SW6240301_Stormwater Report_20240709

Project name: Ambrosia Farm Subdivision
County: Harnett
Address: Mclean Chapel Church Road
STORMWATER IMPACT
ANALYSIS
Mclean Chapel Church rd.
Harnett County, NC
STRONGRC K
ENGINEERING GROUP
C44_1
Prepared by: Spencer Cashion •o. SEAL �;
040779 ;6
Reviewed by: r sj.<4:1,G INE •��
Chris Thompson, P.E �iOp
•• M•:`r`N`
The STRONGROCK Engineering Group, PLLC r�iiJ,,,,1���•
PO Box 99552 0 7/0 3/2 0 2 4
Raleigh, NC 27615
984.200.1932 (o)
833.241.3773 (f)

Table of Contents
1. Narrative 3
1.1 Project data 4
1.2 Site History and Project Description 4
1.3 Calculation Methodology 4
1.4 Results 4
2. Reference Materials 5
2.1 NOAA Rainfall Data 6
2.2 Web Soil Survey Map 11
2.3 Harnett County Soil Map 14
2.4 USGS Topographic Map 19
3. Peak Flow Analysis Hydrology and Hydraulics Modeling Curve Number and
Time of Concentration Calculation 21
3.1 Pre Development 22
3.2 Post Development 29
4. Drainage Ditches and Piped Channels 46
4.1 Drainage Ditch Drainage Area Map 47
4.2 Drainage Ditch Calculations 49
4.3 Piped Channel Drainage Area Map 56
4.4 Piped Channel Calculations 58
5. Cross Pipes 62
5.1 Cross Pipe Drainage Area Map 63
5.2 Cross Pipe Calculations 65
5.3 Existing Cross Pipe Calculations 73
6. Appendix A: Hydrograph Model Results 78
2

1 . Narrative
3

1.1. Project Data
Name: Ambrosia Farm Subdivision
Parent Pin: 0556-78-1684 & 0556-68-4765
Address: MCLEAN CHAPEL CHURCH ROAD
Property Boundary: PHASE 1: 14.47 ACRES
Proposed Open Space: 15,714 SF (0.36 AC)
Proposed Impervious Area: 140,273 SF (3.22 AC)
Proposed Impervious Percentage: 22.50
Proposed Average Impervious per Lot: 4,500 SF (0.10 AC)
Land Disturbance Area: 130,087 SF (2.99 AC)
1.2. Site History & Project Description
The project site is 14.47-acres consisting primarily of undeveloped grassed and wooded
areas and is phase one of a multi-phase development totaling 84.36-acres.The development
proposes 26 residential lots in phase one and all of the associated infrastructure including
roadways and public utilities needed to facilitate development. The site is not part of the
county's conservation zoning but is partially within a WS-IV watershed area. There are no water
courses, impoundments or wetlands within the project boundaries for phase 1 however, there
are wetlands and an existing pond Northeast of the site that will indirectly receive runoff from
this site. The site is located within the Cape Fear River basin.
Structural and non-structural BMPs shall be used to ensure there is no net increase in peak
flow leaving the site from the pre-development conditions for the 5, 10, and 25 year storm
events. A total of 5 drainage ditches along with 2 cross pipes have been proposed to meet
these requirements.
1.3. Calculation Methodology
➢ Rainfall data for this area in Harnett, NC region is obtained from NOAA website. This data contains
a depth-duration-frequency (DDF) table describing rainfall depth versus time for varying return
periods in the area. These rainfall depths are input into the meteorological model for peak flow
rate calculations.
➢ Using WebSoil Survey, the on-site soils were determined to be of Hydrological Soil Groups 'A',
'B', and 'C'. Since the method chosen to compute pre- and post-development peak flow rates
and runoff volumes is dependent upon the soil type, care was taken when selecting the
appropriate Soil Conservation Service Curve Number (SCS CN).
➢ The SCS method was used to calculate time of concentration and Auto CAD Civil 3D
was utilized to determine the pre- and post- peak flow rates.
1.4 Results
Rainfall Event
5 year 10 year 25 year
POI Pre-Dev(CFS) I Post-Dev(CFS) Pre-Dev(CFS) I Post-Dev(CFS) Pre-Dev(CFS) Post-Dev(CFS)
POI#1 38.41 36.15 51.52 47.68 71.18 64.73
POI#2 0.64 0.35 1.17 0.42 2.06 0.52
POI#3 9.36 5.81 15.14 9.97 24.31 16.65
4

2. Reference Materials
5

2. 1 NOAA Rainfall Data
6

NOAA Atlas 14,Volume 2,Version 3 0° Location name: Bunnlevel, North Carolina, USA* ?,'
p Latitude:35.3101°,Longitude: -78.8141° a none
% Elevation:237 ft** 1
'o, ITS o, *source:ESRI Maps "w 4.M^M�.'�
**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/hour)1
Average recurrence interval(years)
Duration
1 2 5 10 25 50 100 200 500 1000
5-min 5.22 6.13 7.10 7.88 8.77 9.42 10.0 10.6 11.3 11.9
(4.75-5.76) (5.59-6.78) (6.47-7.85) (7.16-8.69)_ (7.93-9.65) (8.50-10.4) (9.00-11.0) (9.47-11.7) (10.0-12.4) (10.4-13.1)
10-min 4.16 4.91 5.69 6.30 6.98 7.51 7.98 8.41 8.95 1 9.35
(3.79-4.60) (4.47-5.42) (5.18-6.28) (5.72-6.95) (6.32-7.69) (6.77-8.25) (7.16-8.77) (7.51-9.25) (7.91-9.83) (8.20-10.3)
15-min 3.47 4.11 4.80 5.31 5.90 6.34 6.72 7.08 7.50 7.82
(3.16-3.84) (3.75-4.54) (4.37-5.30) (4.83-5.86) (5.34-6.50) (5.71-6.96) (6.03-7.39) (6.31-7.78) (6.63-8.24) (6.86-8.61)
30-min 2.38 2.84 3.41 3.85 4.37 4.77 5.15 5.51 5.97 6.34
(2.17-2.63) (2.59-3.14) (3.10-3.76) (3.50-4.25) (3.95-4.81) _(4.30-5.24) (4.62-5.66) (4.91-6.05) (5.28-6.56) (5.56-6.97)
60-min 1.48 1.78 2.18 2.51 2.91 3.23 3.55 3.86 4.28 4.62
(1.35-1.64) (1.62-1.97) (1.99-2.41) (2.28-2.76) (2.63-3.20) I (2.92-3.55) (3.18-3.90) (3.45-4.24) (3.79-4.71) 1 (4.06-5.09)
2-hr 0.869 1.05 1.31 1.52 1.80 2.02 2.25 2.48 2.80 3.06
(0.783-0.976) (0.948-1.18) (1.18-1.47) (1.36-1.70) (1.60-2.01) (1.80-2.26) (1.98-2.51) (2.18-2.77) (2.43-3.12) (2.63-3.41)
3-hr 0.615 0.743 0.930 1.09 1.30 1.48 1.66 1.86 2.13 2.36
(0.555-0.691) (0.671-0.835) (0.838-1.04) (0.978-1.22) (1.16-1.45) (1.31-1.65) (1.46-1.86) (1.62-2.07) (1.84-2.38) (2.01-2.63)
6-hr 0.368 0.445 0.557 0.653 0.783 1 0.893 1.01 1.13 1.30 1.45
(0.334-0.409) (0.404-0.494) (0.504-0.618) (0.590-0.724) (0.702-0.866)1(0.795-0.987) (0.890-1.11) (0.987-1.24) (1.12-1.44) (1.23-1.60)
12-hr 0.215 0.260 0.328 0.386 0.466 0.535 0.608 0.686 0.798 0.894
(0.195-0.240) (0.236-0.289) (0.296-0.365) (0.347-0.429) (0.416-0.517) (0.474-0.591) (0.533-0.670) (0.595-0.756) (0.682-0.880) (0.753-0.985)
24-hr 0.127 0.154 0.196 0.230 0.276 0.315 0.354 0.396 0.454 0.501
(0.117-0.138) (0.142-0.168) (0.180-0.214) (0.211-0.250) (0.252-0.301) (0.286-0.342) (0.321-0.385) (0.358-0.431) (0.408-0.495) (0.448-0.547)
2-day 0.074 0.089 0.113 0.132 0.158 0.179 0.201 0.224 0.256 0.282
(0.068-0.080) (0.082-0.097) (0.104-0.122) (0.121-0.142) (0.144-0.171)1(0.163-0.194) (0.182-0.218)1(0.202-0.243) (0.230-0.279) (0.252-0.308)
3-day 0.052 0.063 0.079 0.092 0.110 0.124 0.139 0.155 0.177 0.195
(0.048-0.056) (0.058-0.068) (0.073-0.085) (0.085-0.099) (0.101-0.119) (0.114-0.134) (0.127-0.150) (0.141-0.168) (0.159-0.192) (0.174-0.211)
4-day 0.041 0.050 0.062 0.072 0.086 I 0.097 0.109 I 0.121 0.137 0.151
(0.038-0.044) (0.046-0.054) (0.058-0.067) (0.067-0.078) (0.079-0.092) (0.089-0.104) (0.099-0.117)1 (0.110-0.130) (0.124-0.148) (0.136-0.163)
7-day 0.027 0.033 0.040 0.046 0.055 0.062 0.069 0.076 0.086 0.094
(0.025-0.029) (0.030-0.035) (0.037-0.044) (0.043-0.050) (0.050-0.059)1(0.057-0.066) (0.063-0.074) (0.069-0.082) (0.078-0.093) (0.084-0.102)
10-day 0.022 0.026 0.032 0.036 0.042 0.047 0.051 0.056 0.063 0.068
(0.020-0.023) (0.024-0.028) (0.029-0.034) (0.033-0.038) (0.039-0.045) (0.043-0.050) (0.047-0.055) (0.052-0.060) (0.058-0.068) (0.062-0.073)
20-day 0.014 0.017 0.021 0.023 0.027 0.030 0.033 0.035 0.039 0.043
(0.013-0.015) (0.016-0.018) (0.019-0.022) (0.022-0.025) (0.025-0.029) (0.027-0.032) (0.030-0.035) (0.033-0.038) (0.036-0.042) (0.039-0.046)
30-day 0.012 0.014 0.017 0.019 0.021 0.023 0.025 0.027 0.030 0.032
(0.011-0.013) (0.013-0.015) (0.015-0.018) (0.017-0.020) (0.020-0.023) (0.021-0.025) (0.023-0.027) (0.025-0.029) (0.027-0.032) (0.029-0.034)
45-day 0.010 0.012 0.014 0.015 0.017 0.018 0.020 0.021 0.023 0.024
(0.009-0.011) (0.011-0.013) (0.013-0.015) (0.014-0.016) (0.016-0.018) (0.017-0.020) (0.019-0.021) (0.020-0.023) (0.021-0.025) (0.023-0.026)
60-day 0.009 0.010 0.012 0.013 0.015 0.016 0.017 0.018 0.020 0.021
(0.008-0.009) (0.010-0.011) (0.011-0.013) (0.012-0.014) (0.014-0.016) (0.015-0.017) (0.016-0.018) (0.017-0.019) (0.018-0.021) (0.019-0.022)1
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.
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PF graphical
7

PDS-based intensity-duration-frequency (IDF) curves
Latitude: 35.3101°, Longitude: -78.8141°
101 Average recurrence
interval
'--
(Years)
t_
L
c \ � — t
�_ • 2
I10_1
- •\\ — 100
.a — 200
a \ 500
-`-- — 1000
--
10-2 -
r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
c c c c c " " " >. >,>, >, >, >. >, >,>,
'— •E •— •— '— L L t t ro ro to N to r0 N N ro
E N A lb N 4 -O -O-O 7 7 -0 -0 -0-0
ull O 4 m Duration N N t` O N m v
101 - - - _— -
L-
L
C
— Duration
.Z' 10°
c — 5-min — 2-day
— t0-nln — 3-day
c 15-run — 4-day
•y — 30-min — 7-day
;° 10-1 — 60-min — 10-day
a.
.� — 2-hr — 20-day
a` — 3-hr — 30-day
— 6fir — 45-day
10-2 — 12-hr — 60-day
U ' I U I — 24-hr
1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA Atlas 14,Volume 2,Version 3 Created(GMT1 Wed Sep 20 16:19:45 2023
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Maps & aerials
Small scale terrain
8

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3km
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RTH C ARC L INA •Greenville
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C A - _ - -_- - 100km - ._Wilmington On,TW
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Raleigh
North Greenville
Carolina '
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Large scale aerial
9

Winston-Salem
Greensboro Durham . Rocky Mount
Raleigh
• Greenville
North •
Carolina
Charlotte
• Fayetteville
• Jack fie
100km Wi lmi n°t'
du 60mi
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring,MD 20910
Questions?:[e-mail]
Disclaimer
10

2.2 Web Soil Survey
Map
11

Custom Soil Resource Report
' Soil Map M
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Map Scale:1:13,100ifpnntedonAlandscape(11"xs.s")sheet. NOTE: RED OUTLINE INDICATES APPROXIMATE F
N o 150 ao 6o0 9000eters LOCATION OF THE ENTIRE PROJECT, RED
A
t SHADED REGION INDICATES APPROXIMATE
0 500 1000 2000 3000 Mapprojedion:Web Mercator Corner coordinates:WGS84 Edge tics:UTT4Zone17N WGS84 PHASE 1 LOCATION
12

Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) 14 Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
Q Stony Spot
Soilsit Very Stony Spot
Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale.
Wet Spot
,..,. Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause
p Other misunderstandingof the detail of mapping and accuracyof soil
p Soil Map Unit Points pp 9
.• Special Line Features line placement.The maps do not show the small areas of
Special Point Features contrasting soils that could have been shown at a more detailed
Blowout Water Features scale.
-_- Streams and Canals
kg Borrow Pit
Transportation Please rely on the bar scale on each map sheet for map
* clay Spot 1.44 Rails measurements.
0 Closed Depression
o,/ Interstate Highways
Gravel Pit Source of Map: Natural Resources Conservation Service
.r US Routes Web Soil Survey URL:
Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857)
® Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator
• Lava Flow Background projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
46 Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more
It Mine or Quarry accurate calculations of distance or area are required.
4 Miscellaneous Water This product is generated from the USDA-NRCS certified data as
O Perennial Water of the version date(s)listed below.
v Rock Outcrop Soil Survey Area: Harnett County,North Carolina
+ Saline Spot Survey Area Data: Version 20,Sep 8,2022
Sandy Spot Soil map units are labeled(as space allows)for map scales
Severely Eroded Spot 1:50,000 or larger.
• Sinkhole Date(s)aerial images were photographed: Apr 24,2022—May
31 Slide or Slip 9,2022
oa Sodic Spot The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
shifting of map unit boundaries may be evident.
13

2.3 Harnett County Soil
Map
14

C9 // 0 1 �— Duncan
1 4 • 2 C•OU
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N SOIL LEGEND*
\ / G �® / 1 GILEAD-BLANEY-CANDOR
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'The units on this legend are described in the
/ 4 I 4sBu'es
text under the heading"General Soil Map Units"
Riuer/ CID5C Compiled 1992
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O \ ��e 1121 �6f BOUNTY v �0� 71 UNITED STATES DEPARTMENT OF AGRICULTURE
), _) 7 _t = I 4 SOIL CONSERVATION SERVICE
— ' G / NORTH CAROLINA DEPARTMENT OF ENVIRONMENT, HEALTH,AND NATURAL RESOURCES
ei \ tiitttie 7s°5o a ao NORTH CAROLINA AGRICULTURAL RESEARCH SERVICE
1 1111 1117
\
e410APPROXIMATE SITE ci, NORTH CAROLINA COOPERATIVE EXTENSION SERVICE29°10' \ o 1 LOCATION HARNETT COUNTY BOARD OF COMMISSIONERS
�
b
°y� 1 _ GENERAL SOIL MAP
i ' _ 7s�oo' CUMBERLAND
N HARNETT COUNTY, NORTH CAROLINA
CotN� / Scale 1:190,080
f0 1 2 3 Miles
1111 I I
1 1 0 3 6 Km
Each area outlined on this map consists of I I I
more than one kind of soil. The map is thus
meant for general planning rather than a basis
for decisions on the use of specific tracts.
15

1 2
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( sss Inset A, sheet 13 Inset 8, sheet13 sheet 1379°10' ' ti14 C - - - Inset, �3,_ hset 14 CEO INDEX TO MAP SHEETS
�Q' e`°` �� 7' �o' CUMBERLAND .`� GO QV
��, n�,, k5 N �O ��� HARNETT COUNTY, NORTH CAROLINA
dcap✓1V — rJ� G� Scale 1:190,080
O 1 0 1 2 3 Miles
�Q� SITE LOCATED ON 1 101
, I 1 1 i
MAP SHEET 11
1 0 3 6 Km
1 [ 1 1 1 1 1 1 1
16

NORTH CAROLINA DEPARTMENT OF ENVIRONMENT,HEALTH,AND NATURAL RESOURCES
NORTH CAROLINA AGRICULTURAL RESEARCH SERVICE
UNITED STATES DEPARTMENT OF AGRICULTURE NORTH CAROLINA COOPERATIVE EXTENSTION SERVICE
SOIL CONSERVATION SERVICE HARNETT COUNTY,NORTH CAROLINA HARNETT COUNTY BOARD OF COMMISSIONERS
SOIL LEGEND CONVENTIONAL AND SPECIAL
The first letter,always a capital,is the initial letter of the soil name.The second letter is SYMBOLS LEGEND
a small letter.The third letter,if used,is always a capital and shows the slope.
Symbols without slope letters are those of nearly level soils or miscellaneous areas. SPECIAL SYMBOLS FOR
CULTURAL FEATURES SOIL SURVEY
SYMBOL NAME BOUNDARIES MISCELLANEOUS CULTURAL FEATURES SOIL DELINEATIONS AND SYMBOLS cce Pal'
AnB Alpin sand,0 to 6 percent slopes National,state,or province —— Farmstead,house(omit in urban area) E ESCARPMENTS
AtA Altavista fine sandy loam,0 to 3 percent slopes,rarely flooded
Au Augusta fine sandy loam,rarely flooded
AyA Aycock silt loam,0 to 2 percent slopes County or parish — Church t Bedrock(points down slope) V V V V V V V
AyB Aycock silt loam.2 to 6 percent slopes ■
Minor civil division — — — — Other than bedrock(points down slope)
Bb Bibb loam,frequently flooded School
BnB Blaney loamy sand,2 to 8 percent slopes Reservation(national forest or park,state SHORT STEEP SLOPE
BnD Blaney loamy sand,8 to 15 percent slopes forest or park,and large airport) Indian mound(label) n.
GULLY •wwwv'
CaB Candor sand,0 to 8 percent slopes Land grant —••— Located O Tower
CaD Candor sand,8 to 15 percent slopes object(label))
CeB Cecil fine sandy loam,2 to 8 percent slopes Limit of soil survey(label) DEPRESSION OR SINK 0
CeD Cecill fine sandy loam,8 to 15 percent slopes Tank(label) .Gas
Ch Chewacla and Congaree loamy,frequently flooded Field sheet matchline and neatline SOIL SAMPLE Cl
Co Coxville loam Wells,oil or gas A
AD HOC BOUNDARY(label) io....,v�,1'�] A MISCELLANEOUS
DoA Dothan loamy sand,0 to 2 percent slopes i�___
DoB Dothan loamy sand,2 to 6 percent slopes Windmill
DtB Dothan gravelly loamy sand.0 to 6 percent slopes Small airport,airfield,park,oilfield, Blowout v
DyF Dystrochrepts,steep cemetery,or flood pool
Kitchen midden I-1 Clay spot X
EnB Enon fine sandy loam,2 to 8 percent slopes STATE COORDINATE TICK I
EnD Enon fine sandy loam,8 to 15 percent slopes 1 890 000 FEET Gravelly
ExA Exum very fine sandy loam.0 to 2 percent slopes spot o 0
LAND DIVISION CORNER L
FaB Fuquay loamy sand,0 to 6 percent slopes (sections and land grants) + WATER FEATURES Gumbo,slick or scabby spot(sodic) 0
FuB Fuquay gravelly loamy sand.0 to 6 percent slopes
ROADS DRAINAGE Dumps and other similar non soil areas —
GaA Gilead loamy sand,0 to 2 percent slopes
GaB Gilead loamy sand,2 to 8 percent slopes Divided(median shown if scale permits) --
GaD Gilead loamy sand,8 to 15 percent slopes Perennial,double line Prominent hill or peak •„
GoA Goldsboro loamy sand,0 to 2 percent slopes
Gr Grantham loam Other roads Perennial,single line — `_ � Rock outcrop(includes sandstone
and shale) V
HaB Helena fine sandy loam.2 to 8 percent slopes Trail Intermittent '
Saline spot +
LaB Lakeland sand,0 to 8 percent slopes ROAD EMBLEM&DESIGNATIONS Drainage end N ,'
LnB Lillington gravelly sandy loam,2 to 8 percent slopes Sandy spot
LnD Lillington very gravelly sandy loam,8 to 15 percent slopes
LnE Lillington very gravelly sandy loam,15 to 25 percent slopes Interstate ® Canals or ditches
LoF Louisa fine sandy loam.25 to 45 percent slopes Severely eroded spot
Ly Lynchburg sandy loam Federal US ay Double-line(label) CANAL )
Slide or slip(tips point upslope) )
MaA Marlboro sandy loam,0 to 2 percent slopes Draina a and/or irri anon —
MaB Marlboro sandy loam,2 to 6 percent slopes State NC se 9 9 Stony spot,very stony spot 0 Q0
Na Nahunta loam Secondary SR am LAKES,PONDS AND RESERVOIRS
NeD Nason silt loam,8 to 15 percent slopes
NeE Nason silt loam,15 to 25 percent slopes RAILROAD Name only t r Perennial
NoA Norfolk loamy sand,0 to 2 percent slopes
NoB Norfolk loamy sand,2 to 6 percent slopes POWER TRANSMISSION LINE Intermittent
*• •
___ _NoC Norfolk loamy sand,6 to 10 percent slopes (normally not shown) -• -
NuB Norfolk-Urban land complex,0 to 6 percent slopes
MISCELLANEOUS WATER FEATURES
OrB Orangeburg loamy sand,2 to 6 percent slopes PIPE LINE(normally not shown) i--11
Marsh or swamp 416
PaE Pacolet fine sandy loam,15 to 25 percent slopes FENCE(normally not shown) -
Pc Pactolus loamy sand,rarely flooded Spring o.
Pd Pits-Dumps complex LEVEES
Pf Pocalla loamy sand,0 to 6 percent slopes
Pn Polawana loamy sand,frequently flooded Well,artesian t
Ps Portsmouth loam,rarely flooded
Without road —„—,.,,,—,,,„„„
Well,irrigation o
Ra Rains sandy loam With road
Rb Rains-Urban land complex Wet spot
Ro Roanoke loam,occasionally flooded With railroad ;;;;;;;;,;;;i;;;;;;;;;;;;i; NY
StA State fine sandy loam.0 to 3 percent slopes,rarely flooded DAMS
To Toisnot loam
Large(to scale) <
VaB Vaucluse loamy sand,2 to 8 percent slopes
VaD Vaucluse loamy sand,8 to 15 percent slopes Medium or Small
11.11011
VeB Vaucluse gravelly loamy sand,2 to 8 percent slopes �r
VeD Vaucluse gravelly loamy sand,8 to 15 percent slopes PITS / u f
VeE Vaucluse gravelly loamy sand,15 to 25 percent slopes ��—I
WaB Wagram loamy sand,0 to 6 percent slopes Gravel pit r ,
WaC Wagram loamy sand,6 to 10 percent slopes
We Wahee fine sandy loam,occasionally flooded Mine or quarry 'X
WfB Wakulla sand,0 to 8 percent slopes
Wh Wehadkee loam,frequently flooded
WkB Wickham fine sandy loam,0 to 6 percent slopes,rarely flooded
WkD Wickham fine sandy loam,6 to 15 percent slopes,rarely flooded
17

