SW6230601_Stormwater Report_20231206

Sloan wafer Mat7ageMenl Reporf
A ugusf 30, 2023 C'
�F�.S510,yq.,9 '.
Wimberly - SEAL -
05i 57i
Aberdeen Road
Aberdeen , Hoke County, NC
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
Fi rm#F- 1445

TABLE OF CONTENTS
OVERVIEW
FIGURES
SOILS SURVEY & SOIL INFORMATION
USGS TOPOGRAPHIC MAP
FIMA FIRM MAP
WATER SURFACE CLASSIFICATIONS
HUC
NOAA POINT PRECIPITATION FREQUENCY ESTIMATES
WATER QUANTITY- WET POND
DRAINAGE ARIA MAP
DESIGN SUPPLEMENT
CN VALUES
PRE-DEVELOPMENT HYDROGRAPHS
POST-DEVELOPMENT HYDROGRAPHS
TIMI VS. VOLUME (STORAGE)
TIMI VS. ELEVATION (STAGE)
ELEVATION-VOLUME-FLOW SUMMARY
SCM SUMMARY
TIMI OF CONCENTRATION
RIP-RAP CALCULATIONS

OVERVIEW
This report contains the storm water management overview for the residential
project Wimberly on Aberdeen Road in Hoke County. The project site is
currently undeveloped. The proposed site consists of 48.47 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 3.617 acres of 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 30.69 ac with an impervious area of 9.09 ac. There is a 58,915
sf lot on the site that is designed for 80% impervious BUA ( 47,132 sf). The
drainage area also includes 24,636 sf of NCDOT ROW that is assumed 100%
impervious BUA for the calculations. 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 89,295 sf 2.05 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% 47, 132 sf 1 .08 ac
NCDOT Right—of—way 24,636 sf 0.57 ac
Total IA to Pond 395,910 sf 9.09 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.

WATER QUALITY/QUANTITY-WET POND

Hydrologic Soil Group—Hoke County, North Carolina
v �o
647000 647100 647200 647300 647400 647500 647600 647700 647800 647900 648000 648100
35o 6'13"N 35o 6'13"N
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Soil MaN may not he valiel at this scale.
35o 5'47"N 35o 5'47"N
647000 647100 647200 647300 647400 647500 647600 647700 647800 647900 648000 648100 648200
v �o
Map Scale:1:5,560 if printed on A landscape(11"x 8.5")sheet.
Meters
N 0 50 100 200 300
Feet
0 250 500 1000 1500
Map projection:Web Mercator Conermordinates:WGS84 Edge tics:UTM Zone 17N WGS84
usoA Natural Resources Web Soil Survey 2/10/2023
Conservation Service National Cooperative Soil Survey Pagel of 4

Hydrologic Soil Group—Hoke County, North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest(A01) ❑ C The soil surveys that comprise your AOI were mapped at
0 Area of Interest(AOI) 0 C/D 1:24,000.
Soils D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons �
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
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
0 B
scale.
Transportation
Q B/D Rails Please rely on the bar scale on each map sheet for map
Q C measurements.
­0 Interstate Highways
0 C/D US Routes Source of Map: Natural Resources Conservation Service
D Web Soil Survey URL:
Major Roads Coordinate System: Web Mercator(EPSG:3857)
LJ 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
* 0 q distance and area.A projection that preserves area,such as the
Aerial Photography Albers equal-area conic projection,should be used if more
* 0 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.
0 C Soil Survey Area: Hoke County, North Carolina
Survey Area Data: Version 20, Sep 8,2022
r 0 C/D
Soil map units are labeled(as space allows)for map scales
0 D 1:50,000 or larger.
A 0 Not rated or not available Date(s)aerial images were photographed: Apr 23,2022—Apr
Soil Rating Points 27,2022
0 A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
0 A/D imagery displayed on these maps.As a result,some minor
0 B shifting of map unit boundaries may be evident.
0 B/D
uson 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 62.6 100.0%
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 FI RMette *FEMA Legend
79o23'W 35o6'19"N SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
i � Without Base Flood Elevation(BFE)
Zone A,V,A99
SPECIAL FLOOD With BFE or Depth ZoneAE,AD,AH,ve,Aa
HAZARD AREAS Regulatory Floodway
0.2%Annual Chance Flood Hazard,Areas
of 1%annual chance flood with average
#, _ depth less than one foot or with drainage
■ areas of less than one square mile Zonex
Future Conditions 1%Annual
'- Chance Flood Hazard Zonex
" Area with Reduced Flood Risk due to
' OTHER AREAS OF Levee.See Notes.Zone
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FLOOD HAZARD Area with Flood Risk due to Leveezone D
NO SCREEN Area of Minimal Flood Hazard
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F OTHER AREAS Area of Undetermined Flood Hazard
r GENERAL -—-- Channel,Culvert,or Storm Sewer
STRUCTURES i i i i i i i Levee,Dike,or Floodwall
e zo.z Cross Sections with 1%Annual Chance
■ 17.5 Water Surface Elevation
HIE UTY �4RE�4 O F Iti+l I N I MA LLO{)D I IJI a- - - Coastal Transect
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Limit of Study
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OTHER _ Profile Baseline
FEATURES
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Digital Data Available N
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MAP PANELS ® Unmapped
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The pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
This map complies with FEMA's standards for the use of
- digital flood maps if it is not void as described below.
' The basemap shown complies with FEMA's basemap
accuracy standards
IL
• . The flood hazard information is derived directly from the
7 authoritative NFHL web services provided by FEMA.This map
• + was exported on 2/10/2023 at 2:57 PM and does not
reflect changes or amendments subsequent to this date and
time.The NFHL and effective information may change or
■
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dr
if This map image is void if the one or more of the following map
elements do not appear:basemap imagery,flood zone labels,
legend,scale bar,map creation date,community identifiers,
FIRM panel number,and FIRM effective date.Map images for
Feet 1 6 79022'22"W 3505'50"N unmapped and unmodernized areas cannot be used for
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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* 14.W
Latitude: 35.1012*, Longitude: -79.378°
Elevation: 399.67 ft**
*source:ESRI Maps "w
**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 1.18 1.26 1.34 1.41 1.50 1.56
(0.638-0.774) (0.756-0.916) (0.879-1.07) (0.967-1.17) 1 (1.07-1.30) 1 (1.14-1.39) 1 (1.20-1.47) 1 (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 1.70 1.78 1.88 1.96
(0.798-0.967) (0.950-1.15) 1 (1.11-1.35) 1 (1.22-1.49) 1 (1.35-1.65) 1 (1.44-1.76) 1 (1.52-1.86) 1 (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) 1 (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 4.89 5.47 5.93
(1.59-1.96) 1 (1.93-2.37) (2.41-2.96) 1 (2.77-3.41) 1 (3.24-4.01) 1 (3.60-4.48) 1 (3.96-4.95) 1 (4.31-5.43) (4.78-6.08) (5.14-6.59)
3-hr 1.86 2.25 2.83 3.28 3.91 4.41 4.93 5.48 6.24 6.85
(1.68-2.07) 1 (2.04-2.51) 1 (2.56-3.15) 1 (2.96-3.66) 1 (3.51-4.35) 1 (3.93-4.91) 1 (4.37-5.47) 1 (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) 1 (2.43-2.97) (3.06-3.73) 1 (3.55-4.34) 1 (4.21-5.17) (4.73-5.85) (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 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) 11 (9.38-11.2) (10.2-12.2)
3.57 4.31 5.39 6.25 7.43 8.37 9.33 10.3 11.7 12.8
2tlay (3.32-3.85) 1 (4.01-4.65) (5.01-5.82) (5.79-6.74) (6.86-8.00) (7.70-9.01) 1 (8.57-10.1) 1 (9.44-11.1) (10.6-12.6) (11.6-13.8)
3.79 4.56 5.68 6.57 7.78 8.75 9.74 10.8 12.2 13.3
3tlay (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) 1 (9.88-11.6) 11 (11.1-13.1) (12.1-14.3)
4.01 4.82 5.97 6.88 8.14 9.13 10.2 11.2 12.7 13.8
4tlay (3.75-4.29) (4.51-5.15) (5.57-6.37) (6.41-7.34) (7.56-8.69) (8.45-9.75) (9.38-10.9) 1 (10.3-12.0) 11 (11.6-13.6) (12.6-14.8)
4.63 5.54 6.77 7.75 9.11 10.2 11.3 12.4 14.0 15.2
7tlay (4.33-4.96) (5.18-5.93) (6.33-7.25) (7.23-8.30) (8.46-9.74) (9.44-10.9) 1 (10.4-12.1) 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) (10.4-11.8) 1 (11.3-13.0) 1 (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) 1 (7.97-8.94) (9.44-10.6) (10.6-11.9) 1 (12.1-13.6) 1 (13.3-15.0) (14.5-16.4) (15.7-17.8) (17.3-19.8) (18.5-21.3)
30-day 8.86 10.4 12.2 13.5 15.3 16.6 18.0 19.3 21.1 22.5
(8.38-9.37) 1 (9.87-11.0) 1 (11.5-12.9) (12.8-14.3) (14.4-16.2) (15.7-17.6) 1 (16.9-19.0) 1 (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) 1 (12.5-13.9) (14.3-15.9) 1 (15.7-17.5) 1 (17.5-19.5) 1 (18.8-21.1) 1 (20.1-22.6) 1 (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) (20.4-22.7) (21.9-24.4) (23.3-26.0) (24.7-27.6) (26.4-29.7) (27.7-31.3)
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.
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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
PD5-based depth-duration-frequency (DDF) curves
Latitude: 35-1012 Longitude: -79.3780'
30
Average recurrence
25 --- --- interval
{years}
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25 ------------------ -------- ----------- -------- ------- ------
c
ti Duration
L20 __________________ ________4_ _______ _______
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15 .- ............ ...--- :.---- .................. — —10-fT1111 3-day
.2 15-min — "ay
49 — 3D-min — 7,day
CL
10 --.. ... . - .... — 6OLmm — 10-clay
a — 2-fir 20-day
— 3-hr — 30-day
5�rr — 40-say
---- — 12-hr — 60-day
p — 24-hr
1 2 5 1d 25 50 100 200 500 1000
Average recurrence interval (years)
NOAAAtias 14,Volume 2,Version 3 Created(GMT): Fri Feb 10 19:57:59 2023
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Maps & aerials
Small scale terrain
https://hdsc.nws.noaa.gov/hdsc/pfds/pfds-printpage.html?lat=35.1012&Ion=-79.3780&data=depth&units=english&series=pds 2/4

2/10/23,2:58 PM Precipitation Frequency Data Server
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https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.1012&Ion=-79.3780&data=depth&units=english&series=pds 3/4

2/10/23,2:58 PM Precipitation Frequency Data Server
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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
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A
POST-DEVELOPED DRAINAGE AREA a
WIMBERLEYTRACT Bowman
z rro; reE Is,srss90
ABERDEEN ROAD,ABERDEEN,HOKE COUNTY,NC

