20060658 Ver 5_DN39.400 - DRAINAGE REPORT 4-12-16-1_20160809

STORM DRAINAGE CALCULATION PACKAGE
HIDDEN LAKE SUBDIVISION PHASE 2
Franklin County, North Carolina
Prepared for: BABSON DEVELOPMENT COMPANY, LLC
P.O. BOX 1097, 221 N. ARENDELL AVE.
ZEBULON, NC 27597
[phone]
Prepared by: ESP ASSOCIATES, P.A.
5121 Kingdom Way
Raleigh, NC 27607
[phone]
Project No
Date
DN39.400
April 11, 2016
Is
ESP Associates, P.A.
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TABLE OF CONTENTS
PROJECT NARRATIVE
LOCATION MAP
FEMA FLOOD INSURANCE MAPS
SOILS MAP & INFORMATION
USGS MAP
USACE NOTIFICATION OF JURISDICTIONAL DETERMINATION
RAINFALL DATA
STORMWATER DRAINAGE PIPE SIZING CALCULATIONS
DRAINAGE AREA MAPS
POST -DEVELOPMENT STORMWATER BMP INFORMATION
NITROGEN AND PHOSPHORUS LOADING CALCULATIONS
RIP -RAP APRON SIZING CALCULATIONS

PROJECT NARRATIVE

PROJECT SUMMARY
The following report presents an analysis of the stormwater management system for
construction of Hidden Lake Subdivision Phase 2. The 176.17 acre project site is located on
the east side of Hicks Road in Franklin County, NC. The parcel ID is 004227 (DB 1507 PG
172) and is zoned R-15 & R-1 (Cluster). The proposal includes subdividing the property into
185 single family residential building lots on private, gated, roadways.
PRE -DEVELOPED CONDITIONS:
The project site is partially located in Zones AE & X per FIRM Maps 3720186400K and
3720186200J. The site consists of mostly wooded, steep terrain that drains into an existing
man-made lake, Hidden Lake, via multiple streams. Hidden Lake is part of Brandy Creek,
which eventually discharges to Cedar Creek, and is part of the Tar -Pamlico River Basin.
Phase 1 of the development was approved and constructed in 2006, which included
installation of water main through the Phase 2 portion of development. In conjunction with the
water main installation, a private right of way was granted and a roadway was rough graded
through Phase 2, with bridges and culverts for future road construction. The areas in Phase 2
that were cleared for construction of Phase 1 are considered pasture for the purpose of
analysis because it's a combination of compacted graded areas and vegetation.
Survey and LIDAR data was utilized to delineate six drainage basins, totaling 178.67 acres.
The majority of this area is on-site. However, there are some off-site areas draining onto the
site.
POST DEVELOPMENT CONDITIONS:
The proposed development includes construction of six stormwater BMP Wet Detention Basins
throughout the high density development area. Runoff will be directed to these ponds via an
enclosed storm drainage pipe network. The BMP's have been designed in accordance with the
NCDENR Stormwater BMP manual, providing pollutant removal and peak flow attenuation.
The low density development area will be graded for roads only and will not require stormwater
BMP's because the future impervious area will be less than 15% of that portion of
development. Relevant calculations are provided in Section 10 of this report.
Phosphorus and Nitrogen loading limits are imposed on the proposed development because of
its location within the Tar -Pamlico River Basin. The NCDEQ worksheets were utilized to
calculate the loading and removal rates for pre -development, post -development and post BMP
scenarios. This analysis shows that the proposal will meet the nutrient loading requirements.
Relevant calculations are provided in Section 11 of this report.
The hydrologic modeling for the pre and post development analysis was accomplished using
standard SCS runoff procedures and modeled using Hydraflow Hydrographs Extension for
AutoCAD Civil3D 2015.

STORMWATER PIPED NETWORK:
The proposed development will capture stormwater runoff through a system of inlets and
pipes. There are four separate systems. Three of these systems discharge to the three
proposed stormwater BMP basins and the fourth system discharges to the existing stormwater
pond, which was upgraded during driveway construction. The stormwater network has been
designed and analyzed using Hydraflow Storm Sewers Extension for AutoCAD Civil3D 2015.
The system was sized for the 10 -year storm event and will safely convey runoff to the
proposed stormwater BMP basins.
CONCLUSION:
With the permanent stormwater system, the proposed project is not anticipated to have
negative impacts on downstream or adjacent properties. The plans have been designed in
accordance with statutory regulations and can be utilized for permit approvals.

2
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NOTES TO USERS
LJ
This nap a for pea in adn®,islxvinp trio Nation, Flood Imam- prapum It. does W. CmIMn arms Iwr In Sppwl Flood Harand Areas may W pmmrmd by flood roatroi 71i„s map inflects mem dou'ded end up to -dote etneae rhaonsl -fig ... .ions:her. YAUP 8EPD91TDAY
rpce$saray ioea41Y ell ereaa subject to 1 oodirw, periculerfy fawn fpdal drainage solneaa
btrceturyb Rglm to $ec- A -s 'Flood Pro -us , Magqurea' of Iha Flora Inaurenre
those 0— on the previous FIRM f s Jerrsom qt,. The Flvvdpl s 3[M Iloodweys
naris r Way er Ee.o aro for . ea Elio xae, a xr •x wu,dleee,rrvrae
r0�
•� p '" •'
- k. ! 1
w esti eyes Toe e.aallplty map rep-Awy scaau b. aanndmd lar ua>d Rpdatad
m etltlldanN iroad heserel Intofmratlan
Seudy rnpv [ foe eformatm+ m Ilaad oomr.1 s[maturea it IN. luriidiaeons
ma[ yMfe [remfdaeW f M pp•,w,e FIRM may love hash soja ted m avnlarrn W
meta MeM, strum Chanty Spree fns. As a result Flood Prairies and FloadweY
U
To detallod Inrmmadon In Mss Flood Flaeatims IBFEa)
Mom sap 1 tun and q -urinal dein :see w dnemp oris FIRM .vete obtained frown
the 1oral r.WW
tele tablet In the FI ad Ie od Study epon Nw oh s suthorrtativa hydrmYe
domianay oosaxo¢s But di fe, ham :a
EFFECCn4 DATE OF iLWD IrduB,uNM MTM MAP PrueE-
obtain mora a Sae whom
end/m fleed.aya Mrs omen d.termined users a e enpour.ped to consult Ine Flood
w or9erluatona. meludlnp oa-i abnp oontm9et1119s4...w and
Wilendati&W/o,am., aaumea Tore primary Naw mr this FIRM I..-1 muiija Y esv ire a.
oohs[ sDoem chemo what shoat( an this mep.
JA umff to Papa
Js4 51., Froodaray OWN amilor Summary W St Nra', T :Imvatwna [alma tt 1wri ld arlsn
pert or the Nations DiB tot Orthoph.T. Pro9mm Tow tins period of e:apecb for the
plea- to. to the sepRmtay piMW Nap In,%. far - -ria— map 91 no courtly�
rM 3[r I�r rq m oars wow a.rn
the Flood btaumnee Study fF SI rsport thirl 9mry tans arts FIRM. joys, Lh0 W Eaimefory
Is 19W-1999_ It,rp 3[r on and i anal .par uppi by tiro 1apW WrormlIitylieal
s1wai,rq the yyo 1 w map pi Ns; Ecrm umW t,wp woslWey vildmoser: and a Latin; of
[ftELTN2 LM'rEd81M RCnS-IDn(SITD has PN21
L ,i pr pgPg „m.3[p., tr,r tq,�Iriry epnp.r ver�-
4nar43[r M,aq,w m, n.
Thus dlgftW Flood Insunlwe f4Nm Map IFIRMI yore pwd..d thmubh a '9 .
-4 (hat 5FEs Me M,, m FAM vel T nundad vddle-torr pIWFli�a. Thaw
BFE. are ntam4ad far flood nurser nq purposes only sM should ort be used
mel[ mot FEMA bursa +rwP F+,rerrvl o o cGns dorso tnb pRdwrcA wurW fpr
davelvpnnor the bur p. See qac pe' I mesedns foe me so-imed III FIRM
Ca,nl.TunbiCs IoNO Mntolnirq Ne11ar4 Read Iraurm00' Proppram deter lar ae7�� Wrmt,LvyY
ea wall so . (suras of Lim pi m4 rm wish eosin lau[etl.
vwa' ypbpan mq,at
ceap.rency 4MANgom be4awan IIIc Scalp or and the r n:
M tlm awe 101- at 11ood I�tian Ihl .fauna Aerordlh elpVauaa eau
far adrraarw 1Marm11ian wane sex 3[,a ions
p ptapmat
C- EFFECTIVE DATE MAP NUMBER
. SE s, of N
E.niamem N4 Aow',cy Thts Slat. 3[1 Nonih Csrotna t7.
h e FIR
pfeeeattd m mo HIS notion MI m diem M eonstr,edon fv9B, Me FIRM ler purposes
uoodpwlt,
Bees reemree liana,
d you n gpratin ria about this alp, m quem: one nirrq
trepral4am Progrefn 27p oriel Flood
JI amzszn9r
� JANUARY 164 2004 372016620Ql
1*"rna.rt
ch of 1
IrrgMealeneed a Iona tarn appnrmah m tlooaalain manasnmant to dacrmsn
Me, caeca eeexi mol w.h fwadins. Thi. im demon-uIi,I by the Sm, mm
rAft-t ! mep ReadlMel meas m the Noel ravel. Ae a pert of Nie Effort the
9t eanamunlan eld/9r menepament.
11 -Warks .I Ineilbbdars" were carnpuled .1 ansa secuu. and Intmpo%lea Mlwaen
rrp aneym an oris map,radf corporate arm mem an Me
most up doe dere awsabl. n me u r pubaceuon. esha.l9.a La tits wrperet.
limits y her. bosomed slob. til � p was puiliah.d Map bsms M --d
IR -8
4t, Qanmrer, wmaJa all T.N7T.FEu N•Pn-en 2 wail me
FEMA website at fyeiw.fema.soy
FQ amt,,pnlq .rrp ,moan hl•�r pdmm saln.Iae mappmp roar m dr ;[.lap
Hfemry u5hk orated n Ne Fkad lmwramc Stuff n:pod Oar thf j,Iri.elinrw,
Slate .I Notch Carolina has pined In s C9ao"'Inp Technlctl Siete agreement
M,h FEMA W Froduoo arca -;..in Chia siBUI FIRM.
3[o. Fmcl Ona The floodyr9yF were oases 9t, Otto u1 c conaide'.tlons .1th waerd 19
rope remems w 11he Ne"nl l FIvu4 Irwuranee P ogmm, Fmx!w V whkha pfd other
nsuh the epprapnam conn—ty official or wobslto to verily curmnl. co illws of
lureacti itnurMone,. roto asap .map f-ros
M acevnpanyrry Flops Inwwmrea Study raL9rL Logo of Map Rogren It WAIot Lurto,
w Mop Wnv.J-v,rt ILCIMAI m'isi,p pomr- of rhW ped, and d:'9i r _-me of inq
To dbaammo IE Rood n ava�'atb .04 cwnmon.Y, por14R your ImuraewJ 0.pnUnani
0
wYwrw.neFleodmnps.eeln
Il000rry deter oe pmAded n line Fgpd Cnaupence Study rept[fpr the lutealkiom
FIRMn"bq 446. Visit lir Nor" CaactiUmm Fl9odpliJe Opsins F q ea vmhsi;.
erl the Fp vice Center -Y]0 373.-9818
at wary flood ps.rmn apMdlt mapM
lot vlonaro n s3[ related podueu u-IMed with Mir FIRM. The f LN' Map service
N -M Cenllna 0—wEmnry,Ixwy .raar.ggeerrntaJlr nmimuf flood eel++nrc NOP or
f°`feli vaphone monhee wub,ilci:
Diodon
NC 4tmeetprmFy ,upxnem kxbul flood mwranm arelFam
t�
III '-
Stas of Moto
C- may .1. be r.deed by Pax e119oo-SE8 911aD and one, web.de o .Rrn/mx.
Imre ns-dmo urfyucem.wR TaIXr. e1 -.to .v n. kma;R*mrF!
.` �� Federal Smersency MaayyemmE AjeDey

4
SOILS MAP & INFORMATION

USDA United States
Department of
Agriculture
N RCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Franklin County,
North Carolina
December 3, 2015

Preface
Soil surveys contain information that affects land use planning in survey areas. They
highlight soil limitations that affect various land uses and provide information about
the properties of the soils in the survey areas. Soil surveys are designed for many
different users, including farmers, ranchers, foresters, agronomists, urban planners,
community officials, engineers, developers, builders, and home buyers. Also,
conservationists, teachers, students, and specialists in recreation, waste disposal,
and pollution control can use the surveys to help them understand, protect, or enhance
the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil properties
that are used in making various land use or land treatment decisions. The information
is intended to help the land users identify and reduce the effects of soil limitations on
various land uses. The landowner or user is responsible for identifying and complying
with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some cases.
Examples include soil quality assessments (http://www.nres.usda.gov/wps/portal/
nres/main/soils/health/) and certain conservation and engineering applications. For
more detailed information, contact your local USDA Service Center (http://
offices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil
Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/?
cid=nres142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic
tank absorption fields. A high water table makes a soil poorly suited to basements or
underground installations.
The National Cooperative Soil Survey is a joint effort of the United States Department
of Agriculture and other Federal agencies, State agencies including the Agricultural
Experiment Stations, and local agencies. The Natural Resources Conservation
Service (NRCS) has leadership for the Federal part of the National Cooperative Soil
Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs
and activities on the basis of race, color, national origin, age, disability, and where
applicable, sex, marital status, familial status, parental status, religion, sexual
orientation, genetic information, political beliefs, reprisal, or because all or a part of an
individual's income is derived from any public assistance program. (Not all prohibited
bases apply to all programs.) Persons with disabilities who require alternative means
2

for communication of program information (Braille, large print, audiotape, etc.) should
contact USDA's TARGET Center at [phone] (voice and TDD). To file a
complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400
Independence Avenue, S.W., Washington, D.C. 20250-9410 or call [phone]
(voice) or [phone] (TDD). USDA is an equal opportunity provider and
employer.
3

Contents
Preface....................................................................................................................2
How Soil Surveys Are Made..................................................................................5
SoilMap..................................................................................................................7
SoilMap................................................................................................................8
Legend..................................................................................................................9
MapUnit Legend................................................................................................10
MapUnit Descriptions........................................................................................10
Franklin County, North Carolina......................................................................13
CaB—Cecil sandy loam, 2 to 6 percent slopes...........................................13
CeB2—Cecil clay loam, 2 to 6 percent slopes, moderately eroded ............
14
ChA—Chewacla and Wehadkee soils, 0 to 3 percent slopes, frequently
flooded..................................................................................................15
HeB—Helena sandy loam, 2 to 6 percent slopes........................................17
PaC2—Pacolet clay loam, 6 to 10 percent slopes, moderately eroded ......
19
PaD2—Pacolet clay loam, 10 to 15 percent slopes, moderately eroded ....
20
VaC—Vance sandy loam, 6 to 10 percent slopes.......................................21
W—Water....................................................................................................23
WaB—Wake-Saw-Wedowee complex, 2 to 8 percent slopes, rocky ..........
23
WbD—Wake-Wateree-Wedowee complex, 8 to 15 percent slopes,
rocky.....................................................................................................26
WcE—Wake-Wateree complex, 15 to 30 percent slopes, very rocky......... 29
WeB—Wedowee sandy loam, 2 to 6 percent slopes..................................31
WeC—Wedowee sandy loam, 6 to 10 percent slopes................................32
WeD—Wedowee sandy loam, 10 to 15 percent slopes..............................34
References............................................................................................................36
4

How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous areas
in a specific area. They include a description of the soils and miscellaneous areas and
their location on the landscape and tables that show soil properties and limitations
affecting various uses. Soil scientists observed the steepness, length, and shape of
the slopes; the general pattern of drainage; the kinds of crops and native plants; and
the kinds of bedrock. They observed and described many soil profiles. A soil profile is
the sequence of natural layers, or horizons, in a soil. The profile extends from the
surface down into the unconsolidated material in which the soil formed or from the
surface down to bedrock. The unconsolidated material is devoid of roots and other
living organisms and has not been changed by other biological activity.
Currently, soils are mapped according to the boundaries of major land resource areas
(MLRAs). MLRAs are geographically associated land resource units that share
common characteristics related to physiography, geology, climate, water resources,
soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically
consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that is
related to the geology, landforms, relief, climate, and natural vegetation of the area.
Each kind of soil and miscellaneous area is associated with a particular kind of
landform or with a segment of the landform. By observing the soils and miscellaneous
areas in the survey area and relating their position to specific segments of the
landform, a soil scientist develops a concept, or model, of how they were formed. Thus,
during mapping, this model enables the soil scientist to predict with a considerable
degree of accuracy the kind of soil or miscellaneous area at a specific location on the
landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented by
an understanding of the soil -vegetation -landscape relationship, are sufficient to verify
predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them to
identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character of
soil properties and the arrangement of horizons within the profile. After the soil
scientists classified and named the soils in the survey area, they compared the
5

Custom Soil Resource Report
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that have
similar use and management requirements. Each map unit is defined by a unique
combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components of
the map unit. The presence of minor components in a map unit in no way diminishes
the usefulness or accuracy of the data. The delineation of such landforms and
landform segments on the map provides sufficient information for the development of
resource plans. If intensive use of small areas is planned, onsite investigation is
needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape, and
experience of the soil scientist. Observations are made to test and refine the soil -
landscape model and predictions and to verify the classification of the soils at specific
locations. Once the soil -landscape model is refined, a significantly smaller number of
measurements of individual soil properties are made and recorded. These
measurements may include field measurements, such as those for color, depth to
bedrock, and texture, and laboratory measurements, such as those for content of
sand, silt, clay, salt, and other components. Properties of each soil typically vary from
one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists interpret
the data from these analyses and tests as well as the field -observed characteristics
and the soil properties to determine the expected behavior of the soils under different
uses. Interpretations for all of the soils are field tested through observation of the soils
in different uses and under different levels of management. Some interpretations are
modified to fit local conditions, and some new interpretations are developed to meet
local needs. Data are assembled from other sources, such as research information,
production records, and field experience of specialists. For example, data on crop
yields under defined levels of management are assembled from farm records and from
field or plot experiments on the same kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on such
variables as climate and biological activity. Soil conditions are predictable over long
periods of time, but they are not predictable from year to year. For example, soil
scientists can predict with a fairly high degree of accuracy that a given soil will have
a high water table within certain depths in most years, but they cannot predict that a
high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
identified each as a specific map unit. Aerial photographs show trees, buildings, fields,
roads, and rivers, all of which help in locating boundaries accurately.
0

Soil Map
The soil map section includes the soil map for the defined area of interest, a list of soil
map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
7