U.S.DEPARTMENT OF AGRICULTURE
SHEET NUMBER 11
SOIL CONSERVATION SERVICE
HARNETT COUNTY, NORTH CAROLINA
Au 2 040 000 if f i N•0 „0 puns shoor 5)
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This map was compiled by U.S.Department of Agriculture, y Soil Conservation Service and cooperating agencies on 1973
Scale 1 24000'
and 1976 photography obtained from U.S.Department of
Interior,Geological Survey
HARNETT COUNTY,NORTH CAROLINA NO 11
SHEET NO. 11 OF 14
18

2.4 USGS Topographic
Map
19

USG$ U.S.DEPARTMENT OF THE INTERIOR The National Map BUNNLEVEL QUADRANGLE
NORTH U.S-GEOLOGICAL SURVEY US Topo 7.5-MINUTE SERIESSLINA
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Produced by the United States Geological Survey MN SCALE 1:24 000 ROAD CLASSIFICATION
Nor 83(NAD83) ExpresswaIf
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World Geodetic System of 1984(wG584).Projection and 1 0.5 0 KILOMETERS 1 i
ODD-meter gnd:Universal Transverse Mercator,Zane 17S -- CANNA— Secondarywy 1001RoadTM1ss map o not a legal document.Boundaries may be181MIS 1000 50D 0 S 0M OERS10002000Ramp 4WDgeneralized for Nis map scale.Private lands within government 1 1reservations OI be shown.Obtain permission before Ra MILg MILES •Inteate Route 0US Route O Slate Route
entering private ro
yWndz. .0__0 1000 2000 3000 .0 5000 8001 7000 8000 9000 10000 Cv^os°xcls t°c^n°" ==7:::r r,:c'
Imagery NAIP,September 2020-September 2020 =ry ID
Roads us. census Bureau, 2016 �� NOTE:RED OUTLINE INDICATES APPROXIMATE
Names GNIS, 1980 2022 DECLINATION AT CENTER OF SHEET UTM GRID AND 2019 MAGNETIC NORTH 1Mamers 'n
Nydrugraphy National Hydrography Dataseq 2005 - 2018 1 2 3 2 Lillington LOCATION OF THE ENTIRE PROJECT,RED
Zonal Eleatwn oats: 0008 CONTOUR VERTICINTERVAL DATUM10 3 COO SHADED REGION INDICATES APPROXIMATE =�i
NORTH AMERICAN VERTICAL DATUM OF 1988
Boundaries Multiple sources, see metadate file 2019�'- 2021 loon ,D 4 5 4Anderson Crok PHASE 1 LOCATION u_
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Wetlands FWS National Wetlands Inventory Not Available I National This map was produced to calf°.with the 6Manchester = K
PV OV onal Geospatial Program US Topo Product Standard. 6 ] 8 ]Slawmb Q
8Wade BUNNLEVEL, NC 22
w n� ADJOINING QUADRANGLES 2022
175 20

3. Peak Flow Analysis Hydrology and
Hydraulics Modeling Curve Number
and Time of Concentration Calculation
21

3. 1 Pre-Development
22

PROGRESS PLOT DATE:05/13/2024
K Y
N ro
// / / / / ) 11 \ ` \ \ / i I i \\\ M o
1 I I 1 I II \\\ (\ fi f / ,-_ ----_ I I III \ \ —
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-��\ \ \ \ \ \ ` \ \� - \`� \\ — --. ' '_r \ \ `\ . `\ `\ ; \ ; ( / I l /^ � \\ \\ \\ -- / / ,/ / o z°
\ \\ \ \\ \ \QQ\l�\1\. _I \ r___ \ \ 1\ \ \ `\ l r j\ / I I / N\\ \ N. \___. r� r� rj/ / /\i
- \\\\\\\\\\ \`N\\\`N \ --_ \ \�,\ N\\ /r J / rr/ v' / \ 1 \ `\ \\ \ \ \\\ \ \ l \ ,\ \\\\ `\ /' / i' / /��\
\\\ \\\`\\\-- \-, \ \ \- ---�--)Nv \R /-- --- r- - r r/ / / ` \ \ ` \ \ F' \ \ - \ \\\`\ - -� / / ! 1 -ice .45t..N,off, .
`\\`\\ \\\-�\��.`�\\\ — ��\ 1\ - - rr r — _- / r i f , \ \ \ \I / \ \ :11
f\ I 1 ; \\\\ \\\�\\� //r / / Jl / / ���.Q+�SS%e;.y:,'%
\ \ \- / o _ / I 1 1 \ I w nnnnu+
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\\\\ N ` __ " \\J\ \\` — / I I -- --- ////// --- \ /
\\ \\\\ \ ;- — v\O �a / /
\\\\\\\\ \\\ `\ \I I 1 \\\\ -- �_'- N..- \\\\ \ \ \\\N ` / / // // / / / 1 / I l l l l I l / / r -- \ N �'_,- U
\ \ \ \ % \ \ I \N \ - 1824'SHALLOW / / / / / / / / / /
• \ \ \ \ \ \ \ \ •\ ' / // r= --__ \ \ \ \ 1 \ \`\1 )` / /' r / / / / / / / / / / /�� / __ ,- \ --- Cr O aim
\\`\\\\ \ \`\\\ \ `\`_�iri%/�i,----\ --- �\\ \ I l / /� \\\I1\J l \ / / / ---CONCENTRATED / / / / // // /// / / /// / / / / / / - -__-- - cc woi
\ _ \ - FLOW / / / / / / / / / -- -_'' — - 4
\V A V A\A ` V A- /i i -----,'\ V 1 � �/ j 1 1V A / / / // /// / / / / / / j�l l l /r _ — — -' 'N` w i
\ \ \-\ _ //// I 1 I I I I ( / / \I\ \ / __ / /// ' i / / / / / / / / f / / \ \\ dl-__ ¢\\\\ \\ � \ \ III \
I I I , I , I I I 11 l \I\\\\ / / / / // / f 1 \`\ \ \ a-
\\ \ �\ \ I / \ \ \ g°
\ \\ \ - //7//,.- / I I I I \ \ \ \ \ I 1 DA#2 / // / / / \ N. \ \ \/II — a N
/ / I / I I TOFF-SITE:817,942 SF(18.77 AC) \<. - / / / ( \ \ \ \ l / I
29
\\ \\ \ /i i / / / III \ \ \ \ I \ y / / / �� °z
\ \\ \ — I I S \ \ \ \ \ I \ \ ON-SITE:128,314 SF(2.95 AC) r / / \ \ \ 1 - -- \ Z
\\\\\\\-,.„--..,......„..1--------\ �r .-"\ \\ \\ 1 ( l l % I I \ 1 \ `\`\ \ \ 1 I — — TOTAL:946,256 SF(21.72 AC) ��y/ \r / / ,�l i I / S \\ ` \\ \ 1 II I \\ `---- \Il` h1 a
\ \ 2 I 1 1 1 CLASS A SOIL:59,927 SF(1.37 AC) ti_--__ -
•\ \ ' \ -- ter ^,..,\ \\\` \ 1 11 I1 / / �_
\\\\\\\ ---- \ " \ � I I CLASSCSOIL:886,329SF(20.35AC) \ / _ - \ ¢ ��
\\\\ \ 1 III / / \a// 'CLASS CSOIL / / - ivorr- ,// / / / — \ w
\0 \ \\ \\-----_ - `\\ `\\ 1 \ \ l 1 I1 / / ////// 4,/ )\+I\a'\ I / / 1 // / / / r CLASS ASOIL / l / / l l ( -- \-� wr
\ \ \1 (I1 // )I I� / I \ r — z-
`\\ \\ \ \ - -\ II 1 !! // //// z�/ 1 II a 100'SHEETFLOW // 1 \ w o
\ \___ \\\11 jjrl/I 11 II //// / II �III i =_- _ \ zw
\ -- - — ) f ' I11 ( // ` 11 I / / / \Ott I _ \ O Z ww
N-.-----------------------. �//7 ,IIl1I/)\ / llI11II I 1 t +1'ei1\ `-2 _ ---- ' / / -- POI#1I -_ ~ \ �N
\-- / / / / — - /1 II I 1 11 it
/ wil
.:
\ \ Ce
\ \ J/ IJI I /I \ \a�� 3rr_ �\ \ _ - \ 'x
II
J 1 1 I 11 1/! ////, / / /i / /� 1 1/N \ \ \- \x20— -\ I� 1 `� _-- DA#1 / / \ `\ --`-�^ ----- ~`\t\ \ \\\, I-
CLASS c SOIL w Z
IIIV. �1111 I' OFF-SITE:4,297 SF(0.10 AC) / v v I.
/ / I I I I 1 ( \ \ -_- \ i \ ON-SITE:455,018 SF(10.44 AC) - \ --- \ \ - _ I I I x
/N\ I \ I \ 1 I 11 1 1 I I 1 1 1 1 \ / 1 I I I I 1 \ ` II -�TOTAL:459,315SF(10.54AC) \
\ CLASS C SOIL 11 - -\ 75'SHEET FLOW
\ \ \ \\ \ \ I 1 I I I 1 I 1 \ \ \ -\ 1,1\J 1 - CLASS A SOIL:241,677 SF(5.55 AC) CLASS A SOIL N I
I \\\ (In i
\ \\\\\\ \\\\\\\ \ \ I 1 I f 1 l \\\\ N\N\ \ \ -\JIp\\ --\ CLASS B SOIL:5,072 SF(0.11 AC) N
\ V A A \ 1 1 1 1 V A v�\ -CLASS C SOIL:212,566 SF(4.88 AC) . \� Nv V 1\ \
\\\\\\ \ ` \\\\\\ \ \ \ \ �s \\A \ J / — — —11 - —.... I I I 1 w
I
\\\\\\\\\\\\\ \\ \ \\\ \\\\ \ \.-�\\\ \\\\--\ \\\\ \\ \ �4r' \J11 ^/II --_-_-' r i -- ` �\ \__ 1 l 1 I �\ \ " ° a m
\ - _ 637'SHALLOWm
/ I ' \ \ \\\\\ \\ \\ \ \ \\ \ ` \ \ \ \\\-- \ \ \\\� -Nr --\I!\ /f / CONCENTRATED \ DA#3 N I -\ \ �- rc oy o m o
I I \\\\\\\ \\\\\ \\\\\\\ \,` \ \\`\- \\\ \ `\ \\7 If \ FLOW --_ - o
\ `\\\-- -�A\ H
I I \\\\\\\\\\\\\`\\ \ \ \\\\\ \ \ \\\ \`\\\\ \ \ z4,' If\\/h-_ ---- — z '- - FLOW- ASOIL 8S ( 73 ) N w o
431'SHALLOW OFF SITE:0 SF(0.00 AC) 1 \\ `\ ` rc ° u
-' CONCENTRATEDON SITE:49,151 SF(1.13 AC) \ \ o
/ \\ \ \ \ \\ \ \\ ` ` 1 _ ----- _ _ - W r TOTAL:49,151 SF(1.13AC) I
I \ \\ \ \ V\ /r CLASS :31,52 F 0. AC \
----—2/2"
\ \\ \\ \ \\\ \ \' '- \ \ I\ CLASS C SOIL:17,623 SF(0.40 AC) — J z
1 l /_-'\ \ \ \ \ \ \\\\\ \� \ \ \ \ \ \ `2+1---- 1� ---
\ \ \ \ \ \ \ \i I\ I _, \______,___,,,,_________ CLASS A SOIL ra.PIN I- •— U
\\ \ \ it 0 = ~ Z Q
\\\\\\ \\ \ \\ \ I \ \ \ \\ \ \- \ \ICLASSASOIL J^ CLASSASOIL / a--_ 1----' -_---- -- \ \ — _ /- - - r _-- -- \\ N\ J I- CL o ^2 cell'
\\\\\\ \\ \ \ -- - \ \ \ ' \/ y .- ', POI#3 - -
11`\\\\II\I \ \\ \\\\\\\ -\ \ \ e I' \\ Nogo �' / ,.E \ �F_ Lr \ \ N ~ 2i Cl- Q
1 1 1 1 I I 11 1 1 1 \\ \ \ I \ �\I 111 / 1, I i_ \ ao / LJJ w 0
1111 \ \ \ \ \ a, lCLASSBSOIL 3g„,-,�ec----_ / -_- \ \ \ \ Z z
I\ I 1 I 1 \+ I\ \ \ •\\\ \ I I l \ �11r/ 9' ,Y .,, sa ____-- \\ - -- ---- __- i -___--___-----\\\\\ \ \ U. $ W C�
1 ! , 1\. I I f / \ \ t\ , _ . \ . \ . \ \ \ III ``IL\ Ni rr / '-- - -- \-----\ �-- ----_ / _ -'�--� `\\\ \` \\ \ Q g > Q
\ p II / I / - \- --__---- — — — — — — - �__ \ \` \ \ N. Q x W
\I \ 1\ \I \ I\ \ I\ // 1\ --r' // / // V / \ ----- ii' \\\\ \\\ \ J O o Q
I 1 , , \ \ \ \ ( . / / / / / / \ -- -------------- ,r �'i'r� — — \-\ \.`\\ \ \ \ \ \ - L1 C Ce p
Y
cm L a
G U
3
w
rn
GRAPHIC SCALE DRAWING
SHEET
,h dII E-1.0
( IN FEET)
1 inch= 100 ft.
THIS PLANSET AND ANY ASSOCIATED DOCUMENTS ARE PRELIMINARY AND NOT AUTHORIZED FOR CONSTRUCTION 01 OF 01
UNTIL SIGNED,DATED,AND OFFICIALLY RELEASED FOR CONSTRUCTION BY THE ENGINEER OF RECORD.
23

Project: Ambrosia Farm
Location: Harnett County
Date: 5/15/2024
PMEPre-Development Hydrology Input Summary
Pre-Development
On-Site Off-Site ALL-SITE
Subcatchment Area Area Area
sf ac sf ac sf ac
Sub#1 455,018 10.45 4,297 0.10 459,315 10.54
Sub#2 128,314 2.95 817,942 18.78 946,256 21.72
Sub#3 49,151 1.13 0 0.00 49,151 1.13
All 632,483 14.52 822,239 18.88 1,454,722 33.40
On-Site Area(ac) Off-Site Area(ac)
Subcatchment Total Area(ac) SCS CN Tc(min)
Impervious Open Wooded Pond Impervious Open Wooded Pond
Sub#1 0.00 10.45 0.00 0.00 0.00 0.10 0.00 0.00 10.55 55.4 13.6
Sub#2 0.00 2.95 0.00 0.00 0.57 8.53 6.73 0.00 18.78 70.5 26.3
Sub#3 0.00 1.13 0.00 0.00 0.00 0.00 0.00 0.00 1.13 51.5 14.0
Total 0.00 14.53 0.00 0.00 0.57 8.63 6.73 0.00 30.46
24

