
OJ C Stu`'y
, ?/ " -- \--..
- 0 V t‘
# i • ,;:,,,A -„ 7„, N-,,„,r ,„, ;$ ._,. ---..7-41{ 4:0 ,',, ....- , -AP
' : 0 , ( miC, - -o-- -,. 1, __ - A ' A 4 1 r d i- ibq Anki
t -._ - ,;:r. ipp 13 1
'\Sywf(.PunJ� 1
,__\7.1/. ttl‘k / I

National Flood Hazard Layer F I RMette 0 FEMA Legend
78°55'28"W 35°19'18"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
- ■ - # 4 Without Base Flood Elevation(BFE)
Ifr: -4 '' fie 1• 1, ,A- Zone A.V.A99
f 17 With BFE or Depth Zone AE,AD.AR.VE,AR
• • SPECIAL FLOOD p
1 i.1 0'r . +.Ji ! HAZARD AREAS Regulatory Floodway
,
Fide
0.2%Annual Chance Flood Hazard,Areas
1/ • + " ► of 1%annual chance flood with average
e foot or
h
e
r ,41n / / •to ,# areas of less thpth less thanan one square tmle zone X
•• $ ,
Future Conditions 1%Annual
•',,+i d t!I"- r ®` Chance Flood Hazard Zone X
il Nal p" Area with Reduced Flood Risk due to
la }- {4 OTHER AREAS OF Levee.See Notes.zone x
FLOOD HAZARD �� Area with Flood Risk due to Leveezone o
i d - t
o NO SCREEN Area of Minimal Flood Hazard zonex
• 1-1 Effective LOMRs
+ OTHER AREAS Area of Undetermined Flood Hazard zone o
GENERAL -—-- Channel,Culvert,or Storm Sewer
1 t - V'' - STRUCTURES III 1 I I I Levee,Dike,or Floodwall
I
r
I - r - ! _ 0 20.2 Cross Sections with 1%Annual Chance
.4 17•s Water Surface Elevation
HARNET�I'COU1T Y AREA OF MINIMAL FLOOD HAZARD - e- - - Coastal Transect
liti
�[ r -'I
so Base Flood Elevation Line(BFE)
ell. 10/31/006
iilne OTHER _ — Profile Baseline r1i41f11 ` +�' • I FEATURES
/11:,
+ ..t ♦ •' i. + Hydrographic Feature
A,,fig .
a.
r I , I : ► I t• Digital Data Available N
t e `f(/ + t i I ii+, No Digital Data Available IL
A 1 ' 4 t.
, f 71 1 �} '!" . . ,: /! tl MAP PANELS Unmapped
PROJECT SITE e The pin displayed on the map is an approximate
+ w , + point selected by the user and does not represent
••
tl �I1 : Xi!
an authoritative property location.
le,6
• • . . • ' R I (. •` : ,-� � S This map complies with FEMA's standards for the use of
+; 6 + . +f; digital flood maps if it is not void as described below.
��' ;` *i �1 t *. , --t + The basemap shown complies with FEMA's basemap
" r R accuracy standards
` y 4 4 a - " +,•
" W.01,, !y y +, " Y - f # The flood hazard information is derived directly from the
, �.- r. , „ e +' ! +J , , * authoritative NFHL web services provided by FEMA.This map
3 j f a. ..rr iT �' was exported on 11/21/2022 at 1:36 PM and does not
I 4 ;*.+ _: r $ r-P••• J o- Iliz f i reflect changes or amendments subsequent to this date and
r f e 44 �1 L + 1' .+', time.The NFHL and effective information may change or
Y' •
'/ • `i� s r , 1 T become superseded by new data over time. y g
Vio
a_ .,p'• This map image is void if the one or more of the following map
ILO .4
► �_ elements do not appear:basemapimagery,flood zone labels,
1M r # 11, 1 •r Y pP g Y,
a legend,scale bar,map creation date,community identifiers,
+ 78°54'S0"w 35°18'48"N FIRM panel number,and FIRM effective date.Map images for
r Feet 1.G V 00o unmapped and unmodernized areas cannot be used for
0 250 500 1,000 1,500 2,000 regulatory purposes.
Basemap:USGS National Map:Orthoimagery:Data refreshed October,2020

\ v 2474 Darroch Rd,Lill... X CL 'BB
\\f' Big Gully
00
00
--.-N\-------S 0® Surface Water Classifications:
Stream Index: 18-20-(8)
Stream Name: Upper Little River
Up.el Little Rives / Description: From dam at Lake Trace to a
o point 0.6 mile downstream
,D`h o ?
a of Juniper Branch
'N Classification: C
Fe° 0 y,cn Date of Class.: July 31,1998
', µcRP
What does this Class.mean? View
River Basin: Cape Fear ,
4PO -
z'
PROJECT SITE = .,,„

i .._,.....-
8tapch
Ilk 1 f I,:,
o.
(1 of 2) • LCI x �`
0
C ?CL 12-Digit HUG(Subwatershed)
12-Digit Name: Walkers Creek-Upper Little
River
12-Digit Code: 030300040205 q,
1. 10-Digit Name: Upper Little River 5,"4
10-Digit Code: 0303000402 0
8-Digit Code: 03030004 --
•
River Basin: Cape Fear
/ 12-Digit Area 28.498.05
(ac):
PROJECT SITE Zoomto ,,t
/ c
I
ie
Cr
j
N CU
U
him. mI
m`

NOAA Atlas 14, Volume 2, Version 3
Quo'"`""fc°4,4 Location name: Lillington, North Carolina, USA* ` - '"
1 v Latitude: 35.3175°, Longitude: -78.9192° _ _
l �P Q� Elevation: 258.17 ft** 0
�+rEfi�.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 0.432 0.510 0.592 0.654 0.727 0.779 0.829 0.874 0.928 0.970
(0.393-0.480) (0.463-0.565) (0.538-0.656)I (0.593-0.724) (0.656-0.803) (0.702-0.860) (0.742-0.914) (0.778-0.963)_(0.818-1.02) (0.850-1.07)
10-min 0.691 0.815 0.948 1.05 1.16 1.24 1.32 1.39 1.47 1.53
(0.627-0.766) (0.741-0.904) (0.861-1.05) (0.949-1.16) (1.05-1.28) (1.12-1.37) (1.18-1.45) (1.23-1.53) (1.30-1.62) (1.34-1.68)
15-min 0.863 1.02 1.20 1.32 1.47 1.57 1.66 1.75 1.85 1.92
(0.784-0.958) (0.931-1.14) 1 (1.09-1.33) i (1.20-1.47) (1.33-1.62) (1.42-1.73)) (1.49-1.84) (1.56-1.93) (1.63-2.04) (1.68-2.11)
30-min 1.18 1.42 1.70 1.92 2.18 2.37 2.55 2.72 2.94 I 3.11
(1.08-1.31) (1.29-1.57) (1.55-1.89) (1.74-2.12) (1.96-2.40) (2.13-2.61) (2.28-2.81) (2.42-3.00) (2.59-3.24) (2.72-3.42)
60-min 1.48 1.78 2.18 2.50 2.90 3.21 3.51 3.82 4.22 4.53
(1.34-1.64) (1.61-1.97) (1.98-2.42) (2.26-2.77) (2.61-3.20) (2.89-3.54) (3.14-3.87) (3.40-4.20) (3.72-4.65)I (3.97-5.00)
2-hr 1.73 2.09 2.62 3.02 3.56 I 4.00 4.43 4.87 5.46 I 5.94
(1.56-1.95) (1.89-2.35) (2.35-2.93) (2.71-3.39) _ (3.18-3.99) (3.55-4.47) (3.91-4.95) (4.27-5.44) (4.74-6.10) (5.12-6.64)
3-hr 1.84 I 2.23 2.79 3.25 3.88 4.39 4.92 5.47 6.24 6.88
(1.66-2.07) (2.01-2.50) (2.51-3.13) (2.92-3.65) , (3.46-4.34) (3.89-4.91) (4.32-5.49) (4.78-6.11) (5.39-6.97) (5.87-7.68)
6-hr 2.19 2.65 3.33 3.89 4.65 5.29 5.94 6.64 7.62 8.42
(1.99-2.44) (2.41-2.95) (3.02-3.69) (3.52-4.30) (4.18-5.14) (4.71-5.83) (5.25-6.55) (5.81-7.30) (6.58-8.37) (7.19-9.27)
12-hr 2.59 3.13 3.95 4.63 5.58 6.38 7.22 8.12 9.41 10.5
(2.35-2.87) (2.84-3.47) _(3.58-4.39) (4.18-5.14) (4.99-6.17) (5.66-7.03) (6.35-7.94) (7.06-8.92) (8.05-10.3) (8.85-11.5)
24-hr 3.05 3.70 4.68 5.46 6.53 7.40 8.29 i 9.22 10.5 11.5
(2.83-3.31)j (3.42-4.00) (4.33-5.07) _ (5.04-5.91) (6.01-7.07) i (6.78-8.00) (7.58-8.96) (8.41-9.96) I (9.53-11.4) i (10.4-12.5)1
2-day 3.55 I 4.29 5.39 6.25 7.45 8.41 9.40 10.4 11.9 I 13.0
(3.29-3.83) (3.98-4.62) (4.99-5.81) (5.78-6.74) (6.86-8.03) (7.72-9.07) (8.60-10.1) (9.51-11.3) (10.7-12.8) (11.7-14.1)
3-day 3.77 4.54 _ 5.67 6.57 7.80 8.79 9.81 10.9 12.3 13.5 I
(3.51-4.05)] (4.23-4.88) I (5.27-6.09) (6.09-7.05) (7.20-8.38) (8.09-9.44) (9.00-10.5) (9.93-11.7) (11.2-13.3) I (12.2-14.6)
4-day 3.99 4.80 5.96 6.89 8.16 9.17 10.2 11.3 12.8 I 14.0
(3.72-4.27) (4.48-5.14) (5.55-6.38) (6.40-7.36) (7.55-8.72) (8.46-9.81) (9.39-10.9) (10.4-12.1) (11.7-13.7) (12.7-15.0)
7-day 11 4.61 11
5.52 11
6.77 11
7.77 11
9.13 11
10.2 11
11.3 11
12.5 1 14.1 15.4

II (4.30-4.95) II (5.13-5.92) II (6.29-7.27) II (7.21-8.33) II (8.45-9.79) II (9.43-11.0) II (10.4-12.2) IL (11.5-13.4) II(12.9-15.2) I (14.0-16.6)I
10-day 5.26 6.28 7.59 8.61 10.00 11.1 I 12.2 I 13.3 I 14.8 16.0
(4.94-5.61) (5.89-6.69) (7.10-8.09) (8.05-9.17) (9.31-10.6) , (10.3-11.8) I (11.3-13.0) , (12.3-14.2) 1 (13.7-15.9), (14.7-17.2)1
20-day 7.09 I 8.39 9.98 11.2 12.9 14.2 15.5 1 16.9 18.7 20.1
(6.65-7.57) (7.87-8.96) (9.34-10.6) (10.5-12.0) (12.0-13.7) (13.2-15.1) (14.4-16.6) (15.6-18.0) (17.2-20.0) (18.5-21.5)
30-day 8.82 10.4 12.2 13.5 15.3 16.7 18.0 19.4 21.2 22.6
(8.29-9.40) i (9.78-11.1) (11.4-13.0) I (12.7-14.4) (14.3-16.3) I (15.6-17.8) I (16.8-19.2) I (18.0-20.7) (19.7-22.7) (20.9-24.2)
45-day 11.2 13.1 15.1 16.6 18.6 20.1 21.5 22.9 24.8 26.2
(10.6-11.9) (12.4-13.9) (14.3-16.0) (15.7-17.6) (17.5-19.7) (18.8-21.3) (20.2-22.8) (21.5-24.4) (23.1-26.4) (24.4-28.0)
60-day 13.4 15.7 17.9 19.5 21.7 23.3 24.8 26.4 28.4 29.9
(12.7-14.2) (14.9-16.6) I (16.9-18.9) (18.5-20.6) (20.5-22.9) (21.9-24.6) (23.4-26.3) (24.8-27.9) (26.5-30.1) (27.9-31.7)
1 Precipitation frequency(PF)estimates in this table are based on frequency analysis of partial duration series(PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates(for
a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are
not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
PDS-based depth-duration-frequency (DDF) curves
Latitude: 35.3175°, Longitude: -78.9192°
30 • 1 1 1 1 1 1 1 1 1 1 I I 1 I 1 1 1
Average recurrence
25 interval
(years)
- 1
20 - -
2
a) - 5
g 15 - -- - 10
m i• - 25
a - 50
3 10 - --- . • - - -, - 100
a)
- 200
5 - - 500
- 1000
__1^fir ' :
•
0 - 1- I I I I 1 I I I 1 I I 1
C C C C C 1 - - I I- >, >, >, >, >, >, >, >,>,
C C E- 'C .C L L L .0 .0 10 40 40 N 46 46 /O 46 r
u1 p O O rn N N A V 1` O O V O
Duration

30 1 I I 1 1 1 1 1
25 - -
c
20 Duration
v — 5-rnn — 2-day
o0 15 • •- - -
— 10-min — 3-day
, 15-min — 4-day
-. 30-min — 7-day
•
a 10 - -•- --� - 60-Min - 10-day
a,
a — 2-hr — 20-day
• — 3fir — 30-day
5 _ — 5fir — 45-day
r_. — 12-hr — 60-day
0 — 1 t i 1 i l 1 i 24-br
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created (GMT): Mon Nov 21 18:32:25 2022
Back to Top
Maps & aerials
Small scale terrain

--
• �Lr
I
•
3km
2mi
Large scale terrain
Kinston-Salem
• • Durham
Greensboro • •
Rocky Mount
Raleigh
R T H C A R O L I N A I •Greenville
0 —•—
•Charlotte Fayetteville)
•
Wilmington = u'
•
• Fi
•
Large scale map

if
inston� cm Greensboro
iv
o D rham Rocky Mount
n
Raleigh
North Greenville
Carolina I
arlotte —•—
I FaYettevi lle
l f J iville
l
100km Wilmington
60mi
o rra
Lar•e scale aerial
Winston-Salem
• •
Greensboro Durham . Rocky Mount
•
Raleigh
• Greenville
North i. . •
Carolina
r..
Charlotte -
Fayetteville
la Mlle
II
100km Wilmington
•
Cd 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.Questions noaa.gov
Disclaimer

Scott Cole,NCLSS
312 Copples Road Ext
Asheboro,NC 27205
[phone]
Double D Engineering, PLLC November 4,2022
Attn: Mr. Lee Humphrey
150 S. Page Street
Southern Pines,NC 28387
Re: Seasonal High-Water Table Identification and Soil Infiltration Rates: Ducks Landing, Darroch Road,
Lillington; Harnett County NC parcel 010527 0012
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 Soil series. These soils are 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 was reached.
The SHWT and Infiltration rates for the stormwater BMP devices are reported for each proposed
location in the tables below.
BMP Device Site#1
Test Location SHWT Munsell Color Ksat#1 Ksat#2 Ksat#3
(feet below Notation
_ground surface)
0-2' 2-4' 4-12'
BMP Site 1 Not Observed N/A Sandy Loam Sandy Clay Clay/Sap with
Elevation 208' within 12'of 10"/hour Loam wetness
(lowest point) surface 5"/hour Not 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)
0-4' 4-10' 10-12'
BMP Site 2 Not Observed N/A Sandy Loam/ Saprolite with Saprolite
Elevation 196' within 12'of Sandy Clay wetness Not Measured
(lowest point) surface Loam Not Measured
8"/hour
BMP Device Site#3
Test Location SHWT Munsell Color Ksat#1 Ksat#2 Ksat#3
(feet below Notation
ground surface)
0-4' 4-8' 8-12'
BMP Site 3 Not Observed N/A Sandy Loam/ Saprolite with Saprolite
Elevation 192' within 12'of Sandy Clay wetness Not Measured
(lowest point) surface Loam Not Measured
8"/hour
BMP Device Site#4
Test Location SHWT Munsell Color Ksat#1 Ksat#2 Ksat#3
(feet below Notation
ground surface)
0-3' 3-5' 8-12'
BMP Site 4 Not Observed N/A Sandy Loam Sandy Clay Saprolite
Elevation 188' within 10'of 10"/hour Loam/Sandy Not Measured
(lowest point) surface Clay
2"/hour
BMP Device Site#5
Test Location SHWT Munsell Color Ksat#1 Ksat#2 Ksat#3
(feet below Notation
ground surface)
0-2' 2-5' 5-12'
BMP Site 5 Not Observed N/A Sandy Loam Sandy Clay SCL/Sap with
Elevation 192' within 12'of 10"/hour Loam wetness
(lowest point) surface 5"/hour Not Measured

Scott Cole,NCLSS
312 Copples Road Ext
Asheboro,NC 27205
[phone]
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 of these 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,
)....)c
c..... L.
Scott Cole eice °
le %ftANk4 4
North Carolina Licensed Soil Scientist 0 ° _, 0 ".4,}
4'vF 1263 4'
F44*4m c

ico
I VZZ ZZZ
1
224 9ZZ
•
I �,---1 ZZZ 218
1 ---
1 1
102 /b' en
^ �� �_ .
I C) •'
N 16 �sI c'�1 j W c d ��� m a1)i 0 „' w � *i, ►.
cb ° rnIl7Mri',
^� ./ v0 Qi \ r O II)
r O j
r o a r > R r \ 1
I
O* *• R moo 3 3 y �m 8 i
Si,41 • y OO N7 6z `�
if 6 N J N N
t9 1-j2 U 2 Q N r C d I
/ .a omu�- 6Z
0ZIoo7 1! -!
/ r
CD Me
,co- ena`a)YYY cc mj) ° — 1
CD NU a Q woBo
i
h
Z i / a)Z ip i O N 3• 7 p O 047 'a+ d c
N /W 3 •a ns 2 x u)R N > V R
0 o u L. rn E • °e / a`a)YYY w 3 8
J O a r C * I/ N .0
NI.
r E Z ` t ° ° Z
a C a. N h
/ ys. •c •�.■" ac c
L_ W L °
E y6U 3 ° N 8g d,°ct5 /r/
a. r Zi O N
w ° J of a / e T. § ��/
r
�,� 5ZUJivUio �L 3 N ° °rJN
Mier `� i a-t Na+JUU
0i::.Del6 m > c =._ 212 .a Ov)m
C-0•R +O+y L s 3 0 ��Z y Z c-m r
Ess
a.u) N N N of �- a 0/ OF:ON�
�av)YYY-I 3 'in' )ZZ g off--a v o
E N tZ -/ a.S N N N
p 0 _10 ZZZ aIYYYJ
13
m Z it io N lin Mtiii4(iiM NItiZZ ♦,'� �
O H O N M O # ■
--- pc-' 2 2 a `\i `.
36
a.•r .; Lt
cn
ci
•',A;• co
N
tve
cPc'c" ZEZ c° N
(Po N—
d
Ngs ZSZ .

WATER QUALITY/QUANTITY-INFILTRATION BASIN SCM 1

r-
n n \A--ecik)o.-, T3z.,, 7) c:-...k.-}-1, 0 i
. .,
i
--------,,:--...„ - ..._.-------_, _ ,_
•
:::—-______--7.2-_-,_ :-.... ,-, ..-_________,___...yr ---- ;„. ip. 4 iy(ye-c,?)(r.--./.:,,.....,.77,..-,:r
. , ,,--. ,
....L_____: _...,.., --... ) ,,,,,,,,,.. . ______,„... .t.' \ / ( j . ; ) ) - (-, /
_._,,.......,___ ---,----, ) , i _ __,„--_,...-„,,. \ ,,,, \ fi i
-_-:-_------7-7't 1 -•"• ? \
\ , ? • \ ( . (
1S5\\ '•0.°: -‘;-.1 ..'.." . - ',_,. \ \''
, , _...- so -,.-40, •.„.k.s. ,.. ...„._•:::.
• •
-----'1%- . t
_-<-- ,..-,- 11;r00 Tes.....°,7_,.. \ r.8 ,.i ,_. ,..•
_.......,- ,
-,; ,./
-11'-',- -- 1AV , ......-•."-
1000 _
10 ----
i , ........--!.... ///1 il , ,
, e#,Triii '''`,(11,\ ) ‘\1; ) i"
, ,Ii, \\,, \N‘h•- • 50%-,-- ....,----- 00'101 r)J-4 1 "\''‘) ) \--- -------k-:.`------1_\-----‘,'--
\'‘N........t.... s.... As..•..".. .,411411,44.,:_,„0.0.-- .-4
•
\ k:\\ —.„ ---'-*-- ,.. _.,1,1..":. Nivh.
•-.›.'-' __I
1 .--- -N^'''',•.1-'.s.•,...-•....,.- 4 frit- :,:- , ''.7-,0--- ‘ \ '•-t,, .00% .
/-----../- :7"....,"At.lt.'",--_,Z=.:„...q11/,-;,'S .,'- '\,\ . 00: .
/ \..1 k, I", ' . v /-b ',.\,,, i:}ki o:
-.1
\\"\-`.---._ _. .j.<i. .-Y f-A--k-i..;.:--- - 7..1, 41: ...\\,N‘,'Viz \...:::.1,....:e„,..,4,),,,,j,
// ' \ ....,-
ie-TX-rv`-`1
SY)
\\ --„,____,- / '1. r...-- , \--ett ki :P. . ' *NI'S ) I. \ , ii i
, •• . ....••••••••••--...-'...''' \\ I
\•,,'%:N.s\\ / '..') ------ti N\ . 1 I ,---- 1 .-Th
.,.._ \------ i ' Q )
,,---\ ' 1,41•4-1—:_ 1 (.:-14`‘. ---z;=---- - ..,„ ,4, e , 1
'N 1'i 1 1 II ' 1 1 1 -Oil ' ic:' \\ \.,-- V —.-C.-,: .I '." * — ---
'11--_-,-;:„. i
„ ., • \
1 1 , 1 , 1J-- , ‘..A...- ------ Tr' •
l iiiii ) .' . ltql",---
•% \ \ • , , , , , , „ ri, ,
111111 11\
I I • I 1 l' /1,‘ 71\ I
i •-•„
I I 'I I I I I, 1 - •
\ k,..- -. .,.\.:%.,,,I\ILYIll ' i ' l ' t ,. ' 111 •
•1. 1 II II
?--2`:--- - ---------)-‘ •' .: . , --- 1 I 1 1 I \ 1, ''.1t---t ., \iiii.l'ishf
-'--1-'-' -- \ O'''::'''''''' 1 ri 111111-1 I 1, -11'-r----1-- ii96-__, ... . ....timmaireass "ir' -'' •
I
---:.\°
. _
• .r.. ...,....•••••. mii.,Th.-
'-'1. ' .... 12.11.1.167. I..'""14116.1 -1 •
- .='
) 1 I .... v• ,
re-4e,,,,01'cm•:::;;.'' - ----,m,=----;...,..------!--- ---
\ -- ---- .
•.„.,'i„/'',',.'-'-N_\__L-_-_-_1,k„1\'k,v','\',•1-•\-.•-_-\,-‹-''4--'_,-`..-_1 Z:‘_sJ
Z_,\__•__.,\..,. ,.;_..\,N\_...‘,'.,.,t.-?,---_r"a-%-(\.„-.._-.-,*%-e---f-:i,4..:.i,jp.7tffAri-p4xi!-1‘.1;i-'ti%-'a-:•e‘iAy."p\-ik-N--.\i-.1/4*\t\‘•4‘.\1.:\•0.0'\s\-.14;%_:,
•\A,-//,*\.,,O,,,•.Il-.k
,\
,
:, '''-/1 \ „ , ) "i ‘ . , , /
\ \\\ \ ,-: , a .. ,\ /
,------__, k liN.
V. \-,'‘ ', 1k,„
illkee
/11;2 ,. , ,,\ z.‘.•' 1‘4 M.45--_____-':,4-411107, /. < ' ‘.v , •-- ko, _ii
\. `")
\
, z
‘•,,,..-.1,_.„------_______--. . \ ' \.\\ ''‘'.'14kIlib•- /
iI •t L
\ \sk\i____,.. N. -V_-_----------<,L---14-,,:- • 4. 1 . s., • •
"
• l \ ., ,,,,,,, V71, -....<_,----='-rd\IN:11.'. • ' • `k, . f
•
•' k 7 1 Nek. 110P • I
\-‘\%N .V %.'...\--14:".N.------j:N) "---..-- \---.'""\::::.*"5..; ‘ '% -7-- .7- II •,... 48p
1, • •• --- s rY--,, <,, \--Th \ E_,.," ,e, \ ,1IV, • ' N /AO"
) \—1 4'. ( . .\_ 4------' L '\
.---\. - 1 '. 4L\ 4*..' \\: \ /. - 1
.1., ,_ . \. i \ u, • - -.--- 4+ A .. , ' %, .,
• : 1

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1 Project Name _ Ducks Landing
2 Project Area(ac) _ 109.668
3 Coastal Wetland Area(ac) -
4 Surface Water Area(ac) 2.494
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
1i NUMBER AND TYPE OF SCMs:
11 Infiltration System 3
12 Bioretention Cell _ 0
13 Wet Pond 2
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 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
�� �EESSIp�;9'yq
l '-. -.-- C9- 6.1"--:7;7-,"
SEAL _
Signature of Designer
051571
73
ii C 0 E P \\\• ` >�
�7iii111iiiuQkh° Date

DRAINAGE AREAS
1 I Is this a high density project? Yes _
2 If so, number of drainage areas/SCMs 5
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 - Infiltration Basin Infiltration Basin
5 Total drainage area (sq ft) 4777138 sf 564434 599880
6 Onsite drainage area (sq ft) 4777138 sf 564434 599880
7 Offsite drainage area (sq ft)
8 Total BUA in project (sq ft) 665787 sf 125494 sf 128952 sf
New BUA on subdivided lots (subject to permitting)
9 (sq ft) 496000 sf i 76000 sf 104000 sf
New BUA not on subdivided lots (subject to
10 permitting) (sf) 169787 sf 49494 sf 24952 sf
11 Offsite BUA (sq ft)
12 Breakdown of new BUA not on subdivided lots:
- Parking (sq ft)
- Sidewalk (sq ft)
- Roof (sq ft)
- Roadway (sq ft) 169787 sf 49494 sf 24952 sf
- Future (sq ft)
- Other, please specify in the comment box
below (sq ft)
New infiltrating permeable pavement on subdivided
13 lots (sq ft)
New infiltrating permeable pavement not on
14 subdivided lots (sq ft)
Existing BUA that will remain (not subject to
15 permitting) (sq ft)
16 Existing BUA that is already permitted (sq ft)
17 Existing BUA that will be removed (sq ft)
18 Percent BUA 13.94% 22.2% 21.5%
19 Design storm (inches) _ 1.0 in 1.0 in
20 Design volume of SCM (cu ft) _ 66388 cf 77080 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 108,653 sf (2.494 ac) of surface water area.

DRAINAGE AREAS
1 I Is this a high density project? Yes _
2 If so, number of drainage areas/SCMs 5
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 3 4
•
4 Type of SCM - Infiltration Basin Wet Pond
5 Total drainage area (sq ft) 4777138 sf 261143 917130
6 Onsite drainage area (sq ft) 4777138 sf 261143 917130
7 Offsite drainage area (sq ft)
8 Total BUA in project (sq ft) 665787 sf 38138 sf 232735 sf
New BUA on subdivided lots (subject to permitting)
9 (sq ft) 496000 sf i 28000 sf 180000 sf
New BUA not on subdivided lots (subject to
10 permitting) (sf) 169787 sf 10138 sf 52735 sf
11 Offsite BUA (sq ft)
12 Breakdown of new BUA not on subdivided lots:
- Parking (sq ft)
- Sidewalk (sq ft)
- Roof (sq ft)
- Roadway (sq ft) 169787 sf 10138 sf 52735 sf
- Future (sq ft)
- Other, please specify in the comment box
below (sq ft)
New infiltrating permeable pavement on subdivided
13 lots (sq ft)
New infiltrating permeable pavement not on
14 subdivided lots (sq ft)
Existing BUA that will remain (not subject to
15 permitting) (sq ft)
16 Existing BUA that is already permitted (sq ft)
17 Existing BUA that will be removed (sq ft)
18 Percent BUA 13.94% 14.6% 25.4%
19 Design storm (inches) _ 1.0 in 1.0 in
20 Design volume of SCM (cu ft) _ 30515 cf 23500 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 108,653 sf (2.494 ac) of surface water area.

DRAINAGE AREAS
1 I Is this a high density project? Yes _
2 If so, number of drainage areas/SCMs 5
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 5
•
4 Type of SCM - Wet Pond
5 Total drainage area (sq ft) 4777138 sf 701836
6 Onsite drainage area (sq ft) 4777138 sf 701836
7 Offsite drainage area (sq ft)
8 Total BUA in project (sq ft) 665787 sf 140468 sf
New BUA on subdivided lots (subject to permitting)
9 (sq ft) 496000 sf i 108000 sf
New BUA not on subdivided lots (subject to
10 permitting) (sf) 169787 sf 32468 sf
11 Offsite BUA (sq ft)
12 Breakdown of new BUA not on subdivided lots:
- Parking (sq ft)
- Sidewalk (sq ft)
- Roof (sq ft)
- Roadway (sq ft) 169787 sf 32468 sf
- Future (sq ft)
- Other, please specify in the comment box
below (sq ft)
New infiltrating permeable pavement on subdivided
13 lots (sq ft)
New infiltrating permeable pavement not on
14 subdivided lots (sq ft)
Existing BUA that will remain (not subject to
15 permitting) (sq ft)
16 Existing BUA that is already permitted (sq ft)
17 Existing BUA that will be removed (sq ft)
18 Percent BUA 13.94% 20.0%
19 Design storm (inches) _ 1.0 in
20 Design volume of SCM (cu ft) _ 15571 cf
21 Calculation method for design volume Simple Method
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
22 drainage area(s): _
There is 108,653 sf (2.494 ac) of surface water area.

INFILTRATION SYSTEM
1 Drainage area number 1 2 3
2 Minimum required treatment volume(cu ft) 11764 cf I 12171 cf 3948 cf
GENERAL MDC FROM 02H.1050
3 Is the SCM sized to treat the SW from all surfaces at build-out? Yes Yes Yes
4 Is the SCM located away from contaminated soils? Yes Yes Yes
5 What are the side slopes of the SCM(H:V or enter"Vertical"for
trenches)? 3:1 3:1 3:1
6 Does the SCM have retaining walls,gabion walls or other
engineered side slopes? No No No
7 Are the inlets,outlets,and receiving stream protected from erosion
(10-year storm)? Yes _ Yes _ Yes
8 Is there an overflow or bypass for inflow volume in excess of the
design volume? Yes Yes Yes
9 What is the method for dewatering the SCM for maintenance? Pump(preferred) Pump(preferred) Pump(preferred)
10 If applicable,will the SCM be cleaned out after construction? Yes Yes Yes
11 Does the maintenance access comply with General MDC(8)? Yes _ Yes Yes
12 Does the drainage easement comply with General MDC(9)? Yes Yes Yes
13 If the SCM is on a single family lot,does(will?)the plat comply with
General MDC(10)? N/A N/A N/A
14 Is there an O&M Agreement that complies with General MDC(11)? Yes Yes Yes
15 Is there an O&M Plan that complies with General MDC(12)? Yes Yes Yes
16 Does the SCM follow the device specific MDC? Yes Yes Yes
17 Was the SCM designed by an NC licensed professional? Yes Yes Yes
INFILTRATION SYSTEM MDC FROM 02H.1051
18 Proposed slope of the subgrade surface(%) 0% 0% 0%
19 Are terraces or baffles provided? No T-- No No
20 Type of pretreatment: Forebay Forebay Forebay
Soils Data
21 Was the soil investigated in the footprint and at the elevation of the
infiltration system? Yes Yes Yes
22 SHWT elevation(fmsl) 196.00 184.00 180.00
23 Depth to SHWT per soils report(in) 144 in _ 144 in 144 in
24 Ground elevation at boring in soils report(fmsl) 208.00 196.00 192.00
25 Is a detailed hydrogeologic study attached if the separation is
between 1 and 2 feet? N/A Yes Yes
26 Soil infiltration rate(in/hr) 5.00 4.00 4.00
27 Factor of safety(FS) (2 is recommended): 2.00 2.00 2.00
Elevations
29 Bottom elevation(fmsl) 208 ft 196 ft 192 ft
30 Storage elevation(fmsl) 213.ft 201.ft 195.ft
31 Bypass elevation(fmsl) 213 ft 201 ft 195 ft
For Basins Only
32 Bottom surface area(ft2) 9970 ft I 11980 ft 8345 ft 1
33 Storage elevation surface area(ft2) 16815.ft 19080.ft 12075.ft
For Trenches Only
34 Length(ft)
35 Width(ft)
36 Perforated pipe diameter,if applicable(inches)
37 Number of laterals
38 Total length of perforated piping
39 Stone type,if applicable
40 Stone porosity(%)
41 Is stone free of fines?
42 Is the stone wrapped in geotextile fabric?
43 Has at least one inspection port been provided?
Volumes/Drawdown
44 Design volume of SCM(cu ft) 66388 cf 77080 cf 30515 cf
45 Time to draw down hours 19.0 hrs 24.2 hrs 15.2 hrs
ADDITIONAL INFORMATION
46 Please use this space to provide any additional information about
the infiltration system(s):
Line 26-The soils report found the infiltration rate of the soil for DA 1 to be 10.0'/hr.
A more conservative value of 5.0'/hr was used in the calculations,to account for
clogging of the soils that will happen over time.The soils report found the infiltration
rate of the soil for DAs 2&3 to be 8.0'/hr.A more conservative value of 4.0'/hr was
used in the calculations,to account for clogging of the soils that will happen over
time.
Infiltration 1 1:19 PM 7/5/2023

Bowman North Carolina, Ltd.
Ducks Landing, Harnett County, NC
Curve Number Calculation (CN)
Pre-Developed Conditions(Infiltration Basin #1)
Drainage Area(acres): 6.77
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A/D Bb Bibb soils 0.00 0%
C/D Ro Roanoke loam 0.00 0%
C BnB/BnD Blaney loamy sand 6.51 96%
C GaB/GaD Gilead loamy Sand 0.26 4%
Existing Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Open Space-Good Condition A/D 0.00 55 0.0
Open Space-Good Condition C 6.01 74 65.8
Wooded -Good Stand A/D 0.00 50 0.0
Wooded -Good Stand C 0.73 70 7.5
Impervious Area 0.03 98 0.4
Cumulative Curve#= 73.7

Bowman North Carolina, Ltd.
Ducks Landing, Harnett County, NC
Curve Number Calculation (CN)
Post-Developed Conditions(Infiltration Basin #1)
Drainage Area(acres): 12.96
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A/D Bb Bibb soils 0.00 0%
C/D Ro Roanoke loam 0.33 3%
C BnB/BnD Blaney loamy sand 12.35 95%
C GaB/GaD Gilead loamy Sand 0.28 2%
Existing Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Open Space-Good Condition A/D 0.00 55 0.0
Open Space-Good Condition C 10.08 74 57.5
Wooded -Good Stand A/D 0.00 50 0.0
Wooded -Good Stand C 0.00 70 0.0
Impervious Area 2.88 98 21.8
Cumulative Curve#= 79.3

Infiltration Basin Design
Site Information
Sub Area Location: Drainage To Infiltration Basin#1
Drainage Area(DA)= 12.96 Acres 564434 sf
Impervious Area(IA)= 2.88 Acres 125494 sf
Percent Impervious(I)= 22.2 %
Required Water Quality Volume
Design Storm= 1 inch
Determine Rv Value= 0.05+.009(I)= 0.25 in/in
Water Quality Volume= 0.270 ac-ft
Water Quality Volume= 11,764 cf
Water Quality Volume= 0.250 inches of runoff
NOAA 1-year,24-hour event= 3.05 inches
Minimum Surface Area
SA= (12*FS*DV)/(K*T)
Factor of Safety(FS)= 2
Design Volume(DV)= 66388.0 cf
Hydraulic Conductivity of Soil= 5.00 in/hr
Max Dewatering Time= 72 hours
SA= 4425.9 sf
Drawdown Time
T= FS*(DV*12)/(K*SA)
Factor of Safety(FS)=
Design Volume(DV)= 66388.0 cf
Hydraulic Conductivity of Soil= 5.00 in/hr
Surface Area Provided= 16815 sf
Drawdown Time= 19.0 hours

/ ( ‘ - -‘ •
i / ' j 'V , , ,-- .
i 1 ‘‘ _‘ ' ,/, Aire y 7 ,
/ . V / / /
x f / _____- 1-1\--\ ,,, vo" ,,,.:' z Tit ,____ __, ./ z • 7 z z _____ I ii / / \./
/ \ \--// /� �j� \ �•' INLET PIPE WITH /j / / / ; / / / /
,' �', 7 RIP-RAP APRON - // f i / `./ / / 1
�`� �`! / / /'�� -- r '' A
: (DESIGNED BY /� / � / / � �.• � / /
�� \ •t, / /'' / r OTHERS) %.0 / i / / / 6' ��
�\ v' ,/ 1--
\ / /> / //t\' /-A% ‘.4 . -- - ,----z , / / , V // ) `,/ / /'.. y , / f , % A . / /
/ - 2 / ,- , .. __ _ f___
, / - .z , -,_ ,
f _ f / ,/ i_ __, ---, ,_.. 0 , \ ` \ OBSERVATION X`
r• Ki 7 / / / / `. ♦ ♦ '� WELL TYP. `
, i.,/1), /,/ , ., V-sr,‘,----- IN - V / A _tio, i
7, zo-vo ____ -L_ _ , 7 - --- - . 7 i wim i 7 7 ---- ' '\
i-GRASS SPILLWAY
I.
/ / / � ,�.� � \ / .�� Aio> — � / / ;� VA' / REFER TO DETAIL
I . ��titypoo,8
000 �` / / THIS SHEETi ' ( :
,,./, ,
• lo / 17 J/ \
r \__ _ / //
/ , -/ , - - -
) \\ kv
_v „ , , ...-- / /
7 z , , „
i \ ;/' STORMWATER 7`� 1 I °\/ f , / \ # \ \ C I V / 7 / / (
�� ® - ��� •, / / �/ / / /
,'`\ MANAGEMENT I �` \ tam ® / /
\ ,� I TOP OF / /
\. �. \ EASEMENT ` i \ �/, / - EMBANKMENT / /
''\\ ,� c RIP RAP DISS 9ATER \ N \ � i / ' / /
/I' I 'AD #10 ) k S
\ ‘ W DTH=9 \ / /\/ /
\ ,A‘ \ \ 1 LEN CT-11 ' \
\ '' \‘‘‘ \ ` I THICKNESS-18 I / \ 1 1 / /
�/ \ \ N� 1 `�I RIP RAP CLASS=3 `�` 1 I I I -� 1 /
GRAPHIC SCALE
50 0 25 50 100 200
PLAN VIEW
( IN FEET )
1 inch = 50 ft.
J

STAGE/STORAGE TABLE
STAGE (FT) ELEVATION (FT) CONTOUR AREA INCREMENTAL TOTAL STORAGE
(SF) STORAGE (CF) (CF)
0.0 208.0 9970 0 0
1.0 209.0 11225 10598 10598
2.0 210.0 12535 11880 22478
3.0 211.0 13905 13220 35698
4.0 212.0 15330 14618 50315
5.0 213.0 16815 16073 66388 (WQV)
6.0 214.0 18350 17583 83970
7.0 215.0 19945 19148 103118
STORMWATER MANAGEMENT DESIGN INFILTRATION SYSTEM #1 :
IVR 3ASI\: CAPE FEAR
DECEIVING STHAN: UPPED LITTLE IVR
STEAM INDEX: 18-20-(8)
STEAM CLASS: C
HUC: 0303000402
PROJECT COORDINATES: 35.316452°\, -78.919260°W
POND DESIGN SUVMAY
PAI\AGE AREA TO PO\D: 12.96 ACES
SITE IVPRVIOUS AREA TO POND: 2.88 ACES
OFF-SITE DESIGN IMPERVIOUS AREA TO PO\D: 0.0 ACRES
TOTAL DESIGN IVPHVIOUS AREA TO POND: 2.88 ACES
PRE-DEVELOPED POST-DEVELOPED POST DEVELOPED
TO POND TO POND THROUGH POND
DRAINAGE AREA: 6.77 AC 12.96 AC
CURVE \UV=R: 73.7 79.3
TIME OF CONCENTRATION: 20.5 YIN 5.0 MIN
1 .0" STOW EVENT: 0.282 CFS 0.000 CFS
1 -YEAR STORM EVENT: 6.231 CFS 27.39 CFS 0.000 CFS
2-YEA STOW EVENT: 9.506 CFS 38.13 CFS 0.000 CFS
10-YEAS STOW EVENT: 19.52 CFS 69.90 CFS 5.687 CFS
100-YEAS STORM EVENT: 37.27 CFS 122.71 CFS 89.36 CFS J

RIP-RAP PRE-TREATMENT
FOREBAY AT PIPE INLETS
SEE DETAIL THIS SHEET
TOP OF EMBANKMENT = 215.0
100-YEAR STORM ELEVATION = 214.43 id 04 I
a A'
10-YEAR STORM ELEVATION = 213.23 GRASS SOD
SPILLWAY ELEVATION = 213.0 FILTER FABRIC AT BOTTOM
AND SIDES OF CLEAN SAND
2-YEAR STORM ELEVATION = 211.31 J i
7'Att44I W .ate
1-YEAR STORM ELEVATION = 210.29 1'-0" CLEAN SAND0M\)M
404 �_1
//—
1.0" RAINFALL ELEVATION = 208.15
EXISTING GRADE = 208.0 BOTTOM OF BASIN = 208.0 440 i
FILTER MIXTURE(Fxau me)
1'-0" OF CLEAN ASTM C-33 � z
SAND (MEDIUM AGGREGATE SAND cq
WITH A SIZE RANGE OF 0.02-INCH jo� ouo��j ``
TO 0.04-INCH DIAMETER) ��
a
LAYER OF GEOTEXTILE PERMEABLE N.
FILTER FABRIC (MIRAFI N-SERIES csi
OR EQUIVALENT) z FILTER FABRIC
v
1'-0" MIN. UNDISTURBED IN-SITU
N SOIL o W o
Z r v m
m 22
iv I
SEASONAL HIGH WATER TABLE = 196.0
INFILTRATION BASIN TYPICAL SECTION
NTS

SPILLWAY FLOW *LO\G H 3 W SS CHA\\EL LI\I\G TOP OF EM3A\ <ME\T SPILLWAY ELEVATIO\
Q( Oi�) SLOPE(%) ELEVATIO\
I\FIL-RATIO\ 89.36 CFS 33.33% 2.0' 20.0' 32.0' 3: 1 STRAW WITH \ET \AG 215.0 213.0
SPILLWAY SHOHMAX W/ P550
*LONGITUDINAL SLOPE - � W
3: 1 BACK SLOPE FROM EMBANKMENT EXTEND LINING TO EXTEND LINING TO
TOP OF SPILLWAY TOP OF SPILLWAY TOP OF EMBANKMENT=215.0
H LINING
SS /CHANNEL SPILLWAY ELEVATION=213.0
MATTING SHALL BE AS NOTED H
OR APPROVED EQUAL. H
3
GRASS SPILLWAY DETAIL GRASS SOD ON SPILLWAY
AND SIDE SLOPES

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 89.36 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 106,499 cuft
Inflow hyd. No. = 2 - SCM Post-DeveloOelservoir name = BMP Pond
Max. Elevation = 214.43 ft Max. Storage = 92,286 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
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.90 107.60 213.38 12.30 2.014 12.30
11.93 122.71 << 213.95 48.01 2.114 48.01
11.97 119.16 214.30 77.38 2.180 77.38
12.00 93.77 214.43 << 89.36 2.204 89.36
12.03 59.04 214.36 82.57 2.190 82.57
12.07 32.53 214.17 65.77 2.155 65.77
12.10 20.21 213.96 48.84 2.116 48.84
12.13 16.63 213.78 35.90 2.085 35.90
12.17 15.93 213.66 27.93 2.063 27.93
12.20 15.27 213.58 22.93 2.049 22.93
12.23 14.60 213.52 19.62 2.039 19.62
12.27 13.94 213.48 17.29 2.031 17.29
12.30 13.27 213.45 15.56 2.025 15.56
12.33 12.59 213.42 14.15 2.021 14.15
12.37 11.92 213.40 12.98 2.017 12.98
12.40 11.24 213.38 12.05 2.013 12.05
12.43 10.56 213.36 11.19 2.010 11.19
12.47 9.878 213.34 10.38 2.007 10.38
12.50 9.194 213.32 9.608 2.004 9.608
12.53 8.563 213.31 8.865 2.001 8.865
Continues on next page...