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MebBrs
N 0 150 300 600 900
Feet
0 500 1000 2000 3000
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
8
Custom Soil Resource Report
Soil Map
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730200 730400 730600 730800
730000 730200 730400 730600 730800
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MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Spoil Area
The soil surveys that comprise your AOI were mapped at 1:24,000.
Soil Map Unit Polygons
0
Soil Map Unit Lines
0
Soil Map Unit Points
Special
Point Features
Uo
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
+�
Landfill
Lava Flow
Water Features
Marsh or swamp
Mine or Quarry
Please rely on the bar scale on each map sheet for map
Miscellaneous Water
Perennial Water
Transportation
Rock Outcrop
t++
Saline Spot
Source of Map: Natural Resources Conservation Service
Sandy Spot
Interstate Highways
Severely Eroded Spot
Sinkhole
Coordinate System: Web Mercator (EPSG:3857)
Slide or Slip
0o
Sodic Spot
Custom Soil Resource Report
MAP INFORMATION
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Franklin County, North Carolina
Survey Area Data: Version 16, Sep 14, 2015
Soil map units are labeled (as space allows) for map scales 1:50,000
or larger.
Date(s) aerial images were photographed: Feb 14, 2011—Mar 3,
2011
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
Spoil Area
The soil surveys that comprise your AOI were mapped at 1:24,000.
(
Stony Spot
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Enlargement of maps beyond the scale of mapping can cause
Other
misunderstanding of the detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting
+�
Special Line Features
soils that could have been shown at a more detailed scale.
Water Features
Streams and Canals
Please rely on the bar scale on each map sheet for map
measurements.
Transportation
t++
Rails
Source of Map: Natural Resources Conservation Service
r ,.+
Interstate Highways
Web Soil Survey URL: http://websoilsurvey.nres.usda.gov
Coordinate System: Web Mercator (EPSG:3857)
US Routes
Major Roads
Maps from the Web Soil Survey are based on the Web Mercator
Local Roads
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Background
Albers equal-area conic projection, should be used if more accurate
W
Aerial Photography
calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area: Franklin County, North Carolina
Survey Area Data: Version 16, Sep 14, 2015
Soil map units are labeled (as space allows) for map scales 1:50,000
or larger.
Date(s) aerial images were photographed: Feb 14, 2011—Mar 3,
2011
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

Custom Soil Resource Report
Map Unit Legend
Franklin County, North Carolina (NC069)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
CaB
Cecil sandy loam, 2 to 6 percent
42.2
8.0%
slopes
CeB2
Cecil clay loam, 2 to 6 percent
4.9
0.9%
slopes, moderately eroded
23.0
ChA
Chewacla and Wehadkee soils,
4.4%
0 to 3 percent slopes,
frequently flooded
HeB
Helena sandy loam, 2 to 6
15.2
2.9%
percent slopes
13.1
PaC2
Pacolet clay loam, 6 to 10
2.5%
percent slopes, moderately
eroded
PaD2
Pacolet clay loam, 10 to 15
43.2
8.2%
percent slopes, moderately
eroded
VaC
Vance sandy loam, 6 to 10
9.2
1.7%
percent slopes
W
Water
65.3
12.5%
WaB
Wake -Saw -Wedowee complex,
1.5
0.3%
2 to 8 percent slopes, rocky
WbD
Wake-Wateree-Wedowee
33.5
6.4%
complex, 8 to 15 percent
slopes, rocky
WcE
Wake-Wateree complex, 15 to
85.3
16.3%
30 percent slopes, very rocky
WeB
Wedowee sandy loam, 2 to 6
68.1
13.0%
percent slopes
WeC
Wedowee sandy loam, 6 to 10
31.8
6.1%
percent slopes
WeD Wedowee sandy loam, 10 to 15
88.3
16.8%
percent slopes
524.5
100.0%
Totals for Area of Interest
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils
or miscellaneous areas in the survey area. The map unit descriptions, along with the
maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the landscape,
10

Custom Soil Resource Report
however, the soils are natural phenomena, and they have the characteristic variability
of all natural phenomena. Thus, the range of some observed properties may extend
beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic
class rarely, if ever, can be mapped without including areas of other taxonomic
classes. Consequently, every map unit is made up of the soils or miscellaneous areas
for which it is named and some minor components that belong to taxonomic classes
other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They generally
are in small areas and could not be mapped separately because of the scale used.
Some small areas of strongly contrasting soils or miscellaneous areas are identified
by a special symbol on the maps. If included in the database for a given area, the
contrasting minor components are identified in the map unit descriptions along with
some characteristics of each. A few areas of minor components may not have been
observed, and consequently they are not mentioned in the descriptions, especially
where the pattern was so complex that it was impractical to make enough observations
to identify all the soils and miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the usefulness
or accuracy of the data. The objective of mapping is not to delineate pure taxonomic
classes but rather to separate the landscape into landforms or landform segments that
have similar use and management requirements. The delineation of such segments
on the map provides sufficient information for the development of resource plans. If
intensive use of small areas is planned, however, onsite investigation is needed to
define and locate the soils and miscellaneous areas.
An identifying symbol precedes the map unit name in the map unit descriptions. Each
description includes general facts about the unit and gives important soil properties
and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major horizons
that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity,
degree of erosion, and other characteristics that affect their use. On the basis of such
differences, a soil series is divided into soil phases. Most of the areas shown on the
detailed soil maps are phases of soil series. The name of a soil phase commonly
indicates a feature that affects use or management. For example, Alpha silt loam, 0
to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps. The
pattern and proportion of the soils or miscellaneous areas are somewhat similar in all
areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present or
anticipated uses of the map units in the survey area, it was not considered practical
or necessary to map the soils or miscellaneous areas separately. The pattern and
11

Custom Soil Resource Report
relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -
Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas that
could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion of
the soils or miscellaneous areas in a mapped area are not uniform. An area can be
made up of only one of the major soils or miscellaneous areas, or it can be made up
of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil material
and support little or no vegetation. Rock outcrop is an example.
12

Custom Soil Resource Report
Franklin County, North Carolina
CaB—Cecil sandy loam, 2 to 6 percent slopes
Map Unit Setting
National map unit symbol: 3s4s
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Cecil and similar soils: 95 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cecil
Setting
Landform: I nterfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap - 0 to 8 inches: sandy loam
Bt - 8 to 42 inches: clay
BC - 42 to 50 inches: clay loam
C - 50 to 80 inches: loam
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: A
Minor Components
Pacolet, moderately eroded
Percent of map unit: 5 percent
Landform: I nterfluves
Landform position (two-dimensional): Summit
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Custom Soil Resource Report
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
CeB2—Cecil clay loam, 2 to 6 percent slopes, moderately eroded
Map Unit Setting
National map unit symbol: 3s4v
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Cecil, moderately eroded, and similar soils: 80 percent
Minor components: 5 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cecil, Moderately Eroded
Setting
Landform: I nterfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap - 0 to 8 inches: clay loam
Bt - 8 to 48 inches: clay
BC - 48 to 58 inches: clay loam
C - 58 to 80 inches: sandy loam
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.3 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
14

Custom Soil Resource Report
Minor Components
Lloyd, moderately eroded
Percent of map unit: 5 percent
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
ChA—Chewacla and Wehadkee soils, 0 to 3 percent slopes, frequently
flooded
Map Unit Setting
National map unit symbol: 3s4w
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Prime farmland if drained and either protected from flooding
or not frequently flooded during the growing season
Map Unit Composition
Chewacla and similar soils: 60 percent
Wehadkee, undrained, and similar soils: 31 percent
Wehadkee, drained, and similar soils: 5 percent
Minor components: 4 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Chewacla
Setting
Landform: Flood plains
Down-slope shape: Concave
Across -slope shape: Linear
Parent material: Loamy alluvium derived from igneous and metamorphic rock
Typical profile
A - 0 to 4 inches: loam
Bwl - 4 to 26 inches: silty clay loam
Bw2 - 26 to 38 inches: loam
Bw3 - 38 to 60 inches: clay loam
C - 60 to 80 inches: loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Somewhat poorly drained
Runoff class: Low
15

Custom Soil Resource Report
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: About 6 to 24 inches
Frequency of flooding: Frequent
Frequency of ponding: None
Available water storage in profile: High (about 11.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3w
Hydrologic Soil Group: B/D
Description of Wehadkee, Undrained
Setting
Landform: Depressions on flood plains
Down-slope shape: Concave
Across -slope shape: Linear
Parent material: Loamy alluvium derived from igneous and metamorphic rock
Typical profile
A - 0 to 8 inches: loam
Bg - 8 to 43 inches: sandy clay loam
Cg - 43 to 80 inches: sandy loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Poorly drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat):
(0.57 to 1.98 in/hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: Frequent
Frequency of ponding: None
Available water storage in profile: High (about 9.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6w
Hydrologic Soil Group: B/D
Description of Wehadkee, Drained
Moderately high to high
Setting
Landform: Depressions on flood plains
Down-slope shape: Concave
Across -slope shape: Linear
Parent material: Loamy alluvium derived from igneous and metamorphic rock
Typical profile
Ap - 0 to 8 inches: loam
Bg - 8 to 43 inches: sandy clay loam
Cg - 43 to 80 inches: sandy loam
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
16

Custom Soil Resource Report
Natural drainage class: Poorly drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: Frequent
Frequency of ponding: None
Available water storage in profile: High (about 9.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4w
Hydrologic Soil Group: B/D
Minor Components
Congaree
Percent of map unit: 4 percent
Landform: Flood plains
Down-slope shape: Linear
Across -slope shape: Linear
HeB—Helena sandy loam, 2 to 6 percent slopes
Map Unit Setting
National map unit symbol: 3s55
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Helena and similar soils: 90 percent
Minor components: 8 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Helena
Setting
Landform: Ridges
Landform position (two-dimensional): Summit, footslope
Landform position (three-dimensional): Interfluve
Down-slope shape: Concave
Across -slope shape: Concave
Parent material: Saprolite derived from granite and gneiss and/or schist
17

Custom Soil Resource Report
Typical profile
Ap - 0 to 8 inches: sandy loam
E - 8 to 12 inches: sandy loam
Bt - 12 to 39 inches: clay
BC - 39 to 46 inches: clay loam
C - 46 to 80 inches: coarse sandy loam
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Moderately well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table: About 18 to 30 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 7.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: D
Minor Components
Vance
Percent of map unit: 5 percent
Landform: I nterfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
Wedowee
Percent of map unit: 3 percent
Landform: I nterfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
Worsham, undrained
Percent of map unit: 0 percent
Landform: Depressions
Landform position (two-dimensional): Footslope
Down-slope shape: Concave
Across -slope shape: Concave
EM

Custom Soil Resource Report
PaC2—Pacolet clay loam, 6 to 10 percent slopes, moderately eroded
Map Unit Setting
National map unit symbol: 3s59
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Pacolet, moderately eroded, and similar soils: 90 percent
Minor components: 9 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Pacolet, Moderately Eroded
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
A - 0 to 7 inches: sandy clay loam
B - 7 to 28 inches: clay
B - 28 to 44 inches: sandy clay loam
C - 44 to 80 inches: sandy loam
Properties and qualities
Slope: 6 to 10 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 7.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
19

Custom Soil Resource Report
Minor Components
Madison, moderately eroded
Percent of map unit: 8 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Spartanburg, moderately eroded
Percent of map unit: 1 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
PaD2—Pacolet clay loam, 10 to 15 percent slopes, moderately eroded
Map Unit Setting
National map unit symbol: 3s5b
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Pacolet, moderately eroded, and similar soils: 85 percent
Minor components: 8 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Pacolet, Moderately Eroded
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
A - 0 to 7 inches: sandy clay loam
B - 7 to 28 inches: clay
8 - 28 to 44 inches: sandy clay loam
C - 44 to 80 inches: sandy loam
20

Custom Soil Resource Report
Properties and qualities
Slope: 10 to 15 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 7.6 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Minor Components
Madison, moderately eroded
Percent of map unit: 5 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Spartanburg, moderately eroded
Percent of map unit: 3 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
VaC—Vance sandy loam, 6 to 10 percent slopes
Map Unit Setting
National map unit symbol: 3s5r
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Vance and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
21

Custom Soil Resource Report
Description of Vance
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap - 0 to 6 inches: sandy loam
Bt - 6 to 36 inches: clay
C1 - 36 to 50 inches: sandy loam
C2 - 50 to 80 inches: clay loam
Properties and qualities
Slope: 6 to 10 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 7.8 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: C
Minor Components
Helena
Percent of map unit: 10 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Shoulder, backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Concave
Across -slope shape: Concave, convex
Wedowee
Percent of map unit. 5 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
22

Custom Soil Resource Report
W—Water
Map Unit Composition
Water: 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Water
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8w
WaB—Wake-Saw-Wedowee complex, 2 to 8 percent slopes, rocky
Map Unit Setting
National map unit symbol: 3s5z
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Wake, rocky, and similar soils: 35 percent
Saw, rocky, and similar soils: 30 percent
Wedowee, rocky, and similar soils: 20 percent
Rock outcrop: 1 percent
Minor components: 14 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Wake, Rocky
Setting
Landform: I nterfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
Parent material: Residuum weathered from granite and gneiss
Typical profile
A - 0 to 7 inches: gravelly loamy coarse sand
C - 7 to 11 inches: gravelly loamy sand
R - 11 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 2 to 8 percent
23

Custom Soil Resource Report
Depth to restrictive feature: 8 to 20 inches to lithic bedrock
Natural drainage class: Excessively drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Very low to low (0.00 to
0.01 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Very low (about 0.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4s
Hydrologic Soil Group: D
Description of Saw, Rocky
Setting
Landform: I nterfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
Parent material: Residuum weathered from granite and gneiss
Typical profile
Ap - 0 to 8 inches: sandy loam
Bt - 8 to 20 inches: clay
BC - 20 to 26 inches: sandy clay loam
C - 26 to 29 inches: sandy loam
R - 29 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: 20 to 40 inches to lithic bedrock
Natural drainage class: Well drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Very low to low (0.00 to
0.01 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 3.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C
Description of Wedowee, Rocky
Setting
Landform: I nterfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
24

Custom Soil Resource Report
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap - 0 to 5 inches: sandy loam
BE - 5 to 10 inches: sandy clay loam
Bt - 10 to 35 inches: sandy clay
C - 35 to 80 inches: sandy clay loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
Description of Rock Outcrop
Setting
Landform: I nterfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
Parent material: Granite and gneiss
Typical profile
R - 0 to 80 inches: bedrock
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: 0 inches to lithic bedrock
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Very low to low (0.00 to
0.01 in/hr)
Available water storage in profile: Very low (about 0.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8s
Minor Components
Rion, rocky
Percent of map unit: 8 percent
Landform: I nterfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
25

Custom Soil Resource Report
Across -slope shape: Convex
Wateree, rocky
Percent of map unit: 6 percent
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
MD—Wake-Wateree-Wedowee complex, 8 to 15 percent slopes, rocky
Map Unit Setting
National map unit symbol: 3s60
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 50 to 66 degrees F
Frost -free period: 160 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Wake, rocky, and similar soils: 35 percent
Wateree, rocky, and similar soils: 30 percent
Wedowee, rocky, and similar soils: 25 percent
Rock outcrop: 1 percent
Minor components: 9 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Wake, Rocky
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Parent material: Residuum weathered from granite and gneiss
Typical profile
A - 0 to 7 inches: gravelly loamy coarse sand
C - 7 to 11 inches: gravelly loamy sand
R - 11 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: 8 to 20 inches to lithic bedrock
Natural drainage class: Excessively drained
26

Custom Soil Resource Report
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Very low to low (0.00 to
0.01 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Very low (about 0.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6s
Hydrologic Soil Group: D
Description of Wateree, Rocky
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss
Typical profile
A - 0 to 7 inches: sandy loam
Bw - 7 to 28 inches: sandy loam
C - 28 to 35 inches: sandy loam
Cr - 35 to 80 inches: weathered bedrock
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 3.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4e
Hydrologic Soil Group: B
Description of Wedowee, Rocky
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap - 0 to 5 inches: sandy loam
27

Custom Soil Resource Report
BE - 5 to 10 inches: sandy clay loam
Bt - 10 to 35 inches: sandy clay
C - 35 to 80 inches: sandy clay loam
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Description of Rock Outcrop
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Parent material: Granite and gneiss
Typical profile
R - 0 to 80 inches: bedrock
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: 0 inches to lithic bedrock
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Very low to low (0.00 to
0.01 in/hr)
Available water storage in profile: Very low (about 0.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8s
Minor Components
Rion, rocky
Percent of map unit: 6 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Wilkes, rocky
Percent of map unit: 3 percent
W

Custom Soil Resource Report
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
WcE—Wake-Wateree complex, 15 to 30 percent slopes, very rocky
Map Unit Setting
National map unit symbol: 3s61
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: Not prime farmland
Map Unit Composition
Wake, very rocky, and similar soils: 50 percent
Wateree, very rocky, and similar soils: 35 percent
Rock outcrop: 5 percent
Minor components: 7 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Wake, Very Rocky
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Parent material: Residuum weathered from granite and gneiss
Typical profile
A - 0 to 7 inches: gravelly loamy coarse sand
C - 7 to 11 inches: gravelly loamy sand
R - 11 to 80 inches: unweathered bedrock
Properties and qualities
Slope: 15 to 30 percent
Depth to restrictive feature: 8 to 20 inches to lithic bedrock
Natural drainage class: Excessively drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Very low to low (0.00 to
0.01 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
29

Custom Soil Resource Report
Frequency of ponding: None
Available water storage in profile: Very low (about 0.7 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6s
Hydrologic Soil Group: D
Description of Wateree, Very Rocky
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss
Typical profile
A - 0 to 7 inches: sandy loam
Bw - 7 to 28 inches: sandy loam
C - 28 to 35 inches: sandy loam
Cr - 35 to 80 inches: weathered bedrock
Properties and qualities
Slope: 15 to 30 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock
Natural drainage class: Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water (Ksat): Very low to high (0.00
to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Low (about 3.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6s
Hydrologic Soil Group: B
Description of Rock Outcrop
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Parent material: Granite and gneiss
Typical profile
R - 0 to 80 inches: bedrock
Properties and qualities
Slope: 15 to 30 percent
Depth to restrictive feature: 0 inches to lithic bedrock
Runoff class: Very high
30

Custom Soil Resource Report
Capacity of the most limiting layer to transmit water (Ksat): Very low to low (0.00 to
0.01 in/hr)
Available water storage in profile: Very low (about 0.0 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8s
Minor Components
Rion, very rocky
Percent of map unit. 5 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Wilkes, very rocky
Percent of map unit: 2 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
WeB—Wedowee sandy loam, 2 to 6 percent slopes
Map Unit Setting
National map unit symbol: 3s63
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost -free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Wedowee and similar soils: 94 percent
Minor components: 6 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Wedowee
Setting
Landform: I nterfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
31

Custom Soil Resource Report
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap - 0 to 4 inches: sandy loam
E - 4 to 7 inches: sandy loam
Bt - 7 to 23 inches: clay
BC - 23 to 35 inches: clay loam
C - 35 to 80 inches: sandy clay loam
Properties and qualities
Slope: 2 to 6 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Low
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
Minor Components
Vance
Percent of map unit: 5 percent
Landform: I nterfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across -slope shape: Convex
Helena
Percent of map unit: 1 percent
Landform: Ridges
Landform position (two-dimensional): Summit, footslope
Landform position (three-dimensional): Interfluve
Down-slope shape: Concave
Across -slope shape: Concave
WeC—Wedowee sandy loam, 6 to 10 percent slopes
Map Unit Setting
National map unit symbol: 3s64
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
32

Custom Soil Resource Report
Mean annual air temperature: 50 to 66 degrees F
Frost -free period: 160 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Wedowee and similar soils: 85 percent
Minor components: 14 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Wedowee
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap - 0 to 4 inches: sandy loam
E - 4 to 7 inches: sandy loam
Bt - 7 to 23 inches: clay
BC - 23 to 35 inches: clay loam
C - 35 to 80 inches: sandy clay loam
Properties and qualities
Slope: 6 to 10 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Minor Components
Rion
Percent of map unit: 8 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Vance
Percent of map unit: 5 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
33