FORM510ADED
tOJECT INFORMATION
1 Project Name
inberly
2 Project Area fac) 48.47
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
)MPLIANCE WITH 02H.4003(4)
7 Width of vegetated setbacks provided feet "'30
8 Will the ve etated setback remain ve etated? Yes
9 If BUA is proposed in the setback,does it meet NCAC 02H.1003 4 c-d? NIA
0 Is streambank stabilization proposed on this project? No
JMBERAND:TYPE OF.SCMs:
1 Infiltration System 0
2 Bioretention Cell 0
3 Wet Pond 1
4 Stormwater Wetland 0
5 Permeable Pavement ...0
6 Sand Filter 0
7 Rainwater Harvesting RWH 0
8 Green Roof 0
9 Level Spreader-Filter Stri (IS-FS 0
'0 Disconnected Impervious Surface(DIS) ...0
1 Treatment Swale 0
2 Dry Pond 0
3 StormFilter 0'
.4 Silva Cell 0`
5 13a i[ter 0
'6 Filterra
FORMS LOADED
:SIGNER CE RTIFI CATION.
'7 Name and Title: Carlo Pardo,PE '
.8 Organization: Bowman North Carolina.Ltd.
'9 Street address: 4006 Barrett Drive,Suite 104
'0 Ci ,State,Zip: Raleigh,NC 27609
1 Phone number(s): 919-553-6570
,2 Email: cpardo@bowman:com
Certificafion Statement
I c e rt ifyj under penalty o. law that this Supplement-EZ fours and all supporting information were prepared under my direction or supervision that the ,..
information provided m the farm is to the best of my knowledge and belief true accurate and complete and;tllatthe engineering plans
specifications operation andmnaintenance agreeri tints and other supporting information are consistent with,the information provided here
Designer
SEAL Sign. re of Designer
051571
y
.FNGI�IE�-�•'�O
//1Jlllll�ihll U
ea! Date

rrwr+rrwnvr.., r�r��r►v
I Is this a high density project? Yes
2 If so,number of drainage areaslSCMs -`.1
3 Does this project have low density areas? No
1 If so,number of low density drainage areas 0
Is all/part of this project subject to previous rule
5 versions? No
FORMS LOADED
2AINAGE AREA INFORMATION Entire'Site 1
1 Type of SCM Wet Pond
3 Total drainage area(sq ft 2111526 sf 1336945
3 Onsite drainage area(sq ft >2111526 sf 1312309
7 Offsite drainage area(sq ft 24636
3 Total BUA in project(sq ft 371274 sf 395910 sf
New BUA on subdivided lots(subject to permitting)
3 (sg ft 220000 sf 220000 sf
New BUA not on subdivided lots(subject to
permitting) s 151274 sf .175910 sf
1 Offsite BUA s ft 24636 sf
2 Breakdown of new BUA not on subdivided lots:
Parking(sq ft
Sidewalk(sq ft 14847 sf 14847 sf
Roof(sq ft
Roadway s ft 89295 sf 89295 sf
Future(sq ft 47132 sf 47132 sf
-Other,please specify in the comment box
below(sq ft
New infiltrating permeable pavement on
3 subdivided lots s ft
New infiltrating permeable pavement not on
1 subdivided lots(sq ft
Existing BUA that will remain(not subject to
5permitting) s ft
3 Existing BUA that is alreadpermitted-.(s�g..fq.
7 Existing BUA that will be removed(sq ft
3 Percent BUA 17.58% 29.6%
3 Desi n storm inches 1.0 in
3 Design volume of SCM cu ft 100598 of
1 Calcula€ion method for design volume Simple.Method
)DITIONAL`1NFORMATION
Please use this space to provide any additional information about the
2 drainage areas):
e'Future'BUA is 80%of the 58,915 sf lot next to Lot#1:The"off-site BUA
24.636 sf of NCDOT ROW in the drainage area.that was'assu med.100%
pervious for the wet pond design.The impervious area forthe mail kiosk
ross from Lot#53 is accounted for in`Roadway'.'

r V ■ r \i I r V
1 Drainage area number 1
2 Minimum re wired treatment volume cu ft 35264 of
NERAL MDC FROM 02H.1050
3 Is the SCM sized to treat the SW from all surfaces at build-out? Yes
4 Is the SCM located away from contaminated soils? Yes
5 What are the side slopes of the SCM H:V? 3:1
6 Does the SCM have retaining walls,gabion walls or other engineered No
side slopes_?
7 Are the inlets,outlets,and receiving stream protected from erosion Yes
10- ear storm)?
a 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 referred
10 If applicable,will the SCM be cleaned out after construction? Yes
11 Does the maintenance access comply with General MDC(8)? Yes
12 Does the drainage easement comply with General MDC 9? Yes
13 If the SCM is on a single family lot,does(will?)the plat comply with N/A
General MDC 10?
14 Is there an O&M Agreement that complies with General MDC(11)? Yes
151 Is there an O&M Plan that complies with General MDC 12? Yes
16 Does the SCM follow the devices edfc;MDC? Yes
17 Was the SCM desi ned b an NC Licensed rofessional? Yes
T POND MDC FROM 02H.1053
18 Sizing method used SAIDA
19 Has a sta etstora a table been 2rovided in the calculations? Yes
20 Elevation of the excavated main pool depth(bottom of sediment 361.00
removal)(fmsl
21 Elevation of the main pool bottom(top of sediment removal)(fmsl) 362.00
22 Elevation of the bottom of the ve etated shelf fmsl 366.50
23 Elevation of the permanent pool fmsl 367.00
24 Elevation of the top of the vegetated shelf fmsl 367.50
25 Elevation of the tem orspool fmsl 369,80
26 Surface area of the main permanent eool(square feet) 22010
27 Volume of the main permanent pool cubic feet 86865 of
28 Averse depth of the main pool feet 4.33 ft
29 Averse depth equation used j Equation 3
30 If using equation 3,main pool perimeter feet 700.0 ft
31 if usin2 equation 3,width of submerged veg.shelf feet &0 ft
32 Volume of the foreba cubic feel 14800 c€
33 Is this 15.20%of the volume in the main ool? Yes
34 Clean-out depth for foreba inches 30 in
35 Design volume of SCM(cu ft) 100598 cf
36 Is the outlet an orifice or a weir? Orifice
37 If orifice,orifice diameter(inches) 4.00 in
38 If weir,weir height(inches)
39 if weir,weir length inches
40 Drawdown time for the temporary poet(days) 4.39
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) 36 in
44 Depth of rebay at exit(inches) 30 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
permanentpool?.
49 Does the pond minimize impacts to the receiving channel from the 1- Yes
r,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 Hasa planting plan been provided for the vegetated shelf? Yes
IDITIONAL INFORMATION
55 Please use this space to provide any additional information about the
wet pond(s):

Bowman North Carolina, Ltd.
Wimberly,Aberdeen, NC
Curve Number Calculation (CN)
Pre-Developed Conditions(Wet Pond)
DrainageArea(acresZ 30.69
Existing Soil Groups:
Soi/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 20.84 68%
Existing Land Uses:
Land Use Description Existinq Soil Group Acres Curve# Weighted CN
Wooded - Good Stand A 9.69 50 15.8
Wooded - Good Stand C 21.00 73 50.0
Cumulative Curve#= 65.7

Bowman North Carolina, Ltd.
Wimberly,Aberdeen, NC
Curve Number Calculation (CN)
Post-Developed Conditions(Wet Pond)
DrainageArea(acresZ 30.69
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 20.84 68%
Existing Land Uses:
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Open Space-Good Condition A 6.28 55 11.3
Open Space-Good Condition C 15.32 77 38.4
Impervious Area 9.09 98 29.0
Cumulative Curve#= 78.7

Proposed Wet Pond
Project Information
Project Name: Wimberly
Project#: 220164-01-003
Designed by: CID Date: 4/11/2023
Revised by: MCB Date: 8/25/2023
Checked by: Date:
Site Information
Sub Area Location: Drainage To Proposed Wet Pond
Drainage Area (DA) = 30.69 Acres 1,336,945 sf
Impervious Area (IA) = 9.09 Acres 395,910 sf
Percent Impervious (I) = 29.61 % 29.61 %
Required Surface Area
Permament Pool Depth: 4.33 ft
SA/DA= 0.898
Min Req'd Surface Area = 12,000 sf(at Permanent Pool)
Required WQv Storage Volume
Design Storm = inch Non-Coastal County
Determine Rv Value = 0.05 + .009 (I) = 0.317 in/in
Storage Volume Required = cf(above Permanent Pool)
Elevations
Top of Pond Elevation = 375.00 ft
Temporary Pool Elevation = 369.80 ft
Permanent Pool Elevation = 367.00 ft
Shelf Begining Elevation = 367.50 ft
Forebay Weir= 366.00 ft
Shelf Ending Elevation = 366.50 ft
Bottom Elevation = 362.00 ft
Permanent Pool Area
Area @ Top of Permanent Pool = 22,010 sf
Volume of Temporary Storage = 100,598 cf
Is Permenant Pool Surface Area Sufficient (yes/no)? ( 22010 > 12000 ) sf
Volume of Storage for Design Storm = 100,598 Yes ( 100598 > 35264 ) cf

Incremental Drawdown Time
STORMWATER POND
INCREMENTAL DRAWDOWN METHOD-Water Quality Volume
Project Information
Project Name: Wimberly
Project#: 220164-01-003
Designed by: CP Date: 4/11/2023
Revised by: MCB Date: 8/25/2023
Checked by: Date:
Water Quality Orifice
"Incremental Determination of Water Quality Volume Drawdown Time
Zone 3 Q3=0.0437 Cp"D2((Z-D/24-Ei)/3)-""
4_1
Zone 2 Q QZ=0.372 CD"D"(Z-Ei)^(3/2)
Zone 1 Q,=0
1
Orifice Diameter(D)= 4 in
Cd= 0.6
Ei= 367 Orifice Inv.
Zone 1 Range= 0.00 to 367
Zone 2 Range= 367 to 367.1
Zone 3 Range= 367.1 to
Incremental Drawdown Method
Contour Incremental Drawdown
Countour Area Volume Stage,Z Zone Q Time
sq ft cu ft ft cfs min
367.00 29,810 0 0.00 2.00 0.000
367.50 32,690 15,625 0.50 3.00 0.140 1,862
368.00 34,530 16,805 1.00 3.00 0.221 1,267
369.00 1 38,230 36,380 2.00 3.00 0.328 1,849
369.80 41,240 31,788 2.80 3.00 0.393 1,348
Total 100,598 6,326
Drawdown Time=Incremental Volume/Q/60sec/min
Summary
Total Volume= 100,598 cf
Total Time= 6,326 min
Total Time= 4.39 days
8/30/2023 Prop Wet Pond-new design(Wimberley).xls 1 of 1

Proposed Wet Pond
Project Information
Project Name: Wimberly
Project#: 220164-01-003
Designed by: CID Date: 4/11/2023
Revised by: MCB Date: 8/25/2023
Checked by: Date:
Site Information
Sub Area Location: Drainage to Proposed Pond
Drainage Area (DA) = 30.69 Acres
Impervious Area (IA) = 9.09 Acres
Percent Impervious (I) = 29.61 % (Drainage Area)
Orifice Sizing
Orifice Size = 4.00 in (Diameter)
Drawdown Time = 4.39 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 Ibs
Factor of Safety 1.20
WT Req'd of Anti-Flotation Device: 15,575 Ibs
Volume of Concrete Req'd: 103.8 cf (Unit WT of Concrete = 150 pcf)
Volume Provided: 117.5 cf (4'x4' riser x 5' =80 sf, 5'x5'footing x 1.5' =37.5cf)

