SW6230601_Design Calculations_20231206

Storm water Management Report
April 11, 2023
�D . E.SS/p^;;••
Wimberley Tract SEAL
= 05 571
Aberdeen Road 423 GINE�- o
Aberdeen , Hoke County, NC %t•: ..Eo
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- WET POND
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
Wimberley Tract on Aberdeen Road in Hoke County. The project site is currently
undeveloped. The proposed site consists of 55.62 acres.
The proposed site is located in Flood Zone 'X' as shown on FEMA FIRM Panel 3710848800J
with an effective date of 10/17/06. Flood zones are subject to change by FEMA.
There are surface waters on the proposed property.
There is one proposed storm water management facility (wet pond) outlined in this report
and has been designed for post—development peak attenuation to treat the impervious areas
of the development. The Wet Pond is designed to capture a drainage area of 31 .04 ac
with an impervious area of 9.08 ac. There is one parcel on site that is designed for 80%
impervious BUA (68,749sf). The balance of the site is wooded and open space and will by—
pass the proposed SCM. The SCM is designed to treat a 1.0" storm event.
Impervious Area Summary—Wet Pond
Roadway 91,674 sf 2.11 ac
Sidewalk 14,847 sf 0.34 ac _
Roof (55 lots @ 4,000 sf/lot) 220,000 sf 5.05 ac
Future Parcel on-site @ 80% 68,749 sf 1.58 ac
Total IA to Pond 395,270 sf 9.08 ac
Soils
The County Soils Survey indicates that Candor Sand, Blaney Loamy Sand, Gilead Loamy Sand
and Vaucluse Loamy Sand soils are present on the site.

FIGURES

Hydrologic Soil Group—Hoke County, North Carolina a
ryN
N
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6470W 647100 6472W 647330 647400 64751) 647600 647700 6478W 6479W 648000 6481W
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64/U 0 6471 W 647200 647300 647400 647500 647600 647700 647800 647900 648000 648100 648200
3 3
N Map Scale:1:5,560 if printed on A landscape(11"x 8.5")sheet. N
Meters N
0 50 100 200 300
Feet
0 250 500 1000 1500
Map projection:Web Mercator Corner coordinates:WG584 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 2/10/2023
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Hoke County, North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
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
.v B/D of the version date(s)listed below.
• r C Soil Survey Area: Hoke 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 23,2022—Apr
Soil Rating Points 27,2022
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 2/10/2023
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Hoke County, North Carolina
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
BaB Blaney loamy sand,2 to C 19.7 37.6%
8 percent slopes
BaD Blaney loamy sand,8 to C 10.0 19.0%
15 percent slopes
CaB Candor sand, 1 to 8 A 10.0 19.1%
percent slopes
GdB Gilead loamy sand,2 to C 6.2 11.8%
8 percent slopes
JT Johnston loam A/D 1.9 3.6%
VaD Vaucluse loamy sand,8 C 0.9 1.7%
to 15 percent slopes
W Water 3.8 7.2%
Totals for Area of Interest 52.5 100.0%
USDA Natural Resources Web Soil Survey 2/10/2023
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Hoke County,North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 2/10/2023
Conservation Service National Cooperative Soil Survey Page 4 of 4

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National Flood Hazard Layer FIRMette *FEMA Legend
_
79°23W 35°6'19"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
•
Without• Base Flood Elevation(BFE)
Zone V.A99
SPECIAL FLOOD With BFE Or Depth Zone AE,AD,AH,VE,AR
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• • 0.2%Annual Chance Flood Hazard,Areas
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. .A•�•, ` •, ti ., areas of less than one square mile zonex
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Future Conditions 1%Annual
Chance Flood Hazard zonex
�" Area with Reduced Flood Risk due to
OTHER AREAS OF Levee.See Notes.zone x
• l FLOOD HAZARD Area with Flood Risk due to Leveezone D
NO SCREEN Area of Minimal Flood Hazard zonex
Effective LOMRs
• 01 OTHER AREAS Area of Undetermined Flood Hazard ZoneD
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• r t ' STRUCTURES III 1 1 1 1 Levee,Dike,or Floodwall
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•
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•
HOKE COUNTY AREA OF MINIMAL FLOOD HAZARD e- - - Coastal Transect
Z•I X ~ W -••••513'--' Base Flood Elevation Line(BFE)
370397 I • Limit of Study
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• • • • 't• �t �• reflect changes or amendments subsequent to this date and
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• tel FIRM panel number,and FIRM effective date.Map images for
Feet 1:6 79°22'22"W 35°5'50"N 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

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2/10/23,2:58 PM Precipitation Frequency Data Server
NOAA Atlas 14,Volume 2,Version 3
Location name:Aberdeen, North Carolina, USA* °�✓ '°°
V Latitude:35.1012°, Longitude: -79.378° e null
\VPElevation:399.67 ft**
1 *source:ESRI Maps `'v ,
**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 0.439 0.519 0.604 0.667 0.741 0.794 0.844 0.890 0.946 0.989
(0.400-0.484) (0.472-0.573) (0.549-0.666) (0.605-0.734) (0.669-0.815) (0.715-0.872) (0.756-0.927) (0.794-0.977) (0.836-1.04) (0.868-1.09)
10-min 0.701 0.829 0.967 1.07 I 1.18 I 1.26 1.34 1.41 1.50 I 1.56
(0.638-0.774) (0.756-0.916) (0.879-1.07) (0.967-1.17) (1.07-1.30) (1.14-1.39) (1.20-1.47) (1.26-1.55) (1.32-1.64) (1.37-1.71)
15-min 0.876 1.04 1.22 1.35 1.50 1.60 I 1.70 1.78 1.88 1.96
(0.798-0.967) (0.950-1.15) (1.11-1.35) (1.22-1.49) (1.35-1.65) (1.44-1.76) (1.52-1.86) (1.59-1.96) (1.66-2.07) (1.72-2.15)
30-min 1.20 1.44 1.74 1.95 2.22 2.41 2.60 2.77 3.00 3.17
(1.09-1.33) (1.31-1.59) (1.58-1.92) (1.77-2.15) , (2.00-2.44) (2.17-2.65) (2.33-2.85) (2.47-3.04) (2.65-3.29) (2.78-3.48)
60-min 1.50 1.81 2.23 2.54 2.95 3.27 3.58 3.89 4.30 4.62
(1.36-1.65) (1.65-2.00) (2.03-2.46) (2.31-2.80) (2.67-3.25) (2.94-3.59) (3.20-3.93) (3.47-4.27) (3.80-4.72) (4.06-5.08)
2-hr 1.76 2.13 2.66 3.07 3.61 4.03 4.46 I 4.89 5.47 5.93
(1.59-1.96)_ (1.93-2.37) (2.41-2.96) (2.77-3.41) (3.24-4.01) (3.60-4.48) (3.96-4.95) (4.31-5.43) (4.78-6.08) (5.14-6.59)
3-hr I 1.86 2.25 2.83 3.28 3.91 4.41 4.93 5.48 6.24 6.85
(1.68-2.07) (2.04-2.51) (2.56-3.15) (2.96-3.66) (3.51-4.35) (3.93-4.91) (4.37-5.47) (4.81-6.07) (5.41-6.91) (5.88-7.59)
6-hr 2.21 2.68 3.37 3.92 4.69 5.31 5.95 6.63 7.58 8.35
(2.01-2.46) (2.43-2.97) (3.06-3.73) (3.55-4.34) (4.21-5.17) (4.73-5.85) I (5.27-6.55) (5.81-7.29) (6.56-8.33) (7.15-9.18)
12-hr 2.61 3.16 4.00 4.68 I 5.63 6.42 7.24 8.12 9.38 10.4
(2.37-2.90) (2.87-3.51) (3.62-4.44) (4.22-5.19) (5.04-6.22) (5.70-7.07) (6.37-7.96) (7.07-8.93) (8.04-10.3) (8.79-11.4)
24-hr 3.07 3.71 4.68 5.45 6.50 7.34 8.21 9.11 10.3 11.3
(2.84-3.33) (3.44-4.03) (4.33-5.08) (5.02-5.90) (5.98-7.04) (6.73-7.94) (7.50-8.88) (8.30-9.84) (9.38-11.2) (10.2-12.2)
2-day 3.57 4.31 5.39 6.25 7.43 8.37 I 9.33 10.3 11.7 12.8
(3.32-3.85) (4.01-4.65) (5.01-5.82) (5.79-6.74) (6.86-8.00) (7.70-9.01) (8.57-10.1) (9.44-11.1) (10.6-12.6) (11.6-13.8)
3-day 3.79 4.56 5.68 6.57 7.78 8.75 9.74 10.8 12.2 13.3
(3.53-4.07) (4.26-4.90) (5.29-6.10) (6.10-7.04) (7.21-8.34) (8.08-9.38) (8.97-10.5) (9.88-11.6) (11.1-13.1) (12.1-14.3)
4-day 4.01 I 4.82 5.97 6.88 8.14 9.13 10.2 11.2 12.7 I 13.8
(3.75-4.29) I (4.51-5.15) (5.57-6.37) (6.41-7.34) (7.56-8.69) (8.45-9.75) (9.38-10.9) (10.3-12.0) (11.6-13.6) (12.6-14.8)
7-day 4.63 5.54 6.77 7.75 9.11 10.2 11.3 12.4 14.0 15.2
(4.33-4.96) (5.18-5.93) (6.33-7.25) (7.23-8.30) (8.46-9.74) (9.44-10.9) (10.4-12.1) (11.5-13.3) (12.8-15.0) (13.9-16.3)
10-day 5.30 6.32 7.62 8.64 10.0 11.1 12.2 13.3 14.8 16.0
(5.00-5.64) (5.94-6.72) (7.16-8.09) (8.11-9.17) (9.37-10.6) I (10.4-11.8) (11.3-13.0) (12.3-14.1) (13.7-15.8) (14.7-17.0)
20-day 7.13 8.44 10.0 11.2 12.9 14.2 15.5 16.8 18.6 20.0
(6.74-7.56) (7.97-8.94) (9.44-10.6) (10.6-11.9) 1 (12.1-13.6) (13.3-15.0) i (14.5-16.4) , (15.7-17.8) i (17.3-19.8) (18.5-21.3)
30-day 8.86 10.4 12.2 13.5 15.3 16.6 18.0 I 19.3 21.1 22.5
(8.38-9.37) (9.87-11.0) (11.5-12.9) (12.8-14.3) (14.4-16.2) (15.7-17.6) (16.9-19.0) (18.1-20.5) (19.7-22.5) (21.0-24.0)
45-day 11.2 13.2 15.1 16.6 18.5 20.0 21.4 22.8 24.6 26.0
(10.6-11.8) (12.5-13.9) (14.3-15.9) (15.7-17.5) (17.5-19.5) (18.8-21.1) (20.1-22.6) (21.4-24.1) (23.1-26.1) (24.3-27.6)
60-day 13.4 15.7 17.8 19.5 21.6 23.2 24.7 26.2 28.1 29.6
(12.8-14.1) (14.9-16.5) (16.9-18.8) (18.5-20.5) I (20.4-22.7) (21.9-24.4) (23.3-26.0) i (24.7-27.6) (26.4-29.7)] (27.7-31.3)
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
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.1012&Ion=-79.3780&data=depth&units=english&series=pds 1/4