11
Post Through SCM
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
12.57 8.090 213.29 8.226 1.998 8.226
12.60 7.794 213.28 7.691 1.996 7.691
12.63 7.604 213.27 7.225 1.993 7.225
12.67 7.450 213.26 6.828 1.992 6.828
12.70 7.297 213.25 6.489 1.990 6.489
12.73 7.142 213.24 6.194 1.989 6.194
12.77 6.988 213.23 5.932 1.988 5.932
12.80 6.832 213.23 5.695 1.986 5.695
12.83 6.677 213.22 5.478 1.985 5.478
12.87 6.522 213.22 5.275 1.985 5.275
12.90 6.366 213.21 5.084 1.984 5.084
12.93 6.210 213.21 4.901 1.983 4.901
12.97 6.054 213.20 4.725 1.982 4.725
13.00 5.896 213.20 4.573 1.981 4.573
13.03 5.747 213.19 4.437 1.980 4.437
13.07 5.620 213.19 4.300 1.980 4.301
13.10 5.517 213.18 4.168 1.979 4.168
13.13 5.428 213.18 4.043 1.978 4.043
13.17 5.345 213.18 3.925 1.977 3.925
13.20 5.261 213.17 3.813 1.977 3.813
13.23 5.176 213.17 3.707 1.976 3.707
13.27 5.092 213.17 3.605 1.976 3.605
13.30 5.008 213.16 3.506 1.975 3.506
13.33 4.924 213.16 3.410 1.974 3.410
13.37 4.839 213.16 3.317 1.974 3.317
13.40 4.755 213.15 3.225 1.973 3.225
13.43 4.670 213.15 3.135 1.973 3.135
13.47 4.586 213.15 3.045 1.972 3.045
Continues on next page...

12
Post Through SCM
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
13.50 4.501 213.14 2.957 1.972 2.957
13.53 4.418 213.14 2.870 1.971 2.870
13.57 4.343 213.14 2.784 1.971 2.784
13.60 4.276 213.14 2.701 1.970 2.701
13.63 4.214 213.13 2.622 1.970 2.622
13.67 4.154 213.13 2.546 1.969 2.546
13.70 4.093 213.13 2.473 1.969 2.473
13.73 4.032 213.13 2.402 1.968 2.403
13.77 3.972 213.12 2.334 1.968 2.334
13.80 3.911 213.12 2.267 1.968 2.267
13.83 3.850 213.12 2.201 1.967 2.201
13.87 3.789 213.12 2.136 1.967 2.136
13.90 3.728 213.11 2.072 1.966 2.072
13.93 3.668 213.11 2.009 1.966 2.009
13.97 3.606 213.11 1.946 1.966 1.946
14.00 3.545 213.11 1.884 1.965 1.883
14.03 3.489 213.11 1.822 1.965 1.822
14.07 3.443 213.10 1.762 1.965 1.762
14.10 3.412 213.10 1.706 1.964 1.706
14.13 3.388 213.10 1.656 1.964 1.656
14.17 3.367 213.10 1.625 1.964 1.625
14.20 3.346 213.10 1.601 1.963 1.601
14.23 3.325 213.10 1.577 1.963 1.576
14.27 3.304 213.09 1.552 1.963 1.553
14.30 3.283 213.09 1.529 1.963 1.529
14.33 3.262 213.09 1.506 1.962 1.506
14.37 3.241 213.09 1.483 1.962 1.483
14.40 3.220 213.09 1.460 1.962 1.460
Continues on next page...

13
Post Through SCM
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
14.43 3.199 213.09 1.438 1.962 1.437
14.47 3.178 213.09 1.415 1.961 1.415
14.50 3.157 213.08 1.393 1.961 1.393
14.53 3.136 213.08 1.371 1.961 1.371
14.57 3.115 213.08 1.349 1.961 1.349
14.60 3.094 213.08 1.327 1.961 1.327
14.63 3.072 213.08 1.305 1.960 1.305
14.67 3.051 213.08 1.284 1.960 1.284
14.70 3.030 213.08 1.262 1.960 1.262
14.73 3.009 213.08 1.241 1.960 1.241
14.77 2.987 213.07 1.219 1.959 1.219
14.80 2.966 213.07 1.198 1.959 1.198
14.83 2.945 213.07 1.176 1.959 1.176
14.87 2.924 213.07 1.155 1.959 1.155
14.90 2.903 213.07 1.134 1.958 1.134
14.93 2.881 213.07 1.113 1.958 1.112
14.97 2.860 213.07 1.091 1.958 1.091
15.00 2.839 213.07 1.070 1.958 1.070
15.03 2.818 213.06 1.049 1.957 1.049
15.07 2.796 213.06 1.028 1.957 1.028
15.10 2.775 213.06 1.006 1.957 1.006
15.13 2.753 213.06 0.985 1.957 0.985
15.17 2.732 213.06 0.964 1.957 0.964
15.20 2.711 213.06 0.943 1.956 0.943
15.23 2.689 213.06 0.922 1.956 0.922
15.27 2.668 213.05 0.901 1.956 0.901
Peak Flow Period
...End 15.27hr-11 .90hr = 3.37 hr
- Use 4.0 hr

7/5/23, 11:01 AM ECMDS 7.0
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#1
Name Grass Spillway#1
Discharge 89.36
Peak Flow Period 4
Channel Slope 0.3333
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 Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Shoremax w/ Straight 89.36 cfs 15.11 ft/s 0.29 ft 0.025 8.5 Ibs/ft2 6.06 Ibs/ft2 1.4 STABLE G
P550
Unvegetated
Underlying Straight 89.36 cfs 15.11 ft/s 0.29 ft 0.025 8.05 Ibs/ft2 5.91 Ibs/ft2 1.36 STABLE F
Substrate
Shoremax w/ Straight 89.36 cfs 15.58 ft/s 0.28 ft 0.023 14 Ibs/ft2 5.87 Ibs/ft2 2.38 STABLE F
P550 Reinforced
Vegetation
Underlying Straight 89.36 cfs 15.58 ft/s 0.28 ft 0.023 8.5 Ibs/ft2 5.73 Ibs/ft2 1.48 STABLE F
Substrate
https://ecmds.com/project/151829/spillway-analysis/247776/show# 1/1

Pond Report 5
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Pond No. 1 - BMP Pond
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation.Begining Elevation=208.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 208.00 9,970 0 0
1.00 209.00 11,225 10,598 10,598
2.00 210.00 12,535 11,880 22,478
3.00 211.00 13,905 13,220 35,698
4.00 212.00 15,330 14,618 50,315
5.00 213.00 16,815 16,073 66,388
6.00 214.00 18,350 17,583 83,970
7.00 215.00 19,945 19,148 103,118
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) Inactive Inactive Inactive Inactive Crest Len(ft) = 20.00 0.00 0.00 0.00
Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 213.00 0.00 0.00 0.00
No.Barrels = 0 0 1 0 Weir Coeff. = 2.60 3.33 3.33 3.33
Invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type = Broad --- --- ---
Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope(%) = 0.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 5.000(by Contour)
Multi-Stage = n/a No Yes No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/ Discharge Elev(ft)
8.00 216.00
6.00 214.00
4.00 212.00
2.00 210.00
0.00 208.00
0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0
Total Q Discharge(cfs)

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 6.231 2 728 23,122 SCM Pre-Developed
2 SCS Runoff 27.39 2 718 54,853 SCM Post-Developed
3 Reservoir 0.000 2 1214 0 2 210.29 26,296 Post Through SCM
5 SCS Runoff 0.282 2 154 3,261 1.0 Post-Developed to SCM
6 Reservoir 0.000 2 300 0 5 208.15 1,610 1.0inPost Through SCM
Infiltration 1.gpw Return Period: 1 Year Wednesday, 07/5/2023

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 6.231 cfs
Storm frequency = 1 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 23,122 cuft
Drainage area = 6.770 ac Curve number = 73.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 20.50 min
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
7.00 7.00
6.00 6.00
5.00 ---- 5.00
4.00 ---- I 4.00
3.00 ---- ' 3.00
2.00 ---- 2.00
1.00 ---- 1.00
0.00 �� I ' 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 Wednesday,07/5/2023
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 27.39 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 54,853 cuft
Drainage area = 12.960 ac Curve number = 79.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed
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 % — 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 Wednesday,07/5/2023
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = 1214 min
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 210.29 ft
Reservoir name = BMP Pond Max. Storage = 26,296 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Post Through SCM
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 -1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
— Hyd No. 3 Hyd No. 2 TTTTTT II Total storage used = 26,296 cuft

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 5
1.0 Post-Developed to SCM
Hydrograph type = SCS Runoff Peak discharge = 0.282 cfs
Storm frequency = 1 yrs Time to peak = 154 min
Time interval = 2 min Hyd. volume = 3,261 cuft
Drainage area = 12.960 ac Curve number = 79.3
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 SCM
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 \r" 0.25
0.20 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)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 6
1.0inPost Through SCM
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = 300 min
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 5 - 1.0 Post-Developed to SCIAMIax. Elevation = 208.15 ft
Reservoir name = BMP Pond Max. Storage = 1,610 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
1.0inPost Through SCM
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 A 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 • I liii 11111 I������� 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 = 1,610 cuft

9
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 9.506 2 728 34,032 SCM Pre-Developed
2 SCS Runoff 38.13 2 718 76,953 SCM Post-Developed
3 Reservoir 0.000 2 1472 0 2 211.31 40,245 Post Through SCM
5 SCS Runoff 0.000 2 n/a 0 1.0 Post-Developed to SCM
6 Reservoir 0.000 2 n/a 0 5 208.00 0.000 1.0inPost Through SCM
Infiltration 1.gpw Return Period: 2 Year Wednesday, 07/5/2023

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 9.506 cfs
Storm frequency = 2 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 34,032 cuft
Drainage area = 6.770 ac Curve number = 73.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 20.50 min
Total precip. = 3.70 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 - 6.00
4.00 - - - 4.00
2.00 2.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 38.13 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 76,953 cuft
Drainage area = 12.960 ac Curve number = 79.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.70 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
40.00 I 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 2

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 2 yrs Time to peak = 1472 min
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 211 .31 ft
Reservoir name = BMP Pond Max. Storage = 40,245 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Post Through SCM
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
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680 1800
Time (min)
— Hyd No. 3 Hyd No. 2 MITI II Total storage used = 40,245 cuft

15
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 19.52 2 726 67,770 SCM Pre-Developed
2 SCS Runoff 69.90 2 716 142,471 SCM Post-Developed
3 Reservoir 5.687 2 740 17,901 2 213.23 70,372 Post Through SCM
5 SCS Runoff 0.000 2 n/a 0 1.0 Post-Developed to SCM
6 Reservoir 0.000 2 n/a 0 5 208.00 0.000 1.0inPost Through SCM
Infiltration 1.gpw Return Period: 10 Year Wednesday, 07/5/2023

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 19.52 cfs
Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 67,770 cuft
Drainage area = 6.770 ac Curve number = 73.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 20.50 min
Total precip. = 5.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
21.00 21.00
18.00 i 18.00
15.00 15.00
12.00 I 12.00
I
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)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 69.90 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 142,471 cuft
Drainage area = 12.960 ac Curve number = 79.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
70.00 I 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)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 5.687 cfs
Storm frequency = 10 yrs Time to peak = 740 min
Time interval = 2 min Hyd. volume = 17,901 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 213.23 ft
Reservoir name = BMP Pond Max. Storage = 70,372 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Post Through SCM
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
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 I — 0.00
0 120 240 360 480 600 720 840 960
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 70,372 cuft

21
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 37.27 2 726 128,832 SCM Pre-Developed
2 SCS Runoff 122.71 2 716 256,430 SCM Post-Developed
3 Reservoir 89.36 2 720 106,499 2 214.43 92,286 Post Through SCM
5 SCS Runoff 0.000 2 n/a 0 1.0 Post-Developed to SCM
6 Reservoir 0.000 2 n/a 0 5 208.00 0.000 1.0inPost Through SCM
Infiltration 1.gpw Return Period: 100 Year Wednesday, 07/5/2023

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 37.27 cfs
Storm frequency = 100 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 128,832 cuft
Drainage area = 6.770 ac Curve number = 73.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 20.50 min
Total precip. = 8.29 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
40.00 40.00
I
30.00 30.00
20.00 I 20.00
I
10.00 ....0; 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

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 122.71 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 256,430 cuft
Drainage area = 12.960 ac Curve number = 79.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.29 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
I
I
80.00 80.00
60.00 60.00
40.00 40.00
I
20.00 I 20.00
AL
0.00 -, 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 2 Time (min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 89.36 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 106,499 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 214.43 ft
Reservoir name = BMP Pond Max. Storage = 92,286 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Post Through SCM
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
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 92,286 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 TcTOTu Tc(minimUm) Tlag Basin
(ft) (ft/ft) TP-40(in) n (min) ft ftttt TR-55 Fi.3-1 ft/sec rnin Flow Area ft^2 ft ft ft ft/ft s min (min) (10 min) 0.6'Tc(hrs)
1 100 252.0 250.9 0.011 3.70 0.24 16.86 789 250.9 208 0.05437 Unpaved 3.66 3.59 20.45 20.45 0.20 1
1/20R02310:03 PM G:WYDRO9ralscls\TIMECONC_Ducks Landing.XLS

WATER QUALITY/QUANTITY-INFILTRATION BASIN SCM 2

rt O ia,,, -26s; 'v 'C.'-t
.,kX\�•. �l 1 .� J T , - JJ +ram
191
�: 1 - —+���1 I I �s
ram- �� l , ,
N.. \ -'---::, '
---.,yam 1 \ 1 I{ - 1
ititilts
Es_
„.
vill,,
,.
" . _ _,..,..... ...... 7.4.76,05:4211.
___
usemilail,_•_.. •r_..... .....__...i.....____ _...:...:
_ r...
1,......._._.=........... ....
:.:....._.._.._. ..._T____.__.___... ...._:x..__________
;� ---u-- -. T-i.-ii - r_k_ ________:___--- =._____...__..._.. ... ,____.__. __
• —ems-' 7,
"„,
4i.10-41-ifirev), . \ '.i ,_,
\\4Ve#, * 1
, IL, ----,
'1".,. . .„)S\, 4 016 4, t 1, ) k
-ittNN.,. „
\ 4.4i0° 1" IIMI°."1' °.. ."Ii' l
::,.._5_-.19,. V \IN, / .. -Is OickvviMit rt -nal"
:7-- A.& ‘\.\*':No/ • '\ ,,N sio,1
_,,,.., „. .-ib, ,.., , .,- . ......._
_. vo: s4.,.; ,, ..,,,/:,:alo i _ _\_ JioN \ .... 1 L'•111 '
1.14111141‘ \ 1 'Ll, riC -
.-... ,1/4,\ \\‘‘,.., ,4",,, At, .,... \
v ' ., \\N„..,_
_., ,.. \ )40,\:,\ :.'\ ,.4, .,7-„-ir 4#0, ,_----==_-\\ vti,- , i
. . . N. -'4 \ ''‘ \•ilZileP/VN _ \‘!! ' , illmililir
., '.\,,,___." NX_ \At•N•
,. "----\\\\ ..,,,,, ,,),,,,,,,:,:,\Iti\ 414 . _. ..„....:____...„. ,,,,,,,.:...„.... rn c
._...___. ..\ \ ,.. .k .lki„,5:7_,„),1„...„, . .,ic a ..______ ...,:,,,,,,
„."
I ,,7„..."--,V., 4401\\----- ,
N.—. • \''// >-', N -Ns, ,.--- ...--pm--,:p- 1 , . 1
.„. ,.. ve,..„." ,,,,,.. .„ ,. ,...,......._1
,,, ,41,..14,0; ....0., k 1 I 1 C'
s. , _ die-,,e,05-_,;„-: . .....,. -;:,......,-- - _,..--7.7.. .7 joy._ \I. w 4 \. , ) 4— 1 , 1 _.i....
--I.:::- .1.'''',1.!.,, , °'\'/ \--4:: 1
..',.,4, -ti7t VeN,„----,„ il ._,, ' i 1
0)
-..\. ‘_,___.,-,:i
� ta 1.\\\ \01.
j/iNN,...k...z. .-e,ilklo*/ - ,., A -/ 1. \ _._,‘k . i i i . 1,1',,
�. ,�r�_Z'n , Po
C ' *-\\N.' .1.:= .
7- }1Zrj . -
/ 11. rj , , t, `� 1.-
.„.
` � � ; =====Th ; ! " ..- :-Atkvati\ < -
. 1 1. 1 atYt-7 ' „gar • • '---;:1—,,,k)-‘,4'.0. j i /) 1
'--//.\\‘\------- ( :\—N. -•••••'....i i A400) )._____-_,":1/I : : • •• •..•‘..'.-''‘L•••-•\'•:- — ks-e- i ?1 ' 1
___/-\
--/•-\\ ' ., .. :_,:54/,40, ir , ,;:: :
•
:,,.---).., \\\ .L....", . ii---,--L,._,_ : , 7%- ,-./2i;i, ...e-4* •• - --,,./. i./.. i
�` �.—. t � C 1 '7 ( 1. \, , .

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1 Project Name _ Ducks Landing
2 Project Area(ac) _ 109.668
3 Coastal Wetland Area(ac) -
4 Surface Water Area(ac) 2.494
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
1i NUMBER AND TYPE OF SCMs:
11 Infiltration System 3
12 Bioretention Cell _ 0
13 Wet Pond 2
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 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
�� �EESSIp�;9'yq
l '-. -.-- C9- 6.1"--:7;7-,"
SEAL _
Signature of Designer
051571
73
ii C 0 E P \\\• ` >�
�7iii111iiiuQkh° Date

DRAINAGE AREAS
1 I Is this a high density project? Yes _
2 If so, number of drainage areas/SCMs 5
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 - Infiltration Basin Infiltration Basin
5 Total drainage area (sq ft) 4777138 sf 564434 599880
6 Onsite drainage area (sq ft) 4777138 sf 564434 599880
7 Offsite drainage area (sq ft)
8 Total BUA in project (sq ft) 665787 sf 125494 sf 128952 sf
New BUA on subdivided lots (subject to permitting)
9 (sq ft) 496000 sf i 76000 sf 104000 sf
New BUA not on subdivided lots (subject to
10 permitting) (sf) 169787 sf 49494 sf 24952 sf
11 Offsite BUA (sq ft)
12 Breakdown of new BUA not on subdivided lots:
- Parking (sq ft)
- Sidewalk (sq ft)
- Roof (sq ft)
- Roadway (sq ft) 169787 sf 49494 sf 24952 sf
- Future (sq ft)
- Other, please specify in the comment box
below (sq ft)
New infiltrating permeable pavement on subdivided
13 lots (sq ft)
New infiltrating permeable pavement not on
14 subdivided lots (sq ft)
Existing BUA that will remain (not subject to
15 permitting) (sq ft)
16 Existing BUA that is already permitted (sq ft)
17 Existing BUA that will be removed (sq ft)
18 Percent BUA 13.94% 22.2% 21.5%
19 Design storm (inches) _ 1.0 in 1.0 in
20 Design volume of SCM (cu ft) _ 66388 cf 77080 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 108,653 sf (2.494 ac) of surface water area.

DRAINAGE AREAS
1 I Is this a high density project? Yes _
2 If so, number of drainage areas/SCMs 5
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 3 4
•
4 Type of SCM - Infiltration Basin Wet Pond
5 Total drainage area (sq ft) 4777138 sf 261143 917130
6 Onsite drainage area (sq ft) 4777138 sf 261143 917130
7 Offsite drainage area (sq ft)
8 Total BUA in project (sq ft) 665787 sf 38138 sf 232735 sf
New BUA on subdivided lots (subject to permitting)
9 (sq ft) 496000 sf i 28000 sf 180000 sf
New BUA not on subdivided lots (subject to
10 permitting) (sf) 169787 sf 10138 sf 52735 sf
11 Offsite BUA (sq ft)
12 Breakdown of new BUA not on subdivided lots:
- Parking (sq ft)
- Sidewalk (sq ft)
- Roof (sq ft)
- Roadway (sq ft) 169787 sf 10138 sf 52735 sf
- Future (sq ft)
- Other, please specify in the comment box
below (sq ft)
New infiltrating permeable pavement on subdivided
13 lots (sq ft)
New infiltrating permeable pavement not on
14 subdivided lots (sq ft)
Existing BUA that will remain (not subject to
15 permitting) (sq ft)
16 Existing BUA that is already permitted (sq ft)
17 Existing BUA that will be removed (sq ft)
18 Percent BUA 13.94% 14.6% 25.4%
19 Design storm (inches) _ 1.0 in 1.0 in
20 Design volume of SCM (cu ft) _ 30515 cf 23500 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 108,653 sf (2.494 ac) of surface water area.

DRAINAGE AREAS
1 I Is this a high density project? Yes _
2 If so, number of drainage areas/SCMs 5
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 5
•
4 Type of SCM - Wet Pond
5 Total drainage area (sq ft) 4777138 sf 701836
6 Onsite drainage area (sq ft) 4777138 sf 701836
7 Offsite drainage area (sq ft)
8 Total BUA in project (sq ft) 665787 sf 140468 sf
New BUA on subdivided lots (subject to permitting)
9 (sq ft) 496000 sf i 108000 sf
New BUA not on subdivided lots (subject to
10 permitting) (sf) 169787 sf 32468 sf
11 Offsite BUA (sq ft)
12 Breakdown of new BUA not on subdivided lots:
- Parking (sq ft)
- Sidewalk (sq ft)
- Roof (sq ft)
- Roadway (sq ft) 169787 sf 32468 sf
- Future (sq ft)
- Other, please specify in the comment box
below (sq ft)
New infiltrating permeable pavement on subdivided
13 lots (sq ft)
New infiltrating permeable pavement not on
14 subdivided lots (sq ft)
Existing BUA that will remain (not subject to
15 permitting) (sq ft)
16 Existing BUA that is already permitted (sq ft)
17 Existing BUA that will be removed (sq ft)
18 Percent BUA 13.94% 20.0%
19 Design storm (inches) _ 1.0 in
20 Design volume of SCM (cu ft) _ 15571 cf
21 Calculation method for design volume Simple Method
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
22 drainage area(s): _
There is 108,653 sf (2.494 ac) of surface water area.

INFILTRATION SYSTEM
1 Drainage area number 1 2 3
2 Minimum required treatment volume(cu ft) 11764 cf I 12171 cf 3948 cf
GENERAL MDC FROM 02H.1050
3 Is the SCM sized to treat the SW from all surfaces at build-out? Yes Yes Yes
4 Is the SCM located away from contaminated soils? Yes Yes Yes
5 What are the side slopes of the SCM(H:V or enter"Vertical"for
trenches)? 3:1 3:1 3:1
6 Does the SCM have retaining walls,gabion walls or other
engineered side slopes? No No No
7 Are the inlets,outlets,and receiving stream protected from erosion
(10-year storm)? Yes _ Yes _ Yes
8 Is there an overflow or bypass for inflow volume in excess of the
design volume? Yes Yes Yes
9 What is the method for dewatering the SCM for maintenance? Pump(preferred) Pump(preferred) Pump(preferred)
10 If applicable,will the SCM be cleaned out after construction? Yes Yes Yes
11 Does the maintenance access comply with General MDC(8)? Yes _ Yes Yes
12 Does the drainage easement comply with General MDC(9)? Yes Yes Yes
13 If the SCM is on a single family lot,does(will?)the plat comply with
General MDC(10)? N/A N/A N/A
14 Is there an O&M Agreement that complies with General MDC(11)? Yes Yes Yes
15 Is there an O&M Plan that complies with General MDC(12)? Yes Yes Yes
16 Does the SCM follow the device specific MDC? Yes Yes Yes
17 Was the SCM designed by an NC licensed professional? Yes Yes Yes
INFILTRATION SYSTEM MDC FROM 02H.1051
18 Proposed slope of the subgrade surface(%) 0% 0% 0%
19 Are terraces or baffles provided? No T-- No No
20 Type of pretreatment: Forebay Forebay Forebay
Soils Data
21 Was the soil investigated in the footprint and at the elevation of the
infiltration system? Yes Yes Yes
22 SHWT elevation(fmsl) 196.00 184.00 180.00
23 Depth to SHWT per soils report(in) 144 in _ 144 in 144 in
24 Ground elevation at boring in soils report(fmsl) 208.00 196.00 192.00
25 Is a detailed hydrogeologic study attached if the separation is
between 1 and 2 feet? N/A Yes Yes
26 Soil infiltration rate(in/hr) 5.00 4.00 4.00
27 Factor of safety(FS) (2 is recommended): 2.00 2.00 2.00
Elevations
29 Bottom elevation(fmsl) 208 ft 196 ft 192 ft
30 Storage elevation(fmsl) 213.ft 201.ft 195.ft
31 Bypass elevation(fmsl) 213 ft 201 ft 195 ft
For Basins Only
32 Bottom surface area(ft2) 9970 ft I 11980 ft 8345 ft 1
33 Storage elevation surface area(ft2) 16815.ft 19080.ft 12075.ft
For Trenches Only
34 Length(ft)
35 Width(ft)
36 Perforated pipe diameter,if applicable(inches)
37 Number of laterals
38 Total length of perforated piping
39 Stone type,if applicable
40 Stone porosity(%)
41 Is stone free of fines?
42 Is the stone wrapped in geotextile fabric?
43 Has at least one inspection port been provided?
Volumes/Drawdown
44 Design volume of SCM(cu ft) 66388 cf 77080 cf 30515 cf
45 Time to draw down hours 19.0 hrs 24.2 hrs 15.2 hrs
ADDITIONAL INFORMATION
46 Please use this space to provide any additional information about
the infiltration system(s):
Line 26-The soils report found the infiltration rate of the soil for DA 1 to be 10.0'/hr.
A more conservative value of 5.0'/hr was used in the calculations,to account for
clogging of the soils that will happen over time.The soils report found the infiltration
rate of the soil for DAs 2&3 to be 8.0'/hr.A more conservative value of 4.0'/hr was
used in the calculations,to account for clogging of the soils that will happen over
time.
Infiltration 1 1:19 PM 7/5/2023

Bowman North Carolina, Ltd.
Ducks Landing, Harnett County, NC
Curve Number Calculation (CN)
Pre-Developed Conditions(Infiltration Basin #2)
Drainage Area(acres): 6.70
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A/D Bb Bibb soils 0.00 0%
C/D Ro Roanoke loam 0.00 0%
C BnB/BnD Blaney loamy sand 3.13 47%
C GaB/GaD Gilead loamy Sand 3.57 53%
Existing Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Open Space-Good Condition A/D 0.00 55 0.0
Open Space-Good Condition C 4.91 74 54.2
Wooded -Good Stand A/D 0.00 50 0.0
Wooded -Good Stand C 1.79 70 18.7
Impervious Area 0.00 98 0.0
Cumulative Curve#= 72.9

Bowman North Carolina, Ltd.
Ducks Landing, Harnett County, NC
Curve Number Calculation (CN)
Post-Developed Conditions(Infiltration Basin #2)
Drainage Area(acres): 13.77
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A/D Bb Bibb soils 0.00 0%
C/D Ro Roanoke loam 0.00 0%
C BnB/BnD Blaney loamy sand 8.51 62%
C GaB/GaD Gilead loamy Sand 5.26 38%
Existing Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Open Space-Good Condition A/D 0.00 55 0.0
Open Space-Good Condition C 10.81 74 58.1
Wooded -Good Stand A/D 0.00 50 0.0
Wooded -Good Stand C 0.00 70 0.0
Impervious Area 2.96 98 21.1
Cumulative Curve#= 79.2

Infiltration Basin Design
Site Information
Sub Area Location: Drainage To Infiltration Basin#2
Drainage Area(DA)= 13.77 Acres 599880 sf
Impervious Area(IA)= 2.96 Acres 128952 sf
Percent Impervious(I)= 21.5 %
Required Water Quality Volume
Design Storm= 1 inch
Determine Rv Value= 0.05+.009(I)= 0.24 in/in
Water Quality Volume= 0.279 ac-ft
Water Quality Volume= 12,171 cf
Water Quality Volume= 0.243 inches of runoff
NOAA 1-year,24-hour event= 3.05 inches
Minimum Surface Area
SA= (12*FS*DV)/(K*T)
Factor of Safety(FS)= 2
Design Volume(DV)= 77080.0 cf
Hydraulic Conductivity of Soil= 4.00 in/hr
Max Dewatering Time= 72 hours
SA= 6423.3 sf
Drawdown Time
T= FS*(DV*12)/(K*SA)
Factor of Safety(FS)=
Design Volume(DV)= 77080.0 cf
Hydraulic Conductivity of Soil= 4.0 in/hr
Surface Area Provided= 19080 sf
Drawdown Time= 24.2 hours

0 )
(
' \
,N)
2 ) ) I / \ \j
, ) , , i / / �\/ I \ \ - -,- 1 / , / i
-
„-, / 1 _, --- \-' _1 \ \ \ / / - ,
-
, 1 / \
T
/ / \ . „ , \ v /,, \/ I - \ \ -
/J / � I11\
\ \ \ \ \ N - G �\ \- � � \/ ,L ) / / \ \ \ -\ \ \o �
\
i % \ „-- ,iimmek \
\ N_ \ \ :\, _\ ,,,, N,--- — (_ ____, _
NN-\\\ 73\/. N
JI STORMWATER � � \ ( _ _) I I \ 0 '.-- :® \\--� \ \ � \ 1 �
MANAGEMENT `- \ \ \ -\
C EASEMENT / ' I I ® ° ) \
\ 1 I \ OBSERVATO\ \
___�___� � .�� � 1 � � N` � WELL TY� \ \\� �.�`r
a ()skip° 1 i 0 i /0
/ SO \ - }
____• , _ _ ____ ____ L-1_*_ ____ ____ — — ,, III ;/1,7 i rji // /1 ) \ 1 r\r -__- j-- 1
I / 1 / \ \'
-4- 6 / ), ''/
/ 7 // r / 7 ) / 7/ I \\Y -- /
INLET PIPE WITH / I / / I
RIP RAP APRON / / / ' / / J I —�
- (DESIGNED BY OTHERS) / r ` / I
\ / / ` /
/ R RAP DISSIPATER / S \S 1� '' ' 0 C /
lii , /
( PAD #11 r
) WIDTH 20 ; %P
ftimiiii � r � \ \
r LENGTH=23' I / / \ / 4 — — TOP OF \ \ I I
THICKNESS=36 — —
RIP RAP CLASS=2 GR ILLWAY — —f— / EMBANKMENT
1 i 1 ( \ \ DETAIL / I ` / ELEV=203.0 —
i ) 1 ) I THIS SHEET
i I \ , 1 1 ; 1 ) I 1
GRAPHIC SCALE
50 0 25 50 1 00 200
PLAN VIEW
( IN FEET )
1 inch = 50 ft. 11
J

STAGE/STORAGE TABLE
STAGE (FT) ELEVATION (FT) CONTOUR AREA INCREMENTAL TOTAL STORAGE
(SF) STORAGE (CF) (CF)
0.0 196.0 11980 0 0
1 .0 197.0 13285 12633 12633
2.0 198.0 14650 13968 26600
3.0 199.0 16070 15360 41960
4.0 200.0 17545 16808 58768
5.0 201 .0 19080 18313 77080 (WQV)
6.0 202.0 20670 19875 96955
7.0 203.0 22320 21495 118450
" TORM WATER
MANAGEMENT DESIGN INFILTRATION SYSTEM #2:
IVR 3ASI\: CAPE FEAR
ECEIVI\G STHAv1: UPPED LITTLE IVR
STHAN I\DEX: 18-20-(8)
STHAN CLASS: C
HUC: 030300C402
PROJECT COODI\AYES: 35.316452°\, -78.919261W
PO\D DESIG\ SUvIMAY
PAI\AGE AREA TO PO\D: 13.77 ACES
SITE IvPHVIOUS AREA TO PO\D: 2.96 ACES
OFF-SITE DESIG\ IvPHVIOUS AREA TO PO\D: 0. D ACES
TOTAL DESIG\ Iv1PRVIOUS AREA TO PO\D: 2.96 ACES
PEE-DEVELOPED POST-DEVELOPED POST DEVELOPED
TO POND TO PO\D THROUGH POND
PAI\AGE AREA: 6.70 AC 13.77 AC
CURVE \Uv13R: 72.9 79.2C
TIvE OF CO\CE\ RATIO\: 15.9 NI\ 5.0 v11\
1 .0" STORN EVENT: 0.284 CFS 0.000 CFS
1 -YEAS STORM EVE\T: 7.022 CFS 28.96 CFS 0.0_0 CFS
2-YEA STOW EVE\T: 10.72 CFS 40.36 CFS O.000 CFS
10-YEAS STO�U EVE\T: 22.26 CFS 74.07 CFS 3.971 CFS
�0-YEAS STORvI EVE\T: 42.63 CFS 13116 CFS 84.98 CFS

RIP-RAP PRE-TREATMENT
FOREBAY AT PIPE INLETS
SEE DETAIL THIS SHEET
TOP OF EMBANKMENT = 203.0
100-YEAR STORM ELEVATION = 202.39 ut0 o 44°44
10-YEAR STORM ELEVATION = 201.18 GRASS SOD
SPILLWAY ELEVATION = 201.0 '
FILTER FABRIC AT BOTTOM
AND SIDES OF CLEAN SAND
2-YEAR STORM ELEVATION = 199.14 4
/1_0" CLEAN SAND 4` '
1-YEAR STORM ELEVATION = 198.15 M��'�
1.0" RAINFALL ELEVATION = 196.15 �
EXISTING GRADE = 196.0 BOTTOM OF BASIN = 196.0 r0 440 40"�
FILTER MIXTURE(FROM Tor)
)11
1'-0n OF CLEAN ASTM C-33
SAND (MEDIUM AGGREGATE SAND )4",..`
WITH A SIZE RANGE OF 0.02-INCH oL �� c-
TO 0.04-INCH DIAMETER) ,.
a
LAYER OF GEOTEXTILE PERMEABLE
FILTER FABRIC (MIRAFI N-SERIES o
OR EQUIVALENT) z ? FILTER FABRIC
v
i 1'-0" MIN. UNDISTURBED IN-SITU
SOIL omo
Pow
ZZ
N
SEASONAL HIGH WATER TABLE = 184.0
INFILTRATION BASIN TYPICAL SECTION
NTS

SPILLWAY FLOW *L N N
O\G H 3 W SS CHA\\EL LI\I\G TOP OF E3A\EE\T SPILLWAY ELEVATIO\
Q( 00) SLOPE(%) ELEVATIO\
I\FIL-RATIO\ STRAW WITH \ET \AG
g4.98 CFS 33.33% 2.0' 2�.0' 32.0' 3: 1 293. 9 201 . E
SPILLWAY SHOHNAX W/ P550
*LONGITUDINAL SLOPE - -. W
3: 1 BACK SLOPE FROM EMBANKMENT EXTEND LINING TO EXTEND LINING TO
TOP OF SPILLWAY TOP OF SPILLWAY TOP OF EMBANKMENT=203.0
H /CHANNEL LINING
SS, cc)
I( SPILLWAY ELEVATION=201.0
MATTING SHALL BE AS NOTED H
OR APPROVED EQUAL. H
3
GRASS SPILLWAY DETAIL GRASS SOD ON SPILLWAY
AND SIDE SLOPES

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 84.98 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 114,260 cuft
Inflow hyd. No. = 2 - SCM Post-DeveloOelservoir name = BMP Pond
Max. Elevation = 202.39 ft Max. Storage = 105,277 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Hydrograph Discharge Table (Printed values>=1.00%of Qp.)
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
11.90 114.12 201.14 2.856 1.787 2.856
11.93 130.16 << 201.75 34.17 1.878 34.17
11.97 126.42 202.19 67.87 1.944 67.87
12.00 99.50 202.39 << 84.98 1.973 84.98
12.03 62.65 202.36 82.60 1.969 82.60
12.07 34.52 202.20 68.35 1.944 68.35
12.10 21.45 202.01 52.62 1.915 52.62
12.13 17.65 201.84 39.79 1.890 39.79
12.17 16.91 201.71 31.40 1.872 31.40
12.20 16.20 201.63 26.01 1.859 26.01
12.23 15.50 201.57 22.32 1.850 22.32
12.27 14.79 201.52 19.64 1.843 19.64
12.30 14.08 201.49 17.61 1.838 17.61
12.33 13.37 201.46 16.05 1.834 16.05
12.37 12.65 201.43 14.72 1.830 14.72
12.40 11.93 201.41 13.56 1.827 13.56
12.43 11.21 201.39 12.59 1.824 12.59
12.47 10.48 201.37 11.72 1.821 11.72
12.50 9.758 201.35 10.88 1.818 10.88
12.53 9.089 201.33 10.08 1.816 10.08
Continues on next page...