Pre-Development Hydrology
Project: Ambrosia Farm Location: Harnett County
Subcatchment: Sub#1 Date: 5/15/2024
Soil Type All SCS CN
Sub#1 Land use A B C D
sf ac sf ac sf ac sf ac sf ac % CN*Area CN
Impervious 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Open 241677 5.55 5072 0.12 208269 4.78 0.00 455,018 10.45 100.0% 577.3
On-Site Wooded 0.00 0.00 0.00 I 0.00 0 0.00 0.0% 0.0 55.3
Pond 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Sum 241,677 5.55 5,072 0.12 208,269 4.78 0.00 455,018 10.45 100.0% 577.3
Impervious 0.00 0.00 0.00 1 0.00 0 0.00 0.0% 0.0
Open 0.00 0.00 4297 0.10 0.00 4,297 0.10 100.0% 7.3
Off-Site Wooded 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0 74.0
Pond 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Sum 0.00 0.00 4,297 0.10 0.00 4,297 0.10 100.0% 7.3
Rational Runoff Coefficient,C ITotal CN 55.41
Curve Number Impervious 0.95
HOG A B C D Unimproved Areas 0.35 Total Area=10.54 ac
Impervious 98 98 98 98 Lawn(sandy soil) 0.15 Composite SCS CN=55.4
Open 39 61 74 80 Lawn(heavy soil) 0.25
Wooded 30 55 70 77 Wooded areas 0.15 %Impervious=0.0%
Pond 100 100 100 100 Wet pond 1 %Pervious=100.0%
Pre-Development Hydrology
Project: Ambrosia Farm Location: Harnett County
Subcatchment: Sub#2 Date: 5/15/2024
Soil Type All SCS CN
Sub#2 Land use A B C D
sf ac sf ac sf ac sf ac sf ac % CN*Area CN
Impervious 0.00 I 0.00 0.00 I 0.00 0 0.00 0.0% 0.0
Open 28801 0.66 0.00 99513 2.28 0.00 128,314 2.95 100.0% 194.8
On-Site Wooded mi 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0 66.1
Pond 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Sum 28,801 0.66 0.00 99,513 2.28 0.00 128,314 2.95 100.0% 194.8
Impervious 0.00 0.00 24,829 0.57 . 0.00 24,829 0.57 3.6% 55.9
Open 0.00 0.00 371567 8.53 0.00 371,567 8.53 53.9% 631.2
Off-Site Wooded 30,949 0.71 0.00 262,231 6.02 0.00 293,180 6.73 42.5% 442.7 71.4
Pond 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Sum 30,949 0.71 0.00 658,627 15.12 0.00 689,576 15.83 100.0% 1129.8
Rational Runoff Coefficient,C ITotal CN 70.51
Curve Number Impervious 0.95
HSG A B C D Unimproved Areas 0.35 Total Area=18.78 ac
Impervious 98 98 98 98 Lawn(sandy soil) 0.15 I. Composite SCS CN=70.5
Open 39 61 74 80 Lawn(heavy soil) 0.25
Wooded 30 55 70 77 Wooded areas 0.15 %Impervious=3.0%
Pond 100 100 100 100 Wet pond 1 %Pervious=97.0%
Pre-Development Hydrology
Project: Ambrosia Farm Location: Harnett County
Subcatchment: Sub#3 Date: 5/15/2024
Soil Type All SCS CN
Sub#3 Land use A B C D
sf ac sf ac sf ac sf ac sf ac % CN*Area CN
Impervious 0.00 0.00 0.00 I 0.00 0 0.00 0.0% 0.0
Open 31528 0.72 0.00 17623 0.40 0.00 49,151 1.13 100.0% 58.2
On-Site Wooded 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0 51.5
Pond 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Sum 31,528 0.72 0.00 17,623 0.40 0.00 49,151 1.13 100.0% 58.2
Impervious 0.00 0.00 0.00 0.00 0 0.00 0.0
Open 0.00 0.00 0.00 0.00 0 0.00 0.0
Off-Site Wooded 0.00 0.00 0.00 0.00 0 0.00 0.0
Pond 0.00 0.00 0.00 0.00 0 0.00 0.0
Sum 0.00 0.00 0.00 0.00 0 0.00 0.0
Rational Runoff Coefficient,C ITotal CN 51.51
Curve Number Impervious 0.95
HSG _ A B C D Unimproved Areas 0.35 Total Area=1.13 ac
Impervious 98 98 98 98 Lawn(sandy soil) 0.15 Composite SCS CN=51.5
Open 39 61 74 80 Lawn(heavy soil) 0.25
Wooded 30 55 70 77 Wooded areas 0.15 %Impervious=0.0%
Pond 100 100 100 100 Wet pond 1 %Pervious=100.0%
25

sTRoNGRIp4 , 0(
E r.t G ^J _ E R IN
TIME OF CONCENTRATION INFORMATION
Project: Ambrosia Farm Location: Harnett County
Subcatchment: Sub#1 Date: 5/15/2024
Segment 1:Sheet Flow(Overland Flow) Segment 2:Shallow Concentrated Flow
Length=100 ft Length=637 ft
Top Elev=224.5 ft Top Elev=222.5 ft
Bot Elev=222.5 ft Bot Elev=209 ft
Height=2 ft Height=13.5 ft
Slope=0.020 ft/ft Slope=0.021 ft/ft
Surface Type= Short Grass Surface Type=
Manning's n=0.15 Average Velocity=2.35 ft/s
P(2-year/24-hour)=3.7 inch
Tt= 0.15 hour Tt=0.08 hour
Tt=9.11 minutes Tt=4.52 minutes
aarr(n11°8
= i.
Ti (Pa reoa T =3600V
Segment 3:Channel Flow Time of Concentration(Tc)
Length= ft Tc= 13.6 minutes
Top Elev= ft
Bot Elev= ft SCS lag Time=8.18 minutes
Height= ft Time Increment=2.37 minutes
Slope= ft/ft
Surface Type= Weeds Discharge point:
Manning's n=0.04 Reach to point:
Flow Area= sf(5'w*3'h channel) Reach:
Wetted Perimeter= ft(5'w*3'h channel) Distance=737 ft
Hydraulic Radius= ft
Velocity= ft/s
Tt= hour
Tt= minutes
L 2 1
T` 1.49r 3600V V_ 3 s 2
26

STRONGRCK
ENGINEERING GROUP
TIME OF CONCENTRATION INFORMATION
Project: Ambrosia Farm Location: Harnett County
Subcatchment: Sub#2 Date: 5/15/2024
Segment 1:Sheet Flow(Overland Flow) Segment 2:Shallow Concentrated Flow
Length=75 ft Length=1824 ft
Top Elev=239 ft Top Elev=238.5 ft
Bot Elev=238.5 ft Bot Elev=210 ft
Height=0.5 ft Height=28.5 ft
Slope=0.007 ft/ft Slope=0.016 ft/ft
Surface Type= Short Grass Surface Type= Unpaved
Manning's n=0.15 Average Velocity=2.02 ft/s
P(2-year/24-hour)=3.7 inch
Tt=0.19 hour Tt=0.25 hour
Tt= 11.23 minutes Tt= 15.07 minutes
0.007611r L
T,= T.
(P_,rus u� aaK11.-
Segment 3:Channel Flow ' Time of Concentration(Tc) _
Length= ft Tc= 26.3 minutes
Top Elev= ft
Bot Elev=L ft SCS lag Time= 15.78 minutes
Height= ft Time Increment=4.58 minutes
Slope= ft/ft
Surface Type= Weeds Discharge point:
Manning's n=0.04 Reach to point:
Flow Area= sf(5'w*3'h channel) Reach:
Wetted Perimeter= ft(5'w*3'h channel) Distance= ft
Hydraulic Radius= ft
Velocity= ft/s
Tt= hour
Tt= minutes
2 1
L
Tt=3fi(10V V_ 1.49ras2
n
27

ENGINEERINGsTRoNG R ,k, c K
GROUP
MaTIME OF CONCENTRATION INFORMATION .
Project: Ambrosia Farm Location: Harnett County
Subcatchment: Sub#3 Date: 5/15/2024
Segment 1:Sheet Flow(Overland Flow) Segment 2:Shallow Concentrated Flow
Length=75 ft Length=431 ft
Top Elev=216 ft Top Elev=214.8 ft
Bot Elev=214.8 ft Bot Elev=212.5 ft
Height=1.2 ft Height=2.3 ft
Slope=0.016 ft/ft Slope=0.005 ft/ft
Surface Type=Short Grass Surface Type= Unpaved
Manning's n=0.15 Average Velocity=1.18 ft/s
P(2-year/24-hour)=3.7 Minch
Tt=0.13 hour Tt=0.10 hour
Tt=7.91 minutes Tt=6.09 minutes
0.007lnL)a" L
T,= T =
(P_'aeen� , 3600V
d Segment 3:Channel Flow I Time of Concentration(Tc)
Length= ft 'lc= 14.0 minutes
Top Elev=I ft
Bot Elev= ft SCS lag Time=8.41 minutes
Height= ft Time Increment=2.44 minutes
Slope= ft/ft
Surface Type= II. Discharge point:
Manning's n=0.04 Reach to point:
Flow Area= sf(5'w*3'h channel) Reach:
Wetted Perimeter= ft(5'w*3'h channel) Distance=506 ft
Hydraulic Radius= ft
Velocity= ft/s
Tt= hour
Tt= minutes
L 2 1
Tit=3600V v =1.49r 3 s 2
n
28

3.2 Post-Development
29

PROGRESS PLOT DATE:05/13/2024
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\ V 1 y/ l /--- -/ I �. J
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f I I- � C E i_ \ \ FLOW A A V � i / ©- ---% v A CLASS I / / 7, \ , / / I / -,,,Ax
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\ , , , \ ______„„______________ _, \\,,,, , \, _,,_, DA#2
\ V --%// /�---_-, v v v A / / ,----
\ OFF-SITE: SF(16.06AC) / / / / / // / / / _ 9 (� o�
\, AV A A -�////i/�^ o� \ _-/ ON-SITE:276,387 SF(6.34 AC) /' I /\/ / / / 3a / / /4/,/
i r c\\,_—///i-/4. , , �d \ ) \\ \ TOTAL:975,851 SF(22.40AC) v // / ' / // / / — Za\ \ \ tee AO - at \ CLASS A SOIL:57,610 SF(1.32 AC) / /�, A / / / -,--- c�
Z cc 6=
V���-- // /// -- I f�� / / / AI IIA // 7 �' CLASSCSOIL:918,241SF(21.OSAC) // // j�r�/ // /1 / �'I //- o�
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zz ''-7 / / '',/ ',/ / / , -'_ c r/ / \\ q.,,
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— ' I I \ \ \ \ \ l - / 29/ / I/ I , \ \ \ 0 z z,
��—;_�' _ —/1 J / / ,�l 1 SILVER QUEEN COURT \ \ Y�
I 1 l I 1 / / / -' I 50'RIGHT OF WAY r — O F
— A I / I 11 I �/ / T r v \ N o m
e — 11 �v
/ 1 \I I I 1\I II I;I I / ,CLASS C SOIL *"11 v 75'SHEET FLOW I / / // / / 7 / I/ 1 1® / ) 'I 1 I Ce a z-
- \ ,A V I 1 I I I i /// / //////,- 1 1�11 ' / �- �/ ,, - / CLASSASOIL / I / / / / / Z ��
\///ill I/ I I;I/ ////�////- 1 , �''' I ti z
�cv9 All // 01 Ii11; // / / / 1 I '\,hl',i / / - / �, //" `'vI ,f / lv �,X�� w
\ODA#1 I I 1 1�= vi r--, rr--/-- r-- r——— a--,/ -,fl
#1/ Cii) S
� \/ � I III �� m
// / / /// -/// CLASS C SOIL:37,493 SF(0.86 AC) p' i1 1 \ I \11 \ \'
/ / / / one _k it/' �I III I 1,.., �� �� w
' / / / / / / / / / / I A V v A —220 I �� 324'SHALLOW © III -i7J O O Q I Si - o
/ A 8 2 m \c/\
89 10 1i / I I l I / / / / / / v vv 1 �n 111 I ) L v II� 76'SHALLOW a oI / / / v --, 1 CONCENTRATED /I 61 1 1 I v a3 I'II nI I I I I / I I I l ( \ v 0, 0 v 73T CHANNEL FLOW I , Q I I Q� CONCENTRATED 2 0I I 1 I / DA#3 n"I _1J-FLOW 1 / ' CLASS C SOIL FLOW ` mmI I V II 1 1 50'SHALLOW 1 I o\ I l IV \1 II \I V N218 IT I 71----� 1 1 - I � ,/ , 1 CONCENTRATED I A I V 1 , A z zo z z x
OFF-SITE:0 SF(0 AC) Jit
\ \ v �i y _ „ DA#7(BYPASS FLOW) 'r w 5 i
168'CHANNELFL r'-_,'---44,'tr-��',--- CLASS I N. E, 8 L
ON-SITE:2,984 SF(0.07 AC) P •I' +L OW FLOW CLAS
V A V A A \ \ V \ \ TOTAL:2,984 SF(0.07 AC) S o _ — ___- ---_
\ V\ \ 1 A �'- I_ -% 2,509 SF(0.06 AC)
V A 1\ \\\\\V A \ V I\ \\ \\ICLASSCLASSI C SOIL SF(0.07 AC) s— � � - � z ! V CLASS A SOIL:45 SF 0.00 AC
\ \A 1 A A A\ \ \ V A A \ �s-'" _ — lit®� 1- CLASS C SOIL:2,464 SF(0.06 AC) z
VA\`AAA \\V A AAVV\`\` �\ \\V A� AAN vN. v 1d" ,D%I I' �I1 -`V 1 r r ) i; - , DA#5 o
�64'CHANNEL FLOW '70'SHALLOW 1 100'S EET FLOWI + AMBROSIA W Y • I EL FLOW I OFF-SITE:0 SF(0 AC) Z W
\ Q I, 382'CHANN
\ s V, ,Av A \\\\`A Av\\� v.A v v-44 AVAA --_. ,,-- C, I 1, _ I I li '` 1 sorIGHTOFWAY 1 I ON-SITE:3,467 SF(0.08AC) (� o
J�{ 1_ 1 11 1 I 1 1 11 I. /TOTAL:3,467 SF(0.08 AC) < z Z
\`\\ \\`\\\` \\\ \ \\\`\\\\`\\\\�\ \ ' CONCENTRATED �I ,I -z'.3- 1 1 1 1 1 DA#6(BYPASS FLOW) / I / 1 /1 1 CLASS A SOIL:3,205 SF(0.07 AC) U = F W Q
\vAA \ v VGA CLASS C SOIL FLOW L -�c 302'SHALLOW 1 0 307,128 SF 7.05 AC © CLASS C SOIL:262 SF 0.01 AC W
\\\ a ( ) I s I , a5 as a� ( ) W
\\ \ \\ \\ ., \\\\\ \\ \ \ \ N \ \ \ `-21,-- _ I I CONCENTRATED © ( ) — o
\ \ \ \\\\\\ \ \\\ -----,\
\ \ \ \ \\•- ,\ \ `210_ 1 ----hi , FLOW CLASS B SOIL:5,072 SF(0.2 AC) CLASS A SOIL w o d Q
\\\ \\ \ N \ I *I11 -_ L I I I OFF-SITE: 0
\ \ \ \ \ , ,\ ,N, -209- j CLASS C SOIL-:45,424I SF(1.04 AC) h 0 SF(0 AC) J Z z J W
\\\\\\NN\\\\\\ \\\\\\\ \ \ \\ `\ \\� 2oa� II e 'll J,' ti 1---1,1' 71Ahhh: rL_- l 1 ON-SITE:7,344 SF(0.17AC) LL = W
\ \ \ \` ` \ \`\\\ \ \ \ \ \ zm> `�\1` -1 L- 1-_ J .��� 1 1 1 �1- \-t ---1 --1 TOTAL:7,344 SF(0.17 AC) Q a <
' ` \\ \` \ \` \` \ \\\`` ` ` ` \ \\ ` /_N ''\ v - - —— 2 ��p���� __ ( ) ... _ = Z
�o- CLASS A SOIL:5,758 SF 0.13 AC Q W
\ \ \ \\ \\ \ \ \\\ \ \ `_ \ \ Ii _ ��` •�!- _ CLASS C SOIL:1,586 SF(0.04 AC) _I-' U) z 0 Q,4' q\ \ \ \\\ \\ \ \\\\' \ \\ � s\ NOW ISR FORMERLY ---20' i ----\\ _--- — -- - -i% -j% ---__ _ - -
/�' v 1 A A 11 \ I A \A A V v A A v v AV`\V� I� JANIS N.LEWIS , ' / POI#3 -----zaa-' -- v _ �� J o
I I 1 \\ `\\\\` \ ` \ 1 1 \CLASS A SOIL B:1217;P / NOW OR FORMERLY-2m-_ - OR FORMERLY _- _ __ W m O
I \` \ \ ` \ \ PIN#:0556-:CLASS A SOIL ROY G.GREENE 20e \ CLASS A SOIL EL G.BETHUNE _- W
\ \ V CLASS B SOIL I / t _ _ 6 a
1 I I \ \ �,444444...,\\ \ \ I I I I �- \ 1'� / DB:1011;PG:93 20A- _ �� \ DB:1868;PG:434 ___ _ - _ o
J\ \1\ \ \ \ \ \ \ h I I 4 1 - - PIN#:0556-77-4494 - _U `�
1 \ ( PIN#:0556-87-1596 i -- -- Q
4-7'N J\ 1\ \\ \��\ \ \ \ \\\\ \ 1 I I 1 I I /cA / /' —203' --� � ` - —�f= i- — -- —'_—� Q
\\\\\ \ \\\\` \\\ I 1 1 I I\ 1 1 \ \ \ \ \ , I I\ \---- /-' / / / 'J // /xo1- __ \\- I �i'- N
Vvv \ 1 v \ v v / tis _ - / / // / __ -`� ` GRAPHIC SCALE DRAWING
` V ` 1V A v `\VA ` \\ ` v A I / /6 ,s A,0 T' / ` / / // ! \Vv
c / \ I I v` IN FEET)
�� v v v v\v v v \ r\ \-,_ ----i- / / // r -0 '.--.‘It:is /
/ \ ��-,, // l I \ f inch= 100 ft. _
I I \ 1 \ \ 1 1 / 1 / J�, I 1 f / \_ / / �/ / THIS PLANSET AND ANY ASSOCIATED DOCUMENTS ARE PRELIMINARY AND NOT AUTHORIZED FOR CONSTRUCTION
UNTIL SIGNED,DATED,AND OFFICIALLY RELEASED FOR CONSTRUCTION BY THE ENGINEER OF RECORD.
30

Post-Development Hydrology Input Summary ■
On-Site Off-Site ALL-SITE
Subcatchment Area Area Area Impervious Area
sf ac sf ac sf ac sf ac
Sub#1 32,015 0.73 5,478 0.13 37,493 0.86 3,635 0.08 11.35%
Sub#2 276,387 6.34 699,464 16.06 975,851 22.40 41,803 0.96 15.12%
Sub#3 2,984 0.07 0 0.00 2,984 0.07 1,370 0.03 45.91%
Sub#4 7,344 0.17 0 0.00 7,344 0.17 2,861 0.07 38.96%
Sub#5 3,467 0.08 0 0.00 3,467 0.08 1,318 0.03 38.02%
Bypass#1 307,128 7.05 0 0.00 307,128 7.05 47,255 1.08 15.39%
Bypass#2 2,509 m 0.06 0 0.00 2,509 0.06 1,774 0.04 70.71%
All 631,834 14.50 704,942 16.18 1,336,776 30.69 I 100,016 2.30 15.83%
Su t Description Total Area(ac) SCS CN Tc(min)
Sub#1 DC 0.03 76.3 17.7
NDC 0.83
Sub#2 DC 0.30 73.1 34.3
NDC 22.10
Sub#3 DC 0.03 85.0 5.0
NDC 0.04
Sub#4 DC 0.07 64.9 8.9
NDC 0.10
Sub#5 DC 0.03 61.4 8.4
NDC 0.05
Bypass#1 DC 0.34 53.2 13.1
NDC 6.71
Bypass#2 DC 0.04 91.0 5.0
NDC 0.02
31

Post-Development Hydrology aMil
Project: Ambrosia Farm Location: Harnett County
Subcatchment: Sub#1 Date: 5/15/2024
Part 1:Land Use Breakdown
Soil Type All SCS CN
Sub Rl Land use A B C D
sf ac sf ac sf ac sf ac sf ac % CN.Area CN
Roadway I 0.00 M 0.00 • 0.00 0.00 0 0.00 0.0% 0.0
Grassed Right-of-ways 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Driveway 0 0.00 0 0.00 320 0.01 0 0.00 320 0.01 1.0% 0.7
Parking lot/Play ground/Pump station I 0.00 M 0.00 A 0.00 0.00 0 0.00 0.0% 0.0
Roof 0 0.00 0 0.00 3,315 0.08 0 0.00 3,315 0.08 10.4% 7.5
On-Site Sidewalk(Includes Patios) 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0.0% 0.0 76.7
Lawn 0.00 0.00 17,645 0.41 0 0.00 17,645 0.41 55.1% 30.0
Managed pervious(Open Space) 0 0.00 0 0.00 10,735 0.25 0 0.00 10,735 0.25 33.5% 18.2
Woods 0.00 0.00 0.00 1 0.00 0 0.00 0.0% 0.0
Land Taken up by BMP 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Sum 0.00 0.00 32,015 0.73 0.00 32,015 0.73 100.0% 56.4
Roadway 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Grassed Right-of-ways 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Driveway 0.00 0.00 iii 0.00 0.00 0 0.00 0.0% 0.0
Parking lot/Play ground/Pump station 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Roof 0.00 N 0.00 0.00 0.00 0 0.00 0.0% 0.0
Off-Site Sidewalk(Includes Patios) 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0 74.0
Lawn 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Managed pervious(Open Space) 0.00 0.00 5478 0.13 0.00 5,478 0.13 100.0% 9.3
Woods 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Land Taken up by BMP 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Sum 0.00 0.00 0.00 0.00 5,478 0.13 100.0% 9.3
I 37,493 0.86 I I CN 76.3 I
32