Project: Date: 8/30/2023
Main-Pond Contours-Volumes
Elevation Main-Pond Incremental Vol. Accumulated Vol. Description
367 22,010 10,488 86,865 A2(Perm-Pool)
366.5 19,940 9,803 76,378 Al (Bottom-Shelf)
366 19,270 18,600 66,575
365 17,930 17,280 47,975
364 16,630 15,985 30,695
363 15,340 14,710 14,710
362 14,080 0 0 A3(Bottom-Pond)
Forebay Contours-Volumes
Elevation FBI FB2 FB3 Total-Areas Incremental Vol. Accumulated Vol.
367 7,160 7,160 3,455 14,800
366.5 6,660 6,660 3,205 11,345
366 6,160 6,160 5,670 8,140
365 5,180 5,180 2,470 2,470
364.5 4,700 4,700 0 0
Forebay Volume 17.0% *Between 15%&20%
Average Depth (Option 1) 3.83 *At least 3'average depth
Average Depth Calculation (Option 2)
Vpp 86,865
permeter of shelf 700
width of shelf 3
Al (Bottom-Shelf): 19,940
Average Depth = 4.33

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ILTER MEDIA (SEE NOTE 2)
SILT FENCE AS NEEDED UMP
F LOW
FQ
NOTES: ATER LEVEL
1. PRIOR TO INSTALLATION, MANUFACTURER SPECIFICATIONS OF FILTER MEDIA SHALL BE REVIEWED TO
ENSURE THAT DISCHARGE FROM FILTER MEDIA SHALL MEET OR EXCEED THE PROVISIONS OF THE CLEAN
WATER ACT.
2. ENSURE THAT PUMP PRESSURE DOES NOT EXCEED FILTER MEDIA PRESSURE RATING.
3. FILTER MEDIA MAY BE, BUT NOT LIMITED TO, SAND MEDIA FILTRATION DEVICES, RATED FILTER FABRIC
BAGS OR POLYMER BASED DEWATERING PRACTICES. li
4. PUMP STRAINER SHALL NOT BE IN CONTACT WITH BOTTOM OF POND. '
BMP POND DEWATERING LOW POINT
NOTES:
1. SEE DESIGN PLANS FOR SPECIFIED DIMENSIONS OF RISER.
2. TRASH RACK DIMENSION CRITERIA SPECIFIED IS APPROXIMATE AND VARIES BY MANUFACTURER.
3. INSTALLATION OF TRASH RACK SHALL BE ACCORDING TO MANUFACTURER'S RECOMMENDATIONS.
4. ALL COMPONENTS OF TRASH RACK SHALL BE OF STAINLESS STEEL OR OTHER NON-CORROSIVE MATERIAL.
5. ALL MOUNTING HARDWARE SHALL BE OF STAINLESS STEEL OR OTHER NON-CORROSIVE MATERIAL.
TRASH RACK
NON CORROSIVE MATERIAL 5.5"
@ 5.5" SPACING i
TRASH RACK
i 5.5"
11 H I I I I
❑❑n❑
❑❑❑❑I II 5.5„
I I I I
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❑❑❑❑❑❑
RISER
❑❑❑ ❑❑❑ TRASH RACK SHALL BE INSPECTED
❑❑❑I n II ❑p PERIODICALLY AND ANY DEBRIS ON
�-qI❑❑❑m❑I THE TRASH RACK IS TO BE REMOVED
nEEDEM AND PROPERLY DISPOSED OF.
RISER RISER TRASH RACK DETAIL
SPILLWAY FLOW LONG H B W SS CHANNEL LINING TOP OF EMBANKMENT SPILLWAY ELEVATION
0(100) SLOPE(%) ELEVATION
GRASS 75.42 CFS 33.3% 1.5' 20.0' 29.0' 3:1 STRAW WITH NET NAG 375.0 373.5
SPILLWAY SHOREMAX W/ P300
W
EXTEND LINING TO EXTEND LINING TO
TOP OF SPILLWAY TOP OF SPILLWAY TOP OF EMBANKMENT=375.0
3s H CHANNEL LINING S
S
SPILLWAY ELEVATION=373.5
MATTING SHALL BE AS NOTED
OR APPROVED EQUAL. B
GRASS SPILLWAY DETAIL GRASS SOD ON SPILLWAY
AND SIDE SLOPES

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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 15.88 2 726 63,091 ------ ------ ------ BMP Pre-Developed
2 SCS Runoff 63.74 2 718 127,567 ------ ------ ------ BMP Post-Developed
3 Reservoir 0.663 2 1440 122,446 2 369.78 99,695 Post Through Pond
5 SCS Runoff 0.577 2 240 6,940 ------ ------ ------ BMP Post-Developed
6 Reservoir 0.089 2 366 6,004 5 367.21 6,490 1.0-in Storm Thru Pond
Wet Pond(Wimberley) - Copy.gpw Return Period: 1 Year Wednesday, 08/30/2023

2
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc.v2022 Wednesday,08/30/2023
Hyd. No. 1
BMP Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 15.88 cfs
Storm frequency = 1 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 63,091 cuft
Drainage area = 30.690 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
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)

3
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc.v2022 Wednesday,08/30/2023
Hyd. No. 2
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 63.74 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 127,567 cuft
Drainage area = 30.690 ac Curve number = 78.7
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 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0001 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 AUtodeskS Civil 3DO by Autodesk, Inc.v2022 Wednesday,08/30/2023
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 0.663 cfs
Storm frequency = 1 yrs Time to peak = 1440 min
Time interval = 2 min Hyd. volume = 122,446 cuft
Inflow hyd. No. = 2 - BMP Post-Developed Max. Elevation = 369.78 ft
Reservoir name = BMP Pond Max. Storage = 99,695 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
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 3 Hyd No. 2 ® Total storage used = 99,695 cult

5
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc.v2022 Wednesday,08/30/2023
Hyd. No. 5
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 0.577 cfs
Storm frequency = 1 yrs Time to peak = 240 min
Time interval = 2 min Hyd. volume = 6,940 cuft
Drainage area = 30.690 ac Curve number = 78.7
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
AIW
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 60 120 180 240 300 360 420
Hyd No. 5 Time (min)

6
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc.v2022 Wednesday,08/30/2023
Hyd. No. 6
1.0-in Storm Thru Pond
Hydrograph type = Reservoir Peak discharge = 0.089 cfs
Storm frequency = 1 yrs Time to peak = 366 min
Time interval = 2 min Hyd. volume = 6,004 cuft
Inflow hyd. No. = 5 - BMP Post-Developed Max. Elevation = 367.21 ft
Reservoir name = BMP Pond Max. Storage = 6,490 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 ® Total storage used = 6,490 cult

7
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 28.44 2 726 100,389 ------ ------ ------ BMP Pre-Developed
2 SCS Runoff 88.60 2 718 178,491 ------ ------ ------ BMP Post-Developed
3 Reservoir 2.771 2 860 172,991 2 370.09 112,929 Post Through Pond
5 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ BMP Post-Developed
6 Reservoir 0.000 2 n/a 0 5 367.00 0.000 1.0-in Storm Thru Pond
Wet Pond(Wimberley) - Copy.gpw Return Period: 2 Year Wednesday, 08/30/2023

8
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc.v2022 Wednesday,08/30/2023
Hyd. No. 1
BMP Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 28.44 cfs
Storm frequency = 2 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 100,389 cuft
Drainage area = 30.690 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 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

9
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc.v2022 Wednesday,08/30/2023
Hyd. No. 2
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 88.60 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 178,491 cuft
Drainage area = 30.690 ac Curve number = 78.7
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
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

10
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc.v2022 Wednesday,08/30/2023
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 2.771 cfs
Storm frequency = 2 yrs Time to peak = 860 min
Time interval = 2 min Hyd. volume = 172,991 cuft
Inflow hyd. No. = 2 - BMP Post-Developed Max. Elevation = 370.09 ft
Reservoir name = BMP Pond Max. Storage = 112,929 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
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 3 — Hyd No. 2 ® Total storage used = 112,929 cult

11
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc.v2022 Wednesday,08/30/2023
Hyd. No. 5
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 2 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 30.690 ac Curve number = 78.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 0.00 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
BMP Post-Developed
Q (cfs) Hyd. No. 5 --2 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 0.00
0 20 40 60 80 100 120
Hyd No. 5 Time (min)

12
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc.v2022 Wednesday,08/30/2023
Hyd. No. 6
1.0-in Storm Thru Pond
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 2 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 5 - BMP Post-Developed Max. Elevation = 367.00 ft
Reservoir name = BMP Pond Max. Storage = 0 cuft
Storage Indication method used.
1.0-in Storm Thru Pond
Q (cfs) Hyd. No. 6 --2 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 6 — Hyd No. 5 ® Total storage used = 0 cult

13
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 69.58 2 726 224,643 ------ ------ ------ BMP Pre-Developed
2 SCS Runoff 162.41 2 716 330,467 ------ ------ ------ BMP Post-Developed
3 Reservoir 23.15 2 728 324,779 2 371.22 162,683 Post Through Pond
5 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ BMP Post-Developed
6 Reservoir 0.000 2 n/a 0 5 367.00 0.000 1.0-in Storm Thru Pond
Wet Pond(Wimberley) - Copy.gpw Return Period: 10 Year Wednesday, 08/30/2023

14
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc.v2022 Wednesday,08/30/2023
Hyd. No. 1
BMP Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 69.58 cfs
Storm frequency = 10 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 224,643 cuft
Drainage area = 30.690 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)
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)

15
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc.v2022 Wednesday,08/30/2023
Hyd. No. 2
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 162.41 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 330,467 cuft
Drainage area = 30.690 ac Curve number = 78.7
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)

16
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc.v2022 Wednesday,08/30/2023
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 23.15 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 324,779 cuft
Inflow hyd. No. = 2 - BMP Post-Developed Max. Elevation = 371.22 ft
Reservoir name = BMP Pond Max. Storage = 162,683 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
milk
0.00 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800
Time (min)
— Hyd No. 3 — Hyd No. 2 ® Total storage used = 162,683 cult

17
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc.v2022 Wednesday,08/30/2023
Hyd. No. 5
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 10 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 30.690 ac Curve number = 78.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 0.00 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
BMP Post-Developed
Q (cfs) Hyd. No. 5 -- 10 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 0.00
0 20 40 60 80 100 120
Hyd No. 5 Time (min)

18
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc.v2022 Wednesday,08/30/2023
Hyd. No. 6
1.0-in Storm Thru Pond
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 10 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 5 - BMP Post-Developed Max. Elevation = 367.00 ft
Reservoir name = BMP Pond Max. Storage = 0 cuft
Storage Indication method used.
1.0-in Storm Thru Pond
Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 6 — Hyd No. 5 ® Total storage used = 0 cult

19
Hydrograph Summary Report
Hydraflow Hydrographs Extension for Autodesk@ Civil 3D@ by Autodesk, Inc.v2022
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 147.33 2 724 461,838 ------ ------ ------ BMP Pre-Developed
2 SCS Runoff 284.19 2 716 592,002 ------ ------ ------ BMP Post-Developed
3 Reservoir 75.42 2 724 586,160 2 373.52 274,973 Post Through Pond
5 SCS Runoff 0.000 2 n/a 0 ------ ------ ------ BMP Post-Developed
6 Reservoir 0.000 2 n/a 0 5 367.00 0.000 1.0-in Storm Thru Pond
Wet Pond(Wimberley) - Copy.gpw Return Period: 100 Year Wednesday, 08/30/2023

20
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc.v2022 Wednesday,08/30/2023
Hyd. No. 1
BMP Pre-Developed
Hydrograph type = SCS Runoff Peak discharge = 147.33 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 461,838 cuft
Drainage area = 30.690 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)

21
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc.v2022 Wednesday,08/30/2023
Hyd. No. 2
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 284.19 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 592,002 cuft
Drainage area = 30.690 ac Curve number = 78.7
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)