2/10/23,2:58 PM Precipitation Frequency Data Server
PDS-based depth-duration-frequency (DDF) curves
Latitude: 35.1012°, Longitude: -79.3780°
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NOAA Atlas 14,Volume 2,Version 3 Created(GMT): Fri Feb 10 19:57:59 2023
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Maps & aerials
Small scale terrain
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National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
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DATE DESCRIPTION
CEP CEP MEL
DESIGN DRAWN CHKD
SCALE H'
V:
GRAPHIC SCALE 111 JOB No. 220164-01-003
a e� DATE FEBRUARY 27,2023
FILE No.
( IN FEET)
1 inch= 150 ft.
SHEET
Dad file fume:P,\048-0ouble0\030—Wmbeuley_missing permit(220164-01-003)\Engineering\Engineering Plans\Construction Plans\048-030-00P.dwg

SUPPLEMENT-EZ COVER PAGE
[ FORMS LOADED
PROJECT INFORMATION
1 Proiect Name Wimberley Tract
2 Project Area(ac) 55.62
3 Coastal Wetland Area(ac)
4 Surface Water Area(ac) 3.617
5 Is this project High or Low Density? High
6 Does this project use an off-site SCM? No
COMPLIANCE WITH 02H.1003(4)
7 Width of vegetated setbacks provided(feet) 30
8 _Will the vegetated setback remain vegetated? Yes
9 If BUA is proposed in the setback,does it meet NCAC 02H.1003(4)(c-d)? No
10 Is streambank stabilization proposed on this project? No
NUMBER AND TYPE OF SCMs:
11 Infiltration System 0
12 Bioretention Cell 0
13 Wet Pond 1
14 Stormwater Wetland 0
15 Permeable Pavement 0
16 Sand Filter 0
17 Rainwater Harvesting(RWH) 0
18 Green Roof 4 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 Bavfilter 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.
Desrgrre!
\`\\tt111111111111;
•
•
•
SEAL — Sign e of Designer
051571
•
•
•:•••' '••FHGINEE
E
/7y7�/11111111t0 eal Date

DRAINAGE AREAS
1 Is this a high density project? Yes
2 If so,number of drainage areas/SCMs _ 1
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
4 Type of SCM - _ Wet Pond
5 Total drainage area(sq ft) 2422858 sf _ 1352092
6 Onsite drainage area(sq ft) 2422858 sf _ 1352092
7 Offsite drainage area(sq ft)
8 Total BUA in project(sq ft) 395270 sf _ 395270 sf
New BUA on subdivided lots(subject to
9 permitting)(sq ft) 220000 sf 220000 sf
New BUA not on subdivided lots(subject to
10 permitting)(sf) 175270 sf 175270 sf
11 Offsite BUA(sq ft)
12 Breakdown of new BUA not on subdivided lots:
-Parking(sq ft)
-Sidewalk(sq ft) 14847 sf 14847 sf
-Roof(sq ft)
-Roadway(sq ft) 91674 sf 91674 sf
-Future(sq ft)
-Other,please specify in the comment box
below(sq ft) 68749 sf 68749 sf
New infiltrating permeable pavement on
13 subdivided lots(sq ft)
New infiltrating permeable pavement not on
14 subdivided lots(sq ft)
Existing BUA that will remain(not subject to
15 permitting)(sq ft)
16 Existing BUA that is already permitted(sq ft)
17 Existing BUA that will be removed(sq ft)
18 Percent BUA 17.45% 29.2%
19 Design storm(inches) 1.0 in
20 Design volume of SCM(cu ft) 37111 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 157,565 sf(3.617 ac)of surface water area.
There is a future parcel that is being designed for 80%impervious
(68,749sf).

WET POND
1 l Drainage area number 1 I
2 Minimum required treatment volume(Cu ft) 35279 cf
'GENERAL MDC FROM 02H.1050
31 Is the SCM sized to treat the SW from all surfaces at build-out? Yes
4'Is the SCM located away from contaminated soils? Yes
5 What are the side slopes of the SCM(H:V)? 3:1
Does the SCM have retaining walls,gabion walls or other
6 No
engineered side slopes?
7 Are the inlets,outlets,and receiving stream protected from erosion Yes
(10-year storm)?
8 Is there an overflow or bypass for inflow volume in excess of the Yes
design volume?
9 What is the method for dewatering the SCM for maintenance? Pump(preferred)
10 If applicable,will the SCM be cleaned out after construction? Yes
11 Does the maintenance access comply with General MDC(8)? Yes
12 Does the drainage easement comply with General MDC(9)? Yes
If the SCM is on a single family lot,does(will?)the plat comply with
13 N/A
General MDC(10)?
14 Is there an O&M Agreement that complies with General MDC(11)? Yes
15 Is there an O&M Plan that complies with General MDC(12)? Yes
16 Does the SCM follow the device specific MDC? Yes
17 Was the SCM designed by an NC licensed professional? Yes
WET POND MDC FROM 02H.1053
18 Sizing method used SA/DA
19 Has a stage/storage table been provided in the calculations? Yes
20 Elevation of the excavated main pool depth(bottom of sediment 362.00
removal)(fmsl)
21 Elevation of the main pool bottom(top of sediment removal)(fmsl) 363.00
22 Elevation of the bottom of the vegetated shelf(fmsl) 367.50
23 Elevation of the permanent pool(fmsl) 368.00
24 Elevation of the top of the vegetated shelf(fmsl) 368.50
25 Elevation of the temporary pool(fmsl) 369.40
26 Surface area of the main permanent pool(square feet) 15755
27 Volume of the main permanent pool(cubic feet) 56795 cf
28 Average depth of the main pool(feet) 4.14 ft
29 Average depth equation used Equation 3
30 If using equation 3,main pool perimeter(feet) 731.0 ft
31 If using equation 3,width of submerged veg.shelf(feet) 3.0 ft
32 Volume of the forebay(cubic feet) 10524 cf
33 Is this 15-20%of the volume in the main pool? Yes
34 Clean-out depth for forebay(inches) 30 in
35 Design volume of SCM(cu ft) 37111 cf
36 Is the outlet an orifice or a weir? Orifice
37 If orifice,orifice diameter(inches) 3.00 in
38 If weir,weir height(inches)
39 If weir,weir length(inches)
40 Drawdown time for the temporary pool(days) 3.78
41 Are the inlet(s)and outlet located in a manner that avoids short- Yes
circuiting?
42 Are berms or baffles provided to improve the flow path? Yes
43 Depth of forebay at entrance(inches) 42 in
44 Depth of forebay at exit(inches) 36 in
45 Does water flow out of the forebay in a non-erosive manner? Yes
46 Width of the vegetated shelf(feet) 6 ft
47 Slope of vegetated shelf(H:V) 6:1
48 Does the orifice drawdown from below the top surface of the Yes
permanent pool?
49 Does the pond minimize impacts to the receiving channel from the 1- Yes
yr,24-hr storm?
50 Are fountains proposed?(If Y,please provide documentation that No
MDC(9)is met.)
51 Is a trash rack or other device provided to protect the outlet system? Yes
52 Are the dam and embankment planted in non-clumping turf grass? Yes
53 Species of turf that will be used on the dam and embankment Hybrid Bermuda
54 Has a planting plan been provided for the vegetated shelf? Yes
ADDITIONAL INFORMATION
Please use this space to provide any additional information about
55 the wet pond(s):
Wet Pond 1 1:46 PM 4/11/2023