11
Post Through SCM
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
12.57 8.586 201.32 9.334 1.813 9.334
12.60 8.272 201.30 8.670 1.811 8.670
12.63 8.071 201.29 8.167 1.809 8.167
12.67 7.908 201.28 7.749 1.808 7.749
12.70 7.745 201.27 7.386 1.806 7.385
12.73 7.581 201.26 7.064 1.805 7.064
12.77 7.417 201.25 6.775 1.804 6.776
12.80 7.252 201.25 6.514 1.803 6.514
12.83 7.088 201.24 6.273 1.802 6.273
12.87 6.922 201.24 6.048 1.801 6.048
12.90 6.757 201.23 5.836 1.801 5.835
12.93 6.591 201.23 5.633 1.800 5.633
12.97 6.426 201.22 5.439 1.799 5.439
13.00 6.259 201.22 5.250 1.798 5.250
13.03 6.101 201.21 5.068 1.798 5.068
13.07 5.966 201.21 4.893 1.797 4.893
13.10 5.856 201.20 4.729 1.796 4.729
13.13 5.762 201.20 4.594 1.796 4.594
13.17 5.673 201.19 4.482 1.795 4.482
13.20 5.584 201.19 4.374 1.795 4.374
13.23 5.495 201.19 4.269 1.794 4.269
13.27 5.405 201.18 4.167 1.794 4.167
13.30 5.316 201.18 4.067 1.793 4.067
13.33 5.226 201.18 3.969 1.793 3.969
13.37 5.137 201.17 3.873 1.792 3.873
13.40 5.047 201.17 3.777 1.792 3.777
13.43 4.958 201.17 3.683 1.791 3.683
13.47 4.868 201.16 3.590 1.791 3.590
Continues on next page...

12
Post Through SCM
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
13.50 4.777 201.16 3.497 1.790 3.497
13.53 4.690 201.16 3.405 1.790 3.405
13.57 4.610 201.16 3.314 1.790 3.314
13.60 4.539 201.15 3.226 1.789 3.226
13.63 4.473 201.15 3.142 1.789 3.141
13.67 4.409 201.15 3.060 1.788 3.060
13.70 4.345 201.14 2.981 1.788 2.982
13.73 4.280 201.14 2.906 1.788 2.906
13.77 4.216 201.14 2.831 1.787 2.832
13.80 4.151 201.14 2.759 1.787 2.759
13.83 4.087 201.13 2.688 1.786 2.688
13.87 4.022 201.13 2.619 1.786 2.618
13.90 3.958 201.13 2.549 1.786 2.549
13.93 3.893 201.13 2.481 1.785 2.481
13.97 3.828 201.13 2.414 1.785 2.414
14.00 3.764 201.12 2.347 1.785 2.347
14.03 3.703 201.12 2.280 1.784 2.280
14.07 3.655 201.12 2.216 1.784 2.216
14.10 3.622 201.12 2.156 1.784 2.156
14.13 3.597 201.12 2.101 1.784 2.101
14.17 3.575 201.11 2.051 1.783 2.051
14.20 3.552 201.11 2.006 1.783 2.006
14.23 3.530 201.11 1.965 1.783 1.965
14.27 3.508 201.11 1.927 1.783 1.927
14.30 3.486 201.11 1.891 1.783 1.891
14.33 3.463 201.11 1.858 1.782 1.858
14.37 3.441 201.11 1.827 1.782 1.827
14.40 3.418 201.11 1.797 1.782 1.797
Continues on next page...

13
Post Through SCM
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
14.43 3.396 201.10 1.768 1.782 1.768
14.47 3.374 201.10 1.741 1.782 1.741
14.50 3.351 201.10 1.714 1.782 1.714
14.53 3.329 201.10 1.688 1.782 1.688
14.57 3.306 201.10 1.663 1.781 1.663
14.60 3.284 201.10 1.641 1.781 1.641
14.63 3.262 201.10 1.627 1.781 1.627
14.67 3.239 201.10 1.612 1.781 1.612
14.70 3.217 201.10 1.596 1.781 1.596
14.73 3.194 201.10 1.580 1.781 1.580
14.77 3.171 201.10 1.563 1.781 1.563
14.80 3.149 201.09 1.546 1.780 1.546
14.83 3.127 201.09 1.528 1.780 1.528
14.87 3.104 201.09 1.510 1.780 1.510
14.90 3.082 201.09 1.491 1.780 1.491
14.93 3.059 201.09 1.472 1.780 1.472
14.97 3.036 201.09 1.453 1.780 1.453
15.00 3.014 201.09 1.433 1.779 1.433
15.03 2.991 201.09 1.413 1.779 1.413
15.07 2.969 201.08 1.393 1.779 1.393
15.10 2.946 201.08 1.373 1.779 1.373
15.13 2.923 201.08 1.352 1.779 1.352
15.17 2.900 201.08 1.331 1.779 1.332
15.20 2.878 201.08 1.311 1.778 1.311
15.23 2.855 201.08 1.289 1.778 1.290
15.27 2.832 201.08 1.268 1.778 1.268
15.30 2.810 201.08 1.247 1.778 1.247
15.33 2.787 201.07 1.225 1.778 1.226
Continues on next page...

14
Post Through SCM
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
15.37 2.764 201.07 1.204 1.777 1.204
15.40 2.741 201.07 1.182 1.777 1.182
15.43 2.719 201.07 1.161 1.777 1.161
15.47 2.696 201.07 1.139 1.777 1.139
15.50 2.673 201.07 1.117 1.777 1.117
15.53 2.650 201.07 1.095 1.776 1.095
15.57 2.627 201.07 1.073 1.776 1.073
15.60 2.605 201.06 1.051 1.776 1.051
15.63 2.582 201.06 1.029 1.776 1.029
15.67 2.559 201.06 1.007 1.776 1.007
15.70 2.536 201.06 0.985 1.775 0.985
15.73 2.513 201.06 0.962 1.775 0.962
15.77 2.490 201.06 0.940 1.775 0.940
15.80 2.468 201.06 0.918 1.775 0.918
15.83 2.445 201.05 0.895 1.775 0.895
15.87 2.422 201.05 0.873 1.774 0.873
15.90 2.399 201.05 0.851 1.774 0.851
...End
Peak Flow Period
15.90hr-11 .90hr = 4.0 hr
- Use 4.5 hr

7/5/23, 11:20 AM ECMDS 7.0
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#2
Name Grass Spillway#2
Discharge 84.98
Peak Flow Period 4.5
Channel Slope 0.3333
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 Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Shoremax w/ Straight 84.98 cfs 14.79 ft/s 0.28 ft 0.025 8.5 lbs/ft2 5.89 lbs/ft2 1.44 STABLE F
P550
Unvegetated
Underlying Straight 84.98 cfs 14.79 ft/s 0.28 ft 0.025 8.05 Ibs/ft2 5.75 lbs/ft2 1.4 STABLE F
Substrate
Shoremax w/ Straight 84.98 cfs 15.17 ft/s 0.28 ft 0.024 14 lbs/ft2 5.73 lbs/ft2 2.44 STABLE F
P550 Reinforced
Vegetation
Underlying Straight 84.98 cfs 15.17 ft/s 0.28 ft 0.024 8.5 lbs/ft2 5.59 lbs/ft2 1.52 STABLE F
Substrate
https://ecmds.com/project/151829/spillway-analysis/247776/show 1/1

Pond Report 5
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Pond No. 1 - BMP Pond
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation.Begining Elevation=196.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 196.00 11,980 0 0
1.00 197.00 13,285 12,633 12,633
2.00 198.00 14,650 13,968 26,600
3.00 199.00 16,070 15,360 41,960
4.00 200.00 17,545 16,808 58,768
5.00 201.00 19,080 18,313 77,080
6.00 202.00 20,670 19,875 96,955
7.00 203.00 22,320 21,495 118,450
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) Inactive Inactive Inactive Inactive Crest Len(ft) = 20.00 0.00 0.00 0.00
Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 201.00 0.00 0.00 0.00
No.Barrels = 0 0 1 0 Weir Coeff. = 2.60 3.33 3.33 3.33
Invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type = Broad --- --- ---
Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope(%) = 0.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 4.000(by Contour)
Multi-Stage = n/a No Yes No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/ Discharge Elev(ft)
8.00 204.00
6.00 202.00
4.00 200.00
2.00 198.00
0.00 196.00
0.0 20.0 40.0 60.0 80.0 100.0 120.0 140.0 160.0
Total Q Discharge(cfs)

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 7.022 2 724 20,942 SCM Pre-Developed
2 SCS Runoff 28.96 2 718 57,990 SCM Post-Developed
3 Reservoir 0.000 2 1284 0 2 198.15 28,909 Post Through SCM
5 SCS Runoff 0.284 2 154 3,406 1.0 Post-Developed to SCM
6 Reservoir 0.000 2 298 0 5 196.15 1,915 1.0inPost Through SCM
Infiltration 2.gpw Return Period: 1 Year Wednesday, 07/5/2023

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 7.022 cfs
Storm frequency = 1 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 20,942 cuft
Drainage area = 6.700 ac Curve number = 72.9
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.90 min
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
8.00 8.00
6.00 - 6.00
4.00 - 4.00
2.00 2.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 28.96 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 57,990 cuft
Drainage area = 13.770 ac Curve number = 79.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
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 - s - 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 Wednesday,07/5/2023
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = 1284 min
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 198.15 ft
Reservoir name = BMP Pond Max. Storage = 28,909 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Post Through SCM
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
30.00 30.00
25.00 25.00
20.00 20.00
I
15.00 - 15.00
10.00 - 10.00
5.00 - 5.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 28,909 cuft

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 5
1.0 Post-Developed to SCM
Hydrograph type = SCS Runoff Peak discharge = 0.284 cfs
Storm frequency = 1 yrs Time to peak = 154 min
Time interval = 2 min Hyd. volume = 3,406 cuft
Drainage area = 13.770 ac Curve number = 79.2
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 SCM
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 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)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 6
1.0inPost Through SCM
Hydrograph type = Reservoir Peak discharc e = 0.000 cfs
Storm frequency = 1 yrs Time to peak = 298 min
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 5 - 1.0 Post-Developed to SCIAMIax. Elevatio = 196.15 ft
Reservoir name = BMP Pond Max. Storage = 1,915 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
1.0inPost Through SCM
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 11111111111111111111111
0.05
11111111111111111111
0.00 iiiiiiiiiiiiiiiiiiiiiiiid — 0.00
0 120 240 360 480 600 720 840 960
Time (min)
Hyd No. 6 Hyd No. 5 111111111 Total storage used = 1,915 cuft

9
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 10.72 2 724 31,057 SCM Pre-Developed
2 SCS Runoff 40.36 2 718 81,419 SCM Post-Developed
3 Reservoir 0.000 2 1552 0 2 199.14 44,387 Post Through SCM
5 SCS Runoff 0.000 2 n/a 0 1.0 Post-Developed to SCM
6 Reservoir 0.000 2 n/a 0 5 196.00 0.000 1.0inPost Through SCM
Infiltration 2.gpw Return Period: 2 Year Wednesday, 07/5/2023

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 10.72 cfs
Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 31,057 cuft
Drainage area = 6.700 ac Curve number = 72.9
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.90 min
Total precip. = 3.70 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 2 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 40.36 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 81,419 cuft
Drainage area = 13.770 ac Curve number = 79.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.70 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
50.00 , , 50.00
40.00 40.00
30.00 30.00
1
20.00 20.00
10.00 10.00
0.00 — _ _ _ —........ II I — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 2

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 2 yrs Time to peak = 1552 min
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 199.14 ft
Reservoir name = BMP Pond Max. Storage = 44,387 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Post Through SCM
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 - 20.00
10.00 - 10.00
0.00 - - 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 44,387 cuft

15
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 22.26 2 722 62,546 SCM Pre-Developed
2 SCS Runoff 74.07 2 716 150,925 SCM Post-Developed
3 Reservoir 3.971 2 750 16,194 2 201.18 80,605 Post Through SCM
5 SCS Runoff 0.000 2 n/a 0 1.0 Post-Developed to SCM
6 Reservoir 0.000 2 n/a 0 5 196.00 0.000 1.0inPost Through SCM
Infiltration 2.gpw Return Period: 10 Year Wednesday, 07/5/2023

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 22.26 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 62,546 cuft
Drainage area = 6.700 ac Curve number = 72.9
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.90 min
Total precip. = 5.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
24.00 I 24.00
20.00 20.00
16.00 I 16.00
12.00 12.00
8.00 8.00
4.00 4.00
J .
0.00 - \ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 74.07 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 150,925 cuft
Drainage area = 13.770 ac Curve number = 79.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed
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 J _ 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)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 3.971 cfs
Storm frequency = 10 yrs Time to peak = 750 min
Time interval = 2 min Hyd. volume = 16,194 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 201.18 ft
Reservoir name = BMP Pond Max. Storage = 80,605 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Post Through SCM
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
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 80,605 cuft

21
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 42.63 2 722 119,892 SCM Pre-Developed
2 SCS Runoff 130.16 2 716 271,900 SCM Post-Developed
3 Reservoir 84.98 2 720 114,260 2 202.39 105,277 Post Through SCM
5 SCS Runoff 0.000 2 n/a 0 1.0 Post-Developed to SCM
6 Reservoir 0.000 2 n/a 0 5 196.00 0.000 1.0inPost Through SCM
Infiltration 2.gpw Return Period: 100 Year Wednesday, 07/5/2023

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 42.63 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 119,892 cuft
Drainage area = 6.700 ac Curve number = 72.9
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 15.90 min
Total precip. = 8.29 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
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 1560
Time (min)
— Hyd No. 1

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 130.16 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 271,900 cuft
Drainage area = 13.770 ac Curve number = 79.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.29 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
140.00 140.00
120.00 120.00
100.00 II 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
AL
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 2 Time (min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 84.98 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 114,260 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 202.39 ft
Reservoir name = BMP Pond Max. Storage = 105,277 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Post Through SCM
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
60.00 160.00
40.00 I 40.00
20.00 I 20.00
III \411 ..
0.00 - ` 0.00
0 120 240 360 480 600 720 840 960
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 105,277 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 Ts, Length Elev2 Elev3 Slope Condition Vavg Tu Cross Sectional Wetted Perimeter Hydraulic Radius Length Elev3 Elev4 Slope Manning's V Tn Tmorni Tc(minimum) Tlag Basin
(ft) (ftttt) 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 rrTn (min) (10 min) 0.6'Tc(hrs)
2 100 240.5 237.5 0.030 3.70 0.24 11.28 962 237.5 190.6 0.04875 Unpaved 3.48 4.61 15.89 15.89 0.16 2
1/20R02310:25 PM G:v1YDRO0ralscls\MMECONC_Ducks Landing.XLS

WATER QUALITY/QUANTITY-INFILTRATION BASIN SCM 3

ii—
s,4fv\(:)-1 '-r ,ss < 0
m�i i q c Aim. -- 6. c:;
L
It _ , 1 :::::::::
1 ---, -- ', :' 1
\ ,�``` \ , ' 1 1 Cr` ``''-.
��\ \�\`1 !y, t 1 !
''','‘‘:,\,,,N\\.,\\Vs\t\\:<\,:..T\ --''j\s.. s I-, -:,,,, \ ,.,____,.. Ntt%
�., '
-'---/ , s,t .'''\'' ))1: \SoIrk ,1
,\______:<:5-- //:''')Al\--1,,,i__7( ,
�•.an oak
�`~�'� om--—,
:',. .,--
•'�
was .!` ' , 7 , / s,C1 �',
f0a i6g 111"NIE-.N111..oMmmI11N.m11g.11..1m.m"1mn1—E111sl1111.1l 1.:11.D..1u11i1ii1ilsl01 I.IIioI8iI.s4ImsII.Ni1II1oI11omlII1.rI1m1s1•ii1f•gmni•iH•1s1i•i1O1l11'sM1R r1.1 I..I1.1"I11111.1.I1.6:1ili l,:Ni.aI:eIr.1.I116 e".*"•.":/'-\-..:-.\\,•\‘.-,-••'s\\\'N'I
;••%..\)•Li•?r•%°\--‘l..(15-:f•1,'"-\-I-'i:(:_\-':1.1:._1;*:/,i\_:...:".1''i.,'-°,•...'
\4‘\.;.°.-,.,..-t_-,--.-...-%.".
r i' i I < 1
._r
\\�� t\` 11.1 11 L r T1i.Is
•,
J_• ,, \
-..ri.I.i4..:.''
UM- �� ' ' ��l \ �� "' S
1 4� 1 ' i i > 1 r //
` ' r pt .ram/' � ` •
--- 1 ` •
\\R�-/�r /�
I
lli II . :,, ••:,/,—""117;///,.-/ .:)../ 7.1 is."...:::.;.,..1:::::-.-----1;:-.-.-:,..--'-•:;,..,e)-,:. .: '‘.s::,.ii,......;.' .,.)13:—..:./i.:r;;;.,„I/11.•.;
1 1{ 1 )i ; c 1 , .,,,,,..ji,. , .c...t.,i,,,,. :4:: . ... ...;..,_ ,:-.,. .,‘ .,,,,,,,..ii_____ .(.7,,(iy,/
] 1 • r j .0. e 1
l' .i , i f\.%,. :;›,.., 1....../::::......f:... WAni 1. '-: ..,........"--- IL( .•
' ‘S 7
't 5\ ‘. V\ _ ' s y\P V1 11 I 1 1! I I, I'i rii i o''. i—,_ \\.._.
1 ! (1*- ° '- r c's:‘ 0✓m
tCL.a) k.4 1,----) v_

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1 Project Name _ Ducks Landing
2 Project Area(ac) _ 109.668
3 Coastal Wetland Area(ac) -
4 Surface Water Area(ac) 2.494
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
1i NUMBER AND TYPE OF SCMs:
11 Infiltration System 3
12 Bioretention Cell _ 0
13 Wet Pond 2
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 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
�� �EESSIp�;9'yq
l '-. -.-- C9- 6.1"--:7;7-,"
SEAL _
Signature of Designer
051571
73
ii C 0 E P \\\• ` >�
�7iii111iiiuQkh° Date

DRAINAGE AREAS
1 I Is this a high density project? Yes _
2 If so, number of drainage areas/SCMs 5
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 - Infiltration Basin Infiltration Basin
5 Total drainage area (sq ft) 4777138 sf 564434 599880
6 Onsite drainage area (sq ft) 4777138 sf 564434 599880
7 Offsite drainage area (sq ft)
8 Total BUA in project (sq ft) 665787 sf 125494 sf 128952 sf
New BUA on subdivided lots (subject to permitting)
9 (sq ft) 496000 sf i 76000 sf 104000 sf
New BUA not on subdivided lots (subject to
10 permitting) (sf) 169787 sf 49494 sf 24952 sf
11 Offsite BUA (sq ft)
12 Breakdown of new BUA not on subdivided lots:
- Parking (sq ft)
- Sidewalk (sq ft)
- Roof (sq ft)
- Roadway (sq ft) 169787 sf 49494 sf 24952 sf
- Future (sq ft)
- Other, please specify in the comment box
below (sq ft)
New infiltrating permeable pavement on subdivided
13 lots (sq ft)
New infiltrating permeable pavement not on
14 subdivided lots (sq ft)
Existing BUA that will remain (not subject to
15 permitting) (sq ft)
16 Existing BUA that is already permitted (sq ft)
17 Existing BUA that will be removed (sq ft)
18 Percent BUA 13.94% 22.2% 21.5%
19 Design storm (inches) _ 1.0 in 1.0 in
20 Design volume of SCM (cu ft) _ 66388 cf 77080 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 108,653 sf (2.494 ac) of surface water area.

DRAINAGE AREAS
1 I Is this a high density project? Yes _
2 If so, number of drainage areas/SCMs 5
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 3 4
•
4 Type of SCM - Infiltration Basin Wet Pond
5 Total drainage area (sq ft) 4777138 sf 261143 917130
6 Onsite drainage area (sq ft) 4777138 sf 261143 917130
7 Offsite drainage area (sq ft)
8 Total BUA in project (sq ft) 665787 sf 38138 sf 232735 sf
New BUA on subdivided lots (subject to permitting)
9 (sq ft) 496000 sf i 28000 sf 180000 sf
New BUA not on subdivided lots (subject to
10 permitting) (sf) 169787 sf 10138 sf 52735 sf
11 Offsite BUA (sq ft)
12 Breakdown of new BUA not on subdivided lots:
- Parking (sq ft)
- Sidewalk (sq ft)
- Roof (sq ft)
- Roadway (sq ft) 169787 sf 10138 sf 52735 sf
- Future (sq ft)
- Other, please specify in the comment box
below (sq ft)
New infiltrating permeable pavement on subdivided
13 lots (sq ft)
New infiltrating permeable pavement not on
14 subdivided lots (sq ft)
Existing BUA that will remain (not subject to
15 permitting) (sq ft)
16 Existing BUA that is already permitted (sq ft)
17 Existing BUA that will be removed (sq ft)
18 Percent BUA 13.94% 14.6% 25.4%
19 Design storm (inches) _ 1.0 in 1.0 in
20 Design volume of SCM (cu ft) _ 30515 cf 23500 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 108,653 sf (2.494 ac) of surface water area.

DRAINAGE AREAS
1 I Is this a high density project? Yes _
2 If so, number of drainage areas/SCMs 5
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 5
•
4 Type of SCM - Wet Pond
5 Total drainage area (sq ft) 4777138 sf 701836
6 Onsite drainage area (sq ft) 4777138 sf 701836
7 Offsite drainage area (sq ft)
8 Total BUA in project (sq ft) 665787 sf 140468 sf
New BUA on subdivided lots (subject to permitting)
9 (sq ft) 496000 sf i 108000 sf
New BUA not on subdivided lots (subject to
10 permitting) (sf) 169787 sf 32468 sf
11 Offsite BUA (sq ft)
12 Breakdown of new BUA not on subdivided lots:
- Parking (sq ft)
- Sidewalk (sq ft)
- Roof (sq ft)
- Roadway (sq ft) 169787 sf 32468 sf
- Future (sq ft)
- Other, please specify in the comment box
below (sq ft)
New infiltrating permeable pavement on subdivided
13 lots (sq ft)
New infiltrating permeable pavement not on
14 subdivided lots (sq ft)
Existing BUA that will remain (not subject to
15 permitting) (sq ft)
16 Existing BUA that is already permitted (sq ft)
17 Existing BUA that will be removed (sq ft)
18 Percent BUA 13.94% 20.0%
19 Design storm (inches) _ 1.0 in
20 Design volume of SCM (cu ft) _ 15571 cf
21 Calculation method for design volume Simple Method
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
22 drainage area(s): _
There is 108,653 sf (2.494 ac) of surface water area.

INFILTRATION SYSTEM
1 Drainage area number 1 2 3
2 Minimum required treatment volume(cu ft) 11764 cf I 12171 cf 3948 cf
GENERAL MDC FROM 02H.1050
3 Is the SCM sized to treat the SW from all surfaces at build-out? Yes Yes Yes
4 Is the SCM located away from contaminated soils? Yes Yes Yes
5 What are the side slopes of the SCM(H:V or enter"Vertical"for
trenches)? 3:1 3:1 3:1
6 Does the SCM have retaining walls,gabion walls or other
engineered side slopes? No No No
7 Are the inlets,outlets,and receiving stream protected from erosion
(10-year storm)? Yes _ Yes _ Yes
8 Is there an overflow or bypass for inflow volume in excess of the
design volume? Yes Yes Yes
9 What is the method for dewatering the SCM for maintenance? Pump(preferred) Pump(preferred) Pump(preferred)
10 If applicable,will the SCM be cleaned out after construction? Yes Yes Yes
11 Does the maintenance access comply with General MDC(8)? Yes _ Yes Yes
12 Does the drainage easement comply with General MDC(9)? Yes Yes Yes
13 If the SCM is on a single family lot,does(will?)the plat comply with
General MDC(10)? N/A N/A N/A
14 Is there an O&M Agreement that complies with General MDC(11)? Yes Yes Yes
15 Is there an O&M Plan that complies with General MDC(12)? Yes Yes Yes
16 Does the SCM follow the device specific MDC? Yes Yes Yes
17 Was the SCM designed by an NC licensed professional? Yes Yes Yes
INFILTRATION SYSTEM MDC FROM 02H.1051
18 Proposed slope of the subgrade surface(%) 0% 0% 0%
19 Are terraces or baffles provided? No T-- No No
20 Type of pretreatment: Forebay Forebay Forebay
Soils Data
21 Was the soil investigated in the footprint and at the elevation of the
infiltration system? Yes Yes Yes
22 SHWT elevation(fmsl) 196.00 184.00 180.00
23 Depth to SHWT per soils report(in) 144 in _ 144 in 144 in
24 Ground elevation at boring in soils report(fmsl) 208.00 196.00 192.00
25 Is a detailed hydrogeologic study attached if the separation is
between 1 and 2 feet? N/A Yes Yes
26 Soil infiltration rate(in/hr) 5.00 4.00 4.00
27 Factor of safety(FS) (2 is recommended): 2.00 2.00 2.00
Elevations
29 Bottom elevation(fmsl) 208 ft 196 ft 192 ft
30 Storage elevation(fmsl) 213.ft 201.ft 195.ft
31 Bypass elevation(fmsl) 213 ft 201 ft 195 ft
For Basins Only
32 Bottom surface area(ft2) 9970 ft I 11980 ft 8345 ft 1
33 Storage elevation surface area(ft2) 16815.ft 19080.ft 12075.ft
For Trenches Only
34 Length(ft)
35 Width(ft)
36 Perforated pipe diameter,if applicable(inches)
37 Number of laterals
38 Total length of perforated piping
39 Stone type,if applicable
40 Stone porosity(%)
41 Is stone free of fines?
42 Is the stone wrapped in geotextile fabric?
43 Has at least one inspection port been provided?
Volumes/Drawdown
44 Design volume of SCM(cu ft) 66388 cf 77080 cf 30515 cf
45 Time to draw down hours 19.0 hrs 24.2 hrs 15.2 hrs
ADDITIONAL INFORMATION
46 Please use this space to provide any additional information about
the infiltration system(s):
Line 26-The soils report found the infiltration rate of the soil for DA 1 to be 10.0'/hr.
A more conservative value of 5.0'/hr was used in the calculations,to account for
clogging of the soils that will happen over time.The soils report found the infiltration
rate of the soil for DAs 2&3 to be 8.0'/hr.A more conservative value of 4.0'/hr was
used in the calculations,to account for clogging of the soils that will happen over
time.
Infiltration 1 1:19 PM 7/5/2023

Bowman North Carolina, Ltd.
Ducks Landing, Harnett County, NC
Curve Number Calculation (CN)
Pre-Developed Conditions(Infiltration Basin #3)
Drainage Area(acres): 2.42
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A/D Bb Bibb soils 0.00 0%
C/D Ro Roanoke loam 0.35 14%
C BnB/BnD Blaney loamy sand 2.07 86%
C GaB/GaD Gilead loamy Sand 0.00 0%
Existing Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Open Space-Good Condition A/D 0.00 55 0.0
Open Space-Good Condition C 1.74 74 53.4
Wooded -Good Stand A/D 0.00 50 0.0
Wooded -Good Stand C 0.67 70 19.5
Impervious Area 0.00 98 0.0
Cumulative Curve#= 72.9

Bowman North Carolina, Ltd.
Ducks Landing, Harnett County, NC
Curve Number Calculation (CN)
Post-Developed Conditions(Infiltration Basin #3)
Drainage Area(acres): 6.00
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A/D Bb Bibb soils 0.00 0%
C/D Ro Roanoke loam 0.71 12%
C BnB/BnD Blaney loamy sand 5.29 88%
C GaB/GaD Gilead loamy Sand 0.00 0%
Existing Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Open Space-Good Condition A/D 0.00 55 0.0
Open Space-Good Condition C 5.12 74 63.2
Wooded -Good Stand A/D 0.00 50 0.0
Wooded -Good Stand C 0.00 70 0.0
Impervious Area 0.88 98 14.3
Cumulative Curve#= 77.5

Infiltration Basin Design
Site Information
Sub Area Location: Drainage To Infiltration Basin#3
Drainage Area(DA)= 6.00 Acres 261143 sf
Impervious Area(IA)= 0.88 Acres 38138 sf
Percent Impervious(I)= 14.6 %
Required Water Quality Volume
Design Storm= 1 inch
Determine Rv Value= 0.05+.009(I)= 0.18 in/in
Water Quality Volume= 0.091 ac-ft
Water Quality Volume= 3,948 cf
Water Quality Volume= 0.181 inches of runoff
NOAA 1-year,24-hour event= 3.05 inches
Minimum Surface Area
SA= (12*FS*DV)/(K*T)
Factor of Safety(FS)= 2
Design Volume(DV)= 30515.0 cf
Hydraulic Conductivity of Soil= 4.00 in/hr
Max Dewatering Time= 72 hours
SA= 2542.9 sf
Drawdown Time
T= FS*(DV*12)/(K*SA)
Factor of Safety(FS)= 2
Design Volume(DV)= 30515.0 cf
Hydraulic Conductivity of Soil= 4.0 in/hr
Surface Area Provided= 12075 sf
Drawdown Time= 15.2 hours

c
I -1 ' I \ �\' - .- - / %jam i,;7 ,- / J ' i
\ I I1 r r / / INLET PIPE WITH ''''� v v v / I /
�- -. f
t I 5 RIP RAP DISSIPATER RIP-RAP APRON %' �'� . � ' „ / / /
PAD #13 (DESIGNED BY OTHERS) �� - � ' /
f I \ > WIDTH=11- - - ) \ _ � ; / j / /
Z LENGTH=13 / _ ,,,. /,.. - /
\ 1 THICKNESS=24" - "
/ � ( \ RIP RAP CLASS=1T/0 f / `- \ _ - , '-----
/ I I \ \ ` \ \ \ / ���E� ��.< STOR N WAT-R `-.
( \ \ -,� OBSERVATION N / i/ gg ` \ \ \��r VANAGIENT
-AS-N-\T
\ WELL (TYP.) , . /� �AOt, `\ \\ /�\ 1
►,,
/ \ \ \ \ /
)
�� ., A‘6, - 1 -NI
._. N. \\\ o — \ )\\ / I / I
i \ \ .� \ `\\ - `\ � 1'1 / ) J / J ,��
\ � � N
\ � �'\ \\ � � � � \ �� \\ . k �� / / / / / / �,i
\ N.\� N.
/ �� `� \ \� �� TOP OF /,'
X\�/ �l _ \ \ V \ �\� \ ` EMBANKMENT �7
\ \ \ /�l ^ ✓ L \ .- ���\ \ \ \ \I �� ELEV=196.5 / ��
\ \ 7 z \ \ i \\ \\40:a... / I /1 / \ /vii, y I \ / / �i� a
\ \ \- N m \ \ ' -.110.00110!iti::I:iiii;i4 --- \‘j /
N
' - -1 \''\ \'' ''\ N ----- -- PEA J / / r"---
X GRASS SPILLWAY , / , -\,/
L \ \ / \ \j \ -A ,A, _ _ _ _-� -= REFER TO DETAIL r
I \ ` \, / /
\ \ \ \ \ \ / Ihk THIS SHEET / /
l --\) \ �- f ' ( / / �l
1 \ 1 \ -� /
\ 1 / /
9 u ,, „---
, \- \ -,\
_< r / / ./-
A \ \ \ VA / i �. ( -\_._-v /
GRAPHIC SCA]L H
50 0 25 50 100 200
PLAN VIEW
( IN FEET )
1 inch = 50 ft.
J

STAGE/STORAGE TABLE
STAGE (FT) ELEVATION (FT) CONTOUR AREA INCREMENTAL TOTAL STORAGE
(SF) STORAGE (CF) (CF)
0.0 192.0 8345 0 0
1.0 193.0 9530 8938 8938
2.0 194.0 10775 10153 19090
3.0 195.0 12075 11425 30515 (WQV)
4.0 196.0 13430 12753 43268
4.5 196.5 14130 6890 50158
STORM WATER MANAGEMENT DESIGN INFILTRATION SYSTEM #3:
RIVER BASIN: CAPE FEAR
RECEIVING STREAv : UPPER LITTLE R VIP
STREAv INDEX: 18-20—(8)
S-REAV CLASS: C
HUC: 0303000402
PROJECT COORDINATES: 35.316452°N, —78.919260°W
BOND DESIGN SUMMARY
DRAINAGE AREA TO POND: 6.00 ACES
SITE IMPERVIOUS AREA TO POND: 0.88 ACRES
OFF—SITE DESIGN IMPERVIOUS AREA TO POND: 0.0 AGES
TOTAL DESIGN IMPERVIOUS AREA TO POND: 0.88 ACES
PRE—DEVELOPED POST—DEVELOPED POST DEVELOPED
TO POND TO POND THROUGH POND
DRAINAGE AREA: 2.42 AC 6.00 AC
CURVE NUd3ER: 72.9 77.5
TIvE OF CONCENTRATION: 30.8 NIN 5.0 vIIN
1 .0" STThN EVENT: 0.094 CFS 0.000 CFS
1 —YEAR STORY EVENT: 1 .646 CFS 11 .59 CFS 0.000 CFS
2—YEAR STORM EVENT: 2.563 CFS 16.43 CFS 0.000 CFS
10—YEAR STORv EVENT: 5.379 CFS 30.78 CFS 1 .569 CFS
\ 100—YEAR STORY EVENT: 10.41 CFS 55.12 CFS 40.21 CFS

RIP-RAP PRE-TREATMENT
FOREBAY AT PIPE INLETS
SEE DETAIL THIS SHEET
TOP OF EMBANKMENT = 196.5
44
100-YEAR STORM ELEVATION = 195.84 0
10-YEAR STORM ELEVATION = 195.10 GRASS SOD
SPILLWAY ELEVATION = 195.0 FILTER FABRIC AT BOTTOM
AND SIDES OF CLEAN SAND
2-YEAR STORM ELEVATION = 193.69 Moii
1-YEAR STORM ELEVATION = 193.12 /10" CLEAN SAND
1.0" RAINFALL ELEVATION = 192.07
EXISTING GRADE = 192.0 BOTTOM OF BASIN = 192.0 r6- 40;
FILTER MIXTURE(FROM TOP)
1 -0" OF CLEAN ASTM C-33
SAND (MEDIUM AGGREGATE SAND
WITH A SIZE RANGE OF 0.02-INCH
TO 0.04-INCH DIAMETER)
LAYER OF GEOTEXTILE PERMEABLE
FILTER FABRIC (MIRAFI N-SERIES
OR EQUIVALENT) Z Z FILTER FABRIC
0
1'-0" MIN. UNDISTURBED IN-SITU "'
"' SOIL omo
rom
Zz
C/1
SEASONAL HIGH WATER TABLE = 180.0
INFILTRATION BASIN TYPICAL SECTION
NTS

* TOP OF EM3A\ < VIE\ T
SPILLWAY FLOW L \� H 3 W SS CHA\\EL LI\I\G SPILLWAY ELEVATIO\
Q, 00) SLOPE' ELEVATIO\
\FIL-RATIO\ STRAW WITH \ET \AG
40.21 CFS 33.33% 1 . 5' 20.0' 29.0' 3: 1 196.5 195.0
SPILLWAY SHOKN AX W/ P300
*LONGITUDINAL SLOPE - W
3: 1 BACK SLOPE FROM EMBANKMENT EXTEND LINING TO EXTEND LINING TO
TOP OF SPILLWAY TOP OF SPILLWAY TOP OF EMBANKMENT=196.5
H CHANNEL LINING
SS CDC)
SPILLWAY ELEVATION=195.0
MATTING SHALL BE AS NOTED
OR APPROVED EQUAL. 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 Wednesday,07/5/2023
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 40.21 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 42,847 cuft
Inflow hyd. No. = 2 - SCM Post-DeveloOelservoir name = BMP Pond
Max. Elevation = 195.84 ft Max. Storage = 41,248 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
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.90 48.17 195.11 2.011 1.132 2.011
11.93 55.12 << 195.49 18.02 1.180 18.02
11.97 53.67 195.75 33.82 1.212 33.82
12.00 42.32 195.84 << 40.21 1.224 40.21
12.03 26.69 195.79 36.73 1.218 36.73
12.07 14.72 195.67 28.53 1.202 28.53
12.10 9.153 195.54 20.64 1.186 20.64
12.13 7.532 195.44 15.15 1.173 15.15
12.17 7.219 195.37 11.77 1.164 11.77
12.20 6.920 195.32 9.677 1.159 9.677
12.23 6.621 195.29 8.270 1.155 8.270
12.27 6.321 195.27 7.356 1.152 7.356
12.30 6.017 195.25 6.632 1.150 6.632
12.33 5.713 195.24 6.039 1.148 6.039
12.37 5.408 195.22 5.535 1.146 5.536
12.40 5.102 195.21 5.094 1.145 5.094
12.43 4.794 195.20 4.695 1.143 4.695
12.47 4.484 195.19 4.389 1.142 4.389
12.50 4.174 195.18 4.091 1.141 4.091
12.53 3.888 195.17 3.794 1.140 3.794
Continues on next page...

11
Post Through SCM
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
12.57 3.673 195.16 3.508 1.138 3.508
12.60 3.540 195.15 3.250 1.137 3.250
12.63 3.454 195.15 3.030 1.136 3.030
12.67 3.384 195.14 2.845 1.136 2.845
12.70 3.315 195.13 2.688 1.135 2.688
12.73 3.245 195.13 2.554 1.134 2.554
12.77 3.175 195.13 2.435 1.134 2.435
12.80 3.105 195.12 2.329 1.133 2.329
12.83 3.034 195.12 2.231 1.133 2.232
12.87 2.964 195.12 2.141 1.133 2.141
12.90 2.893 195.11 2.056 1.132 2.056
12.93 2.823 195.11 1.974 1.132 1.974
12.97 2.752 195.11 1.895 1.132 1.895
13.00 2.681 195.11 1.818 1.131 1.818
13.03 2.613 195.10 1.743 1.131 1.743
13.07 2.555 195.10 1.671 1.131 1.671
13.10 2.509 195.10 1.621 1.130 1.621
13.13 2.469 195.10 1.584 1.130 1.583
13.17 2.431 195.09 1.546 1.130 1.546
13.20 2.393 195.09 1.508 1.130 1.508
13.23 2.354 195.09 1.470 1.129 1.470
13.27 2.316 195.09 1.432 1.129 1.432
13.30 2.278 195.08 1.394 1.129 1.394
13.33 2.240 195.08 1.356 1.128 1.356
13.37 2.201 195.08 1.318 1.128 1.318
13.40 2.163 195.08 1.280 1.128 1.280
13.43 2.125 195.08 1.243 1.128 1.242
13.47 2.086 195.07 1.204 1.127 1.205
Continues on next page...

12
Post Through SCM
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
13.50 2.048 195.07 1.167 1.127 1.167
13.53 2.010 195.07 1.129 1.127 1.129
13.57 1.976 195.07 1.091 1.126 1.091
13.60 1.946 195.06 1.054 1.126 1.054
13.63 1.918 195.06 1.018 1.126 1.019
13.67 1.890 195.06 0.984 1.126 0.984
13.70 1.863 195.06 0.951 1.125 0.951
13.73 1.835 195.06 0.918 1.125 0.918
13.77 1.808 195.05 0.886 1.125 0.886
13.80 1.780 195.05 0.855 1.125 0.855
13.83 1.753 195.05 0.825 1.124 0.824
13.87 1.725 195.05 0.794 1.124 0.794
13.90 1.697 195.05 0.765 1.124 0.765
13.93 1.670 195.04 0.735 1.124 0.735
13.97 1.642 195.04 0.706 1.123 0.706
14.00 1.614 195.04 0.677 1.123 0.677
14.03 1.588 195.04 0.649 1.123 0.649
14.07 1.568 195.04 0.621 1.123 0.621
14.10 1.554 195.04 0.595 1.123 0.595
14.13 1.543 195.03 0.570 1.122 0.570
14.17 1.533 195.03 0.548 1.122 0.548
14.20 1.524 195.03 0.528 1.122 0.528
14.23 1.514 195.03 0.509 1.122 0.509
14.27 1.505 195.03 0.492 1.122 0.492
14.30 1.495 195.03 0.475 1.122 0.475
14.33 1.486 195.03 0.460 1.122 0.460
14.37 1.476 195.03 0.446 1.121 0.446
14.40 1.467 195.03 0.432 1.121 0.432
Continues on next page...