22
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc.v2022 Wednesday,08/30/2023
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 75.42 cfs
Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 586,160 cuft
Inflow hyd. No. = 2 - BMP Post-Developed Max. Elevation = 373.52 ft
Reservoir name = BMP Pond Max. Storage = 274,973 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
40.00 40.00
0.00 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 ® Total storage used = 274,973 cult

23
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc.v2022 Wednesday,08/30/2023
Hyd. No. 5
BMP Post-Developed
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 100 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 30.690 ac Curve number = 78.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 0.00 in Distribution = SCS 6-Hr
Storm duration = 6.00 hrs Shape factor = 484
BMP Post-Developed
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 0.00
0 20 40 60 80 100 120
Hyd No. 5 Time (min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc.v2022 Wednesday,08/30/2023
Hyd. No. 6
1.0-in Storm Thru Pond
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 100 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 5 - BMP Post-Developed Max. Elevation = 367.00 ft
Reservoir name = BMP Pond Max. Storage = 0 cuft
Storage Indication method used.
1.0-in Storm Thru Pond
Q (cfs) Hyd. No. 6-- 100 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
— Hyd No. 6 — Hyd No. 5 ® Total storage used = 0 cult

8/30/23, 1:58 PM ECMDS 7.0
NORTH North American Green
AMER�CAN 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 75.42
Peak Flow Period 1
Channel Slope 0.33
Channel Bottom Width 20
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix(Sod and Bunch)
Vegetation Density Very Good 80-95%
Soil Type Sandy Loam(GM)
Shoremax - Class C - Mix (Sod & Bunch) - Very Good 80-95%
Normal Permissible Calculated Safety Staple
Phase Reach Discharge Velocity Mannings N Remarks
Depth Shear Stress Shear Stress Factor Pattern
Shoremax w/ Straight 75.42 cfs 14.01 ft/s 0.27 ft 0.025 8.5 Ibs/ft2 5.46 Ibs/ft2 1.56 STABLE F
P300
Unvegetated
Underlying Straight 75.42 cfs 14.01 ft/s 0.27 ft 0.025 5.68 Ibs/ft2 5.34 Ibs/ft2 1.06 STABLE F
Substrate
Shoremax w/ Straight 75.42 cfs 14.21 ft/s 0.26 ft 0.024 14 Ibs/ft2 5.37 Ibs/ft2 2.61 STABLE F
P300 Reinforced
Vegetation
Underlying Straight 75.42 cfs 14.21 ft/s 0.26 ft 0.024 8.5 Ibs/ft2 5.25 Ibs/ft2 1.62 STABLE F
Substrate
https://ecmds.com/project/l 53509/spillway-analysis/250929/show 1/1