Bowman North Carolina, Ltd.
Wimberley, Aberdeen, NC
Curve Number Calculation (CN)
Pre-Developed Conditions(Wet Pond)
Drainage Area(acres): 31.04
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A CaB Candor Sand 9.85 32%
C BaB/BaD/GdB/VaD Blaney,Gilead,Vaucluse loamy sand 21.19 68%
Existing Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Wooded -Good Stand A 9.85 50 15.9
Wooded -Good Stand C 21.19 73 49.8
Cumulative Curve#= 65.7

Bowman North Carolina, Ltd.
Wimberley, Aberdeen, NC
Curve Number Calculation (CN)
Post-Developed Conditions(Wet Pond)
Drainage Area(acres): 31.04
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A CaB Candor Sand 9.85 32%
C BaB/BaD/GdB/VaD Blaney,Gilead,Vaucluse loamy sand 21.19 68%
Existing Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Open Space-Good Condition A 6.43 55 11.4
Open Space-Good Condition C 15.53 77 38.5
Impervious Area 9.08 98 28.7
Cumulative Curve#= 78.6

Proposed Wet Pond
Project Information
Project Name: Wimberley
Project#: 220164-01-003
Designed by: CP Date: 4/11/2023
Revised by: Date:
Checked by: Date:
Site Information
Sub Area Location: Drainage To Proposed Wet Pond
Drainage Area (DA) = 31.04 Acres 1,352,092 sf
Impervious Area (IA) = 9.07 Acres 395,270 sf
Percent Impervious (I) = 29.23 % 29.23 %
Required Surface Area
Permament Pool Depth: 4.14 ft
SA/DA= 0.907
Min Req'd Surface Area = 12,264 sf(at Permanent Pool)
Required WQv Storage Volume
Design Storm = 1 inch Non-Coastal County
Determine Rv Value = 0.05 + .009 (I) = 0.313 in/in
Storage Volume Required = 35,279 cf(above Permanent Pool)
Elevations
Top of Pond Elevation = 376.00 ft
Temporary Pool Elevation = 369.40 ft
Permanent Pool Elevation = 368.00 ft
Shelf Begining Elevation = 368.50 ft
Forebay Weir= 367.00 ft
Shelf Ending Elevation = 367.50 ft
Bottom Elevation = 363.00 ft
Permanent Pool Area
Area @ Top of Permanent Pool = 15,755 sf
Volume of Temporary Storage = 37,111 cf
Is Permenant Pool Surface Area Sufficient(yes/no)? Yes ( 15755 > 12264 ) sf
Volume of Storage for Design Storm = 37,111 Yes ( 37111 > 35279 ) cf

Incremental Drawdown Time
STORMWATER POND
INCREMENTAL DRAWDOWN METHOD-Water Quality Volume
Project Information
Project Name: Wimberley
Project#: 220164-01-003
Designed by: CP Date: 4/11/2023
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)/3)^(112)
Zone 2 0 Q2=0.372 CD*D*(Z-Ei)^(312)
t
Zone 1 Q1 =0
1
Orifice Diameter(D)= 3 in
Cd= 0.6
Ei= 368 Orifice Inv.
Zone 1 Range= 0.00 to 368
Zone 2 Range= 368 to 368.1
Zone 3 Range= 368.1 to
Incremental Drawdown Method _
Contour Incremental Drawdown
Countour Area Volume Stage,Z Zone Q Time
sq ft cu ft ft cfs min
368.00 22,965 0 0.00 2.00 0.000 --
368.50 25,955 12,230 0.50 3.00 0.083 2,443
369.00 27,830 13,446 0.50 3.00 0.127 1,758
369.40 29,345 11,435 0.40 3.00 0.154 1,239
Total -- 37,111 -- -- -- 5,440
Drawdown Time=Incremental Volume/Q/60sec/min
Summary
Total Volume= 37,111 cf
Total Time= 5,440 min
Total Time= 3.78 days
4/11/2023 Prop Wet Pond-new design(Wimberley).xls 1 of 1

Project: Date: 4/11/2023
-
Main-Pond Contours-Volumes
Elevation Main-Pond Incremental Vol. Accumulated Vol. Description
368 15,755 7,333 56,795 A2 (Perm_Pool)
367.5 13,575 6,610 49,463 Al (Bottom_Shelf)
367 12,865 12,515 42,853
366 12,165 11,473 30,338
365 10,780 10,103 18,865
364 9,425 8,763 8,763
363 8,100 0 0 A3 (Bottom_Pond)
Forebay Contours-Volumes _
Elevation FB1 FB2 FB3 Total-Areas Incremental Vol. Accumulated Vol.
368 6,685 6,685 3,165 10,524
367.5 5,975 5,975 2,639 7,359
367 4,580 4,580 3,610 4,720
366 2,640 2,640 1,110 1,110
365.5 1,800 1,800 0 0
Forebay Volume 18.5% *Between 15% &20%
Average Depth (Option 1) 3.64 *At least 3' average depth
Average Depth Calculation (Option 2)
Vpp 56,795
permeter of shelf 731
width of shelf 3
Al (Bottom_Shelf): 13,575
Average Depth = 4.14

Proposed Wet Pond
Project Information
Project Name: Wimberley
Project#: 220164-01-003
Designed by: CP Date: 4/11/2023
Revised by: Date:
Checked by: Date:
Site Information
Sub Area Location: Drainage to Proposed Pond
Drainage Area (DA) = 31.04 Acres
Impervious Area (IA) = 9.07 Acres
Percent Impervious (I) = 29.23 % (Drainage Area)
Orifice Sizing
Orifice Size = 3.00 in (Diameter)
Drawdown Time = 3.78 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: 208.0 cf (Water Displaced -Top of Pond to Bottom of Pond)
Weight: 12979 lbs
Factor of Safety 1.20
WT Req'd of Anti-Flotation Device: 15,575 lbs
Volume of Concrete Req'd: 103.8 cf (Unit WT of Concrete = 150 pcf)
Volume Provided: 165.5 cf (4'x4' riser x 8' = 128sf, 5'x5'footing x 1.5' =37.5cf)

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- - - - - - - - - - - - ------- - i-/-i_ I , l , i i l
SOD AREAS ABOVE / / 0-7- _ GRASS SPILLWAY '� I
NORMAL POOL / -� ��J _ i 1
\ EELVATION /�i — ',� ( �`r'+-� 'J /� I 1
\ LITORAL SHELF 1 / i / iG��� •; I \ \ 1 1
AREA=4,460 SF • / ter _' 1 STORMWATER
�\ A ''` REFER TO DETAIL �� s - 1 �`x\ MANAGEMENT
( FOR PLANTINGS / _ � \ ) EASEMENT
AL ala AL AL A
c\ I \ 1 i7..//// � / jl1 1 \(\\ I A N ., 1 ., TOP OF // � 3 � �► 1/0//
1 ) �\ I N-a x I EMBANKMENTNA N POND AREA / /4(
I I
/ I ' OUTLET CONTROL, E_LEV=376.0 / // 1 / / / / I / / / J \
STRUCTURE REFER / . 7 /0,c, /% , / i V I < 1\
I I TO DETAILS ON .. // , / ( i 1 / \
I I THIS SHEET , o� �� I, i / I
1. -// ) - ... . ...---.. ...__T-::: -_1.> , v . '
,/3 / --i /; ___,4* , \ ; )
, >
- r-- --c ...— \__ ___- ---___ . , ,,, ,o. , Iin , \ ,
. , _... 7 -b , . .-,b , // . „- 1 i„ ,„,,,,, Li ' \ C
Imo\ / ��� ' ,�' �� • �! q,0 \ /
EES \ r- /' /ii' �l 1 1 \
_ EEEV 367.0 i ,:0 ; '�; m,c/' ,/�,' ;/ I \ CLASS B RIP-RAP
- fese:// ,'' \ 1 OVER FILTER
" ' FABRIC AT
( / A;4 FOREBAY WEIR
l 36:�/� /�'/' , _ ` �, // /' �,` �,�� , FOREBAY AREA
r•� !.� iiiri , :: \ / y �,��I INLET PIPE WITH
I r
i / ' / '� ',/, . .,,,,,' ��`/� RIP-RAP APRON
(� �� — / / // .,,‘,/,- -,
��' o��' \ (DESIGNED BY OTHERS) 1
i ‘ t%V
„/ : 1* „ // / //
4IN. '41111111*. ---,_ _____---- ///,, ----- // ___, i <
NI, t (( j /4/ c
/ l
CONCRETE \ 1 / I �„•
�� SEEPAGE COLLAR STORMWATER — ( 1,
1 � i MANAGEMENT i /
54LF-24" HDPE @1.85� `�\ ::'" \.\\
IN ) / EASEMENT _, — • 1
j OUTLET PIPE REFER TO �`� / _ / f .7' / t
GRADING PLAN / `- , (` / ' /
I 1 / ( I `� Q / — / �- — J ... / /
\ �. tit ii i --- / ..
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 INCREv1ENTAL TOTAL STORAGE
(SF) STORAGE (CF) (CF)
0.0 368.0 22965 0 0
0.5 368.5 25955 12230 12230
1 .0 369.0 27830 13446 25676
1 .4 369.4 29345 11435 37111 (WQV)
2.0 370.0 31625 18291 55402
3.0 371 .0 35470 33548 88950
4.0 372.0 38655 37063 126012
5.0 373.0 41275 39965 165977
6.0 374.0 43950 42613 208590
7.0 375.0 46685 45318 253907
8.0 I 376.0 49475 I 48080 301987
STORM WATER MANAGEMENT DESIGN WET DETENTION POND :
IVR 3ASI \: LUN3R
ECEIVI\G STKAN : QUEWHIFFLE CHE
STKAN I\DEX: 14-2- 14
STKAN CLASS: C
HUC: D304020302
PROJECT C00RD1\AYES: 35.100808°\, -79.377331 °W
PO\D >ESIG\ SUNNAY
DAI \AGE AREA TO PO\D: 31 .04 ACES
SITE INPRVIOUS AREA TO PO\D: 9.08 ACES
OFF-SITE DESIG\ INPRVIOUS AREA TO PO\D: 0.0 ACES
TOTAL DESIG\ INPHVIOUS AREA TO PO\D: 9.08 ACES
PEE-DEVELOPED POST-DEVELOPED POST DEVELOPED
TO PO\D TO PO\D THOUGH PO\D
DAI \AGE AREA: 31 .04 AC 31 .04 AC
CURVE \UN3H: 65.7 78.6
TINE OF CO\CE\ RATIO\: 16.8 NI\ 5. 9 NI\
1 .0" STORN EVE\T: 0.575 CFS 0.087 CFS
1 -YEA STORN EVE\T: 16.06 CFS 64.15 CFS 7.104 CFS
2-YEA STORM EVE\T: 28.76 CFS 89.25 CFS 15.62 CFS
10- YEAS STORM EVE\T: 7137 CFS 163.81 CFS 28. D4 CFS
100-YEAS STORN EVE\T: 149.01 CFS 286.95 CFS 71 .97 CFS