13
Post Through SCM
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
14.43 1.457 195.03 0.419 1.121 0.419
14.47 1.448 195.02 0.406 1.121 0.406
...End
Peak Flow Period
14.47hr-11 .90hr = 2.57 hr
-Use 3.0 hr

7/5/23, 1:12 PM ECMDS 7.0
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#3
Name Grass Spillway#3
Discharge 40.21
Peak Flow Period 3
Channel Slope 0.3333
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 Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
Shoremax w/ Straight 40.21 cfs 10.77 ft/s 0.19 ft 0.026 8.5 Ibs/ft2 3.85 Ibs/ft2 2.21 STABLE F
P300
Unvegetated
Underlying Straight 40.21 cfs 10.77 ft/s 0.19 ft 0.026 5.68 Ibs/ft2 3.79 Ibs/ft2 1.5 STABLE F
Substrate
Shoremax w/ Straight 40.21 cfs 10.38 ft/s 0.19 ft 0.027 14 Ibs/ft2 3.98 Ibs/ft2 3.51 STABLE F
P300 Reinforced
Vegetation
Underlying Straight 40.21 cfs 10.38 ft/s 0.19 ft 0.027 8.5 Ibs/ft2 3.92 Ibs/ft2 2.17 STABLE F
Substrate
https://ecmds.com/project/151829/spillway-analysis/247810/show 1/1

Pond Report 5
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Pond No. 1 - BMP Pond
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation.Begining Elevation=192.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 192.00 8,345 0 0
1.00 193.00 9,530 8,938 8,938
2.00 194.00 10,775 10,153 19,090
3.00 195.00 12,075 11,425 30,515
4.00 196.00 13,430 12,753 43,268
4.50 196.50 14,130 6,890 50,158
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) Inactive Inactive Inactive Inactive Crest Len(ft) = 20.00 0.00 0.00 0.00
Span(in) = 0.00 0.00 0.00 0.00 Crest El.(ft) = 195.00 0.00 0.00 0.00
No.Barrels = 0 0 1 0 Weir Coeff. = 2.60 3.33 3.33 3.33
Invert El.(ft) = 0.00 0.00 0.00 0.00 Weir Type = Broad --- --- ---
Length(ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope(%) = 0.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 4.000(by Contour)
Multi-Stage = n/a No Yes No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/ Discharge Elev(ft)
5.00 197.00
4.00 196.00
3.00 195.00
2.00 194.00
1.00 193.00
0.00 192.00
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00 80.00 90.00 100.00
Total Q Discharge(cfs)

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 1.646 2 734 7,855 SCM Pre-Developed
2 SCS Runoff 11.59 2 718 23,175 SCM Post-Developed
3 Reservoir 0.000 2 1018 0 2 193.12 10,109 Post Through SCM
5 SCS Runoff 0.094 2 254 1,080 1.0 Post-Developed to SCM
6 Reservoir 0.000 2 328 0 5 192.07 633 1.0inPost Through SCM
Infiltration 3.gpw Return Period: 1 Year Wednesday, 07/5/2023

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 1.646 cfs
Storm frequency = 1 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 7,855 cuft
Drainage area = 2.420 ac Curve number = 72.9
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 30.80 min
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
2.00 2.00
1.00 - 1.00
0.00 - MIN 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 Wednesday,07/5/2023
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 11.59 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 23,175 cuft
Drainage area = 6.000 ac Curve number = 77.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM 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 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 Wednesday,07/5/2023
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = 1018 min
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 193.12 ft
Reservoir name = BMP Pond Max. Storage = 10,109 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Post Through SCM
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
0 240 480 720 960 1200 1440 1680 1920 2160
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 10,109 cuft

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 5
1.0 Post-Developed to SCM
Hydrograph type = SCS Runoff Peak discharge = 0.094 cfs
Storm frequency = 1 yrs Time to peak = 254 min
Time interval = 2 min Hyd. volume = 1,080 cuft
Drainage area = 6.000 ac Curve number = 77.5
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 SCM
Q (cfs) Hyd. No. 5-- 1 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 t 0.02
0.01 0.01
0.00 ,- 0.00
0 60 120 180 240 300 360 420
Hyd No. 5 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 6
1.0inPost Through SCM
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = 328 min
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 5 - 1.0 Post-Developed to SCIAMIax. Elevation = 192.07 ft
Reservoir name = BMP Pond Max. Storage = 633 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
1.0inPost Through SCM
Q (cfs) Hyd. No. 6 -- 1 Year Q(cfs)
0.10 0.10
0.09 i!11 11111i 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
0 120 240 360 480 600 720 840 960
Time (min)
Hyd No. 6 Hyd No. 5 111111111 Total storage used = 633 cuft

9
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 2.563 2 734 11,649 SCM Pre-Developed
2 SCS Runoff 16.43 2 718 32,990 SCM Post-Developed
3 Reservoir 0.000 2 1200 0 2 193.69 15,942 Post Through SCM
5 SCS Runoff 0.000 2 n/a 0 1.0 Post-Developed to SCM
6 Reservoir 0.000 2 n/a 0 5 192.00 0.000 1.0inPost Through SCM
Infiltration 3.gpw Return Period: 2 Year Wednesday, 07/5/2023

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 2.563 cfs
Storm frequency = 2 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 11,649 cuft
Drainage area = 2.420 ac Curve number = 72.9
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 30.80 min
Total precip. = 3.70 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 - 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 16.43 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 32,990 cuft
Drainage area = 6.000 ac Curve number = 77.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.70 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM 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 s — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 2 yrs Time to peak = 1200 min
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 193.69 ft
Reservoir name = BMP Pond Max. Storage = 15,942 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Post Through SCM
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
3.00 - 3.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 15,942 cuft

15
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 5.379 2 734 23,460 SCM Pre-Developed
2 SCS Runoff 30.78 2 716 62,464 SCM Post-Developed
3 Reservoir 1.569 2 748 4,462 2 195.10 31,732 Post Through SCM
5 SCS Runoff 0.000 2 n/a 0 1.0 Post-Developed to SCM
6 Reservoir 0.000 2 n/a 0 5 192.00 0.000 1.0inPost Through SCM
Infiltration 3.gpw Return Period: 10 Year Wednesday, 07/5/2023

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 5.379 cfs
Storm frequency = 10 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 23,460 cuft
Drainage area = 2.420 ac Curve number = 72.9
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 30.80 min
Total precip. = 5.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 10 Year Q(cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 30.78 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 62,464 cuft
Drainage area = 6.000 ac Curve number = 77.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed
Q (cfs) Hyd. No. 2 -- 10 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
I
5.00 •
5.00
0.00 — ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time (min)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 1.569 cfs
Storm frequency = 10 yrs Time to peak = 748 min
Time interval = 2 min Hyd. volume = 4,462 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 195.10 ft
Reservoir name = BMP Pond Max. Storage = 31,732 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Post Through SCM
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
35.00 1 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
0.001111
II r ' 1 ,�I1llul 0.00
0 120 240 360 480 600 720 840
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 31,732 cuft

21
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 10.41 2 732 44,970 SCM Pre-Developed
2 SCS Runoff 55.12 2 716 114,352 SCM Post-Developed
3 Reservoir 40.21 2 720 42,847 2 195.84 41,248 Post Through SCM
5 SCS Runoff 0.000 2 n/a 0 1.0 Post-Developed to SCM
6 Reservoir 0.000 2 n/a 0 5 192.00 0.000 1.0inPost Through SCM
Infiltration 3.gpw Return Period: 100 Year Wednesday, 07/5/2023

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 1
SCM Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 10.41 cfs
Storm frequency = 100 yrs Time to peak = 732 min
Time interval = 2 min Hyd. volume = 44,970 cuft
Drainage area = 2.420 ac Curve number = 72.9
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 30.80 min
Total precip. = 8.29 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Pre-Developed
Q (cfs) Hyd. No. 1 -- 100 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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 2
SCM Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 55.12 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 114,352 cuft
Drainage area = 6.000 ac Curve number = 77.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.29 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
SCM Post-Developed
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
60.00 60.00
50.00 50.00
I
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
Hyd No. 2 Time (min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 3
Post Through SCM
Hydrograph type = Reservoir Peak discharge = 40.21 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 42,847 cuft
Inflow hyd. No. = 2 - SCM Post-Developed Max. Elevation = 195.84 ft
Reservoir name = BMP Pond Max. Storage = 41,248 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Post Through SCM
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 1 20.00
10.00 I 10.00
„ I :
0.00 m 11111 l ����� ������ 1 1 0.00
0 120 240 360 480 600 720 840 960
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 41,248 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/60N V=1.49R'r'S'/n
Basin Comments Length Elev1 Elev2 Slope Rainfall Depth Manning's )1, Length Elev2 Elev3 Slope Condition Vavg Tu Cross Sectional Wetted Perimeter Hydraulic Radius Length Elev3 Elev4 Slope Manning's V Tn Troru 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 min (min) (10 min) 0.6'Tc(hrs)
3 100 215.3 215.0 0.003 3.70 0.24 28.34 503 215.0 192 0.04573 Unpaved 3.39 2.47 30.82 30.82 0.31 3
1/3 012 02 3 11:00 PM G:vlvonopralscls\TIMECONC_Ducks Lantling.XLS

WATER QUALITY/QUANTITY -WET POND SCM 4

�Limpit ' ;tom -----
' 1F1�: ,L- i
Imara1,M , ,tom
aim -,..) A .
r_____,___,..__=_ -=__.- .4: , ,i L-, ..„ (;)
`:-'-,Itosi-IP_WIENOCI :-. 7
il tigiiiitiiiiiimilii---- 7 c,,,,„„.k.A4.,
1
,1• ,
r-m-Air. . iivek c-
all It 111111- 111 . r:‘ cCi\b-s,c TFIc.c..)
J _ __ JIIIICEPW n I ,
' . ' '141 '! : '� ,),,5)1
k''' ' Oamili3L10=11 ,,.,.4rs'i
i'l. ;, t!a'1 lUI1 -----,,,-,e)
ff„ --t ._!11L.==
\timpil .-- -----.,,
'(
1 -...1 �1 , _ ii, � �� :.,
t
. ...
' iiiiiigiollwrnil \
1
\ \ iiiimoillitwiii \I '
.,,,,,.... - . ii e
1 je,4- ‘---,.v.e _,(,..it-t 0 61
`-',.- -'1101fin Ili', i;1111010111___A'
t—_ -
Ag\ iiiimioltioto,-.--L0-
t�
i _ � b,ra',\nc,,c /46,,,c, ,.._ ,, .0c. c.c_
rail] .,i1V —1
, ,, ,
,[� _ t � , l f
, ,,, ,,-.,--„,„.., ,,
\:),,,,,,E,_
.�.. 1
c- _ / .h

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1 Project Name _ Ducks Landing
2 Project Area(ac) _ 109.668
3 Coastal Wetland Area(ac) -
4 Surface Water Area(ac) 2.494
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
1i NUMBER AND TYPE OF SCMs:
11 Infiltration System 3
12 Bioretention Cell _ 0
13 Wet Pond 2
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 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
�� �EESSIp�;9'yq
l '-. -.-- C9- 6.1"--:7;7-,"
SEAL _
Signature of Designer
051571
73
ii C 0 E P \\\• ` >�
�7iii111iiiuQkh° Date

DRAINAGE AREAS
1 I Is this a high density project? Yes _
2 If so, number of drainage areas/SCMs 5
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 - Infiltration Basin Infiltration Basin
5 Total drainage area (sq ft) 4777138 sf 564434 599880
6 Onsite drainage area (sq ft) 4777138 sf 564434 599880
7 Offsite drainage area (sq ft)
8 Total BUA in project (sq ft) 665787 sf 125494 sf 128952 sf
New BUA on subdivided lots (subject to permitting)
9 (sq ft) 496000 sf i 76000 sf 104000 sf
New BUA not on subdivided lots (subject to
10 permitting) (sf) 169787 sf 49494 sf 24952 sf
11 Offsite BUA (sq ft)
12 Breakdown of new BUA not on subdivided lots:
- Parking (sq ft)
- Sidewalk (sq ft)
- Roof (sq ft)
- Roadway (sq ft) 169787 sf 49494 sf 24952 sf
- Future (sq ft)
- Other, please specify in the comment box
below (sq ft)
New infiltrating permeable pavement on subdivided
13 lots (sq ft)
New infiltrating permeable pavement not on
14 subdivided lots (sq ft)
Existing BUA that will remain (not subject to
15 permitting) (sq ft)
16 Existing BUA that is already permitted (sq ft)
17 Existing BUA that will be removed (sq ft)
18 Percent BUA 13.94% 22.2% 21.5%
19 Design storm (inches) _ 1.0 in 1.0 in
20 Design volume of SCM (cu ft) _ 66388 cf 77080 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 108,653 sf (2.494 ac) of surface water area.

DRAINAGE AREAS
1 I Is this a high density project? Yes _
2 If so, number of drainage areas/SCMs 5
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 3 4
•
4 Type of SCM - Infiltration Basin Wet Pond
5 Total drainage area (sq ft) 4777138 sf 261143 917130
6 Onsite drainage area (sq ft) 4777138 sf 261143 917130
7 Offsite drainage area (sq ft)
8 Total BUA in project (sq ft) 665787 sf 38138 sf 232735 sf
New BUA on subdivided lots (subject to permitting)
9 (sq ft) 496000 sf i 28000 sf 180000 sf
New BUA not on subdivided lots (subject to
10 permitting) (sf) 169787 sf 10138 sf 52735 sf
11 Offsite BUA (sq ft)
12 Breakdown of new BUA not on subdivided lots:
- Parking (sq ft)
- Sidewalk (sq ft)
- Roof (sq ft)
- Roadway (sq ft) 169787 sf 10138 sf 52735 sf
- Future (sq ft)
- Other, please specify in the comment box
below (sq ft)
New infiltrating permeable pavement on subdivided
13 lots (sq ft)
New infiltrating permeable pavement not on
14 subdivided lots (sq ft)
Existing BUA that will remain (not subject to
15 permitting) (sq ft)
16 Existing BUA that is already permitted (sq ft)
17 Existing BUA that will be removed (sq ft)
18 Percent BUA 13.94% 14.6% 25.4%
19 Design storm (inches) _ 1.0 in 1.0 in
20 Design volume of SCM (cu ft) _ 30515 cf 23500 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 108,653 sf (2.494 ac) of surface water area.

DRAINAGE AREAS
1 I Is this a high density project? Yes _
2 If so, number of drainage areas/SCMs 5
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 5
•
4 Type of SCM - Wet Pond
5 Total drainage area (sq ft) 4777138 sf 701836
6 Onsite drainage area (sq ft) 4777138 sf 701836
7 Offsite drainage area (sq ft)
8 Total BUA in project (sq ft) 665787 sf 140468 sf
New BUA on subdivided lots (subject to permitting)
9 (sq ft) 496000 sf i 108000 sf
New BUA not on subdivided lots (subject to
10 permitting) (sf) 169787 sf 32468 sf
11 Offsite BUA (sq ft)
12 Breakdown of new BUA not on subdivided lots:
- Parking (sq ft)
- Sidewalk (sq ft)
- Roof (sq ft)
- Roadway (sq ft) 169787 sf 32468 sf
- Future (sq ft)
- Other, please specify in the comment box
below (sq ft)
New infiltrating permeable pavement on subdivided
13 lots (sq ft)
New infiltrating permeable pavement not on
14 subdivided lots (sq ft)
Existing BUA that will remain (not subject to
15 permitting) (sq ft)
16 Existing BUA that is already permitted (sq ft)
17 Existing BUA that will be removed (sq ft)
18 Percent BUA 13.94% 20.0%
19 Design storm (inches) _ 1.0 in
20 Design volume of SCM (cu ft) _ 15571 cf
21 Calculation method for design volume Simple Method
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
22 drainage area(s): _
There is 108,653 sf (2.494 ac) of surface water area.

WET POND
1 Drainage area number 4 5 I
2 Minimum required treatment volume(Cu ft) 21277 cf 13459 cf
'GENERAL MDC FROM 02H.1050
31 Is the SCM sized to treat the SW from all surfaces at build-out? Yes Yes
4'Is the SCM located away from contaminated soils? Yes Yes
5 What are the side slopes of the SCM(H:V)? 3:1 3:1
6 Does the SCM have retaining walls,gabion walls or other No No
engineered side slopes?
7 Are the inlets,outlets,and receiving stream protected from erosion Yes Yes
(10-year storm)?
8 Is there an overflow or bypass for inflow volume in excess of the Yes Yes
design volume? _
9 What is the method for dewatering the SCM for maintenance? Pump(preferred) Pump(preferred)
10 If applicable,will the SCM be cleaned out after construction? Yes _ Yes
11 Does the maintenance access comply with General MDC(8)? Yes _ Yes
12 Does the drainage easement comply with General MDC(9)? Yes Yes
If the SCM is on a single family lot,does(will?)the plat comply with
13 N/A N/A
General MDC(10)?
14 Is there an O&M Agreement that complies with General MDC(11)? Yes Yes
15 Is there an O&M Plan that complies with General MDC(12)? Yes Yes
16 Does the SCM follow the device specific MDC? Yes _ Yes
17 Was the SCM designed by an NC licensed professional? Yes Yes
WET POND MDC FROM 02H.1053
18 Sizing method used SA/DA SA/DA
19 Has a stage/storage table been provided in the calculations? Yes Yes
20 Elevation of the excavated main pool depth(bottom of sediment 179.00 204.00
removal)(fmsl)
21 Elevation of the main pool bottom(top of sediment removal)(fmsl) 180.00 205.00
22 Elevation of the bottom of the vegetated shelf(fmsl) 184.50 209.50
23 Elevation of the permanent pool(fmsl) 185.00 210.00
24 Elevation of the top of the vegetated shelf(fmsl) 185.50 210.50
25 Elevation of the temporary pool(fmsl) 185.70 210.50
26 Surface area of the main permanent pool(square feet) 24370 22680
27 Volume of the main permanent pool(cubic feet) 101055 cf 93535 cf
28 Average depth of the main pool(feet) 4.47 ft 4.45 ft
29 Average depth equation used Equation 3 Equation 3
30 If using equation 3,main pool perimeter(feet) 630.0 ft 602.0 ft
31 If using equation 3,width of submerged veg.shelf(feet) 3.0 ft 3.0 ft
32 Volume of the forebay(cubic feet) 18360 cf 17178 cf
33 Is this 15-20%of the volume in the main pool? Yes Yes
34 Clean-out depth for forebay(inches) 12 in 12 in
35 Design volume of SCM(cu ft) 23500 cf 15571 cf
36 Is the outlet an orifice or a weir? Orifice Orifice
37 If orifice,orifice diameter(inches) 2.00 in 2.00 in
38 If weir,weir height(inches)
39 If weir,weir length(inches)
40 Drawdown time for the temporary pool(days) 3.81 2.66
41 Are the inlet(s)and outlet located in a manner that avoids short- Yes Yes
circuiting?
42 Are berms or baffles provided to improve the flow path? Yes Yes
43 Depth of forebay at entrance(inches) 48 in 48 in
44 Depth of forebay at exit(inches) 42 in 42 in
45 Does water flow out of the forebay in a non-erosive manner? Yes Yes
46 Width of the vegetated shelf(feet) 6 ft 6 ft
47 Slope of vegetated shelf(H:V) 6:1 6:1
48 Does the orifice drawdown from below the top surface of the Yes Yes
permanent pool?
49 Does the pond minimize impacts to the receiving channel from the 1- Yes Yes
yr,24-hr storm?
50 Are fountains proposed?(If Y,please provide documentation that No No
MDC(9)is met.)
51 Is a trash rack or other device provided to protect the outlet system? Yes Yes
52 Are the dam and embankment planted in non-clumping turf grass? Yes Yes
53 Species of turf that will be used on the dam and embankment Hybrid Bermuda Hybrid Bermuda_
54 Has a planting plan been provided for the vegetated shelf? Yes Yes
ADDITIONAL INFORMATION
Please use this space to provide any additional information about
55 the wet pond(s):
Wet Pond 1 2:38 PM 7/5/2023

Bowman North Carolina, Ltd.
Ducks Landing, Harnett County, NC
Curve Number Calculation (CN)
Pre-Developed Conditions(Wet Pond #4)
Drainage Area(acres): 15.79
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A/D Bb Bibb soils 0.00 0%
C/D Ro Roanoke loam 0.00 0%
C BnB/BnD Blaney loamy sand 15.79 100%
C GaB/GaD Gilead loamy Sand 0.00 0%
Existing Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Open Space-Good Condition A/D 0.00 55 0.0
Open Space-Good Condition C 10.72 74 50.3
Wooded -Good Stand A/D 0.00 50 0.0
Wooded -Good Stand C 5.06 70 22.4
Impervious Area 0.00 98 0.0
Cumulative Curve#= 72.7

Bowman North Carolina, Ltd.
Ducks Landing, Harnett County, NC
Curve Number Calculation (CN)
Post-Developed Conditions(Wet Pond #4)
Drainage Area(acres): 21.05
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A/D Bb Bibb soils 0.00 0%
C/D Ro Roanoke loam 0.00 0%
C BnB/BnD Blaney loamy sand 21.05 100%
C GaB/GaD Gilead loamy Sand 0.00 0%
Existing Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Open Space-Good Condition A/D 0.00 55 0.0
Open Space-Good Condition C 15.71 74 55.2
Wooded -Good Stand A/D 0.00 50 0.0
Wooded -Good Stand C 0.00 70 0.0
Impervious Area 5.34 98 24.9
Cumulative Curve#= 80.1

Proposed Wet Pond
Project Information
Project Name: Ducks Landing
Project#:
Designed by: CB Date: 12/21/2022
Revised by: Date:
Checked by: Date:
Site Information
Sub Area Location: Drainage To Proposed Wet Pond #4
Drainage Area (DA) = 21.05 Acres 917,130 sf
Impervious Area (IA) = 5.34 Acres 232,735 sf
Percent Impervious (I) = 25.38 % 25.38 %
Required Surface Area
Permament Pool Depth: 4.47 ft
SA/DA= 0.782
Min Req'd Surface Area = 7,170 sf(at Permanent Pool)
Required WQv Storage Volume
Design Storm = 1 inch Non-Coastal County
Determine Rv Value = 0.05 + .009 (I) = 0.278 in/in
Storage Volume Required = 21,277 cf(above Permanent Pool)
Elevations
Top of Pond Elevation = 191.00 ft
Temporary Pool Elevation = 185.70 ft
Permanent Pool Elevation = 185.00 ft
Shelf Begining Elevation = 185.50 ft
Forebay Weir= 184.00 ft
Shelf Ending Elevation = 184.50 ft
Bottom Elevation = 180.00 ft
Permanent Pool Area
Area @ Top of Permanent Pool = 24,370 sf
Volume of Temporary Storage = 23,500 cf
Is Permenant Pool Surface Area Sufficient(yes/no)? Yes ( 24370 > 7170 ) sf
Volume of Storage for Design Storm = 23,500 Yes ( 23500 > 21277 ) cf

Incremental Drawdown Time
STORMWATER POND
INCREMENTAL DRAWDOWN METHOD-Water Quality Volume
Project Information
Project Name: Ducks Landing
Project#:
Designed by: CB Date: 12/21/2022
Checked by: Date:
Water Quality Orifice
*Incremental Determination of Water Quality Volume Drawdown Time
Zone 3 Q3=0.0437 CD"D2(Z-D/24-Ei)^(1/2)
Zone 2 0 Q2=0.372 CD*D"(Z-Ei)^(312)
t
Zone 1 Q1 =0
1
Orifice Diameter(D)= 2 in
Cd= 0.6
Ei= 185 Orifice Inv.
Zone 1 Range= 0.00 to 185
Zone 2 Range= 185 to 185.1
Zone 3 Range= 185.1 to
Incremental Drawdown Method
Contour Incremental Drawdown
Countour Area Volume Stage,Z Zone Q Time
sq ft cu ft ft cfs min
185.00 31,875 0 0.00 2.00 0.000
185.50 34,375 16,563 0.50 3.00 0.068 4,078
185.70 34,990 6,937 0.20 3.00 0.082 1,404
Total -- 23,500 -- -- -- 5,481
Drawdown Time=Incremental Volume/Q/60sec/min
Summary
Total Volume= 23,500 cf
Total Time= 5,481 min
Total Time= 3.81 days
1/25/2023 Prop Wet Pond#4-new design(Ducks Landing).xls 1 of 1

Project: Pond #4 Date: 1/25/2023
-
Main-Pond Contours-Volumes
Elevation Main-Pond Incremental Vol. Accumulated Vol. Description
185 24,370 11,720 101,055 A2 (Perm_Pool)
184.5 22,510 11,103 89,335 Al (Bottom_Shelf)
184 21,900 21,305 78,233
183 20,710 20,125 56,928
182 19,540 18,968 36,803
181 18,395 17,835 17,835 A3 (Bottom_Pond)
180 17,275 0 0 A3 (Bottom_Pond)
Forebay Contours-Volumes _
Elevation FB1 FB2 FB3 Total-Areas Incremental Vol. Accumulated Vol.
185 7,255 7,255 3,531 18,360
184.5 6,870 6,870 3,339 14,829
184 6,485 6,485 6,113 11,490
183 5,740 5,740 5,378 5,378
182 5,015 5,015 0 0
Forebay Volume 18.2% *Between 15% &20%
Average Depth (Option 1) 3.97 *At least 3' average depth
Average Depth Calculation (Option 2)
Vpp 101,055
permeter of shelf 630
width of shelf 3
Al (Bottom_Shelf): 22,510
Average Depth = 4.47

Proposed Wet Pond
Project Information
Project Name: Ducks Landing
Project#:
Designed by: CB Date: 12/21/2022
Revised by: Date:
Checked by: Date:
Site Information
Sub Area Location: Drainage to Proposed Pond
Drainage Area (DA) = 21.05 Acres
Impervious Area (IA) = 5.34 Acres
Percent Impervious (I) = 25.38 % (Drainage Area)
Orifice Sizing
Orifice Size = 2.00 in (Diameter)
Drawdown Time = 3.81 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: 176.0 cf (Water Displaced -Top of Pond to Bottom of Pond)
Weight: 10982 lbs
Factor of Safety 1.20
WT Req'd of Anti-Flotation Device: 13,179 lbs
Volume of Concrete Req'd: 87.9 cf (Unit WT of Concrete = 150 pcf)
Volume Provided: 133.5 cf (4'x4' riser x 6' = 96sf, 5'x5'footing x 1.5' =37.5cf)

/
I \ k I I I I 1 / RIP RAP DISSIPATER �I �\
/ ( r 1 1 I I PAD #15 f r---- -N / ' --
/ ) I 1 ( I 1 WIDTH=14' - - \
/ 1 /� i I I �I LENGTH=12' / ' -FES I. ,
/ ( SOD AREAS ABOVE I THICKNESS=22" N ( ELEV=184.8 ;r \
/ NORMAL POOL l R P RAP CLASS=B
/ / EELVATION / / _''►
.r �Y.1/
/ II I 1 // Iii! r_--- 24" OUTLET P PE \\ j -/ --
�.•,,� REFER TO GRAD NG \ \�
/ "�'i __ 1\ '" PLAN \ ti
i Y I (,o‘=. 'r"IIMI"lI2MllIllll..lII.''-' '' "' s:________.___,a
�® im 845 \ ` \ \
1MAIN POND AREA / / �_� � �\ \ \ \
/ I \ \ OUTLET CONTROL \ \
/ i/ if II \\ / �� \ \ STRUCTURE REFER _ 'TO DETAILS ON \-\
/
// / / D5MAT \ ® \ \A THIS SHEET \/ / i / / It /
UNDERLAYMENT AT \ / � � \\ \\ 6-\ \`i/ / / ( i FOREBAY BERM \�\ \ ; \
1 ( DS75 MAT / �\ \ \ TOP OF \\N 0 \ II ' I CLASS B UNDERLAYMENT AT \� r \ EMBANKMENT \‘
U I i RIP-RAP AT FOREBAY BERM I \ ELEV=191.0 \ ,\ \ j/U � / � i FOREBAY WEIR \ - � I k
1II ' ��,�� / 1
�tal ;• . � GI3� 1/.f'
/ /
___=„2,,.... _ _ ___/ 77i,,,, _ ___,,-.‘ \
1 STORMWATER1 82LITORAL SHELF
MANAGEMENT AREA-3,785 SFEASEMENT REFER TO DETAIL (D)- /
/ / i \ FOR PLANTINGS
/ , �.,.1
/ / _ FOREBAY AREA �� ��'i+ ♦••
L --- ID
RIP RAP DISSIPATER ' �' _,-
in-1_--
\ ���oa.° \ - STORMWATER /\
\ j v
__I___ PAD #14 : \ INLET PIPE WITH _ MANAGEMENT -
f WIDTH=16' \ I RIP-RAP APRON _ I EASEMENT
LENGTH=19' \ \ (DESIGNED BY OTHERS) . Willi
_THICKNESS=24" ,RIP RAP CLASS=1 - �� - \� r
GRAPHIC SCALE
50 0 25 50 100 20
PLAN VIEW
( IN FEET )
1 inch = 50 ft. /

STAGE/STORAGE TABLE
STAGE (FT) ELEVATION (FT) CONTOUR AREA � INCREvENTAL TOTAL STORAGE
(SF) STORAGE (CF) (CF)
0.0 185.0 31875 0 0
0.5 185.5 34375 16563 16563
OJ 185.7 34990 6937 23499 (WQV)
1 .0 186.0 35925 10637 34136
2.0 187.0 39060 37493 71629
3.0 188.0 42190 40625 112254
4.0 189.0 44530 43360 155614
5.0 190.0 46925 45728 201341
6.0 191 .0 49380 48153 249494
STORM WATER MANAGEMENT DESIGN WET DETENTION POND #4 ':
IVR EiASI \: CAPE FEAR
ECEIVI \G STHAN : UPPED LITTLE IVR
STHAN I\SEX: 18-20-(8)
STHAN CLASS: C
HUC: 0303000402
PROJECT C00RD1\AYES: 35. 316452°\, - 78.919260°W
PO\D >ESIG\ SUv1NAY
DAI \AGE AREA TO PO\D: 21 .05 ACES
SITE INPHVIOUS AREA TO PO\D: 5.34 ACES
OFF-SITE DESIG\ INPHVIOUS AREA TO PO\D: 0.0 ACES
TOTAL DESIG\ INPHVIOUS AREA TO PO\D: 5.34 ACES
PEE-DEVELOPED POST- DEVELOPED POST DEVELOPED
TO PO\D TO PO\D THOUGH PO\D
DAI \AGE AREA: 15. 79 AC 21 .05 AC
CURVE \UvEH: 72.7 80.1
TIvE OF CO\CE\ RATIO\: 23.5 NI\ 5.0 vl\
1 .0" STON EVE\T: 0.667 CFS 0.032 CFS
1 -YEA STON EVE\T: 12.26 CFS 46.22 CFS 2.155 CFS
2-YEA STOv EVE\T: 19.04 CFS 64.00 CFS 4.175 CFS
10-YEAS STON EVE\T: 39.94 CFS 115.98 CFS 11 .03 CFS
100-YEAS STO�N EVE\T: 77.37 CFS 201 .85 CFS 30.89 CFS

4' MIN
EMBANKMENT WIDTH
6" TOPSOIL FOR ALL
AREAS ABOVE THE TRASH RACK
NORMAL POND ELEVATION REFER TO DETAIL
THIS SHEET
24" HDPE WITH WATER TIGHT SEAL
PIPE TO BE BEDDED TOP OF EMBANKMENT ELEVATION=191.0
PER DIRECTION OF GEOTECHNICAL // / / \\ NOTE: EL0" STORMTIOELEVATION85.7. T ISE IS AD AND IL STORAIATE
GE
6" TOPSOIL ABOVE WEIR IS ELEVATION 185.7. THERE IS ADDITIONAL STORAGE
ENGINEER 2 6" CLAY LINER REFER TO DETAIL 100 YEAR STORM ELEVATION=190.21 DESIGNED FROM THE 1.0" STORM ELEVATION TO THE
6" CLAY SOIL ON LITTORAL SHELF WE R INCREMENTAL INTERMEDIATE WEIR ELEVATION.
1 LINER ON INSIDE
FACE OF
EMBANKMENT 1 0 YEAR STORM ELEVATION=188.24
6 ``
4'x4' PRECAST o
6FT LITTORAL
AN. 7 1 CONCRETE RISER
2 YEAR STORM ELEVATION=186.88
��
SHELF _ (INSTALL STEPS
,4 AS NECESSARY) 1 YEAR STORM ELEVATION=186.43
INV=185.0 r 1.0-INCH STORM ELEVATION=185.18 EXISTING GRADE=189.0±
0 NORMAL POND ELEVATION=185.00
► PVC ELBOW
3' MIN ' ° SEE DETAIL 2
1 ELEV=183.0 Th JI
2 NOTE: PUMPS SHALL BE USED TO DRAIN 1
THE
1 N • 11 THIS SHEET POND
WHEN
FOR DEWATERING REQUIREMENTS.DETAIL
0 0 0
4' IN. ASTM C-923 SEAL -M
KEY BETWEEN BARREL & RISER.
RISER BASE TONE FILLED
CUTOFF TRENCH W1TH CONC. TO INVERTT OFF (TOPSTORAGE)=180.0
OF POND OF SEDIMENT STORAGE=180.0
APPROXIMATE SIZE BARREL CONCRETE SHALL BE
EXCAVATE AND BACKFILL 8"X8"X1"X12" LONG ANGLE (6 TOT. REQUIRED) TO ANCHOR RISER TO PLACED IN RISER AFTER (BOTTOM OF SEDIMENT STORAGE-179.0
BASE. P"J" HOOKS 3/4"ROVIDE 2-3/4" A307 BOLTS FROM ANGLE TO RISER AND ANGLES ARE SECURED )- ALWITH
AS 2-A307 ANGLE TO BE FIEDIA. X 12"LD COATED LONG ZROM NC RICH PAINT TO A TER TO BASE AND RISER.
SE.
WITH
DIRECTED BY GEOTECHNICAL CONSTRUCTION. "J" HOOKS TO BE PLACED UNDER LOWER REINFORCING
ENGINEER STEEL. 6" CLAY SOIL
5'x5'x1.5' CONC. BASE REINFORCE WITH #4 BARS AT 12" O.C. TOP LINER
AND BOTTOM OF EACH DIRECTION PROVIDE 3" MIN. CLEARANCE MAIN POOL
19'-24" HDPE 1.05� BETWEEN EDGE OF CONC. AND STEEL REINFORCING.
PROFILE OF WET POND DETENTION SYSTEM
SCALE: N.T.S.

6" TOPSOIL FOR ALL
AREAS ABOVE THE
NORMAL POND ELEVATION
FOREBAY BERM FOREBAY TOP ELEV= 187.0
WIDTH AT TOP = 2.0 FT
6" TOPSOIL ABOVE
6" CLAY LINER 3:1 NOTE: PUMPS SHALL BE USED TO DRAIN
ON LITTORAL SHELF THE FOREBAY WHEN NECESSARY. REFER TO DETAIL
SEDIMENT STORAGE THIS SHEET FOR DEWATERING REQUIREMENTS.
TOP FOREBAY BOTTOM
ELEV=182.0
6FT LITTORAL 6:1
SHELF NORMAL POND ELEVATION
2 __ .116 BOTTOM LITTORAL SHELF ELEV. '
1 CLASS B RIP-RAP
OVER FILTER FABRIC
MIN. 4' GRASS FOREBAY
WEIR AT ELEV=184.0
DS75 MAT UNDERLAYMENT
AT FOREBAY BERM
41414141#
6" TOPSOIL FOR ALL
FOREBAY ENTRANCE SHALL BE AREAS ABOVE THE
DEEPER THAN FOREBAY EXIT NORMAL POND ELEVATION
BOTTOM OF SEDIMENT
STORAGE/EXIT BOTTOM OF SEDIMENT
ELEV=181.5 STORAGE/ENTRANCEELEV=181.0
FOREBAY ENTRANCE SHALL BE FOREBAY
DEEPER THAN FOREBAY EXIT
PROFILE OF WET POND DETENTION SYSTEM
SCALE: N.T.S.

TOP OF STRUCTURE NOT SHOWN FOR CLARITY
TOp OF WFl (REMOVABLE TRASH RACK)
R ,
788.
I/vTFRMF0Iq
wFlB \
785.7
1
7,0FT
OUTLET CONTROL STRUCTURE - INCREMENTAL WEIR
SCALE: N.T.S.
RISER STRUCTURE
4 PVC SCREW CAP
FOR CLEANING ACCESS
A
12" MIN. EXTEND 4"
PVC
THROUGH
RISER
STRUCTURE
4"x4" PVC TEE -
PERM. POND ELEV.=185.0
A
12" MIN.
2" DIA. HOLE DRILLED
INTO BOTTOM CAP
PVC DRAIN OUTLET
SCALE: N.T.S.

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 11.03 cfs
Storm frequency = 10 yrs Time to peak = 12.40 hrs
Time interval = 2 min Hyd. volume = 226,496 cuft
Inflow hyd. No. = 2 - BMP Post-Develodservoir name = BMP Pond
Max. Elevation = 188.24 ft Max. Storage = 122,763 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
11.63 16.84 185.75 0.122 0.082 0.037 0.120
11.67 22.00 185.81 0.214 0.084 0.129 0.213
11.70 27.55 185.90 0.382 0.085 0.292 0.377
11.73 33.53 186.00 0.636 0.087 0.543 0.630
11.77 40.13 186.11 0.991 0.089 0.889 0.978
11.80 49.26 186.25 1.467 0.092 1.374 1.466
11.83 62.81 186.43 2.207 0.095 2.066 2.160
11.87 80.19 186.65 3.162 0.097 3.036 3.134
11.90 100.35 186.92 4.404 0.101 4.282 4.382
11.93 115.98<< 187.23 5.841 0.103 5.736 5.839
11.97 113.83 187.55 7.346 0.104 7.242 7.346
12.00 90.29 187.83 8.490 0.101 8.385 8.486
12.03 57.20 188.02 9.517 0.104 9.412 9.515
12.07 31.66 188.12 10.17 0.107 10.07 10.17
12.10 19.73 188.16 10.47 0.108 10.36 10.47
12.13 16.25 188.18 10.61 0.109 10.50 10.61
12.17 15.59 188.20 10.71 0.109 10.60 10.71
12.20 14.96 188.21 10.80 0.110 10.69 10.80
12.23 14.32 188.22 10.87 0.110 10.76 10.87
12.27 13.68 188.23 10.93 0.110 10.82 10.93
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
12.30 13.03 188.23 10.98 0.110 10.86 10.97
12.33 12.38 188.24 11.01 0.110 10.90 11.01
12.37 11.72 188.24 11.03 0.111 10.92 11.03
12.40 11.07 188.24 << 11.04 0.111 10.92 11.03
12.43 10.40 188.24 11.03 0.111 10.92 11.03
12.47 9.734 188.24 11.01 0.111 10.90 11.01
12.50 9.065 188.23 10.98 0.110 10.87 10.98
12.53 8.447 188.23 10.94 0.110 10.83 10.94
12.57 7.984 188.22 10.89 0.110 10.78 10.89
12.60 7.695 188.21 10.83 0.110 10.72 10.83
12.63 7.511 188.20 10.77 0.109 10.66 10.77
12.67 7.362 188.19 10.70 0.109 10.59 10.70
12.70 7.213 188.19 10.64 0.109 10.53 10.64
12.73 7.062 188.18 10.57 0.109 10.46 10.57
12.77 6.912 188.17 10.51 0.108 10.40 10.50
12.80 6.761 188.16 10.44 0.108 10.33 10.43
12.83 6.610 188.15 10.36 0.108 10.26 10.36
12.87 6.458 188.14 10.29 0.107 10.18 10.29
12.90 6.306 188.12 10.22 0.107 10.11 10.22
12.93 6.153 188.11 10.14 0.107 10.04 10.14
12.97 6.000 188.10 10.07 0.106 9.959 10.06
13.00 5.846 188.09 9.989 0.106 9.881 9.987
13.03 5.700 188.08 9.910 0.106 9.802 9.908
13.07 5.575 188.07 9.829 0.105 9.722 9.828
13.10 5.474 188.06 9.749 0.105 9.642 9.747
13.13 5.388 188.04 9.667 0.104 9.561 9.666
13.17 5.306 188.03 9.586 0.104 9.481 9.585
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
13.20 5.224 188.02 9.505 0.104 9.400 9.504
13.23 5.141 188.01 9.424 0.103 9.319 9.422
13.27 5.059 188.00 9.342 0.103 9.237 9.340
13.30 4.976 187.98 9.256 0.102 9.152 9.254
13.33 4.894 187.97 9.170 0.102 9.067 9.169
13.37 4.811 187.96 9.084 0.101 8.981 9.083
13.40 4.728 187.95 8.998 0.101 8.896 8.997
13.43 4.645 187.93 8.912 0.100 8.811 8.912
13.47 4.562 187.92 8.827 0.100 8.726 8.826
13.50 4.478 187.91 8.741 0.100 8.641 8.741
13.53 4.397 187.90 8.673 0.099 8.573 8.673
13.57 4.323 187.88 8.636 0.100 8.535 8.635
13.60 4.257 187.87 8.599 0.100 8.497 8.598
13.63 4.196 187.86 8.562 0.101 8.459 8.560
13.67 4.137 187.84 8.525 0.101 8.421 8.521
13.70 4.077 187.83 8.487 0.101 8.382 8.483
13.73 4.017 187.82 8.449 0.102 8.343 8.445
13.77 3.958 187.81 8.411 0.102 8.304 8.406
13.80 3.898 187.79 8.366 0.102 8.256 8.359
13.83 3.838 187.78 8.316 0.102 8.204 8.306
13.87 3.778 187.77 8.266 0.103 8.151 8.253
13.90 3.718 187.75 8.216 0.103 8.098 8.201
13.93 3.658 187.74 8.165 0.103 8.045 8.148
13.97 3.597 187.73 8.115 0.103 7.991 8.095
14.00 3.537 187.71 8.065 0.103 7.938 8.042
14.03 3.481 187.70 8.013 0.104 7.885 7.988
14.07 3.436 187.69 7.953 0.104 7.827 7.931
14.10 3.405 187.67 7.892 0.104 7.770 7.874
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
14.13 3.382 187.66 7.832 0.104 7.713 7.817
14.17 3.362 187.65 7.773 0.104 7.657 7.761
14.20 3.341 187.63 7.714 0.104 7.601 7.705
14.23 3.321 187.62 7.655 0.104 7.545 7.650
14.27 3.300 187.61 7.597 0.104 7.490 7.595
14.30 3.280 187.60 7.539 0.104 7.434 7.538
14.33 3.259 187.58 7.480 0.104 7.376 7.480
14.37 3.238 187.57 7.422 0.104 7.318 7.422
14.40 3.218 187.56 7.364 0.104 7.260 7.364
14.43 3.197 187.55 7.307 0.104 7.203 7.307
14.47 3.176 187.53 7.251 0.104 7.146 7.251
14.50 3.156 187.52 7.195 0.104 7.090 7.194
14.53 3.135 187.51 7.139 0.104 7.035 7.139
14.57 3.114 187.50 7.084 0.104 6.979 7.084
14.60 3.094 187.49 7.028 0.104 6.924 7.028
14.63 3.073 187.47 6.973 0.104 6.868 6.973
14.67 3.052 187.46 6.918 0.104 6.814 6.918
14.70 3.031 187.45 6.864 0.104 6.759 6.863
14.73 3.010 187.44 6.810 0.104 6.706 6.810
14.77 2.989 187.43 6.756 0.104 6.652 6.756
14.80 2.968 187.42 6.703 0.104 6.599 6.703
14.83 2.948 187.41 6.651 0.104 6.547 6.651
14.87 2.927 187.40 6.600 0.104 6.496 6.599
14.90 2.906 187.39 6.551 0.104 6.446 6.550
14.93 2.885 187.38 6.502 0.104 6.397 6.501
14.97 2.864 187.36 6.454 0.104 6.348 6.452
15.00 2.843 187.35 6.406 0.104 6.300 6.404
15.03 2.822 187.34 6.358 0.104 6.252 6.356
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
15.07 2.801 187.33 6.311 0.104 6.204 6.308
15.10 2.780 187.32 6.264 0.104 6.157 6.261
15.13 2.758 187.31 6.218 0.104 6.110 6.214
15.17 2.737 187.30 6.172 0.104 6.063 6.167
15.20 2.716 187.29 6.123 0.104 6.015 6.119
15.23 2.695 187.28 6.074 0.104 5.967 6.071
15.27 2.674 187.27 6.026 0.104 5.919 6.023
15.30 2.653 187.26 5.978 0.103 5.872 5.975
15.33 2.631 187.25 5.930 0.103 5.825 5.928
15.37 2.610 187.24 5.883 0.103 5.778 5.881
15.40 2.589 187.23 5.836 0.103 5.731 5.835
15.43 2.568 187.22 5.790 0.103 5.685 5.789
15.47 2.547 187.21 5.744 0.103 5.640 5.743
15.50 2.525 187.20 5.698 0.103 5.594 5.697
15.53 2.504 187.20 5.655 0.103 5.550 5.653
15.57 2.483 187.19 5.615 0.103 5.506 5.608
15.60 2.461 187.18 5.576 0.103 5.462 5.565
15.63 2.440 187.17 5.537 0.103 5.419 5.521
15.67 2.419 187.16 5.499 0.103 5.375 5.478
15.70 2.397 187.15 5.460 0.102 5.333 5.435
15.73 2.376 187.14 5.422 0.102 5.290 5.392
15.77 2.354 187.13 5.385 0.102 5.248 5.350
15.80 2.333 187.12 5.347 0.102 5.206 5.308
15.83 2.311 187.11 5.310 0.102 5.164 5.266
15.87 2.290 187.11 5.273 0.102 5.123 5.225
15.90 2.269 187.10 5.236 0.102 5.082 5.184
15.93 2.247 187.09 5.198 0.102 5.041 5.143
15.97 2.225 187.08 5.161 0.102 5.001 5.103
Continues on next page...