10
Hydrograph Report
Hydraflow Hydrographs Extension for AUtodeskS Civil 3DO by Autodesk, Inc.v2022 Wednesday,08/30/2023
Hyd. No. 3
Post Through Pond
Hydrograph type = Reservoir Peak discharge = 75.42 cfs
Storm frequency = 100 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 586,160 cuft
Inflow hyd. No. = 2 - BMP Post-Developgdservoir name = BMP Pond
Max. Elevation = 373.52 ft Max. Storage = 274,973 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
11.73 88.47 369.85 0.845 0.668 ----- ----- 0.155 ----- ----- ----- ----- 0.823
11.77 104.73 370.12 3.147 0.661 ----- ----- 2.403 ----- ----- ----- ----- 3.064
11.80 127.00 370.42 7.267 0.654 ----- ----- 6.560 ----- ----- ----- ----- 7.214
11.83 159.89 370.79 14.00 0.644 ----- ----- 13.11 ----- ----- ----- ----- 13.75
11.87 201.46 371.22 23.29 0.634 ----- ----- 22.57 ----- ----- ----- ----- 23.20
11.90 248.86 371.72 43.22 0.528 ----- ----- 34.28 8.404 ----- ----- ----- 43.21
11.93 284.19 << 372.26 60.47 0.325 ----- ----- 33.86 26.29 ----- ----- ----- 60.47
11.97 276.28 372.78 67.91 0.230 ----- ----- 32.81 34.87 ----- ----- ----- 67.91
12.00 217.60 373.20 72.24 0.186 ----- ----- 32.46 39.59 ----- ----- ----- 72.24
12.03 137.10 373.44 74.43 0.168 ----- ----- 32.39 41.87 ----- ----- ----- 74.42
12.07 75.57 373.52 << 75.07 0.163 ----- ----- 32.38 42.51 0.363 ----- ----- 75.42
12.10 46.97 373.49 74.79 0.165 ----- ----- 32.38 42.23 ----- ----- ----- 74.78
12.13 38.64 373.41 74.15 0.170 ----- ----- 32.39 41.57 ----- ----- ----- 74.13
12.17 37.03 373.33 73.40 0.177 ----- ----- 32.41 40.80 ----- ----- ----- 73.39
12.20 35.49 373.24 72.62 0.183 ----- ----- 32.44 39.98 ----- ----- ----- 72.61
12.23 33.96 373.16 71.80 0.191 ----- ----- 32.48 39.11 ----- ----- ----- 71.79
12.27 32.41 373.07 70.93 0.199 ----- ----- 32.54 38.19 ----- ----- ----- 70.93
12.30 30.85 372.98 70.01 0.208 ----- ----- 32.61 37.20 ----- ----- ----- 70.01
12.33 29.29 372.88 69.00 0.218 ----- ----- 32.70 36.08 ----- ----- ----- 69.00
12.37 27.72 372.78 67.92 0.230 ----- ----- 32.81 34.88 ----- ----- ----- 67.92
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
12.40 26.15 372.69 66.77 0.243 ----- ----- 32.94 33.58 ----- ----- ----- 66.76
12.43 24.57 372.59 65.52 0.258 ----- ----- 33.10 32.16 ----- ----- ----- 65.52
12.47 22.98 372.49 64.17 0.275 ----- ----- 33.29 30.60 ----- ----- ----- 64.16
12.50 21.39 372.38 62.67 0.295 ----- ----- 33.51 28.87 ----- ----- ----- 62.67
12.53 19.92 372.28 61.00 0.317 ----- ----- 33.77 26.91 ----- ----- ----- 61.00
12.57 18.82 372.18 59.09 0.344 ----- ----- 34.10 24.65 ----- ----- ----- 59.09
12.60 18.13 372.09 56.81 0.376 ----- ----- 34.61 21.83 ----- ----- ----- 56.81
12.63 17.69 372.00 53.95 0.417 ----- ----- 35.38 18.16 ----- ----- ----- 53.95
12.67 17.34 371.91 50.83 0.455 ----- ----- 35.61 14.76 ----- ----- ----- 50.83
12.70 16.98 371.82 47.69 0.489 ----- ----- 35.33 11.87 ----- ----- ----- 47.68
12.73 16.62 371.75 44.58 0.517 ----- ----- 34.65 9.411 ----- ----- ----- 44.58
12.77 16.26 371.68 41.58 0.543 ----- ----- 33.70 7.330 ----- ----- ----- 41.58
12.80 15.90 371.62 38.69 0.569 ----- ----- 32.51 5.613 ----- ----- ----- 38.69
12.83 15.54 371.56 35.98 0.587 ----- ----- 31.16 4.234 ----- ----- ----- 35.98
12.87 15.18 371.51 33.51 0.600 ----- ----- 29.84 3.065 ----- ----- ----- 33.50
12.90 14.82 371.47 31.54 0.609 ----- ----- 28.67 2.189 ----- ----- ----- 31.47
12.93 14.45 371.43 29.83 0.616 ----- ----- 27.61 1.446 ----- ----- ----- 29.67
12.97 14.09 371.39 28.32 0.621 ----- ----- 26.65 0.865 ----- ----- ----- 28.14
13.00 13.72 371.35 27.03 0.625 ----- ----- 25.78 0.519 ----- ----- ----- 26.92
13.03 13.38 371.32 25.82 0.629 ----- ----- 24.96 0.193 ----- ----- ----- 25.78
13.07 13.08 371.29 24.84 0.631 ----- ----- 24.19 ----- ----- ----- ----- 24.82
13.10 12.84 371.26 24.16 0.632 ----- ----- 23.48 ----- ----- ----- ----- 24.11
13.13 12.64 371.23 23.51 0.633 ----- ----- 22.79 ----- ----- ----- ----- 23.43
13.17 12.44 371.20 22.88 0.634 ----- ----- 22.14 ----- ----- ----- ----- 22.77
13.20 12.25 371.18 22.31 0.635 ----- ----- 21.53 ----- ----- ----- ----- 22.16
13.23 12.05 371.15 21.76 0.636 ----- ----- 20.95 ----- ----- ----- ----- 21.58
13.27 11.86 371.13 21.22 0.636 ----- ----- 20.38 ----- ----- ----- ----- 21.02
13.30 11.66 371.10 20.71 0.636 ----- ----- 19.85 ----- ----- ----- ----- 20.48
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
13.33 11.46 371.08 20.22 0.637 ----- ----- 19.34 ----- ----- ----- ----- 19.98
13.37 11.27 371.06 19.75 0.637 ----- ----- 18.86 ----- ----- ----- ----- 19.50
13.40 11.07 371.04 19.29 0.638 ----- ----- 18.39 ----- ----- ----- ----- 19.03
13.43 10.87 371.02 18.85 0.638 ----- ----- 17.94 ----- ----- ----- ----- 18.58
13.47 10.68 371.00 18.42 0.639 ----- ----- 17.50 ----- ----- ----- ----- 18.14
13.50 10.48 370.98 17.99 0.639 ----- ----- 17.07 ----- ----- ----- ----- 17.71
13.53 10.29 370.96 17.57 0.640 ----- ----- 16.65 ----- ----- ----- ----- 17.29
13.57 10.11 370.94 17.16 0.640 ----- ----- 16.25 ----- ----- ----- ----- 16.89
13.60 9.958 370.92 16.77 0.641 ----- ----- 15.85 ----- ----- ----- ----- 16.49
13.63 9.813 370.91 16.39 0.641 ----- ----- 15.48 ----- ----- ----- ----- 16.12
13.67 9.673 370.89 16.03 0.642 ----- ----- 15.12 ----- ----- ----- ----- 15.76
13.70 9.531 370.87 15.69 0.642 ----- ----- 14.78 ----- ----- ----- ----- 15.42
13.73 9.390 370.86 15.36 0.642 ----- ----- 14.46 ----- ----- ----- ----- 15.10
13.77 9.249 370.84 15.04 0.643 ----- ----- 14.14 ----- ----- ----- ----- 14.78
13.80 9.108 370.82 14.73 0.643 ----- ----- 13.83 ----- ----- ----- ----- 14.47
13.83 8.967 370.81 14.43 0.643 ----- ----- 13.53 ----- ----- ----- ----- 14.18
13.87 8.825 370.80 14.14 0.644 ----- ----- 13.25 ----- ----- ----- ----- 13.89
13.90 8.684 370.78 13.87 0.644 ----- ----- 12.98 ----- ----- ----- ----- 13.62
13.93 8.542 370.77 13.60 0.644 ----- ----- 12.72 ----- ----- ----- ----- 13.36
13.97 8.400 370.76 13.34 0.645 ----- ----- 12.46 ----- ----- ----- ----- 13.11
14.00 8.258 370.74 13.09 0.645 ----- ----- 12.21 ----- ----- ----- ----- 12.86
14.03 8.126 370.73 12.85 0.645 ----- ----- 11.97 ----- ----- ----- ----- 12.61
14.07 8.021 370.72 12.60 0.646 ----- ----- 11.73 ----- ----- ----- ----- 12.38
14.10 7.947 370.71 12.37 0.646 ----- ----- 11.50 ----- ----- ----- ----- 12.15
14.13 7.892 370.70 12.15 0.646 ----- ----- 11.29 ----- ----- ----- ----- 11.93
14.17 7.843 370.68 11.95 0.646 ----- ----- 11.09 ----- ----- ----- ----- 11.73
14.20 7.794 370.67 11.76 0.647 ----- ----- 10.89 ----- ----- ----- ----- 11.54
14.23 7.746 370.66 11.57 0.647 ----- ----- 10.71 ----- ----- ----- ----- 11.35
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
14.27 7.697 370.65 11.39 0.647 ----- ----- 10.53 ----- ----- ----- ----- 11.17
14.30 7.648 370.64 11.22 0.647 ----- ----- 10.35 ----- ----- ----- ----- 11.00
14.33 7.600 370.64 11.05 0.647 ----- ----- 10.19 ----- ----- ----- ----- 10.83
14.37 7.550 370.63 10.89 0.648 ----- ----- 10.02 ----- ----- ----- ----- 10.67
14.40 7.501 370.62 10.73 0.648 ----- ----- 9.869 ----- ----- ----- ----- 10.52
14.43 7.452 370.61 10.58 0.648 ----- ----- 9.719 ----- ----- ----- ----- 10.37
14.47 7.403 370.60 10.43 0.648 ----- ----- 9.573 ----- ----- ----- ----- 10.22
14.50 7.354 370.59 10.30 0.648 ----- ----- 9.438 ----- ----- ----- ----- 10.09
14.53 7.305 370.59 10.17 0.649 ----- ----- 9.310 ----- ----- ----- ----- 9.959
14.57 7.256 370.58 10.05 0.649 ----- ----- 9.186 ----- ----- ----- ----- 9.834
14.60 7.207 370.57 9.931 0.649 ----- ----- 9.065 ----- ----- ----- ----- 9.713
14.63 7.158 370.57 9.814 0.649 ----- ----- 8.947 ----- ----- ----- ----- 9.596
14.67 7.109 370.56 9.701 0.649 ----- ----- 8.832 ----- ----- ----- ----- 9.481
14.70 7.060 370.55 9.591 0.649 ----- ----- 8.721 ----- ----- ----- ----- 9.370
14.73 7.010 370.55 9.484 0.649 ----- ----- 8.612 ----- ----- ----- ----- 9.261
14.77 6.960 370.54 9.379 0.649 ----- ----- 8.506 ----- ----- ----- ----- 9.156
14.80 6.911 370.53 9.277 0.650 ----- ----- 8.403 ----- ----- ----- ----- 9.052
14.83 6.862 370.53 9.178 0.650 ----- ----- 8.302 ----- ----- ----- ----- 8.952
14.87 6.813 370.52 9.080 0.650 ----- ----- 8.204 ----- ----- ----- ----- 8.853
14.90 6.763 370.52 8.985 0.650 ----- ----- 8.107 ----- ----- ----- ----- 8.757
14.93 6.713 370.51 8.892 0.650 ----- ----- 8.013 ----- ----- ----- ----- 8.664
14.97 6.663 370.51 8.802 0.650 ----- ----- 7.922 ----- ----- ----- ----- 8.572
15.00 6.614 370.50 8.713 0.650 ----- ----- 7.832 ----- ----- ----- ----- 8.482
15.03 6.565 370.50 8.622 0.650 ----- ----- 7.748 ----- ----- ----- ----- 8.398
15.07 6.515 370.49 8.530 0.651 ----- ----- 7.667 ----- ----- ----- ----- 8.318
15.10 6.465 370.49 8.439 0.651 ----- ----- 7.588 ----- ----- ----- ----- 8.239
15.13 6.415 370.48 8.350 0.651 ----- ----- 7.510 ----- ----- ----- ----- 8.161
15.17 6.366 370.48 8.263 0.651 ----- ----- 7.433 ----- ----- ----- ----- 8.084
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
15.20 6.317 370.47 8.177 0.652 ----- ----- 7.357 ----- ----- ----- ----- 8.009
15.23 6.267 370.47 8.091 0.652 ----- ----- 7.283 ----- ----- ----- ----- 7.935
15.27 6.217 370.46 8.008 0.652 ----- ----- 7.209 ----- ----- ----- ----- 7.861
15.30 6.167 370.46 7.925 0.652 ----- ----- 7.137 ----- ----- ----- ----- 7.789
15.33 6.117 370.45 7.844 0.652 ----- ----- 7.065 ----- ----- ----- ----- 7.718
15.37 6.067 370.45 7.763 0.652 ----- ----- 6.995 ----- ----- ----- ----- 7.647
15.40 6.018 370.45 7.684 0.653 ----- ----- 6.925 ----- ----- ----- ----- 7.578
15.43 5.968 370.44 7.605 0.653 ----- ----- 6.857 ----- ----- ----- ----- 7.509
15.47 5.918 370.44 7.528 0.653 ----- ----- 6.789 ----- ----- ----- ----- 7.442
15.50 5.867 370.43 7.451 0.653 ----- ----- 6.721 ----- ----- ----- ----- 7.375
15.53 5.817 370.43 7.375 0.653 ----- ----- 6.655 ----- ----- ----- ----- 7.308
15.57 5.768 370.42 7.300 0.654 ----- ----- 6.589 ----- ----- ----- ----- 7.243
15.60 5.718 370.42 7.226 0.654 ----- ----- 6.524 ----- ----- ----- ----- 7.178
15.63 5.668 370.42 7.152 0.654 ----- ----- 6.460 ----- ----- ----- ----- 7.114
15.67 5.617 370.41 7.079 0.654 ----- ----- 6.396 ----- ----- ----- ----- 7.050
15.70 5.567 370.41 7.008 0.654 ----- ----- 6.333 ----- ----- ----- ----- 6.987
15.73 5.517 370.40 6.936 0.654 ----- ----- 6.270 ----- ----- ----- ----- 6.924
15.77 5.467 370.40 6.865 0.655 ----- ----- 6.208 ----- ----- ----- ----- 6.862
15.80 5.417 370.40 6.808 0.655 ----- ----- 6.150 ----- ----- ----- ----- 6.804
15.83 5.367 370.39 6.756 0.655 ----- ----- 6.093 ----- ----- ----- ----- 6.748
15.87 5.317 370.39 6.705 0.655 ----- ----- 6.037 ----- ----- ----- ----- 6.692
15.90 5.267 370.39 6.653 0.655 ----- ----- 5.981 ----- ----- ----- ----- 6.636
15.93 5.216 370.38 6.602 0.655 ----- ----- 5.925 ----- ----- ----- ----- 6.580
15.97 5.165 370.38 6.551 0.655 ----- ----- 5.870 ----- ----- ----- ----- 6.525
16.00 5.115 370.37 6.500 0.655 ----- ----- 5.815 ----- ----- ----- ----- 6.469
16.03 5.069 370.37 6.450 0.655 ----- ----- 5.759 ----- ----- ----- ----- 6.414
16.07 5.032 370.37 6.400 0.655 ----- ----- 5.705 ----- ----- ----- ----- 6.360
16.10 5.005 370.36 6.351 0.655 ----- ----- 5.651 ----- ----- ----- ----- 6.306
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
16.13 4.985 370.36 6.303 0.655 ----- ----- 5.599 ----- ----- ----- ----- 6.254
16.17 4.967 370.36 6.256 0.655 ----- ----- 5.548 ----- ----- ----- ----- 6.203
16.20 4.950 370.35 6.210 0.655 ----- ----- 5.498 ----- ----- ----- ----- 6.153
16.23 4.932 370.35 6.165 0.655 ----- ----- 5.449 ----- ----- ----- ----- 6.105
16.27 4.915 370.35 6.122 0.655 ----- ----- 5.402 ----- ----- ----- ----- 6.058
16.30 4.897 370.34 6.080 0.655 ----- ----- 5.356 ----- ----- ----- ----- 6.012
16.33 4.879 370.34 6.039 0.656 ----- ----- 5.311 ----- ----- ----- ----- 5.967
16.37 4.862 370.34 5.999 0.656 ----- ----- 5.268 ----- ----- ----- ----- 5.923
16.40 4.844 370.33 5.959 0.656 ----- ----- 5.225 ----- ----- ----- ----- 5.880
16.43 4.826 370.33 5.921 0.656 ----- ----- 5.183 ----- ----- ----- ----- 5.839
16.47 4.808 370.33 5.883 0.656 ----- ----- 5.142 ----- ----- ----- ----- 5.798
16.50 4.791 370.33 5.847 0.656 ----- ----- 5.102 ----- ----- ----- ----- 5.758
16.53 4.773 370.32 5.811 0.656 ----- ----- 5.063 ----- ----- ----- ----- 5.719
16.57 4.756 370.32 5.776 0.656 ----- ----- 5.025 ----- ----- ----- ----- 5.681
16.60 4.738 370.32 5.742 0.656 ----- ----- 4.988 ----- ----- ----- ----- 5.644
16.63 4.720 370.32 5.708 0.656 ----- ----- 4.951 ----- ----- ----- ----- 5.607
16.67 4.702 370.31 5.675 0.656 ----- ----- 4.915 ----- ----- ----- ----- 5.571
16.70 4.684 370.31 5.643 0.656 ----- ----- 4.880 ----- ----- ----- ----- 5.536
16.73 4.667 370.31 5.611 0.656 ----- ----- 4.846 ----- ----- ----- ----- 5.502
16.77 4.649 370.31 5.580 0.656 ----- ----- 4.812 ----- ----- ----- ----- 5.468
16.80 4.631 370.30 5.550 0.656 ----- ----- 4.779 ----- ----- ----- ----- 5.435
16.83 4.613 370.30 5.520 0.656 ----- ----- 4.746 ----- ----- ----- ----- 5.403
16.87 4.596 370.30 5.491 0.656 ----- ----- 4.715 ----- ----- ----- ----- 5.371
16.90 4.578 370.30 5.461 0.656 ----- ----- 4.686 ----- ----- ----- ----- 5.342
16.93 4.560 370.30 5.432 0.656 ----- ----- 4.658 ----- ----- ----- ----- 5.314
16.97 4.543 370.29 5.404 0.656 ----- ----- 4.630 ----- ----- ----- ----- 5.287
17.00 4.525 370.29 5.375 0.656 ----- ----- 4.603 ----- ----- ----- ----- 5.259
17.03 4.507 370.29 5.347 0.656 ----- ----- 4.576 ----- ----- ----- ----- 5.232
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
17.07 4.489 370.29 5.319 0.656 ----- ----- 4.549 ----- ----- ----- ----- 5.206
17.10 4.472 370.29 5.292 0.657 ----- ----- 4.523 ----- ----- ----- ----- 5.180
17.13 4.454 370.28 5.265 0.657 ----- ----- 4.497 ----- ----- ----- ----- 5.154
17.17 4.436 370.28 5.238 0.657 ----- ----- 4.471 ----- ----- ----- ----- 5.128
17.20 4.418 370.28 5.212 0.657 ----- ----- 4.446 ----- ----- ----- ----- 5.103
17.23 4.400 370.28 5.186 0.657 ----- ----- 4.421 ----- ----- ----- ----- 5.078
17.27 4.382 370.28 5.160 0.657 ----- ----- 4.396 ----- ----- ----- ----- 5.053
17.30 4.365 370.27 5.134 0.657 ----- ----- 4.372 ----- ----- ----- ----- 5.028
17.33 4.347 370.27 5.108 0.657 ----- ----- 4.347 ----- ----- ----- ----- 5.004
17.37 4.329 370.27 5.083 0.657 ----- ----- 4.323 ----- ----- ----- ----- 4.980
17.40 4.311 370.27 5.059 0.657 ----- ----- 4.299 ----- ----- ----- ----- 4.956
17.43 4.293 370.27 5.034 0.657 ----- ----- 4.276 ----- ----- ----- ----- 4.933
17.47 4.275 370.27 5.009 0.657 ----- ----- 4.252 ----- ----- ----- ----- 4.909
17.50 4.257 370.26 4.985 0.657 ----- ----- 4.229 ----- ----- ----- ----- 4.886
17.53 4.239 370.26 4.961 0.657 ----- ----- 4.206 ----- ----- ----- ----- 4.863
17.57 4.221 370.26 4.937 0.657 ----- ----- 4.183 ----- ----- ----- ----- 4.840
17.60 4.204 370.26 4.913 0.657 ----- ----- 4.160 ----- ----- ----- ----- 4.817
17.63 4.186 370.26 4.890 0.658 ----- ----- 4.137 ----- ----- ----- ----- 4.795
17.67 4.168 370.26 4.866 0.658 ----- ----- 4.115 ----- ----- ----- ----- 4.773
17.70 4.150 370.25 4.843 0.658 ----- ----- 4.093 ----- ----- ----- ----- 4.750
17.73 4.132 370.25 4.820 0.658 ----- ----- 4.071 ----- ----- ----- ----- 4.728
17.77 4.114 370.25 4.797 0.658 ----- ----- 4.049 ----- ----- ----- ----- 4.707
17.80 4.096 370.25 4.775 0.658 ----- ----- 4.027 ----- ----- ----- ----- 4.685
17.83 4.078 370.25 4.752 0.658 ----- ----- 4.005 ----- ----- ----- ----- 4.663
17.87 4.060 370.25 4.729 0.658 ----- ----- 3.984 ----- ----- ----- ----- 4.642
17.90 4.042 370.24 4.707 0.658 ----- ----- 3.962 ----- ----- ----- ----- 4.620
17.93 4.024 370.24 4.685 0.658 ----- ----- 3.941 ----- ----- ----- ----- 4.599
17.97 4.006 370.24 4.663 0.658 ----- ----- 3.920 ----- ----- ----- ----- 4.578
Continues on next page...