_ 10' MIN
EMBANKMENT WIDTH
6" TOPSOIL FOR ALL
AREAS ABOVE THE
NORMAL POND ELEVATION
TRASH RACK
REFER TO DETAIL
THIS SHEET
24" HDPE WITH WATER TIGHT SEAL
PIPE TO BE BEDDED TOP OF EMBANKMENT ELEVATION=376.0
PER DIRECTION OF GEOTECHNICAL /////// // 6" TOPSOIL ABOVE / \\
ENGINEER 2 6" CLAY LINER REFER TO DETAIL 100 YEAR STORM ELEVATION=375.28
ON LITTORAL SHELF —/ FOR INCREMENTAL
1 6" CLAY SOIL
LINER ON INSIDE 3 WEIR
FACE OF 10 YEAR STORM ELEVATION=372.60
EMBANKMENT 1
6
4'x4' PRECAST Da NOTE: 1.0" STORM ELEVATION IS 368.26 AND INTERMEDIATE
6FT LITTORAL 1 �/ CONCRETE RISER 2 YEAR STORM ELEVATION=370.65 WEIR IS ELEVATION 369.4. THERE IS ADDITIONAL STORAGE
SHELF (INSTALL STEPS DESIGNED FROM THE 1.0" STORM ELEVATION TO THE
AS NECESSARY) 1 YEAR STORM ELEVATION=370.04 INTERMEDIATE WEIR ELEVATION.
INV=368.0 \ 1.0—INCH STORM ELEVATION=368.26 EXISTING GRADE=370.Ot
i ry NORMAL POND ELEVATION=368.00
° PVC ELBOW
3' MIN �a SEE DETAIL 2
1 ELEV=366.0____,` 2 NOTE: PUMPS SHALL BE USED TO DRAIN 1
1 I 1 THE POND WHEN NECESSARY. REFER TO DETAIL
' THIS SHEET FOR DEWATERING REQUIREMENTS.
0 0
4' NIN. ASTM C-923 SEAL
KEY BETWEEN BARREL & RISER.
CUTOFF TRENCH RISER BASE TO BE FILLED BOTTOM OF POND (TOP OF SEDIMENT STORAGE)=363.0
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 ANGLES ARE SECURED (BOTTOM OF SEDIMENT STORAGE)=362.0
WITH COMPACTED BASE. PROVIDE 2-3/4" A307 BOLTS FROM ANGLE TO RISER AND TO BASE AND RISER. �
STR
WITH CTURAL FILL AS WIT
2—A307 "J" HOOKS 3/4" DIA. X 12" LONG FROM ANGLE TO BASE.
ANGLE TO BE FIELD COATED H ZINC RICH PAINT AFTER
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
54'-24" HDPE 1.85% 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= 371.0
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.
FOREBAY BOTTOM
. TOP
/ ELEV=365.5 dik
6FT LITTORAL 6:1
SHELF NORMAL POND ELEVATION
,, '�� BOTTOM LITTORAL SHELF ELEV. '
hi
1 CLASS B RIP-RAP
q=°411141k
OVER FILTER FABRIC
MIN. 4' GRASS FOREBAY `1;``
WEIR AT ELEV=367.0
411111 %kik
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=365.0 STORAGE/ENTRANCE
ELEV=364.5
FOREBAY ENTRANCE SHALL BE FOREBAY
DEEPER THAN FOREBAY EXIT

TOP OF STRUCTURE NOT SHOWN FOR CLARITY
10p OF (REMOVABLE TRASH RACK)
R , "1/2 6
147014
lE WEIR
1 •
2� FT 2� F�
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.=368.0 M "
INSTALL 4 PVC SCREW
CAP AT END OF TEE
AND DRILL 3"DIA. HOLE
INTO PVC CAP AT
ELEV=368.0
12" MIN.
4"DIA.OPENING
PVC DRAIN OUTLET
SCALE: N.T.S.

SPILLWAY FLOW LO\G H 3 W SS CHA\\EL LI\I \G TOP OF EN3A\ <ME\T SPILLWAY ELEVATIO\
Q(100) SLOPE(%) ELEVATIO\
GLASS STRAW WITH \ET \AG
71 .97 CFS 50. D% 1 .5 15.0' 24.0' 3: 1 376. E 374.5
SPILLWAY SHOHNAX W/ P550
w
EXTEND LINING TO EXTEND LINING TO
TOP OF SPILLWAY TOP OF SPILLWAY TOP OF EMBANKMENT=376.0
H CHANNEL LINING
I I7 SPILLWAY ELEVATION=3745
MATTING SHALL BE AS NOTED
OR APPROVED EQUAL. h 3H
GRASS SPILLWAY DETAIL GRASS SOD ON SPILLWAY
AND SIDE SLOPES

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,04/11 /2023
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 71.97 cfs
Storm frequency = 100 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 594,718 cuft
Inflow hyd. No. = 2 - BMP Post-Develodservoir name = BMP Pond
Max. Elevation = 375.28 ft Max. Storage = 267,172 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
10.87 8.301 369.53 0.878 0.254 0.599 0.853
10.90 8.537 369.56 1.089 0.252 0.826 1.078
10.93 8.777 369.58 1.310 0.251 1.059 1.310
10.97 9.020 369.61 1.577 0.249 1.328 1.577
11.00 9.266 369.64 1.849 0.247 1.600 1.846
11.03 9.541 369.67 2.174 0.245 1.902 2.147
11.07 9.895 369.70 2.499 0.242 2.207 2.449
11.10 10.34 369.73 2.829 0.241 2.546 2.786
11.13 10.84 369.76 3.165 0.239 2.892 3.131
11.17 11.37 369.79 3.549 0.237 3.274 3.511
11.20 11.91 369.82 3.943 0.235 3.666 3.902
11.23 12.46 369.85 4.378 0.233 4.092 4.325
11.27 13.02 369.89 4.828 0.231 4.530 4.761
11.30 13.58 369.92 5.308 0.229 4.997 5.225
11.33 14.16 369.95 5.778 0.226 5.479 5.706
11.37 14.74 369.99 6.229 0.224 5.984 6.208
11.40 15.34 370.02 6.725 0.222 6.484 6.706
11.43 15.94 370.05 7.255 0.220 6.984 7.204
11.47 16.55 370.08 7.791 0.217 7.491 7.708
11.50 17.17 370.11 8.321 0.215 8.016 8.231
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
11.53 18.98 370.15 8.869 0.213 8.602 8.814
11.57 24.36 370.19 9.585 0.209 9.366 9.576
11.60 33.85 370.26 10.65 0.205 10.41 10.62
11.63 46.10 370.36 12.14 0.200 11.90 12.10
11.67 59.74 370.50 14.02 0.192 13.81 14.00
11.70 74.10 370.69 16.02 0.178 15.84 16.02
11.73 89.22 370.92 18.19 0.163 18.03 18.19
11.77 105.64 371.18 20.26 0.147 20.11 20.26
11.80 128.13 371.49 22.34 0.131 22.21 22.34
11.83 161.34 371.88 24.60 0.115 24.48 24.60
11.87 203.34 372.36 26.98 0.100 26.87 26.97
11.90 251.23 372.96 29.75 0.071 25.21 4.464 29.75
11.93 286.95 << 373.63 32.42 0.045 21.80 10.55 32.39
11.97 279.00 374.31 34.80 0.033 20.16 14.58 34.78
12.00 219.77 374.87 36.59 0.027 19.44 17.05 11.13 47.65
12.03 138.48 375.18 37.57 0.024 19.21 18.29 28.01 65.53
12.07 76.34 375.28 << 37.86 0.024 19.13 18.64 34.18 71.97
12.10 47.45 375.25 37.79 0.024 19.15 18.56 32.67 70.41
12.13 39.04 375.19 37.60 0.024 19.20 18.34 28.66 66.22
12.17 37.41 375.13 37.40 0.025 19.23 18.07 24.75 62.08
12.20 35.86 375.07 37.22 0.025 19.26 17.84 21.35 58.47
12.23 34.30 375.01 37.05 0.026 19.30 17.63 18.33 55.28
12.27 32.74 374.96 36.88 0.026 19.35 17.42 15.60 52.39
12.30 31.17 374.91 36.72 0.027 19.39 17.22 13.06 49.70
12.33 29.59 374.86 36.57 0.027 19.45 17.03 10.88 47.39
12.37 28.01 374.81 36.43 0.027 19.51 16.85 8.826 45.21
12.40 26.42 374.77 36.28 0.028 19.55 16.66 7.043 43.28
Continues on next page...