Post-Development Hydrology
Project: Ambrosia Farm Location: Harnett County
Subcatchment: Sub#2 Date: 5/15/2024
Part 1:Land Use Breakdown
Soil Type All SCS CN
Sub#2 Land use A B C D
sf ac sf ac sf ac sf ac sf ac % CN.Area CN
Roadway 0.00 1 0.00 r ' 0.00 0.00 0 0.00 0.0% 0.0
Grassed Right-of-ways 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Driveway 320 0.01 0 0.00 3,360 0.08 0 0.00 3,680 0.08 1.3% 8.3
Parking lot/Play ground/Pump station 0.00 J 0.00 0.00 _AM 0.00 0 0.00 0.0% 0.0
Roof 3,315 0.08 0 0.00 34,808 0.80 0 0.00 38,123 0.88 13.8% 85.8
On-Site Sidewalk(Includes Patios) 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0.0% 0.0 74.4
Lawn 17,645 0.41 0 0.00 185,273 4.25 0 0.00 202,918 4.66 73.4% 330.5
Managed pervious(Open Space) 8,163 0.19 0 0.00 23,504 0.54 0 0.00 31,667 0.73 11.5% 47.2
Woods 0.00 0.00 0.00 1 0.00 0 0.00 0.0% 0.0
Land Taken up by BMP 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Sum 29,443 0.68 0.00 246944 5.67 0.00 276,387 6.34 100.0% 471.8
Roadway 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Grassed Right-of-ways 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Driveway 0.00 0.00 j 0.00 0.00 0 0.00 0.0% 0.0
Parking lot/Play ground/Pump station 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Roof 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Off-Site Sidewalk(Includes Patios) 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0 72.6
Lawn 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Managed pervious(Open Space) 28,167 0.65 0.00 671297 15.41 0.00 699,464 16.06 100.0% 1165.6
Woods 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Land Taken up by BMP 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Sum 28,167 0.65 0.00 671297 15.41 0.00 699,464 16.06 100.0% 1165.6
I 875,851 22.40 I I CN 73.1
33

Post-Development Hydrology
Project: Ambrosia Farm Location: Harnett County
Subcatchment: Sub#3 Date: 5/15/2024
Part 1:Land Use Breakdown
Soil Type All SC5 CN
Sub Land use A B C D
sf ac sf ac sf ac sf ac sf ac % CN.Area CN
Roadway I 0.00 II■ 0.00 1,370 0.03 IIIIIIIIII■ 0.00 1,370 0.03 45.9% 3.1
Grassed Right-of-ways 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Driveway 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0.0% 0.0
Parking lot/Play ground/Pump station I 0.00 IIIII. 0.00 0.00 I, 0.00 0 0.00 0.0% 0.0
Roof 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0.0% 0.0
On-Site Sidewalk(Includes Patios) 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0.0% 0.0 85.0
Lawn 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0.0% 0.0
Managed pervious(Open Space) 0 0.00 0 0.00 1,614 0.04 0 0.00 1,614 0.04 54.1% 2.7
Woods 0.00 0.00 0.00 I 0.00 0 0.00 0.0% 0.0
Land Taken up by BMP 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Sum 0.00 0.00 2,984 0.07 0.00 2,984 0.07 100.0% 5.8
Roadway 0.00 0.00 0.00 0.00 0 0.00 0.0
Grassed Right-of-ways 0.00 0.00 0.00 0.00 0 0.00 0.0
Driveway 0.00 0.00 0.00 0.00 0 0.00 0.0
Parking lot/Play ground/Pump station 0.00 0.00 0.00 0.00 0 0.00 0.0
Roof 0.00 N 0.00 0.00 0.00 0 0.00 0.0
Off-Site Sidewalk(Includes Patios) 0.00 0.00 0.00 0.00 0 0.00 0.0
Lawn 0.00 0.00 0.00 0.00 0 0.00 0.0
Managed pervious(Open Space) 0.00 0.00 0.00 0.00 0 0.00 0.0
Woods 0.00 0.00 0.00 0.00 0 0.00 0.0
Land Taken up by BMP 0.00 0.00 0.00 0.00 0 0.00 0.0
Sum 0.00 0.00 0.00 0.00 0 0.00 0.0
I 2,984 0.07 I I CN 85.0 I
34

Post-Development Hydrology aill
Project: Ambrosia Farm Location: Harnett County
Subcatchment: Sub#4 Date: 5/15/2024
Part 1:Land Use Breakdown
Soil Type All SCS CN
Sub#4 Land use A B C D
sf ac sf ac sf ac sf ac sf ac % CN.Area CN
Roadway 1,891 ' 0.04 II■ 0.00 970 0.02 IIIIIIIIII■ 0.00 2,861 0.07 39.0% 6.4
Grassed Right-of-ways 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Driveway 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0.0% 0.0
Parking lot/Play ground/Pump station I 0.00 IIIII. 0.00 J 0.00 I, 0.00 0 0.00 0.0% 0.0
Roof 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0.0% 0.0
On-Site Sidewalk(Includes Patios) 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0.0% 0.0 64.9
Lawn 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0.0% 0.0
Managed pervious(Open Space) 3,867 0.09 0 0.00 616 0.01 0 0.00 4,483 0.10 61.0% 4.5
Woods 0.00 0.00 1 0.00 I 0.00 0 0.00 0.0% 0.0
Land Taken up by BMP 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Sum 5,758 0.13 0.00 1,586 0.04 0.00 7,344 0.17 100.0% 10.9
Roadway 0.00 0.00 0.00 0.00 0 0.00 0.0
Grassed Right-of-ways 0.00 0.00 0.00 0.00 0 0.00 0.0
Driveway 0.00 0.00 0.00 0.00 0 0.00 0.0
Parking lot/Play ground/Pump station 0.00 0.00 0.00 0.00 0 0.00 0.0
Roof 0.00 N 0.00 0.00 0.00 0 0.00 0.0
Off-Site Sidewalk(Includes Patios) 0.00 0.00 0.00 0.00 0 0.00 0.0
Lawn 0.00 0.00 0.00 0.00 0 0.00 0.0
Managed pervious(Open Space) 0.00 0.00 0.00 0.00 0 0.00 0.0
Woods 0.00 0.00 0.00 0.00 0 0.00 0.0
Land Taken up by BMP 0.00 0.00 0.00 0.00 0 0.00 0.0
Sum 0.00 0.00 0.00 0.00 0 0.00 0.0
I 7,344 0.17 I I CN 64.9 I
35

Post-Development Hydrology
Project: Ambrosia Farm Location: Harnett County
Subcatchment: Sub#5 Date: 5/15/2024
Part 1:Land Use Breakdown
Soil Type All SCS CN
Sub#5 Land use A B C D
sf ac sf ac sf ac sf ac sf ac % CN.Area CN
Roadway 1,056 ' 0.02 IIIIIII. 0.00 262 0.01 ■ 0.00 1,318 0.03 38.0% 3.0
Grassed Right-of-ways 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Driveway 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0.0% 0.0
Parking lot/Play ground/Pump station I 0.00 IIIIIII. 0.00 0.00 . 0.00 0 0.00 0.0% 0.0
Roof 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0.0% 0.0
On-Site Sidewalk(Includes Patios) 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0.0% 0.0 61.4
Lawn 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0.0% 0.0
Managed pervious(Open Space) 2,149 0.05 0 0.00 0 0.00 0 0.00 2,149 0.05 62.0% 1.9
Woods 0.00 0.00 0.00 I 0.00 0 0.00 0.0% 0.0
Land Taken up by BMP 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Sum 3,205 0.07 0.00 262 0.01 0.00 3,467 0.08 100.0% 4.9
Roadway 0.00 0.00 0.00 0.00 0 0.00 0.0
Grassed Right-of-ways 0.00 0.00 0.00 0.00 0 0.00 0.0
Driveway 0.00 0.00 0.00 0.00 0 0.00 0.0
Parking lot/Play ground/Pump station 0.00 0.00 0.00 0.00 0 0.00 0.0
Roof 0.00 N 0.00 0.00 0.00 0 0.00 0.0
Off-Site Sidewalk(Includes Patios) 0.00 0.00 0.00 0.00 0 0.00 0.0
Lawn 0.00 0.00 0.00 0.00 0 0.00 0.0
Managed pervious(Open Space) 0.00 0.00 0.00 0.00 0 0.00 0.0
Woods 0.00 0.00 0.00 0.00 0 0.00 0.0
Land Taken up by BMP 0.00 0.00 0.00 0.00 0 0.00 0.0
Sum 0.00 0.00 0.00 0.00 0 0.00 0.0
I 3,467 0.08 I I CN 61.4 I
36

Post-Development Hydrology aMil
Project: Ambrosia Farm Location: Harnett County
Subcatchment: Bypass#1 M Date: 5/15/2024
Part 1:Land Use Breakdown
Soil Type All SCS CN
Bypass#1 Land use A B C D
sf ac sf ac sf ac sf ac sf ac % CN.Area CN
Roadway 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Grassed Right-of-ways 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Driveway 3,840 0.09 64 0.00 256 0.01 0 0.00 4,160 0.10 1.4% 9.4
Parking lot/Play ground/Pump station 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Roof 39,780 0.91 663 0.02 2,652 0.06 0 0.00 43,095 0.99 14.0% 97.0
On-Site Sidewalk(Includes Patios) 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0.0% 0.0 53.2
Lawn 211,740 4.86 3,529 0.08 14,116 0.32 0 0.00 229,385 5.27 74.7% 218.5
Managed pervious(Open Space) 1,263 0.03 816 0.02 28,400 0.65 0.00 30,479 0.70 9.9% 50.5
Woods 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Land Taken up by BMP 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Sum 256,623 5.89 5,072 0.12 45424 1.04 0.00 307,119 7.05 100.0% 375.3
Roadway 0.00 0.00 0.00 0.00 0 0.00 0.0
Grassed Right-of-ways 0.00 0.00 0.00 0.00 0 0.00 0.0
Driveway 0.00 0.00 0.00 0.00 0 0.00 0.0
Parking lot/Play ground/Pump station 0.00 0.00 0.00 0.00 0 0.00 0.0
Roof 0.00 0.00 0.00 0.00 0 0.00 0.0
Off-Site Sidewalk(Includes Patios) 0.00 0.00 0.00 0.00 0 0.00 0.0
Lawn 0.00 MI 0.00 0.00 0.00 0 0.00 0.0
Managed pervious(Open Space) 0.00 0.00 0.00 0.00 0 0.00 0.0
Woods 0.00 0.00 0.00 0.00 0 0.00 0.0
Land Taken up by BMP 0.00 0.00 0.00 0.00 0 0.00 0.0
Sum 0.00 0.00 0.00 0.00 0 0.00 0.0
I 307,119 7.05 I I CN 53.2
37

Post-Development Hydrology aMil
Project: Ambrosia Farm Location: Harnett County
Subcatchment: Bypass#2 Date: 5/15/2024
Part 1:Land Use Breakdown
Soil Type All SC5 CN
Bypass#2 Land use A B C D
sf ac sf ac sf ac sf ac sf ac % CN.Area CN
Roadway 45 ' 0.00 M 0.00 1,729 0.04 0.00 1,774 0.04 70.7% 4.0
Grassed Right-of-ways 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Driveway 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0.0% 0.0
Parking lot/Play ground/Pump station I 0.00 M 0.00 0.00 . 0.00 0 0.00 0.0% 0.0
Roof 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0.0% 0.0
On-Site Sidewalk(Includes Patios) 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0.0% 0.0 91.0
Lawn 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0.0% 0.0
Managed pervious(Open Space) 0 0.00 0 0.00 735 0.02 I 0.00 735 0.02 29.3% 1.2
Woods ' 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Land Taken up by BMP 0.00 0.00 0.00 0.00 0 0.00 0.0% 0.0
Sum 45 0.00 0.00 2,464 0.06 0.00 2,509 0.06 100.0% 5.2
Roadway 0.00 0.00 0.00 0.00 0 0.00 0.0
Grassed Right-of-ways 0.00 0.00 0.00 0.00 0 0.00 0.0
Driveway 0.00 0.00 0.00 0.00 0 0.00 0.0
Parking lot/Play ground/Pump station 0.00 0.00 0.00 0.00 0 0.00 0.0
Roof 0.00 N 0.00 0.00 0.00 0 0.00 0.0
Off-Site Sidewalk(Includes Patios) 0.00 0.00 0.00 0.00 0 0.00 0.0
Lawn 0.00 0.00 0.00 0.00 0 0.00 0.0
Managed pervious(Open Space) 0.00 0.00 0.00 0.00 0 0.00 0.0
Woods 0.00 0.00 0.00 0.00 0 0.00 0.0
Land Taken up by BMP 0.00 0.00 0.00 0.00 0 0.00 0.0
Sum 0.00 0.00 0.00 0.00 0 0.00 0.0
I 2,509 0.06 I I CN 91.0 I
38

STRONGRCK
ENGINEERING GROUP
TIME OF CONCENTRATION INFORMATION
Project: Ambrosia Farm Location: Harnett County
Subcatchment: Sub#1 Date: 5/15/2024
Segment 1:Sheet Flow(Overland Flow) Segment 2:Shallow Concentrated Flow
Length=75 ft Length=324 ft
Top Elev=224.6 ft Top Elev=224 ft
Bot Elev=224 Eft Bot Elev=217.5 ft
Height=0.6 ft Height=6.5 ft
Slope=0.008 ft/ft Slope=0.020 ft/ft
Surface Type=Short Grass r Surface Type=iUnpaved
Manning's n=0.15 Average Velocity=2.29 ft/s
P(2-year/24-hour)=3.7 inch
Tt=0.17 hour Tt=0.04 hour
Tt= 10.44 minutes Tt=2.36 minutes
0.007htLl°" L
T,_ _(p)oeso, Tt 3600V
Segment 3:Channel Flow Time of Concentration(Tc)
Length=168 ft Tc= 17.7 minutes
Top Elev=217.5 ft
Bot Elev=217.25 ft SCS lag Time= 10.59 minutes
Height=0.25 ft Time Increment=3.07 minutes
Slope=0.001 ft/ft
Surface Type= Grass . Discharge point:
Manning's n=0.035 Reach to point:
Flow Area=0.74 I sf(36"pipe) Reach:
Wetted Perimeter=3.55 ft(36"pipe) Distance=567 ft
Hydraulic Radius=0.21 ft
Velocity=0.58 ft/s
Tt=0.08 hour
Tt=4.85 minutes
L 2 t
T` 3600V V_1.4913s7
n
39

ENGINEERINGSTRONGRC4CK
GROUP
TIME OF CONCENTRATION INFORMATION
Project: Ambrosia Farm Location: Harnett County
Subcatchment: Sub#2 Date: 5/15/2024
Segment 1:Sheet Flow(Overland Flow) Segment 2:Shallow Concentrated Flow
Length= 175 ft Length= 1291 ft
Top Elev=238 ft Top Elev=236.5 ft
Bot Elev=236.5 ft Bot Elev=215.5 ft
Height= 1.5 ft Height=21 ft
Slope=0.009 ft/ft Slope=0.016 ft/ft
Surface Type=Short Grass Surface Type=Unpaved
Manning's n= 0.15 Average Velocity=2.06 ft/s
P(2-year/24-hour)=3.7 inch
Tt=0.33 hour Tt=0.17 hour
Tt=20.01 minutes Tt= 10.46 minutes
0.007(nL)o8 L
Tt= (P )0.5s0.4 Tt=3600V
z
Segment 3:Channel Flow I Time of Concentration(Tc)
Length=737 ft Tc= 34.3 minutes
Top Elev=215.5 ml ft
Bot Elev=210 ft SCS lag Time=20.58 minutes
Height=5.5 ft Time Increment=5.97 minutes
Slope=0.007 ft/ft
Surface Type=Grass Discharge point:
Manning's n=0.035 Reach to point:
Flow Area=11.16 sf(36"pipe) Reach:
Wetted Perimeter=13.77 ft(36"pipe) Distance=2203 ft
Hydraulic Radius= 0.81 ft
Velocity=3.20 ft/s
Tt=0.06 hour
Tt=3.84 minutes
L 2 1
Tt=3600V V=1.49r 3 s 2
n
40

ENGINEERINGSTRONGRCK
GROUP
Mimi L. TIME OF CONCENTRATION INFORMATION j
Project: Ambrosia Farm Location: Harnett County
Subcatchment: Sub#3 Date: 5/15/2024
Segment 1:Sheet Flow(Overland Flow) Segment 2:Shallow Concentrated Flow
Length= ft Length=70 ft
Top Elev= ft Top Elev= 218.5 ft
Bot Elev=` ft Bot Elev=217 ft
Height= ft Height=1.5 ft
Slope= ft/ft Slope= 0.021 ft/ft
Surface Type= Short Grass Surface Type=
Manning's n=0.15 Average Velocity=2.36 ft/s
P(2-year/24-hour)=3.7 inch
Tt= hour Tt= 0.01 hour
Tt= minutes Tt= 0.49 minutes
T,-
o.ao;1nif L
I e_1"s"1 Tt — :36(X)V
Segment 3:Channel Flow Time of Concentration(Tc)
Length=54 ft Tc= 5.0 minutes
Top Elev= 217 ft
Bot Elev=215.5 ft SCS lag Time=3.00 minutes
Height=1.5 ft Time Increment=0.87 minutes
Slope=0.028 ft/ft
Surface Type= Grass Mil Discharge point:
Manning's n=0.035 Reach to point:
Flow Area=0.58 'IIsf(36"pipe) Reach:
Wetted Perimeter=3.13 ft(36"pipe) Distance= 124 ft
Hydraulic Radius=0.19 ft
Velocity=2.31 ft/s
Tt= 0.01 hour
Tt= 0.39 minutes
L 2 1
Ti = :3600V V=
1.49r s 2
n
41

ENGINEERINGSTRONGRCK
GROUP
TIME OF CONCENTRATION INFORMATION
Project: Ambrosia Farm Location: Harnett County
Subcatchment: Sub#4 Date: 5/15/2024
Concentrated Flow
Length= ft Length=50 ft
Top Elev=� ft Top Elev= 215.4 ft
Bot Elev= ft Bot Elev=214 ft
Height= ft Height=1.4 ft
Slope= ft/ft Slope=0.028 ft/ft
Surface Type= Short Grass Surface Type=mommr
Manning's n=0.15 Average Velocity=2.70 ft/s
P(2-year/24-hour)=3.7 inch
Tt= hour Tt= 0.01 hour
Tt= minutes Tt= 0.31 minutes
0.007(nL) L
Tt_ (ps)°°e 4 Tc =:3600V
Segment 3:Channel Flow Time of Concentration(Tc)
Length=522 ft Tc= 8.9 minutes
Top Elev= 214 ft
Bot Elev=210 ft SCS lag Time=5.33 minutes
Height=4 ft Time Increment=1.54 minutes
Slope=0.008 ft/ft
Surface Type= Grass Discharge point:
Manning's n=0.035 Reach to point:
Flow Area=0.34 sf(36"pipe) Reach:
Wetted Perimeter=2.39 ft(36"pipe) Distance=
Hydraulic Radius=0.14 ft
Velocity= 1.02 ft/s
Tt= 0.14 hour
Tt= 8.57 minutes
L z 1
T' = 3600V V_ 1.49r:�s''
42

ENGINEERINGSTRONG RIC4iCK
GROUP
TIME OF CONCENTRATION INFORMATION
i
Project: Ambrosia Farm Location: Harnett County
Subcatchment: Sub#5 Date: 5/15/2024
Segment 1:Sheet Flow(Overland Flow) Segment 2:Shallow Concentrated Flow
Length= ft Length= ft
Top Elev= ft Top Elev= ft
Bot Elev= ft Bot Elev= ft
Height= ft Height= ft
Slope= ft/ft Slope= ft/ft
Surface Type=Short Grass Surface Type=Unpaved
Manning's n=0.15 Average Velocity= ft/s
P(2-year/24-hour)=3.7 inch
Tt= hour Tt= hour
Tt= minutes Tt= minutes
0.0071rd.)°B L
Tt- (Pz rngo.a Tt=3600V
Segment 3:Channel Flow Time of Concentration(Tc)
Length=382 ft Tc=8.4 minutes
Top Elev=212.5 ft
Bot Elev=210 ft SCS lag Time=5.01 minutes
Height=2.5 ft Time Increment=1.45 minutes
Slope=0.007 ft/ft
Surface Type=Grass Discharge point:
Manning's n=0.035 Reach to point:
Flow Area=0.18 sf(36"pipe) Reach:
Wetted Perimeter=1.73 ft(36"pipe) Distance= ft
Hydraulic Radius=0.10 ft
Velocity=0.76 ft/s
Tt=0.14 hour
Tt=8.36 minutes
L 2 1
Tc=3600V V_1.49r 3 s 2
43