Custom Soil Resource Report
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Wateree
Percent of map unit: 1 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
WeD—Wedowee sandy loam, 10 to 15 percent slopes
Map Unit Setting
National map unit symbol: 3s65
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 50 to 66 degrees F
Frost -free period: 160 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Wedowee and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Wedowee
Setting
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap - 0 to 4 inches: sandy loam
E - 4 to 7 inches: sandy loam
Bt - 7 to 23 inches: clay
BC - 23 to 35 inches: clay loam
C - 35 to 80 inches: sandy clay loam
Properties and qualities
Slope: 10 to 15 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
34

Custom Soil Resource Report
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water storage in profile: Moderate (about 8.1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Minor Components
Wateree
Percent of map unit: 6 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Rion
Percent of map unit: 5 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
Louisburg
Percent of map unit: 4 percent
Landform: Hillslopes on ridges
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Side slope
Down-slope shape: Linear
Across -slope shape: Convex
35

References
American Association of State Highway and Transportation Officials (AASHTO). 2004.
Standard specifications for transportation materials and methods of sampling and
testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service
FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils
in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S.
Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/nres/
detail/national/soils/?cid=nres142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making
and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service,
U.S. Department of Agriculture Handbook 436. http://www.nres.usda.gov/wps/portal/
nres/detail/national/soils/?cid=nres142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://www.nres.usda.gov/wps/
portal/nres/detail/national/soils/?cid=nres142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nres.usda.gov/wps/portal/nres/detail/soils/
home/?cid=nres142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
36

Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430 -VI. http://www.nres.usda.gov/wps/portal/
nres/detail/soils/scientists/?cid=nres142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States, the
Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296.
http://www.nres. usda.gov/wps/portal/nres/detail/national/soils/?
cid=nres142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/lnternet/FSE—DOCUMENTS/nrcsl42p2_052290.pdf
37

5
USGS Map

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FRANKLINTON, NC
2013

6
USACE NOTIFICATION OF JURISDICTIONAL DETERMINATION

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action Id. SAW -2005-20995 County: Franklin U.S.G.S. Quad: NC-FRANKLINTON
NOTIFICATION OF JURISDICTIONAL DETERNIINATION
Property Owner: Angie Executive Estates, LLC
Attn: Elton Anne. III
Address: 113 Edinburgh South Dr.
Suite 100
Cary, NC 27511
copy
Telephone Number: By Sa, 2 G
_.._
Size (acres) 176 Nearest Town Youngsville
Nearest Waterway Brandy Creek River Basin Upper Tar
USGS HUC 03020101 Coordinates Latitude: 36.0550809197253
Longitude: -78.4491067648448
Location description: The property is approximately 176 acres known as Hidden Lake Phase II, located adjacent to
Indicate Which of the Following Apply:
A. Preliminary Determination
_ Based on preliminary information, there may be waters of the U.S. including wetlands on the above described project area
. We strongly suggest you have this property inspected to determine the extent of Department of the Army (DA)
jurisdiction. To be considered final, a jurisdictional determination must be verified by the Corps. This preliminary
determination is not an appealable action under the Regulatory Program Administrative Appeal Process (Reference 33
CFR Part 331). If you wish, you may request an approved JD (which may be appealed), by contacting the Corps district
for further instruction. Also, you may provide new information for further consideration by the Corps to reevaluate the
JD.
B. Approved Determination
_ There are Navigable Waters of the United States within the above described project area subject to the permit requirements
of Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act. Unless there is a change in the law
or our published regulations, this determination may be relied upon for a period not to exceed five years from the date of
this notification.
X There are waters of the U.S. including wetlands on the above described property subject to the permit requirements of
Section 404 of the Clean Water Act (CWA)(33 USC § 1344). Unless there is a change in the law or our published
regulations, this determination may be relied upon for a period not to exceed five years from the date of this notification.
_ We strongly suggest you have the waters of the U.S. including wetlands on your project area delineated. Due to the
size of your property and/or our present workload, the Corps may not be able to accomplish this wetland delineation in a
timely manner. For a more timely delineation, you may wish to obtain a consultant. To be considered final, any
delineation must be verified by the Corps.
_ The waters of the U.S. including wetlands on your project area have been delineated and the delineation has been
verified by the Corps. We strongly suggest you have this delineation surveyed. Upon completion, this survey should be
reviewed and verified by the Corps. Once verified, this survey will provide an accurate depiction of all areas subject to
CWA jurisdiction on your property which, provided there is no change in the law or our published regulations, may be
relied upon for a period not to exceed five years.
Page 1 of 2

X The waters of the U.S. including wetlands have been delineated and surveyed and are accurately depicted on the plat
signed by the Corps Regulatory Official identified below on March 4.2016. Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
_ There are no waters of the U.S., to include wetlands, present on the above described project area which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
_ The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act
(CAMA). You should contact the Division of Coastal Management in Morehead City, NC, at [phone] to
determine their requirements.
Placement of dredged or fill material within waters of the US and/or wetlands without a Department of the Army permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). If you have any questions regarding this
determination and/or the Corps regulatory program, please contact James Lastin ertin er a�884 x32 or
James C.Lastineer agusace.armv.mil.
C. Basis For Determination: Stream channels on site exhibit an established OHWM. Wetlands exhibit the three
criteria as described in the Corms 1987 wetland delineation manual and appropriate regional supplement.
D. Remarks:
E. Attention USDA Program Participants
This delineation/determination has been conducted to identify the limits of Corps' Clean Water Act jurisdiction for the
particular site identified in this request. The delineation/determination may not be valid for the wetland conservation
provisions of the Food Security Act of 1985. If you or your tenant are USDA Program participants, or anticipate participation
in USDA programs, you should request a certified wetland determination from the local office of the Natural Resources
Conservation Service, prior to starting work.
F. Appeals Information (This information applies only to approved jurisdictional determinations as indicated in
B. above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you object to this
determination, you may request an administrative appeal under Corps regulations at 33 CFR Part 331. Enclosed you will find a
Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this
determination you must submit a completed RFA form to the following address:
US Army Corps of Engineers
South Atlantic Division
Attn: Jason Steele, Review Officer
60 Forsyth Street SW, Room 10MI5
Atlanta, Georgia 30303-8801
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for
appeal under 33 CFR part 331.5, and that it has been received by the Division Office within 60 days of the date of the NAP.
Should you decide to submit an RFA form, it must be received at the above address by May 2, 2016.
"'It is not necessary to submit an RFA form to the Division Office if you do not object to the determination in this
correspondence." � 0 C�,
Corps Regulatory
Date: March 4, 2016 ✓/ Expiration Date: March 4, 2021

The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we
continue to do so, please complete our Customer Satisfaction Survey, located online at
hgp•//resulatorkusacesurvev.com/.
Copy
Soil and Environmental Consultants
Attn: Steven Ball
8412 Falls of Neuse Rd., suite 104
Raleieh, NC 27615

NOTIFICATION OF ADMINISTRATIVEAPPEAL OPTIONS AND PROCESS AND
WOIRMEU 'ST FOR PP ' L
lApplilant.s Angie Executive Estates. LLC File Number: SAW -2005-20995 Date: March 4, 2016
Attn: Elton An e
ached i: See Section below
INITIAL PROFFERED PERMIT Standard Permit or Letter ofpermission)
A
PROFFERED PERMIT (Standard Permit or Letter ofpermission)
B
DENIAL
C
APPROVED JURISDICTIONAL DETERMINATION
NFPERMIT
D
11 PRELIMINARY JURISDICTIONAL DETERMINATION
E
SECTION I - The following identifies your rights and options regarding an administrative appeal of the above decision.
Additional information may be found at http://tvww usace army mil/Missions/CivilWorks/RegulatoryProgramandPertnits.aspx or
Corps regulations at 33 CFR Part 331.
A: INITIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request
that the permit be modified accordingly. You must complete Section II of this form and return the form to the district
engineer. Your objections must be received by the district engineer within 60 days of the date of this notice, or you will
forfeit your right to appeal the permit in the future. Upon receipt of your letter, the district engineer will evaluate your
objections and may: (a) modify the permit to address all of your concerns, (b) modify the permit to address some of your
objections, or (c) not modify the permit having determined that the permit should be issued as previously written. After
evaluating your objections, the district engineer will send you a proffered permit for your reconsideration, as indicated in
Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final
authorization. If you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your
signature on the Standard Permit or acceptance of the LOP means that you accept the permit in its entirety, and waive all
rights to appeal the permit, including its terms and conditions, and approved jurisdictional determinations associated with the
permit.
• APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein,
you may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section II of
this form and sending the form to the division engineer. This form must be received by the division engineer within 60 days
of the date of this notice.
C: PERMIT DENIAL: You may appeal the denial of a permit under the Corps of Engineers Administrative Appeal Process by
completing Section II of this form and sending the form to the division engineer. This form must be received by the division
engineer within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or provide new
information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the
date of this notice, means that you accept the approved JD in its entirety, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers
Administrative Appeal Process by completing Section II of this form and sending the form to the district engineer. This form
must be received by the division engineer within 60 days of the date of this notice.

E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps regarding the
preliminary JD. The Preliminary JD is not appealable. If you wish, you may request an approved JD (which may be appealed),
by contacting the Corps district for further instruction. Also you may provide new information for further consideration by the
Corps to reevaluate the JD.
SECTION 11 - REQUEST FOR APPEAL or OBJECTIONS TO AN INITIAL PROFFERED PERMIT
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your objections to an initial
proffered permit in clear concise statements. You may attach additional information to this form to clarify where your reasons or
objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps memorandum for the
record of the appeal conference or meeting, and any supplemental information that the review officer has determined is needed to
clarify the administrative record. Neither the appellant nor the Corps may add new information or analyses to the record.
However, you may provide additional information to clarify the location of information that is already in the administrative
record.
POINT OF CONTACT FOR QUESTIONS OR INFORMATION:
If you have questions regarding this decision and/or the
If you only have questions regarding the appeal process you may
appeal process you may contact:
also contact:
District Engineer, Wilmington Regulatory Division
Mr. Jason Steele, Administrative Appeal Review Officer
Raleigh Regulatory Field Office
CESAD-PDO
Attn: James Lastinger, Regulatory Specialist
U.S. Army Corps of Engineers, South Atlantic Division
3331 Heritage Trade Dr., suite 105
60 Forsyth Street, Room 10M15
Wake Forest, NC 27587
Atlanta, Georgia 30303-8801
919-554-4884 ext 32
Phone: [phone]
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any government
consultants, to conduct investigations of the project site during the course of the appeal process. You will be provided a 15 day
notice of any site investigation, and will have the opportunito participate in all site investigations.
Date:
Telephone number:
Signature of appellant oragent.
For appeals on Initial Proffered Permits send this form to:
District Engineer, Wilmington Regulatory Division, James Lastinger,
For Permit denials, Proffered Permits and approved Jurisdictional Determinations send this form to:
Division Engineer, Commander, U.S. Army Engineer Division, South Atlantic, Attn: Mr. Jason Steele,
Administrative Appeal Officer, CESAD-PDO, 60 Forsyth Street, Room 10M15, Atlanta, Georgia 30303-8801
Phone: [phone]

ARBCR
sR' WETLANDS DELINEATION WAS MARKED AND
oR
SITE FLAGGED BY SOIL & ENVIRONMENTAL
FRANKOMON r_t`r CONSULTANTS, PA(S&EC) ON 5/5/15.
N (PROJECT#8977.W8)
I 8412 FALLS OF NEUSE RD, SUITE 104,
HIDDENRALEIGH, NC 27615 [phone]
s
aRALES 411,1,
wA
J� HOLLEN1gb NST
YOUNGSVILLE i
FnANKtIN GY%NlrY Z I — /� //
NO.iTH CMWN4
NOT TO SCALE \
TOTAL WETLAND AREA = 350,631 SF / 8.05 AC
TOTAL STREAM LENGTH(LF)= 7,420 LF
ISOLATED WETLAND AREA= 16389 SF / 0.38 AC
OPEN WATER AREA= 12283 SF/ 0.28 AC
NON -JURISDICTIONAL POND IN HIGH
GROUNDAREA= 99,773 SF/ 0.45 AC
PARK YEIOOMY IAN£ \
{ i
CRE
HIDDEN Imu: i� \ `r
I, AU IUSTIN D. KEANE. PROFESSIONAL LAND SURVEYOR HEREBY CERTIFT'TTPKT
THIS WETLAND SURVEY WAS MADE UNDER MY DIRECT SUPERVISION ANDTH1AT IT
IS CORRECT TO THE BEST OF MY KNOWLEDGE, AND BEUEF; THAT THIS WETLANDS
J
SURVEY WAS MADE IN ACCAR IA E'S WETLANDS MAPPING POLICY
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PROJECT DATA: I i rs. o
OWNER AWE EXECUTIVE ESTATES,LLC. AREA We —A #3 AREA #4 N
FRANKLIN COUNTY PARCEL ID: 004227 i 1IDDENtAJtECOMUN�TYKi"111111111
r - �a`, �? R �e
RECORD DEED BOOK 1915 PG 454 '\ �, 8, y z
wDe1 sFO�ue /
PLAT: BK 2012PG id7-151 t/ -TOTAL PARCEL AREA 176 ACRESSITE ZONING;R-15 RESIDENTIAL ] �t.ptj �'1 --
ALL STREETS ARE PRIVATE -56 RIGHT-OF-WAY r (� ''"L�-'`^` \ r \ CA
WATERSHED RIVER BASIN: TARPAMLICO70
m w
FEMA FIRM MAPS t3720188100.1&M720/BSM _ ] ( //
Floodplain Boundary lines shown were provided bythe North Carolina Floodplain Mapping Program, All floodplain 2013 rylin. 1 are effective f���AREA#3A AREA #6wApril 16, 2013 &Jan. 16,2004 d z
and reflect boundaries shown on�' /
3720166400) & DFIRM 37201862OW AREA �A
Horizontal Datum for floodplain NAD 83. HK /
Vertical Datum for floodplain NAVD 88.
LEGEND #1A> /'� ��JIG
TYP ...TYPICAL" 3 I I EI �� gM i/ Z
NMF..... NO MONUMENTATION FOUND m rj K O
li LF..UNEARFEEi I \\ 9*�.-a //O Y a
PL ... PROPERTY LINE c = J AR #3B \� �` / // /E . I - NORTH CAROLINA o (n �, s
SF_SQUARE FEET n �\ �H — / / I FRANKLIN COUNTY g :> a=0 3 0
TT .TIE TO _
Cit:CHANNEL _pw /) - 4� —_—_'4his, certifies that this .copy ofthis plat accurately depicts.
..
EOW...EDGE OF WATER / % j the boundary of the jurisdiction of Section 404 of the z m CV
RCP... REINFORCED CONCRETE PIPE � ` // Clean Water Act as determined by the undersigned on �
• EIP.....NEW IRON PIN SET t '�/ this date. Unless there is a change in the law or our F -U w N p
AREA #5
O RIS ..... REFFJRENCE IRON SET published regulations, this determination of Section 404 tori Cl)�
jurisdiction may be relied upon for a period not to exceed p Z
O EIS..... EXISTING IRON PIP STAKE NIFfive(5)=a Y = >
ears from this date. The undersigned Completed w Q
O EIP.....FJ(ISTING IRON PIPE AME EXECUTIVE ESTATES LLC thisdet determination Utilizing theappropriate Re tonal J Q- Lou z 00 112 o
PINi,68:S24F683 HIDDEN LAKE gg 00Z
-- _-- BM, 2012 PO RACT SF Regulatory �eation anal " y _ ps of Fsgineers
t ...WETLANDS FLAG DB 1507 PG 172 I Su lement to the1987 U.S. Arm Cor
AS5
-
WETLAND AREAS EVALUATION � w w x �
FEMA FLOOD ZONE AE I TRAcrz Q
UNE NOT SURVEYED LL
,J Vfi.iMCRES LIMITS v 0 LL
PARCEL BOUNDARY LINE AREA #2 Ttle _
— — — — — EXISTING RIGHT-OF-WAY
CREW STREAM Date: 3 y /// DATE tcaLE
NOTES: 0011115 1•a SW
—EASEMENT LINE 1. The plat Is derivad from Information gathered by an actual field sway nada by dds office and platted March 2012. U SACE Action ID: 6OW—" A17- 97S DRAYM BY Dg7B BY
2. Horizontal dahm used for this prolea's NAD 63 (US Survey feet). ALKA�A
3. The ground control coordinates are toearmad coordinates meed an Siam Piano eoord arthefor GPS coraol post GRAPHIC SCALE
a WETLANDS AREA *CAP 10D' having the following (NA983) coordinate values: Northing 842,076.8903 Easting 2,165,391.7410 (DESTROYED BY COISTRUCPOM REYlslovs
4. Project combined yrld factor used 60.999389487.
5. The survey eortrel wee performed to Class C 2 -II FGCC specF•Katbm using siagc GPS field procedures and it* nebrodc xas reduced by bast 300 0 2so sro 1000 2000 IM15-WCNOTES
e tment.
�t < <'4fi 6. A�Qsastanoees are horaomal ground measvemame adasa o8arwhe noted. ��I�-
.�(`r,=✓. OPEN WATER 7. All coormatecom method. wE7t-DESMPTINF-
f, •.:: x s: puree 1>y wbtom
NM
8. Control caps are 3 In'alummum set on SW mbar slampedw ah control numtwr. SLEET
9. Hidden lake Community Assacialton, Ina. wiq ba responsible for the maiterlernca of all required IandscapYg and open space areas. IN FEET) 1 OF 14
This project is located in the FRANKLIN COUNTY Planning jurisdiction. 1 inch = 500 & i