Peak Flow Period 13
Post Through Pond 12.6Ohr-11 .97hr = 0.63 hr
Hydrograph Discharge Table Use 1 .0 hr
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.43 24.82 374.72 36.14 0.028 19.59 16.47 5.383 41.47
12.47 23.21 374.68 36.00 0.029 19.64 16.28 3.902 39.85
12.50 21.61 374.64 35.86 0.029 19.70 16.09 2.622 38.44
12.53 20.13 374.59 35.71 0.030 19.76 15.90 1.442 37.13
12.57 19.02 374.55 35.57 0.030 19.83 15.69 0.725 36.28
12.60 18.32 374.50 35.42 0.031 19.89 15.49 0.007 35.42
12.63 17.88 374.45 35.27 0.031 19.95 15.27 35.25
12.67 17.52 374.41 35.12 0.032 20.01 15.04 35.09
12.70 17.15 374.36 34.96 0.032 20.09 14.82 34.93
12.73 16.79 374.31 34.80 0.033 20.16 14.58 34.78
12.77 16.43 374.27 34.64 0.034 20.24 14.34 34.61
12.80 16.06 374.22 34.48 0.034 20.32 14.08 34.43
12.83 15.70 374.17 34.31 0.035 20.40 13.82 34.26
12.87 15.34 374.12 34.15 0.036 20.50 13.56 34.09
12.90 14.97 374.07 33.97 0.037 20.61 13.28 33.93
12.93 14.60 374.02 33.80 0.037 20.72 13.00 33.76
12.97 14.24 373.97 33.62 0.038 20.85 12.70 33.58
13.00 13.87 373.91 33.43 0.039 20.98 12.38 33.39
13.03 13.52 373.86 33.23 0.040 21.13 12.04 33.20
13.07 13.22 373.80 33.03 0.042 21.28 11.69 33.01
13.10 12.98 373.75 32.83 0.043 21.44 11.32 32.81
13.13 12.77 373.69 32.63 0.044 21.61 10.95 32.60
13.17 12.57 373.63 32.43 0.045 21.79 10.56 32.40
13.20 12.37 373.58 32.22 0.047 21.99 10.16 32.19
13.23 12.18 373.52 32.01 0.048 22.19 9.747 31.99
13.27 11.98 373.47 31.80 0.050 22.42 9.315 31.78
13.30 11.78 373.41 31.59 0.052 22.64 8.871 31.57
13.33 11.58 373.35 31.38 0.053 22.90 8.403 31.36
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
13.37 11.38 373.30 31.16 0.055 23.16 7.928 31.14
13.40 11.19 373.24 30.94 0.057 23.45 7.418 30.93
13.43 10.99 373.19 30.71 0.060 23.75 6.898 30.71
13.47 10.79 373.13 30.49 0.062 24.08 6.345 30.48
13.50 10.59 373.08 30.26 0.065 24.42 5.773 30.26
13.53 10.39 373.02 30.02 0.067 24.78 5.174 30.02
13.57 10.22 372.96 29.77 0.070 25.18 4.517 29.77
13.60 10.06 372.91 29.52 0.074 25.61 3.825 29.51
13.63 9.916 372.85 29.25 0.077 26.08 3.079 29.24
13.67 9.774 372.79 28.98 0.081 26.58 2.311 28.97
13.70 9.631 372.73 28.70 0.086 27.15 1.460 28.69
13.73 9.488 372.67 28.42 0.090 27.59 0.740 28.42
13.77 9.346 372.62 28.14 0.093 27.87 0.181 28.14
13.80 9.203 372.56 27.89 0.095 27.79 27.88
13.83 9.060 372.51 27.64 0.097 27.54 27.64
13.87 8.917 372.45 27.38 0.098 27.28 27.38
13.90 8.775 372.40 27.13 0.100 27.03 27.13
13.93 8.632 372.34 26.87 0.101 26.77 26.87
13.97 8.487 372.29 26.62 0.103 26.51 26.62
14.00 8.344 372.23 26.36 0.104 26.25 26.36
14.03 8.211 372.18 26.10 0.106 25.99 26.10
14.07 8.105 372.12 25.83 0.107 25.73 25.83
14.10 8.030 372.07 25.57 0.109 25.46 25.57
14.13 7.974 372.02 25.30 0.111 25.19 25.30
14.17 7.926 371.96 25.02 0.113 24.91 25.02
14.20 7.876 371.91 24.74 0.114 24.62 24.74
14.23 7.827 371.86 24.45 0.116 24.33 24.44
14.27 7.778 371.80 24.16 0.118 24.04 24.16
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
14.30 7.729 371.75 23.86 0.120 23.74 23.86
14.33 7.679 371.70 23.57 0.122 23.45 23.57
14.37 7.630 371.65 23.28 0.125 23.15 23.27
14.40 7.580 371.60 22.98 0.127 22.85 22.98
14.43 7.530 371.55 22.68 0.129 22.55 22.68
14.47 7.481 371.50 22.39 0.131 22.25 22.38
14.50 7.432 371.45 22.08 0.133 21.95 22.08
14.53 7.382 371.40 21.78 0.135 21.65 21.78
14.57 7.332 371.36 21.48 0.138 21.34 21.48
14.60 7.283 371.31 21.18 0.140 21.03 21.17
14.63 7.233 371.27 20.87 0.142 20.72 20.87
14.67 7.183 371.22 20.56 0.145 20.41 20.56
14.70 7.134 371.18 20.25 0.147 20.10 20.25
14.73 7.083 371.14 19.94 0.149 19.79 19.94
14.77 7.033 371.10 19.63 0.152 19.48 19.63
14.80 6.984 371.06 19.31 0.154 19.16 19.31
14.83 6.934 371.02 19.00 0.157 18.84 19.00
14.87 6.884 370.98 18.66 0.159 18.50 18.66
14.90 6.834 370.94 18.31 0.162 18.15 18.31
14.93 6.784 370.89 17.96 0.164 17.80 17.96
14.97 6.734 370.86 17.60 0.167 17.44 17.60
15.00 6.684 370.82 17.26 0.170 17.08 17.25
15.03 6.634 370.78 16.90 0.172 16.73 16.90
15.07 6.584 370.74 16.55 0.174 16.37 16.54
15.10 6.533 370.71 16.20 0.177 16.02 16.20
15.13 6.483 370.67 15.85 0.179 15.67 15.85
15.17 6.433 370.64 15.51 0.182 15.32 15.50
15.20 6.383 370.61 15.17 0.184 14.99 15.17
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
15.23 6.333 370.58 14.84 0.186 14.64 14.83
15.27 6.283 370.55 14.51 0.189 14.31 14.50
15.30 6.232 370.52 14.19 0.191 13.98 14.17
15.33 6.181 370.49 13.86 0.193 13.65 13.84
15.37 6.131 370.46 13.51 0.195 13.30 13.49
15.40 6.081 370.44 13.17 0.196 12.96 13.16
15.43 6.031 370.41 12.85 0.197 12.63 12.83
15.47 5.980 370.39 12.53 0.199 12.31 12.51
15.50 5.929 370.37 12.22 0.200 11.99 12.19
15.53 5.879 370.35 11.92 0.201 11.68 11.88
15.57 5.828 370.32 11.63 0.202 11.38 11.58
15.60 5.778 370.30 11.35 0.203 11.09 11.29
15.63 5.728 370.28 11.06 0.204 10.80 11.01
15.67 5.676 370.27 10.77 0.205 10.52 10.73
15.70 5.626 370.25 10.49 0.206 10.26 10.46
15.73 5.575 370.23 10.22 0.207 9.999 10.21
15.77 5.525 370.22 9.970 0.208 9.753 9.961
15.80 5.474 370.20 9.727 0.209 9.518 9.726
15.83 5.424 370.19 9.488 0.210 9.263 9.473
15.87 5.373 370.17 9.262 0.211 9.021 9.232
15.90 5.322 370.16 9.045 0.212 8.790 9.002
15.93 5.271 370.14 8.839 0.213 8.570 8.782
15.97 5.220 370.13 8.642 0.214 8.359 8.573
16.00 5.169 370.12 8.454 0.215 8.158 8.373
16.03 5.122 370.11 8.275 0.215 7.966 8.181
16.07 5.085 370.10 8.102 0.216 7.784 8.000
16.10 5.058 370.09 7.928 0.217 7.620 7.837
16.13 5.038 370.08 7.763 0.218 7.464 7.681
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
16.17 5.020 370.07 7.605 0.218 7.315 7.533
16.20 5.002 370.06 7.456 0.219 7.174 7.393
16.23 4.985 370.05 7.313 0.219 7.039 7.259
16.27 4.967 370.04 7.178 0.220 6.912 7.132
16.30 4.948 370.04 7.049 0.221 6.790 7.010
16.33 4.931 370.03 6.926 0.221 6.674 6.895
16.37 4.913 370.02 6.809 0.222 6.563 6.785
16.40 4.895 370.02 6.697 0.222 6.458 6.680
16.43 4.877 370.01 6.591 0.222 6.358 6.580
16.47 4.859 370.00 6.489 0.223 6.262 6.485
16.50 4.841 370.00 6.395 0.223 6.169 6.393
16.53 4.824 369.99 6.315 0.224 6.080 6.303
16.57 4.806 369.99 6.238 0.224 5.994 6.218
16.60 4.788 369.98 6.165 0.224 5.912 6.136
16.63 4.770 369.98 6.095 0.225 5.833 6.058
16.67 4.752 369.97 6.028 0.225 5.759 5.984
16.70 4.734 369.97 5.964 0.225 5.687 5.913
16.73 4.716 369.96 5.903 0.226 5.619 5.844
16.77 4.698 369.96 5.844 0.226 5.553 5.779
16.80 4.680 369.95 5.788 0.226 5.490 5.717
16.83 4.662 369.95 5.735 0.227 5.430 5.657
16.87 4.645 369.95 5.683 0.227 5.372 5.599
16.90 4.627 369.94 5.633 0.227 5.317 5.544
16.93 4.609 369.94 5.584 0.227 5.264 5.492
16.97 4.591 369.94 5.533 0.228 5.216 5.443
17.00 4.573 369.93 5.485 0.228 5.169 5.396
17.03 4.555 369.93 5.438 0.228 5.123 5.351
17.07 4.537 369.93 5.393 0.228 5.079 5.307
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
17.10 4.519 369.92 5.349 0.228 5.037 5.265
17.13 4.501 369.92 5.306 0.229 4.995 5.224
17.17 4.483 369.92 5.265 0.229 4.955 5.184
17.20 4.464 369.91 5.225 0.229 4.917 5.145
17.23 4.447 369.91 5.186 0.229 4.879 5.108
17.27 4.429 369.91 5.149 0.229 4.842 5.072
17.30 4.411 369.91 5.112 0.230 4.806 5.036
17.33 4.393 369.90 5.076 0.230 4.772 5.002
17.37 4.374 369.90 5.041 0.230 4.738 4.968
17.40 4.356 369.90 5.008 0.230 4.705 4.935
17.43 4.339 369.90 4.975 0.230 4.673 4.903
17.47 4.321 369.89 4.942 0.230 4.642 4.872
17.50 4.302 369.89 4.911 0.230 4.611 4.842
17.53 4.284 369.89 4.880 0.231 4.581 4.812
17.57 4.266 369.89 4.850 0.231 4.552 4.783
17.60 4.248 369.89 4.820 0.231 4.523 4.754
17.63 4.230 369.88 4.791 0.231 4.495 4.726
17.67 4.212 369.88 4.763 0.231 4.468 4.699
17.70 4.194 369.88 4.735 0.231 4.440 4.672
17.73 4.176 369.88 4.709 0.231 4.415 4.646
17.77 4.158 369.88 4.683 0.232 4.390 4.622
17.80 4.140 369.88 4.658 0.232 4.366 4.597
17.83 4.122 369.87 4.634 0.232 4.342 4.574
17.87 4.103 369.87 4.610 0.232 4.318 4.550
17.90 4.085 369.87 4.586 0.232 4.295 4.527
17.93 4.067 369.87 4.562 0.232 4.272 4.504
17.97 4.049 369.87 4.539 0.232 4.249 4.481
18.00 4.031 369.86 4.515 0.232 4.226 4.458
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
18.03 4.013 369.86 4.493 0.232 4.204 4.436
18.07 3.994 369.86 4.470 0.233 4.181 4.414
18.10 3.976 369.86 4.447 0.233 4.159 4.392
18.13 3.958 369.86 4.425 0.233 4.137 4.370
18.17 3.940 369.86 4.403 0.233 4.116 4.349
18.20 3.922 369.85 4.381 0.233 4.094 4.327
18.23 3.903 369.85 4.359 0.233 4.073 4.306
18.27 3.885 369.85 4.337 0.233 4.052 4.285
18.30 3.867 369.85 4.316 0.233 4.031 4.264
18.33 3.849 369.85 4.294 0.233 4.010 4.243
18.37 3.831 369.85 4.273 0.234 3.989 4.223
18.40 3.812 369.85 4.252 0.234 3.968 4.202
18.43 3.794 369.84 4.231 0.234 3.948 4.182
18.47 3.776 369.84 4.210 0.234 3.928 4.161
18.50 3.758 369.84 4.189 0.234 3.907 4.141
18.53 3.740 369.84 4.169 0.234 3.887 4.121
18.57 3.721 369.84 4.148 0.234 3.867 4.101
18.60 3.703 369.84 4.128 0.234 3.847 4.081
18.63 3.685 369.84 4.107 0.234 3.827 4.062
18.67 3.667 369.83 4.087 0.234 3.807 4.042
18.70 3.648 369.83 4.067 0.235 3.788 4.022
18.73 3.630 369.83 4.047 0.235 3.768 4.003