17
Post Through Pond
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow
(hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
18.00 3.988 370.24 4.641 0.658 ----- ----- 3.899 ----- ----- ----- ----- 4.557
18.03 3.970 370.24 4.619 0.658 ----- ----- 3.878 ----- ----- ----- ----- 4.536
18.07 3.952 370.24 4.598 0.658 ----- ----- 3.857 ----- ----- ----- ----- 4.516
18.10 3.934 370.23 4.576 0.658 ----- ----- 3.836 ----- ----- ----- ----- 4.495
18.13 3.917 370.23 4.555 0.658 ----- ----- 3.816 ----- ----- ----- ----- 4.474
18.17 3.899 370.23 4.533 0.658 ----- ----- 3.796 ----- ----- ----- ----- 4.454
18.20 3.881 370.23 4.512 0.658 ----- ----- 3.775 ----- ----- ----- ----- 4.433
18.23 3.862 370.23 4.491 0.658 ----- ----- 3.755 ----- ----- ----- ----- 4.413
18.27 3.845 370.23 4.469 0.659 ----- ----- 3.734 ----- ----- ----- ----- 4.393
18.30 3.826 370.23 4.449 0.659 ----- ----- 3.714 ----- ----- ----- ----- 4.373
18.33 3.808 370.22 4.428 0.659 ----- ----- 3.694 ----- ----- ----- ----- 4.353
18.37 3.790 370.22 4.407 0.659 ----- ----- 3.674 ----- ----- ----- ----- 4.333
18.40 3.772 370.22 4.386 0.659 ----- ----- 3.654 ----- ----- ----- ----- 4.313
18.43 3.754 370.22 4.365 0.659 ----- ----- 3.634 ----- ----- ----- ----- 4.293
18.47 3.736 370.22 4.345 0.659 ----- ----- 3.615 ----- ----- ----- ----- 4.273
18.50 3.718 370.22 4.324 0.659 ----- ----- 3.594 ----- ----- ----- ----- 4.253
18.53 3.700 370.22 4.303 0.659 ----- ----- 3.575 ----- ----- ----- ----- 4.234
18.57 3.682 370.21 4.283 0.659 ----- ----- 3.555 ----- ----- ----- ----- 4.214
18.60 3.664 370.21 4.262 0.659 ----- ----- 3.536 ----- ----- ----- ----- 4.195
18.63 3.646 370.21 4.242 0.659 ----- ----- 3.516 ----- ----- ----- ----- 4.175
18.67 3.628 370.21 4.222 0.659 ----- ----- 3.497 ----- ----- ----- ----- 4.156
18.70 3.610 370.21 4.201 0.659 ----- ----- 3.477 ----- ----- ----- ----- 4.136
18.73 3.592 370.21 4.181 0.659 ----- ----- 3.458 ----- ----- ----- ----- 4.117
18.77 3.574 370.21 4.161 0.659 ----- ----- 3.438 ----- ----- ----- ----- 4.098
18.80 3.556 370.20 4.141 0.659 ----- ----- 3.419 ----- ----- ----- ----- 4.078
18.83 3.538 370.20 4.121 0.659 ----- ----- 3.400 ----- ----- ----- ----- 4.059
18.87 3.520 370.20 4.101 0.659 ----- ----- 3.381 ----- ----- ----- ----- 4.040
18.90 3.502 370.20 4.082 0.659 ----- ----- 3.362 ----- ----- ----- ----- 4.022
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
18.93 3.483 370.20 4.066 0.659 ----- ----- 3.346 ----- ----- ----- ----- 4.005
18.97 3.465 370.20 4.049 0.660 ----- ----- 3.329 ----- ----- ----- ----- 3.988
19.00 3.447 370.20 4.033 0.660 ----- ----- 3.312 ----- ----- ----- ----- 3.971
19.03 3.429 370.19 4.016 0.660 ----- ----- 3.294 ----- ----- ----- ----- 3.954
19.07 3.411 370.19 3.999 0.660 ----- ----- 3.277 ----- ----- ----- ----- 3.937
19.10 3.393 370.19 3.983 0.660 ----- ----- 3.260 ----- ----- ----- ----- 3.920
19.13 3.374 370.19 3.966 0.660 ----- ----- 3.243 ----- ----- ----- ----- 3.903
19.17 3.356 370.19 3.949 0.660 ----- ----- 3.226 ----- ----- ----- ----- 3.886
19.20 3.339 370.19 3.932 0.660 ----- ----- 3.209 ----- ----- ----- ----- 3.868
19.23 3.321 370.18 3.916 0.660 ----- ----- 3.192 ----- ----- ----- ----- 3.851
19.27 3.302 370.18 3.899 0.660 ----- ----- 3.174 ----- ----- ----- ----- 3.834
19.30 3.284 370.18 3.882 0.660 ----- ----- 3.157 ----- ----- ----- ----- 3.817
19.33 3.266 370.18 3.865 0.660 ----- ----- 3.140 ----- ----- ----- ----- 3.799
19.37 3.248 370.18 3.848 0.660 ----- ----- 3.122 ----- ----- ----- ----- 3.782
19.40 3.230 370.18 3.831 0.660 ----- ----- 3.105 ----- ----- ----- ----- 3.765
19.43 3.211 370.18 3.814 0.660 ----- ----- 3.087 ----- ----- ----- ----- 3.747
19.47 3.193 370.17 3.797 0.660 ----- ----- 3.070 ----- ----- ----- ----- 3.730
19.50 3.175 370.17 3.780 0.660 ----- ----- 3.052 ----- ----- ----- ----- 3.713
19.53 3.157 370.17 3.763 0.660 ----- ----- 3.035 ----- ----- ----- ----- 3.695
19.57 3.139 370.17 3.746 0.660 ----- ----- 3.018 ----- ----- ----- ----- 3.678
19.60 3.121 370.17 3.729 0.660 ----- ----- 3.000 ----- ----- ----- ----- 3.660
19.63 3.102 370.17 3.712 0.660 ----- ----- 2.982 ----- ----- ----- ----- 3.643
19.67 3.084 370.17 3.695 0.660 ----- ----- 2.965 ----- ----- ----- ----- 3.625
19.70 3.066 370.16 3.677 0.660 ----- ----- 2.947 ----- ----- ----- ----- 3.607
19.73 3.048 370.16 3.660 0.660 ----- ----- 2.930 ----- ----- ----- ----- 3.590
19.77 3.030 370.16 3.643 0.660 ----- ----- 2.912 ----- ----- ----- ----- 3.572
19.80 3.011 370.16 3.626 0.660 ----- ----- 2.894 ----- ----- ----- ----- 3.555
19.83 2.993 370.16 3.609 0.660 ----- ----- 2.877 ----- ----- ----- ----- 3.537
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
19.87 2.975 370.16 3.591 0.660 ----- ----- 2.859 ----- ----- ----- ----- 3.519
19.90 2.957 370.16 3.574 0.661 ----- ----- 2.841 ----- ----- ----- ----- 3.502
19.93 2.939 370.15 3.557 0.661 ----- ----- 2.824 ----- ----- ----- ----- 3.484
19.97 2.920 370.15 3.539 0.661 ----- ----- 2.806 ----- ----- ----- ----- 3.466
20.00 2.902 370.15 3.522 0.661 ----- ----- 2.788 ----- ----- ----- ----- 3.449
20.03 2.885 370.15 3.505 0.661 ----- ----- 2.770 ----- ----- ----- ----- 3.431
20.07 2.873 370.15 3.488 0.661 ----- ----- 2.753 ----- ----- ----- ----- 3.413
20.10 2.866 370.15 3.471 0.661 ----- ----- 2.735 ----- ----- ----- ----- 3.396
20.13 2.861 370.14 3.454 0.661 ----- ----- 2.718 ----- ----- ----- ----- 3.379
20.17 2.858 370.14 3.438 0.661 ----- ----- 2.701 ----- ----- ----- ----- 3.362
20.20 2.854 370.14 3.422 0.661 ----- ----- 2.685 ----- ----- ----- ----- 3.346
20.23 2.850 370.14 3.407 0.661 ----- ----- 2.669 ----- ----- ----- ----- 3.330
20.27 2.847 370.14 3.392 0.661 ----- ----- 2.654 ----- ----- ----- ----- 3.315
20.30 2.843 370.14 3.377 0.661 ----- ----- 2.639 ----- ----- ----- ----- 3.300
20.33 2.840 370.14 3.363 0.661 ----- ----- 2.624 ----- ----- ----- ----- 3.285
20.37 2.837 370.14 3.349 0.661 ----- ----- 2.610 ----- ----- ----- ----- 3.271
20.40 2.833 370.13 3.335 0.661 ----- ----- 2.596 ----- ----- ----- ----- 3.257
20.43 2.830 370.13 3.322 0.661 ----- ----- 2.582 ----- ----- ----- ----- 3.244
20.47 2.826 370.13 3.309 0.661 ----- ----- 2.569 ----- ----- ----- ----- 3.230
20.50 2.822 370.13 3.296 0.661 ----- ----- 2.556 ----- ----- ----- ----- 3.217
20.53 2.819 370.13 3.284 0.661 ----- ----- 2.544 ----- ----- ----- ----- 3.205
20.57 2.815 370.13 3.272 0.661 ----- ----- 2.531 ----- ----- ----- ----- 3.192
20.60 2.812 370.13 3.260 0.661 ----- ----- 2.519 ----- ----- ----- ----- 3.180
20.63 2.808 370.13 3.248 0.661 ----- ----- 2.507 ----- ----- ----- ----- 3.168
20.67 2.805 370.13 3.237 0.661 ----- ----- 2.496 ----- ----- ----- ----- 3.157
20.70 2.801 370.13 3.226 0.661 ----- ----- 2.484 ----- ----- ----- ----- 3.145
20.73 2.798 370.12 3.215 0.661 ----- ----- 2.473 ----- ----- ----- ----- 3.134
20.77 2.794 370.12 3.205 0.661 ----- ----- 2.462 ----- ----- ----- ----- 3.124
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
20.80 2.791 370.12 3.194 0.661 ----- ----- 2.452 ----- ----- ----- ----- 3.113
20.83 2.787 370.12 3.184 0.661 ----- ----- 2.441 ----- ----- ----- ----- 3.103
20.87 2.784 370.12 3.174 0.661 ----- ----- 2.431 ----- ----- ----- ----- 3.093
20.90 2.780 370.12 3.165 0.661 ----- ----- 2.421 ----- ----- ----- ----- 3.083
20.93 2.776 370.12 3.155 0.661 ----- ----- 2.412 ----- ----- ----- ----- 3.073
20.97 2.773 370.12 3.146 0.661 ----- ----- 2.402 ----- ----- ----- ----- 3.063
21.00 2.769 370.12 3.137 0.661 ----- ----- 2.393 ----- ----- ----- ----- 3.054
21.03 2.766 370.12 3.128 0.661 ----- ----- 2.384 ----- ----- ----- ----- 3.045
21.07 2.762 370.12 3.119 0.661 ----- ----- 2.375 ----- ----- ----- ----- 3.036
21.10 2.759 370.11 3.110 0.661 ----- ----- 2.366 ----- ----- ----- ----- 3.027
21.13 2.755 370.11 3.102 0.661 ----- ----- 2.357 ----- ----- ----- ----- 3.019
21.17 2.752 370.11 3.094 0.662 ----- ----- 2.349 ----- ----- ----- ----- 3.010
21.20 2.748 370.11 3.086 0.662 ----- ----- 2.340 ----- ----- ----- ----- 3.002
21.23 2.745 370.11 3.078 0.662 ----- ----- 2.332 ----- ----- ----- ----- 2.994
21.27 2.741 370.11 3.070 0.662 ----- ----- 2.324 ----- ----- ----- ----- 2.986
21.30 2.738 370.11 3.062 0.662 ----- ----- 2.316 ----- ----- ----- ----- 2.978
21.33 2.734 370.11 3.055 0.662 ----- ----- 2.308 ----- ----- ----- ----- 2.970
21.37 2.730 370.11 3.047 0.662 ----- ----- 2.301 ----- ----- ----- ----- 2.962
21.40 2.727 370.11 3.040 0.662 ----- ----- 2.293 ----- ----- ----- ----- 2.955
21.43 2.723 370.11 3.033 0.662 ----- ----- 2.286 ----- ----- ----- ----- 2.948
21.47 2.720 370.11 3.026 0.662 ----- ----- 2.279 ----- ----- ----- ----- 2.940
21.50 2.716 370.11 3.019 0.662 ----- ----- 2.271 ----- ----- ----- ----- 2.933
21.53 2.713 370.11 3.012 0.662 ----- ----- 2.265 ----- ----- ----- ----- 2.926
21.57 2.709 370.11 3.005 0.662 ----- ----- 2.258 ----- ----- ----- ----- 2.919
21.60 2.705 370.11 2.999 0.662 ----- ----- 2.251 ----- ----- ----- ----- 2.913
21.63 2.702 370.10 2.992 0.662 ----- ----- 2.244 ----- ----- ----- ----- 2.906
21.67 2.699 370.10 2.986 0.662 ----- ----- 2.238 ----- ----- ----- ----- 2.899
21.70 2.695 370.10 2.979 0.662 ----- ----- 2.231 ----- ----- ----- ----- 2.893
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
21.73 2.691 370.10 2.973 0.662 ----- ----- 2.225 ----- ----- ----- ----- 2.887
21.77 2.688 370.10 2.967 0.662 ----- ----- 2.218 ----- ----- ----- ----- 2.880
21.80 2.684 370.10 2.961 0.662 ----- ----- 2.212 ----- ----- ----- ----- 2.874
21.83 2.681 370.10 2.955 0.662 ----- ----- 2.206 ----- ----- ----- ----- 2.868
21.87 2.677 370.10 2.949 0.662 ----- ----- 2.200 ----- ----- ----- ----- 2.862
21.90 2.674 370.10 2.943 0.662 ----- ----- 2.194 ----- ----- ----- ----- 2.856
21.93 2.670 370.10 2.938 0.662 ----- ----- 2.188 ----- ----- ----- ----- 2.850
21.97 2.666 370.10 2.933 0.662 ----- ----- 2.183 ----- ----- ----- ----- 2.845
22.00 2.663 370.10 2.927 0.662 ----- ----- 2.179 ----- ----- ----- ----- 2.840