ENGINEERINGSTRONGRC4CK
GROUP
Milk TIME OF CONCENTRATION INFORMATION I
Project: Ambrosia Farm Location: Harnett County
Subcatchment: Bypass#1 Date: 5/15/2024
Segment 1:Sheet Flow(Overland Flow) Segment 2:Shallow Concentrated Flow
Length=100 ft Length=302 ft
Top Elev=218.5 ft Top Elev=215.25 ft
Bot Elev=215.25 ft Bot Elev=209 ft
Height=3.25 ft Height=6.25 ft
Slope=0.033 ft/ft Slope=0.021 ft/ft
Surface Type=Dense Grass Surface Type=
Manning's n=0.24 Average Velocity=2.32 ft/s
P(2-year/24-hour)=3.7 inch
Tt=0.18 hour Tt=0.04 hour
Tt=10.93 minutes Tt=2.17 minutes
0.007(nL)5d L
Tt— (pz)Q5s°4 Tt=3600V
di Segment 3:Channel Flow I Time of Concentration(Tc)
Length= ft Tc= 13.1 minutes
Top Elev= ft
Bot Elev= ft SCS lag Time=7.86 minutes
Height= ft Time Increment=2.28 minutes
Slope= ft/ft
Surface Type= 11. Discharge point:
Manning's n=0.04 Reach to point:
Flow Area= sf(5'w*3'h channel) Reach:
Wetted Perimeter= ft(5'w*3'h channel) Distance= '- ft
Hydraulic Radius= ft
Velocity= ft/s
Tt= hour
Tt= minutes
L 2 1
Tt=3600V V_1.49r3s2
n
44

STRONGRCK
ENGINEERING GROUPTIME OF CONCENTRATION INFORMATION imi. AIM
Project: Ambrosia Farm Location: Harnett County
Subcatchment: Bypass#2 Date: 5/15/2024
Segment 1:Sheet Flow(Overland Flow) Segment 2:Shallow Concentrated Flow
Length= ft Length=76 ft
Top Elev= ft Top Elev=213.8 ft
Bot Elev= ft Bot Elev=213.4 _ft
Height= ft Height=0.4 ft
Slope= ft/ft Slope=0.005 ft/ft
Surface Type=Light Woods Surface Type=Unpaved
Manning's n=0.4 Average Velocity=1.17 ft/s
P(2-year/24-hour)=3.7 inch
Tt= hour Tt=0.02 hour
Tt= minutes Tt=1.08 minutes
0.007(nL)°a L
Ti= Tt=3600V
(p2)0.5.0.4
Segment 3:Channel Flow Time of Concentration(Tc)
Length= ft Tc=5.0 minutes
Top Elev=I ft
Bot Elev= ft SCS lag Time=3.00 minutes
Height= ft Time Increment=0.87 minutes
Slope= ft/ft
Surface Type=Weeds Discharge point:!
Manning's n=0.04 Reach to point:
Flow Area=15 ml sf(5'w*3'h channel) Reach:
Wetted Perimeter=11 ft(5'w*3'h channel) Distance= ft
Hydraulic Radius=1.36 ft
Velocity= ft/s
Tt= hour
Tt= minutes
L 2 1
Tt 3600V V=1.49r s s 2
n
45

4. Drainage Ditches and Piped
Channels
46

4. 1 Drainage Ditch Drainage Area Map
47

PROGRESS PLOT DATE:05/13/2024
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UNTIL SIGNED,DATED,AND OFFICIALLY RELEASED FOR CONSTRUCTION BY THE ENGINEER OF RECORD.
48

4.2 Drainage Ditch Calculations
49

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Jun 26 2024
Channel #1 10-year Storm
Triangular Highlighted
Side Slopes (z:1) = 4.00, 4.00 Depth (ft) = 0.42
Total Depth (ft) = 1.50 Q (cfs) = 1.970
Area (sqft) = 0.71
Invert Elev (ft) = 217.00 Velocity (ft/s) = 2.79
Slope (%) = 3.71 Wetted Perim (ft) = 3.46
N-Value = 0.035 Crit Depth, Yc (ft) = 0.44
Top Width (ft) = 3.36
Calculations EGL (ft) = 0.54
Compute by: Known Q
Known Q (cfs) = 1.97
Elev (ft) Section Depth (ft)
219.00 - 2.00
218.50 1.50
218.00 1.00
217.50 0 0.50
217.00 0.00
216.50 -0.50
0 2 4 6 8 10 12 14 16
Reach (ft)
50

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Jun 26 2024
Channel #2 10-year Storm
Triangular Highlighted
Side Slopes (z:1) = 4.00, 4.00 Depth (ft) = 1.81
Total Depth (ft) = 2.00 Q (cfs) = 44.13
Area (sqft) = 13.10
Invert Elev (ft) = 218.20 Velocity (ft/s) = 3.37
Slope (%) = 0.75 Wetted Perim (ft) = 14.93
N-Value = 0.035 Crit Depth, Yc (ft) = 1.50
Top Width (ft) = 14.48
Calculations EGL (ft) = 1.99
Compute by: Known Q
Known Q (cfs) = 44.13
Elev (ft) Section Depth (ft)
221.00 - 2.80
220.50 2.30
220.00 1.80
219.50 1.30
219.00 0.80
218.50 0.30
218.00 -0.20
217.50 -0.70
0 2 4 6 8 10 12 14 16 18 20
Reach (ft)
51

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Jun 26 2024
Channel #3 10-year Storm
Triangular Highlighted
Side Slopes (z:1) = 4.00, 4.00 Depth (ft) = 0.18
Total Depth (ft) = 1.50 Q (cfs) = 0.290
Area (sqft) = 0.13
Invert Elev (ft) = 217.00 Velocity (ft/s) = 2.24
Slope (%) = 8.37 Wetted Perim (ft) = 1.48
N-Value = 0.035 Crit Depth, Yc (ft) = 0.21
Top Width (ft) = 1.44
Calculations EGL (ft) = 0.26
Compute by: Known Q
Known Q (cfs) = 0.29
Elev (ft) Section Depth (ft)
219.00 - 2.00
218.50 1.50
218.00 1.00
217.50 0.50
0
217.00 0.00
216.50 -0.50
0 2 4 6 8 10 12 14 16
Reach (ft)
52

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Jun 26 2024
Channel #4 10-year Storm
Triangular Highlighted
Side Slopes (z:1) = 4.00, 4.00 Depth (ft) = 0.34
Total Depth (ft) = 1.50 Q (cfs) = 0.620
Area (sqft) = 0.46
Invert Elev (ft) = 214.00 Velocity (ft/s) = 1.34
Slope (%) = 1.11 Wetted Perim (ft) = 2.80
N-Value = 0.035 Crit Depth, Yc (ft) = 0.28
Top Width (ft) = 2.72
Calculations EGL (ft) = 0.37
Compute by: Known Q
Known Q (cfs) = 0.62
Elev (ft) Section Depth (ft)
216.00 2.00
215.50 - 1.50
215.00 1.00
214.50 0.50
0
214.00 0.00
213.50 -0.50
0 2 4 6 8 10 12 14 16
Reach (ft)
53

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Jun 26 2024
Channel #5 10-year Storm
Triangular Highlighted
Side Slopes (z:1) = 4.00, 4.00 Depth (ft) = 0.25
Total Depth (ft) = 1.50 Q (cfs) = 0.300
Area (sqft) = 0.25
Invert Elev (ft) = 213.00 Velocity (ft/s) = 1.20
Slope (%) = 1.63 Wetted Perim (ft) = 2.06
N-Value = 0.035 Crit Depth, Yc (ft) = 0.21
Top Width (ft) = 2.00
Calculations EGL (ft) = 0.27
Compute by: Known Q
Known Q (cfs) = 0.30
Elev (ft) Section Depth (ft)
215.00 - 2.00
214.50 - 1.50
214.00 1.00
213.50 0.50
0
213.00 0.00
212.50 -0.50
0 2 4 6 8 10 12 14 16
Reach (ft)
54

Table of Summary-Permanent Ditch
DRAINAGE AREA(AC) Rainfall(10 yr) Cvalue Flow FLOW DEPTH(FT) TOP WIDTH(FT) BOTTOM WIDTH(FT) DEPTH(FT) SIDE SLOPE(Z:1) FREEBOARD(FT) LENGTH(FT) BEGIN ELEVATION END ELEVATION SLOPE(FT/FT)VELOCITY(FT/S) VELOCITY(FT/S)
On-Site _ Off-Site All-Site(A) (i) (C) (CO (actual) (ALLOWED)
D1 0.73 0.13 0.86 7.88 0.29 1.97 0.42 12 0 1.5 4 1.08 62 217 214.7 3.71% 2.79 4.50
D2 6.34 16.06 22.4 7.88 0.25 44.13 1.81 16 0 2 4 0.19 960 218.2 211 0.75% 3.37 4.50
D3 0.07 0 0.07 7.88 0.52 0.29 0.18 12 0 1.5 4 1.32 41 217 213.57 8.37% 2.24 4.50
D4 0.17 0 0.17 7.88 0.46 0.62 0.34 12 0 1.5 4 1.16 270 214 211 1.11% 1.34 4.50
D5 0.08 0 0.08 7.88 0.48 0.30 0.25 12 0 1.5 4 1.25 123 213 211 1.63% 1.20 4.50
I Weighted C Values
Percentage of Area Percentage of Area Percentage of
Covered by Roofs Covered by Asphalt Pervious Area Weighted C
(C=1.00) (C (C .20)�.95) Value
�
Di 0.06 0.06 0.88 0.29
D2 0.06 0.01 0.93 0.25
D3 0.00 0.43 0.57 0.52
D4 0.00 0.35 0.65 0.46
D5 0.00 0.38 0.63 0.48
55

4.3 Piped Channel Drainage
Area Map
56

PROGRESS PLOT DATE 01/30/2024
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LEGEND: IT
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STORM DRAINAGE
PROPOSED MAJOR CONTOUR / I
PROPOSED MINOR CONTOUR / / / -- / ' r
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_ 2.CONTRACTOR TO COORDINATE ACTIVITIES WITH UTILITY O
3 • COMPANIES INVOLVED IN ANV RELATED RELOCATION(I.E. Z
\ / \ 1 I / / / 1 / / I^ / POWER POLES,TELEPHONE PEDESTALS,WATER METERS,ETC.). 5
(� : / I 1 / I / IIF sr -1---
3.EXISTING UTILITIES SHOWN ARE BASED ON FIELD SURVEYS AND w
di I 1m P I _ /I / V / \ \ T THE BEST AVAILABLE RECORD DRAWINGS.THE CONTRACTOR Z
MP 1 v a r _-+ _ --- -- / I,''
/� \ / I \ \ _ SHALL VERIFY CONDITIONS PRIOR TO BEGINNING U•
c / ' - (--rt---- 1 CONSTRUCTION.ANV DISCREPANCIES BETWEEN ACTUAL FIELD
Z I /I / / \ CONDITIONS AND THE PLANS SHALL BE REPORTED TO THE a Y
/ - 1" / / / \ I \ \ \ ALL INEERIMMEDIATELY.RO
`� / / 4.ALL PROPOSED SIDE ROAD SWALES,DITCHES,CROSS PIPES N 0
\ `=` I I / // / I \ \ AND DRIVEWAY PIPES SHALL BE PROTECTED BY EROSION �L 85 ee
r y / I 1 CONTROL MEASURES AS SHOWN AND SPECIFIED ON THE 0 Z
\ E"0 (\ I --,-J--- -__ I -- / / I / I I \ EROSION CONTROL PLAN. 1 O w 0
1I __ 'I 5.A P.E.OR AN R.L.S.SEAL IS REQUIRED ON ALL AS-BUILT x U)H
- 11\ N I. 1 1 CD 1I-�- �y ® ,Jr-' ® --r ® / © �---- --J 8�/ \® 10 I 0 \( \ IMPERVIOUS SURFACES. CC W N
\_ -220- \ I 1 // \ \ 6.THE CONTRACTOR IS RESPONSIBLE FOR REPORTING ANY U
I / /' - 1 \ 1 I1 1 I 1 \ I DISCREPANCIES IN THE CATCH BASIN ELEVATIONS OR THE LI i
\ \ \ / 11y I 1 / 1 1 J/ y 1 \ / \ PROPOSED PIPE SLOPES TO THE ENGINEER.THE CONTRACTOR (5 Z O
\ I r \ / Q \`n- IS ALSO RESPONSIBLE TO REPORT ANY CONFLICTS BETWEEN Q'
e� z 1 J- \ �'/ - / \ ANY UTILITY,STORM DRAIN LINE,WATER LINE,SEWER LINE OR d-
\\ \ _/ \ ,/ /' - \ ANY OTHER PROPOSED OR EXISTING STRUCTURE TO THE S m
\ t)SI �- - '/ / \ 31 ENGINEER. O 55
\ \ II I CP#O3 -�_ ,- - \ 7.A LAND DISTURBING PERMIT ISSUED BY NORTH CAROLINA C.
m 1
\\ 21g IOO 0I\' / // // - I /-- / \ / DEPARTMENT CO MMEO QUALITY D-WIDI TB REQUIREDG J Z
\ \ I y 0.72 AC /' / / PRIOR TO THE COMMENCEMENT ENVIRONMENTAL ANY LAND-DISTURBING
\ - __ 11 ACTIVITIES. Z d
\ \ I ------ ------ 1" / - -1 ---- / \ INV OUT:210.82 8.ALL EXISTING VAULTS,MANHOLES,STORM DRAIN STRUCTURES, (0 o,CD
\ \ \1 I 1 I PIPE-03 1 / rH
VALVE BOXES,CLEANOUTS,ETC.SHALL BE ADJUSTED AS IINOU213.99 ' '' \� _ NEEDED TO MATCH FINISHED GRADE./-16 LF 18"CORRUGATED 050%I � I31 ��
9.ALL BACKFILL,COMPACTION,SOILS TESTING,ETC.SHALL BE
\ INV IN:213.82 ) ZCD o
\ - / - - \ PERFORMED BY THE OWNER'S INDEPENDENT TESTING
l __
' - 1 1 �I PIPE-02 LABORATORY. O'_
\ \ \/ ` '''''4....
` \ - -- --__-_ # 44 LF 18 LA RCP Q 0.50%-- - 10.ALL SPOT ELEVATIONS INDICATED ARE AT EDGE OF PAVEMENT W d'w
I - _ _ UNLESS NOTED OTHERWISE.ALL ELEVATIONS ARE BASED ON NC w I
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NORTH(NAD 83) MEETING WITH NORTH CAROLINA W �U
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\ I / \ DEPARTMENT OF ENVIRONMENTAL QUALITY MUST BE Q
7•IPE-04 - / - � - Woo- _p`" \11 - - \216 - - `215- - - / - SCHEDULED PRIOR TO ANV WORK,GRADING OR INSTALLATIONZ w w
ib Li-TT GUKKUGA tU HIHt L U.'9% / 2�8 2 ` ` W
216-_ / �� / �/ \ OF EROSION CONTROL MEASURES. O 0'
PIPE-0 218� __i % 12.ALL HANDICAP PARKING SPACES AND STRIPED ACCESSIBILITY 1
7 z77- � - AISLES ARE TO HAVE NO MORE THAN A 1:5020%SLOPE IN ALL
68 LF 16"CLASS IV RCP Q0.80% 4r_� _ \ _ __ _ _ _ �- ( ) Ky
y- - - - 4--- w� -- - - -- -- �+ ------ -- --- - - - DIRECTIONS.ALL SIDEWALKS ARE TO HAVE NO MORE THAN A
-215 .I 6• �- - - T # \ 1:20(5.0%)SLOPE FOR THE LENGTH OF THE SIDEWALK AND NO 20
\ 1 TINV IN:211.04
II ( -r
- -- s � _ + \ MORETHANA1:50(2.0%)SLOPEFORTHEWIDTHOFTHE �,=I INV IN:213. C04 - I SIDEWALK.-_214- INV I13.08 1.':. - I / I -_1--- I\� \ Z UU
Q.Q6 AC / \_ 13.IF CONTRACTOR NOTICES ANY DISCREPANCIES IN ANY OF N Q:
' 1 --- - --- 1 r 1 THESE SLOPE REQUIREMENTS,IT IS THE CONTRACTOR'S 0
i / \ INVOU:213.43---- - �\ -- I 1 r I- \ Z
/I ' 1 f '' RESPONSIBILITY TO CONTACT THE OWNER PRIOR TO PLACING W H
_ l� I' y/ AMBROS/A WAY ANY HARDSCAPE SO THAT A SOLUTION CAN BE FOUND.\ Q
DISSIPATOR PAD(TYP.) I I 1 I 14.SPOT ELEVATIONS ARE GIVEN AT THE MAJORITY OF THE MAJOR
\ ,IIII X I / I 50'RIGHT OF WAY,\ 1 I BREAK POINTS BUT IT SHOULD NOT BE ASSUMED THAT ALL 0
\ r I -_- NECESSARY SPOT ELEVATIONS ARE SHOWN.DUE TO SPACE Us
213 /\\-1 / I k I 1 --� / \ I LIMITATIONS,THERE MAV BE OTHER CRITICAL SPOTS NOT =
\ /-I-T -- --- 1 1 I
LABELED THAT SHOULD BE TAKING INTO CONSIDERATION.THE l) U
t
\ \ ljr k_ --- - _\ i'// I _ \\ \\ / CONTRACTOR SHALL REVIEW THE GRADING PLAN IN DETAIL AND
Fs
.-+ ----'' r -___ /- - / '1'
1 \ \ -1I r----\ 1 / SHALLENSURE THAT ALL IDECRITICAL IGRADEPOINTS ARE STAKED
// \ f\ - / -' \ \--_-- //' AND FOLLOWED TO PROVIDE POSITIVE DRAINAGE.
15.FILL STORM DRAIN PIPES SHALL BE PROTECTED WITH STONE
\\ -/ \ /I -� 1- I I '�" I I 1 / I FILTER PROTECTION AFTER STOPPAGE OF WORK EACH DAY w
\ -212' \ \ 1 L(__ ' I 1 1 \--t-1- I I-I__` // (SEE DETAIL SHEET). 3 O m h
\ _ __ %.EXISTING VEGETATION WITHIN TREE PROTECTIVE AREAS SHALL a
y I Si , I \ II © --1 H - 1'-© 13 -L_- 19 © - -- © © -t
'1 '© © I I REMAIN UNDISTURBED UNLESS NOTED OTHERWISE.ANY AND y LL
ALL LANDSCAPING AND EXISTING TREES 8 SHRUBS TO REMAIN m
tl
\ �_--- 11 �� 1 T�� 1 �_ 1 WHICH ARE DAMAGED DURING DEMOLITION OR CONSTRUCTION py m
\ \ �/\ ___ I 1 - 1 --- I ------ 1 1 / SHALL BE REPLACED BV THE CONTRACTOR USING A LICENSED O• Z Z
y.l -(._ - '- T -1 \ r-'�',, \ / LANDSCAPE CONTRACTOR AT NO ADDITIONAL COST TO THE O ,..;1
3
210- \/ ' --_- OWNER. cQi
\ \ I \ " ------ '/ 1 -- 1 17.THE GRADING CONTRACTOR SHALL COMPLY WITH ALL STATE y m o O
\il--- 1I 1 -I-- i- 1 1- CODES IN OBSERVING EROSION CONTROL MEASURES BOTH ON
\ ` -\'
`-- 1 - I I 1 -- _ 1 - 11 / AND OFFSITE.THE GRADING CONTRACTOR SHALL MAINTAIN ALL
-209--- 1 \ I ---+ .-` /L - -�. EROSION CONTROL DEVICES AFTER EACH RAINFALL EVENT OR Q
\\ \ \ __ - TI'*-- ------ 1 AS DIRECTED BY THE EROSION CONTROL INSPECTOR OR THE z
I ARCHITECT. 1
V / 1� 1� V -�L� ' 1 --- I �T 1 0
\ \ \ t
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-208-- 1 __ 1 1 CC
ERATED DURING CONSTRUCTION AND FOR
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1 ROY G.GREENE __-- - ----� 2
\ DANIEL G.BETHUNE __ Q a W
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MINIMUM VERTICAL SEPARATION BETWEEN UTILITIES: I PIN#:0556-77-4494 - / -- -- -- --- I m Z -
- 2'STORM SEWER/OTHER UTILITIES NOT LISTED -zU5'- -- \ \ PIN#:0556-87-1596 _ - J 3 W
- 2'WATER MAINS(POTABLE WATER OVER POTABLE WATER) \ \ _ - --' J HO d
- 2'RECLAIMED WATER LINES(POTABLE WATER OVER RECLAIMED WATER) al-1
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3'FINAL EARTH GRADE W IY
2'SANITARYSEWER STORM DRAINAGE NOTES: _ ce 0
CROSSING A WATER MAIN OVER A SEWER. 1.ALL STORM DRAINAGE PIPES SHOWN ARE TO BE CLASS III REINFORCED U U
WHENEVER IT IS NECESSARY FOR A WATER MAIN TO CROSS OVER A SEWER,THE WATER MAIN SHALL BE LAID AT SUCH AN ELEVATION THAT THE BOTTOM OF THE WATER MAIN IS AT LEAST 24 INCHES CONCRETE(RCP)UNLESS NOTED OTHERWISE. N
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ABOVE THE TOP OF THE SEWER,UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT A 24 INCH VERTICAL SEPARATION-IN WHICH CASE BOTH THE WATER MAIN AND SEWER SHALL BE CONSTRUCTED �_
OF FERROUS MATERIALS AND WITH JOINTS THAT ARE EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF 10 FEET ON EACH SIDE OF THE POINT OF CROSSING. 2.ALL PIPE JOINTS SHALL BE MADE WITH PREFORMED JOINT SEALER,WHICH Q
CROSS A WATER MAIN UNDER A SEWER. CONFORMS TO AASHTO SPECIFICATION M-198 FOR TYPE B FLEXIBLE PLASTIC 2
WHENEVER IT IS NECESSARY FOR A WATER MAIN TO CROSS UNDER A SEWER,BOTH WATER AND THE SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND WITH JOINTS EQUIVALENT TO GASKETS UNLESS OTHERWISE NOTED. w
WATER MAIN STANDARDS FOR A DISTANCE OF 10 FEET ON EACH SIDE OF THE POINT OF CROSSING.A SECTION OF WATER MAIN PIPE SHALL BE CENTERED AT THE POINT OF CROSSING.THE DESIGN 3.ALL BACKFILL SHALL BE NON-PLASTIC IN NATURE,FREE FROM ROOTS, H
VEGETATION MATTER,WASTE CONSTRUCTION MATERIAL OR OTHER V!
SHALL MAINTAIN VERTICAL SEPARATIONS TO SATISFY STATE MINIMUM REQUIREMENTS WHERE THE DUCTILE IRON PIPE IS USED TO SATISFY THE HARNETT REGIONAL WATER REQUIREMENTS ABOVE. OBJECTIONABLE MATERIAL.SAID MATERIAL SHALL BE CAPABLE OF BEING
MINIMUM HORIZONTAL SEPARATION BETWEEN UTILITIES: COMPACTED BY MECHANICAL MEANS AND SHALL HAVE NO TENDENCY TO -
3-5'EDGE OF PAVEMENT FLOW OR BEHAVE IN A PLASTIC MANNER UNDER THE TAMPING BLOWS OR GRAPHIC SC ALE DRAWING
5'STORM SEWER,POWER POLES AND OTHER UTILITIES NOT LISTED PROOF ROLLING.
10'SANITARY SEWER AND RECLAIMED WATER MAINS OR ASSOCIATED LINES 4.MATERIALS DEEMED BY THE OWNER'S REPRESENTATIVE AS UNSUITABLE - SHEET
10'ANY NON-PERMANENT STRUCTURES OR IMPROVEMENTS FOR BACKFILL PURPOSES SHALL BE REMOVED AND REPLACED WITH
25'ANY BUILDING FOUNDATION,BASEMENT,SUBSURFACE STRUCTURE h = 2II
30'ANY SWIMMING POOL SUITABLE MATERIAL. 11
LATERAL SEPARATION OF SEWERS AND WATER MAINS 5.BACKFILLING OF TRENCHES SHALL BE ACCOMPLISHED IMMEDIATELY AFTER
WATER MAINS SHALL BE LAID AT LEAST 10 FEET LATERALLY FROM EXISTING OR PROPOSED SEWERS,UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT A 10 FOOT LATERAL SEPARATION,IN WHICH PIPE IS LAID.THE FILL AROUND THE PIPE SHALL BE THOROUGHLY ( IN FEET)
CASE: COMPACTED TO 95%OF THE MAXIMUM DRY DENSITY OBTAINABLE WITH THE 1 inch= SO ft.
- THE WATER MAIN IS LAID IN A SEPARATE TRENCH,WITH THE ELEVATION OF THE BOTTOM OF THE WATER MAIN AT LEAST 2 FEET ABOVE THE TOP OF SEWER STANDARD PROCTOR TEST.THE TOP EIGHT(6)INCHES SHALL BE -
- THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER WITH THE WATER MAIN LOCATED AT ONE SIDE ON A BENCH OF UNDISTURBED EARTH,AND WITH THE ELEVATION OF THE BOTTOM OF COMPACTED TO 100 PERCENT STANDARD PROCTOR.
THE WATER MAIN AT LEAST 2'ABOVE THE TOP OF SEWER. 6.UNDER NO CIRCUMSTANCES SHALL WATER BE ALLOWED TO RISE IN -
UNBACKFILLED TRENCHES AFTER PIPE HAS BEEN PLACED. THIS PLANSET AND ANY ASSOCIATED DOCUMENTS ARE PRELIMINARY AND NOT AUTHORIZED FOR CONSTRUCTION
UNTIL SIGNED,DATED,AND OFFICIALLY RELEASED FOR CONSTRUCTION BY THE ENGINEER OF RECORD.
57