Peak Flow Period 15
Post Through Pond 16.3Ohr-11 .9Ohr = 4.4 hr
-Use 5.0 hrs
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
16.00 2.204 187.07 5.123 0.102 4.961 5.062
16.03 2.184 187.06 5.087 0.102 4.921 5.022
16.07 2.168 187.05 5.050 0.101 4.881 4.983
16.10 2.157 187.05 5.014 0.101 4.842 4.943
16.13 2.148 187.04 4.978 0.101 4.803 4.904
16.17 2.141 187.03 4.942 0.101 4.765 4.866
16.20 2.134 187.02 4.907 0.101 4.727 4.828
16.23 2.126 187.01 4.873 0.101 4.689 4.790
16.27 2.119 187.01 4.838 0.101 4.652 4.753
16.30 2.111 187.00 4.803 0.101 4.615 4.716
16.33 2.104 186.99 4.758 0.101 4.578 4.679
16.37 2.096 186.98 4.715 0.101 4.542 4.643
16.40 2.089 186.97 4.671 0.101 4.506 4.606
16.43 2.081 186.97 4.628 0.101 4.470 4.571
16.47 2.074 186.96 4.586 0.101 4.435 4.535
16.50 2.066 186.95 4.544 0.101 4.400 4.500
16.53 2.059 186.94 4.503 0.101 4.365 4.466
16.57 2.051 186.93 4.462 0.101 4.331 4.431
16.60 2.044 186.93 4.421 0.101 4.297 4.397
16.63 2.036 186.92 4.381 0.101 4.264 4.364
16.67 2.029 186.91 4.342 0.101 4.230 4.331
16.70 2.021 186.91 4.303 0.100 4.198 4.298
16.73 2.014 186.90 4.266 0.100 4.165 4.266
16.77 2.006 186.89 4.234 0.100 4.132 4.233
16.80 1.999 186.88 4.202 0.100 4.100 4.200
16.83 1.991 186.88 4.171 0.100 4.068 4.168
16.87 1.984 186.87 4.140 0.100 4.037 4.137
16.90 1.976 186.86 4.110 0.100 4.005 4.105
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
16.93 1.968 186.86 4.079 0.100 3.974 4.074
16.97 1.961 186.85 4.050 0.100 3.944 4.044
17.00 1.953 186.84 4.020 0.100 3.913 4.013
17.03 1.946 186.84 3.991 0.100 3.884 3.983
17.07 1.938 186.83 3.962 0.100 3.854 3.954
17.10 1.931 186.82 3.933 0.100 3.825 3.924
17.13 1.923 186.82 3.905 0.100 3.796 3.895
17.17 1.915 186.81 3.877 0.099 3.767 3.867
17.20 1.908 186.80 3.849 0.099 3.739 3.838
17.23 1.900 186.80 3.822 0.099 3.711 3.810
17.27 1.893 186.79 3.795 0.099 3.684 3.783
17.30 1.885 186.79 3.769 0.099 3.657 3.756
17.33 1.877 186.78 3.742 0.099 3.630 3.729
17.37 1.870 186.77 3.717 0.099 3.603 3.702
17.40 1.862 186.77 3.691 0.099 3.577 3.676
17.43 1.855 186.76 3.665 0.099 3.551 3.650
17.47 1.847 186.76 3.640 0.099 3.526 3.625
17.50 1.839 186.75 3.615 0.099 3.500 3.599
17.53 1.832 186.75 3.591 0.099 3.475 3.574
17.57 1.824 186.74 3.566 0.099 3.450 3.549
17.60 1.816 186.73 3.542 0.099 3.426 3.524
17.63 1.809 186.73 3.518 0.098 3.401 3.500
17.67 1.801 186.72 3.494 0.098 3.377 3.476
17.70 1.794 186.72 3.471 0.098 3.353 3.452
17.73 1.786 186.71 3.448 0.098 3.330 3.428
17.77 1.778 186.71 3.425 0.098 3.306 3.404
17.80 1.771 186.70 3.402 0.098 3.283 3.381
17.83 1.763 186.70 3.380 0.098 3.260 3.358
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
17.87 1.755 186.69 3.358 0.098 3.238 3.336
17.90 1.747 186.69 3.336 0.098 3.215 3.313
17.93 1.740 186.68 3.315 0.098 3.193 3.291
17.97 1.732 186.68 3.294 0.098 3.171 3.269
18.00 1.725 186.67 3.273 0.098 3.150 3.247
18.03 1.717 186.67 3.252 0.098 3.128 3.226
18.07 1.709 186.66 3.231 0.098 3.107 3.205
18.10 1.701 186.66 3.211 0.098 3.086 3.183
18.13 1.694 186.65 3.190 0.097 3.065 3.163
18.17 1.686 186.65 3.170 0.097 3.044 3.142
18.20 1.678 186.64 3.151 0.097 3.024 3.121
18.23 1.671 186.64 3.131 0.097 3.004 3.101
18.27 1.663 186.64 3.111 0.097 2.983 3.081
18.30 1.655 186.63 3.092 0.097 2.963 3.061
18.33 1.648 186.63 3.073 0.097 2.944 3.041
18.37 1.640 186.62 3.054 0.097 2.924 3.021
18.40 1.632 186.62 3.035 0.097 2.905 3.002
18.43 1.624 186.61 3.016 0.097 2.885 2.982
18.47 1.617 186.61 2.997 0.097 2.866 2.963
18.50 1.609 186.60 2.979 0.097 2.847 2.944
18.53 1.601 186.60 2.961 0.097 2.828 2.925
18.57 1.593 186.60 2.943 0.097 2.810 2.906
18.60 1.586 186.59 2.926 0.097 2.791 2.888
18.63 1.578 186.59 2.909 0.097 2.772 2.869
18.67 1.570 186.58 2.892 0.097 2.754 2.851
18.70 1.562 186.58 2.875 0.096 2.736 2.832
18.73 1.555 186.58 2.859 0.096 2.718 2.814
18.77 1.547 186.57 2.842 0.096 2.700 2.796
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
18.80 1.539 186.57 2.826 0.096 2.682 2.779
18.83 1.531 186.56 2.809 0.096 2.665 2.761
18.87 1.524 186.56 2.793 0.096 2.647 2.743
18.90 1.516 186.56 2.777 0.096 2.630 2.726
18.93 1.508 186.55 2.761 0.096 2.613 2.709
18.97 1.500 186.55 2.745 0.096 2.596 2.692
19.00 1.493 186.54 2.730 0.096 2.579 2.675
19.03 1.485 186.54 2.714 0.096 2.562 2.658
19.07 1.477 186.54 2.699 0.096 2.545 2.641
19.10 1.469 186.53 2.683 0.096 2.529 2.625
19.13 1.461 186.53 2.668 0.096 2.512 2.608
19.17 1.454 186.53 2.653 0.096 2.496 2.592
19.20 1.446 186.52 2.638 0.096 2.480 2.575
19.23 1.438 186.52 2.623 0.096 2.464 2.559
19.27 1.430 186.51 2.609 0.096 2.448 2.543
19.30 1.422 186.51 2.594 0.095 2.432 2.528
19.33 1.415 186.51 2.579 0.095 2.416 2.512
19.37 1.407 186.50 2.565 0.095 2.401 2.496
19.40 1.399 186.50 2.551 0.095 2.385 2.481
19.43 1.391 186.50 2.535 0.095 2.370 2.466
19.47 1.383 186.49 2.519 0.095 2.355 2.451
19.50 1.376 186.49 2.503 0.095 2.341 2.436
19.53 1.368 186.49 2.487 0.095 2.326 2.421
19.57 1.360 186.48 2.472 0.095 2.312 2.407
19.60 1.352 186.48 2.456 0.095 2.297 2.392
19.63 1.344 186.48 2.441 0.095 2.283 2.378
19.67 1.336 186.47 2.425 0.095 2.268 2.364
19.70 1.328 186.47 2.410 0.095 2.254 2.349
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
19.73 1.321 186.47 2.395 0.095 2.240 2.335
19.77 1.313 186.46 2.380 0.095 2.226 2.321
19.80 1.305 186.46 2.365 0.095 2.212 2.307
19.83 1.297 186.46 2.350 0.095 2.198 2.293
19.87 1.289 186.45 2.335 0.095 2.185 2.280
19.90 1.282 186.45 2.320 0.095 2.171 2.266
19.93 1.274 186.45 2.306 0.095 2.157 2.252
19.97 1.266 186.44 2.291 0.095 2.144 2.239
20.00 1.258 186.44 2.277 0.095 2.131 2.225
20.03 1.251 186.44 2.262 0.095 2.117 2.212
20.07 1.245 186.44 2.248 0.095 2.104 2.199
20.10 1.242 186.43 2.234 0.095 2.091 2.186
20.13 1.240 186.43 2.220 0.095 2.078 2.173
20.17 1.239 186.43 2.206 0.095 2.065 2.160
20.20 1.237 186.42 2.192 0.095 2.052 2.147
20.23 1.236 186.42 2.179 0.095 2.040 2.135
20.27 1.234 186.42 2.166 0.095 2.027 2.122
20.30 1.233 186.42 2.152 0.095 2.015 2.110
20.33 1.231 186.41 2.139 0.095 2.003 2.098
20.37 1.230 186.41 2.127 0.095 1.991 2.086
20.40 1.229 186.41 2.114 0.095 1.979 2.074
20.43 1.227 186.40 2.101 0.095 1.968 2.062
20.47 1.226 186.40 2.089 0.095 1.956 2.051
20.50 1.224 186.40 2.077 0.095 1.945 2.040
20.53 1.222 186.40 2.066 0.095 1.935 2.029
20.57 1.221 186.39 2.054 0.095 1.925 2.019
20.60 1.220 186.39 2.043 0.094 1.914 2.009
20.63 1.218 186.39 2.032 0.094 1.904 1.999
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
20.67 1.217 186.39 2.021 0.094 1.894 1.989
20.70 1.215 186.38 2.010 0.094 1.884 1.979
20.73 1.214 186.38 2.000 0.094 1.874 1.969
20.77 1.212 186.38 1.989 0.094 1.865 1.959
20.80 1.211 186.38 1.979 0.094 1.855 1.949
20.83 1.209 186.37 1.968 0.094 1.846 1.940
20.87 1.208 186.37 1.958 0.094 1.836 1.931
20.90 1.206 186.37 1.948 0.094 1.827 1.921
20.93 1.205 186.37 1.938 0.094 1.818 1.912
20.97 1.203 186.36 1.928 0.094 1.809 1.903
21.00 1.202 186.36 1.918 0.094 1.800 1.894
21.03 1.200 186.36 1.909 0.094 1.791 1.885
21.07 1.199 186.36 1.899 0.094 1.782 1.876
21.10 1.197 186.36 1.890 0.094 1.774 1.867
21.13 1.196 186.35 1.880 0.094 1.765 1.859
21.17 1.194 186.35 1.871 0.094 1.757 1.850
21.20 1.193 186.35 1.862 0.094 1.748 1.842
21.23 1.191 186.35 1.853 0.094 1.740 1.833
21.27 1.190 186.35 1.844 0.094 1.732 1.825
21.30 1.188 186.34 1.835 0.094 1.723 1.817
21.33 1.187 186.34 1.826 0.094 1.715 1.809
21.37 1.185 186.34 1.817 0.094 1.707 1.801
21.40 1.184 186.34 1.809 0.094 1.699 1.793
21.43 1.182 186.34 1.800 0.093 1.692 1.785
21.47 1.181 186.33 1.792 0.093 1.684 1.777
21.50 1.179 186.33 1.783 0.093 1.676 1.770
21.53 1.178 186.33 1.775 0.093 1.669 1.762
21.57 1.176 186.33 1.767 0.093 1.661 1.755
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
21.60 1.174 186.33 1.759 0.093 1.654 1.747
21.63 1.173 186.32 1.751 0.093 1.646 1.740
21.67 1.172 186.32 1.743 0.093 1.639 1.732
21.70 1.170 186.32 1.735 0.093 1.632 1.725
21.73 1.169 186.32 1.727 0.093 1.625 1.718
21.77 1.167 186.32 1.720 0.093 1.618 1.711
21.80 1.165 186.32 1.712 0.093 1.611 1.704
21.83 1.164 186.31 1.704 0.093 1.604 1.697
21.87 1.162 186.31 1.697 0.093 1.597 1.690
21.90 1.161 186.31 1.690 0.093 1.590 1.683
21.93 1.160 186.31 1.682 0.093 1.584 1.677
21.97 1.158 186.31 1.675 0.093 1.577 1.670
22.00 1.156 186.31 1.668 0.093 1.570 1.663
22.03 1.155 186.30 1.661 0.093 1.564 1.657
22.07 1.153 186.30 1.654 0.093 1.558 1.650
22.10 1.152 186.30 1.647 0.093 1.551 1.644
22.13 1.150 186.30 1.640 0.093 1.545 1.638
22.17 1.149 186.30 1.635 0.093 1.539 1.632
22.20 1.147 186.30 1.629 0.093 1.534 1.626
22.23 1.146 186.29 1.623 0.093 1.528 1.621
22.27 1.144 186.29 1.617 0.093 1.522 1.615
22.30 1.143 186.29 1.612 0.093 1.517 1.609
22.33 1.141 186.29 1.606 0.093 1.511 1.604
22.37 1.140 186.29 1.601 0.093 1.506 1.598
22.40 1.138 186.29 1.595 0.093 1.500 1.593
22.43 1.137 186.29 1.590 0.093 1.495 1.588
22.47 1.135 186.28 1.584 0.093 1.490 1.582
22.50 1.134 186.28 1.579 0.093 1.484 1.577
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
22.53 1.132 186.28 1.574 0.092 1.479 1.572
22.57 1.131 186.28 1.568 0.092 1.474 1.566
22.60 1.129 186.28 1.563 0.092 1.469 1.561
22.63 1.128 186.28 1.558 0.092 1.464 1.556
22.67 1.126 186.28 1.553 0.092 1.459 1.551
22.70 1.124 186.27 1.548 0.092 1.454 1.546
22.73 1.123 186.27 1.543 0.092 1.449 1.541
22.77 1.122 186.27 1.538 0.092 1.444 1.536
22.80 1.120 186.27 1.533 0.092 1.439 1.531
22.83 1.119 186.27 1.528 0.092 1.434 1.526
22.87 1.117 186.27 1.523 0.092 1.429 1.521
22.90 1.115 186.27 1.518 0.092 1.424 1.517
22.93 1.114 186.27 1.514 0.092 1.420 1.512
22.97 1.112 186.26 1.509 0.092 1.415 1.507
23.00 1.111 186.26 1.504 0.092 1.410 1.502
23.03 1.109 186.26 1.499 0.092 1.406 1.498
23.07 1.108 186.26 1.495 0.092 1.401 1.493
23.10 1.106 186.26 1.490 0.092 1.397 1.489
23.13 1.105 186.26 1.486 0.092 1.392 1.484
23.17 1.103 186.26 1.481 0.092 1.388 1.480
23.20 1.102 186.26 1.477 0.092 1.383 1.475
23.23 1.100 186.25 1.472 0.092 1.379 1.471
23.27 1.099 186.25 1.468 0.092 1.374 1.466
23.30 1.097 186.25 1.463 0.092 1.370 1.462
23.33 1.096 186.25 1.459 0.092 1.366 1.458
23.37 1.094 186.25 1.455 0.092 1.361 1.453
23.40 1.093 186.25 1.450 0.092 1.357 1.449
23.43 1.091 186.25 1.446 0.092 1.353 1.445
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
23.47 1.089 186.25 1.442 0.092 1.349 1.441
23.50 1.088 186.25 1.438 0.092 1.345 1.436
23.53 1.086 186.24 1.433 0.092 1.341 1.432
23.57 1.085 186.24 1.429 0.092 1.337 1.428
23.60 1.083 186.24 1.425 0.092 1.332 1.424
23.63 1.082 186.24 1.421 0.092 1.328 1.420
23.67 1.080 186.24 1.417 0.092 1.324 1.416
23.70 1.079 186.24 1.413 0.092 1.320 1.412
23.73 1.077 186.24 1.409 0.092 1.317 1.408
23.77 1.076 186.24 1.405 0.092 1.313 1.404
23.80 1.074 186.24 1.401 0.091 1.309 1.400
23.83 1.073 186.23 1.397 0.091 1.305 1.396
23.87 1.071 186.23 1.393 0.091 1.301 1.393
23.90 1.069 186.23 1.390 0.091 1.297 1.389
23.93 1.068 186.23 1.386 0.091 1.294 1.385
23.97 1.066 186.23 1.382 0.091 1.290 1.381
24.00 1.065 186.23 1.378 0.091 1.286 1.377
24.03 0.851 186.23 1.373 0.091 1.281 1.372
24.07 0.425 186.23 1.364 0.091 1.272 1.364
24.10 0.142 186.22 1.352 0.091 1.260 1.351
24.13 0.000 186.22 1.336 0.091 1.245 1.336
24.17 0.000 186.21 1.320 0.091 1.229 1.320
24.20 0.000 186.21 1.305 0.091 1.213 1.304
24.23 0.000 186.21 1.289 0.091 1.198 1.289
24.27 0.000 186.20 1.274 0.091 1.183 1.274
24.30 0.000 186.20 1.260 0.091 1.169 1.259
24.33 0.000 186.19 1.247 0.091 1.155 1.246
24.37 0.000 186.19 1.234 0.091 1.142 1.233
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
24.40 0.000 186.19 1.222 0.090 1.129 1.219
24.43 0.000 186.18 1.209 0.090 1.116 1.206
24.47 0.000 186.18 1.197 0.090 1.103 1.193
24.50 0.000 186.17 1.185 0.090 1.090 1.180
24.53 0.000 186.17 1.172 0.090 1.078 1.168
24.57 0.000 186.17 1.160 0.090 1.065 1.155
24.60 0.000 186.16 1.149 0.090 1.053 1.143
24.63 0.000 186.16 1.137 0.090 1.041 1.131
24.67 0.000 186.16 1.125 0.090 1.029 1.119
24.70 0.000 186.15 1.114 0.090 1.017 1.107
24.73 0.000 186.15 1.102 0.090 1.005 1.095
24.77 0.000 186.15 1.091 0.090 0.993 1.083
24.80 0.000 186.14 1.080 0.090 0.982 1.071
24.83 0.000 186.14 1.069 0.089 0.970 1.060
24.87 0.000 186.13 1.058 0.089 0.959 1.048
24.90 0.000 186.13 1.048 0.089 0.948 1.037
24.93 0.000 186.13 1.037 0.089 0.937 1.026
24.97 0.000 186.12 1.026 0.089 0.926 1.015
25.00 0.000 186.12 1.016 0.089 0.915 1.004
25.03 0.000 186.12 1.006 0.089 0.904 0.993
25.07 0.000 186.12 0.996 0.089 0.894 0.983
25.10 0.000 186.11 0.985 0.089 0.883 0.972
25.13 0.000 186.11 0.975 0.089 0.873 0.962
25.17 0.000 186.11 0.966 0.089 0.863 0.951
25.20 0.000 186.10 0.956 0.089 0.853 0.941
25.23 0.000 186.10 0.946 0.089 0.842 0.931
25.27 0.000 186.10 0.937 0.089 0.834 0.922
25.30 0.000 186.09 0.928 0.089 0.825 0.914
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
25.33 0.000 186.09 0.919 0.089 0.816 0.905
25.37 0.000 186.09 0.910 0.088 0.808 0.896
25.40 0.000 186.09 0.902 0.088 0.800 0.888
25.43 0.000 186.08 0.893 0.088 0.791 0.880
25.47 0.000 186.08 0.884 0.088 0.783 0.871
25.50 0.000 186.08 0.876 0.088 0.775 0.863
25.53 0.000 186.07 0.868 0.088 0.767 0.855
25.57 0.000 186.07 0.859 0.088 0.759 0.847
25.60 0.000 186.07 0.851 0.088 0.751 0.839
25.63 0.000 186.07 0.843 0.088 0.743 0.831
25.67 0.000 186.06 0.835 0.088 0.735 0.823
25.70 0.000 186.06 0.827 0.088 0.727 0.815
25.73 0.000 186.06 0.819 0.088 0.719 0.807
25.77 0.000 186.06 0.811 0.088 0.712 0.800
25.80 0.000 186.05 0.803 0.088 0.704 0.792
25.83 0.000 186.05 0.795 0.088 0.697 0.785
25.87 0.000 186.05 0.788 0.088 0.690 0.777
25.90 0.000 186.05 0.780 0.088 0.682 0.770
25.93 0.000 186.04 0.773 0.088 0.675 0.763
25.97 0.000 186.04 0.765 0.088 0.668 0.755
26.00 0.000 186.04 0.758 0.088 0.661 0.748
26.03 0.000 186.04 0.750 0.088 0.654 0.741
26.07 0.000 186.03 0.743 0.088 0.647 0.734
26.10 0.000 186.03 0.736 0.087 0.640 0.727
26.13 0.000 186.03 0.729 0.087 0.633 0.720
26.17 0.000 186.03 0.722 0.087 0.626 0.714
26.20 0.000 186.02 0.715 0.087 0.619 0.707
26.23 0.000 186.02 0.708 0.087 0.613 0.700
Continues on next page...

26
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
26.27 0.000 186.02 0.701 0.087 0.606 0.693
26.30 0.000 186.02 0.695 0.087 0.600 0.687
26.33 0.000 186.02 0.688 0.087 0.593 0.680
26.37 0.000 186.01 0.681 0.087 0.587 0.674
26.40 0.000 186.01 0.675 0.087 0.580 0.668
26.43 0.000 186.01 0.668 0.087 0.574 0.661
26.47 0.000 186.01 0.662 0.087 0.568 0.655
26.50 0.000 186.00 0.655 0.087 0.562 0.649
26.53 0.000 186.00 0.649 0.087 0.556 0.643
26.57 0.000 186.00 0.643 0.087 0.550 0.637
26.60 0.000 186.00 0.637 0.087 0.544 0.631
26.63 0.000 186.00 0.631 0.087 0.538 0.625
26.67 0.000 185.99 0.625 0.087 0.533 0.619
26.70 0.000 185.99 0.619 0.087 0.527 0.614
26.73 0.000 185.99 0.613 0.087 0.521 0.608
26.77 0.000 185.99 0.607 0.087 0.516 0.603
26.80 0.000 185.99 0.601 0.087 0.511 0.597
26.83 0.000 185.98 0.596 0.087 0.505 0.592
26.87 0.000 185.98 0.590 0.087 0.500 0.587
26.90 0.000 185.98 0.584 0.087 0.495 0.581
26.93 0.000 185.98 0.579 0.087 0.489 0.576
26.97 0.000 185.98 0.573 0.087 0.484 0.571
27.00 0.000 185.97 0.568 0.086 0.479 0.566
27.03 0.000 185.97 0.563 0.086 0.474 0.561
27.07 0.000 185.97 0.557 0.086 0.469 0.555
27.10 0.000 185.97 0.552 0.086 0.464 0.551
27.13 0.000 185.97 0.548 0.086 0.460 0.546
27.17 0.000 185.97 0.543 0.086 0.455 0.541
Continues on next page...

27
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
27.20 0.000 185.96 0.538 0.086 0.450 0.537
27.23 0.000 185.96 0.534 0.086 0.446 0.532
27.27 0.000 185.96 0.529 0.086 0.441 0.527
27.30 0.000 185.96 0.524 0.086 0.437 0.523
27.33 0.000 185.96 0.520 0.086 0.432 0.518
27.37 0.000 185.95 0.515 0.086 0.428 0.514
27.40 0.000 185.95 0.511 0.086 0.423 0.510
27.43 0.000 185.95 0.507 0.086 0.419 0.505
27.47 0.000 185.95 0.502 0.086 0.415 0.501
27.50 0.000 185.95 0.498 0.086 0.411 0.497
27.53 0.000 185.95 0.494 0.086 0.406 0.492
27.57 0.000 185.94 0.489 0.086 0.402 0.488
27.60 0.000 185.94 0.485 0.086 0.398 0.484
27.63 0.000 185.94 0.481 0.086 0.394 0.480
27.67 0.000 185.94 0.477 0.086 0.390 0.476
27.70 0.000 185.94 0.473 0.086 0.386 0.472
27.73 0.000 185.94 0.470 0.086 0.382 0.468
27.77 0.000 185.93 0.466 0.086 0.379 0.464
27.80 0.000 185.93 0.462 0.086 0.375 0.461
27.83 0.000 185.93 0.459 0.086 0.371 0.457
27.87 0.000 185.93 0.455 0.086 0.368 0.453
27.90 0.000 185.93 0.452 0.086 0.364 0.450
27.93 0.000 185.93 0.448 0.086 0.360 0.446
27.97 0.000 185.93 0.445 0.086 0.357 0.442
28.00 0.000 185.92 0.441 0.086 0.353 0.439
28.03 0.000 185.92 0.438 0.086 0.350 0.435
28.07 0.000 185.92 0.435 0.086 0.346 0.432
28.10 0.000 185.92 0.431 0.086 0.343 0.428
Continues on next page...

28
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
28.13 0.000 185.92 0.428 0.085 0.339 0.425
28.17 0.000 185.92 0.425 0.085 0.336 0.422
28.20 0.000 185.92 0.421 0.085 0.333 0.418
28.23 0.000 185.91 0.418 0.085 0.329 0.415
28.27 0.000 185.91 0.415 0.085 0.326 0.411
28.30 0.000 185.91 0.412 0.085 0.323 0.408
28.33 0.000 185.91 0.409 0.085 0.320 0.405
28.37 0.000 185.91 0.406 0.085 0.317 0.402
28.40 0.000 185.91 0.403 0.085 0.314 0.399
28.43 0.000 185.91 0.400 0.085 0.311 0.396
28.47 0.000 185.90 0.397 0.085 0.308 0.393
28.50 0.000 185.90 0.395 0.085 0.305 0.390
28.53 0.000 185.90 0.392 0.085 0.302 0.387
28.57 0.000 185.90 0.389 0.085 0.299 0.384
28.60 0.000 185.90 0.387 0.085 0.296 0.381
28.63 0.000 185.90 0.384 0.085 0.293 0.378
28.67 0.000 185.90 0.381 0.085 0.290 0.376
28.70 0.000 185.90 0.379 0.085 0.288 0.373
28.73 0.000 185.89 0.376 0.085 0.285 0.370
28.77 0.000 185.89 0.373 0.085 0.282 0.367
28.80 0.000 185.89 0.371 0.085 0.279 0.364
28.83 0.000 185.89 0.368 0.085 0.277 0.362
28.87 0.000 185.89 0.366 0.085 0.274 0.359
28.90 0.000 185.89 0.363 0.085 0.271 0.356
28.93 0.000 185.89 0.361 0.085 0.269 0.354
28.97 0.000 185.89 0.358 0.085 0.266 0.351
29.00 0.000 185.88 0.356 0.085 0.263 0.348
29.03 0.000 185.88 0.354 0.085 0.261 0.346
Continues on next page...

29
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
29.07 0.000 185.88 0.351 0.085 0.258 0.343
29.10 0.000 185.88 0.349 0.085 0.256 0.340
29.13 0.000 185.88 0.347 0.085 0.253 0.338
29.17 0.000 185.88 0.344 0.085 0.251 0.336
29.20 0.000 185.88 0.342 0.085 0.249 0.333
29.23 0.000 185.88 0.340 0.085 0.246 0.331
29.27 0.000 185.88 0.338 0.085 0.244 0.329
29.30 0.000 185.87 0.336 0.085 0.242 0.326
29.33 0.000 185.87 0.334 0.085 0.240 0.324
29.37 0.000 185.87 0.332 0.085 0.237 0.322
29.40 0.000 185.87 0.330 0.084 0.235 0.320
29.43 0.000 185.87 0.328 0.084 0.233 0.318
29.47 0.000 185.87 0.326 0.084 0.231 0.315
29.50 0.000 185.87 0.324 0.084 0.229 0.313
29.53 0.000 185.87 0.322 0.084 0.227 0.311
29.57 0.000 185.87 0.320 0.084 0.224 0.309
29.60 0.000 185.86 0.319 0.084 0.222 0.307
29.63 0.000 185.86 0.317 0.084 0.220 0.305
29.67 0.000 185.86 0.315 0.084 0.218 0.302
29.70 0.000 185.86 0.313 0.084 0.216 0.300
29.73 0.000 185.86 0.311 0.084 0.214 0.298
29.77 0.000 185.86 0.309 0.084 0.212 0.296
29.80 0.000 185.86 0.307 0.084 0.210 0.294
29.83 0.000 185.86 0.306 0.084 0.208 0.292
29.87 0.000 185.86 0.304 0.084 0.206 0.290
29.90 0.000 185.86 0.302 0.084 0.204 0.288
29.93 0.000 185.85 0.300 0.084 0.202 0.286
29.97 0.000 185.85 0.298 0.084 0.200 0.284
Continues on next page...

30
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
30.00 0.000 185.85 0.297 0.084 0.198 0.282
30.03 0.000 185.85 0.295 0.084 0.196 0.280
30.07 0.000 185.85 0.293 0.084 0.194 0.278
30.10 0.000 185.85 0.291 0.084 0.192 0.277
30.13 0.000 185.85 0.289 0.084 0.191 0.275
30.17 0.000 185.85 0.287 0.084 0.189 0.273
30.20 0.000 185.85 0.285 0.084 0.187 0.271
30.23 0.000 185.85 0.283 0.084 0.186 0.270
30.27 0.000 185.84 0.280 0.084 0.184 0.268
30.30 0.000 185.84 0.278 0.084 0.182 0.266
30.33 0.000 185.84 0.276 0.084 0.181 0.265
30.37 0.000 185.84 0.274 0.084 0.179 0.263
30.40 0.000 185.84 0.272 0.084 0.177 0.261
30.43 0.000 185.84 0.270 0.084 0.176 0.260
30.47 0.000 185.84 0.268 0.084 0.174 0.258
30.50 0.000 185.84 0.266 0.084 0.173 0.257
30.53 0.000 185.84 0.264 0.084 0.171 0.255
30.57 0.000 185.84 0.262 0.084 0.169 0.253
30.60 0.000 185.84 0.260 0.084 0.168 0.252
30.63 0.000 185.84 0.258 0.084 0.166 0.250
30.67 0.000 185.83 0.256 0.084 0.165 0.249
30.70 0.000 185.83 0.254 0.084 0.163 0.247
30.73 0.000 185.83 0.252 0.084 0.162 0.246
30.77 0.000 185.83 0.250 0.084 0.160 0.244
30.80 0.000 185.83 0.248 0.084 0.159 0.243
30.83 0.000 185.83 0.246 0.084 0.157 0.241
30.87 0.000 185.83 0.244 0.084 0.156 0.240
30.90 0.000 185.83 0.242 0.084 0.154 0.238
Continues on next page...

31
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
30.93 0.000 185.83 0.241 0.084 0.153 0.237
30.97 0.000 185.83 0.239 0.084 0.151 0.235
31.00 0.000 185.83 0.237 0.084 0.150 0.234
31.03 0.000 185.83 0.235 0.084 0.148 0.232
31.07 0.000 185.82 0.233 0.084 0.147 0.231
31.10 0.000 185.82 0.231 0.084 0.145 0.229
31.13 0.000 185.82 0.230 0.084 0.144 0.228
31.17 0.000 185.82 0.228 0.084 0.143 0.227
31.20 0.000 185.82 0.226 0.084 0.141 0.225
31.23 0.000 185.82 0.224 0.084 0.140 0.224
31.27 0.000 185.82 0.222 0.084 0.138 0.222
31.30 0.000 185.82 0.221 0.084 0.137 0.221
31.33 0.000 185.82 0.220 0.084 0.136 0.220
31.37 0.000 185.82 0.219 0.084 0.135 0.219
31.40 0.000 185.82 0.218 0.084 0.134 0.217
31.43 0.000 185.82 0.217 0.084 0.132 0.216
31.47 0.000 185.82 0.216 0.084 0.131 0.215
31.50 0.000 185.81 0.215 0.084 0.130 0.214
31.53 0.000 185.81 0.214 0.084 0.129 0.213
31.57 0.000 185.81 0.214 0.084 0.128 0.211
31.60 0.000 185.81 0.213 0.084 0.127 0.210
31.63 0.000 185.81 0.212 0.084 0.126 0.209
31.67 0.000 185.81 0.211 0.084 0.124 0.208
31.70 0.000 185.81 0.210 0.084 0.123 0.207
31.73 0.000 185.81 0.209 0.084 0.122 0.206
31.77 0.000 185.81 0.208 0.084 0.121 0.205
31.80 0.000 185.81 0.207 0.084 0.120 0.203
31.83 0.000 185.81 0.206 0.084 0.119 0.202
Continues on next page...

32
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
31.87 0.000 185.81 0.205 0.084 0.118 0.201
31.90 0.000 185.81 0.204 0.084 0.117 0.200
31.93 0.000 185.81 0.203 0.083 0.115 0.199
31.97 0.000 185.81 0.202 0.083 0.114 0.198
32.00 0.000 185.80 0.201 0.083 0.113 0.197
32.03 0.000 185.80 0.201 0.083 0.112 0.196
32.07 0.000 185.80 0.200 0.083 0.111 0.195
32.10 0.000 185.80 0.199 0.083 0.110 0.193
32.13 0.000 185.80 0.198 0.083 0.109 0.192
32.17 0.000 185.80 0.197 0.083 0.108 0.191
32.20 0.000 185.80 0.196 0.083 0.107 0.190
32.23 0.000 185.80 0.195 0.083 0.106 0.189
32.27 0.000 185.80 0.195 0.083 0.105 0.188
32.30 0.000 185.80 0.194 0.083 0.104 0.187
32.33 0.000 185.80 0.193 0.083 0.103 0.186
32.37 0.000 185.80 0.192 0.083 0.102 0.185
32.40 0.000 185.80 0.191 0.083 0.101 0.184
32.43 0.000 185.80 0.190 0.083 0.100 0.183
32.47 0.000 185.80 0.189 0.083 0.099 0.182
32.50 0.000 185.79 0.189 0.083 0.098 0.181
32.53 0.000 185.79 0.188 0.083 0.097 0.180
32.57 0.000 185.79 0.187 0.083 0.096 0.179
32.60 0.000 185.79 0.186 0.083 0.095 0.178
32.63 0.000 185.79 0.185 0.083 0.094 0.177
32.67 0.000 185.79 0.185 0.083 0.093 0.176
32.70 0.000 185.79 0.184 0.083 0.092 0.175
32.73 0.000 185.79 0.183 0.083 0.091 0.174
32.77 0.000 185.79 0.182 0.083 0.090 0.173
Continues on next page...

33
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
32.80 0.000 185.79 0.181 0.083 0.089 0.172
32.83 0.000 185.79 0.180 0.083 0.088 0.171
32.87 0.000 185.79 0.179 0.083 0.088 0.171
32.90 0.000 185.79 0.178 0.083 0.087 0.170
32.93 0.000 185.79 0.177 0.083 0.086 0.169
32.97 0.000 185.79 0.177 0.083 0.085 0.168
33.00 0.000 185.79 0.176 0.083 0.084 0.168
33.03 0.000 185.79 0.175 0.083 0.084 0.167
33.07 0.000 185.78 0.174 0.083 0.083 0.166
33.10 0.000 185.78 0.173 0.083 0.082 0.165
33.13 0.000 185.78 0.172 0.083 0.081 0.164
33.17 0.000 185.78 0.171 0.083 0.081 0.164
33.20 0.000 185.78 0.170 0.083 0.080 0.163
33.23 0.000 185.78 0.169 0.083 0.079 0.162
33.27 0.000 185.78 0.168 0.083 0.078 0.161
33.30 0.000 185.78 0.167 0.083 0.078 0.161
33.33 0.000 185.78 0.166 0.083 0.077 0.160
33.37 0.000 185.78 0.166 0.083 0.076 0.159
33.40 0.000 185.78 0.165 0.083 0.075 0.158
33.43 0.000 185.78 0.164 0.083 0.075 0.158
33.47 0.000 185.78 0.163 0.083 0.074 0.157
33.50 0.000 185.78 0.162 0.083 0.073 0.156
33.53 0.000 185.78 0.161 0.083 0.073 0.156
33.57 0.000 185.78 0.160 0.083 0.072 0.155
33.60 0.000 185.78 0.159 0.083 0.071 0.154
33.63 0.000 185.78 0.159 0.083 0.070 0.153
33.67 0.000 185.78 0.158 0.083 0.070 0.153
33.70 0.000 185.77 0.157 0.083 0.069 0.152
Continues on next page...