22.03 2.660 370.10 2.922 0.662 ----- ----- 2.174 ----- ----- ----- ----- 2.836
22.07 2.656 370.10 2.917 0.662 ----- ----- 2.169 ----- ----- ----- ----- 2.831
22.10 2.652 370.10 2.912 0.662 ----- ----- 2.164 ----- ----- ----- ----- 2.826
22.13 2.649 370.10 2.907 0.662 ----- ----- 2.159 ----- ----- ----- ----- 2.821
22.17 2.645 370.10 2.902 0.662 ----- ----- 2.155 ----- ----- ----- ----- 2.817
22.20 2.642 370.10 2.897 0.662 ----- ----- 2.150 ----- ----- ----- ----- 2.812
22.23 2.638 370.10 2.892 0.662 ----- ----- 2.145 ----- ----- ----- ----- 2.807
22.27 2.634 370.10 2.887 0.662 ----- ----- 2.141 ----- ----- ----- ----- 2.803
22.30 2.631 370.09 2.883 0.662 ----- ----- 2.136 ----- ----- ----- ----- 2.798
22.33 2.627 370.09 2.878 0.662 ----- ----- 2.131 ----- ----- ----- ----- 2.793
22.37 2.624 370.09 2.873 0.662 ----- ----- 2.127 ----- ----- ----- ----- 2.789
22.40 2.620 370.09 2.868 0.662 ----- ----- 2.122 ----- ----- ----- ----- 2.784
22.43 2.617 370.09 2.864 0.662 ----- ----- 2.118 ----- ----- ----- ----- 2.780
22.47 2.613 370.09 2.859 0.662 ----- ----- 2.113 ----- ----- ----- ----- 2.776
22.50 2.609 370.09 2.854 0.662 ----- ----- 2.109 ----- ----- ----- ----- 2.771
22.53 2.606 370.09 2.850 0.662 ----- ----- 2.105 ----- ----- ----- ----- 2.767
22.57 2.603 370.09 2.845 0.662 ----- ----- 2.100 ----- ----- ----- ----- 2.762
22.60 2.599 370.09 2.840 0.662 ----- ----- 2.096 ----- ----- ----- ----- 2.758
22.63 2.595 370.09 2.836 0.662 ----- ----- 2.092 ----- ----- ----- ----- 2.754
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
22.67 2.591 370.09 2.831 0.662 ----- ----- 2.087 ----- ----- ----- ----- 2.749
22.70 2.588 370.09 2.827 0.662 ----- ----- 2.083 ----- ----- ----- ----- 2.745
22.73 2.585 370.09 2.822 0.662 ----- ----- 2.078 ----- ----- ----- ----- 2.741
22.77 2.581 370.09 2.818 0.662 ----- ----- 2.074 ----- ----- ----- ----- 2.736
22.80 2.577 370.09 2.813 0.662 ----- ----- 2.070 ----- ----- ----- ----- 2.732
22.83 2.574 370.09 2.809 0.662 ----- ----- 2.066 ----- ----- ----- ----- 2.728
22.87 2.570 370.09 2.804 0.662 ----- ----- 2.061 ----- ----- ----- ----- 2.724
22.90 2.566 370.09 2.800 0.662 ----- ----- 2.057 ----- ----- ----- ----- 2.720
22.93 2.563 370.09 2.796 0.662 ----- ----- 2.053 ----- ----- ----- ----- 2.715
22.97 2.559 370.09 2.791 0.662 ----- ----- 2.049 ----- ----- ----- ----- 2.711
23.00 2.556 370.09 2.787 0.662 ----- ----- 2.045 ----- ----- ----- ----- 2.707
23.03 2.553 370.09 2.782 0.662 ----- ----- 2.041 ----- ----- ----- ----- 2.703
23.07 2.549 370.08 2.778 0.662 ----- ----- 2.036 ----- ----- ----- ----- 2.699
23.10 2.545 370.08 2.774 0.662 ----- ----- 2.032 ----- ----- ----- ----- 2.695
23.13 2.541 370.08 2.769 0.662 ----- ----- 2.028 ----- ----- ----- ----- 2.691
23.17 2.538 370.08 2.765 0.662 ----- ----- 2.024 ----- ----- ----- ----- 2.687
23.20 2.535 370.08 2.761 0.662 ----- ----- 2.020 ----- ----- ----- ----- 2.683
23.23 2.531 370.08 2.756 0.662 ----- ----- 2.016 ----- ----- ----- ----- 2.678
23.27 2.527 370.08 2.752 0.662 ----- ----- 2.012 ----- ----- ----- ----- 2.674
23.30 2.524 370.08 2.748 0.663 ----- ----- 2.008 ----- ----- ----- ----- 2.670
23.33 2.520 370.08 2.744 0.663 ----- ----- 2.004 ----- ----- ----- ----- 2.666
23.37 2.517 370.08 2.740 0.663 ----- ----- 2.000 ----- ----- ----- ----- 2.662
23.40 2.513 370.08 2.735 0.663 ----- ----- 1.996 ----- ----- ----- ----- 2.658
23.43 2.509 370.08 2.731 0.663 ----- ----- 1.992 ----- ----- ----- ----- 2.654
23.47 2.506 370.08 2.727 0.663 ----- ----- 1.988 ----- ----- ----- ----- 2.650
23.50 2.502 370.08 2.723 0.663 ----- ----- 1.984 ----- ----- ----- ----- 2.647
23.53 2.499 370.08 2.719 0.663 ----- ----- 1.980 ----- ----- ----- ----- 2.643
23.57 2.495 370.08 2.715 0.663 ----- ----- 1.976 ----- ----- ----- ----- 2.639
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
23.60 2.491 370.08 2.710 0.663 ----- ----- 1.972 ----- ----- ----- ----- 2.635
23.63 2.488 370.08 2.706 0.663 ----- ----- 1.968 ----- ----- ----- ----- 2.631
23.67 2.484 370.08 2.702 0.663 ----- ----- 1.964 ----- ----- ----- ----- 2.627
23.70 2.481 370.08 2.698 0.663 ----- ----- 1.960 ----- ----- ----- ----- 2.623
23.73 2.477 370.08 2.694 0.663 ----- ----- 1.956 ----- ----- ----- ----- 2.619
23.77 2.474 370.08 2.690 0.663 ----- ----- 1.952 ----- ----- ----- ----- 2.615
23.80 2.470 370.08 2.686 0.663 ----- ----- 1.949 ----- ----- ----- ----- 2.611
23.83 2.467 370.08 2.682 0.663 ----- ----- 1.945 ----- ----- ----- ----- 2.607
23.87 2.463 370.08 2.677 0.663 ----- ----- 1.941 ----- ----- ----- ----- 2.604
23.90 2.459 370.07 2.673 0.663 ----- ----- 1.937 ----- ----- ----- ----- 2.600
23.93 2.456 370.07 2.669 0.663 ----- ----- 1.933 ----- ----- ----- ----- 2.596
23.97 2.452 370.07 2.665 0.663 ----- ----- 1.929 ----- ----- ----- ----- 2.592
24.00 2.448 370.07 2.661 0.663 ----- ----- 1.925 ----- ----- ----- ----- 2.588
24.03 1.957 370.07 2.650 0.663 ----- ----- 1.915 ----- ----- ----- ----- 2.578
24.07 0.978 370.07 2.619 0.663 ----- ----- 1.885 ----- ----- ----- ----- 2.548
24.10 0.326 370.06 2.565 0.663 ----- ----- 1.834 ----- ----- ----- ----- 2.497
24.13 0.000 370.06 2.498 0.663 ----- ----- 1.770 ----- ----- ----- ----- 2.434
24.17 0.000 370.05 2.429 0.664 ----- ----- 1.704 ----- ----- ----- ----- 2.368
24.20 0.000 370.04 2.361 0.664 ----- ----- 1.640 ----- ----- ----- ----- 2.304
24.23 0.000 370.04 2.296 0.664 ----- ----- 1.578 ----- ----- ----- ----- 2.242
24.27 0.000 370.03 2.232 0.664 ----- ----- 1.517 ----- ----- ----- ----- 2.181
24.30 0.000 370.03 2.170 0.665 ----- ----- 1.458 ----- ----- ----- ----- 2.123
24.33 0.000 370.02 2.109 0.665 ----- ----- 1.401 ----- ----- ----- ----- 2.065
24.37 0.000 370.02 2.050 0.665 ----- ----- 1.345 ----- ----- ----- ----- 2.010
24.40 0.000 370.01 1.993 0.665 ----- ----- 1.290 ----- ----- ----- ----- 1.955
24.43 0.000 370.00 1.937 0.665 ----- ----- 1.237 ----- ----- ----- ----- 1.903
24.47 0.000 370.00 1.886 0.666 ----- ----- 1.186 ----- ----- ----- ----- 1.852
24.50 0.000 369.99 1.853 0.665 ----- ----- 1.140 ----- ----- ----- ----- 1.805
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
24.53 0.000 369.99 1.820 0.665 ----- ----- 1.095 ----- ----- ----- ----- 1.760
24.57 0.000 369.98 1.789 0.665 ----- ----- 1.051 ----- ----- ----- ----- 1.716
24.60 0.000 369.98 1.753 0.665 ----- ----- 1.009 ----- ----- ----- ----- 1.674
24.63 0.000 369.97 1.697 0.666 ----- ----- 0.969 ----- ----- ----- ----- 1.635
24.67 0.000 369.97 1.643 0.666 ----- ----- 0.931 ----- ----- ----- ----- 1.597
24.70 0.000 369.96 1.590 0.667 ----- ----- 0.893 ----- ----- ----- ----- 1.560
24.73 0.000 369.96 1.538 0.667 ----- ----- 0.857 ----- ----- ----- ----- 1.524
24.77 0.000 369.96 1.510 0.667 ----- ----- 0.823 ----- ----- ----- ----- 1.490
24.80 0.000 369.95 1.487 0.667 ----- ----- 0.790 ----- ----- ----- ----- 1.457
24.83 0.000 369.95 1.464 0.667 ----- ----- 0.758 ----- ----- ----- ----- 1.425
24.87 0.000 369.94 1.442 0.667 ----- ----- 0.727 ----- ----- ----- ----- 1.393
24.90 0.000 369.94 1.420 0.667 ----- ----- 0.696 ----- ----- ----- ----- 1.363
24.93 0.000 369.94 1.381 0.667 ----- ----- 0.668 ----- ----- ----- ----- 1.335
24.97 0.000 369.93 1.343 0.667 ----- ----- 0.641 ----- ----- ----- ----- 1.308
25.00 0.000 369.93 1.306 0.667 ----- ----- 0.614 ----- ----- ----- ----- 1.281
25.03 0.000 369.92 1.269 0.668 ----- ----- 0.587 ----- ----- ----- ----- 1.255
25.07 0.000 369.92 1.233 0.668 ----- ----- 0.562 ----- ----- ----- ----- 1.230
25.10 0.000 369.92 1.210 0.668 ----- ----- 0.538 ----- ----- ----- ----- 1.206
25.13 0.000 369.91 1.194 0.668 ----- ----- 0.515 ----- ----- ----- ----- 1.183
25.17 0.000 369.91 1.179 0.668 ----- ----- 0.492 ----- ----- ----- ----- 1.160
25.20 0.000 369.91 1.163 0.668 ----- ----- 0.471 ----- ----- ----- ----- 1.138
25.23 0.000 369.90 1.148 0.668 ----- ----- 0.449 ----- ----- ----- ----- 1.117
25.27 0.000 369.90 1.133 0.668 ----- ----- 0.428 ----- ----- ----- ----- 1.096
25.30 0.000 369.90 1.112 0.668 ----- ----- 0.408 ----- ----- ----- ----- 1.076
25.33 0.000 369.89 1.087 0.668 ----- ----- 0.390 ----- ----- ----- ----- 1.058
25.37 0.000 369.89 1.063 0.668 ----- ----- 0.372 ----- ----- ----- ----- 1.040
25.40 0.000 369.89 1.040 0.668 ----- ----- 0.354 ----- ----- ----- ----- 1.022
25.43 0.000 369.89 1.016 0.668 ----- ----- 0.337 ----- ----- ----- ----- 1.004
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
25.47 0.000 369.88 0.993 0.668 ----- ----- 0.319 ----- ----- ----- ----- 0.987
25.50 0.000 369.88 0.971 0.668 ----- ----- 0.303 ----- ----- ----- ----- 0.970
25.53 0.000 369.88 0.958 0.668 ----- ----- 0.288 ----- ----- ----- ----- 0.956
25.57 0.000 369.87 0.945 0.668 ----- ----- 0.273 ----- ----- ----- ----- 0.941
25.60 0.000 369.87 0.933 0.668 ----- ----- 0.259 ----- ----- ----- ----- 0.927
25.63 0.000 369.87 0.921 0.668 ----- ----- 0.245 ----- ----- ----- ----- 0.913
25.67 0.000 369.87 0.910 0.668 ----- ----- 0.232 ----- ----- ----- ----- 0.900
25.70 0.000 369.86 0.898 0.668 ----- ----- 0.218 ----- ----- ----- ----- 0.886
25.73 0.000 369.86 0.887 0.668 ----- ----- 0.205 ----- ----- ----- ----- 0.873
25.77 0.000 369.86 0.876 0.668 ----- ----- 0.192 ----- ----- ----- ----- 0.860
25.80 0.000 369.86 0.867 0.668 ----- ----- 0.181 ----- ----- ----- ----- 0.849
25.83 0.000 369.85 0.858 0.668 ----- ----- 0.170 ----- ----- ----- ----- 0.838
25.87 0.000 369.85 0.849 0.668 ----- ----- 0.160 ----- ----- ----- ----- 0.828
25.90 0.000 369.85 0.841 0.668 ----- ----- 0.149 ----- ----- ----- ----- 0.817
25.93 0.000 369.85 0.832 0.668 ----- ----- 0.139 ----- ----- ----- ----- 0.806
25.97 0.000 369.84 0.824 0.668 ----- ----- 0.128 ----- ----- ----- ----- 0.796
26.00 0.000 369.84 0.815 0.668 ----- ----- 0.118 ----- ----- ----- ----- 0.786
26.03 0.000 369.84 0.807 0.668 ----- ----- 0.108 ----- ----- ----- ----- 0.776
26.07 0.000 369.84 0.799 0.668 ----- ----- 0.100 ----- ----- ----- ----- 0.768
26.10 0.000 369.84 0.792 0.667 ----- ----- 0.093 ----- ----- ----- ----- 0.760
...End