18.77 3.612 369.83 4.027 0.235 3.748 3.983
18.80 3.593 369.83 4.007 0.235 3.729 3.964
18.83 3.575 369.83 3.987 0.235 3.709 3.944
18.87 3.557 369.82 3.967 0.235 3.690 3.925
18.90 3.539 369.82 3.947 0.235 3.670 3.906
18.93 3.520 369.82 3.927 0.235 3.651 3.886
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
18.97 3.502 369.82 3.908 0.235 3.632 3.867
19.00 3.484 369.82 3.889 0.235 3.614 3.849
19.03 3.465 369.82 3.871 0.236 3.596 3.831
19.07 3.447 369.82 3.853 0.236 3.577 3.813
19.10 3.429 369.81 3.835 0.236 3.560 3.795
19.13 3.410 369.81 3.817 0.236 3.542 3.777
19.17 3.392 369.81 3.799 0.236 3.524 3.759
19.20 3.374 369.81 3.781 0.236 3.505 3.741
19.23 3.356 369.81 3.763 0.236 3.488 3.724
19.27 3.337 369.81 3.745 0.236 3.469 3.706
19.30 3.319 369.81 3.727 0.236 3.451 3.688
19.33 3.301 369.80 3.708 0.236 3.433 3.670
19.37 3.282 369.80 3.690 0.236 3.415 3.651
19.40 3.264 369.80 3.672 0.237 3.397 3.633
19.43 3.246 369.80 3.654 0.237 3.379 3.615
19.47 3.227 369.80 3.636 0.237 3.361 3.597
19.50 3.209 369.80 3.617 0.237 3.343 3.579
19.53 3.191 369.80 3.599 0.237 3.324 3.561
19.57 3.172 369.79 3.581 0.237 3.306 3.543
19.60 3.154 369.79 3.562 0.237 3.288 3.525
19.63 3.135 369.79 3.544 0.237 3.269 3.507
19.67 3.117 369.79 3.526 0.237 3.252 3.489
19.70 3.099 369.79 3.508 0.237 3.233 3.470
19.73 3.080 369.79 3.490 0.237 3.215 3.452
19.77 3.062 369.79 3.471 0.238 3.197 3.434
19.80 3.043 369.78 3.453 0.238 3.178 3.416
19.83 3.025 369.78 3.435 0.238 3.160 3.398
19.87 3.007 369.78 3.416 0.238 3.142 3.379
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
19.90 2.988 369.78 3.398 0.238 3.123 3.361
19.93 2.970 369.78 3.379 0.238 3.105 3.343
19.97 2.951 369.78 3.361 0.238 3.087 3.325
20.00 2.933 369.78 3.343 0.238 3.068 3.307
20.03 2.916 369.77 3.324 0.238 3.050 3.288
20.07 2.904 369.77 3.306 0.238 3.032 3.270
20.10 2.896 369.77 3.288 0.238 3.014 3.253
20.13 2.892 369.77 3.271 0.239 2.997 3.236
20.17 2.888 369.77 3.254 0.239 2.980 3.219
20.20 2.884 369.77 3.238 0.239 2.964 3.203
20.23 2.881 369.77 3.223 0.239 2.949 3.188
20.27 2.877 369.76 3.208 0.239 2.934 3.173
20.30 2.874 369.76 3.194 0.239 2.920 3.159
20.33 2.870 369.76 3.180 0.239 2.906 3.145
20.37 2.867 369.76 3.167 0.239 2.893 3.132
20.40 2.863 369.76 3.154 0.239 2.880 3.119
20.43 2.860 369.76 3.142 0.239 2.869 3.108
20.47 2.856 369.76 3.132 0.239 2.858 3.097
20.50 2.852 369.76 3.121 0.239 2.847 3.086
20.53 2.849 369.76 3.111 0.239 2.836 3.076
20.57 2.845 369.76 3.101 0.239 2.826 3.066
20.60 2.842 369.75 3.092 0.239 2.816 3.056
20.63 2.838 369.75 3.083 0.239 2.807 3.046
20.67 2.835 369.75 3.074 0.240 2.798 3.037
20.70 2.831 369.75 3.065 0.240 2.789 3.028
20.73 2.828 369.75 3.056 0.240 2.780 3.020
20.77 2.824 369.75 3.048 0.240 2.771 3.011
20.80 2.820 369.75 3.040 0.240 2.763 3.003
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
20.83 2.817 369.75 3.032 0.240 2.755 2.995
20.87 2.813 369.75 3.024 0.240 2.747 2.987
20.90 2.810 369.75 3.017 0.240 2.739 2.979
20.93 2.806 369.75 3.009 0.240 2.732 2.971
20.97 2.802 369.75 3.002 0.240 2.724 2.964
21.00 2.799 369.75 2.995 0.240 2.717 2.957
21.03 2.795 369.75 2.988 0.240 2.710 2.950
21.07 2.792 369.74 2.981 0.240 2.703 2.943
21.10 2.788 369.74 2.975 0.240 2.696 2.936
21.13 2.785 369.74 2.968 0.240 2.690 2.930
21.17 2.781 369.74 2.962 0.240 2.683 2.923
21.20 2.777 369.74 2.956 0.240 2.677 2.917
21.23 2.774 369.74 2.950 0.240 2.671 2.911
21.27 2.770 369.74 2.944 0.240 2.664 2.905
21.30 2.767 369.74 2.938 0.240 2.658 2.899
21.33 2.763 369.74 2.932 0.240 2.653 2.893
21.37 2.760 369.74 2.927 0.240 2.647 2.887
21.40 2.756 369.74 2.921 0.240 2.641 2.881
21.43 2.752 369.74 2.916 0.240 2.635 2.876
21.47 2.749 369.74 2.910 0.240 2.630 2.870
21.50 2.745 369.74 2.905 0.240 2.624 2.865
21.53 2.742 369.74 2.900 0.240 2.619 2.860
21.57 2.738 369.74 2.895 0.240 2.614 2.854
21.60 2.734 369.74 2.890 0.240 2.609 2.849
21.63 2.731 369.74 2.885 0.240 2.603 2.844
21.67 2.727 369.74 2.880 0.241 2.598 2.839
21.70 2.724 369.74 2.875 0.241 2.593 2.834
21.73 2.720 369.73 2.870 0.241 2.588 2.829
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
21.77 2.716 369.73 2.865 0.241 2.584 2.824
21.80 2.713 369.73 2.861 0.241 2.579 2.819
21.83 2.709 369.73 2.856 0.241 2.574 2.815
21.87 2.706 369.73 2.851 0.241 2.569 2.810
21.90 2.702 369.73 2.847 0.241 2.565 2.805
21.93 2.699 369.73 2.843 0.241 2.560 2.801
21.97 2.695 369.73 2.838 0.241 2.555 2.796
22.00 2.691 369.73 2.833 0.241 2.551 2.792
22.03 2.688 369.73 2.829 0.241 2.546 2.787
22.07 2.684 369.73 2.825 0.241 2.542 2.783
22.10 2.681 369.73 2.820 0.241 2.537 2.778
22.13 2.677 369.73 2.816 0.241 2.533 2.774
22.17 2.673 369.73 2.812 0.241 2.529 2.770
22.20 2.670 369.73 2.808 0.241 2.524 2.765
22.23 2.666 369.73 2.804 0.241 2.520 2.761
22.27 2.663 369.73 2.799 0.241 2.516 2.757
22.30 2.659 369.73 2.795 0.241 2.511 2.752
22.33 2.655 369.73 2.791 0.241 2.507 2.748
22.37 2.652 369.73 2.787 0.241 2.503 2.744
22.40 2.648 369.73 2.783 0.241 2.499 2.740
22.43 2.645 369.73 2.779 0.241 2.495 2.736
22.47 2.641 369.73 2.775 0.241 2.491 2.732
22.50 2.637 369.73 2.771 0.241 2.487 2.728
22.53 2.634 369.73 2.767 0.241 2.483 2.724
22.57 2.630 369.73 2.763 0.241 2.478 2.720
22.60 2.627 369.72 2.759 0.241 2.475 2.716
22.63 2.623 369.72 2.755 0.241 2.470 2.712
22.67 2.619 369.72 2.752 0.241 2.467 2.708
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
22.70 2.616 369.72 2.748 0.241 2.462 2.704
22.73 2.612 369.72 2.744 0.241 2.459 2.700
22.77 2.609 369.72 2.740 0.241 2.455 2.696
22.80 2.605 369.72 2.736 0.241 2.451 2.692
22.83 2.602 369.72 2.732 0.241 2.447 2.688
22.87 2.598 369.72 2.728 0.241 2.443 2.684
22.90 2.594 369.72 2.725 0.241 2.439 2.680
22.93 2.590 369.72 2.721 0.241 2.435 2.676
22.97 2.587 369.72 2.717 0.241 2.431 2.673
23.00 2.583 369.72 2.714 0.241 2.427 2.669
23.03 2.580 369.72 2.710 0.241 2.424 2.665
23.07 2.576 369.72 2.706 0.241 2.420 2.661
23.10 2.572 369.72 2.702 0.241 2.416 2.657
23.13 2.569 369.72 2.699 0.241 2.412 2.653
23.17 2.565 369.72 2.695 0.241 2.408 2.650
23.20 2.562 369.72 2.691 0.241 2.404 2.646
23.23 2.558 369.72 2.687 0.242 2.400 2.642
23.27 2.554 369.72 2.684 0.242 2.397 2.638
23.30 2.551 369.72 2.680 0.242 2.393 2.634
23.33 2.547 369.72 2.676 0.242 2.389 2.631
23.37 2.543 369.72 2.673 0.242 2.385 2.627
23.40 2.540 369.72 2.669 0.242 2.381 2.623
23.43 2.536 369.72 2.666 0.242 2.378 2.619
23.47 2.533 369.72 2.662 0.242 2.374 2.616
23.50 2.529 369.72 2.658 0.242 2.370 2.612
23.53 2.525 369.72 2.655 0.242 2.367 2.608
23.57 2.522 369.72 2.651 0.242 2.363 2.605
23.60 2.518 369.71 2.647 0.242 2.359 2.601
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
23.63 2.514 369.71 2.643 0.242 2.355 2.597
23.67 2.511 369.71 2.640 0.242 2.352 2.593
23.70 2.507 369.71 2.636 0.242 2.348 2.590
23.73 2.504 369.71 2.633 0.242 2.344 2.586
23.77 2.500 369.71 2.629 0.242 2.341 2.582
23.80 2.496 369.71 2.625 0.242 2.337 2.579
23.83 2.493 369.71 2.622 0.242 2.333 2.575
23.87 2.489 369.71 2.618 0.242 2.329 2.571
23.90 2.485 369.71 2.615 0.242 2.326 2.568
23.93 2.482 369.71 2.611 0.242 2.322 2.564
23.97 2.478 369.71 2.607 0.242 2.318 2.560
24.00 2.475 369.71 2.604 0.242 2.315 2.556
24.03 1.978 369.71 2.590 0.242 2.300 2.542
24.07 0.988 369.71 2.544 0.242 2.253 2.495
24.10 0.329 369.70 2.465 0.243 2.174 2.416
24.13 0.000 369.69 2.369 0.243 2.083 2.327
24.17 0.000 369.68 2.269 0.244 1.990 2.234
24.20 0.000 369.67 2.172 0.245 1.901 2.146
24.23 0.000 369.66 2.080 0.245 1.815 2.060
24.27 0.000 369.66 1.992 0.246 1.733 1.978
24.30 0.000 369.65 1.907 0.246 1.653 1.900
24.33 0.000 369.64 1.825 0.247 1.577 1.824
24.37 0.000 369.63 1.759 0.247 1.511 1.759
24.40 0.000 369.63 1.697 0.248 1.449 1.697
24.43 0.000 369.62 1.637 0.248 1.389 1.637
24.47 0.000 369.61 1.580 0.249 1.331 1.580
24.50 0.000 369.61 1.524 0.249 1.275 1.524
24.53 0.000 369.60 1.471 0.249 1.221 1.471
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
24.57 0.000 369.60 1.419 0.250 1.169 1.419
24.60 0.000 369.59 1.369 0.250 1.119 1.369
24.63 0.000 369.59 1.321 0.250 1.070 1.321
24.67 0.000 369.58 1.275 0.251 1.024 1.275
24.70 0.000 369.58 1.238 0.251 0.985 1.236
24.73 0.000 369.57 1.203 0.251 0.948 1.199
24.77 0.000 369.57 1.170 0.252 0.912 1.163
24.80 0.000 369.56 1.137 0.252 0.877 1.129
24.83 0.000 369.56 1.105 0.252 0.843 1.095
24.87 0.000 369.55 1.075 0.252 0.810 1.063
24.90 0.000 369.55 1.045 0.253 0.778 1.031
24.93 0.000 369.55 1.016 0.253 0.747 1.000
24.97 0.000 369.54 0.988 0.253 0.718 0.971
25.00 0.000 369.54 0.961 0.253 0.689 0.942
25.03 0.000 369.53 0.935 0.253 0.660 0.914
25.07 0.000 369.53 0.909 0.254 0.633 0.887
25.10 0.000 369.53 0.884 0.254 0.606 0.860
25.13 0.000 369.52 0.860 0.254 0.581 0.835
25.17 0.000 369.52 0.837 0.254 0.556 0.810
25.20 0.000 369.52 0.818 0.254 0.536 0.791
25.23 0.000 369.51 0.800 0.255 0.518 0.773
25.27 0.000 369.51 0.782 0.255 0.500 0.755
25.30 0.000 369.51 0.764 0.255 0.482 0.737
25.33 0.000 369.51 0.747 0.255 0.465 0.720
...End