34
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
33.73 0.000 185.77 0.156 0.083 0.068 0.151
33.77 0.000 185.77 0.155 0.083 0.068 0.151
33.80 0.000 185.77 0.154 0.083 0.067 0.150
33.83 0.000 185.77 0.153 0.083 0.066 0.149
33.87 0.000 185.77 0.153 0.083 0.066 0.148
33.90 0.000 185.77 0.152 0.083 0.065 0.148
33.93 0.000 185.77 0.151 0.083 0.064 0.147
33.97 0.000 185.77 0.150 0.083 0.063 0.146
34.00 0.000 185.77 0.149 0.083 0.063 0.146
34.03 0.000 185.77 0.149 0.083 0.062 0.145
34.07 0.000 185.77 0.148 0.083 0.061 0.144
34.10 0.000 185.77 0.147 0.083 0.061 0.144
34.13 0.000 185.77 0.146 0.083 0.060 0.143
34.17 0.000 185.77 0.145 0.083 0.059 0.142
34.20 0.000 185.77 0.145 0.083 0.059 0.142
34.23 0.000 185.77 0.144 0.083 0.058 0.141
34.27 0.000 185.77 0.143 0.083 0.058 0.140
34.30 0.000 185.77 0.142 0.083 0.057 0.140
34.33 0.000 185.77 0.141 0.083 0.056 0.139
34.37 0.000 185.76 0.141 0.083 0.056 0.138
34.40 0.000 185.76 0.140 0.083 0.055 0.138
34.43 0.000 185.76 0.139 0.083 0.054 0.137
34.47 0.000 185.76 0.138 0.083 0.054 0.136
34.50 0.000 185.76 0.138 0.083 0.053 0.136
34.53 0.000 185.76 0.137 0.083 0.052 0.135
34.57 0.000 185.76 0.136 0.083 0.052 0.135
34.60 0.000 185.76 0.135 0.083 0.051 0.134
34.63 0.000 185.76 0.135 0.083 0.051 0.133
Continues on next page...

35
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
34.67 0.000 185.76 0.134 0.083 0.050 0.133
34.70 0.000 185.76 0.133 0.083 0.049 0.132
34.73 0.000 185.76 0.132 0.083 0.049 0.132
34.77 0.000 185.76 0.132 0.083 0.048 0.131
34.80 0.000 185.76 0.132 0.083 0.048 0.131
34.83 0.000 185.76 0.131 0.083 0.047 0.130
34.87 0.000 185.76 0.131 0.083 0.047 0.130
34.90 0.000 185.76 0.130 0.083 0.046 0.129
34.93 0.000 185.76 0.130 0.083 0.046 0.129
34.97 0.000 185.76 0.130 0.083 0.046 0.128
35.00 0.000 185.76 0.129 0.083 0.045 0.128
35.03 0.000 185.76 0.129 0.083 0.045 0.127
35.07 0.000 185.76 0.128 0.083 0.044 0.127
35.10 0.000 185.76 0.128 0.083 0.044 0.126
35.13 0.000 185.75 0.128 0.083 0.043 0.126
35.17 0.000 185.75 0.127 0.083 0.043 0.125
35.20 0.000 185.75 0.127 0.083 0.042 0.125
35.23 0.000 185.75 0.127 0.083 0.042 0.124
35.27 0.000 185.75 0.126 0.083 0.041 0.124
35.30 0.000 185.75 0.126 0.083 0.041 0.124
35.33 0.000 185.75 0.125 0.082 0.041 0.123
35.37 0.000 185.75 0.125 0.082 0.040 0.123
35.40 0.000 185.75 0.125 0.082 0.040 0.122
35.43 0.000 185.75 0.124 0.082 0.039 0.122
35.47 0.000 185.75 0.124 0.082 0.039 0.121
35.50 0.000 185.75 0.124 0.082 0.038 0.121
35.53 0.000 185.75 0.123 0.082 0.038 0.120
35.57 0.000 185.75 0.123 0.082 0.038 0.120
Continues on next page...

36
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
35.60 0.000 185.75 0.122 0.082 0.037 0.120
35.63 0.000 185.75 0.122 0.082 0.037 0.119
35.67 0.000 185.75 0.122 0.082 0.036 0.119
35.70 0.000 185.75 0.121 0.082 0.036 0.118
35.73 0.000 185.75 0.121 0.082 0.035 0.118
35.77 0.000 185.75 0.121 0.082 0.035 0.117
35.80 0.000 185.75 0.120 0.082 0.035 0.117
35.83 0.000 185.75 0.120 0.082 0.034 0.116
35.87 0.000 185.75 0.120 0.082 0.034 0.116
35.90 0.000 185.75 0.119 0.082 0.033 0.116
35.93 0.000 185.74 0.119 0.082 0.033 0.115
35.97 0.000 185.74 0.118 0.082 0.033 0.115
36.00 0.000 185.74 0.118 0.082 0.032 0.114
36.03 0.000 185.74 0.118 0.082 0.032 0.114
36.07 0.000 185.74 0.117 0.082 0.031 0.114
36.10 0.000 185.74 0.117 0.082 0.031 0.113
36.13 0.000 185.74 0.117 0.082 0.031 0.113
36.17 0.000 185.74 0.116 0.082 0.030 0.112
36.20 0.000 185.74 0.116 0.082 0.030 0.112
36.23 0.000 185.74 0.116 0.082 0.029 0.111
36.27 0.000 185.74 0.115 0.082 0.029 0.111
36.30 0.000 185.74 0.115 0.082 0.029 0.111
...End

7/5/23, 1:53 PM ECMDS 7.0
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
>>>Forebay Berm Lining SCM 4
Name Forebay Berm Lining SCM
4
Discharge 24.1
Peak Flow Period 5
Channel Slope 0.3333
Channel Bottom Width 114
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)
Unreinforced Vegetation - 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
Unreinforced Straight 24.1 cfs 3.29 ft/s 0.06 ft 0.042 4 lbs/ft2 1.34 lbs/ft2 2.99 STABLE --
Vegetation
Underlying Straight 24.1 cfs 3.29 ft/s 0.06 ft 0.042 3.27 lbs/ft2 1.33 lbs/ft2 2.45 STABLE --
Substrate
DS75
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
DS75 Straight 24.1 cfs 4.04 ft/s 0.05 ft 0.03 1.6 lbs/ft2 1.09 lbs/ft2 1.47 STABLE D
Unvegetated
Underlying Straight 24.1 cfs 4.04 ft/s 0.05 ft 0.03 1.51 lbs/ft2 1.09 lbs/ft2 1.39 STABLE D
Substrate
https://ecmds.com/project/151829/spillway-analysis/247824/show 1/1

EROSION CONTROL CALCS (RIP-RAP CALCULATIONS)
Project Information
Project Name: Ducks Landing
Project#:
Designed by: CP Date: 7/5/2023
Revised by: Date:
Checked by: Date:
Rip-Rap Apron#15-SCM4
Pipe Diameter d= 24
Pipe Slope s= 1.05 %
Manning's number n= 0.013
Flow Q= 11.03 cfs
Velocity V= 7.29 ft/s
Dissipator Dimensions* Zone= 2
Stone Filling Class= B
Entry Width(3 X Do)= 6.0 ft
Length(6 X Do)= 12.Oft
Width(La+Do)= 14.0 ft
Min.Thickness= 22 inches
Min.Stone Diameter= 6 inches
12.0 1
*All units are in feet
Dissipator pad designed for full flow of pipe
6.0 14.0
*All units are in feet
**Dissipator pad designed for full flow of pipe
RIP-RAP.xls 7/5/2023 Page 1 of 1

Pond Report 5
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,01 /25/2023
Pond No. 1 - BMP Pond
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation.Begining Elevation=185.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 185.00 31,875 0 0
0.50 185.50 34,375 16,563 16,563
0.70 185.70 34,990 6,937 23,499
1.00 186.00 35,925 10,637 34,136
2.00 187.00 39,060 37,493 71,629
3.00 188.00 42,190 40,625 112,254
4.00 189.00 44,530 43,360 155,614
5.00 190.00 46,925 45,728 201,341
6.00 191.00 49,380 48,153 249,494
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 24.00 2.00 0.00 0.00 Crest Len(ft) = 1.00 15.00 Inactive 0.00
Span(in) = 24.00 2.00 0.00 0.00 Crest El.(ft) = 185.70 188.30 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 185.00 185.00 0.00 0.00 Weir Type = Rect Broad Broad ---
Length(ft) = 19.00 0.50 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 1.05 1.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/ Discharge Elev(ft)
6.00 191.00
5.00 190.00
4.00 189.00
3.00 188.00
2.00 187.00
1.00 186.00
0.00 185.00
0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00 33.00 36.00
Total Q Discharge(cfs)

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 12.26 2 730 49,256 BMP Pre-Developed
2 SCS Runoff 46.22 2 718 92,695 BMP Post-Developed
3 Reservoir 2.155 2 802 82,665 2 186.43 50,088 Post Through Pond
5 SCS Runoff 0.667 2 152 6,068 BMP Post-Developed
6 Reservoir 0.032 2 366 4,475 5 185.18 5,868 1.0-in Storm Thru Pond
Wet Pond #4-(Ducks Landing).gpw Return Period: 1 Year Wednesday, 01 /25/2023

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,01 /25/2023
Hyd. No. 1
BMP Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 12.26 cfs
Storm frequency = 1 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 49,256 cuft
Drainage area = 15.790 ac Curve number = 72.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 23.50 min
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Pre-Developed
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
14.00 - 14.00
12.00 I - 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
I
0.00 - J \- 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 Wednesday,01 /25/2023
Hyd. No. 2
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 46.22 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 92,695 cuft
Drainage area = 21.050 ac Curve number = 80.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Post-Developed
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
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 1560
Time (min)
— Hyd No. 2

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,01 /25/2023
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 2.155 cfs
Storm frequency = 1 yrs Time to peak = 802 min
Time interval = 2 min Hyd. volume = 82,665 cuft
Inflow hyd. No. = 2 - BMP Post-Developed Max. Elevation = 186.43 ft
Reservoir name = BMP Pond Max. Storage = 50,088 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
50.00 1 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
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 = 50,088 cuft

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,01 /25/2023
Hyd. No. 5
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 0.667 cfs
Storm frequency = 1 yrs Time to peak = 152 min
Time interval = 2 min Hyd. volume = 6,068 cuft
Drainage area = 21.050 ac Curve number = 80.1
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)
1.00 - 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 — 1 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 - • 0.00
0 60 120 180 240 300 360 420
Hyd No. 5 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,01 /25/2023
Hyd. No. 6
1.0-in Storm Thru Pond
Hydrograph type = Reservoir Peak discharge = 0.032 cfs
Storm frequency = 1 yrs Time to peak = 366 min
Time interval = 2 min Hyd. volume = 4,475 cuft
Inflow hyd. No. = 5 - BMP Post-Developed Max. Elevation = 185.18 ft
Reservoir name = BMP Pond Max. Storage = 5,868 cuft
Storage Indication method used.
1.0-in Storm Thru Pond
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
1.00 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 - 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 6 Hyd No. 5 111111111 Total storage used = 5,868 cuft

9
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 19.04 2 730 73,189 BMP Pre-Developed
2 SCS Runoff 64.00 2 716 129,227 BMP Post-Developed
3 Reservoir 4.175 2 764 119,042 2 186.88 67,053 Post Through Pond
5 SCS Runoff 0.000 2 n/a 0 BMP Post-Developed
6 Reservoir 0.000 2 n/a 0 5 185.00 0.000 1.0-in Storm Thru Pond
Wet Pond #4-(Ducks Landing).gpw Return Period: 2 Year Wednesday, 01 /25/2023

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,01 /25/2023
Hyd. No. 1
BMP Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 19.04 cfs
Storm frequency = 2 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 73,189 cuft
Drainage area = 15.790 ac Curve number = 72.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 23.50 min
Total precip. = 3.70 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Pre-Developed
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
21.00 21.00
18.00 1 18.00
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)

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,01 /25/2023
Hyd. No. 2
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 64.00 cfs
Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 129,227 cuft
Drainage area = 21.050 ac Curve number = 80.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.70 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Post-Developed
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
70.00 I 70.00
60.00 I i 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
I'
10.00 10.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,01 /25/2023
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 4.175 cfs
Storm frequency = 2 yrs Time to peak = 764 min
Time interval = 2 min Hyd. volume = 119,042 cuft
Inflow hyd. No. = 2 - BMP Post-Developed Max. Elevation = 186.88 ft
Reservoir name = BMP Pond Max. Storage = 67,053 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
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
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 67,053 cuft

15
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 39.94 2 728 147,815 BMP Pre-Developed
2 SCS Runoff 115.98 2 716 236,935 BMP Post-Developed
3 Reservoir 11.03 2 744 226,496 2 188.24 122,763 Post Through Pond
5 SCS Runoff 0.000 2 n/a 0 BMP Post-Developed
6 Reservoir 0.000 2 n/a 0 5 185.00 0.000 1.0-in Storm Thru Pond
Wet Pond #4-(Ducks Landing).gpw Return Period: 10 Year Wednesday, 01 /25/2023

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,01 /25/2023
Hyd. No. 1
BMP Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 39.94 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 147,815 cuft
Drainage area = 15.790 ac Curve number = 72.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 23.50 min
Total precip. = 5.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Pre-Developed
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
40.00 -I, 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. 1

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,01 /25/2023
Hyd. No. 2
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 115.98 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 236,935 cuft
Drainage area = 21.050 ac Curve number = 80.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Post-Developed
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
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 1200 1320
Hyd No. 2 Time (min)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,01 /25/2023
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 11.03 cfs
Storm frequency = 10 yrs Time to peak = 744 min
Time interval = 2 min Hyd. volume = 226,496 cuft
Inflow hyd. No. = 2 - BMP Post-Developed Max. Elevation = 188.24 ft
Reservoir name = BMP Pond Max. Storage = 122,763 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
120.00 1 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 122,763 cuft

21
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 77.37 2 728 283,936 BMP Pre-Developed
2 SCS Runoff 201.85 2 716 423,316 BMP Post-Developed
3 Reservoir 30.89 2 726 412,669 2 190.21 211,519 Post Through Pond
5 SCS Runoff 0.000 2 n/a 0 BMP Post-Developed
6 Reservoir 0.000 2 n/a 0 5 185.00 0.000 1.0-in Storm Thru Pond
Wet Pond #4-(Ducks Landing).gpw Return Period: 100 Year Wednesday, 01 /25/2023

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,01 /25/2023
Hyd. No. 1
BMP Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 77.37 cfs
Storm frequency = 100 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 283,936 cuft
Drainage area = 15.790 ac Curve number = 72.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 23.50 min
Total precip. = 8.29 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Pre-Developed
Q (cfs) Hyd. No. 1 -- 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 1560
Hyd No. 1 Time (min)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,01 /25/2023
Hyd. No. 2
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 201.85 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 423,316 cuft
Drainage area = 21.050 ac Curve number = 80.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.29 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Post-Developed
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
II
30.00 30.00
IW
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 2 Time (min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,01 /25/2023
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 30.89 cfs
Storm frequency = 100 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 412,669 cuft
Inflow hyd. No. = 2 - BMP Post-Developed Max. Elevation = 190.21 ft
Reservoir name = BMP Pond Max. Storage = 211,519 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
210.00 210.00
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 211,519 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/60N V=1.49R°S'/n
Basin Comments Length Elev1 Elev2 Slope Rainfall Depth Manning's T: Length Elev2 Elev3 Slope Condition Vavg Tu Cross Sectional Wetted Perimeter Hydraulic Radius Length Elev3 Elev4 Slope Manning's V T3 Tc TO Tc(minimum) Tlag Basin
(ft) (ftttt) TP-40(in) n (min) ft ftttt TR-55 Fi.3-1 ft/sec rnin Flow Area ft^2 ft ft ft ft/ft s rpn (min) (10 min) 0.6'Tc(hrs)
4 100 238.0 235.2 0.028 3.70 0.24 11.60 1887 235.2 185 0.02660 Unpaved 2.64 11.91 23.51 23.51 0.24 4
1/20/02311:23 PM G:WYDRO4pralscls\TIMECONC_Ducks Lantling.XLS

WATER QUALITY/QUANTITY -WET POND SCM 5

((AIM- S,(.:/-1 -a
D Cry-1x, - 1‘. l k<_
FI ,,, 4\\.-•• ,/,,, ,\ /\ ‘'Z.,..--I -fit-i Nom , , p_f-i ,
\ _,,'S;10,------_..41111 \ 1 ____......... ,.--1. iv., A
. ,,,2 V\
(-46k* 4‘ . "'''- `' itt ItaRIMISI .-. 'f--'1%;11 - ../ r;
/ trit::::: : , C"... ill A ••••''''' -----11 -I._ r-t-----"(1/
1 INPW.;;?.' ' I,:
' . too° .1/ . At --- It 1 Iii___-.. ...--=--::11\ -------vi (5.....,_,,,:,
.,:t Ii'
�/ / ��-7 w� ` `-..-./ , f t
11_91..__,__—_-_ ,—,—it , Ne„..,..; ) 2 i
V......1.1A 1 ILIPW.. . -1111 -...77:-\ r-(///7----
;fol.,V N ,
,,,,,v.-. ......--.7,il raj Jo" •...,.....__________„:„//r,:.
if,i4sg*,‘, . : . iv-----woll. 1 ilk _._____,,\ .:._-_„_:--_,:-..___:::/;:y.i
ilsokii - i
1
• • rL
;jr q { - s *MN ii-ost fr---.--/(.r..---
: �L
r � t �z. - I 7 ,
iw -/ z-------. j, i -.___ ', .,_-- ----s--,_%-, .
'' ' 1,, 1 Illt_____=,-c.-_-_-.01 -/..--3i;-_:-'- . 1 kievegli fir,- .--_ ------2--,_-_,---_ ,_:-
11 _ _ 1 a \1 1------1 . ). ' I v- m___
-r �1.,.
(r7j,- I I, I , 1 I 111
11?11/;,'""7:2L... .._.:_ . ri Trerim•-itiiiiIMINAIII 1 0 )10 Ifils/147-79# \ ‘-, I .--:
] i\
:\
114 1 J--d4*-ii-4 :A-4-f,,,::-: :.': . ''',.,,', „,.,,,,-&
---.4....-.....--r....=- 7.......- - _,Ali: iv,.
---:------.7.1--- ,...:1 ---L--------:',7-_-----=---7.------ orbi , ,, , ', ••••,' '3---V-
(N
' N N 1 \ 1\ (
-. << - :/
, ..., wo....INI r '''' * 4 3 70.* / '. k \4 j<
1 1 il(l' (,L(T—.: ;li f-/(0,....,.. .,,,,, ,H,, Y'I/f i 'ii :, ) .\:771'.Nr._./,7.
-1/
/r
, : . . . , , ,. .,.„:„..__„,, ,,, ,,,,,, „,._„_,, ,, ,
,,,„ .4 ,." ,) ,,,...„ ri , , ,, ,(„,,,„,,,,, t,,„ , ,,__, ,, „,, ,, ,
.. ,. ) , . , , . . , ,, , , ,%7 , ,,,
,,„ ,, ,.:, ././,, ,, „ , ,.L,„„t„,i„,.,,,r, ,,_., ,,y,/ /,
1,,,,,, ,_.,„: „ ). , / , , ,\\. \ \\\ \ , ,„ „ , ,,„, , 4
k, ( \\\-, ,z.1_,-,- .7,of r ( \ .( . \I \\.,,` t( 1(:( , s-v --------',/ j /i.
/ 1‘, . L:-=,..--,-- --/ r./- ,.--) k \li (/- )V\-1-1' -7 -'' lic
‘i 0' (C/►-►CP.►1T O.--\
Pia- i`.I 'YL

SUPPLEMENT-EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1 Project Name _ Ducks Landing
2 Project Area(ac) _ 109.668
3 Coastal Wetland Area(ac) -
4 Surface Water Area(ac) 2.494
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
1i NUMBER AND TYPE OF SCMs:
11 Infiltration System 3
12 Bioretention Cell _ 0
13 Wet Pond 2
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 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
�� �EESSIp�;9'yq
l '-. -.-- C9- 6.1"--:7;7-,"
SEAL _
Signature of Designer
051571
73
ii C 0 E P \\\• ` >�
�7iii111iiiuQkh° Date

DRAINAGE AREAS
1 I Is this a high density project? Yes _
2 If so, number of drainage areas/SCMs 5
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 - Infiltration Basin Infiltration Basin
5 Total drainage area (sq ft) 4777138 sf 564434 599880
6 Onsite drainage area (sq ft) 4777138 sf 564434 599880
7 Offsite drainage area (sq ft)
8 Total BUA in project (sq ft) 665787 sf 125494 sf 128952 sf
New BUA on subdivided lots (subject to permitting)
9 (sq ft) 496000 sf i 76000 sf 104000 sf
New BUA not on subdivided lots (subject to
10 permitting) (sf) 169787 sf 49494 sf 24952 sf
11 Offsite BUA (sq ft)
12 Breakdown of new BUA not on subdivided lots:
- Parking (sq ft)
- Sidewalk (sq ft)
- Roof (sq ft)
- Roadway (sq ft) 169787 sf 49494 sf 24952 sf
- Future (sq ft)
- Other, please specify in the comment box
below (sq ft)
New infiltrating permeable pavement on subdivided
13 lots (sq ft)
New infiltrating permeable pavement not on
14 subdivided lots (sq ft)
Existing BUA that will remain (not subject to
15 permitting) (sq ft)
16 Existing BUA that is already permitted (sq ft)
17 Existing BUA that will be removed (sq ft)
18 Percent BUA 13.94% 22.2% 21.5%
19 Design storm (inches) _ 1.0 in 1.0 in
20 Design volume of SCM (cu ft) _ 66388 cf 77080 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 108,653 sf (2.494 ac) of surface water area.

DRAINAGE AREAS
1 I Is this a high density project? Yes _
2 If so, number of drainage areas/SCMs 5
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 3 4
•
4 Type of SCM - Infiltration Basin Wet Pond
5 Total drainage area (sq ft) 4777138 sf 261143 917130
6 Onsite drainage area (sq ft) 4777138 sf 261143 917130
7 Offsite drainage area (sq ft)
8 Total BUA in project (sq ft) 665787 sf 38138 sf 232735 sf
New BUA on subdivided lots (subject to permitting)
9 (sq ft) 496000 sf i 28000 sf 180000 sf
New BUA not on subdivided lots (subject to
10 permitting) (sf) 169787 sf 10138 sf 52735 sf
11 Offsite BUA (sq ft)
12 Breakdown of new BUA not on subdivided lots:
- Parking (sq ft)
- Sidewalk (sq ft)
- Roof (sq ft)
- Roadway (sq ft) 169787 sf 10138 sf 52735 sf
- Future (sq ft)
- Other, please specify in the comment box
below (sq ft)
New infiltrating permeable pavement on subdivided
13 lots (sq ft)
New infiltrating permeable pavement not on
14 subdivided lots (sq ft)
Existing BUA that will remain (not subject to
15 permitting) (sq ft)
16 Existing BUA that is already permitted (sq ft)
17 Existing BUA that will be removed (sq ft)
18 Percent BUA 13.94% 14.6% 25.4%
19 Design storm (inches) _ 1.0 in 1.0 in
20 Design volume of SCM (cu ft) _ 30515 cf 23500 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 108,653 sf (2.494 ac) of surface water area.

DRAINAGE AREAS
1 I Is this a high density project? Yes _
2 If so, number of drainage areas/SCMs 5
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 5
•
4 Type of SCM - Wet Pond
5 Total drainage area (sq ft) 4777138 sf 701836
6 Onsite drainage area (sq ft) 4777138 sf 701836
7 Offsite drainage area (sq ft)
8 Total BUA in project (sq ft) 665787 sf 140468 sf
New BUA on subdivided lots (subject to permitting)
9 (sq ft) 496000 sf i 108000 sf
New BUA not on subdivided lots (subject to
10 permitting) (sf) 169787 sf 32468 sf
11 Offsite BUA (sq ft)
12 Breakdown of new BUA not on subdivided lots:
- Parking (sq ft)
- Sidewalk (sq ft)
- Roof (sq ft)
- Roadway (sq ft) 169787 sf 32468 sf
- Future (sq ft)
- Other, please specify in the comment box
below (sq ft)
New infiltrating permeable pavement on subdivided
13 lots (sq ft)
New infiltrating permeable pavement not on
14 subdivided lots (sq ft)
Existing BUA that will remain (not subject to
15 permitting) (sq ft)
16 Existing BUA that is already permitted (sq ft)
17 Existing BUA that will be removed (sq ft)
18 Percent BUA 13.94% 20.0%
19 Design storm (inches) _ 1.0 in
20 Design volume of SCM (cu ft) _ 15571 cf
21 Calculation method for design volume Simple Method
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
22 drainage area(s): _
There is 108,653 sf (2.494 ac) of surface water area.

WET POND
1 Drainage area number 4 5 I
2 Minimum required treatment volume(Cu ft) 21277 cf 13459 cf
'GENERAL MDC FROM 02H.1050
31 Is the SCM sized to treat the SW from all surfaces at build-out? Yes Yes
4'Is the SCM located away from contaminated soils? Yes Yes
5 What are the side slopes of the SCM(H:V)? 3:1 3:1
6 Does the SCM have retaining walls,gabion walls or other No No
engineered side slopes?
7 Are the inlets,outlets,and receiving stream protected from erosion Yes Yes
(10-year storm)?
8 Is there an overflow or bypass for inflow volume in excess of the Yes Yes
design volume? _
9 What is the method for dewatering the SCM for maintenance? Pump(preferred) Pump(preferred)
10 If applicable,will the SCM be cleaned out after construction? Yes _ Yes
11 Does the maintenance access comply with General MDC(8)? Yes _ Yes
12 Does the drainage easement comply with General MDC(9)? Yes Yes
If the SCM is on a single family lot,does(will?)the plat comply with
13 N/A N/A
General MDC(10)?
14 Is there an O&M Agreement that complies with General MDC(11)? Yes Yes
15 Is there an O&M Plan that complies with General MDC(12)? Yes Yes
16 Does the SCM follow the device specific MDC? Yes _ Yes
17 Was the SCM designed by an NC licensed professional? Yes Yes
WET POND MDC FROM 02H.1053
18 Sizing method used SA/DA SA/DA
19 Has a stage/storage table been provided in the calculations? Yes Yes
20 Elevation of the excavated main pool depth(bottom of sediment 179.00 204.00
removal)(fmsl)
21 Elevation of the main pool bottom(top of sediment removal)(fmsl) 180.00 205.00
22 Elevation of the bottom of the vegetated shelf(fmsl) 184.50 209.50
23 Elevation of the permanent pool(fmsl) 185.00 210.00
24 Elevation of the top of the vegetated shelf(fmsl) 185.50 210.50
25 Elevation of the temporary pool(fmsl) 185.70 210.50
26 Surface area of the main permanent pool(square feet) 24370 22680
27 Volume of the main permanent pool(cubic feet) 101055 cf 93535 cf
28 Average depth of the main pool(feet) 4.47 ft 4.45 ft
29 Average depth equation used Equation 3 Equation 3
30 If using equation 3,main pool perimeter(feet) 630.0 ft 602.0 ft
31 If using equation 3,width of submerged veg.shelf(feet) 3.0 ft 3.0 ft
32 Volume of the forebay(cubic feet) 18360 cf 17178 cf
33 Is this 15-20%of the volume in the main pool? Yes Yes
34 Clean-out depth for forebay(inches) 12 in 12 in
35 Design volume of SCM(cu ft) 23500 cf 15571 cf
36 Is the outlet an orifice or a weir? Orifice Orifice
37 If orifice,orifice diameter(inches) 2.00 in 2.00 in
38 If weir,weir height(inches)
39 If weir,weir length(inches)
40 Drawdown time for the temporary pool(days) 3.81 2.66
41 Are the inlet(s)and outlet located in a manner that avoids short- Yes Yes
circuiting?
42 Are berms or baffles provided to improve the flow path? Yes Yes
43 Depth of forebay at entrance(inches) 48 in 48 in
44 Depth of forebay at exit(inches) 42 in 42 in
45 Does water flow out of the forebay in a non-erosive manner? Yes Yes
46 Width of the vegetated shelf(feet) 6 ft 6 ft
47 Slope of vegetated shelf(H:V) 6:1 6:1
48 Does the orifice drawdown from below the top surface of the Yes Yes
permanent pool?
49 Does the pond minimize impacts to the receiving channel from the 1- Yes Yes
yr,24-hr storm?
50 Are fountains proposed?(If Y,please provide documentation that No No
MDC(9)is met.)
51 Is a trash rack or other device provided to protect the outlet system? Yes Yes
52 Are the dam and embankment planted in non-clumping turf grass? Yes Yes
53 Species of turf that will be used on the dam and embankment Hybrid Bermuda Hybrid Bermuda_
54 Has a planting plan been provided for the vegetated shelf? Yes Yes
ADDITIONAL INFORMATION
Please use this space to provide any additional information about
55 the wet pond(s):
Wet Pond 1 2:38 PM 7/5/2023

Bowman North Carolina, Ltd.
Ducks Landing, Harnett County, NC
Curve Number Calculation (CN)
Pre-Developed Conditions(Wet Pond #5)
Drainage Area(acres): 14.27
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A/D Bb Bibb soils 3.02 21%
C/D Ro Roanoke loam 0.00 0%
C BnB/BnD Blaney loamy sand 11.25 79%
C GaB/GaD Gilead loamy Sand 0.00 0%
Existing Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Open Space-Good Condition A/D 1.95 55 7.5
Open Space-Good Condition C 9.50 74 49.3
Wooded -Good Stand A/D 1.07 50 3.8
Wooded -Good Stand C 1.75 70 8.6
Impervious Area 0.00 98 0.0
Cumulative Curve#= 69.1

Bowman North Carolina, Ltd.
Ducks Landing, Harnett County, NC
Curve Number Calculation (CN)
Post-Developed Conditions(Wet Pond #5)
Drainage Area(acres): 16.11
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A/D Bb Bibb soils 3.16 20%
C/D Ro Roanoke loam 0.00 0%
C BnB/BnD Blaney loamy sand 12.95 80%
C GaB/GaD Gilead loamy Sand 0.00 0%
Existing Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Open Space-Good Condition A/D 2.27 55 7.8
Open Space-Good Condition C 10.61 74 48.7
Wooded -Good Stand A/D 0.00 50 0.0
Wooded -Good Stand C 0.00 70 0.0
Impervious Area 3.22 98 19.6
Cumulative Curve#= 76.1

Proposed Wet Pond
Project Information
Project Name: Ducks Landing
Project#:
Designed by: CB Date: 12/21/2022
Revised by: Date:
Checked by: Date:
Site Information
Sub Area Location: Drainage To Proposed Wet Pond
Drainage Area (DA) = 16.11 Acres 701,836 sf
Impervious Area (IA) = 3.22 Acres 140,468 sf
Percent Impervious (I) = 20.01 % 20.01 %
Required Surface Area
Permament Pool Depth: 4.45 ft
SA/DA= 0.654
Min Req'd Surface Area = 4,592 sf(at Permanent Pool)
Required WQv Storage Volume
Design Storm = 1 inch Non-Coastal County
Determine Rv Value = 0.05 + .009 (I) = 0.230 in/in
Storage Volume Required = 13,459 cf(above Permanent Pool)
Elevations
Top of Pond Elevation = 215.00 ft
Temporary Pool Elevation = 210.50 ft
Permanent Pool Elevation = 210.00 ft
Shelf Begining Elevation = 209.50 ft
Forebay Weir= 209.00 ft
Shelf Ending Elevation = 210.50 ft
Bottom Elevation = 205.00 ft
Permanent Pool Area
Area @ Top of Permanent Pool = 22,680 sf
Volume of Temporary Storage = 15,571 cf
Is Permenant Pool Surface Area Sufficient(yes/no)? Yes ( 22680 > 4592 )sf
Volume of Storage for Design Storm = 15,571 Yes ( 15571 > 13459 )cf

Incremental Drawdown Time
STORMWATER POND
INCREMENTAL DRAWDOWN METHOD-Water Quality Volume
Project Information
Project Name: Ducks Landing
Project#:
Designed by: CB Date: 12/21/2022
Checked by: Date:
Water Quality Orifice
*Incremental Determination of Water Quality Volume Drawdown Time
Zone 3 Q3=0.0437 CD"D2(Z-D/24-Ei)^(1/2)
Zone 2 0 Q2=0.372 CD*D"(Z-Ei)^(312)
t
Zone 1 Q1 =0
1
Orifice Diameter(D)= 2 in
Cd= 0.6
Ei= 210 Orifice Inv.
Zone 1 Range= 0.00 to 210
Zone 2 Range= 210 to 210.1
Zone 3 Range= 210.1 to
Incremental Drawdown Method
Contour Incremental Drawdown
Countour Area Volume Stage,Z Zone Q Time
sq ft cu ft ft cfs min
210.00 29,905 0 0.00 2.00 0.000
210.50 32,380 15,571 0.50 3.00 0.068 3,833
Total -- 15,571 -- -- -- 3,833
Drawdown Time=Incremental Volume/Q/60sec/min
Summary
Total Volume= 15,571 cf
Total Time= 3,833 min
Total Time= 2.66 days
1/25/2023 Prop Wet Pond#5-new design(Ducks Landing).xls 1 of 1

Project: Pond #1 Date: 1/25/2023
-
Main-Pond Contours-Volumes
Elevation Main-Pond Incremental Vol. Accumulated Vol. Description
210 22,680 10,895 93,535 A2 (Perm_Pool)
209.5 20,900 10,305 82,640 Al (Bottom_Shelf)
209 20,320 19,750 72,335
208 19,180 18,623 52,585
207 18,065 17,520 33,963
206 16,975 16,443 16,443 A3 (Bottom_Pond)
205 15,910 0 0 A3 (Bottom_Pond)
Forebay Contours-Volumes _
Elevation FB1 FB2 FB3 Total-Areas Incremental Vol. Accumulated Vol.
210 6,980 6,980 3,384 17,178
209.5 6,555 6,555 3,171 13,794
209 6,130 6,130 5,718 10,623
208 5,305 5,305 4,905 4,905
207 4,505 4,505 0 0
Forebay Volume 18.4% *Between 15% &20%
Average Depth (Option 1) 3.95 *At least 3' average depth
Average Depth Calculation (Option 2)
Vpp 93,535
permeter of shelf 602
width of shelf 3
Al (Bottom_Shelf): 20,900
Average Depth = 4.45

Proposed Wet Pond
Project Information
Project Name: Ducks Landing
Project#:
Designed by: CB Date: 12/21/2022
Revised by: Date:
Checked by: Date:
Site Information
Sub Area Location: Drainage to Proposed Pond
Drainage Area (DA) = 16.11 Acres
Impervious Area (IA) = 3.22 Acres
Percent Impervious (I) = 20.01 % (Drainage Area)
Orifice Sizing
Orifice Size = 2.00 in (Diameter)
Drawdown Time = 2.66 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: 117.5 cf (4'x4' riser x 5' = 80sf, 5'x5'footing x 1.5' =37.5cf)

C \
/ _' / ) ( I , / " / / / / I l\ f I
R R PAR DISSIPATER j I / ) / I ( // ( / / / // / / / / / i _ \
PAD #16 ( 1 / / / J ( ( ( / // / /
WIDTH=14' - _ - - �M; '�� LITORAL SHELF
LENGTH=12' / � t� �� �� �` AREA=3,625 SF
T - A ���/ ate-� �� ��. I REFER TO DETAIL
CKNESS 22 / �'�,.� �� �.
� _ � _ � /' /%��-� � I FOR PLANTINGS
R RAP CLASS B ���•_ r� )))`
FES ����
i ELEV=209.5 ® / ���— � '
' / �r �� 208 �` SOD AREAS ABOVE
�\ / 24 OUTLET PIPE fit � � � � � \ 1 I � NORMAL POOL
\ / REFER TO GRADING • I \ \ I I DS75 MAT 1 J / EELVATION
PLAN \i J ` I \ UNDERLAYMENT AT ) / 1 r' I
/ `�( ''�� \ FOREBAY BERM I I I I
/ / \\ , OUTLET CONTROL DS75 MAT ) / @ 1 N fr-
/ 1 r ' STRUCTURE REFER I I f / UNDERLAYMENT AT J CLASS 5 1J
/ / TO DETAILS ON I * FOREBAY BERM RIP-RAP AT 1 I 2,
/ , THIS SHEET �1 1 '� / I / FOREBAY WEIR /( 1 ( i P
1
/ \ I/f! / ' / I 3 ' MAN POND
TOP OF � 1 I / I / (LID/
J � �EMBANKMENT \ 1 / / l I / / 1 l I I AREA
/ ELEV=215.0 \--,\ .� _ .� ri-7.k_.l'.',_.-..E—v—.a,_., .-...—.7.--..---"7-"."i.m—
r,�_——:j a—s vs,,,i
1 1 v ji
,/ \ — 211.6 ®GTE — Q - . \\\I 7 \ 1 ) 1 I )
// CNN-‘
V \ \‘ ‘,1 / l I / ( j / i) 1 I / /
/ / / =OREBAY AREA ;\ \ ��`� \�` ,►..'o ( / l L.________-
t INLET PIPE WITH \\ ,,,�,i!� /
\( / CT ii
� RIP-RAP APRON / ♦ \ Q �I ��. �•�
`\I ) I (DESIGNED BY OTHERS) \ ) :�� . 1 / -� ►
I . •` / / STORMWATER s — — -� RIP RAP DISSIPATER >--"Elialterk
I �`� �`�(' MANAGEMENT ` \� / II 1 I PAD #12
` \ ` \ EASE VENT \ \,( ' \I oto I / WIDTH=16
l I . l `� - m / � / oo0go LENGTH=19' away
/ ( i/?�`.� � r � � / \I I °�� THICKNESS=24" -�
i \\ x\\ , i� �� / ,�• �� 7) RAP CLASS=1 /I - I_de►
GRAPHIC SCALH
50 0 25 50 100 20
PLAN VIEW
N
( IN FEET )
1 inch = 50 ft. ,/

STAGE/STORAGE TABLE
STAGE (FT) ELEVATION (FT) CONTOUR AREA INCREVENTAL TOTAL STORAGE
(SF) STORAGE (CF) (CF)
0.0 210.0 29905 0 0
0.5 210.5 32380 15571 15571 (WQV)
1 .0 211 .0 33950 16583 32154
2.0 212.0 37120 35535 67689
3.0 213.0 40080 38600 106289
4.0 214.0 42380 41230 147519
5.0 215.0 44735 43558 191076
STORM WATER MANAGEMENT DESIGN WET DETENTION POND #5 :
IVR - ASI\: CAPE FEAR
ECEIVI\G STHAN : UPPED LITTLE IVR
STHAv1 I \SEX: 18-20-(8)
STEAM CLASS: C
HUC: 0303000402
PROJECT C00M1\AYES: 35.316452°\, - 78.919260°W
PO\D DESIG\ SUvNAY
DAI\AGE AREA TO PO\D: 16.11 ACES
SITE INPHVIOUS AREA TO PO\D: 3. 22 ACES
OFF-SITE DESIG\ INPRVIOUS AREA TO PO\D: 0.0 ACES
TOTAL DESIG\ IvPRVIOUS AREA TO PO\D: 3. 22 ACES
PEE-DEVELOPED POST-DEVELOPED POST DEVELOPED
TO PO\D TO PO\ D THROUGH PO\D
DAI\AGE AREA: 14.27 AC 16.11 AC
CURVE \UvE;H: 69.1 76.1
TINE OF CO\CE\ RATIO\: 20.0 NI\ 5.0 NI\
1 .0" STORN EVE\T: 0.212 CFS 0.008 CFS
1 -YEA STOv EVE\ T: 10.10 CFS 28.89 CFS 1 .149 CFS
2-YEA STON EVE\T: 16.68 CFS 41 .57 CFS 2.357 CFS
10-YEAS STORN EVE\T: 37.56 CFS 79.31 CFS 7.448 CFS
�100- YEAS STORN EVE\T: 76.36 CFS 144.34 CFS 25.48 CFS

4' MIN
EMBANKMENT WIDTH
6" TOPSOIL FOR ALL
AREAS ABOVE THE TRASH RACK
NORMAL POND ELEVATION REFER TO DETAIL
THIS SHEET
24" HDPE WITH WATER TIGHT SEAL
PIPE TO BE BEDDED TOP OF EMBANKMENT ELEVATION=215.00
PER DIRECTION OF GEOTECHNICAL / // / / \\ NOTE: 1.0" STORM ELEVATION IS 210.07 AND INTERMEDIATE
l l l 6" TOPSOIL ABOVE WEIR IS ELEVATION 210.5. THERE IS ADDITIONAL STORAGE
ENGINEER 2 6" CLAY LINER REFER TO DETAIL 100 YEAR STORM ELEVATION=213.88 DESIGNED FROM THE 1.0" STORM ELEVATION TO THE
ON LITTORAL SHELF — FOR INCREMENTAL INTERMEDIATE WEIR ELEVATION.
1 6" CLAY SOIL 3 WEIR
LINER ON INSIDE
FACE OF 10 YEAR STORM ELEVATION=212.32
EMBANKMENT 1
6 ``
4'x4' PRECAST
6FT LITTORAL 1 `/ CONCRETE RISER
Lci
SHELF (INSTALL STEPS 2 YEAR STORM ELEVATION=211.29
AS NECESSARY) 1 YEAR STORM ELEVATION=210.97
NV 210.0 1.0—INCH STORM ELEVATION=210.07 EXISTING GRADE=215.O±
NORMAL POND ELEVATION=210.00
_I PVC ELBOW
::: 1
SEE DETAIL 2
ELEV=208.0 2 NOTE: PUMPS SHALL BE USED TO DRAIN 1
1 0 � u o I 1 THE POND WHEN NECESSARY. REFER TO DETAIL
THIS SHEET FOR DEWATERING REQUIREMENTS.
4' NIN. ASTM C-923 SEAL "
KEY BETWEEN BARREL& RISER.
CUTOFF TRENCH RISER BASE TO BE FILLED BOTTOM OF POND (TOP OF SEDIMENT STORAGE)=205.0
WITH CONC. TO INVERT OF )
APPROXIMATE SIZE BARREL CONCRETE SHALL BE
EXCAVATE AND BACKFILL 8"X8"X1"X12" LONG ANGLE (6 TOT. REQUIRED) TO ANCHOR RISER TO PLACED IN RISER AFTER (BOTTOM OF SEDIMENT STORAGE—204.0
BASE. PROVIDE 2-3/4" A307 BOLTS FROM ANGLE TO RISER AND ANGLES ARE SECURED )—
WITH COMPACTED TO BASE AND RISER.
STRUCTURAL FILL AS 2—A307 "J" HOOKS 3/4" DIA. X 12" LONG FROM ANGLE TO BASE.
ANGLE TO BE FIELD COATED WITH ZINCR RICH PAINTE AFTER L 6" CLAY SOIL
DIRECTED BY GEOTECHNICAL CONSTRUCTION. "J" HOOKS TO BE PLACED UNDER LOWER REINFORCING
ENGINEER
5'x5'x1.5' CONC. BASE REINFORCE WITH #4 BARS AT 12" O.C. TOP LINER
AND BOTTOM OF EACH DIRECTION PROVIDE 3" MIN. CLEARANCE MAIN POOL
21' 24" HDPE 238% BETWEEN EDGE OF CONC. AND STEEL REINFORCING.
4.7
PROFILE OF WET POND DETENTION SYSTEM
SCALE: N.T.S.