4.4 Piped Channel
Calculations
58

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Jun 26 2024
Pipe 03
Circular Highlighted
Diameter (ft) = 1.50 Depth (ft) = 0.80
Q (cfs) = 2.150
Area (sqft) = 0.96
Invert Elev (ft) = 214.07 Velocity (ft/s) = 2.24
Slope (%) = 0.50 Wetted Perim (ft) = 2.46
N-Value = 0.025 Crit Depth, Yc (ft) = 0.56
Top Width (ft) = 1.50
Calculations EGL (ft) = 0.88
Compute by: Known Q
Known Q (cfs) = 2.15
Elev (ft) Section
216.00
•
215.50
•
215.00 •
214.50
214.00 •
213.50
0 1 2 3
Reach (ft)
59

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Jun 26 2024
Pipe 04
Circular Highlighted
Diameter (ft) = 1.00 Depth (ft) = 0.28
Q (cfs) = 0.300
Area (sqft) = 0.18
Invert Elev (ft) = 213.57 Velocity (ft/s) = 1.65
Slope (%) = 0.90 Wetted Perim (ft) = 1.12
N-Value = 0.025 Crit Depth, Yc (ft) = 0.23
Top Width (ft) = 0.90
Calculations EGL (ft) = 0.32
Compute by: Known Q
Known Q (cfs) = 0.30
Elev (ft) Section
215.00
214.50
214.00
v
213.50
213.00
0 1 2
Reach (ft)
60

Piped Channels-Table summary
Drainage Area(AC)
Channel Pipe Rainfall(25 year) C value Flow(Q) Size(in.) No.Barrel Length(ft.) Inv.In Inv.Out Slope Depth(ft.) Velocity(ft/s)
On-Site Off-Site Total
Pipe 03 0.72 0 0.72 8.77 0.34 2.15 18 1 16.0 214.07 213.99 0.5% 1.03 2.24
Pipe 04 0.06 0 0.06 8.77 0.57 0.30 12 1 16.0 213.57 213.43 0.9% 0.26 1.65
Weighted C Values
Percentage of Area Percentage of Area Percentage of
Covered by Roofs Covered by Asphalt Pervious Area Weighted C
(C=1.00) (C .).95) (C�.20) Value
Pipe 03 0.14 0.04 0.82 0.34
Pipe 04 0.00 0.50 0.50 0.57
61

5. Cross Pipes
62

5.1 Cross Pipe Drainage Area Map
63

PROGRESS PLOT DATE 01/30/2024
>-
LEGEND: IT
0
STORM DRAINAGE
PROPOSED MAJOR CONTOUR / 1
PROPOSED MINOR CONTOUR / / / / ' // _ / _ _ / - -/ / / / -//
- EXISTING MAJOR CONTOUR ,/ 1 / // - �''� / /r - // // �/� /
EXISTING MINOR CONTOUR / // // �' // // / / / /
immmo PHASE LINE 1 /// // / // /// /� / 11 4/ II I I m
// /� / / / �� /// // , / / I 0
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\ I \ / // / 50'RIGHT OF WAY
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/ /' iv / / / / • I /' / / / 66DNn,
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I II / �"��� ..14 1.7 W..�"��. �"� . � •� �'.'W.7*. I I GRADING NOTES: tl°
1.CONTRACTOR SHALL CALL"NORTH CAROLINA ONE CALL"
1 J 1-800-632-4949 AT LEAST48 HOURS PRIOR TO DIGGING TO HAVE
E % /I , I EXISTING UTILITIES LOCATED.REPORT ANY DISCREPANCIES TO
1 I II / / / // / / / I / / THE ENGINEER. O
/ �-I- ELEV:210.40 2.CONTRACTOR TO COORDINATE ACTIVITIES WITH UTILITYSZ
I \\ I ) -. i' 'r / / / // _ / / / // - - - COMPANIES INVOLVED IN ANY RELATED RELOCATION(I.E. z
� I 1 I /' 1 / // I^ / _ POWER POLES,TELEPHONE PEDESTALS,WATER METERS,ETC.). E
/ I 1 / I / a \ 3.EXISTING UTILITIES SHOWN ARE BASED ON FIELD SURVEYS AND W
1 w r _ / /I / / THE BEST AVAILABLE RECORD DRAWINGS.THE CONTRACTOR
N Z 1 / I// /1 / /� / 1 \ I \�--- 1 _ SHALL VERIFY CONDITIONS PRIOR TO BEGINNING Z-O,
m � I T
1 w a I I T / / \ \\ (-- CONSTRUCTION.ANV DISCREPANCIES BETWEEN ACTUAL FIELD Q. Z
\ CONDITIONS AND THE PLANS SHALL BE REPORTED TO THE W
= / / / / I 1 N. \ ALL INEER IMMEDIATELY. �0
4.ALL PROPOSED SIDE ROAD SWALES,DITCHES,CROSS PIPES N O
\ m `Z' I I / // / I \ \ AND DRIVEWAY PIPES SHALL BE PROTECTED BY EROSION �L W
\ or` I I / I / I / 1 \ I 1 \ "/ 1 \ CONTROL MEASURES AS SHOWN AND SPECIFIED ON THE Z
1\ g-0 J\ -r ----- I __-1' / ,// I / I // I / 1 \ 1 \ \1 EROSION CONTROL PLAN. 1 O W O
RI - _ 'I " 5.AP.E.OR AN R.L.S.SEAL IS REQUIRED ON ALL AS-BUILT x CO W
- II\ r I lit
0 �" �l ® ,I/ ® �r ® / © Oi'--1_---SY/' \® 10 I 0 \J \ IMPERVIOUS SURFACES. CC W N
\- 22tr / / \ I \ I 6.THE CONTRACTOR IS RESPONSIBLE FOR REPORTING ANY O
I q n / /' /- 1 \ 1 I1 1 1 1 \ DISCREPANCIES IN THE CATCH BASIN ELEVATIONS OR THE ._i
\ 2/ II 1 / 1 1 J/ ,, 1 \ / \ PROPOSED PIPE SLOPES TO THE ENGINEER.THE CONTRACTOR 2 00
-----,, 1 \ i- \ / ,r /�- \ \ 1 1© \-1�3- IS ALSO RESPONSIBLE TO REPORT ANY CONFLICTS BETWEEN
\ ' 0I \ i-// 1 - PROPOSED OR EXISTING STRUCTURE TO THE
i \ \\ ANY UTILITY,STORM DRAIN LINE,WATER LINE,SEWER ORLINEd
ANY OTHER P m
-, I _/ _ ,/ 1/ 1 i I 1 ENGINEER. O
-\ \ 'I A=I I � _ -I 1 i J \ 3:1 ].A LAND DISTURBING PERMIT ISSUED BY NORTH CAROLINA O N
\ O A I / / DEPARTMENT OF ENVIRONMENTAL QUALITY WILL BE REQUIRED °Z
\\ \,,, o Q I 11 __I - _ // �' / Imo'/// / \ PRIOR TO THE COMMENCEMENT OF ANY LAND-DISTURBING
-218\ n I \-- i'� 1 ^y-I----� �I / \� ACTIVITIES. Z 0
- // i--_ 1 1 1 INV OUT:210.82 8.ALL EXISTING VAULTS,MANHOLES,STORM DRAIN STRUCTURES, Q.-
TOTAL 0.94 AC NNV OU 213.99 INVIPE-03 ' - 1 - / I VALVED BOXES,CLEANOUTS,HE ETC.SHALL BE ADJUSTED AS 0 w\ I _ P L J
NVI4lik J J
_ J � .. \ j J NEEDED TO MATCH FINISHED GRADE.
-18 LF IS"CORRUGATED• Qa 0.50%---- i -I ----J 1 ALL BACKFILL COMPACTION SOILS T a
OFFSITE 0.22 AC ' .213 6. / \ 9. TESTING,ETC.SHALL BE D Wo�__I / i' --- -'� V )
PIPE / PERFORMED BY THE OWNER'S INDEPENDENT TESTING CDC
INCLUDESDA ` �' -I14.oT-�- _ ---_ _3�/ _ ALL SPOTTELE 2w
_I � p �_ \\ -� -___-_ / 44 LF 18"CLASS IV RCP Q 0.50%-- / 11.I
\ N -' {} 1 LABORATORY.
ELEVATIONS INDICATED ARE AT EDGE OF PAVEMENTZ W
_- _ �_ __ __ _ ___ __ __ __ _ s__ __ �J UNLESS NOTED OTHERWISE.ALL ELEVATIONS ARE BASED ON NC W F
a.
I 1 - mo po _
FROM CP#03) \ \ `�� >- -
- / - __ 1 \\ GRID NORTH(NAD 83). W Z O
11.A PRE-CONSTRUCTION MEETING WITH NORTH CAROLINA O
\ '/ 1 DEPARTMENT OF ENVIRONMENTAL QUALITY MUST BE Z 1-
PE-04
\ - e` �� _.4 - / - ' - O�c- _O o \1T - ` - _ /F}5 1 SCHEDULED PRIOR TO ANY WORK,GRADING OR INSTALLATION Z W w
218- C "9WO / 2�9 `< o j G \ OF EROSION CONTROL MEASURES. �'
PIPE-0 A 218- -i / _ 12.ALL HANDICAP PARKING SPACES AND STRIPED ACCESSIBILITY oN
68 LF 16"CLASS IVRCP(�0.80% 7 z7j i _ __ ��_�- AISLES ARE TO HAVE NO MORE THAN A 1:50(2.0%)SLOPE IN ALL ��
-215 . 1 �, 4�� \-L w.� - # C 02 /.� DIRECTIONS.ALL SIDEWALKS ARE TO HAVE NO MORE THAN A Uj
/ \ I - INV IN:211.04 1:20(5.0%)SLOPE FOR THE LENGTH OF THE SIDEWALK AND NO Z J
^�I1 1L- L I�'� i � --_ \\ \ MORE THAN A 1:50(2.0%)SLOPE FOR THE WIDTH OF THE a0,=
I\ K INV IN.213.57- I I / I 1 _ 0.4 AC SIDEWALK.
-_--I-- / _1� 1 1 I I I \ Cie Z FF
-_214- INV OUT:213.08 �f'' 1 I I i- \ 13.IF CONTRACTOR NOTICES ANY DISCREPANCIES IN ANY OF fn(Y
-- / '\, r -// / l 50'RIGWAWA , 1 r , 1 III THESE SLOPE REQUIREMENTS,IT IS THE CONTRACTOR'S 01 \ el
INV OT:213.43----- ___ I I r \ , RESPONSIBILITYTOCONTACT THE OWNER PRIORTO PLACINGW Z
HT CiF
V/I \ 1 �/ ANY HARDSCAPE SO THAT A SOLUTION CAN BE FOUND.\ Q
DISSIPATOR PAD(TYP.) I I " 1 // I AMBROSIA ! 1 I I 14.SPOT ELEVATIONS ARE GIVEN AT THE MAJORITY OF THE MAJOR =
\ II ' k� I I 1 I /� BREAK POINTS BUT IT SHOULD NOT BE ASSUMED THAT ALL 0
\ f' ---- / NECESSARY SPOT ELEVATIONS ARE SHOWN.DUE TO SPACE U
--v _/X /---�\ ,� I --- \ LIMITATIONS,THERE MAY BE OTHER CRITICAL SPOTS NOT _
/ I I-y, \\ I / LABELED THAT SHOULD BE TAKING INTO CONSIDERATION.THEItin
0
1\ \ - --- ��- /+��- --�I\ I \ I /1 / CONTRACTOR SHALL REVIEW THE GRADING PLAN IN DETAIL AND
k __ '// 4 / SHALL ENSURE THAT ALL CRITICAL GRADE POINTS ARE STAKED
/ II \ I\ ki
-I- t �IAND FOLLOWED TO PROVIDE POSITIVE DRAINAGE- / ------IL ____ 15.ALL STORM DRAIN PIPES SHALL BE PROTECTED WITH STONE/ ---_ -, 1 1 -- r -I �.J 1 / FILTER PROTECTION AFTER STOPPAGE OF WORK EACH DAV w
\ 212� \ \ {1 -�- I �' 1 1 - -�-1--I- I I-1--- // (SEE DETAIL SHEET). - O m\ %( _ IS EXISTING VEGETATION WITHIN TREE PROTECTIVE AREAS SHALL a
\\ y I \ I - I1 1©---I ----la----"L// 1© - III 1$ L- 1y ©Q \�\\ © ©3 2�4 --t1''�© © REMAIN UNDISTURBED UNLESS NOTED OTHERWISE.ANV AND y, LL� Q
ALL LANDSCAPING AND EXISTING TREES 8 SHRUBS TO REMAIN m
--211----- 1 1 1 r-- 1 _ 1 - WHICH ARE DAMAGED DURING DEMOLITION OR CONSTRUCTION it O y w m
1 I
\ II /'n -_- -� 1 --- I '----- I 1 / SHALL BE REPLACED BY THE CONTRACTOR USING A LICENSED [7 ZZ
y.l }�._ _'- T -1 - r ',- - / LANDSCAPE CONTRACTOR AT NO ADDITIONAL COST TO THE O L.;,,
3
210- \1 --_ - \-- -\ - -�/ OWNER. 0 cQi w
\ 00
III\ I \\i1--- -- -_-_- 1 I I - --- - - -_-_-_ ---' l-r 1 T.THE GRADING CONTRACTOR SHALL COMPLY WITH ALL STATE y o
-- II-- 1 / CODES IN OBSERVING EROSION CONTROL MEASURES BOTH ON
--- 209_-- \il ` \ AND OFFSITE.THE GRADING CONTRACTOR SHALL MAINTAIN ALL
\ I I -- �.-- L - �. EROSION CONTROL DEVICES AFTER EACH RAINFALL EVENT OR S
\ \ \ --- _'r ' r-- I-----_ 1 AS DIRECTED BY THE EROSION CONTROL INSPECTOR OR THE z
II1 I ARCHITECT. I
,IA / 1,�=�1� \ I `HL-7- ' 1 --- I �T 1 0
\ -/ , I \ __ --- - 18.THE GRADING CONTRACTOR SHALL BE RESPONSIBLE FOR W
\\ \\24"EXISTING RCP \ - I \ 1 --1- --- _ I -- - OFF-SITE DISPOSAL OF ALL CLEARING AND GRADING WASTE U
-208-- 1 1 1
N
S
T
R
--202_' \ \ /�� I-I J 1-1 -t --- OBTAIN NG ALLNAPPLIC LE PERMITS FOR OFF-SITE SD TOCKPILES H
\ / / J�.. k 1 �.���-- 1 --\-<- J -�_` -�T�._ 1. J� AND/OR WASTE AREASAB K
Z.
-------- .1 i__iti-il iii 0 I I I T. .-- - '
\ \�� �\\\\ K NOW OR FORMERLY 1.1111111 -- � 41 L________----,-"al ------4it..H1 ___-'' � � ��� - / / •� Q 'o
�\ \ III 1 I JANISN.LEWIS ,\ os- _- ---- \ \ / ' / ~ Li_ O W
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V A \\ �( \ / I 1 / v D6:1217;PG 280 1 / / --2oa- - +-- _ - - Q z d
PIN#:0556-67-8389 - - z p'
\ p1 \ / I\ \ \ 1 �/ NOW OR FORMERLY__20T =--'-- ----_- \ NOW OR FORMERLY _--- ctoo = Q
Ct
ROY G.GREENE - v
DANIELG.BETHUNE Q a W D
UTILITY SEPARATION NOTES: I __--_ DB:1011;PG:93 --"2°6- / DB:1868;PG:434 _ _
/ m C9
MINIMUM VERTICAL SEPARATION BETWEEN UTILITIES: PIN#:0556-77-4494 - - -- -- --- I m 2 Q
2'STORM SEWER/OTHER UTILITIES NOT LISTED _vs-- - - - \-- PIN#:0556-87-1596 __ - J 3 („)
- ------- J Fo z
-- 2'WATER MAINS(POTABLE WATER OVER POTABLE WATER) -, -_ -'
- 2'RECLAIMED WATER LINES(POTABLE WATER OVER RECLAIMED WATER) IJJ Q I; Q
- 3'FINAL EARTH GRADE W cc
2'SANITARYSEWER STORM DRAINAGE NOTES: _ ` 0
CROSSING A WATER MAIN OVER A SEWER. 1.ALL STORM DRAINAGE PIPES SHOWN ARE TO BE CLASS III REINFORCED U O
WHENEVER IT IS NECESSARY FOR A WATER MAIN TO CROSS OVER A SEWER,THE WATER MAIN SHALL BE LAID AT SUCH AN ELEVATION THAT THE BOTTOM OF THE WATER MAIN IS AT LEAST 24 INCHES CONCRETE(RCP)UNLESS NOTED OTHERWISE. N
,lef
ABOVE THE TOP OF THE SEWER,UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT A 24 INCH VERTICAL SEPARATION-IN WHICH CASE BOTH THE WATER MAIN AND SEWER SHALL BE CONSTRUCTED H
OF FERROUS MATERIALS AND WITH JOINTS THAT ARE EQUIVALENT TO WATER MAIN STANDARDS FOR A DISTANCE OF 10 FEET ON EACH SIDE OF THE POINT OF CROSSING. 2.ALL PIPE JOINTS SHALL BE MADE WITH PREFORMED JOINT SEALER,WHICH Q
CROSS A WATER MAIN UNDER A SEWER. CONFORMS TO AASHTO SPECIFICATION M-198 FOR TYPE B FLEXIBLE PLASTIC
WHENEVER IT IS NECESSARY FOR A WATER MAIN TO CROSS UNDER A SEWER,BOTH WATER AND THE SEWER SHALL BE CONSTRUCTED OF FERROUS MATERIALS AND WITH JOINTS EQUIVALENT TO GASKETS UNLESS OTHERWISE NOTED. W
WATER MAIN STANDARDS FOR A DISTANCE OF 10 FEET ON EACH SIDE OF THE POINT OF CROSSING.A SECTION OF WATER MAIN PIPE SHALL BE CENTERED AT THE POINT OF CROSSING.THE DESIGN 3.ALL BACKFILL SHALL BE WASTENON-LASTIC IN NATURE,FREE FROM ROOTS, I-
VEGETATION MATTER, CONSTRUCTION MATERIAL OR OTHER m
SHALL MAINTAIN VERTICAL SEPARATIONS TO SATISFY STATE MINIMUM REQUIREMENTS WHERE THE DUCTILE IRON PIPE IS USED TO SATISFY THE HARNETT REGIONAL WATER REQUIREMENTS ABOVE. OBJECTIONABLE MATERIAL.SAID MATERIAL SHALL BE CAPABLE OF BEING
MINIMUM HORIZONTAL SEPARATION BETWEEN UTILITIES: COMPACTED BY MECHANICAL MEANS AND SHALL HAVE NO TENDENCY TO -
3-5'EDGE OF PAVEMENT FLOW OR BEHAVE IN A PLASTIC MANNER UNDER THE TAMPING BLOWS OR GRAPHIC SC ALE DRAWING
5'STORM SEWER,POWER POLES AND OTHER UTILITIES NOT LISTED PROOF ROLLING.
10'SANITARY SEWER AND RECLAIMED WATER MAINS OR ASSOCIATED LINES 4.MATERIALS DEEMED BY THE OWNER'S REPRESENTATIVE AS UNSUITABLE - SHEET
10'ANV NON-PERMANENT STRUCTURES OR IMPROVEMENTS FOR BACKFILL PURPOSES SHALL BE REMOVED AND REPLACED WITH
25'ANY BUILDING FOUNDATION,BASEMENT,SUBSURFACE STRUCTURE h = zII
30'ANY SWIMMING POOL SUITABLE MATERIAL. 11
LATERAL SEPARATION OF SEWERS AND WATER MAINS 5.BACKFILLING OF TRENCHES SHALL BE ACCOMPLISHED IMMEDIATELY AFTER
WATER MAINS SHALL BE LAID AT LEAST 10 FEET LATERALLY FROM EXISTING OR PROPOSED SEWERS,UNLESS LOCAL CONDITIONS OR BARRIERS PREVENT A 10 FOOT LATERAL SEPARATION,IN WHICH PIPE IS LAID.THE FILL AROUND THE PIPE SHALL BE THOROUGHLY ( IN FEET)
CASE: COMPACTED TO 95%OF THE MAXIMUM DRY DENSITY OBTAINABLE WITH THE 1 inch= SO ft.
- THE WATER MAIN IS LAID IN A SEPARATE TRENCH,WITH THE ELEVATION OF THE BOTTOM OF THE WATER MAIN AT LEAST 2 FEET ABOVE THE TOP OF SEWER STANDARD PROCTOR TEST.THE TOP EIGHT(6)INCHES SHALL BE -
- THE WATER MAIN IS LAID IN THE SAME TRENCH AS THE SEWER WITH THE WATER MAIN LOCATED AT ONE SIDE ON A BENCH OF UNDISTURBED EARTH,AND WITH THE ELEVATION OF THE BOTTOM OF COMPACTED TO 100 PERCENT STANDARD PROCTOR.
THE WATER MAIN AT LEAST 2'ABOVE THE TOP OF SEWER. 6.UNDER NO CIRCUMSTANCES SHALL WATER BE ALLOWED TO RISE IN -
UNBACKFILLED TRENCHES AFTER PIPE HAS BEEN PLACED. THIS PLANSET AND ANY ASSOCIATED DOCUMENTS ARE PRELIMINARY AND NOT AUTHORIZED FOR CONSTRUCTION
UNTIL SIGNED,DATED,AND OFFICIALLY RELEASED FOR CONSTRUCTION BY THE ENGINEER OF RECORD.
64