NORTH CAROLINA
FRANKLIN COUNTY
'This certifies that this copy of this plat accurately depicts
the boundary of the jurisdiction of Section 404 of the
Clean Water Act as determined by the undersigned on
this date. Unless there Is a change in the law or our
published regulations, this determination of Section 404
jurisdiction may be relied upon for a period not to exceed
five(5) years from this date. The undersigned completed
this determination utilizing the appropriate Regional
Supplement to that 987 U.S. Army Corps of Engineers
Wetlands Delineation Manual'
Regulatory OHicis
Title
Date: '1
Title
/
USACE Action ID:_54W-41106'"11 Ir
LEGEND
TYP....TYPICAL
NMF ..... NO MONUMENTATION FOUND
LF..LINEAR FEET
PL ... PROPERTY LINE
SF..SOUARE FEET
TT .TIE TO
CH ... CHANNEL - -
EOW... EDGE OF WATER
RCP...REINFORCED CONCRETE PIPE
• EIP..... NEW IRON PIN SET
O RIS..... REFERENCE IRON SET
O EIS..... EXISTING IRON STAKE
O EIP.... .EXISTING IRON PIPE
p II7 ff0l —WETLANDS FLAG
— — — WETLAND AREAS
------- ----- FEMA FLOOD ZONE AE
— — — — LINE NOT SURVEYED
PARCEL BOUNDARY LINE
— — — — — EXISTING RIGHT-OF-WAY
CREEKI STREAM
— EASEMENTLME
r,!l;
!!J
WETLANDS AREA
OPEN WATER
&IMA11
OPEN WATER L23 L 4
-`— \ AREA= 12283 SF RIS
RIS 1617 OPEN
57.73
/ 21 « E: 2167757.73
I I// -O �x '
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LAKE
- 202TTPOND
LI6 -frit: r: " N: 840530.4
NIF
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\ .L /r; /l!+r/l/!!l.+r..'J. vj N/F
/ MARY H BOLLARD llrllrllf/f /r/rrl.!r
/ / ' Il/lJ//lr J!/:'1fi!i///I//
/ PIN # 1864-l0-1275 p3 HIDDEN LAKE
DB 1009 PG 361 _.`, !/llfJ!!l r/J!l!: !!r /lam
t
LOT I • !//r!!J//l/r!//J//Jr, % COMMUNITY
f; :r!rfrfl/,•rrlJ+Jlrl!/ 209 ASSOCIATION
/ 1 BRANDY CREEK SUED. is , l!!r!/r//fr!lrrllJ,F
/ r PRF 3 SLIDE 94/113 '' ' ` """'' """"" 205 PIN # 1864-30-8834
YOUNGSVILLETOWNSHIP J+//l///r/:///J!//:•+J! 206i DB 1915 PG 446
!
!/r rJfvrlr!J/!:•/r,!At BM 2012 PG 148 EDGE OF
//ll+lJJ//rf/fra_207 / WATER IS
PROPERTY LINE
CREEK/ 20
/!i /rfrffJlr!!!lJ r.`/rr/
STREAM
1092 LF V f!JrJllrl/f ./ff!!/!rrlrlf: 206
• 21 Q'I
•r/!l Jrr!!Jr!/r/r!rl/::+'l//�j N/F
ANGE EXECUTIVE ESTATES LLC
CENTERLINE OF """""" "'%^ 1/ PIN # 1863-29-6589
252TT CH - WETLANDS A "! , !
BRANDY CREEK
1AREA= 212 DB 1507 PG 172
182734 SF
l/r:
IS PROPERTY LINE 3�! `! J ! f f, ' BM 2012 PG 148
! ! '
_., __.. ..-- ..�rrrr r-r/r/ rrY r+.✓-rrr/.-�'�. ...... .. .._. .. ..... TRACT2
7,673,965 SF
250 fl/lrrlfrJ!/ !/rlll!J rr!!l
JURISDICTIONAL�(
176.17ACRES
R WELLINEALICELIG: 215
^ A4g7pny,�
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55CL T 25�3p�/ ,•!l!r-',�„'r /'r
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WETLANDS DELINEATION
2 OF 14

NORTH CAROLINA
FRANKLIN COUNTY
"This certifies that this copy of this plat accurately depicts
the boundary of the Jurisdiction of Section 404 of the
Clean Water Act as determined by the undersigned on
this date. Unless there is a change In the law or our
published regulations, this determination of Section 404
jurisdiction may be relied upon for a period not to exceed
tive(5) years from this dale. The undersigned Completed
this determination utilizing the appropriate Regional
Supplement to the1987 U.S. Army Corps of Engineers
Wetlands Delineatiop Manual."
USAGE Action ID:S4W— 3.' 0,r—ap-1C(C
LEGEND
TYP.... TYPICAL
NMF ..... NO MONUMENTATION FOUND
LFAINEAR FEET
PL ... PROPERTY LINE
SF...SOUARE FEET... _. ..... -
TT ... TIE TO
CH...CHANNEL
EOW...EDGE OF WATER
RCP... REINFORCED CONCRETE PIPE
• EIP..... NEW IRON PIN SET
OO RIS...,. REFERENCE IRON SET
O EIS..... EXISTING IRON STAKE
O EIP.....EXISTING IRON PIPE
0 112 ffOl •.• WETLANDS FLAG
— - — WETLAND AREAS
FEMA FLOOD ZONE AE
— - - — LINE NOT SURVEYED
PARCEL BOUNDARY LINE
— — — — — EXISTING RIGHT-OF-WAY
GREEKISTREAM
• — EASEMENT LINE
WETLANDS AREA
�•%,``�'�' OPEN WATER
N/F
RICHARD W JR &
MARY H BULLARD
PIN If 1864-10-1275
DB 1009 PG 361
LOT 1
BRANDY CREEK SUED.
PRF 3 SLIDE 94/113
YOUNGSVILLE TOWNSHIP
CENTERLINE OF
BRANDY CREEK
IS PROPERTY LINE
JURISDICTIONAL
LINEAR WETLANI
CAROl���'i
r qe •
is* si0 '-p'��
a SEAL f" —
r 74
AREA #1A
L9
p J/r: rf Jrr Jr: l: rf J; JJ lJrJ!!.
Ji/eJ•:iJ.F/Jr/!rlJ:rr///,r
L5C(fE) rtrri r/: rJr r: JrJlf Jr fl /r;'fF¢
52TT Cti WETLANDS A:f
AREA= rr.� 2
lfrrr rr. 'rr .�
.,rJJrrr,/, 182734 SF
\ 251J irrrrJfffr l: JJ rlrr fir/., i� 2�
JrJ rrr!/�rlfrrlfrfJJrr J.+J:•!
250j..!rfr!Jlrr/!: JlJrJrJ/J, Ji; �
/Jr; JrrrJ !l rrr r: ff ffJJ'�
rf.;rJ;,Jfr!! J:215
6105 U05 249/..,rr JJrrr: ir!: rrl.`/!!ri lr!
55CL30FIT 253` fr//r rr rr rf.!f Jri��a,�, �216,
2 131,/ 246.'','•Jr Jiir iJi. iir i!�f!r.i ' L581
256CL/N: 846037.1 218
"J!/E:2161227.0; 'rJ.J!r rfi rfJrfl J.-J.O II
257CL4FT •rl: J•,,: .r/::: rr f,ff Jrfr rJ.'/r!/n
258CL3FT%b 247.iiii,•.: i./ii��rri:rii%:. is ice: •Irj219
259CL3FT "246'rrr.frrJ!/!: /rrf Jrr: J!f r Jrif
�i14rfrf r!/!/r.-r fr rrir /r rr rlrrJfJJ"�' 1�T
:Jr fJf!!.r1//r 4220
�y/r/rr//JI/rri /r/•/!IJ: r!/fr/I//,N
245�,rfrr.•,J,rrJf!/fJrrfJi:!/rJ//ir�� ,
a ,r.'srrrJ.lrrfr v/rJrJ J:•rr, 221
.�. �1 Dnrr/llrfJJrri�rJrJfr/ff!.rrfJlfrrfrrri!/r;frrJfJ.J:' 2242
2431��
241 •: rflrr/rrr lrrrJ l; :•r r/ff: Jf
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24& `: i °l242 ,'! l / 1 / J / 'm 220 � -.97
rrJrr.'rJFrfJJJ�,229680228L79227
-uri/!r/rJrr� , 678
S 1190 •f Jr Jr l.-rJ//!•/qnr 230
r •232 685
IPF - '�---a'rrir: ----
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FEMA FLOOD ZONE AE
NIF
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PIN # 1863-29-6589
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WETLANDS DELINEATION
3 OF 14

NORTH CAROLINA
FRANKLIN COUNTY
"This certifies that this copy of this plat accurately depicts
the boundary of the Jurisdiction of Section 404 of the
Clean Water Act as determined by the undersigned on
this date. Unless there Is a change In the law or our
published regulations, this determination of Section 404
jurisdiction may be relied upon for a period not to exceed
III years from this date. The undersigned completed
this determination utilizing the appropriate ReglonaI
Supplement to the1987 U.S. Army Corps of Engineers
Wetlands Delineation Manual."
Regulatory O
Date:Z It/ rte/G
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EOW... EDGE OF WATER
RCP... REINFORCED CONCRETE PIPE
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O EIS..... EXISTING IRON STAKE
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p 1121101 ...WETLANDS FLAG
— — — WETLAND AREAS
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TYP... .TYPICAL
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NIF
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DB 1915 PG 446
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113TFEOW
N: 840347.7
E: 2162555.3
NORTH CAROLINA
FRANKLIN COUNTY
"This certifies that this copy of this plat
accurately depicts the boundary of the
jurisdiction of Section 404 of the Clean Water
Act as determined by the undersigned on this
date. Unless there is a change In the law or
our published regulations, this determination of
Section 414 Jurisdiction may be relied upon for
a period not to exceed fnre(5) years from this
date. The undersigned completed this
determination utilizing the appropriate Regional
Supplement to that 987 U.S. Army Corps of
Engineers Wetlands Dgllneation Manugl.'
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WETLgMS OEUNEATiON
5 OF 14

ti
NORTH CAROLINA
FRANKLIN COUNTY
-This certifies that this copy of this plat accurately depicts
the boundary of the jurisdiction of Section 404 of the
Clean Water Act as determined by the undersigned on
this date. Unless there is a change In the law or our
published regulations, this determination of Section 404
jurisdiction may be relled upon for a period not to exceed
Rve(5) years from this date. The undersigned completed
this determination utilizing the appropriate Regional
Supplement to the1987 U.S. Army Corps of Engineers
Wetlands Delineation Manual."
Regulatory Offici .
Title:
Date:
USACE Action I13:.5444) rano T -r `j $s
LEGEND
TYP.... TYPICAL
NMF ..... NO MONUMENTATION FOUND
LFAINEAR FEET
PL ... PROPERTY LINE
SF ... SQUARE FEET
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----- - ----- FEMA FLOOD ZONE AE
— - - — LINE NOT SURVEYED
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PIN # 1863-29-6589
DB 1507 PG 172
BM 2012 PG 148
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-N: 839771.2
E: 2162317.3
GRAPHIC SCALE
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6 O 14

NORTH CAROLINA
FRANKLIN COUNTY
"This certifies that this copy of this plat accurately depicts
the boundary of the jurisdiction of Section 404 of the Clean
Water Act as determined by the undersigned on this date.
Unless there Is a change In the law or our published
regulations, this determination of Section 404 jurisdiction
may be relied upon for a period not to exceed five(5) years
from this date. The undersigned completed this
determination udlWng the appropriate Regional Supplement
to the1987 U.S. Army Corps of Engineers Wetlands
Delineation Manual.'
Regulatory Oftic
rue:
Date: y
USACE Action 0:514A)
LEGEND
TYP.... TYPICAL
NMF ..... NO MONUMENTATION FOUND
LF -LINEAR FEET
PL...PROPERTY LINE
- SF -SQUARE FEET- - - - ---- - - - -
TT ... TIE TO
CH ... CHANNEL
EOW...EDGE OF WATER
RCP... REINFORCED CONCRETE PIPE
• EIP..... NEW IRON PIN SET
O RIS..... REFERENCE IRON SET
O EIS..... EXISTING IRON STAKE
O EIP..... EXISTING IRON PIPE
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WETLANDS DELINEATION
7 O 14

NORTH CAROLINA
FRANKLIN COUNTY
'This certifies that this copy of this plat accurately depicts
the boundary of the jurisdiction of Section 404 of the
Clean Water Act as determined by the undersigned on
this date. Unless there Is a change In the law or our
published regulations, this determination of Section 404
Jurisdiction may be relied upon for a period not to exceed
five(5) years from this date. The undersigned completed
this determination utdizing the appropriate Regional
Supplement to thel987 U.S. Army Corps of Engineers
Wetlands Delineation Manual.'
Regulatory Offic µId
I
Ttlie: a..L✓Y
Date:
USACE Action ID:S41A owW -JR)5 5S
LEGEND
TYP.... TYPICAL
NMF ..... NO MONUMENTATION FOUND
LF..LINEAR FEET
PL ... PROPERTY LINE
SF...SQUARE FEET
IT ... TIE TO
CH ... CHANNEL
....
EOW...EDGE OF WATER
RCP... REINFORCED CONCRETE PIPE
• EIP..... NEW IRON PIN SET
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O EIS..... EXISTING IRON STAKE
0 EIP..... EXISTING IRON PIPE
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8 OF 14

NORTH CAROLINA
FRANKLIN COUNTY
'This certifies that this copy of this plat accurately depicts
the boundary of the Jurisdiction of Section 404 of the
Clean Water Act as determined by the undersigned on
this date. Unless there Is a change in the law or our
published regulations, this determination of Section 404
Jurisdiction may be relied upon for a period not to exceed
f1ve(5) years from this date. The undersigned completed
this determination utiNzing the appropriate Regional
Supplement to the1987 U.S. Army Corps of Engineers
Wetlands Delineation Manual
Regulatory OfOcia .
ul�e
Date:51-710!!Dcre
USACE Action ID: .544,0'-ZbDc',)V( 9.f
LEGEND
TYP.... TYPICAL
NMF ..... NO MONUMENTATION FOUND
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PL ... PROPERTY LINE
SF ... SQUARE FEET
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CH ... CHANNEL
EOW...EDGE OF WATER
RCP... REINFORCED CONCRETE PIPE
• EIP ..... NEW IRON PIN SET
OO RIS..... REFERENCE IRON SET
O EIS..... EXISTING IRON STAKE
O EIP..... EXISTING IRON PIPE
p 1121 -CH ,••WETLANDS FLAG
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9 O 14

NORTH CAROLINA
FRANKLIN COUNTY
'This certifies that this copy of this plat accurately depicts
the boundary of the jurisdiction of Section 404 of the
Clean Water Act as determined by the undersigned on
this date. Unless there Is a change In the law or our
published regulations, this determination of Section 404
judsdictlon may be relied upon for a period not to exceed
five(5) years from this date. The undersigned completed
this determination utilizing the appropriate Regional
Supplement to the1987 U.S. Army Corps of Engineers
Wetlands Delineation nuai.'
Regulatory Offl L
Title:
Date: y
USAGE Action ID: -SAW -1626
LEGEND
TYP.... TYPICAL
NMF ..... NO MONUMENTATION FOUND
LF..LINEAR FEET
PL ... PROPERTY LINE
SF ..SQUARE FEET
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WETLANDS DELINEATION
10 OF 14

NORTH CAROLINA
FRANKLIN COUNTY
'This certifies that this copy of this plat accurately depicts
the boundary of the jurisdiction of Section 404 of the
Clean Water Act as determined by the undersigned on
this date. Unless there is a change In the law or our
published regulations, this determination of Section 404
Jurisdiction may be relied upon for a period not to exceed
ftve(5) years from this date. The undersigned completed
this determination utilizing the appropriate Regional
Supplement to the1987 U.S. Army Corps of Engineers
Wetlands Delineation Manual."
Regulatory Ofild .
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OII'1101... WETLANDS -FLAG
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11 OF 14

7
RAINFALL DATA

Precipitation Frequency Data Server
http: //hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=3 6.053 9&1...
NOAA Atlas 14, Volume 2, Version 3
Location name: Youngsville, North Carolina, US*
Latitude: 36.0539°, Longitude: -78.4523°
Elevation: 320 ft*
* source: Google Maps..
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, I Parzybok, M.Yekta, and D. Riley
NOAH, 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
4.87
5.66
6.48
7.25
8.04
8.65
9.20
9.68
10.2
10.7
5 -min
(4.49-5.29)
1 (5.22-6.16)
1 (5.96-7.03)
1 (6.66-7.86)
1 (7.36-8.72)
1 (7.87-9.38)
(8.33-9.97)
1 (8.70-10.5)
1 (9.11-11.1)
(9.43-11.6)
3.89
-4-.5-4-F-5-.18
5.80
6.41
6.89
7.31
7.67
8.08
8.40
10 -min
(3.59-4.22)
1 (4.18-4.93)
1 (4.78-5.63)
1 (5.32-6.29)
1 (5.86-6.95)
1 (6.27-7.47)
1 (6.61-7.93)
1 (6.89-8.34)
1 (7.20-8.78)
(7.43-9.16)
3.24 7F
3.80
4.37
4.89 7F
5.42 7F
5.82
6.16
6.45 7F
6.78
7.03
15 -min
(2.99-3.52)
1 (3.50-4.13)
(4.02-4.74)
(4.49-5.30)
(4.95-5.87)
(5.29-6.31)
(5.57-6.68)
(5.80-7.01)
(6.04-7.37)
(6.22-7.66)
2.22
2.62
3.11
3.54
4.01
4.38
4.72
5.02
5.39
5.69
30 -min
(2. 05-2.41)
1 (2.42-2.85)
(2.86-3.37)
(3.25-3.84)
(3.67-4.35)
(3.98-4.75)
(4.27-5.11)
(4.51-5.46)
(4.81-5.86)
(5.03-6.20)
1.38
1.65
1.99
2.31
2.67
2.97 --3.25-F-3.52
3.87
4.16
60 -min
(1.28-1.50)
1 (1.52-1.79)
1 (1.83-2.16)
1 (2.12-2.50)
1 (2.44-2.90)
1 (2.70-3.22)
(2.94-3.52)
(3.17-3.83)
(3.45-4.21)
(3.67-4.53)
0.814
0.971
1.19
1.39
1.63
1.84
2.04
2.24
2.50
2.73
2 -hr
(0.745-0.892)
(0.890-1.06)
1 (1.08-1.30)
1 (1.26-1.51)
1 (1.47-1.77)
1 (1.66-2.00)
(1.82-2.21)
(1.99-2.43)
(2.20-2.72)
(2.38-2.98)
0.576
0.688
0.842
0.993
1.18
1.34
1.50
1.66 7F
1.89
2.08
3 -hr
1(0.526-0.636)1(0.629-0.758)1(0.769-0.929)1(0.902-1.09)
0.346
0.413
0.507
0.598
1 (1.06-1.29)
(1.20-1.47)
(1.33-1.64)
(1.47-1.82)
1 (1.65-2.06)
1 (1.80-2.29)
1.29
0.712
0.813
0.915
1.02
1.16
6 -hr
(0.315-0.383)
0.202
(0.377-0.455)
0,242
(0.462-0.559)
0.298
(0.544-0.658)
0.354
(0.642-0.781)
0.424
(0.729-0.891)
0.488
(0.813-1.00)
0.552
(0.898-1.11)
0.621
1 (1.01-1.27)
0.716
1 (1.11-1.42)
0.803
12 -hr
(0.186-0.223)
(0.223-0.266)
(0.274-0.328)
(0.323-0.388)
(0.385-0.464)
(0.439-0.532)
(0.492-0.601)
(0.548-0.675)
(0.621-0.779)
(0.686-0.874)
0.120 7F
0.145 7F
0.181
0.210
0.249 7F
0.280
0.312 7F
0.345
0.390
0.426
24 -hr
(0.112-0.129)
(0.135-0.156)
(0.169-0.195)
(0.196-0.225)
(0.232-0.267)
(0.260-0.301)
(0.288-0.335)
(0.317-0.371)
(0.357-0.420)
(0.388-0.459)
0.070
0.084
0.104
0.120
0.142
0.159
0.176
0.194
0.218
0.237
2 -day
(0.065-0.075)
(0.079-0.090)
(0.097-0.112)
(0.112-0.129)
(0.132-0.152)
(0.147-0.170)
(0.162-0.189)
(0.178-0.208)
(0.199-0.235)
(0.216-0.256)
0.049
0.059
0.073
0.084
0.099
0.111
0.123
0.135
0.152
0.166
3 -day
(0.046-0.053)
(0.055-0.063)
(0.068-0.078)
(0.079-0.090)
(0.092-0.106)
(0.103-0.119)
(0.114-0.132)
(0.125-0.145)
(0.140-0.164)
(0.151-0.179)
0.039 7F
0.047
0.058
0.066
0.078 7F
0.087
0.097
0.106
0.120
0.130
4 -day
(0.037-0 042)
(0.044-0.050)
(0.054-0.061)
(0.062-0.071)
(0.072-0.083)
(0.081-0.093)
(0.089-0.103)
(0.098-0.114)
(0.110-0.128)
(0.119-0.140)
0.026 7F
0.031
0.037
0.043
0.050 7F
0.056
0.062
0.068
0.076
0.083
7 -day
(0.024-0.028)
(0.029-0.033)
(0.035-0.040)
(0.040-0.046)
(0.047-0.053)
(0.052-0.060)
(0.057-0.066)
(0.063-0.073)
(0.070-0.082)
(0.075-0.089)
0.021
0.024
0.029
0.033
0.039
0.043
0.047
0.051
0.057
0.061
10 -day
(0.019-0.022)
0.014
(0.023-0.026)
0.016
(0.028-0.031)
0.019
(0.031-0.035)
0.022
(0.036-0.041)
0.025
(0.040-0.045)
0.027
(0.044-0.050)
0.030
(0.047-0.055)
0.032
(0.052-0.061)
0.036
(0.056-0.066)
0.039
20 -day
(0.013-0.015)
(0.015-0.017)
(0.018-0.020)
(0.020-0.023)
(0.023-0.026)
(0.026-0.029)
(0.028-0.032)
(0.030-0.034)
(0.033-0.038)
(0.036-0.041)
0.011 7F0.0137F
0.016
0.017
0.020
0.021
0.023
0.025
0.027
0.029
30 -day
(0.011-0.012)
(0.013-0.014)
(0.015-0.016)
(0.016-0.018)
(0.018-0.021)
(0.020-0.023)
(0.022-0.024)
(O.023-0.026)1(0.025-0.029)1(0.027-0.031)
0.010
0.011
0.013
0.014
0.016
0.017
0.018
0.020
0.021
0.022
45 -day
(0.009-0.010)
(0.011-0.012)
(0.012-0.014)
(0.013-0.015)
(0.015-0.017)
(0.016-0.018)
(0.017-0.019)
(0.018-0.021)
(0.020-0.022)
(0.021-0.024)
0.009
0.010
0.011
0.012
0.014
0.015
0.016
0.017
0.018
0.019
60 -day
(0.008-0.009)
(0.010-0.011)
(0.011-0.012)
(0.012-0.013)
(0.013-0.014)
(0.014-0.016)
(0.015-0.017)
(0.016-0.018)
(0.017-0.019)
(0.018-0.020)
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
1 of 4 12/3/2015 4:25 PM