6" TOPSOIL FOR ALL
AREAS ABOVE THE
NORMAL POND ELEVATION
FOREBAY BERM FOREBAY TOP ELEV= 212.0
WIDTH AT TOP = 2.0 FT
6" TOPSOIL ABOVE
6" CLAY LINER 3:1 NOTE: PUMPS SHALL BE USED TO DRAIN
ON LITTORAL SHELF /////l THE FOREBAY WHEN NECESSARY. REFER TO DETAIL
SEDIMENT STORAGE THIS SHEET FOR DEWATERING REQUIREMENTS.
1 ,3 TOP FOREBAY BOTTOM
6FT LITTORAL ELEV=207.0 A
6:1
SHELF
NORMAL POND ELEVATION I'
2 ������ _Ai BOTTOM LITTORAL SHELF ELEV.
1 CLASS B RIP-RAP
OVER FILTER FABRIC
MIN. 4' GRASS FOREBAY �;`
WEIR AT ELEV=209.0 1
DS75 MAT UNDERLAYMENT
AT FOREBAY BERM 6" TOPSOIL FOR ALL
FOREBAY ENTRANCE SHALL BE 1 AREAS ABOVE THE
DEEPER THAN FOREBAY EXIT NORMAL POND ELEVATION
BOTTOM OF SEDIMENT
STORAGE/EXIT BOTTOM OF SEDIMENT
ELEV=206.5 STORAGE/ENTRANCE
PROFILE OF WET POND DETENTION SYSTEM ELEV=206.0
SCALE: N.T.S. FOREBAY ENTRANCE SHALL BE FOREBAY
DEEPER THAN FOREBAY EXIT

TOP OF STRUCTURE NOT SHOWN FOR CLARITY
TOP OF (REMOVABLE TRASH RACK)
E/
R
\ 2/24
I N7-FRME0IT� 4, ki/4711' ,
111
270.5
1
l`0 FT
OUTLET CONTROL STRUCTURE - INCREMENTAL WEIR
SCALE: N.T.S.
RISER STRUCTURE
4" PVC SCREW CAP
FOR CLEANING ACCESS
A
12" MIN. EXTEND 4"
PVC
THROUGH
RISER
STRUCTURE
4"x4" PVC TEE
PERM. POND ELEV.=210.0
A
12" MIN.
2" DIA. HOLE DRILLED /I
INTO BOTTOM CAP
PVC DRAIN OUTLET
SCALE: N.T.S.

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,07/5/2023
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 7.449 cfs
Storm frequency = 10 yrs Time to peak = 12.43 hrs
Time interval = 2 min Hyd. volume = 155,010 cuft
Inflow hyd. No. = 2 - BMP Post-Develodservoir name = BMP Pond
Max. Elevation = 212.32 ft Max. Storage = 79,952 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
11.70 17.34 210.53 0.092 0.068 0.021 0.089
11.73 21.33 210.60 0.180 0.069 0.103 0.172
11.77 25.81 210.68 0.339 0.071 0.262 0.333
11.80 32.07 210.79 0.605 0.073 0.510 0.583
11.83 41.41 210.92 0.989 0.076 0.894 0.970
11.87 53.53 211.08 1.558 0.080 1.462 1.541
11.90 67.85 211.28 2.303 0.085 2.218 2.303
11.93 79.31 << 211.51 3.345 0.091 3.228 3.319
11.97 78.56 211.77 4.551 0.098 4.410 4.508
12.00 62.74 211.99 5.697 0.103 5.532 5.635
12.03 39.95 212.13 6.424 0.107 6.296 6.403
12.07 22.20 212.21 6.883 0.108 6.712 6.820
12.10 13.87 212.24 7.056 0.109 6.907 7.016
12.13 11.44 212.26 7.143 0.109 7.006 7.115
12.17 10.99 212.27 7.206 0.110 7.077 7.187
12.20 10.55 212.28 7.261 0.110 7.140 7.250
12.23 10.11 212.29 7.309 0.110 7.193 7.303
12.27 9.661 212.30 7.349 0.110 7.238 0.000 7.349
12.30 9.209 212.31 7.389 0.111 7.276 0.000 7.386
12.33 8.755 212.31 7.419 0.111 7.304 0.000 7.415
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
12.37 8.297 212.32 7.440 0.111 7.324 0.000 7.435
12.40 7.835 212.32 7.452 0.111 7.336 0.000 7.446
12.43 7.370 212.32 << 7.455 0.111 7.338 0.000 7.449
12.47 6.899 212.32 7.449 0.111 7.333 0.000 7.444
12.50 6.428 212.31 7.434 0.111 7.319 0.000 7.430
12.53 5.993 212.31 7.411 0.111 7.297 0.000 7.408
12.57 5.666 212.31 7.381 0.111 7.269 0.000 7.379
12.60 5.463 212.30 7.347 0.110 7.236 0.000 7.346
12.63 5.334 212.29 7.317 0.110 7.202 7.312
12.67 5.231 212.29 7.285 0.110 7.167 7.277
12.70 5.126 212.28 7.253 0.110 7.130 7.240
12.73 5.021 212.27 7.220 0.110 7.092 7.202
12.77 4.916 212.27 7.185 0.110 7.053 7.163
12.80 4.810 212.26 7.150 0.109 7.013 7.123
12.83 4.704 212.25 7.113 0.109 6.972 7.081
12.87 4.597 212.25 7.076 0.109 6.930 7.039
12.90 4.490 212.24 7.037 0.109 6.886 6.995
12.93 4.382 212.23 6.998 0.109 6.842 6.950
12.97 4.274 212.22 6.957 0.109 6.796 6.904
13.00 4.166 212.21 6.916 0.108 6.749 6.857
13.03 4.062 212.21 6.874 0.108 6.701 6.809
13.07 3.975 212.20 6.827 0.108 6.653 6.761
13.10 3.904 212.19 6.774 0.108 6.606 6.714
13.13 3.843 212.18 6.720 0.108 6.558 6.666
13.17 3.785 212.17 6.666 0.107 6.510 6.618
13.20 3.728 212.16 6.612 0.107 6.462 6.569
13.23 3.670 212.15 6.557 0.107 6.414 6.521
Continues on next page...

12
Peak Flow Period
Post Through Pond 13.83hr-12.0hr = 1 .83 hr
Hydrograph Discharge Table -Use 2.0 hrs
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
13.27 3.611 212.14 6.503 0.107 6.366 6.473
13.30 3.553 212.14 6.448 0.107 6.317 6.424
13.33 3.495 212.13 6.393 0.106 6.268 6.375
13.37 3.436 212.12 6.338 0.106 6.220 6.326
13.40 3.378 212.11 6.283 0.106 6.171 6.277
13.43 3.319 212.10 6.228 0.106 6.122 6.227
13.47 3.260 212.09 6.185 0.106 6.073 6.178
13.50 3.201 212.08 6.142 0.105 6.023 6.129
13.53 3.144 212.07 6.099 0.105 5.974 6.079
13.57 3.091 212.06 6.056 0.105 5.925 6.030
13.60 3.045 212.05 6.012 0.105 5.875 5.980
13.63 3.002 212.04 5.969 0.105 5.826 5.931
13.67 2.960 212.04 5.926 0.104 5.777 5.881
13.70 2.917 212.03 5.883 0.104 5.728 5.832
13.73 2.875 212.02 5.840 0.104 5.679 5.783
13.77 2.833 212.01 5.797 0.104 5.630 5.734
13.80 2.790 212.00 5.754 0.103 5.581 5.685
13.83 2.748 211.99 5.697 0.103 5.531 5.634
13.87 2.705 211.98 5.640 0.103 5.481 5.584
13.90 2.663 211.97 5.583 0.103 5.431 5.534
13.93 2.620 211.96 5.526 0.102 5.381 5.484
13.97 2.577 211.95 5.469 0.102 5.332 5.434
14.00 2.534 211.94 5.413 0.102 5.282 5.384
14.03 2.494 211.93 5.357 0.102 5.233 5.335
14.07 2.463 211.92 5.301 0.102 5.184 5.285
14.10 2.441 211.91 5.245 0.101 5.135 5.236
14.13 2.424 211.90 5.190 0.101 5.087 5.188
14.17 2.410 211.89 5.144 0.101 5.039 5.140
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
14.20 2.396 211.88 5.103 0.101 4.993 5.094
14.23 2.381 211.88 5.063 0.100 4.947 5.047
14.27 2.367 211.87 5.023 0.100 4.901 5.002
14.30 2.352 211.86 4.983 0.100 4.857 4.957
14.33 2.338 211.85 4.944 0.100 4.812 4.912
14.37 2.323 211.84 4.905 0.100 4.768 4.868
14.40 2.309 211.83 4.867 0.099 4.725 4.824
14.43 2.294 211.82 4.829 0.099 4.682 4.781
14.47 2.280 211.82 4.792 0.099 4.640 4.739
14.50 2.265 211.81 4.755 0.099 4.598 4.697
14.53 2.251 211.80 4.717 0.098 4.557 4.655
14.57 2.236 211.79 4.673 0.098 4.518 4.616
14.60 2.221 211.78 4.629 0.098 4.479 4.577
14.63 2.207 211.77 4.586 0.098 4.441 4.539
14.67 2.192 211.77 4.543 0.098 4.404 4.501
14.70 2.177 211.76 4.501 0.097 4.366 4.464
14.73 2.162 211.75 4.459 0.097 4.329 4.427
14.77 2.147 211.74 4.417 0.097 4.293 4.390
14.80 2.133 211.74 4.376 0.097 4.256 4.353
14.83 2.118 211.73 4.335 0.097 4.220 4.317
14.87 2.103 211.72 4.295 0.097 4.185 4.281
14.90 2.088 211.71 4.255 0.096 4.150 4.246
14.93 2.073 211.71 4.215 0.096 4.115 4.211
14.97 2.058 211.70 4.176 0.096 4.080 4.176
15.00 2.044 211.69 4.147 0.096 4.046 4.142
15.03 2.029 211.69 4.119 0.096 4.013 4.108
15.07 2.014 211.68 4.090 0.095 3.980 4.075
15.10 1.999 211.67 4.062 0.095 3.947 4.042
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
15.13 1.984 211.66 4.034 0.095 3.914 4.009
15.17 1.969 211.66 4.007 0.095 3.882 3.977
15.20 1.954 211.65 3.979 0.095 3.850 3.944
15.23 1.939 211.64 3.952 0.094 3.818 3.912
15.27 1.924 211.64 3.925 0.094 3.786 3.881
15.30 1.909 211.63 3.898 0.094 3.755 3.849
15.33 1.893 211.62 3.872 0.094 3.724 3.818
15.37 1.878 211.62 3.845 0.094 3.693 3.787
15.40 1.863 211.61 3.819 0.094 3.663 3.756
15.43 1.848 211.61 3.793 0.093 3.633 3.726
15.47 1.833 211.60 3.767 0.093 3.603 3.696
15.50 1.818 211.59 3.735 0.093 3.575 3.668
15.53 1.803 211.59 3.704 0.093 3.547 3.640
15.57 1.787 211.58 3.673 0.093 3.520 3.613
15.60 1.772 211.57 3.643 0.093 3.492 3.585
15.63 1.757 211.57 3.612 0.092 3.465 3.558
15.67 1.742 211.56 3.582 0.092 3.438 3.531
15.70 1.726 211.56 3.552 0.092 3.412 3.504
15.73 1.711 211.55 3.522 0.092 3.385 3.477
15.77 1.696 211.54 3.492 0.092 3.359 3.450
15.80 1.681 211.54 3.462 0.092 3.332 3.424
15.83 1.665 211.53 3.433 0.092 3.306 3.398
15.87 1.650 211.53 3.404 0.092 3.280 3.372
15.90 1.635 211.52 3.375 0.091 3.254 3.346
15.93 1.619 211.52 3.346 0.091 3.229 3.320
15.97 1.604 211.51 3.317 0.091 3.203 3.295
16.00 1.588 211.50 3.289 0.091 3.178 3.269
16.03 1.574 211.50 3.261 0.091 3.153 3.244
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
16.07 1.563 211.49 3.236 0.091 3.129 3.220
16.10 1.555 211.49 3.211 0.091 3.105 3.195
16.13 1.549 211.48 3.186 0.090 3.081 3.171
16.17 1.543 211.48 3.161 0.090 3.057 3.147
16.20 1.538 211.47 3.136 0.090 3.034 3.124
16.23 1.533 211.47 3.112 0.090 3.011 3.101
16.27 1.528 211.46 3.088 0.090 2.988 3.078
16.30 1.522 211.45 3.065 0.090 2.965 3.055
16.33 1.517 211.45 3.041 0.089 2.943 3.032
16.37 1.512 211.44 3.018 0.089 2.921 3.010
16.40 1.507 211.44 2.995 0.089 2.899 2.988
16.43 1.501 211.43 2.973 0.089 2.877 2.967
16.47 1.496 211.43 2.950 0.089 2.856 2.945
16.50 1.491 211.42 2.928 0.089 2.835 2.924
16.53 1.485 211.42 2.906 0.089 2.814 2.903
16.57 1.480 211.42 2.885 0.089 2.793 2.882
16.60 1.475 211.41 2.863 0.088 2.773 2.861
16.63 1.469 211.41 2.842 0.088 2.753 2.841
16.67 1.464 211.40 2.821 0.088 2.733 2.821
16.70 1.459 211.40 2.802 0.088 2.714 2.802
16.73 1.453 211.39 2.783 0.088 2.695 2.783
16.77 1.448 211.39 2.764 0.088 2.676 2.764
16.80 1.443 211.38 2.746 0.088 2.658 2.746
16.83 1.437 211.38 2.727 0.087 2.640 2.727
16.87 1.432 211.37 2.709 0.087 2.622 2.709
16.90 1.427 211.37 2.691 0.087 2.604 2.691
16.93 1.421 211.37 2.674 0.087 2.586 2.673
16.97 1.416 211.36 2.656 0.087 2.569 2.656
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
17.00 1.410 211.36 2.638 0.087 2.551 2.638
17.03 1.405 211.35 2.621 0.087 2.534 2.621
17.07 1.400 211.35 2.604 0.087 2.517 2.604
17.10 1.394 211.35 2.587 0.087 2.501 2.587
17.13 1.389 211.34 2.570 0.086 2.484 2.570
17.17 1.383 211.34 2.554 0.086 2.467 2.554
17.20 1.378 211.33 2.537 0.086 2.451 2.537
17.23 1.373 211.33 2.521 0.086 2.435 2.521
17.27 1.367 211.33 2.505 0.086 2.419 2.505
17.30 1.362 211.32 2.489 0.086 2.403 2.489
17.33 1.356 211.32 2.473 0.086 2.387 2.473
17.37 1.351 211.31 2.457 0.086 2.372 2.457
17.40 1.346 211.31 2.442 0.086 2.356 2.442
17.43 1.340 211.31 2.426 0.085 2.341 2.426
17.47 1.335 211.30 2.411 0.085 2.326 2.411
17.50 1.329 211.30 2.396 0.085 2.311 2.396
17.53 1.324 211.30 2.382 0.085 2.297 2.382
17.57 1.318 211.29 2.368 0.085 2.283 2.368
17.60 1.313 211.29 2.354 0.085 2.269 2.354
17.63 1.307 211.29 2.340 0.085 2.255 2.340
17.67 1.302 211.28 2.326 0.085 2.241 2.326
17.70 1.297 211.28 2.313 0.085 2.228 2.313
17.73 1.291 211.28 2.299 0.085 2.215 2.299
17.77 1.286 211.27 2.286 0.084 2.201 2.286
17.80 1.280 211.27 2.273 0.084 2.188 2.272
17.83 1.275 211.26 2.259 0.084 2.175 2.259
17.87 1.269 211.26 2.246 0.084 2.162 2.246
17.90 1.264 211.26 2.233 0.084 2.149 2.233
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
17.93 1.258 211.26 2.220 0.084 2.136 2.220
17.97 1.253 211.25 2.208 0.084 2.124 2.208
18.00 1.247 211.25 2.195 0.084 2.111 2.195
18.03 1.242 211.25 2.182 0.084 2.098 2.182
18.07 1.236 211.24 2.170 0.084 2.086 2.170
18.10 1.231 211.24 2.158 0.084 2.074 2.157
18.13 1.225 211.24 2.145 0.084 2.061 2.145
18.17 1.220 211.23 2.133 0.083 2.049 2.133
18.20 1.214 211.23 2.121 0.083 2.037 2.121
18.23 1.209 211.23 2.109 0.083 2.025 2.109
18.27 1.203 211.22 2.097 0.083 2.013 2.097
18.30 1.198 211.22 2.085 0.083 2.002 2.085
18.33 1.192 211.22 2.073 0.083 1.990 2.073
18.37 1.187 211.21 2.062 0.083 1.978 2.061
18.40 1.181 211.21 2.050 0.083 1.967 2.050
18.43 1.175 211.21 2.038 0.083 1.955 2.038
18.47 1.170 211.21 2.027 0.083 1.944 2.027
18.50 1.164 211.20 2.016 0.083 1.933 2.015
18.53 1.159 211.20 2.004 0.083 1.921 2.004
18.57 1.153 211.20 1.994 0.083 1.911 1.993
18.60 1.148 211.19 1.984 0.082 1.900 1.982
18.63 1.142 211.19 1.974 0.082 1.889 1.972
18.67 1.137 211.19 1.963 0.082 1.879 1.961
18.70 1.131 211.19 1.953 0.082 1.868 1.951
18.73 1.125 211.18 1.944 0.082 1.858 1.940
18.77 1.120 211.18 1.934 0.082 1.848 1.930
18.80 1.114 211.18 1.924 0.082 1.838 1.920
18.83 1.109 211.18 1.914 0.082 1.827 1.909
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
18.87 1.103 211.17 1.904 0.082 1.817 1.899
18.90 1.098 211.17 1.895 0.082 1.807 1.889
18.93 1.092 211.17 1.885 0.082 1.797 1.879
18.97 1.086 211.16 1.876 0.082 1.787 1.869
19.00 1.081 211.16 1.866 0.082 1.777 1.859
19.03 1.075 211.16 1.857 0.082 1.767 1.849
19.07 1.070 211.16 1.847 0.082 1.758 1.839
19.10 1.064 211.15 1.838 0.081 1.748 1.829
19.13 1.058 211.15 1.829 0.081 1.738 1.820
19.17 1.053 211.15 1.819 0.081 1.729 1.810
19.20 1.047 211.15 1.810 0.081 1.719 1.800
19.23 1.042 211.14 1.801 0.081 1.710 1.791
19.27 1.036 211.14 1.792 0.081 1.700 1.781
19.30 1.030 211.14 1.783 0.081 1.691 1.772
19.33 1.025 211.14 1.774 0.081 1.681 1.762
19.37 1.019 211.13 1.765 0.081 1.672 1.753
19.40 1.014 211.13 1.756 0.081 1.663 1.744
19.43 1.008 211.13 1.747 0.081 1.653 1.734
19.47 1.002 211.13 1.739 0.081 1.644 1.725
19.50 0.997 211.12 1.730 0.081 1.635 1.716
19.53 0.991 211.12 1.721 0.081 1.626 1.707
19.57 0.985 211.12 1.712 0.081 1.617 1.697
19.60 0.980 211.12 1.704 0.081 1.608 1.688
19.63 0.974 211.11 1.695 0.080 1.599 1.679
19.67 0.968 211.11 1.687 0.080 1.590 1.670
19.70 0.963 211.11 1.678 0.080 1.581 1.661
19.73 0.957 211.11 1.670 0.080 1.572 1.653
19.77 0.952 211.11 1.661 0.080 1.563 1.644
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
19.80 0.946 211.10 1.653 0.080 1.555 1.635
19.83 0.940 211.10 1.644 0.080 1.546 1.626
19.87 0.935 211.10 1.636 0.080 1.537 1.618
19.90 0.929 211.10 1.627 0.080 1.529 1.609
19.93 0.923 211.09 1.618 0.080 1.521 1.601
19.97 0.918 211.09 1.610 0.080 1.512 1.592
20.00 0.912 211.09 1.601 0.080 1.504 1.584
20.03 0.907 211.09 1.593 0.080 1.496 1.575
20.07 0.903 211.08 1.584 0.080 1.487 1.567
20.10 0.901 211.08 1.576 0.080 1.479 1.559
20.13 0.899 211.08 1.567 0.080 1.471 1.551
20.17 0.898 211.08 1.559 0.080 1.463 1.543
20.20 0.897 211.08 1.551 0.080 1.455 1.535
20.23 0.896 211.07 1.543 0.080 1.447 1.527
20.27 0.895 211.07 1.535 0.079 1.439 1.519
20.30 0.894 211.07 1.527 0.079 1.432 1.511
20.33 0.893 211.07 1.519 0.079 1.424 1.503
20.37 0.892 211.07 1.511 0.079 1.417 1.496
20.40 0.891 211.06 1.503 0.079 1.409 1.488
20.43 0.890 211.06 1.496 0.079 1.402 1.481
20.47 0.889 211.06 1.488 0.079 1.394 1.474
20.50 0.888 211.06 1.481 0.079 1.387 1.466
20.53 0.887 211.06 1.473 0.079 1.380 1.459
20.57 0.886 211.05 1.466 0.079 1.373 1.452
20.60 0.885 211.05 1.459 0.079 1.366 1.445
20.63 0.884 211.05 1.452 0.079 1.359 1.438
20.67 0.883 211.05 1.445 0.079 1.352 1.431
20.70 0.881 211.05 1.438 0.079 1.346 1.424
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
20.73 0.880 211.04 1.431 0.079 1.339 1.418
20.77 0.879 211.04 1.424 0.079 1.332 1.411
20.80 0.878 211.04 1.417 0.079 1.326 1.404
20.83 0.877 211.04 1.411 0.079 1.319 1.398
20.87 0.876 211.04 1.404 0.079 1.313 1.391
20.90 0.875 211.04 1.397 0.079 1.306 1.385
20.93 0.874 211.03 1.391 0.079 1.300 1.379
20.97 0.873 211.03 1.384 0.079 1.294 1.372
21.00 0.872 211.03 1.378 0.079 1.288 1.366
21.03 0.871 211.03 1.372 0.078 1.282 1.360
21.07 0.870 211.03 1.366 0.078 1.276 1.354
21.10 0.869 211.03 1.359 0.078 1.270 1.348
21.13 0.868 211.02 1.353 0.078 1.264 1.342
21.17 0.867 211.02 1.347 0.078 1.258 1.336
21.20 0.866 211.02 1.341 0.078 1.252 1.330
21.23 0.864 211.02 1.335 0.078 1.246 1.325
21.27 0.863 211.02 1.330 0.078 1.241 1.319
21.30 0.862 211.02 1.324 0.078 1.235 1.313
21.33 0.861 211.01 1.318 0.078 1.229 1.308
21.37 0.860 211.01 1.312 0.078 1.224 1.302
21.40 0.859 211.01 1.307 0.078 1.219 1.297
21.43 0.858 211.01 1.301 0.078 1.213 1.291
21.47 0.857 211.01 1.296 0.078 1.208 1.286
21.50 0.856 211.01 1.290 0.078 1.202 1.280
21.53 0.855 211.01 1.285 0.078 1.197 1.275
21.57 0.854 211.00 1.279 0.078 1.192 1.270
21.60 0.853 211.00 1.274 0.078 1.187 1.265
21.63 0.852 211.00 1.269 0.078 1.182 1.260
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
21.67 0.851 211.00 1.264 0.078 1.177 1.255
21.70 0.850 211.00 1.258 0.078 1.172 1.250
21.73 0.849 211.00 1.253 0.078 1.167 1.245
21.77 0.847 211.00 1.248 0.078 1.162 1.240
21.80 0.846 210.99 1.243 0.078 1.157 1.235
21.83 0.845 210.99 1.238 0.078 1.152 1.230
21.87 0.844 210.99 1.233 0.078 1.148 1.225
21.90 0.843 210.99 1.228 0.077 1.143 1.220
21.93 0.842 210.99 1.223 0.077 1.138 1.216
21.97 0.841 210.99 1.218 0.077 1.134 1.211
22.00 0.840 210.99 1.213 0.077 1.129 1.206
22.03 0.839 210.98 1.208 0.077 1.124 1.202
22.07 0.838 210.98 1.203 0.077 1.120 1.197
22.10 0.837 210.98 1.199 0.077 1.115 1.193
22.13 0.836 210.98 1.194 0.077 1.111 1.188
22.17 0.835 210.98 1.189 0.077 1.107 1.184
22.20 0.834 210.98 1.185 0.077 1.102 1.179
22.23 0.832 210.98 1.180 0.077 1.098 1.175
22.27 0.831 210.98 1.175 0.077 1.094 1.171
22.30 0.830 210.97 1.171 0.077 1.090 1.167
22.33 0.829 210.97 1.167 0.077 1.085 1.162
22.37 0.828 210.97 1.162 0.077 1.081 1.158
22.40 0.827 210.97 1.158 0.077 1.077 1.154
22.43 0.826 210.97 1.154 0.077 1.073 1.150
22.47 0.825 210.97 1.149 0.077 1.069 1.146
22.50 0.824 210.97 1.145 0.077 1.065 1.142
22.53 0.823 210.97 1.141 0.077 1.061 1.138
22.57 0.822 210.97 1.137 0.077 1.057 1.134
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
22.60 0.821 210.96 1.133 0.077 1.053 1.130
22.63 0.819 210.96 1.129 0.077 1.050 1.126
22.67 0.818 210.96 1.125 0.077 1.046 1.122
22.70 0.817 210.96 1.121 0.077 1.042 1.119
22.73 0.816 210.96 1.117 0.076 1.038 1.115
22.77 0.815 210.96 1.113 0.076 1.035 1.111
22.80 0.814 210.96 1.109 0.076 1.031 1.107
22.83 0.813 210.96 1.105 0.076 1.027 1.104
22.87 0.812 210.96 1.101 0.076 1.024 1.100
22.90 0.811 210.95 1.097 0.076 1.020 1.096
22.93 0.810 210.95 1.094 0.076 1.017 1.093
22.97 0.809 210.95 1.090 0.076 1.013 1.089
23.00 0.808 210.95 1.086 0.076 1.010 1.086
23.03 0.807 210.95 1.082 0.076 1.006 1.082
23.07 0.805 210.95 1.080 0.076 1.003 1.079
23.10 0.804 210.95 1.077 0.076 1.000 1.076
23.13 0.803 210.95 1.074 0.076 0.996 1.073
23.17 0.802 210.95 1.072 0.076 0.993 1.069
23.20 0.801 210.95 1.069 0.076 0.990 1.066
23.23 0.800 210.94 1.066 0.076 0.987 1.063
23.27 0.799 210.94 1.064 0.076 0.984 1.060
23.30 0.798 210.94 1.061 0.076 0.981 1.057
23.33 0.797 210.94 1.059 0.076 0.978 1.054
23.37 0.796 210.94 1.056 0.076 0.975 1.051
23.40 0.794 210.94 1.054 0.076 0.972 1.048
23.43 0.793 210.94 1.051 0.076 0.969 1.045
23.47 0.792 210.94 1.049 0.076 0.966 1.042
23.50 0.791 210.94 1.046 0.076 0.963 1.039
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
23.53 0.790 210.94 1.044 0.076 0.960 1.036
23.57 0.789 210.94 1.042 0.076 0.957 1.033
23.60 0.788 210.93 1.039 0.076 0.954 1.030
23.63 0.787 210.93 1.037 0.076 0.951 1.027
23.67 0.786 210.93 1.034 0.076 0.949 1.024
23.70 0.785 210.93 1.032 0.076 0.946 1.022
23.73 0.783 210.93 1.030 0.076 0.943 1.019
23.77 0.782 210.93 1.027 0.076 0.940 1.016
23.80 0.781 210.93 1.025 0.076 0.938 1.013
23.83 0.780 210.93 1.023 0.076 0.935 1.011
23.87 0.779 210.93 1.021 0.076 0.932 1.008
23.90 0.778 210.93 1.018 0.076 0.929 1.005
23.93 0.777 210.93 1.016 0.076 0.927 1.002
23.97 0.776 210.93 1.014 0.076 0.924 1.000
24.00 0.775 210.92 1.012 0.076 0.922 0.997
24.03 0.619 210.92 1.009 0.076 0.918 0.994
24.07 0.310 210.92 1.004 0.076 0.912 0.987
24.10 0.103 210.92 0.996 0.076 0.903 0.978
24.13 0.000 210.92 0.987 0.076 0.892 0.967
24.17 0.000 210.91 0.978 0.075 0.880 0.956
24.20 0.000 210.91 0.968 0.075 0.869 0.945
24.23 0.000 210.90 0.959 0.075 0.858 0.934
24.27 0.000 210.90 0.950 0.075 0.847 0.923
24.30 0.000 210.90 0.940 0.075 0.837 0.912
24.33 0.000 210.89 0.929 0.075 0.827 0.902
24.37 0.000 210.89 0.919 0.075 0.817 0.892
24.40 0.000 210.89 0.908 0.075 0.807 0.882
24.43 0.000 210.89 0.898 0.075 0.797 0.872
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
24.47 0.000 210.88 0.888 0.075 0.788 0.863
24.50 0.000 210.88 0.878 0.075 0.778 0.853
24.53 0.000 210.88 0.868 0.075 0.769 0.844
24.57 0.000 210.87 0.858 0.075 0.760 0.834
24.60 0.000 210.87 0.848 0.075 0.750 0.825
24.63 0.000 210.87 0.838 0.075 0.741 0.816
24.67 0.000 210.86 0.829 0.075 0.732 0.807
24.70 0.000 210.86 0.819 0.074 0.723 0.798
24.73 0.000 210.86 0.810 0.074 0.715 0.789
24.77 0.000 210.86 0.801 0.074 0.706 0.780
24.80 0.000 210.85 0.792 0.074 0.697 0.772
24.83 0.000 210.85 0.783 0.074 0.689 0.763
24.87 0.000 210.85 0.775 0.074 0.681 0.755
24.90 0.000 210.84 0.767 0.074 0.673 0.747
24.93 0.000 210.84 0.759 0.074 0.666 0.740
24.97 0.000 210.84 0.752 0.074 0.658 0.732
25.00 0.000 210.84 0.744 0.074 0.651 0.725
25.03 0.000 210.83 0.737 0.074 0.643 0.717
25.07 0.000 210.83 0.729 0.074 0.636 0.710
25.10 0.000 210.83 0.722 0.074 0.629 0.702
25.13 0.000 210.83 0.715 0.074 0.621 0.695
25.17 0.000 210.82 0.708 0.074 0.614 0.688
25.20 0.000 210.82 0.700 0.074 0.607 0.681
25.23 0.000 210.82 0.693 0.074 0.600 0.674
25.27 0.000 210.82 0.687 0.073 0.593 0.667
25.30 0.000 210.81 0.680 0.073 0.586 0.660
25.33 0.000 210.81 0.673 0.073 0.580 0.653
25.37 0.000 210.81 0.666 0.073 0.573 0.646
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
25.40 0.000 210.81 0.659 0.073 0.566 0.640
25.43 0.000 210.80 0.653 0.073 0.560 0.633
25.47 0.000 210.80 0.646 0.073 0.553 0.627
25.50 0.000 210.80 0.640 0.073 0.547 0.620
25.53 0.000 210.80 0.634 0.073 0.541 0.614
25.57 0.000 210.80 0.629 0.073 0.535 0.608
25.60 0.000 210.79 0.623 0.073 0.530 0.603
25.63 0.000 210.79 0.618 0.073 0.524 0.597
25.67 0.000 210.79 0.613 0.073 0.518 0.591
25.70 0.000 210.79 0.607 0.073 0.513 0.586
25.73 0.000 210.78 0.602 0.073 0.507 0.580
25.77 0.000 210.78 0.597 0.073 0.502 0.574
25.80 0.000 210.78 0.592 0.073 0.496 0.569
25.83 0.000 210.78 0.587 0.073 0.491 0.564
25.87 0.000 210.78 0.582 0.073 0.486 0.558
25.90 0.000 210.77 0.577 0.072 0.480 0.553
25.93 0.000 210.77 0.572 0.072 0.475 0.548
25.97 0.000 210.77 0.567 0.072 0.470 0.542
26.00 0.000 210.77 0.562 0.072 0.465 0.537
26.03 0.000 210.77 0.557 0.072 0.460 0.532
26.07 0.000 210.76 0.552 0.072 0.455 0.527
26.10 0.000 210.76 0.548 0.072 0.450 0.522
26.13 0.000 210.76 0.543 0.072 0.445 0.517
26.17 0.000 210.76 0.538 0.072 0.440 0.512
26.20 0.000 210.76 0.534 0.072 0.435 0.507
26.23 0.000 210.76 0.529 0.072 0.430 0.502
26.27 0.000 210.75 0.525 0.072 0.426 0.498
26.30 0.000 210.75 0.520 0.072 0.421 0.493
Continues on next page...

26
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
26.33 0.000 210.75 0.516 0.072 0.416 0.488
26.37 0.000 210.75 0.511 0.072 0.412 0.484
26.40 0.000 210.75 0.506 0.072 0.408 0.480
26.43 0.000 210.74 0.501 0.072 0.404 0.476
26.47 0.000 210.74 0.497 0.072 0.400 0.472
26.50 0.000 210.74 0.492 0.072 0.396 0.468
26.53 0.000 210.74 0.487 0.072 0.392 0.464
26.57 0.000 210.74 0.483 0.072 0.388 0.460
26.60 0.000 210.74 0.478 0.072 0.384 0.456
26.63 0.000 210.73 0.474 0.072 0.380 0.452
26.67 0.000 210.73 0.469 0.072 0.376 0.448
26.70 0.000 210.73 0.465 0.072 0.372 0.444
26.73 0.000 210.73 0.460 0.072 0.369 0.440
26.77 0.000 210.73 0.456 0.072 0.365 0.436
26.80 0.000 210.73 0.451 0.072 0.361 0.433
26.83 0.000 210.73 0.447 0.072 0.357 0.429
26.87 0.000 210.72 0.443 0.072 0.354 0.425
26.90 0.000 210.72 0.439 0.072 0.350 0.422
26.93 0.000 210.72 0.434 0.072 0.347 0.418
26.97 0.000 210.72 0.430 0.071 0.343 0.415
27.00 0.000 210.72 0.426 0.071 0.339 0.411
27.03 0.000 210.72 0.422 0.071 0.336 0.407
27.07 0.000 210.71 0.418 0.071 0.332 0.404
27.10 0.000 210.71 0.414 0.071 0.329 0.400
27.13 0.000 210.71 0.410 0.071 0.326 0.397
27.17 0.000 210.71 0.406 0.071 0.322 0.394
27.20 0.000 210.71 0.402 0.071 0.319 0.390
27.23 0.000 210.71 0.398 0.071 0.316 0.387
Continues on next page...

27
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
27.27 0.000 210.71 0.394 0.071 0.312 0.384
27.30 0.000 210.70 0.390 0.071 0.309 0.380
27.33 0.000 210.70 0.387 0.071 0.306 0.377
27.37 0.000 210.70 0.383 0.071 0.302 0.374
27.40 0.000 210.70 0.379 0.071 0.299 0.371
27.43 0.000 210.70 0.376 0.071 0.296 0.368
27.47 0.000 210.70 0.373 0.071 0.294 0.365
27.50 0.000 210.70 0.370 0.071 0.291 0.362
27.53 0.000 210.70 0.367 0.071 0.288 0.359
27.57 0.000 210.69 0.364 0.071 0.285 0.357
27.60 0.000 210.69 0.362 0.071 0.283 0.354
27.63 0.000 210.69 0.359 0.071 0.280 0.351
27.67 0.000 210.69 0.356 0.071 0.277 0.349
27.70 0.000 210.69 0.353 0.071 0.275 0.346
27.73 0.000 210.69 0.350 0.071 0.272 0.343
27.77 0.000 210.69 0.348 0.071 0.270 0.341
27.80 0.000 210.69 0.345 0.071 0.267 0.338
27.83 0.000 210.68 0.342 0.071 0.265 0.336
27.87 0.000 210.68 0.340 0.071 0.262 0.333
27.90 0.000 210.68 0.337 0.071 0.259 0.330
27.93 0.000 210.68 0.334 0.071 0.257 0.328
27.97 0.000 210.68 0.332 0.071 0.255 0.325
28.00 0.000 210.68 0.329 0.071 0.252 0.323
28.03 0.000 210.68 0.327 0.071 0.250 0.321
28.07 0.000 210.68 0.324 0.071 0.247 0.318
28.10 0.000 210.67 0.322 0.071 0.245 0.316
28.13 0.000 210.67 0.319 0.071 0.242 0.313
28.17 0.000 210.67 0.317 0.071 0.240 0.311
Continues on next page...

28
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
28.20 0.000 210.67 0.314 0.071 0.238 0.309
28.23 0.000 210.67 0.312 0.071 0.235 0.306
28.27 0.000 210.67 0.309 0.071 0.233 0.304
28.30 0.000 210.67 0.307 0.071 0.231 0.302
28.33 0.000 210.67 0.304 0.071 0.229 0.299
28.37 0.000 210.67 0.302 0.071 0.226 0.297
28.40 0.000 210.66 0.300 0.071 0.224 0.295
28.43 0.000 210.66 0.297 0.071 0.222 0.293
28.47 0.000 210.66 0.295 0.071 0.220 0.290
28.50 0.000 210.66 0.293 0.071 0.217 0.288
28.53 0.000 210.66 0.290 0.071 0.215 0.286
28.57 0.000 210.66 0.288 0.071 0.213 0.284
28.60 0.000 210.66 0.286 0.071 0.211 0.282
28.63 0.000 210.66 0.284 0.071 0.209 0.279
28.67 0.000 210.66 0.281 0.071 0.207 0.277
28.70 0.000 210.66 0.279 0.071 0.205 0.275
28.73 0.000 210.65 0.277 0.071 0.203 0.273
28.77 0.000 210.65 0.275 0.070 0.201 0.271
28.80 0.000 210.65 0.273 0.070 0.199 0.269
28.83 0.000 210.65 0.271 0.070 0.197 0.267
28.87 0.000 210.65 0.269 0.070 0.195 0.265
28.90 0.000 210.65 0.267 0.070 0.193 0.263
28.93 0.000 210.65 0.265 0.070 0.191 0.261
28.97 0.000 210.65 0.263 0.070 0.189 0.260
29.00 0.000 210.65 0.262 0.070 0.188 0.258
29.03 0.000 210.65 0.260 0.070 0.186 0.256
29.07 0.000 210.64 0.259 0.070 0.184 0.255
29.10 0.000 210.64 0.257 0.070 0.183 0.253
Continues on next page...