4/11/23, 12:49 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
Name Grass Spillway
Discharge 71.97
Peak Flow Period 1
Channel Slope 0.5
Channel Bottom Width 15
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 71.97 cfs 17.81 ft/s 0.27 ft 0.024 8.5 lbs/ft2 8.27 lbs/ft2 1.03 STABLE H
P550
Unvegetated
Underlying Straight 71.97 cfs 17.81 ft/s 0.27 ft 0.024 8.05 lbs/ft2 8.01 lbs/ft2 1 STABLE H
Substrate
Shoremax w/ Straight 71.97 cfs 19.21 ft/s 0.25 ft 0.021 14 lbs/ft2 7.65 lbs/ft2 1.83 STABLE G
P550 Reinforced
Vegetation
Underlying Straight 71.97 cfs 19.21 ft/s 0.25 ft 0.021 8.5 lbs/ft2 7.43 lbs/ft2 1.14 STABLE G
Substrate
https://ecmds.com/project/151829/spillway-analysis/243135/show 1/1

Pond Report 5
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,04/11 /2023
Pond No. 1 - BMP Pond
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation.Begining Elevation=368.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 368.00 22,965 0 0
0.50 368.50 25,955 12,230 12,230
1.00 369.00 27,830 13,446 25,676
1.40 369.40 29,345 11,435 37,111
2.00 370.00 31,625 18,291 55,402
3.00 371.00 35,470 33,548 88,950
4.00 372.00 38,655 37,063 126,012
5.00 373.00 41,275 39,965 165,977
6.00 374.00 43,950 42,613 208,590
7.00 375.00 46,685 45,318 253,907
8.00 376.00 49,475 48,080 301,987
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 24.00 3.00 0.00 0.00 Crest Len(ft) = 4.00 12.00 15.00 0.00
Span(in) = 24.00 3.00 0.00 0.00 Crest El.(ft) = 369.40 372.60 374.50 0.00
No.Barrels = 1 1 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El.(ft) = 368.00 368.00 0.00 0.00 Weir Type = Rect Broad Broad ---
Length(ft) = 54.00 0.50 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 1.85 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)
8.00 376.00
6.00 374.00
4.00 •
372.00
2.00 - 370.00
0.00 368.00
0.0 10.0 20.0 30.0 40.0 50.0 60.0 70.0 80.0 90.0 100.0 110.0 120.0 130.0 140.0
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 16.06 2 726 63,810 BMP Pre-Developed
2 SCS Runoff 64.15 2 718 128,375 BMP Post-Developed
3 Reservoir 7.104 2 742 125,693 2 370.04 56,846 Post Through Pond
5 SCS Runoff 0.575 2 240 6,894 BMP Post-Developed
6 Reservoir 0.087 2 366 6,175 5 368.26 6,395 1.0-in Storm Thru Pond
Wet Pond(Wimberley).gpw Return Period: 1 Year Tuesday, 04/ 11 /2023