Precipitation Frequency Data Server
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http: //hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=3 6.053 9&1...
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Latitude: 36.415390, Longitude: -78.4523"
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Duration -T
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1 2 5 10 25 50 100 200 500 1000
,average recurrence interval (years)
NOAA Atlas 14, Volume 2, Version 3 Created (CMT): Thu Dec 3 21:20 44 2015
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Maps & aerials
Small scale terrain
T
one
Average recurrence
interval
(years)
— 1
2
— 5
10
25
50
100
200
500
1000
Duration
— 5-4nin
— 2 -day
— 70 -min
— 3 -day
15 -min
— 4 -day
— 30 -min
— 7 -day
— 60 -min
— 10-1day
— 2 -hr
20 -clay
— "r
— 30 --day
— 6 -hr
— 45 -day
— 12 -hr
— 60 -day
— 24 -hr
Richmond
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2 of 4 12/3/2015 4:25 PM

Precipitation Frequency Data Server http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=36.0539&1...
Large scale terrain
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3 of 4 12/3/2015 4:25 PM

Precipitation Frequency Data Server
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.QuestionsCabnoaa.gov
Disclaimer
4 of 4 12/3/2015 4:25 PM

8
STORMWATER DRAINAGE PIPE SIZING CALCULATIONS

Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan
Project File: Storm A.stm
,.�Mll
Number of lines: 19 1 Date: 4/12/2016
Storm Sewers v10.40

Storm Sewer Inventory Report
Page 1
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
DO
Junc
Known
Drng
Runoff
Inlet
Invert
Line Invert
Line
Line
N
J -Loss Inlet/
Line
Length
angle
Type
Q
Area
Coeff
Time
EI Dn
Slope EI Up
Size
Shape
Value
Coeff Rim EI
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
M (ft)
(in)
(n)
(K) (ft)
1
End
135.970
25.169
DrGrt
0.00
0.09
0.40
10.7
298.00
4.63
304.30
18
Cir
0.012
1.40
313.38
Pipe Al -2
2
1
108.503
67.011
MH
0.00
0.00
0.00
0.0
304.30
1.37
305.79
18
Cir
0.012
0.92
315.42
Pipe A2-3
3
2
44.163
42.998
Comb
0.00
0.24
0.40
4.9
305.99
5.66
308.49
18
Cir
0.012
0.50
316.01
Pipe A3-4
4
3
30.080
0.000
Comb
0.00
0.15
0.40
5.2
308.49
1.00
308.79
18
Cir
0.012
1.09
317.04
Pipe A3-4 (1)
5
4
152.353
-42.997
DrGrt
0.00
0.43
0.40
13.2
308.79
1.00
310.31
18
Cir
0.012
0.95
315.26
Pipe A4-5
6
5
87.263
35.589
DrGrt
0.00
0.24
0.40
5.8
310.31
0.80
311.01
18
Cir
0.012
0.54
322.15
Pipe A5-6
7
6
160.214
-17.964
Comb
0.00
0.08
0.40
4.1
311.01
0.80
312.29
18
Cir
0.012
1.95
323.78
Pipe A6-7
8
7
134.018
71.375
Comb
0.00
0.14
0.40
10.3
312.54
1.30
314.28
15
Cir
0.012
1.50
322.23
Pipe A7-15
9
8
39.476
-28.222
Comb
0.00
0.18
0.40
2.2
318.31
2.00
319.10
15
Cir
0.012
1.16
322.82
Pipe Al 5-16
10
9
22.000
46.846
Comb
0.00
0.28
0.40
3.9
319.10
1.00
319.32
15
Cir
0.012
1.00
322.82
Pipe Al 6-17
11
7
59.000
-57.349
Comb
0.00
0.41
0.40
4.3
312.54
5.32
315.68
15
Cir
0.012
1.35
323.11
Pipe A7-8
12
11
38.571
61.866
MH
0.00
0.00
0.00
0.0
315.68
1.01
316.07
15
Cir
0.012
0.74
323.75
Pipe A8-9
13
12
114.647
-44.253
DrGrt
0.00
0.21
0.40
11.4
316.07
0.79
316.98
15
Cir
0.012
1.50
321.45
Pipe A9-10
14
13
147.000
94.631
DrGrt
0.00
0.76
0.30
10.4
316.98
0.50
317.71
15
Cir
0.012
1.00
320.79
Pipe Al 0-11
15
8
111.405
94.598
Comb
0.00
0.76
0.40
15.1
314.28
1.00
315.39
15
Cir
0.012
1.46
319.35
Pipe Al 5-18
16
15
22.000
-75.974
Comb
0.00
0.37
0.40
7.0
315.39
1.00
315.61
15
Cir
0.012
1.00
319.35
Pipe Al 8-19
17
2
105.000
-65.344
Comb
0.00
0.66
0.50
3.8
306.04
0.70
306.77
15
Cir
0.012
1.50
310.00
Pipe A3-12
18
17
52.174
90.000
MH
0.00
0.00
0.00
0.0
306.77
0.50
307.03
15
Cir
0.012
0.70
311.19
Pipe Al2-13
19
18
115.430
-40.971
DrGrt
0.00
0.45
0.40
11.4
307.03
0.49
307.60
15
Cir
0.012
1.00
310.44
Pipe A14-15
Project File: Storm A.stm
Number of lines: 19
Date: 4/12/2016
Storm Sewers v10.40

Structure Report
Page 1
Struct
Structure ID
Junction
Rim
Structure
Line Out
Line In
No.
Type
Elev
Shape
Length
Width
Size
Shape
Invert
Size
Shape
Invert
(ft)
(ft)
(ft)
(in)
(ft)
(In)
(ft)
1
CB#A2
DropGrate
313.38
Rect
4.00
4.00
18
Cir
304.30
18
Cir
304.30
2
JB#A3
Manhole
315.42
Cir
4.00
4.00
18
Cir
305.79
18
Cir
305.99
15
Cir
306.04
3
CB#A4
Combination
316.01
Rect
4.00
4.00
18
Cir
308.49
18
Cir
308.49
4
CB#A5
Combination
317.04
Rect
4.00
4.00
18
Cir
308.79
18
Cir
308.79
5
CB#A6
DropGrate
315.26
Rect
4.00
4.00
18
Cir
310.31
18
Cir
310.31
6
CB#A7
DropGrate
322.15
Rect
4.00
4.00
18
Cir
311.01
18
Cir
311.01
7
CB#A8
Combination
323.78
Rect
4.00
4.00
18
Cir
312.29
15
Cir
312.54
15
Cir
312.54
8
CB#A16
Combination
322.23
Rect
4.00
4.00
15
Cir
314.28
15
Cir
318.31
15
Cir
314.28
9
CB#A17
Combination
322.82
Rect
4.00
4.00
15
Cir
319.10
15
Cir
319.10
10
CB#A18
Combination
322.82
Rect
4.00
4.00
15
Cir
319.32
11
CB#A9
Combination
323.11
Rect
4.00
4.00
15
Cir
315.68
15
Cir
315.68
12
JB#A10
Manhole
323.75
Cir
4.00
4.00
15
Cir
316.07
15
Cir
316.07
13
YI#A11
DropGrate
321.45
Rect
4.00
4.00
15
Cir
316.98
15
Cir
316.98
14
YI#Al2
DropGrate
320.79
Rect
4.00
4.00
15
Cir
317.71
15
CB#A19
Combination
319.35
Rect
4.00
4.00
15
Cir
315.39
15
Cir
315.39
16
CB#A20
Combination
319.35
Rect
4.00
4.00
15
Cir
315.61
17
CB#A13
Combination
310.00
Rect
4.00
4.00
15
Cir
306.77
15
Cir
306.77
18
JB#A14
Manhole
311.19
Cir
4.00
4.00
15
Cir
307.03
15
Cir
307.03
19
CB#A15
DropGrate
310.44
Rect
4.00
4.00
15
Cir
307.60
Project File: Storm A.stm
Number of Structures: 19
Run Date: 4/12/2016
Storm Sewers v10.40

Storm Sewer Profile
Proj. file: Storm A.stm
Elev. ft
( )
341.00
7 C
Cj
' o A
t7 17 ep
m
+ w
CM Fu
W (7�
T 7
L ��
J mC7KA
v1 ti4
� V �
AA
ch!�uh
+ Www
a E»
dr
Lly ec
C"
C' 7
J aC
LALl9
!7 �C I+� [i1
W
oca
�?in
Wluw
_M E »
W RCC
ea
E 7
J 0.�
' �qq�
sY
W Ra rl',1
C7
L?Lbr�
+
cf Www
q E"
W drec
qr
C 7
0�
pq�
h-1�
�►. � CL1 Rf
as L7
W rs c>a
+ Www
M E»
W a►CC
•n rn
C 7 7
J Ci� J a�
®P�r ��r
cia Lel rta N! �1 � [a Q
d:77 'O O p � LN � r
r�r LM��
��� R?N7L'3
+ +
WHim Www
� Ewa pi E��
0 drec W arrc
c 7
J QE
' Wpp�
o[7 R► �M, W
� A7 AA Lel
arm
cp �lv�
+
�. Wwul
» _M E
W �.rE
c 7q
J i-/
' rlfy�!
a1 W: qp W
� � Ki kL1
LM��
L�ca�
+
�. WWW
_M E»
W �.Cc
e
J ❑�
1�1►A-
�"` �: p Q
� LLl m
Lely
Id Mv)M
+
,� Www
q �»
W W.S.E
f= a
0 C
o4apH!
� = {�
M1 � � �
N:-�
+
+ Wwm
CA
M Ewa
W arcc
J 7
V M
of �' I+.
Cv A,
ti LM.-
a Wl;�
� E ,
W O°c
34 .00
331.00
321.00
311.00
33 .00
321.00
f-15"@0.50%
311.00
RUUULt-=@7727o-
214U - 18" @ 0.80%
87.2630 - 18" @ 0.80%
152.353Lf - 18" CcD 1.000
301.00
0
301.00
0
291.00
0
100
HGL
200 300
EGL
400
500
600
Reach (ft)
700
800
900
1000
291.00
1100
Storm Sewers

Storm Sewer Profile
Proj. file: Storm A.stm
Elev. (ft)
334.00
ci
R MM W
r+,wuiw
E s 3.;
�' C�
Q s
R! NVd
U,uiw
Ear
SCC
A Q i
Ri�C3
Wwui
Ea9
a►CC
Q
J
;!M
Ww
Es
WE
334.00
329.00
324.00
329.00
324.00
—
319.00
314.00
319.00
f - 15" @ 1.00%
314.00
` — --—._.—.. _._.._._.._ ______._..------------ --
0
309.00
0 25 50
HGL EGL
75 100 125 150
Reach (ft)
175
309.00
200
Storm Sewers

Storm Sewer Profile
Elev. (ft)
331.00
"MA11d
323.00
319.00
315.00
Proj. file: Storm A.stm
331.00
327.00
323.00
319.00
315.00
.00%
311.00
10 20 30 40 50 60 70 80 90 100 110 120 130 140
- HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Elev. (ft)
323.00
319.00
315.00
311.00
307.00
303.00
0
t. a e N
OE -3 OE
Proj. file: Storm A.stm
25 50
HGL EGL
75
319.00
315.00
311.00
307.00
303.00
100 125 150 175 200 225 250 275
Reach (ft)
Storm Sewers

Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan
16
17
16
Outfall 1315
14
Project File: Storm B rev.stm
Number of lines: 18 1 Date: 4/11/2016
Storm Sewers v10.40

Storm Sewer Inventory Report
Page 1
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
DO
Junc
Known
Drng
Runoff
Inlet
Invert
Line Invert
Line
Line
N
J -Loss Inlet/
Line
Length
angle
Type
Q
Area
Coeff
Time
EI Dn
Slope EI Up
Size
Shape
Value
Coeff Rim EI
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
M (ft)
(in)
(n)
(K) (ft)
1
End
269.08
98.44
DrGrt
0.00
0.33
0.40
11.0
295.00
9.73
321.18
18
Cir
0.012
1.50
329.39
Pipe 138-9
2
1
131.05
-97.55
Comb
0.00
0.16
0.40
3.4
321.18
2.04
323.86
18
Cir
0.012
2.20
331.20
Pipe 69-10
3
2
124.92
82.30
Comb
0.00
0.45
0.40
5.6
323.86
1.00
325.11
18
Cir
0.012
2.25
337.17
Pipe 1310-11
4
3
22.02
-93.10
Comb
0.00
0.45
0.40
5.5
325.11
1.00
325.33
18
Cir
0.012
1.93
337.13
Pipe B11-17
5
4
136.16
94.14
MH
0.00
0.00
0.00
0.0
332.38
4.38
338.34
15
Cir
0.012
1.00
344.31
Pipe 1311-12
6
5
168.39
-91.85
DrGrt
0.00
1.09
0.40
14.1
338.34
0.69
339.50
15
Cir
0.012
1.00
343.00
Pipe B12-19
7
5
212.41
47.97
DrGrt
0.00
0.73
0.40
14.5
338.34
0.50
339.40
15
Cir
0.012
1.00
342.90
Pipe B12-13
8
3
135.00
89.19
DrGrt
0.00
0.40
0.40
10.4
330.91
1.00
332.26
15
Cir
0.012
1.00
335.70
Pipe B11-16
9
4
163.47
2.29
DrGrt
0.00
0.38
0.40
11.4
325.58
0.50
326.40
15
Cir
0.012
1.49
335.30
Pipe 1311-17 (1)
10
9
119.13
-83.64
DrGrt
0.00
0.76
0.40
7.7
326.40
0.50
327.00
15
Cir
0.012
1.00
329.50
Pipe B17-18
11
2
76.43
-76.29
Comb
0.00
0.51
0.40
3.9
326.13
0.99
326.89
15
Cir
0.012
1.50
329.91
Pipe B10-14
12
11
22.00
103.73
Comb
0.00
0.56
0.40
8.6
326.89
0.50
327.00
15
Cir
0.012
1.00
329.91
Pipe B14-15
13
End
72.98
14.82
DrGrt
0.00
0.12
0.40
11.4
295.00
10.00
302.30
18
Cir
0.012
2.24
321.30
Pipe 131-2
14
13
67.15
109.51
DrGrt
0.00
0.57
0.40
12.1
316.66
2.00
318.00
15
Cir
0.012
1.00
321.39
Pipe 62-7
15
13
65.00
-85.01
DrGrt
0.00
0.12
0.40
11.1
311.73
1.00
312.38
15
Cir
0.012
0.50
318.50
Pipe 132-3
16
15
65.80
8.95
DrGrt
0.00
0.11
0.40
10.3
312.58
1.00
313.24
15
Cir
0.012
0.50
317.24
Pipe 133-4
17
16
65.02
-10.28
DrGrt
0.00
0.11
0.40
10.3
313.44
1.00
314.09
15
Cir
0.012
0.50
317.12
Pipe 134-5
18
17
66.65
-11.46
DrGrt
0.00
0.32
0.40
12.1
314.29
1.01
314.96
15
Cir
0.012
1.00
318.68
Pipe 135-6
Project File: Storm B rev.stm
Number of lines: 18
Date: 4/18/2016
Storm Sewers v10.40

Structure Report
Page 1
Struct
Structure ID
Junction
Rim
Structure
Line Out
Line In
No.
Type
Elev
Shape
Length
Width
Size
Shape
Invert
Size
Shape
Invert
(ft)
(ft)
(ft)
(in)
(ft)
(In)
(ft)
1
YI#B9
DropGrate
329.39
Rect
2.00
2.00
18
Cir
321.18
18
Cir
321.18
2
CB#B10
Combination
331.20
Rect
4.00
4.00
18
Cir
323.86
18
Cir
323.86
15
Cir
326.13
3
CB#B11
Combination
337.17
Rect
4.00
4.00
18
Cir
325.11
18
Cir
325.11
15
Cir
330.91
4
CB#B17
Combination
337.13
Rect
4.00
4.00
18
Cir
325.33
15
Cir
332.38
15
Cir
325.58
5
MH#B12
Manhole
344.31
Cir
4.00
4.00
15
Cir
338.34
15
Cir
338.34
15
Cir
338.34
6
YI#620
DropGrate
343.00
Rect
2.00
2.00
15
Cir
339.50
7
YI#B13
DropGrate
342.90
Rect
2.00
2.00
15
Cir
339.40
8
YI#1316
DropGrate
335.70
Rect
2.00
2.00
15
Cir
332.26
9
YI#B18
DropGrate
335.30
Rect
2.00
2.00
15
Cir
326.40
15
Cir
326.40
10
YI#1319
DropGrate
329.50
Rect
2.00
2.00
15
Cir
327.00
11
CB#B14
Combination
329.91
Rect
4.00
4.00
15
Cir
326.89
15
Cir
326.89
12
CB#B15
Combination
329.91
Rect
4.00
4.00
15
Cir
327.00
13
YI#132
DropGrate
321.30
Rect
2.00
2.00
18
Cir
302.30
15
Cir
316.66
15
Cir
311.73
14
YI#137
DropGrate
321.39
Rect
2.00
2.00
15
Cir
318.00
15
YI#133
DropGrate
318.50
Rect
2.00
2.00
15
Cir
312.38
15
Cir
312.58
16
YI#134
DropGrate
317.24
Rect
2.00
2.00
15
Cir
313.24
15
Cir
313.44
17
YI#135
DropGrate
317.12
Rect
2.00
2.00
15
Cir
314.09
15
Cir
314.29
18
YI#B6
DropGrate
318.68
Rect
2.00
2.00
15
Cir
314.96
Project File: Storm B rev.stm
Number of Structures: 18
Run Date: 4/18/2016
Storm Sewers v10.40