TIME OF CONCENTRATION
Existing Conditions DA
SCS Methodology
OPEN CHANNEL
SHALLOW CONIC FLOW: FLOW: TOTAL
SHEET FLOW: SEGMENT1 SEGMENT1
Manning's Equation:
Tc=(0.007ml-y0.8)/(P2"0.5)(s"0.4) 2-year24-hr Tc=L/60'V V=1.49R21IS112/n
Basin Comments Length Elev1 Elev2 Slope Rainfall Depth Manning's T1 Length Elev2 Elev3 Slope Condition Vavg T�2 Cross Sectional Wetted Perimeter Hydraulic Radius Length Elev3 Elev4 Slope Manning's V T�3 T­1L Tc(minimum) Tlag Basin
fl fl/fl TP-40 in fl flAt TR-55 Fig.3-1 fl/sec Flow Area(fl-2) (fl fl fl fl/fl (fps) 10 min 0.67c hrs
1 100 414.0 409.8 0.042 3.71 0.24 9.85 1280 409.8 363 0.03656 Unpaved 3.10 6.86 16.73 16.73 0.17 1
4/11/2023 1242 PM G:\H VDR0\p,q-,\TIMECCNC_Wimb,,.1ls

EROSION CONTROL CALCS (RIP-RAP CALCULATIONS)
Project Information
Project Name: Wimberly
Project#: 220164-01-003
Designed by: MCB Date: 8/28/2023
Revised by: Date:
Checked by: Date:
Rip-Rap Apron#1
Pipe Diameter d= 36
Pipe Slope s= 1.67 %
Manning's number n= 0.013
Flow Q= 23.15 cfs
Velocity V= 10.95 ft/s
Dissipator Dimensions* Zone= 3
Stone Filling Class= 1
Entry Width(4 X Do)= 12.0 ft
Length(8 X Do)= 24.0 ft
Width(La+Do)= 27.0 ft
Min.Thickness= 24 inches
Min.Stone Diameter= 13 inches
4.0--------►�
All units are in feet T
Dissipator pad designed for full flow of pipe
12.0 27.0
1
RIP-RAP.xls 8/30/2023 Page 1 of 1

Project Name Riprap Dissipator#1 Date
Wimberly March,2023
DID Project No.
Location D&L Engineering, PLLC DL2203
Hoke County,North Carolina 150 S. Page Street Calculated By
Southern Pines, NC 28387 JLH
[phone] Checked By
JLH
STORM DESIGN: 10 Year
BACKGROUND: Use the E&S Control Planning& Design Manual, Section 8.06.
REFERENCE: (NCDEHNR, 1993)
Step 1. Minimum Tailwater Condition
Step 2. D-o = 36 in. Pipe diameter in inches
D-o = 3.00 ft. Pipe diameter in feet
0-25= 54.30 cfs Pipe outlet(from drainage calculations)
d-50= 0.7 ft. from Figure 8.06 a
L-a= 19 ft. from Figure 8.06 a
Step 3. 3'D-o = 9.00 ft. 3 times the outlet pipe diameter
W = 22.00 ft. Pipe diameter+Apron length
Step 4. d-max 1.05 ft. Maximum Stone Diameter(1.5"d-50) in inches
d-max 13 in. Maximum Stone Diameter(1.5"d-50) in feet
Step 5. Thickness= 1.58 ft. Min.Apron Thickness With Filter Fabric (1.5'd-max) in feet
Thickness= 19 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
19 22 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.)