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,04/11 /2023
Hyd. No. 1
BMP Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 16.06 cfs
Storm frequency = 1 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 63,810 cuft
Drainage area = 31.040 ac Curve number = 65.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 16.80 min
Total precip. = 3.07 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Pre-Developed
Q (cfs) Hyd. No. 1 -- 1 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
—Et—
6.00 6.00
I
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)

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,04/11 /2023
Hyd. No. 2
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 64.15 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 128,375 cuft
Drainage area = 31.040 ac Curve number = 78.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.07 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Post-Developed
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
70.00 70.00
60.00 i 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. 2 Time (min)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,04/11 /2023
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 7.104 cfs
Storm frequency = 1 yrs Time to peak = 742 min
Time interval = 2 min Hyd. volume = 125,693 cuft
Inflow hyd. No. = 2 - BMP Post-Developed Max. Elevation = 370.04 ft
Reservoir name = BMP Pond Max. Storage = 56,846 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 1 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
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 56,846 cuft

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,04/11 /2023
Hyd. No. 5
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 0.575 cfs
Storm frequency = 1 yrs Time to peak = 240 min
Time interval = 2 min Hyd. volume = 6,894 cuft
Drainage area = 31.040 ac Curve number = 78.6
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 1 0.50
0.40 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 Tuesday,04/11 /2023
Hyd. No. 6
1.0-in Storm Thru Pond
Hydrograph type = Reservoir Peak discharge = 0.087 cfs
Storm frequency = 1 yrs Time to peak = 366 min
Time interval = 2 min Hyd. volume = 6,175 cuft
Inflow hyd. No. = 5 - BMP Post-Developed Max. Elevation = 368.26 ft
Reservoir name = BMP Pond Max. Storage = 6,395 cuft
Storage Indication method used.
1.0-in Storm Thru Pond
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
1.00 1 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 L0.40
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 = 6,395 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 28.76 2 726 101,534 BMP Pre-Developed
2 SCS Runoff 89.25 2 718 179,763 BMP Post-Developed
3 Reservoir 15.62 2 726 177,055 2 370.65 77,275 Post Through Pond
5 SCS Runoff 0.000 2 n/a 0 BMP Post-Developed
6 Reservoir 0.000 2 n/a 0 5 368.00 0.000 1.0-in Storm Thru Pond
Wet Pond(Wimberley).gpw Return Period: 2 Year Tuesday, 04/ 11 /2023

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,04/11 /2023
Hyd. No. 1
BMP Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 28.76 cfs
Storm frequency = 2 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 101,534 cuft
Drainage area = 31.040 ac Curve number = 65.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 16.80 min
Total precip. = 3.71 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Pre-Developed
Q (cfs) Hyd. No. 1 -- 2 Year Q (cfs)
30.00 30.00
25.00 i 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
7 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 Tuesday,04/11 /2023
Hyd. No. 2
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 89.25 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 179,763 cuft
Drainage area = 31.040 ac Curve number = 78.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 3.71 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Post-Developed
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
90.00 90.00
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
J— ---------
0.00 A — 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 Tuesday,04/11 /2023
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 15.62 cfs
Storm frequency = 2 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 177,055 cuft
Inflow hyd. No. = 2 - BMP Post-Developed Max. Elevation = 370.65 ft
Reservoir name = BMP Pond Max. Storage = 77,275 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
90.00 90.00
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
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 77,275 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 70.37 2 726 227,205 BMP Pre-Developed
2 SCS Runoff 163.81 2 716 333,229 BMP Post-Developed
3 Reservoir 28.04 2 726 330,480 2 372.60 149,889 Post Through Pond
5 SCS Runoff 0.000 2 n/a 0 BMP Post-Developed
6 Reservoir 0.000 2 n/a 0 5 368.00 0.000 1.0-in Storm Thru Pond
Wet Pond(Wimberley).gpw Return Period: 10 Year Tuesday, 04/ 11 /2023

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,04/11 /2023
Hyd. No. 1
BMP Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 70.37 cfs
Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 227,205 cuft
Drainage area = 31.040 ac Curve number = 65.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 16.80 min
Total precip. = 5.45 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Pre-Developed
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
80.00 i i 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)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,04/11 /2023
Hyd. No. 2
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 163.81 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 333,229 cuft
Drainage area = 31.040 ac Curve number = 78.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.45 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Post-Developed
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
180.00 180.00
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time (min)

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,04/11 /2023
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 28.04 cfs
Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 330,480 cuft
Inflow hyd. No. = 2 - BMP Post-Developed Max. Elevation = 372.60 ft
Reservoir name = BMP Pond Max. Storage = 149,889 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
180.00 180.00
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 149,889 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 149.01 2 724 467,105 BMP Pre-Developed
2 SCS Runoff 286.95 2 716 597,504 BMP Post-Developed
3 Reservoir 71.97 2 724 594,718 2 375.28 267,172 Post Through Pond
5 SCS Runoff 0.000 2 n/a 0 BMP Post-Developed
6 Reservoir 0.000 2 n/a 0 5 368.00 0.000 1.0-in Storm Thru Pond
Wet Pond(Wimberley).gpw Return Period: 100 Year Tuesday, 04/ 11 /2023

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,04/11 /2023
Hyd. No. 1
BMP Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 149.01 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 467,105 cuft
Drainage area = 31.040 ac Curve number = 65.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 16.80 min
Total precip. = 8.21 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Pre-Developed
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
160.00 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
— —
40.00 40.00
20.00 20.00
0.00 - \ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2022 Tuesday,04/11 /2023
Hyd. No. 2
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 286.95 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 597,504 cuft
Drainage area = 31.040 ac Curve number = 78.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 8.21 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
BMP Post-Developed
Q (cfs) Hyd. No. 2 -- 100 Year Q (cfs)
320.00 320.00
280.00 280.00
240.00 240.00
200.00 200.00
160.00 160.00
120.00 120.00
80.00 80.00
40.00 40.00
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 Tuesday,04/11 /2023
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 71.97 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 594,718 cuft
Inflow hyd. No. = 2 - BMP Post-Developed Max. Elevation = 375.28 ft
Reservoir name = BMP Pond Max. Storage = 267,172 cuft
Storage Indication method used.
Post Through Pond
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
320.00 320.00
280.00 280.00
240.00 240.00
200.00 - 200.00
160.00 160.00
120.00 120.00
80.00 80.00
40.00111V"mr 40.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 3 Hyd No. 2 111111111 Total storage used = 267,172 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 Tn Troruc 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 min (min) (10 min) 0.6'Tc(hrs)
1 100 414.0 409.8 0.042 3.71 0.24 9.85 1280 409.8 363 0.03656 Unpaved 3.10 6.88 16.73 16.73 0.17 1
4/11/202312:42 PM GM,D140\pmlects7IMECONC_Wlmberley.xls