Storm Sewer Profile
Proj. file: Storm B rev.stm
Elev. (ft)
377.00
ME
c ME
e�
a�
ME
v
Qc
ua
oa
377.00
358.00
339.00
320.00
358.00
339.00
320.00
MEMERFAINIME
OR
301.00
301.00
282.00
0 100
HGL
200 300
EGL
400 500
Reach (ft)
600
700 800
282.00
900
Storm Sewers

Storm Sewer Profile
Proj. file: Storm B rev.stm
Storm Sewers
+nwww
E a a
�Wc_
a
Mai
eq
M wui
-0 E
�c
351.00
351.00
348.00
345.00
348.00
345.00
342.00
342.00
339.00
339.00
336.00
0 25 50
HGL EGL
336.00
75 100 125 150 175 200 225
Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: Storm B rev.stm
Elev. (ft)
343.00
C7
eQ Ci
n _?
r+iW WW
�Wc_
m
J 0
C:2 to
X41 M
�_'_
T WW
�s
343.00
340.00
337.00
334.00
340.00
337.00
334.00
t '99
331.00
328.00
10 20 30 40 50 60 70 80
HGL EGL Reach (ft)
331.00
328.00
90 100 110 120 130 140
Storm Sewers

Storm Sewer Profile
Elev. (ft)
347.00
OE WIN
337.00
332.00
327.00
322.00
0
Proj. file: Storm B rev.stm
25 50 75
HGL EGL
347.00
[11PAON
337.00
332.00
327.00
322.00
100 125 150 175 200 225 250 275 300
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: Storm B rev.stm
Elev. (ft)
339.00
Cl
n �'
w w w
TWEE
v ui w W
W drrc
Qui ui
LB Ir
339.00
336.00
336.00
333.00
330.00
333.00
330.00
327.00
327.00
__..._..__.._._..
---
Lf - 0,5fI'%
4i1Lf-1S A-
324.00
0 10 20
HGL EGL
30 40 50 60 70 80
Reach (ft)
90 100
324.00
Storm Sewers

Storm Sewer Profile
Elev. (ft)
342.00
331.00
320.00
309.00
298.00
287.00
0
La
a
C 7G 7
C) C)
Proj. file: Storm B rev.stm
a
c p
25
- HGL
342.00
331.00
320.00
309.00
298.00
287.00
50 75 100 125 150 175 200 225 250 275 300 325 350
- EGL Reach (ft)
Storm Sewers
--------------
--------------
25
- HGL
342.00
331.00
320.00
309.00
298.00
287.00
50 75 100 125 150 175 200 225 250 275 300 325 350
- EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: Storm B rev.stm
Elev. (ft)
DE
Ell
*wwww
�Esa
WEE
e a
0
9DC3
Pi E
qq We
329.00
329.00
326.00
326.00
323.00
323.00
320.00
320.00
317.00
317.00
314.00
0 10 20
HGL EGL
30 40 50 60 70
Reach (ft)
314.00
80 90 100
Storm Sewers

Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan
Outfall
2
3
13
14
15
4
1
12
5
10
6
7
9
Project File: Storm C.stm Number of lines: 15 Date: 4/12/2016
Storm Sewers v10.40

Storm Sewer Inventory Report
Page 1
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
DO
Junc
Known
Drng
Runoff
Inlet
Invert
Line Invert
Line
Line
N
J -Loss Inlet/
Line
No.
Length
(ft)
angle
(deg)
Type
Q
(cfs)
Area
(ac)
Coeff
(C)
Time
(min)
EI Dn
(ft)
Slope EI Up
M (ft)
Size
(in)
Shape
Value
(n)
Coeff Rim EI
(K) (ft)
1341.04
1
End
251.730
0.000
DrGrt
0.00
0.09
0.40
8.3
320.00
3.50
328.81
18
Cir
0.012
0.50
Pipe C1-2
2
1
167.202
14.275
DrGrt
0.00
0.54
0.40
10.2
329.01
2.50
333.19
18
Cir
0.012
1.96
337.08
Pipe C2-3
3
2
106.684
109.247
Comb
0.00
0.55
0.40
4.1
333.39
0.86
334.31
18
Cir
0.012
1.47
339.12
Pipe C3-5
4
3
196.214
-78.002
Comb
0.00
0.32
0.40
4.5
334.61
1.08
336.72
15
Cir
0.012
0.95
342.72
Pipe C5-7
5
4
272.504
-7.703
Comb
0.00
0.26
0.40
3.2
336.72
3.54
346.37
15
Cir
0.012
2.21
351.78
Pipe C7-11
6
5
22.000
101.627
Comb
0.00
0.05
0.95
0.9
346.57
5.68
347.82
15
Cir
0.012
1.32
351.78
Pipe C11-12
7
6
150.900
-58.874
Comb
0.00
0.02
0.95
0.8
347.82
2.49
351.57
15
Cir
0.012
1.17
360.19
Pipe C12-13
8
7
22.000
-48.006
Comb
0.00
0.15
0.40
3.6
351.57
1.00
351.79
15
Cir
0.012
0.50
360.19
Pipe C13-14
9
8
133.901
0.000
DrGrt
0.00
0.71
0.40
7.8
351.79
0.50
352.46
15
Cir
0.012
1.00
355.46
Pipe C14-15
10
5
112.617
-78.373
DrGrt
0.00
0.51
0.40
12.3
346.57
1.00
347.70
15
Cir
0.012
1.00
350.70
Pipe C11-16
11
4
36.821
35.276
Comb
0.00
0.07
0.40
1.4
336.72
4.83
338.50
15
Cir
0.012
1.22
343.34
Pipe C7-8
12
11
73.097
51.302
DrGrt
0.00
0.65
0.30
12.0
338.50
6.16
343.00
15
Cir
0.012
1.00
348.73
Pipe C8-9
13
2
218.929
31.631
DrGrt
0.00
0.38
0.40
10.0
333.44
2.25
338.36
15
Cir
0.012
1.00
341.86
Pipe C3-4
14
3
22.000
0.000
Comb
0.00
0.13
0.95
1.4
334.56
1.00
334.78
15
Cir
0.012
0.50
339.12
Pipe C5-6
15
14
7.004
1.889
DrGrt
0.00
1.74
0.30
10.9
334.78
1.00
334.85
15
Cir
0.012
1.00
338.37
Pipe C5-6 (1)
Project File: Storm C.stm
Number of lines: 15
Date: 4/12/2016
Storm Sewers v10.40

Structure Report
Page 1
Struct
Structure ID
Junction
Rim
Structure
Line Out
Line In
No.
Type
Elev
Shape
Length
Width
Size
Shape
Invert
Size
Shape
Invert
(ft)
(ft)
(ft)
(in)
(ft)
(In)
(ft)
1
CB#C2
DropGrate
341.04
Rect
4.00
4.00
18
Cir
328.81
18
Cir
329.01
2
CB#C3
DropGrate
337.08
Rect
4.00
4.00
18
Cir
333.19
18
Cir
333.39
15
Cir
333.44
3
CB#C5
Combination
339.12
Rect
4.00
4.00
18
Cir
334.31
15
Cir
334.61
15
Cir
334.56
4
CB#C7
Combination
342.72
Rect
4.00
4.00
15
Cir
336.72
15
Cir
336.72
15
Cir
336.72
5
CB#C11
Combination
351.78
Rect
4.00
4.00
15
Cir
346.37
15
Cir
346.57
15
Cir
346.57
6
CB#C12
Combination
351.78
Rect
4.00
4.00
15
Cir
347.82
15
Cir
347.82
7
CB#C13
Combination
360.19
Rect
4.00
4.00
15
Cir
351.57
15
Cir
351.57
8
CB#C14
Combination
360.19
Rect
4.00
4.00
15
Cir
351.79
15
Cir
351.79
9
CB#C15
DropGrate
355.46
Rect
4.00
4.00
15
Cir
352.46
10
CB#C16
DropGrate
350.70
Rect
4.00
4.00
15
Cir
347.70
11
CB#C8
Combination
343.34
Rect
4.00
4.00
15
Cir
338.50
15
Cir
338.50
12
CB#C9
DropGrate
348.73
Rect
4.00
4.00
15
Cir
343.00
13
CB#C4
DropGrate
341.86
Rect
4.00
4.00
15
Cir
338.36
14
CB#C6
Combination
339.12
Rect
4.00
4.00
15
Cir
334.78
15
Cir
334.78
15
CB#C6A
DropGrate
338.37
Rect
4.00
4.00
15
Cir
334.85
Project File: Storm C.stm
Number of Structures: 15
Run Date: 4/12/2016
Storm Sewers v10.40

Storm Sewer Profile
Elev. (ft)
363.00
353.00
343.00
333.00
323.00
313.00
0
Proj. file: Storm C.stm
,� r"i4 IN
50
• HGL
363.00
353.00
343.00
333.00
323.00
313.00
100 150 200 250 300 350 400 450 500 550 600 650
EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: Storm C.stm
Elev. (ft)
346.00
Z
w
a
J
1346.00
343.00
340.00
337.00
343.00
340.00
337.00
OWN
MINE
334.00
334.00
f - 15" @ 1.00%
331.00
0 10 20 30
HGL EGL
40 50 60 70 80 90 100 110
Reach (ft)
331.00
120 130 140
Storm Sewers
--------------
Storm Sewers

Storm Sewer Profile
Proj. file: Storm C.stm
Elev. (ft)
M W
t7
g �_' �+
+�, WWW
7 7
r C.
it ChM
to M
A'r,
r WWW
'E79
Ir
�C7to
M 'Into
Q Ntm�
A' V,
cm WWW
,q 979
WEE
M RM rl�p
s'�
WW
E7
M Ir
360.00
360.00
354.00
348.00
342.00
354.00
348.00
342.00
336.00
336.00
g
SE RFIX I0
330.00
0 25 50 75
HGL EGL
100 125 150 175 200
Reach (ft)
225 250
330.00
275 300 325
Storm Sewers

Storm Sewer Profile
Proj. file: Storm C.stm
Elev. (ft)
380.00
+ LU W
uiRE.E
+ Wujuj
M
q Ear
03 re
4 www ai
CA
E
LtJ a! —9:.E
Kn
+ ujW
-E z.; z.;
M Ir -SE
QDMMKO
V UJLUW
in f 3.; 3.;
W WEE
Min
+
a, Muj
15 Ea
M re -F
380.00
370.00
370.00
360.00
350.00
360.00
350.00
.. .... ....
1.90ILf - is-
-S,
f �
99 nor i f 1 @ 1 nn2�
340.00
340.00
22.000Lf-1b"@5.68%
330.00
0 50 100 150
— HGL EGL
200 250
300 350
Reach (ft)
400
450 500 550
330.00
600 650
Storm Sewers

Storm Sewer Profile
Proj. file: Storm C.stm
Elev. (ft)
359.00
;www
WEE
ca
.*terUJ UJ
co WE
359.00
356.00
353.00
350.00
356.00
353.00
350.00
347.00347.00
344.00
0 10 20 30
— HGL — EGL
. .... ..... ............. .. ... .. . .... .... ..... .......... ..... 11 L
.... .... . ..
031 ILI - 15-
344.00
40 50 60 70 80 90 100 110 120
Reach (ft)
Storm Sewers

Storm Sewer Profile
Q � C
I
� p
Elev. (ft) 9W
aW
C �
Gq [7 5
417.00
396.00
375.00
354.00
333.00
312.00 —L
0
Proj. file: Storm D.stm
100 200 300
HGL EGL
400 500 600 700
Reach (ft)
375.00
40Lf - 15" @ 2.83%
, 9WO0
333.00
' 312.00
800 900 1000 1100 1200
Storm Sewers
W
F%-03
m
r
7
C 7
C
c
C
C
J 7
L
J A
J W IL! u1
O?O7O9
A In
��
a �y "M
04 R9�g4
req!—
Ip N
w ��q
e f.'] W W
tM 91ts7W
V C7 RD in
A �M�
K7 =coca
� �g4MCA
R1
,
q� M
�Am
p �"eq
N CD CD
-
SRN V%
� iq 14
Braes
q
W9090
X17 u4
�
°c�
M DC7 AV
OA m 1Q
�ra�
�0[LI
�' m m
ti
� SAA C4
n - w.
ca �n�
OC7 K7 w. �..
n r3�M
on
ram
�
,�
;9
w . M
+
+
_ _
WWW
_
0 WWUJ
I WWW
M WWW
W WWW
_.
O+p WWW
WWW
aiMul
r
WW
Es9
.M Eaa
M Eaa
q Ea9
_M Ea9
1M Eas
Esa
Eaz
Ea
0
W fl! cc
M irrrc
M fe
m Q.cE
W Q.cc
M Q.cE
M d►cc
03
WE
17.00
100 200 300
HGL EGL
400 500 600 700
Reach (ft)
375.00
40Lf - 15" @ 2.83%
, 9WO0
333.00
' 312.00
800 900 1000 1100 1200
Storm Sewers

Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan
18
21
20
33 27 16 17
15
32
29
1 14
2
3
Outfall 1
25 26
24
3
23
2
4
30 9
5
6 19 r 6
7
10
11
12
Project File: Storm D.stm Number of lines: 33 Date: 4/11/2016
Storm Sewers v10.40

Storm Sewer Inventory Report
Page 1
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
DO
Junc
Known
Drng
Runoff
Inlet
Invert
Line Invert
Line
Line
N
J -Loss Inlet/
Line
Length
angle
Type
Q
Area
Coeff
Time
EI Dn
Slope EI Up
Size
Shape
Value
Coeff Rim EI
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
M (ft)
(in)
(n)
(K) (ft)
1
End
203.020
-27.007
Comb
0.00
0.21
0.40
4.9
327.00
8.05
343.35
24
Cir
0.012
1.50
350.65
Pipe 1-2
2
1
138.237
90.587
Comb
0.00
0.27
0.40
5.0
343.35
4.28
349.27
24
Cir
0.012
1.50
354.24
Pipe 2-3
3
2
176.159
-5.318
Comb
0.00
0.11
0.40
4.5
349.27
1.85
352.53
24
Cir
0.012
2.21
359.32
Pipe 3-4
4
3
81.517
-19.659
Comb
0.00
0.18
0.40
4.4
353.28
3.30
355.97
15
Cir
0.012
0.50
362.39
Pipe 4-5
5
4
94.362
-15.969
Comb
0.00
0.26
0.40
5.1
356.17
4.36
360.28
15
Cir
0.012
1.50
366.04
Pipe 5-6
6
5
183.747
-21.667
Comb
0.00
0.21
0.40
4.8
362.32
3.95
369.58
15
Cir
0.012
1.50
373.30
Pipe 6-7
7
6
128.662
6.919
Comb
0.00
0.14
0.40
4.7
369.58
2.08
372.25
15
Cir
0.012
1.23
379.10
Pipe 7-8
8
7
70.844
-51.864
MH
0.00
0.00
0.00
0.0
372.25
1.00
372.96
15
Cir
0.012
0.56
380.56
Pipe 8-9
9
8
106.740
30.014
DrGrt
0.00
0.28
0.40
7.6
372.96
2.83
375.98
15
Cir
0.012
1.00
378.98
Pipe 9-10
10
5
134.940
81.353
DrGrt
0.00
0.36
0.40
11.9
360.28
0.50
360.95
15
Cir
0.012
1.50
364.97
Pipe 6-31
11
10
161.092
-96.832
DrGrt
0.00
0.41
0.40
12.2
360.95
3.40
366.43
15
Cir
0.012
0.50
369.43
Pipe 31-32
12
11
131.614
-1.397
DrGrt
0.00
0.48
0.40
11.7
366.43
3.62
371.20
15
Cir
0.012
1.00
374.20
Pipe 32-33
13
2
50.897
-98.474
Comb
0.00
0.36
0.40
8.2
350.02
1.49
350.78
15
Cir
0.012
1.49
354.50
Pipe 3-13
14
13
192.000
7.887
Comb
0.00
0.18
0.40
7.7
350.78
3.93
358.32
15
Cir
0.012
1.50
362.76
Pipe 13-14
15
14
126.600
3.769
Comb
0.00
0.43
0.40
8.2
358.32
3.93
363.30
15
Cir
0.012
1.48
367.02
Pipe 14-15
16
15
222.446
20.155
Comb
0.00
0.23
0.40
4.5
363.30
2.11
368.00
15
Cir
0.012
1.49
374.04
Pipe 15-16
17
16
22.171
-84.667
Comb
0.00
0.19
0.40
4.4
368.00
0.99
368.22
15
Cir
0.012
1.46
374.10
Pipe 16-17
18
17
159.745
-3.560
DrGrt
0.00
0.29
0.40
11.0
368.22
1.28
370.27
15
Cir
0.012
1.00
373.27
Pipe 17-18
19
6
22.000
-86.682
Comb
0.00
0.38
0.40
5.1
369.58
1.00
369.80
15
Cir
0.012
1.00
373.30
Pipe 7-34
20
17
100.064
75.811
MH
0.00
0.00
0.00
0.0
368.22
0.50
368.72
15
Cir
0.012
0.43
377.50
Pipe 17-22
21
20
118.000
-21.819
DrGrt
0.00
0.44
0.40
10.0
368.72
0.50
369.31
15
Cir
0.012
1.00
372.31
Pipe 22-23
22
3
22.000
-101.96
Comb
0.00
0.27
0.40
11.1
353.03
1.00
353.25
18
Cir
0.012
0.50
359.32
Pipe 4-24
23
22
83.295
-6.057
DrGrt
0.00
0.74
0.40
11.2
353.25
0.70
353.83
18
Cir
0.012
0.92
357.08
Pipe 24-25
Project File: Storm D.stm
Number of lines: 33
Date: 4/11/2016
Storm Sewers v10.40

Storm Sewer Inventory Report
Page 2
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
DO
Junc
Known
Drng
Runoff
Inlet
Invert
Line Invert
Line
Line
N
J -Loss Inlet/
Line
Length
angle
Type
Q
Area
Coeff
Time
EI Dn
Slope EI Up
Size
Shape
Value
Coeff Rim EI
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
M (ft)
(in)
(n)
(K) (ft)
1363.00
24
23
137.699
34.120
DrGrt
0.00
1.02
0.40
12.1
354.08
3.94
359.50
15
Cir
0.012
0.50
Pipe 25-26
25
24
163.213
11.709
DrGrt
0.00
0.51
0.40
11.4
359.50
4.00
366.03
15
Cir
0.012
0.50
369.03
Pipe 26-27
26
25
127.944
-0.056
DrGrt
0.00
1.01
0.40
12.1
366.03
2.00
368.59
15
Cir
0.012
1.00
371.59
Pipe 27-28
27
15
21.951
-79.889
Comb
0.00
0.19
0.40
4.9
363.30
1.00
363.52
15
Cir
0.012
1.00
367.02
Pipe 15-21
28
5
22.000
-98.865
Comb
0.00
0.29
0.40
8.2
362.32
1.00
362.54
15
Cir
0.012
1.00
366.04
Pipe 6-30
29
14
22.000
-90.000
Comb
0.00
0.10
0.40
2.8
358.32
2.00
358.76
15
Cir
0.012
1.00
362.76
Pipe 14-20
30
3
114.996
77.935
DrGrt
0.00
0.43
0.40
11.0
353.28
1.56
355.07
15
Cir
0.012
1.00
358.07
Pipe 4-29
31
13
22.000
-82.113
Comb
0.00
0.28
0.40
4.8
350.78
1.00
351.00
15
Cir
0.012
1.00
354.50
Pipe 13-19
32
1
22.222
-8.102
Comb
0.00
0.33
0.40
5.6
344.10
1.03
344.33
15
Cir
0.012
0.78
350.60
Pipe 2-11
33
32
98.280
-27.843
DrGrt
0.00
1.33
0.40
14.5
344.33
1.00
345.31
15
Cir
0.012
1.00
348.31
Pipe 11-12
Project File: Storm D.stm
Number of lines: 33
Date: 4/11/2016
Storm Sewers v10.40