5.2 Cross Pipe Calculations
65

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Jun 26 2024
CP#1 5 year
Invert Elev Dn (ft) = 213.08 Calculations
Pipe Length (ft) = 68.00 Qmin (cfs) = 2.27
Slope (%) = 0.79 Qmax (cfs) = 2.27
Invert Elev Up (ft) = 213.62 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 18.0
Shape = Circular Highlighted
Span (in) = 18.0 Qtotal (cfs) = 2.27
No. Barrels = 1 Qpipe (cfs) = 2.27
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 1.75
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 3.69
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 214.11
HGL Up (ft) = 214.19
Embankment Hw Elev (ft) = 214.41
Top Elevation (ft) = 216.20 Hw/D (ft) = 0.53
Top Width (ft) = 47.00 Flow Regime = Inlet Control
Crest Width (ft) = 0.00
Elev(It) CP#1 5 year Hw Depth(ft)
217.00 3.38
216.00 - 2.38
215.00 1.38
thieFeentret
214.00 0.38
/11
213.00 -0.62
212.00 -1.62
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 9D
Circular Culvert HGL Embank
Reach(It)
66

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Jun 26 2024
CP#1 10 year
Invert Elev Dn (ft) = 213.08 Calculations
Pipe Length (ft) = 68.00 Qmin (cfs) = 2.52
Slope (%) = 0.79 Qmax (cfs) = 2.52
Invert Elev Up (ft) = 213.62 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 18.0
Shape = Circular Highlighted
Span (in) = 18.0 Qtotal (cfs) = 2.52
No. Barrels = 1 Qpipe (cfs) = 2.52
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 1.91
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 3.81
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 214.13
HGL Up (ft) = 214.22
Embankment Hw Elev (ft) = 214.46
Top Elevation (ft) = 216.20 Hw/D (ft) = 0.56
Top Width (ft) = 47.00 Flow Regime = Inlet Control
Crest Width (ft) = 0.00
Elev(It) CP#1 10 year Hw Depth(ft)
217.00 3.38
216.00 - 2.36
215.00 1.36
214.00 0.36
213.00 -0.62
212.00 -1.62
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 9D
Circular Culvert HGL Embank
Reach(It)
67

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Jun 26 2024
CP#1 25 year
Invert Elev Dn (ft) = 213.08 Calculations
Pipe Length (ft) = 68.00 Qmin (cfs) = 2.80
Slope (%) = 0.79 Qmax (cfs) = 2.80
Invert Elev Up (ft) = 213.62 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 18.0
Shape = Circular Highlighted
Span (in) = 18.0 Qtotal (cfs) = 2.80
No. Barrels = 1 Qpipe (cfs) = 2.80
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 2.08
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 3.94
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 214.15
HGL Up (ft) = 214.25
Embankment Hw Elev (ft) = 214.51
Top Elevation (ft) = 216.20 Hw/D (ft) = 0.60
Top Width (ft) = 47.00 Flow Regime = Inlet Control
Crest Width (ft) = 0.00
Elev(It) CP#1 25 year Hw Depth(ft)
217.00 3.38
216.00 - 2.38
215.00 1.38
Inletcontrol
214.00 0.38
213.00 -0.62
212.00 -1.62
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 9D
Circular Culvert HGL Embank
Reach(It)
68

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Jun 26 2024
CP#2 5 year
Invert Elev Dn (ft) = 210.82 Calculations
Pipe Length (ft) = 44.00 Qmin (cfs) = 1.39
Slope (%) = 0.50 Qmax (cfs) = 1.39
Invert Elev Up (ft) = 211.04 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 18.0
Shape = Circular Highlighted
Span (in) = 18.0 Qtotal (cfs) = 1.39
No. Barrels = 1 Qpipe (cfs) = 1.39
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 1.15
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 3.20
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 211.79
HGL Up (ft) = 211.48
Embankment Hw Elev (ft) = 211.64
Top Elevation (ft) = 214.00 Hw/D (ft) = 0.40
Top Width (ft) = 20.00 Flow Regime = Inlet Control
Crest Width (ft) = 0.00
Elev(It) CP#2 5 year Hw Depth(ft)
215.00 3.96
214.00 2.96
le
il
213.00 Pr' , 1.36
212.00 --..1.1111111.11111
I 0.96
I el control
211.00 -0.04
210.00 -1.04
209.00 -2.04
0 5 10 15 20 25 30 35 40 45 50 55 60 65
GrWarCulvert HGL Embank
Reach(It)
69

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Jun 26 2024
CP#2 10 year
Invert Elev Dn (ft) = 210.82 Calculations
Pipe Length (ft) = 44.00 Qmin (cfs) = 1.54
Slope (%) = 0.50 Qmax (cfs) = 1.54
Invert Elev Up (ft) = 211.04 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 18.0
Shape = Circular Highlighted
Span (in) = 18.0 Qtotal (cfs) = 1.54
No. Barrels = 1 Qpipe (cfs) = 1.54
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 1.26
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 3.30
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 211.80
HGL Up (ft) = 211.51
Embankment Hw Elev (ft) = 211.68
Top Elevation (ft) = 214.00 Hw/D (ft) = 0.43
Top Width (ft) = 20.00 Flow Regime = Inlet Control
Crest Width (ft) = 0.00
Elev(1t) CP#2 10 year Hw Depth(ft)
215.00 3.96
214.00 2.96
213.00 - 1.96
212.00 ...o
In 2tcontrol
211.00 4
210.00 7 -1.04
209.00 I -2.04
0 5 10 15 20 25 30 35 40 45 50 55 60 65
CirWarCWvert HOL Embank
Reach(It)
70

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Jun 26 2024
CP#2 25 year
Invert Elev Dn (ft) = 210.82 Calculations
Pipe Length (ft) = 44.00 Qmin (cfs) = 1.72
Slope (%) = 0.50 Qmax (cfs) = 1.72
Invert Elev Up (ft) = 211.04 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 18.0
Shape = Circular Highlighted
Span (in) = 18.0 Qtotal (cfs) = 1.72
No. Barrels = 1 Qpipe (cfs) = 1.72
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 1.38
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 3.40
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 211.82
HGL Up (ft) = 211.53
Embankment Hw Elev (ft) = 211.72
Top Elevation (ft) = 214.00 Hw/D (ft) = 0.45
Top Width (ft) = 20.00 Flow Regime = Inlet Control
Crest Width (ft) = 0.00
Elev(It) CP#2 25 year Hw Depth(ft)
215.00 3.96
214.00 2.96
213.00
212.00 ...o
In ctcontrol
211.00 4
210.00 7 -1.04
209.00 I -2.04
0 5 10 15 20 25 30 35 40 45 50 55 60 65
CirWarCWvert HOL Embank
Reach(It)
71

Cross Pipes-Table summary
Storm DRAINAGE AREA(AC)
Cross Pipe (in/hr)in/hr' (C value Flow Q' Size(in.) No.Barrel Length(ft.) Inv In Inv Out Slope HGL(Dn)
Hw/D Velocity(Dn) (TOP Elev ft' Freeboard
Event On-Site Off-Site All-Site _
Pipe 01 0.72 0.22 0.94 7.1 0.34 2.27 18 1 68.0 213.62 213.08 0.8% 214.11 0.53 1.75 216.20 0.47
5 year - - -
Pipe 02 0.4 0 0.4 7.1 0.49 1.39 18 1 44.0 211.04 210.82 0.5% 211.79 I 0.4 1.15 214.00 0.53
10 ear Pipe01 0.72 0.22 0.94 7.88 0.34 2.52 18 1 68.0 213.62 213.08 0.8% 214.13 0.56 1.91 216.20 0.45
y •
Pipe 02 0.4 0 0.4 7.88 _ 0.49 1.54 18 1 44.0 211.04 210.82 0.5% 211.8 0.43 1.26 214.00 0.52
Pipe 01 0.72 0.22 0.94 8.77 0.34 J 2.80 18 1 68.0 213.62 213.08 0.8% 214.15 0.6 2.08 216.20 0.43
25 year - - - - - - -
Pipe 02 0.4 0 0.4 8.77 0.49 1.72 18 1 44.0 211.04 210.82 0.5% 211.82 0.45 1.38 214.00 0.50
Weighted C Values
Percentage of Area Percentage of Area Percentage of
Covered by Roofs Covered by Asphalt Pervious Area Weighted C
(C=1.00) (C4i.95) (Cg).20) Value
Pipe 01 0.11 _ 0.07 0.82 0.34
Pipe 02 0.00 0.38 0.63 0.49
72

5.3 Existing Cross Pipe
Calculations
73

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Jun 26 2024
Off-Site Existing Cross Pipe 5 year
Invert Elev Dn (ft) = 206.78 Calculations
Pipe Length (ft) = 35.60 Qmin (cfs) = 4.53
Slope (%) = 0.62 Qmax (cfs) = 4.53
Invert Elev Up (ft) = 207.00 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 24.0
Shape = Circular Highlighted
Span (in) = 24.0 Qtotal (cfs) = 4.53
No. Barrels = 1 Qpipe (cfs) = 4.53
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 1.97
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 4.23
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 208.15
HGL Up (ft) = 207.75
Embankment Hw Elev (ft) = 208.04
Top Elevation (ft) = 209.59 Hw/D (ft) = 0.52
Top Width (ft) = 20.00 Flow Regime = Inlet Control
Crest Width (ft) = 0.00
Elev(x) Off-Site Existing Cross Pipe 5 year H„Depth an,
210.00 3.00
209.00 2.00
205.00 1.00
207.00 0.00
205.00 -1.00
205.00 4.00
0 5 10 15 20 25 30 35 40 45 50 55 60
C(rculerCulvert t1OL Embank
Reach(It)
74

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Jun 26 2024
Off-Site Existing Cross Pipe 10 year
Invert Elev Dn (ft) = 206.78 Calculations
Pipe Length (ft) = 35.60 Qmin (cfs) = 5.03
Slope (%) = 0.62 Qmax (cfs) = 5.03
Invert Elev Up (ft) = 207.00 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 24.0
Shape = Circular Highlighted
Span (in) = 24.0 Qtotal (cfs) = 5.03
No. Barrels = 1 Qpipe (cfs) = 5.03
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 2.15
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 4.36
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 208.17
HGL Up (ft) = 207.79
Embankment Hw Elev (ft) = 208.10
Top Elevation (ft) = 209.59 Hw/D (ft) = 0.55
Top Width (ft) = 20.00 Flow Regime = Inlet Control
Crest Width (ft) = 0.00
Elev(x) Off-Site Existing Cross Pipe 10 year H„Depth an,
210.00 3.00
209.00 2.00
20300 Inletcontrol 1 00
207.00 0.00
205.00 -1.00
205.00 -2.00
0 5 10 15 20 25 30 35 40 45 50 55 60
C(rcelerCulvert HOL Embank
Reed(It)
75

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday,Jun 26 2024
Off-Site Existing Cross Pipe 25 year
Invert Elev Dn (ft) = 206.78 Calculations
Pipe Length (ft) = 35.60 Qmin (cfs) = 5.60
Slope (%) = 0.62 Qmax (cfs) = 5.60
Invert Elev Up (ft) = 207.00 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 24.0
Shape = Circular Highlighted
Span (in) = 24.0 Qtotal (cfs) = 5.60
No. Barrels = 1 Qpipe (cfs) = 5.60
n-Value = 0.012 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 2.35
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 4.51
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 208.20
HGL Up (ft) = 207.83
Embankment Hw Elev (ft) = 208.18
Top Elevation (ft) = 209.59 Hw/D (ft) = 0.59
Top Width (ft) = 20.00 Flow Regime = Inlet Control
Crest Width (ft) = 0.00
Elev(x) Off-Site Existing Cross Pipe 25 year H„Depth an,
210.00 3.00
209.00 2.00
Inlet control
208.00 1.00
207.00 0.00
205.00 -1.00
205.00 -2.00
0 5 10 15 20 25 30 35 40 45 50 55 60
C(rcelerCulvert HOL Embank
Reed(It)
76

Existing Cross Pipe-Table summary
Storm
Cross Pipe Drainage Area(AC) Rainfall(in/hr) C-Value Flow(Q) Size(in.) No.Barrel Length(ft.) Inv.In Inv.Out Slope HGL(Dn) Hw/D Velocity(Dn) TOP Elev(ft.) Freeboard
Event
5 year Existing Off-Site 1.12 7.1 0.57 4.53 24.00 1 35.6 207.0 206.78 0.62% 208.15 0.52 1.97 209.59 0.63
10 year Existing Off-Site 1.12 7.88 0.57 5.03 24.00 1 35.6 207.0 206.78 0.62% 208.17 0.55 2.15 209.59 0.61
25 year Existing Off-Site 1.12 8.77 0.57 5.60 24.00 1 35.6 207.0 206.78 0.62% 208.2 0.59 2.35 209.59 0.58
Weighted C Values
Percentage of Area Percentage of Area Percentage of
Covered by Roofs Covered by Asphalt Pervious Area Weighted C
(C=1.00) (C40.95) (C4.20) Value
Exisiting Off Site 0.00 0.50 0.50 0.57
77

6. Appendix A: Hydrograph Model
Results
78

1
Watershed Model Schematic Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
2 1 3 10 8 00
V
11
V
14.1
V
111
Legend
Hyd. Origin Description
1 SCS Runoff PRE DA#2(PRE POI#1)
2 SCS Runoff PRE DA#1 (PRE POI#3)
3 SCS Runoff PRE DA#3(PRE POI#2)
4 SCS Runoff POST bypass#2(post POI#2)
5 SCS Runoff post Bypass#1 (post POI#3)
6 SCS Runoff post DA#5
7 SCS Runoff post DA#4
8 SCS Runoff post DA#3 Bypass
9 SCS Runoff Post DA#2
10 SCS Runoff POST DA#1 Bypass
11 Combine POST POI#1
12 Reservoir POI 1 -->Pond
13 Reservoir Bypass 2-->pond
Project: Pre and Post Hydrograph.gpw Friday, 05/ 17/2024
79