29
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
29.13 0.000 210.64 0.256 0.070 0.181 0.251
29.17 0.000 210.64 0.254 0.070 0.180 0.250
29.20 0.000 210.64 0.252 0.070 0.178 0.248
29.23 0.000 210.64 0.251 0.070 0.176 0.247
29.27 0.000 210.64 0.249 0.070 0.175 0.245
29.30 0.000 210.64 0.248 0.070 0.173 0.243
29.33 0.000 210.64 0.246 0.070 0.172 0.242
29.37 0.000 210.64 0.245 0.070 0.170 0.240
29.40 0.000 210.64 0.243 0.070 0.169 0.239
29.43 0.000 210.64 0.242 0.070 0.167 0.237
29.47 0.000 210.63 0.240 0.070 0.166 0.236
29.50 0.000 210.63 0.239 0.070 0.164 0.234
29.53 0.000 210.63 0.238 0.070 0.163 0.233
29.57 0.000 210.63 0.236 0.070 0.161 0.231
29.60 0.000 210.63 0.235 0.070 0.160 0.230
29.63 0.000 210.63 0.233 0.070 0.158 0.228
29.67 0.000 210.63 0.232 0.070 0.157 0.227
29.70 0.000 210.63 0.231 0.070 0.155 0.225
29.73 0.000 210.63 0.229 0.070 0.154 0.224
29.77 0.000 210.63 0.228 0.070 0.153 0.222
29.80 0.000 210.63 0.226 0.070 0.151 0.221
29.83 0.000 210.63 0.225 0.070 0.150 0.220
29.87 0.000 210.62 0.224 0.070 0.148 0.218
29.90 0.000 210.62 0.222 0.070 0.147 0.217
29.93 0.000 210.62 0.221 0.070 0.146 0.215
29.97 0.000 210.62 0.220 0.070 0.144 0.214
30.00 0.000 210.62 0.218 0.070 0.143 0.213
30.03 0.000 210.62 0.217 0.070 0.141 0.211
Continues on next page...

30
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
30.07 0.000 210.62 0.216 0.070 0.140 0.210
30.10 0.000 210.62 0.214 0.070 0.139 0.209
30.13 0.000 210.62 0.213 0.070 0.137 0.207
30.17 0.000 210.62 0.212 0.070 0.136 0.206
30.20 0.000 210.62 0.211 0.070 0.135 0.205
30.23 0.000 210.62 0.209 0.070 0.134 0.203
30.27 0.000 210.62 0.208 0.070 0.132 0.202
30.30 0.000 210.61 0.207 0.070 0.131 0.201
30.33 0.000 210.61 0.206 0.070 0.130 0.199
30.37 0.000 210.61 0.204 0.070 0.128 0.198
30.40 0.000 210.61 0.203 0.070 0.127 0.197
30.43 0.000 210.61 0.202 0.070 0.126 0.195
30.47 0.000 210.61 0.201 0.070 0.125 0.194
30.50 0.000 210.61 0.200 0.070 0.123 0.193
30.53 0.000 210.61 0.198 0.070 0.122 0.192
30.57 0.000 210.61 0.197 0.070 0.121 0.190
30.60 0.000 210.61 0.196 0.070 0.120 0.189
30.63 0.000 210.61 0.195 0.070 0.119 0.188
30.67 0.000 210.61 0.194 0.069 0.117 0.187
30.70 0.000 210.61 0.193 0.069 0.116 0.186
30.73 0.000 210.61 0.191 0.069 0.115 0.184
30.77 0.000 210.60 0.190 0.069 0.114 0.183
30.80 0.000 210.60 0.189 0.069 0.113 0.182
30.83 0.000 210.60 0.188 0.069 0.111 0.181
30.87 0.000 210.60 0.187 0.069 0.110 0.180
30.90 0.000 210.60 0.186 0.069 0.109 0.179
30.93 0.000 210.60 0.185 0.069 0.108 0.177
30.97 0.000 210.60 0.184 0.069 0.107 0.176
Continues on next page...

31
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
31.00 0.000 210.60 0.183 0.069 0.106 0.175
31.03 0.000 210.60 0.182 0.069 0.105 0.174
31.07 0.000 210.60 0.181 0.069 0.104 0.173
31.10 0.000 210.60 0.180 0.069 0.103 0.172
31.13 0.000 210.60 0.179 0.069 0.102 0.172
31.17 0.000 210.60 0.178 0.069 0.101 0.171
31.20 0.000 210.60 0.177 0.069 0.101 0.170
31.23 0.000 210.60 0.176 0.069 0.100 0.169
31.27 0.000 210.60 0.175 0.069 0.099 0.168
31.30 0.000 210.59 0.174 0.069 0.098 0.167
31.33 0.000 210.59 0.173 0.069 0.097 0.167
31.37 0.000 210.59 0.172 0.069 0.096 0.166
31.40 0.000 210.59 0.171 0.069 0.096 0.165
31.43 0.000 210.59 0.170 0.069 0.095 0.164
31.47 0.000 210.59 0.169 0.069 0.094 0.163
31.50 0.000 210.59 0.169 0.069 0.093 0.162
31.53 0.000 210.59 0.168 0.069 0.092 0.162
31.57 0.000 210.59 0.167 0.069 0.092 0.161
31.60 0.000 210.59 0.166 0.069 0.091 0.160
31.63 0.000 210.59 0.165 0.069 0.090 0.159
31.67 0.000 210.59 0.164 0.069 0.089 0.158
31.70 0.000 210.59 0.163 0.069 0.089 0.158
31.73 0.000 210.59 0.162 0.069 0.088 0.157
31.77 0.000 210.59 0.162 0.069 0.087 0.156
31.80 0.000 210.59 0.161 0.069 0.086 0.155
31.83 0.000 210.59 0.160 0.069 0.085 0.155
31.87 0.000 210.58 0.159 0.069 0.085 0.154
31.90 0.000 210.58 0.158 0.069 0.084 0.153
Continues on next page...

32
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
31.93 0.000 210.58 0.157 0.069 0.083 0.152
31.97 0.000 210.58 0.156 0.069 0.082 0.151
32.00 0.000 210.58 0.156 0.069 0.082 0.151
32.03 0.000 210.58 0.155 0.069 0.081 0.150
32.07 0.000 210.58 0.154 0.069 0.080 0.149
32.10 0.000 210.58 0.153 0.069 0.079 0.148
32.13 0.000 210.58 0.152 0.069 0.079 0.148
32.17 0.000 210.58 0.151 0.069 0.078 0.147
32.20 0.000 210.58 0.151 0.069 0.077 0.146
32.23 0.000 210.58 0.150 0.069 0.077 0.146
32.27 0.000 210.58 0.149 0.069 0.076 0.145
32.30 0.000 210.58 0.148 0.069 0.075 0.144
32.33 0.000 210.58 0.147 0.069 0.074 0.143
32.37 0.000 210.58 0.147 0.069 0.074 0.143
32.40 0.000 210.58 0.146 0.069 0.073 0.142
32.43 0.000 210.58 0.145 0.069 0.072 0.141
32.47 0.000 210.58 0.144 0.069 0.072 0.141
32.50 0.000 210.57 0.144 0.069 0.071 0.140
32.53 0.000 210.57 0.143 0.069 0.070 0.139
32.57 0.000 210.57 0.142 0.069 0.070 0.138
32.60 0.000 210.57 0.141 0.069 0.069 0.138
32.63 0.000 210.57 0.141 0.069 0.068 0.137
32.67 0.000 210.57 0.140 0.069 0.068 0.136
32.70 0.000 210.57 0.139 0.069 0.067 0.136
32.73 0.000 210.57 0.138 0.069 0.066 0.135
32.77 0.000 210.57 0.138 0.069 0.066 0.134
32.80 0.000 210.57 0.137 0.069 0.065 0.134
32.83 0.000 210.57 0.136 0.069 0.064 0.133
Continues on next page...

33
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
32.87 0.000 210.57 0.135 0.069 0.064 0.132
32.90 0.000 210.57 0.135 0.069 0.063 0.132
32.93 0.000 210.57 0.134 0.069 0.062 0.131
32.97 0.000 210.57 0.133 0.069 0.062 0.130
33.00 0.000 210.57 0.132 0.069 0.061 0.130
33.03 0.000 210.57 0.132 0.069 0.060 0.129
33.07 0.000 210.57 0.131 0.069 0.060 0.128
33.10 0.000 210.57 0.130 0.069 0.059 0.128
33.13 0.000 210.57 0.130 0.069 0.058 0.127
33.17 0.000 210.57 0.129 0.069 0.058 0.127
33.20 0.000 210.56 0.128 0.069 0.057 0.126
33.23 0.000 210.56 0.127 0.069 0.057 0.125
33.27 0.000 210.56 0.127 0.069 0.056 0.125
33.30 0.000 210.56 0.126 0.069 0.055 0.124
33.33 0.000 210.56 0.125 0.069 0.055 0.123
33.37 0.000 210.56 0.125 0.069 0.054 0.123
33.40 0.000 210.56 0.124 0.069 0.054 0.122
33.43 0.000 210.56 0.123 0.069 0.053 0.122
33.47 0.000 210.56 0.123 0.069 0.052 0.121
33.50 0.000 210.56 0.122 0.069 0.052 0.120
33.53 0.000 210.56 0.121 0.069 0.051 0.120
33.57 0.000 210.56 0.121 0.069 0.051 0.119
33.60 0.000 210.56 0.120 0.069 0.050 0.119
33.63 0.000 210.56 0.119 0.069 0.049 0.118
33.67 0.000 210.56 0.119 0.069 0.049 0.117
33.70 0.000 210.56 0.118 0.069 0.048 0.117
33.73 0.000 210.56 0.117 0.069 0.048 0.116
33.77 0.000 210.56 0.117 0.069 0.047 0.116
Continues on next page...

34
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
33.80 0.000 210.56 0.116 0.069 0.047 0.115
33.83 0.000 210.56 0.116 0.069 0.046 0.115
33.87 0.000 210.56 0.115 0.069 0.045 0.114
33.90 0.000 210.56 0.114 0.069 0.045 0.113
33.93 0.000 210.56 0.114 0.069 0.044 0.113
33.97 0.000 210.55 0.113 0.069 0.044 0.112
34.00 0.000 210.55 0.112 0.069 0.043 0.112
34.03 0.000 210.55 0.112 0.069 0.043 0.111
34.07 0.000 210.55 0.111 0.069 0.042 0.111
34.10 0.000 210.55 0.111 0.069 0.042 0.110
34.13 0.000 210.55 0.110 0.069 0.041 0.110
34.17 0.000 210.55 0.109 0.069 0.040 0.109
34.20 0.000 210.55 0.109 0.069 0.040 0.108
34.23 0.000 210.55 0.108 0.069 0.039 0.108
34.27 0.000 210.55 0.108 0.069 0.039 0.107
34.30 0.000 210.55 0.107 0.069 0.038 0.107
34.33 0.000 210.55 0.106 0.069 0.038 0.106
34.37 0.000 210.55 0.106 0.069 0.037 0.106
34.40 0.000 210.55 0.106 0.068 0.037 0.105
34.43 0.000 210.55 0.105 0.068 0.037 0.105
34.47 0.000 210.55 0.105 0.068 0.036 0.105
34.50 0.000 210.55 0.105 0.068 0.036 0.105
34.53 0.000 210.55 0.105 0.068 0.036 0.104
34.57 0.000 210.55 0.104 0.068 0.036 0.104
34.60 0.000 210.55 0.104 0.068 0.035 0.104
34.63 0.000 210.55 0.104 0.068 0.035 0.103
34.67 0.000 210.55 0.104 0.068 0.035 0.103
34.70 0.000 210.55 0.103 0.068 0.034 0.103
Continues on next page...

35
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
34.73 0.000 210.55 0.103 0.068 0.034 0.102
34.77 0.000 210.55 0.103 0.068 0.034 0.102
34.80 0.000 210.55 0.103 0.068 0.034 0.102
34.83 0.000 210.54 0.102 0.068 0.033 0.102
34.87 0.000 210.54 0.102 0.068 0.033 0.101
34.90 0.000 210.54 0.102 0.068 0.033 0.101
34.93 0.000 210.54 0.102 0.068 0.033 0.101
34.97 0.000 210.54 0.101 0.068 0.032 0.100
35.00 0.000 210.54 0.101 0.068 0.032 0.100
35.03 0.000 210.54 0.101 0.068 0.032 0.100
35.07 0.000 210.54 0.101 0.068 0.031 0.100
35.10 0.000 210.54 0.100 0.068 0.031 0.099
35.13 0.000 210.54 0.100 0.068 0.031 0.099
35.17 0.000 210.54 0.100 0.068 0.031 0.099
35.20 0.000 210.54 0.100 0.068 0.030 0.098
35.23 0.000 210.54 0.099 0.068 0.030 0.098
35.27 0.000 210.54 0.099 0.068 0.030 0.098
35.30 0.000 210.54 0.099 0.068 0.030 0.098
35.33 0.000 210.54 0.099 0.068 0.029 0.097
35.37 0.000 210.54 0.098 0.068 0.029 0.097
35.40 0.000 210.54 0.098 0.068 0.029 0.097
35.43 0.000 210.54 0.098 0.068 0.029 0.097
35.47 0.000 210.54 0.098 0.068 0.028 0.096
35.50 0.000 210.54 0.098 0.068 0.028 0.096
35.53 0.000 210.54 0.097 0.068 0.028 0.096
35.57 0.000 210.54 0.097 0.068 0.028 0.095
35.60 0.000 210.54 0.097 0.068 0.027 0.095
35.63 0.000 210.54 0.097 0.068 0.027 0.095
Continues on next page...

36
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
35.67 0.000 210.54 0.096 0.068 0.027 0.095
35.70 0.000 210.54 0.096 0.068 0.026 0.094
35.73 0.000 210.54 0.096 0.068 0.026 0.094
35.77 0.000 210.53 0.096 0.068 0.026 0.094
35.80 0.000 210.53 0.095 0.068 0.026 0.094
35.83 0.000 210.53 0.095 0.068 0.025 0.093
35.87 0.000 210.53 0.095 0.068 0.025 0.093
35.90 0.000 210.53 0.095 0.068 0.025 0.093
35.93 0.000 210.53 0.095 0.068 0.025 0.092
35.97 0.000 210.53 0.094 0.068 0.024 0.092
36.00 0.000 210.53 0.094 0.068 0.024 0.092
36.03 0.000 210.53 0.094 0.068 0.024 0.092
36.07 0.000 210.53 0.094 0.068 0.024 0.091
36.10 0.000 210.53 0.094 0.068 0.023 0.091
36.13 0.000 210.53 0.093 0.068 0.023 0.091
36.17 0.000 210.53 0.093 0.068 0.023 0.091
36.20 0.000 210.53 0.093 0.068 0.023 0.090
36.23 0.000 210.53 0.093 0.068 0.023 0.090
36.27 0.000 210.53 0.092 0.068 0.022 0.090
36.30 0.000 210.53 0.092 0.068 0.022 0.090
36.33 0.000 210.53 0.092 0.068 0.022 0.089
36.37 0.000 210.53 0.092 0.068 0.022 0.089
36.40 0.000 210.53 0.092 0.068 0.021 0.089
36.43 0.000 210.53 0.091 0.068 0.021 0.089
36.47 0.000 210.53 0.091 0.068 0.021 0.088
36.50 0.000 210.53 0.091 0.068 0.021 0.088
36.53 0.000 210.53 0.091 0.067 0.020 0.088
36.57 0.000 210.53 0.090 0.067 0.020 0.088
Continues on next page...

37
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
36.60 0.000 210.53 0.090 0.067 0.020 0.087
36.63 0.000 210.53 0.090 0.067 0.020 0.087
36.67 0.000 210.53 0.090 0.067 0.019 0.087
36.70 0.000 210.53 0.090 0.067 0.019 0.087
36.73 0.000 210.53 0.089 0.067 0.019 0.086
36.77 0.000 210.53 0.089 0.067 0.019 0.086
36.80 0.000 210.52 0.089 0.067 0.018 0.086
36.83 0.000 210.52 0.089 0.067 0.018 0.086
36.87 0.000 210.52 0.089 0.067 0.018 0.085
36.90 0.000 210.52 0.088 0.067 0.018 0.085
36.93 0.000 210.52 0.088 0.067 0.018 0.085
36.97 0.000 210.52 0.088 0.067 0.017 0.085
37.00 0.000 210.52 0.088 0.067 0.017 0.084
37.03 0.000 210.52 0.088 0.067 0.017 0.084
37.07 0.000 210.52 0.087 0.067 0.017 0.084
37.10 0.000 210.52 0.087 0.067 0.016 0.084
37.13 0.000 210.52 0.087 0.067 0.016 0.083
37.17 0.000 210.52 0.087 0.067 0.016 0.083
37.20 0.000 210.52 0.087 0.067 0.016 0.083
37.23 0.000 210.52 0.086 0.067 0.016 0.083
37.27 0.000 210.52 0.086 0.067 0.015 0.082
37.30 0.000 210.52 0.086 0.067 0.015 0.082
37.33 0.000 210.52 0.086 0.067 0.015 0.082
37.37 0.000 210.52 0.086 0.067 0.015 0.082
37.40 0.000 210.52 0.085 0.067 0.014 0.082
37.43 0.000 210.52 0.085 0.067 0.014 0.081
37.47 0.000 210.52 0.085 0.067 0.014 0.081
37.50 0.000 210.52 0.085 0.067 0.014 0.081
Continues on next page...

38
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
37.53 0.000 210.52 0.085 0.067 0.014 0.081
37.57 0.000 210.52 0.084 0.067 0.013 0.080
37.60 0.000 210.52 0.084 0.067 0.013 0.080
37.63 0.000 210.52 0.084 0.067 0.013 0.080
37.67 0.000 210.52 0.084 0.067 0.013 0.080
37.70 0.000 210.52 0.084 0.067 0.012 0.079
37.73 0.000 210.52 0.083 0.067 0.012 0.079
37.77 0.000 210.52 0.083 0.067 0.012 0.079
37.80 0.000 210.52 0.083 0.067 0.012 0.079
37.83 0.000 210.52 0.083 0.067 0.012 0.079
37.87 0.000 210.52 0.083 0.067 0.011 0.078
37.90 0.000 210.52 0.083 0.067 0.011 0.078
37.93 0.000 210.51 0.082 0.067 0.011 0.078
37.97 0.000 210.51 0.082 0.067 0.011 0.078
38.00 0.000 210.51 0.082 0.067 0.011 0.077
38.03 0.000 210.51 0.082 0.067 0.010 0.077
38.07 0.000 210.51 0.082 0.067 0.010 0.077
38.10 0.000 210.51 0.081 0.067 0.010 0.077
38.13 0.000 210.51 0.081 0.067 0.010 0.077
38.17 0.000 210.51 0.081 0.067 0.010 0.076
38.20 0.000 210.51 0.081 0.067 0.009 0.076
38.23 0.000 210.51 0.081 0.067 0.009 0.076
38.27 0.000 210.51 0.081 0.067 0.009 0.076
38.30 0.000 210.51 0.080 0.067 0.009 0.075
38.33 0.000 210.51 0.080 0.067 0.009 0.075
38.37 0.000 210.51 0.080 0.067 0.008 0.075
38.40 0.000 210.51 0.080 0.067 0.008 0.075
38.43 0.000 210.51 0.080 0.067 0.008 0.075
...End

7/5/23,3:20 PM ECMDS 7.0
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
>>>Forebay Berm Lining SCM 5
Name Forebay Berm Lining SCM
5
Discharge 8.78
Peak Flow Period 2
Channel Slope 0.3333
Channel Bottom Width 136
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)
Unreinforced Vegetation - 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
Unreinforced Straight 8.78 cfs 1.78 ft/s 0.04 ft 0.053 4 lbs/ft2 0.75 lbs/ft2 5.32 STABLE --
Vegetation
Underlying Straight 8.78 cfs 1.78 ft/s 0.04 ft 0.053 5.18 lbs/ft2 0.75 lbs/ft2 6.89 STABLE --
Substrate
DS75
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Remarks
Depth Mannings N Shear Stress Shear Stress Factor Pattern
DS75 Straight 8.78 cfs 2.39 ft/s 0.03 ft 0.032 1.6 lbs/ft2 0.56 lbs/ft2 2.85 STABLE D
Unvegetated
Underlying Straight 8.78 cfs 2.39 ft/s 0.03 ft 0.032 1.51 lbs/ft2 0.56 lbs/ft2 2.7 STABLE D
Substrate
https://ecmds.com/project/151829/spillway-analysis/247824/show# 1/1

EROSION CONTROL CALCS (RIP-RAP CALCULATIONS)
Project Information
Project Name: Ducks Landing
Project#:
Designed by: CP Date: 7/5/2023
Revised by: Date:
Checked by: Date:
Rip-Rap Apron#16
Pipe Diameter d= 24
Pipe Slope s= 2.38 %
Manning's number n= 0.013
Flow Q= 7.45 cfs
Velocity V= 8.78 ft/s
Dissipator Dimensions* Zone= 2
Stone Filling Class= B
Entry Width(3 X Do)= 6.0 ft
Length(6 X Do)= 12.Oft
Width(La+Do)= 14.0 ft
Min.Thickness= 22 inches
Min.Stone Diameter= 6 inches
12.0 1
*All units are in feet
Dissipator pad designed for full flow of pipe
6.0 14.0
*All units are in feet
**Dissipator pad designed for full flow of pipe
RIP-RAP.xls 7/5/2023 Page 1 of 1

Pond Report 5
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,01 /25/2023
Pond No. 1 - BMP Pond
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation.Begining Elevation=210.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 210.00 29,905 0 0
0.50 210.50 32,380 15,571 15,571
1.00 211.00 33,950 16,583 32,154
2.00 212.00 37,120 35,535 67,689
3.00 213.00 40,080 38,600 106,289
4.00 214.00 42,380 41,230 147,519
5.00 215.00 44,735 43,558 191,076
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 24.00 2.00 0.00 0.00 Crest Len(ft) = 1.00 15.00 Inactive 0.00
Span(in) = 24.00 2.00 0.00 0.00 Crest El.(ft) = 210.50 212.40 0.00 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 210.00 210.00 0.00 0.00 Weir Type = Rect Broad Broad ---
Length(ft) = 21.00 0.50 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 2.38 1.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000(by Contour)
Multi-Stage = n/a Yes No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage/Discharge Elev(ft)
5.00 215.00
4.00 214.00
3.00 213.00
2.00 212.00
1.00 211.00
0.00 210.00
0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00 33.00
Total Q Discharge(cfs)

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 10.10 2 726 36,319 BMP Pre-Developed
2 SCS Runoff 28.89 2 718 57,811 BMP Post-Developed
3 Reservoir 1.149 2 832 52,553 2 210.97 31,143 Post Through Pond
5 SCS Runoff 0.212 2 360 2,158 BMP Post-Developed
6 Reservoir 0.008 2 368 1,319 5 210.07 2,123 1.0-in Storm Thru Pond
Wet Pond #5-(Ducks Landing).gpw Return Period: 1 Year Wednesday, 01 /25/2023

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,01 /25/2023
Hyd. No. 1
BMP Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 10.10 cfs
Storm frequency = 1 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 36,319 cuft
Drainage area = 14.270 ac Curve number = 69.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 20.00 min
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Pre-Developed
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
12.00 12.00
10.00 I
- 10.00
8.00 - 8.00
6.00 - 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,01 /25/2023
Hyd. No. 2
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 28.89 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 57,811 cuft
Drainage area = 16.110 ac Curve number = 76.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.05 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Post-Developed
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
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. 2 Time (min)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,01 /25/2023
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 1.149 cfs
Storm frequency = 1 yrs Time to peak = 832 min
Time interval = 2 min Hyd. volume = 52,553 cuft
Inflow hyd. No. = 2 - BMP Post-Developed Max. Elevation = 210.97 ft
Reservoir name = BMP Pond Max. Storage = 31,143 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
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
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 31,143 cuft

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,01 /25/2023
Hyd. No. 5
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 0.212 cfs
Storm frequency = 1 yrs Time to peak = 360 min
Time interval = 2 min Hyd. volume = 2,158 cuft
Drainage area = 16.110 ac Curve number = 76.1
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)
0.50 1 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
Hyd No. 5 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,01 /25/2023
Hyd. No. 6
1.0-in Storm Thru Pond
Hydrograph type = Reservoir Peak discharge = 0.008 cfs
Storm frequency = 1 yrs Time to peak = 368 min
Time interval = 2 min Hyd. volume = 1,319 cuft
Inflow hyd. No. = 5 - BMP Post-Developed Max. Elevation = 210.07 ft
Reservoir name = BMP Pond Max. Storage = 2,123 cuft
Storage Indication method used.
1.0-in Storm Thru 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
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 6 Hyd No. 5 111111111 Total storage used = 2,123 cuft

9
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 16.68 2 726 56,030 BMP Pre-Developed
2 SCS Runoff 41.57 2 718 83,275 BMP Post-Developed
3 Reservoir 2.342 2 782 77,907 2 211.29 42,312 Post Through Pond
5 SCS Runoff 0.000 2 n/a 0 BMP Post-Developed
6 Reservoir 0.000 2 n/a 0 5 210.00 0.000 1.0-in Storm Thru Pond
Wet Pond #5-(Ducks Landing).gpw Return Period: 2 Year Wednesday, 01 /25/2023

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,01 /25/2023
Hyd. No. 1
BMP Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 16.68 cfs
Storm frequency = 2 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 56,030 cuft
Drainage area = 14.270 ac Curve number = 69.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 20.00 min
Total precip. = 3.70 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Pre-Developed
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
18.00 18.00
15.00 1 15.00
12.00 12.00
9.00 9.00
I
6.00 6.00
3.00 3.00
-I
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,01 /25/2023
Hyd. No. 2
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 41 .57 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 83,275 cuft
Drainage area = 16.110 ac Curve number = 76.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.70 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Post-Developed
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 — : : : I
t — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 2

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,01 /25/2023
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 2.342 cfs
Storm frequency = 2 yrs Time to peak = 782 min
Time interval = 2 min Hyd. volume = 77,907 cuft
Inflow hyd. No. = 2 - BMP Post-Developed Max. Elevation = 211.29 ft
Reservoir name = BMP Pond Max. Storage = 42,312 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
50.00 1 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
t'
0.00 — —p- 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 = 42,312 cuft

15
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 37.56 2 724 119,479 BMP Pre-Developed
2 SCS Runoff 79.31 2 716 160,551 BMP Post-Developed
3 Reservoir 7.449 2 746 155,010 2 212.32 79,952 Post Through Pond
5 SCS Runoff 0.000 2 n/a 0 BMP Post-Developed
6 Reservoir 0.000 2 n/a 0 5 210.00 0.000 1.0-in Storm Thru Pond
Wet Pond #5-(Ducks Landing).gpw Return Period: 10 Year Wednesday, 01 /25/2023

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,01 /25/2023
Hyd. No. 1
BMP Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 37.56 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 119,479 cuft
Drainage area = 14.270 ac Curve number = 69.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 20.00 min
Total precip. = 5.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Pre-Developed
Q (cfs) Hyd. No. 1 -- 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. 1

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,01 /25/2023
Hyd. No. 2
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 79.31 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 160,551 cuft
Drainage area = 16.110 ac Curve number = 76.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.46 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Post-Developed
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
0.00 — ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time (min)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,01 /25/2023
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 7.449 cfs
Storm frequency = 10 yrs Time to peak = 746 min
Time interval = 2 min Hyd. volume = 155,010 cuft
Inflow hyd. No. = 2 - BMP Post-Developed Max. Elevation = 212.32 ft
Reservoir name = BMP Pond Max. Storage = 79,952 cuft
Storage Indication method used.
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
0 240 480 720 960 1200 1440 1680 1920 2160 2400
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 79,952 cuft

21
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 76.36 2 724 238,741 BMP Pre-Developed
2 SCS Runoff 144.34 2 716 297,934 BMP Post-Developed
3 Reservoir 25.46 2 726 292,248 2 213.88 142,653 Post Through Pond
5 SCS Runoff 0.000 2 n/a 0 BMP Post-Developed
6 Reservoir 0.000 2 n/a 0 5 210.00 0.000 1.0-in Storm Thru Pond
Wet Pond #5-(Ducks Landing).gpw Return Period: 100 Year Wednesday, 01 /25/2023

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,01 /25/2023
Hyd. No. 1
BMP Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 76.36 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 238,741 cuft
Drainage area = 14.270 ac Curve number = 69.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 20.00 min
Total precip. = 8.29 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Pre-Developed
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
80.00 i 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 — IL--
30.00
20.00 I 20.00
10.00 10.00
J
0.00 - 1 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,01 /25/2023
Hyd. No. 2
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 144.34 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 297,934 cuft
Drainage area = 16.110 ac Curve number = 76.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.29 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Post-Developed
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
I
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 1200 1320
Hyd No. 2 Time (min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Wednesday,01 /25/2023
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 25.46 cfs
Storm frequency = 100 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 292,248 cuft
Inflow hyd. No. = 2 - BMP Post-Developed Max. Elevation = 213.88 ft
Reservoir name = BMP Pond Max. Storage = 142,653 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
y
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00GOMM 20.00
0.00 - 0.00
0 240 480 720 960 1200 1440 1680 1920
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 142,653 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 )1, Length Elev2 Elev3 Slope Condition Vavg Tu Cross Sectional Wetted Perimeter Hydraulic Radius Length Elev3 Elev4 Slope Manning's V Tc TcTOTu 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 Mg (min) (10 min) 0.6'Tc(hrs)
5 100 245.0 243.0 0.020 3.70 0.24 13.27 1190 243.0 203 0.03361 Unpaved 2.95 6.72 19.99 19.99 0.20 5
1/25g02312:00 AM G:v1YDROtpmlecls\TIMECONC_Ducks Lantling.XLS

Project Name Riprap Dissipator#1 Date
Ducks Landing Sept.7,2022
DD Project No.
Location D&L Engineering, PLLC DL2201
Harnett County, North Carolina 150 S. Page Street Calculated By
Southern Pines, NC 28387 JLH
[phone] Checked By
P-2587 JLH
STORM DESIGN: 25 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= 1.20 cfs Pipe outlet(from drainage calculations)
d-50= 0.3 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 0.45 ft. Maximum Stone Diameter(1.5"d-50) in inches
d-max 5 in. Maximum Stone Diameter(1.5*d-50) in feet
Step 5. Thickness= 0.68 ft. Min.Apron Thickness With Filter Fabric(1.5*d-max) in feet
Thickness= 8 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 18in. B
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
Ducks Landing Sept.7,2022
DD Project No.
Location D&L Engineering, PLLC DL2201
Harnett County, North Carolina 150 S. Page Street Calculated By
Southern Pines, NC 28387 JLH
[phone] Checked By
P-2587 JLH
STORM DESIGN: 25 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
0-25= 11.00 cfs Pipe outlet(from drainage calculations)
d-50= 0.4 ft. from Figure 8.06 a
L a= 12 ft. from Figure 8.06 a
Step 3. 3"D-o= 6.00 ft. 3 times the outlet pipe diameter
W= 14.00 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
12 14 6 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.)

Project Name Riprap Dissipator#3 Date
Ducks Landing Sept.7,2022
DD Project No.
Location D&L Engineering, PLLC DL2201
Harnett County, North Carolina 150 S. Page Street Calculated By
Southern Pines, NC 28387 JLH
[phone] Checked By
P-2587 JLH
STORM DESIGN: 25 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
0-25= 13.60 cfs Pipe outlet(from drainage calculations)
d-50= 0.4 ft. from Figure 8.06 a
L a= 12 ft. from Figure 8.06 a
Step 3. 3"D-o= 6.00 ft. 3 times the outlet pipe diameter
W= 14.00 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
12 14 6 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.)

Project Name Riprap Dissipator#4 Date
Ducks Landing Sept.7,2022
DD Project No.
Location D&L Engineering, PLLC DL2201
Harnett County, North Carolina 150 S. Page Street Calculated By
Southern Pines, NC 28387 JLH
[phone] Checked By
P-2587 JLH
STORM DESIGN: 25 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= 30 in. Pipe diameter in inches
D-o= 2.50 ft. Pipe diameter in feet
0-25= 21.60 cfs Pipe outlet(from drainage calculations)
d-50= 0.5 ft. from Figure 8.06 a
L a= 16 ft. from Figure 8.06 a
Step 3. 3"D-o= 7.50 ft. 3 times the outlet pipe diameter
W= 18.50 ft. Pipe diameter+Apron length
Step 4. d-max 0.75 ft. Maximum Stone Diameter(1.5"d-50) in inches
d-max 9 in. Maximum Stone Diameter(1.5*d-50) in feet
Step 5. Thickness= 1.13 ft. Min.Apron Thickness With Filter Fabric(1.5*d-max) in feet
Thickness= 14 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 19 8 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.)

Project Name Riprap Dissipator#5 Date
Ducks Landing Sept.7,2022
DD Project No.
Location D&L Engineering, PLLC DL2201
Harnett County, North Carolina 150 S. Page Street Calculated By
Southern Pines, NC 28387 JLH
[phone] Checked By
P-2587 JLH
STORM DESIGN: 25 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= 36 in. Pipe diameter in inches
D-o= 3.00 ft. Pipe diameter in feet
0-25= 28.50 cfs Pipe outlet(from drainage calculations)
d-50= 0.6 ft. from Figure 8.06 a
L-a= 20 ft. from Figure 8.06 a
Step 3. 3"D-o= 9.00 ft. 3 times the outlet pipe diameter
W= 23.00 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
20 23 9 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#6 Date
Ducks Landing Sept.7,2022
DD Project No.
Location D&L Engineering, PLLC DL2201
Harnett County, North Carolina 150 S. Page Street Calculated By
Southern Pines, NC 28387 JLH
[phone] Checked By
P-2587 JLH
STORM DESIGN: 25 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= 36 in. Pipe diameter in inches
D-o= 3.00 ft. Pipe diameter in feet
0-25= 28.50 cfs Pipe outlet(from drainage calculations)
d-50= 0.6 ft. from Figure 8.06 a
L-a= 20 ft. from Figure 8.06 a
Step 3. 3"D-o= 9.00 ft. 3 times the outlet pipe diameter
W= 23.00 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
20 23 9 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#7 Date
Ducks Landing Sept.7,2022
DD Project No.
Location D&L Engineering, PLLC DL2201
Harnett County, North Carolina 150 S. Page Street Calculated By
Southern Pines, NC 28387 JLH
[phone] Checked By
P-2587 JLH
STORM DESIGN: 25 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= 30 in. Pipe diameter in inches
D-o= 2.50 ft. Pipe diameter in feet
0-25= 26.80 cfs Pipe outlet(from drainage calculations)
d-50= 0.5 ft. from Figure 8.06 a
L a= 16 ft. from Figure 8.06 a
Step 3. 3"D-o= 7.50 ft. 3 times the outlet pipe diameter
W= 18.50 ft. Pipe diameter+Apron length
Step 4. d-max 0.75 ft. Maximum Stone Diameter(1.5"d-50) in inches
d-max 9 in. Maximum Stone Diameter(1.5*d-50) in feet
Step 5. Thickness= 1.13 ft. Min.Apron Thickness With Filter Fabric(1.5*d-max) in feet
Thickness= 14 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 19 8 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.)

Project Name Riprap Dissipator#8 Date
Ducks Landing Sept.7,2022
DD Project No.
Location D&L Engineering, PLLC DL2201
Harnett County, North Carolina 150 S. Page Street Calculated By
Southern Pines, NC 28387 JLH
[phone] Checked By
P-2587 JLH
STORM DESIGN: 25 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
0-25= 25.30 cfs Pipe outlet(from drainage calculations)
d-50= 0.4 ft. from Figure 8.06 a
L a= 12 ft. from Figure 8.06 a
Step 3. 3"D-o= 6.00 ft. 3 times the outlet pipe diameter
W= 14.00 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
12 14 6 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.)

Project Name Riprap Dissipator#9 Date
Ducks Landing Sept.7,2022
DD Project No.
Location D&L Engineering, PLLC DL2201
Harnett County, North Carolina 150 S. Page Street Calculated By
Southern Pines, NC 28387 JLH
[phone] Checked By
P-2587 JLH
STORM DESIGN: 25 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= 30 in. Pipe diameter in inches
D-o= 2.50 ft. Pipe diameter in feet
0-25= 24.10 cfs Pipe outlet(from drainage calculations)
d-50= 0.5 ft. from Figure 8.06 a
L a= 16 ft. from Figure 8.06 a
Step 3. 3"D-o= 7.50 ft. 3 times the outlet pipe diameter
W= 18.50 ft. Pipe diameter+Apron length
Step 4. d-max 0.75 ft. Maximum Stone Diameter(1.5"d-50) in inches
d-max 9 in. Maximum Stone Diameter(1.5*d-50) in feet
Step 5. Thickness= 1.13 ft. Min.Apron Thickness With Filter Fabric(1.5*d-max) in feet
Thickness= 14 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 19 8 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.)

Project Name Riprap Dissipator#10 Date
Ducks Landing Sept.7,2022
DD Project No.
Location D&L Engineering, PLLC DL2201
Harnett County, North Carolina 150 S. Page Street Calculated By
Southern Pines, NC 28387 JLH
[phone] Checked By
P-2587 JLH
STORM DESIGN: 25 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= 4.10 cfs Pipe outlet(from drainage calculations)
d-50= 0.3 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 0.45 ft. Maximum Stone Diameter(1.5"d-50) in inches
d-max 5 in. Maximum Stone Diameter(1.5*d-50) in feet
Step 5. Thickness= 0.68 ft. Min.Apron Thickness With Filter Fabric(1.5*d-max) in feet
Thickness= 8 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 18in. B
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#10 Date
Ducks Landing Sept.7,2022
DD Project No.
Location D&L Engineering, PLLC DL2201
Harnett County, North Carolina 150 S. Page Street Calculated By
Southern Pines, NC 28387 JLH
[phone] Checked By
P-2587 JLH
STORM DESIGN: 25 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= 36 in. Pipe diameter in inches
D-o= 3.00 ft. Pipe diameter in feet
0-25= 28.50 cfs Pipe outlet(from drainage calculations)
d-50= 0.6 ft. from Figure 8.06 a
L-a= 20 ft. from Figure 8.06 a
Step 3. 3"D-o= 9.00 ft. 3 times the outlet pipe diameter
W= 23.00 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
20 23 9 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#10 Date
Ducks Landing Sept.7,2022
DD Project No.
Location D&L Engineering, PLLC DL2201
Harnett County, North Carolina 150 S. Page Street Calculated By
Southern Pines, NC 28387 JLH
[phone] Checked By
P-2587 JLH
STORM DESIGN: 25 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= 30 in. Pipe diameter in inches
D-o= 2.50 ft. Pipe diameter in feet
0-25= 26.80 cfs Pipe outlet(from drainage calculations)
d-50= 0.5 ft. from Figure 8.06 a
L a= 16 ft. from Figure 8.06 a
Step 3. 3"D-o= 7.50 ft. 3 times the outlet pipe diameter
W= 18.50 ft. Pipe diameter+Apron length
Step 4. d-max 0.75 ft. Maximum Stone Diameter(1.5"d-50) in inches
d-max 9 in. Maximum Stone Diameter(1.5*d-50) in feet
Step 5. Thickness= 1.13 ft. Min.Apron Thickness With Filter Fabric(1.5*d-max) in feet
Thickness= 14 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 19 8 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.)

Project Name Riprap Dissipator#10 Date
Ducks Landing Sept.7,2022
DD Project No.
Location D&L Engineering, PLLC DL2201
Harnett County, North Carolina 150 S. Page Street Calculated By
Southern Pines, NC 28387 JLH
[phone] Checked By
P-2587 JLH
STORM DESIGN: 25 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
0-25= 14.90 cfs Pipe outlet(from drainage calculations)
d-50= 0.5 ft. from Figure 8.06 a
L-a= 11 ft. from Figure 8.06 a
Step 3. 3"D-o= 4.50 ft. 3 times the outlet pipe diameter
W= 12.50 ft. Pipe diameter+Apron length
Step 4. d-max 0.75 ft. Maximum Stone Diameter(1.5"d-50) in inches
d-max 9 in. Maximum Stone Diameter(1.5*d-50) in feet
Step 5. Thickness= 1.13 ft. Min.Apron Thickness With Filter Fabric(1.5*d-max) in feet
Thickness= 14 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
11 13 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.)

Project Name Riprap Dissipator#10 Date
Ducks Landing Sept.7,2022
DD Project No.
Location D&L Engineering, PLLC DL2201
Harnett County, North Carolina 150 S. Page Street Calculated By
Southern Pines, NC 28387 JLH
[phone] Checked By
P-2587 JLH
STORM DESIGN: 25 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= 30 in. Pipe diameter in inches
D-o= 2.50 ft. Pipe diameter in feet
0-25= 24.10 cfs Pipe outlet(from drainage calculations)
d-50= 0.5 ft. from Figure 8.06 a
L a= 16 ft. from Figure 8.06 a
Step 3. 3"D-o= 7.50 ft. 3 times the outlet pipe diameter
W= 18.50 ft. Pipe diameter+Apron length
Step 4. d-max 0.75 ft. Maximum Stone Diameter(1.5"d-50) in inches
d-max 9 in. Maximum Stone Diameter(1.5*d-50) in feet
Step 5. Thickness= 1.13 ft. Min.Apron Thickness With Filter Fabric(1.5*d-max) in feet
Thickness= 14 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 19 8 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.)