Structure Report
Page 1
Struct
Structure ID
Junction
Rim
Structure
Line Out
Line In
No.
Type
Elev
Shape
Length
Width
Size
Shape
Invert
Size
Shape
Invert
(ft)
(ft)
(ft)
(in)
(ft)
(in)
(ft)
1
CB#D2
Combination
350.65
Rect
4.00
4.00
24
Cir
343.35
24
Cir
343.35
15
Cir
344.10
2
CB#D3
Combination
354.24
Rect
4.00
4.00
24
Cir
349.27
24
Cir
349.27
15
Cir
350.02
3
CB#D4
Combination
359.32
Rect
4.00
4.00
24
Cir
352.53
15
Cir
353.28
18
Cir
353.03
15
Cir
353.28
4
CB#D5
Combination
362.39
Rect
4.00
4.00
15
Cir
355.97
15
Cir
356.17
5
CB#D6
Combination
366.04
Rect
4.00
4.00
15
Cir
360.28
15
Cir
362.32
15
Cir
360.28
15
Cir
362.32
6
CB#D7
Combination
373.30
Rect
4.00
4.00
15
Cir
369.58
15
Cir
369.58
15
Cir
369.58
7
CB#D8
Combination
379.10
Rect
4.00
4.00
15
Cir
372.25
15
Cir
372.25
8
JB#D9
Manhole
380.56
Cir
4.00
4.00
15
Cir
372.96
15
Cir
372.96
9
YI#D10
DropGrate
378.98
Rect
4.00
4.00
15
Cir
375.98
10
YI#D31
DropGrate
364.97
Rect
4.00
4.00
15
Cir
360.95
15
Cir
360.95
11
YI#D32
DropGrate
369.43
Rect
4.00
4.00
15
Cir
366.43
15
Cir
366.43
12
YI#D33
DropGrate
374.20
Rect
4.00
4.00
15
Cir
371.20
13
CB#D13
Combination
354.50
Rect
4.00
4.00
15
Cir
350.78
15
Cir
350.78
15
Cir
350.78
14
CB#D14
Combination
362.76
Rect
4.00
4.00
15
Cir
358.32
15
Cir
358.32
15
Cir
358.32
15
CB#D15
Combination
367.02
Rect
4.00
4.00
15
Cir
363.30
15
Cir
363.30
15
Cir
363.30
16
CB#D16
Combination
374.04
Rect
4.00
4.00
15
Cir
368.00
15
Cir
368.00
17
CB#D17
Combination
374.10
Rect
4.00
4.00
15
Cir
368.22
15
Cir
368.22
15
Cir
368.22
Project File: Storm D.stm
Number of Structures: 33
Run Date: 4/11/2016
Storm Sewers v10.40

Structure Report
Page 2
Struct
Structure ID
Junction
Rim
Structure
Line Out
Line In
No.
Type
Elev
Shape
Length
Width
Size
Shape
Invert
Size
Shape
Invert
(ft)
(ft)
(ft)
(in)
(ft)
(In)
(ft)
18
YI#D18
DropGrate
373.27
Rect
4.00
4.00
15
Cir
370.27
19
CB#D34
Combination
373.30
Rect
4.00
4.00
15
Cir
369.80
20
JB#D22
Manhole
377.50
Cir
4.00
4.00
15
Cir
368.72
15
Cir
368.72
21
YI#D23
DropGrate
372.31
Rect
4.00
4.00
15
Cir
369.31
22
CB#D24
Combination
359.32
Rect
4.00
4.00
18
Cir
353.25
18
Cir
353.25
23
YI#D25
DropGrate
357.08
Rect
4.00
4.00
18
Cir
353.83
15
Cir
354.08
24
YI#D26
DropGrate
363.00
Rect
4.00
4.00
15
Cir
359.50
15
Cir
359.50
25
YI#D27
DropGrate
369.03
Rect
4.00
4.00
15
Cir
366.03
15
Cir
366.03
26
YI#D28
DropGrate
371.59
Rect
4.00
4.00
15
Cir
368.59
27
CB#D21
Combination
367.02
Rect
4.00
4.00
15
Cir
363.52
28
CB#D30
Combination
366.04
Rect
4.00
4.00
15
Cir
362.54
29
CB#D20
Combination
362.76
Rect
4.00
4.00
15
Cir
358.76
30
YI#D29
DropGrate
358.07
Rect
4.00
4.00
15
Cir
355.07
31
CB#D19
Combination
354.50
Rect
4.00
4.00
15
Cir
351.00
32
YI#D11
Combination
350.60
Rect
4.00
4.00
15
Cir
344.33
15
Cir
344.33
33
CB#D12
DropGrate
348.31
Rect
4.00
4.00
15
Cir
345.31
Project File: Storm D.stm
Number of Structures: 33
Run Date: 4/11/2016
Storm Sewers v10.40

Storm Sewer Profile
Proj. file: Storm D.stm
Elev. (ft)
rt! M to
n ?ja
� wLUw
�Eaa
C
m
' vim
� .
p wuj
_E!,;
J2! C
382.00
382.00
379.00
379.00
376.00
376.00
373.00
373.00
370.00
370.00
367.00
0 10
HGL
20 30
EGL
367.00
40 50 60 70 80 90 100
Reach (ft)
Storm Sewers

Storm Sewer Profile
Elev. (ft)
390.00
383.00
376.00
369.00
362.00
355.00
0
A
ci it ds ®S J D
Proj. file: Storm D.stm
390.00
383.00
376.00
369.00
362.00
355.00
50 100 150 200 250 300 350 400 450
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: Storm D.stm
Elev. (ft)
RM
o
wW w
E s s
m
J
,�
p wuj
!,;
375.00
375.00
372.00
372.00
369.00
369.00
366.00
366.00
363.00
-- - -
363.00
DILIf15, t% 1.[fD%
360.00
0 10
HGL
20 30
EGL
360.00
40 50 60 70 80 90 100
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: Storm D.stm
9-11I=� �== NCILJ
Cll`Al�� �����--�---�--� �S`ll`A11
Gi�Ti�ll�������/i���1.�;:1��������i •Tib
1�1�1A•1� 11 � � �-� � I/�fT_�.i i�il��-------t l�l�w�l�l
347.00 ' 347.00
0 50 100 150 200 250 300 350 400 450 500 550
HGL EGL Reach (ft)
Storm Sewers
Ci
i C
J ❑
J Q
J ❑
J Q
I.V "
In �y.j p
1 Simla
C7
� �mp
qw�
w- pRp
[AM
uta
q [t41,'7'
U3
M
p ;j,"M
WK"
ly R'#
R'7 QI [14
M Maci K1
- IaGI
�Al2PtnI
ICOMKZ%
qW WW
Q WWW
+ WWWWWW
�. WWW
WW
E :1; a
baa
Asa
�s�
baa
m Es
�v C�
E.E
W Ir C.
W C C
W C C
ir C
392.00
392.00
9-11I=� �== NCILJ
Cll`Al�� �����--�---�--� �S`ll`A11
Gi�Ti�ll�������/i���1.�;:1��������i •Tib
1�1�1A•1� 11 � � �-� � I/�fT_�.i i�il��-------t l�l�w�l�l
347.00 ' 347.00
0 50 100 150 200 250 300 350 400 450 500 550
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: Storm D.stm
Elev. (ft)
�9Mn
tn KO
p
Fu
pWWW
nq Rp
IM W
* _
WLU
366.00
366.00
363.00
360.00
363.00
360.00
357.00
354.00
357.00
354.00
-- —
351.00
0 10 20 30
HGL EGL
351.00
40 50 60 70 80 90 100 110 120
Reach (ft)
Storm Sewers

Storm Sewer Profile
srr an r
7 E 7 E 7 E 7 E 7 E 7
C) C) 0 E J Q C J Q E
A. A4 C]fA fl7 R1&VRM RSA0c3 :Y f7 C7 RCM AL
p6 Ci 'COR K m W 1W m 43 go Cd on Ca r cum
Elev. (ft) �! ,��, 4?�V5 �� Lnrs �Lnc�f M,"., 4 �afN7
qW WW WWW WWLU V WWW W WWW 0 WIl LU
E a m Ea> Em Esq c— .a Eaa
�� c c arcc �cc fQ �cc �cc 03c
393.00
383.00
373.00
363.00
353.00
Proj. file: Storm D.stm
00
---r-- 393.00
383.00
373.00
363.00
353.00
I �"'.""`�-I�� �'�"h'° I I I I I I I I I I I I I
343.00 343.00
0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: Storm D.stm
Elev. (ft)
385.00
Id ni
o n R
r+, w ui w
E s s
W WEE
c�
a
DE
' to ch
W ui
Ewa
WEE
,r
e a
0
Mai
°� M
Mui
g Ea
WE
385.00
381.00
377.00
373.00
381.00
377.00
373.00
369.00
369.00
— --
—__ ........ _ ....
jjgA "6
365.00
0 25 50
HGL EGL
75 100 125 150
Reach (ft)
365.00
175 200 225
Storm Sewers

Storm Sewer Profile
Proj. file: Storm D.stm
Elev. (ft)
D�
Mo"Cp�
�
* w w w
E s q
c a
� tutu
g E s
376.00
376.00
373.00
373.00
370.00
370.00
367.00
367.00
- ---
364.00
-
364.00
361.00
0 10
HGL
20 30
EGL
361.00
40 50 60 70 80 90 100
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: Storm D.stm
Elev. (ft)�
C)
+wLUw
E s s
as W c 5
m
t�
Ra
G7
p wuj
ME
W op c
371.00
371.00
368.00
368.00
365.00
365.00
362.00
362.00
_..._-- —.__ --
359.00
359.00
pppLf 1
356.00
0 10
HGL
20 30
EGL
356.00
40 50 60 70 80 90 100
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: Storm D.stm
Elev. (ft)
D E
tor -Inti
+wLUw
E s s
c o
J
?
p w"i
363.00
363.00
360.00
360.00
357.00
357.00
354.00
354.00
351.00
b
Farm
351.00
348.00
0 10
HGL
20 30
EGL
348.00
40 50 60 70 80 90 100
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: Storm D.stm
Elev. (ft)
C
1s1
?
* w ww
R' C E
J p
QTR
RM � .03IN
® -WW
Lq Ir C .E
J 0
Rvl e9.,y
mid
�'�
r ww
356.00
356.00
353.00
353.00
350.00
350.00
347.00
347.00
344.00
344.00
- o
341.00
0 10
HGL
20 30 40
EGL
341.00
50 60 70 80 90 100 110 120 130
Reach (ft)
Storm Sewers

Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan
Outfall
Outfall
26
1
30
29
2
31
2
22 23
32 24
3
33
*8 5 25
6 1
16 7
8 9
27
14
1
17 20
19
18 11
12
Project File: Storm E.stm Number of lines: 33 Date: 4/11/2016
Storm Sewers v10.40

Storm Sewer Inventory Report
Page 1
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
DO
Junc
Known
Drng
Runoff
Inlet
Invert
Line Invert
Line
Line
N
J -Loss Inlet/
Line
Length
angle
Type
Q
Area
Coeff
Time
EI Dn
Slope EI Up
Size
Shape
Value
Coeff Rim EI
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
N (ft)
(in)
(n)
(K) (ft)
1
End
82.55
39.75
Comb
0.00
0.07
0.40
1.4
315.00
13.08
325.80
18
Cir
0.012
2.10
338.74
Pipe 1-2
2
1
144.38
79.50
Comb
0.00
0.38
0.40
5.0
326.00
2.77
330.00
18
Cir
0.012
1.50
334.56
Pipe 2-3
3
2
145.91
-18.12
Comb
0.00
0.22
0.40
4.8
330.00
2.57
333.75
18
Cir
0.012
1.71
337.96
Pipe 3-4
4
3
50.61
-99.11
Comb
0.00
0.37
0.40
5.6
333.75
1.92
334.72
18
Cir
0.012
1.50
338.69
Pipe 4-5
5
4
103.82
2.62
Comb
0.00
0.26
0.40
8.5
334.97
5.27
340.44
15
Cir
0.012
1.48
343.94
Pipe 5-6
6
5
98.89
11.98
Comb
0.00
0.05
0.40
1.3
340.44
5.16
345.54
15
Cir
0.012
1.90
349.04
Pipe 6-7
7
6
40.26
55.51
Comb
0.00
0.02
0.40
1.0
345.54
5.69
347.83
15
Cir
0.012
1.09
351.78
Pipe 7-8
8
7
22.00
-42.96
Comb
0.00
0.19
0.40
5.5
347.83
2.00
348.27
15
Cir
0.012
1.06
351.77
Pipe 8-9
9
8
40.06
-41.10
Comb
0.00
0.04
0.95
0.7
348.27
2.50
349.27
15
Cir
0.012
1.33
352.77
Pipe 9-10
10
9
155.74
59.44
Comb
0.00
0.09
0.40
2.8
349.27
2.71
353.49
15
Cir
0.012
1.48
358.50
Pipe 10-11
11
10
126.17
15.06
Comb
0.00
0.08
0.40
4.3
353.49
3.61
358.04
15
Cir
0.012
1.50
363.00
Pipe 11-12
12
11
158.83
-89.59
DrGrt
0.00
0.56
0.40
7.0
358.04
0.50
358.83
15
Cir
0.012
1.00
361.83
Pipe 12-13
13
10
22.00
-78.45
Comb
0.00
0.39
0.40
8.3
353.49
1.00
353.71
15
Cir
0.012
0.50
358.50
Pipe 11-34
14
13
137.86
0.00
DrGrt
0.00
0.38
0.40
10.8
353.71
0.50
354.40
15
Cir
0.012
1.00
357.40
Pipe 34-35
15
6
24.80
-54.39
Comb
0.00
0.39
0.40
5.4
345.54
2.26
346.10
15
Cir
0.012
1.00
349.60
Pipe 7-35
16
3
123.68
-16.81
Comb
0.00
0.22
0.40
4.8
334.00
4.12
339.09
15
Cir
0.012
1.50
342.81
Pipe 4-22
17
16
147.36
-16.91
Comb
0.00
0.29
0.40
5.9
339.09
3.10
343.66
15
Cir
0.012
1.50
348.23
Pipe 22-23
18
17
22.00
-99.39
Comb
0.00
0.22
0.40
3.1
343.66
1.00
343.88
15
Cir
0.012
1.08
348.23
Pipe 23-24
19
18
39.74
-42.41
Comb
0.00
0.24
0.40
4.6
343.88
1.01
344.28
15
Cir
0.012
1.05
347.97
Pipe 24-25
20
19
22.01
-40.82
Comb
0.00
0.11
0.40
1.5
344.28
1.00
344.50
15
Cir
0.012
1.00
348.00
Pipe 25-26
21
2
22.00
-99.01
Comb
0.00
0.51
0.40
12.4
330.34
1.00
330.56
18
Cir
0.012
0.50
334.56
Pipe 3-21
22
21
139.84
-1.51
DrGrt
0.00
0.89
0.40
10.7
330.56
0.70
331.54
18
Cir
0.012
1.24
334.79
Pipe 29-30
23
22
92.42
-52.36
DrGrt
0.00
0.70
0.40
10.5
331.79
5.18
336.58
15
Cir
0.012
1.33
339.58
Pipe 30-31
Project File: Storm E.stm
Number of lines: 33
Date: 4/18/2016
Storm Sewers v10.40

Storm Sewer Inventory Report
Page 2
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
DO
Junc
Known
Drng
Runoff
Inlet
Invert
Line Invert
Line
Line
N
J -Loss Inlet/
Line
Length
angle
Type
Q
Area
Coeff
Time
EI Dn
Slope EI Up
Size
Shape
Value
Coeff Rim EI
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
M (ft)
(in)
(n)
(K) (ft)
24
23
206.65
59.53
DrGrt
0.00
1.99
0.40
9.5
336.58
2.14
341.00
15
Cir
0.012
1.00
344.00
Pipe 31-32
25
5
22.11
-79.56
Comb
0.00
0.11
0.40
4.6
340.33
1.00
340.55
18
Cir
0.012
1.00
344.05
Pipe 6-29
26
1
165.53
-66.75
DrGrt
0.00
0.13
0.40
11.8
334.30
3.44
340.00
15
Cir
0.012
1.00
343.00
Pipe 2-14
27
16
22.00
-97.71
Comb
0.00
0.16
0.40
1.5
339.09
1.00
339.31
15
Cir
0.012
1.00
342.81
Pipe 22-27
28
4
22.00
-88.46
Comb
0.00
0.03
0.95
0.4
334.97
1.00
335.19
15
Cir
0.012
1.00
338.69
Pipe 5-28
29
1
22.00
-1.49
Comb
0.00
0.22
0.40
5.0
334.30
2.00
334.74
15
Cir
0.012
1.00
338.24
Pipe 2-16
30
End
148.88
118.01
DrGrt
0.00
0.05
0.40
7.3
315.00
9.43
329.04
18
Cir
0.012
0.50
333.61
P144
31
30
76.29
-15.05
DrGrt
0.00
0.15
0.40
7.2
329.29
1.00
330.05
15
Cir
0.012
0.50
333.81
Pipe 17-20
32
31
74.99
0.37
DrGrt
0.00
0.11
0.40
7.2
330.05
1.00
330.80
15
Cir
0.012
0.50
333.80
Pipe 17-18
33
32
76.27
-0.59
DrGrt
0.00
0.09
0.40
7.2
330.80
1.46
331.91
15
Cir
0.012
1.00
334.91
Pipe 18-19
Project File: Storm E.stm
Number of lines: 33
Date: 4/18/2016
Storm Sewers v10.40