1
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
1
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 38.41 2 730 145,060 PRE DA#2(PRE POI#1)
2 SCS Runoff 9.357 2 724 32,324 PRE DA#1 (PRE POI#3)
3 SCS Runoff 0.640 2 726 2,626 PRE DA#3(PRE POI#2)
4 SCS Runoff 0.352 2 716 758 POST bypass#2(post POI#2)
5 SCS Runoff 5.811 2 722 19,674 post Bypass#1 (post POI#3)
6 SCS Runoff 0.150 2 720 357 post DA#5
7 SCS Runoff 0.389 2 720 903 post DA#4
8 SCS Runoff 0.359 2 716 741 post DA#3 Bypass
9 SCS Runoff 36.06 2 736 166,488 Post DA#2
10 SCS Runoff 2.319 2 724 7,279 POST DA#1 Bypass
11 Combine 36.15 2 736 167,748 6,7,9, POST POI#1
12 Reservoir 1.630 2 1038 148,504 11 196.69 112,617 POI 1 -->Pond
13 Reservoir 0.002 2 1442 387 4 196.00 684 Bypass 2-->pond
Pre and Post Hydrograph.gpw Return Period: 5 Year Wednesday, 05/ 15/2024
80

2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 1
PRE DA#2 (PRE POI #1)
Hydrograph type = SCS Runoff Peak discharge = 38.41 cfs
Storm frequency = 5 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 145,060 cuft
Drainage area = 21.720 ac Curve number = 70.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 26.30 min
Total precip. = 4.72 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE DA#2 (PRE POI #1)
Q (cfs) Hyd. No. 1 -- 5 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)
81

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 2
PRE DA#1 (PRE POI #3)
Hydrograph type = SCS Runoff Peak discharge = 9.357 cfs
Storm frequency = 5 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 32,324 cuft
Drainage area = 10.540 ac Curve number = 55.4
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.60 min
Total precip. = 4.72 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE DA#1 (PRE POI #3)
Q (cfs) Hyd. No. 2 -- 5 Year Q (cfs)
10.00 - 10.00
8.00 I 8.00
6.00 - 6.00
4.00 - 4.00
2.00 2.00
1 . ,
0.00 -. 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
82

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 3
PRE DA#3 (PRE POI#2)
Hydrograph type = SCS Runoff Peak discharge = 0.640 cfs
Storm frequency = 5 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 2,626 cuft
Drainage area = 1.130 ac Curve number = 51.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 14.00 min
Total precip. = 4.72 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE DA#3 (PRE POI#2)
Q (cfs) Hyd. No. 3 -- 5 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
1L
0.10 0.10
0.00 1. - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)
83

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 4
POST bypass#2 (post POI#2)
Hydrograph type = SCS Runoff Peak discharge = 0.352 cfs
Storm frequency = 5 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 758 cuft
Drainage area = 0.060 ac Curve number = 91
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.72 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST bypass#2 (post POI#2)
Q (cfs) Hyd. No. 4 -- 5 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 i 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 4 Time (min)
84

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 5
post Bypass #1 (post POI #3)
Hydrograph type = SCS Runoff Peak discharge = 5.811 cfs
Storm frequency = 5 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 19,674 cuft
Drainage area = 7.050 ac Curve number = 53.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.10 min
Total precip. = 4.72 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
post Bypass #1 (post POI #3)
Q (cfs) Hyd. No. 5-- 5 Year Q(cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)
85

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 6
post DA#5
Hydrograph type = SCS Runoff Peak discharge = 0.150 cfs
Storm frequency = 5 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 357 cuft
Drainage area = 0.080 ac Curve number = 61.4
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 8.40 min
Total precip. = 4.72 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
post DA#5
Q (cfs) Hyd. No. 6 -- 5 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 J — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)
86

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 7
post DA#4
Hydrograph type = SCS Runoff Peak discharge = 0.389 cfs
Storm frequency = 5 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 903 cuft
Drainage area = 0.170 ac Curve number = 64.9
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 8.90 min
Total precip. = 4.72 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
post DA#4
Q (cfs) Hyd. No. 7 -- 5 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
/LIMN
0.00 ` — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)
87

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 8
post DA#3 Bypass
Hydrograph type = SCS Runoff Peak discharge = 0.359 cfs
Storm frequency = 5 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 741 cuft
Drainage area = 0.070 ac Curve number = 85
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 4.72 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
post DA#3 Bypass
Q (cfs) Hyd. No. 8 -- 5 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 8 Time (min)
88

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 9
Post DA#2
Hydrograph type = SCS Runoff Peak discharge = 36.06 cfs
Storm frequency = 5 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 166,488 cuft
Drainage area = 22.400 ac Curve number = 73.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 34.30 min
Total precip. = 4.72 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post DA#2
Q (cfs) Hyd. No. 9 -- 5 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 — - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 9 Time (min)
89

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 10
POST DA#1 Bypass
Hydrograph type = SCS Runoff Peak discharge = 2.319 cfs
Storm frequency = 5 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 7,279 cuft
Drainage area = 0.860 ac Curve number = 76.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 17.70 min
Total precip. = 4.72 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA#1 Bypass
Q (cfs) Hyd. No. 10 -- 5 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 - 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)
90

12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 11
POST POI#1
Hydrograph type = Combine Peak discharge = 36.15 cfs
Storm frequency = 5 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 167,748 cuft
Inflow hyds. = 6, 7, 9 Contrib. drain. area = 22.650 ac
POST POI#1
Q (cfs) Hyd. No. 11 -- 5 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 11 — Hyd No. 6 Hyd No. 7 Hyd No. 9
91

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 12
POI 1 -->Pond
Hydrograph type = Reservoir Peak discharge = 1 .630 cfs
Storm frequency = 5 yrs Time to peak = 1038 min
Time interval = 2 min Hyd. volume = 148,504 cuft
Inflow hyd. No. = 11 - POST POI#1 Max. Elevation = 196.69 ft
Reservoir name = Off site existing pond Max. Storage = 112,617 cuft
Storage Indication method used.
POI 1 -->Pond
Q (cfs) Hyd. No. 12 -- 5 Year Q (cfs)
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. 12 Hyd No. 11 MITI II Total storage used = 112,617 cuft
92

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Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 13
Bypass 2 --> pond
Hydrograph type = Reservoir Peak discharge = 0.002 cfs
Storm frequency = 5 yrs Time to peak = 1442 min
Time interval = 2 min Hyd. volume = 387 cuft
Inflow hyd. No. = 4 - POST bypass#2 (post POI#120x. Elevation = 196.00 ft
Reservoir name = Off site existing pond Max. Storage = 684 cuft
Storage Indication method used.
Bypass 2 --> pond
Q (cfs) Hyd. No. 13 -- 5 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 - 0.00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280
Time (min)
Hyd No. 13 Hyd No. 4 I1 1 1 1 1 1 II Total storage used = 684 cuft
93

15
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
1
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 51.52 2 728 191,953 PRE DA#2(PRE POI#1)
2 SCS Runoff 15.14 2 724 47,678 PRE DA#1 (PRE POI#3)
3 SCS Runoff 1.172 2 724 4,051 PRE DA#3(PRE POI#2)
4 SCS Runoff 0.420 2 716 916 POST bypass#2(post POI#2)
5 SCS Runoff 9.969 2 722 29,721 post Bypass#1 (post POI#3)
6 SCS Runoff 0.215 2 720 500 post DA#5
7 SCS Runoff 0.537 2 720 1,235 post DA#4
8 SCS Runoff 0.440 2 716 918 post DA#3 Bypass
9 SCS Runoff 47.56 2 736 217,373 Post DA#2
10 SCS Runoff 2.993 2 724 9,359 POST DA#1 Bypass
11 Combine 47.68 2 736 219,108 6,7,9, POST POI#1
12 Reservoir 2.347 2 976 198,902 11 196.88 144,573 POI 1 -->Pond
13 Reservoir 0.002 2 1442 505 4 196.01 827 Bypass 2-->pond
Pre and Post Hydrograph.gpw Return Period: 10 Year Wednesday, 05/ 15/2024
94

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 1
PRE DA#2 (PRE POI #1)
Hydrograph type = SCS Runoff Peak discharge = 51.52 cfs
Storm frequency = 10 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 191,953 cuft
Drainage area = 21.720 ac Curve number = 70.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 26.30 min
Total precip. = 5.52 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE DA#2 (PRE POI #1)
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
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
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
95

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 2
PRE DA#1 (PRE POI #3)
Hydrograph type = SCS Runoff Peak discharge = 15.14 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 47,678 cuft
Drainage area = 10.540 ac Curve number = 55.4
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.60 min
Total precip. = 5.52 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE DA#1 (PRE POI #3)
Q (cfs) Hyd. No. 2 -- 10 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. 2 Time (min)
96

18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 3
PRE DA#3 (PRE POI#2)
Hydrograph type = SCS Runoff Peak discharge = 1.172 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 4,051 cuft
Drainage area = 1.130 ac Curve number = 51.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 14.00 min
Total precip. = 5.52 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE DA#3 (PRE POI#2)
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
2.00 2.00
•
1.00 - •
1.00
•
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)
97

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 4
POST bypass#2 (post POI#2)
Hydrograph type = SCS Runoff Peak discharge = 0.420 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 916 cuft
Drainage area = 0.060 ac Curve number = 91
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.52 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST bypass#2 (post POI#2)
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 - ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 4 Time (min)
98

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 5
post Bypass #1 (post POI #3)
Hydrograph type = SCS Runoff Peak discharge = 9.969 cfs
Storm frequency = 10 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 29,721 cuft
Drainage area = 7.050 ac Curve number = 53.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.10 min
Total precip. = 5.52 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
post Bypass #1 (post POI #3)
Q (cfs) Hyd. No. 5-- 10 Year Q (cfs)
10.00 - 10.00
8.00 1 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 - 0 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)
99

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 6
post DA#5
Hydrograph type = SCS Runoff Peak discharge = 0.215 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 500 cuft
Drainage area = 0.080 ac Curve number = 61.4
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 8.40 min
Total precip. = 5.52 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
post DA#5
Q (cfs) Hyd. No. 6 -- 10 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)
100

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 7
post DA#4
Hydrograph type = SCS Runoff Peak discharge = 0.537 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 1,235 cuft
Drainage area = 0.170 ac Curve number = 64.9
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 8.90 min
Total precip. = 5.52 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
post DA#4
Q (cfs) Hyd. No. 7 -- 10 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 i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)
101

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 8
post DA#3 Bypass
Hydrograph type = SCS Runoff Peak discharge = 0.440 cfs
Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 918 cuft
Drainage area = 0.070 ac Curve number = 85
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.52 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
post DA#3 Bypass
Q (cfs) Hyd. No. 8 -- 10 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 - ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 8 Time (min)
102

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 9
Post DA#2
Hydrograph type = SCS Runoff Peak discharge = 47.56 cfs
Storm frequency = 10 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 217,373 cuft
Drainage area = 22.400 ac Curve number = 73.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 34.30 min
Total precip. = 5.52 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post DA#2
Q (cfs) Hyd. No. 9-- 10 Year Q (cfs)
50.00 50.00
-I
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - t.JL �- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)
103

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 10
POST DA#1 Bypass
Hydrograph type = SCS Runoff Peak discharge = 2.993 cfs
Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 9,359 cuft
Drainage area = 0.860 ac Curve number = 76.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 17.70 min
Total precip. = 5.52 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA#1 Bypass
Q (cfs) Hyd. No. 10 -- 10 Year Q (cfs)
3.00 I 3.00
2.00 2.00
1.00 - 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)
104

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 11
POST POI#1
Hydrograph type = Combine Peak discharge = 47.68 cfs
Storm frequency = 10 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 219,108 cuft
Inflow hyds. = 6, 7, 9 Contrib. drain. area = 22.650 ac
POST POI#1
Q (cfs) Hyd. No. 11 -- 10 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 - _ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 11 Hyd No. 6 Hyd No. 7 Hyd No. 9
105

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 12
POI 1 -->Pond
Hydrograph type = Reservoir Peak discharge = 2.347 cfs
Storm frequency = 10 yrs Time to peak = 976 min
Time interval = 2 min Hyd. volume = 198,902 cuft
Inflow hyd. No. = 11 - POST POI#1 Max. Elevation = 196.88 ft
Reservoir name = Off site existing pond Max. Storage = 144,573 cuft
Storage Indication method used.
POI 1 -->Pond
Q (cfs) Hyd. No. 12 -- 10 Year Q (cfs)
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 12 Hyd No. 11 111111111 Total storage used = 144,573 cuft
106

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 13
Bypass 2 --> pond
Hydrograph type = Reservoir Peak discharge = 0.002 cfs
Storm frequency = 10 yrs Time to peak = 1442 min
Time interval = 2 min Hyd. volume = 505 cuft
Inflow hyd. No. = 4 - POST bypass#2 (post POI#1210x. Elevation = 196.01 ft
Reservoir name = Off site existing pond Max. Storage = 827 cuft
Storage Indication method used.
Bypass 2 --> pond
Q (cfs) Hyd. No. 13 -- 10 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 - 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 13 Hyd No. 4 I1 1 1 1 1 1 II Total storage used = 827 cuft
107

29
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024
1
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 71.18 2 728 262,333 PRE DA#2(PRE POI#1)
2 SCS Runoff 24.31 2 724 72,384 PRE DA#1 (PRE POI#3)
3 SCS Runoff 2.058 2 724 6,406 PRE DA#3(PRE POI#2)
4 SCS Runoff 0.516 2 716 1,142 POST bypass#2(post POI#2)
5 SCS Runoff 16.65 2 722 46,117 post Bypass#1 (post POI#3)
6 SCS Runoff 0.315 2 720 723 post DA#5
7 SCS Runoff 0.762 2 720 1,743 post DA#4
8 SCS Runoff 0.554 2 716 1,172 post DA#3 Bypass
9 SCS Runoff 64.55 2 734 293,063 Post DA#2
10 SCS Runoff 3.970 2 724 12,421 POST DA#1 Bypass
11 Combine 64.73 2 734 295,530 6,7,9, POST POI#1
12 Reservoir 2.902 2 984 273,674 11 197.15 199,341 POI 1 -->Pond
13 Reservoir 0.003 2 1442 630 4 196.01 1,030 Bypass 2-->pond
Pre and Post Hydrograph.gpw Return Period: 25 Year Wednesday, 05/ 15/2024
108

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 1
PRE DA#2 (PRE POI #1)
Hydrograph type = SCS Runoff Peak discharge = 71.18 cfs
Storm frequency = 25 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 262,333 cuft
Drainage area = 21.720 ac Curve number = 70.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 26.30 min
Total precip. = 6.65 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE DA#2 (PRE POI #1)
Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs)
80.00 80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00 — 40.00
30.00 30.00
20.00 I 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)
109

31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 2
PRE DA#1 (PRE POI #3)
Hydrograph type = SCS Runoff Peak discharge = 24.31 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 72,384 cuft
Drainage area = 10.540 ac Curve number = 55.4
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.60 min
Total precip. = 6.65 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE DA#1 (PRE POI #3)
Q (cfs) Hyd. No. 2 -- 25 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
110

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 3
PRE DA#3 (PRE POI#2)
Hydrograph type = SCS Runoff Peak discharge = 2.058 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 6,406 cuft
Drainage area = 1.130 ac Curve number = 51.5
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 14.00 min
Total precip. = 6.65 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
PRE DA#3 (PRE POI#2)
Q (cfs) Hyd. No. 3 -- 25 Year Q (cfs)
3.00 3.00
2.00 I 2.00
1.00 - 1.00
0.00 _ «' - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)
111

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 4
POST bypass#2 (post POI#2)
Hydrograph type = SCS Runoff Peak discharge = 0.516 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 1,142 cuft
Drainage area = 0.060 ac Curve number = 91
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.65 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST bypass#2 (post POI#2)
Q (cfs) Hyd. No. 4 -- 25 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
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 4 Time (min)
112

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 5
post Bypass #1 (post POI #3)
Hydrograph type = SCS Runoff Peak discharge = 16.65 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 46,117 cuft
Drainage area = 7.050 ac Curve number = 53.2
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 13.10 min
Total precip. = 6.65 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
post Bypass #1 (post POI #3)
Q (cfs) Hyd. No. 5-- 25 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. 5 Time (min)
113

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 6
post DA#5
Hydrograph type = SCS Runoff Peak discharge = 0.315 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 723 cuft
Drainage area = 0.080 ac Curve number = 61.4
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 8.40 min
Total precip. = 6.65 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
post DA#5
Q (cfs) Hyd. No. 6 -- 25 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 .- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)
114

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 7
post DA#4
Hydrograph type = SCS Runoff Peak discharge = 0.762 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 1,743 cuft
Drainage area = 0.170 ac Curve number = 64.9
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 8.90 min
Total precip. = 6.65 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
post DA#4
Q (cfs) Hyd. No. 7 -- 25 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 - J - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)
115

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 8
post DA#3 Bypass
Hydrograph type = SCS Runoff Peak discharge = 0.554 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 1,172 cuft
Drainage area = 0.070 ac Curve number = 85
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 6.65 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
post DA#3 Bypass
Q (cfs) Hyd. No. 8 -- 25 Year Q (cfs)
1.00 1 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 0.60
0.50I 0.50
0.40 0.40
0.30 0.30
0.20 0.20
0.10 0.10
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 8 Time (min)
116

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Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 9
Post DA#2
Hydrograph type = SCS Runoff Peak discharge = 64.55 cfs
Storm frequency = 25 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 293,063 cuft
Drainage area = 22.400 ac Curve number = 73.1
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 34.30 min
Total precip. = 6.65 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post DA#2
Q (cfs) Hyd. No. 9-- 25 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 i 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. 9 Time (min)
117

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 10
POST DA#1 Bypass
Hydrograph type = SCS Runoff Peak discharge = 3.970 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 12,421 cuft
Drainage area = 0.860 ac Curve number = 76.3
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 17.70 min
Total precip. = 6.65 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POST DA#1 Bypass
Q (cfs) Hyd. No. 10 --25 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 — L 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 10 Time (min)
118

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 11
POST POI#1
Hydrograph type = Combine Peak discharge = 64.73 cfs
Storm frequency = 25 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 295,530 cuft
Inflow hyds. = 6, 7, 9 Contrib. drain. area = 22.650 ac
POST POI#1
Q (cfs) Hyd. No. 11 --25 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
Time (min)
Hyd No. 11 Hyd No. 6 Hyd No. 7 Hyd No. 9
119

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 12
POI 1 -->Pond
Hydrograph type = Reservoir Peak discharge = 2.902 cfs
Storm frequency = 25 yrs Time to peak = 984 min
Time interval = 2 min Hyd. volume = 273,674 cuft
Inflow hyd. No. = 11 - POST POI#1 Max. Elevation = 197.15 ft
Reservoir name = Off site existing pond Max. Storage = 199,341 cuft
Storage Indication method used.
POI 1 -->Pond
Q (cfs) Hyd. No. 12 --25 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
JOLII *8---1---
0.00 -. 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 12 Hyd No. 11 111111111 Total storage used = 199,341 cuft
120

42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Hyd. No. 13
Bypass 2 --> pond
Hydrograph type = Reservoir Peak discharge = 0.003 cfs
Storm frequency = 25 yrs Time to peak = 1442 min
Time interval = 2 min Hyd. volume = 630 cuft
Inflow hyd. No. = 4 - POST bypass#2 (post POI#1210x. Elevation = 196.01 ft
Reservoir name = Off site existing pond Max. Storage = 1,030 cuft
Storage Indication method used.
Bypass 2 --> pond
Q (cfs) Hyd. No. 13 --25 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. 13 Hyd No. 4 I1 1 1 1 1 1 II Total storage used = 1,030 cuft
121

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Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2024 Wednesday,05/15/2024
Return Intensity-Duration-Frequency Equation Coefficients(FHA)
Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000
2 69.8703 13.1000 0.8658
3 0.0000 0.0000 0.0000
5 79.2597 14.6000 0.8369
10 88.2351 15.5000 0.8279
25 102.6072 16.5000 0.8217
50 114.8193 17.2000 0.8199
100 127.1596 17.8000 0.8186
File name:SampleFHA.idf
Intensity= B/(Tc+ D)^E
Return Intensity Values(in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15
10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46
25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91
50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25
100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60
Tc=time in minutes.Values may exceed 60.
Precip.file name:Sample.pcp
Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 3.05 0.00 0.00 4.72 5.52 6.65 0.00 0.00
SCS 6-Hr 2.20 0.00 0.00 3.34 3.91 4.69 0.00 0.00
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
122