Structure Report
Page 1
Struct
Structure ID
Junction
Rim
Structure
Line Out
Line In
No.
Type
Elev
Shape
Length
Width
Size
Shape
Invert
Size
Shape
Invert
(ft)
(ft)
(ft)
(in)
(ft)
(in)
(ft)
1
CB#E2
Combination
338.74
Rect
4.00
4.00
18
Cir
325.80
18
Cir
326.00
15
Cir
334.30
15
Cir
334.30
2
CB#E3
Combination
334.56
Rect
4.00
4.00
18
Cir
330.00
18
Cir
330.00
18
Cir
330.34
3
CB#E4
Combination
337.96
Rect
4.00
4.00
18
Cir
333.75
18
Cir
333.75
15
Cir
334.00
4
CB#E5
Combination
338.69
Rect
4.00
4.00
18
Cir
334.72
15
Cir
334.97
15
Cir
334.97
5
CB#E6
Combination
343.94
Rect
4.00
4.00
15
Cir
340.44
15
Cir
340.44
18
Cir
340.33
6
CB#E7
Combination
349.04
Rect
4.00
4.00
15
Cir
345.54
15
Cir
345.54
15
Cir
345.54
7
CB#E8
Combination
351.78
Rect
4.00
4.00
15
Cir
347.83
15
Cir
347.83
8
CB#E9
Combination
351.77
Rect
4.00
4.00
15
Cir
348.27
15
Cir
348.27
9
CB#E10
Combination
352.77
Rect
4.00
4.00
15
Cir
349.27
15
Cir
349.27
10
CB#E11
Combination
358.50
Rect
4.00
4.00
15
Cir
353.49
15
Cir
353.49
15
Cir
353.49
11
CB#E12
Combination
363.00
Rect
4.00
4.00
15
Cir
358.04
15
Cir
358.04
12
YI#E13
DropGrate
361.83
Rect
4.00
4.00
15
Cir
358.83
13
CB#E34
Combination
358.50
Rect
4.00
4.00
15
Cir
353.71
15
Cir
353.71
14
YI#E35
DropGrate
357.40
Rect
4.00
4.00
15
Cir
354.40
15
CB#E35
Combination
349.60
Rect
4.00
4.00
15
Cir
346.10
16
CB#E22
Combination
342.81
Rect
4.00
4.00
15
Cir
339.09
15
Cir
339.09
15
Cir
339.09
17
CB#E23
Combination
348.23
Rect
4.00
4.00
15
Cir
343.66
15
Cir
343.66
18
CB#E24
Combination
348.23
Rect
4.00
4.00
15
Cir
343.88
15
Cir
343.88
Project File: Storm E.stm
Number of Structures: 33
Run Date: 4/18/2016
Storm Sewers v10.40

Structure Report
Page 2
Struct
Structure ID
Junction
Rim
Structure
Line Out
Line In
No.
Type
Elev
Shape
Length
Width
Size
Shape
Invert
Size
Shape
Invert
(ft)
(ft)
(ft)
(in)
(ft)
(In)
(ft)
19
CB#E25
Combination
347.97
Rect
4.00
4.00
15
Cir
344.28
15
Cir
344.28
20
CB#E26
Combination
348.00
Rect
4.00
4.00
15
Cir
344.50
21
CB#E21
Combination
334.56
Rect
4.00
4.00
18
Cir
330.56
18
Cir
330.56
22
YI#E30
DropGrate
334.79
Rect
4.00
4.00
18
Cir
331.54
15
Cir
331.79
23
YI#E31
DropGrate
339.58
Rect
4.00
4.00
15
Cir
336.58
15
Cir
336.58
24
YI#E32
DropGrate
344.00
Rect
4.00
4.00
15
Cir
341.00
25
CB#E29
Combination
344.05
Rect
4.00
4.00
18
Cir
340.55
26
CB#E14
DropGrate
343.00
Rect
4.00
4.00
15
Cir
340.00
27
CB#E27
Combination
342.81
Rect
4.00
4.00
15
Cir
339.31
28
CB#E28
Combination
338.69
Rect
4.00
4.00
15
Cir
335.19
29
CB#E16
Combination
338.24
Rect
4.00
4.00
15
Cir
334.74
30
YI#E20
DropGrate
333.61
Rect
4.00
4.00
18
Cir
329.04
15
Cir
329.29
31
YI#E17
DropGrate
333.81
Rect
4.00
4.00
15
Cir
330.05
15
Cir
330.05
32
YI#E18
DropGrate
333.80
Rect
4.00
4.00
15
Cir
330.80
15
Cir
330.80
33
YI#E19
DropGrate
334.91
Rect
4.00
4.00
15
Cir
331.91
Project File: Storm E.stm
Number of Structures: 33
Run Date: 4/18/2016
Storm Sewers v10.40

Storm Sewer Profile
�
r
Q c
7
J
J QC
J OE
Elev. (ft) u
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q www
C'i
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375.00
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361.00
347.00
333.00
319.00
305.00
0
Proj. file: Storm E.stm
R11
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J QC
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375.00
50
— HGL
347.00
1 Lf - 15" @ 1.00%
b90b 01 %
.00%
319.00
305.00
100 150 200 250 300 350 400 450 500 550 600 650 700 750
EGL Reach (ft)
Storm Sewers
■■�-_-■■--_�-_- � ��,L' fire �■■■■
50
— HGL
347.00
1 Lf - 15" @ 1.00%
b90b 01 %
.00%
319.00
305.00
100 150 200 250 300 350 400 450 500 550 600 650 700 750
EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: Storm E.stm
Elev. (ft)
n
+wLUw
�Eaa
r C.
P-
C4 cnm
p wuj
_E!,;
t
352.00
352.00
349.00
349.00
346.00
346.00
343.00
343.00
340.00
_... --- - -- --
-._..._.._.._............
340.00
337.00
0 10
HGL
20 30
EGL
337.00
40 50 60 70 80 90 100
Reach (ft)
Storm Sewers

Storm Sewer Profile
373.00
361.00
349.00
337.00
325.00
0
L1 M. 14.E
C31
Cit on
Oct
CM
J '__'
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c+7
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373.00
361.00
349.00
337.00
325.00
0
Proj. file: Storm E.stm
cm
(3C
J C C
J C
J '__'
Cillw
��
IF/ INN
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Proj. file: Storm E.stm
cm
50 100 150 200 250 300 350 400 450 500 550 600 650 700
— HGL EGL Reach (ft)
385.00
373.00
361.00
349.00
337.00
325.00
750 800
Storm Sewers
IN■■
IInIRM-12:!�- �■■����
■■■■-1■'����iil���--■■----
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50 100 150 200 250 300 350 400 450 500 550 600 650 700
— HGL EGL Reach (ft)
385.00
373.00
361.00
349.00
337.00
325.00
750 800
Storm Sewers

Storm Sewer Profile
Proj. file: Storm E.stm
Elev. (ft)
lq.*,*
in
tn
a
9,15 FU Fu Fli
3.;
5
AMM
N mi C.4
O
cz� U, FLi Fu
Ess
M re.E.5
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ul
Es
366.00
366.00
363.00
363.00
360.00
357.00
360.00
357.00
354.00354.00
137.863V - IMI.bU-'-;b-
-
351.00
0
—
25 50
HGL ---------- — EGL
—351.00
75 100 125 150 175
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: Storm E.stm
Elev. (ft)
n
LU W
�Eaa
w
0 w Iu
'A Ea
358.00
358.00
355.00
355.00
352.00
352.00
349.00
349.00
346.00
,20
346.00
343.00
0 10
HGL
20 30
EGL
343.00
40 50 60 70 80 90 100
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: Storm E.stm
Elev. (ft)
�
�
n
;www
M
c a
W Airy
0w
353.00
353.00
350.00
350.00
347.00
344.00
347.00
344.00
-'-
341.00
_..___............
341.00
ii�" t.a19i
338.00
0 10
HGL
20 30
EGL
338.00
40 50 60 70 80 90 100
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: Storm E.stm
Elev. (ft)
n ? `�'
+wLUw
E s s
m
J
p w
M !,;
348.00
348.00
345.00
345.00
342.00
342.00
339.00
339.00
336.00
336.00
22.000L
333.00
0 10
HGL
20 30
EGL
333.00
40 50 60 70 80 90 100
Reach (ft)
Storm Sewers

Storm Sewer Profile
Elev. (ft)
360.00
353.00
346.00
339.00
332.00
325.00
0
— & I
75
13-F c O.E
OE J Os
Proj. file: Storm E.stm
50 100
HGL -- EGL
360.00
353.00
346.00
339.00
332.00
325.00
150 200 250 300 350 400 450 500
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: Storm E.stm
Elev. (ft)
D
SC 0 "
Cj M M M
q log
n ? �+
W LU W
Ess
Ir C E
CM
ca
-!
�7 CnM
CMMM
P W uj
q _E�
a C
347.00
347.00
344.00
344.00
341.00
341.00
338.00
338.00
335.00
335.00
332.00
0 10
HGL
I
20 30
EGL
332.00
40 50 60 70 80 90 100
Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: Storm E.stm
Elev. (ft)
356.00
D __
SC 0 "
M=M
q log
n ? �+
+wLUw
E s a
J
q
R= A
µmy M C.7
ui M
r wFM
E s
356.00
351.00
346.00
341.00
351.00
346.00
341.00
124.
1605 Lf
336.00
336.00
331.00
25 50
HGL EGL
331.00
75 100 125 150 175
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: Storm E.stm
Elev. (ft)
I Q
C3
ul "'
Q.;m
CEYE
Ma -E
a
90 m�
www
M Ir
r
app
M
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0 '"�+,
pa E'
M KF
353.00
353.00
344.00
344.00
335.00
335.00
326.00
326.00
317.00
317.00
308.00
0 25 50
HGL
75 100 125 150
EGL
175 200 225 250
Reach (ft)
275 300 325
308.00
350 375 400
Storm Sewers

Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan
Project File: Storm F.stm
r =Vff
Number of lines: 16 1 Date: 4/12/2016
Storm Sewers v10.40

Storm Sewer Inventory Report
Page 1
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
DO
Junc
Known
Drng
Runoff
Inlet
Invert
Line Invert
Line
Line
N
J -Loss Inlet/
Line
Length
angle
Type
Q
Area
Coeff
Time
EI Dn
Slope EI Up
Size
Shape
Value
Coeff Rim EI
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
N (ft)
(in)
(n)
(K) (ft)
1
End
71.910
85.510
MH
0.00
0.00
0.00
0.0
309.00
10.00
316.19
18
Cir
0.012
0.99
330.01
Pipe 1-2
2
1
85.278
-80.161
Comb
0.00
0.13
0.40
11.1
324.18
2.24
326.09
18
Cir
0.012
1.50
333.57
Pipe 2-3
3
2
121.406
90.000
Comb
0.00
0.15
0.40
3.8
326.09
1.00
327.30
18
Cir
0.012
0.50
335.80
Pipe 3-4
4
3
23.083
0.000
Comb
0.00
0.10
0.40
4.6
327.30
1.00
327.53
18
Cir
0.012
1.47
335.80
Pipe 4-5
5
4
79.072
-68.621
Comb
0.00
0.14
0.40
3.1
331.37
2.00
332.95
15
Cir
0.012
1.42
338.05
Pipe 5-6
6
5
115.475
53.225
Comb
0.00
0.09
0.40
3.6
332.95
3.97
337.54
15
Cir
0.012
1.30
342.60
Pipe 6-7
7
6
22.003
-56.738
Comb
0.00
0.16
0.40
4.2
337.54
1.00
337.76
15
Cir
0.012
1.50
342.61
Pipe 7-8
8
7
117.954
98.684
DrGrt
0.00
1.12
0.40
8.2
337.76
2.51
340.72
15
Cir
0.012
1.00
343.72
Pipe 8-15
9
7
139.000
-0.799
DrGrt
0.00
0.49
0.40
12.2
337.76
0.50
338.45
15
Cir
0.012
1.00
341.45
Pipe 8-9
10
5
23.083
-68.621
Comb
0.00
0.25
0.40
4.8
332.95
1.00
333.18
15
Cir
0.012
0.50
338.06
Pipe 6-13
11
10
112.365
0.117
DrGrt
0.00
0.47
0.40
13.2
333.18
0.50
333.74
15
Cir
0.012
1.00
336.74
Pipe 13-14
12
4
46.482
77.626
Comb
0.00
0.07
0.40
5.4
327.78
0.49
328.01
15
Cir
0.012
1.00
334.49
Pipe 5-11
13
12
103.209
-38.140
Comb
0.00
0.40
0.40
6.7
328.01
0.49
328.52
15
Cir
0.012
1.48
332.46
Pipe 11-12
14
13
23.107
78.383
Comb
0.00
0.16
0.40
4.1
328.52
0.52
328.64
15
Cir
0.012
1.00
331.64
P143
15
1
137.537
55.697
DrGrt
0.00
0.14
0.40
9.6
324.43
2.70
328.14
15
Cir
0.012
1.00
331.14
Pipe 2-10
16
13
20.570
-47.020
Grate
0.00
0.15
0.40
1.1
328.52
4.52
329.45
15
Cir
0.012
1.00
333.53
Pipe 12-17
Project File: Storm F.stm
Number of lines: 16
Date: 4/12/2016
Storm Sewers v10.40

Structure Report
Page 1
Struct
Structure ID
Junction
Rim
Structure
Line Out
Line In
No.
Type
Elev
Shape
Length
Width
Size
Shape
Invert
Size
Shape
Invert
JB#F2
Manhole
(ft)
(ft)
(ft)
(in)
(ft)
(in)
(ft)
1
330.01
Cir
4.00
4.00
18
Cir
316.19
18
Cir
324.18
15
Cir
324.43
2
YI#F3
Combination
333.57
Rect
4.00
4.00
18
Cir
326.09
18
Cir
326.09
3
CB#F4
Combination
335.80
Rect
4.00
4.00
18
Cir
327.30
18
Cir
327.30
4
CB#F5
Combination
335.80
Rect
4.00
4.00
18
Cir
327.53
15
Cir
331.37
15
Cir
327.78
5
CB#F6
Combination
338.05
Rect
4.00
4.00
15
Cir
332.95
15
Cir
332.95
15
Cir
332.95
6
CB#F7
Combination
342.60
Rect
4.00
4.00
15
Cir
337.54
15
Cir
337.54
7
CB#F8
Combination
342.61
Rect
4.00
4.00
15
Cir
337.76
15
Cir
337.76
15
Cir
337.76
8
YI#F15
DropGrate
343.72
Rect
4.00
4.00
15
Cir
340.72
9
YI#F9
DropGrate
341.45
Rect
4.00
4.00
15
Cir
338.45
10
CB#F13
Combination
338.06
Rect
4.00
4.00
15
Cir
333.18
15
Cir
333.18
11
CB#F14
DropGrate
336.74
Rect
4.00
4.00
15
Cir
333.74
12
CB#F11
Combination
334.49
Rect
4.00
4.00
15
Cir
328.01
15
Cir
328.01
13
CB#F12
Combination
332.46
Rect
4.00
4.00
15
Cir
328.52
15
Cir
328.52
15
Cir
328.52
14
CB#F16
Combination
331.64
Rect
4.00
4.00
15
Cir
328.64
15
YI#F10
DropGrate
331.14
Rect
4.00
4.00
15
Cir
328.14
16
YI#F17
Grate
333.53
Rect
4.00
4.00
15
Cir
329.45
Project File: Storm F.stm
Number of Structures: 16
Run Date: 4/12/2016
Storm Sewers v10.40

Storm Sewer Profile
359.00
344.00
329.00
314.00
Proj. file: Storm F.stm
An
r
w.
m
pet c
QE
J
_, CIE
p c
+
5
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Cl�
�A
go��
�'' MR04"
Q ;;
ql G7 pp
�,
R] Q[1 QP
?�
611 IR.1►:
tea
� 6a R; r
?RM
Elev. (ft) w
WW—Wi
M wWW
0 Ww
,
c W
q WWW
r WWW
1A WWW
M WWW
Y
E7Y
,� -E z.;
EYY
EYY
Gq C7
M Ir 97
ca SCC
W IrCC
'M IrCiL
374.00
359.00
344.00
329.00
314.00
Proj. file: Storm F.stm
An
w
w.
m
[A ami
, ���
µ`. �1�►,�
� R�
WW"i
WW—Wi
M wWW
0 Ww
EYY
,� EYY
EYY
,� EY
S C C
S C C
� C C
0 C
374.00
359.00
344.00
329.00
17.954Lf - 15"@2.51%
314.00
299.00 1 1 1 1 1 1 1 1 1 1 299.00
0 50 100 150 200 250 300 350 400 450 500 550 600 650
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: Storm F.stm
o'er
J
M M Mt
Elev. (ft) n '�
�wWW + WW
pq r c 5 Cli WE
350.00 350.00
347.00 347.00
344.00 344.00
341.00 341.00
338.00 338.00
335.00 335.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140
HGL EGL Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: Storm F.stm
Elev. (ft)
345.00
DE
L] M M
q RSA AA
n n M rM
:* LUw
ca
go q4 CiR1
q Ca
vi 'OM
C;, W WW
r-
M�
��'�
,*� w ui
WE
345.00
342.00
339.00
342.00
339.00
336.00
333.00
336.00
333.00
..... _....... _. .......... _............... _.......
---
112,365111' F,-20.
330.00
0 10
HGL
20 30
EGL
330.00
40 50 60 70 80 90 100 110 120 130 140
Reach (ft)
Storm Sewers

Storm Sewer Profile
Proj. file: Storm F.stm
Elev. (ft)
345.00
t7 I"14:
g ? `
+n U,
Ess
rr E .
g
can
Www
P! Eas+
jr
t 14 �
ME[�fW
ce+ A RV-)
Www
ass
W W -F -F
m
uA
Ma
� R?MM
r Id
Es
WE
345.00
341.00
337.00
333.00
341.00
337.00
333.00
329.00
329.00
15" @ 4.52%
1325.00
__......__.....__...._._.._--- — - _.
325.00
0 25
HGL
50 75 100
EGL Reach (ft)
125 150
175
Storm Sewers

Storm Sewer Profile
Proj. file: Storm F.stm
Elev. (ft)
Q T
q-KfeA
;www
V -;ss
EE
c a
Ap
Q �w
A Ea
341.00
341.00
338.00
338.00
335.00
335.00
332.00
332.00
__--------.. .----
329.00
M.
-
329.00
326.00
0 10
HGL
20 30
EGL
326.00
40 50 60 70 80 90 100
Reach (ft)
Storm Sewers

Storm Sewer Profile Proj. file: Storm F.stm
Elev. (ft)
U, Ei FLi
F s 3.;
Fr.E.E
+
jp
W fles
341.00
341.00
337.00
333.00
329.00
337.00
333.00
329.00
-------- — -- --
- A!
325.00
325.00
321.00
10 20 30
HGI -- EGL
21.00
3
40 50 60 70 80 90 100 110 120 130 140
Reach (ft)
Storm Sewers

Culvert Report
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3D@ by Autodesk, Inc. Thursday, Mar 24 2016
Road I
Invert Elev Dn (ft)
= 320.00
Calculations
Pipe Length (ft)
= 69.96
Qmin (cfs)
= 10.00
Slope (%)
= 4.29
Qmax (cfs)
= 30.00
Invert Elev Up (ft)
= 323.00
Tailwater Elev (ft)
= Normal
Rise (in)
= 30.0
Shape
= Circular
Highlighted
Span (in)
= 30.0
Qtotal (cfs)
= 22.50
No. Barrels
= 1
Qpipe (cfs)
= 22.50
n -Value
= 0.012
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Culvert
Veloc Dn (ft/s)
= 13.69
Culvert Entrance
= Smooth tapered inlet throat
Veloc Up (ft/s)
= 6.72
Coeff. K,M,c,Y,k
= 0.534, 0.555, 0.0196, 0.9, 0.2
HGL Dn (ft)
= 320.92
HGL Up (ft)
= 324.61
Embankment
Hw Elev (ft)
= 325.41
Top Elevation (ft)
= 327.92
Hw/D (ft)
= 0.96
Top Width (ft)
= 24.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 1.00
Eley (ft)
3
32
32
32
32
32
3
32
32
31
Road I Hw Depth (ft)
11�M_®E
fl
ME
11
5.OD
4.OD
&OD
2 OD
1.00
0.00
-1.00
-2.DD
-3-W
ADO
0 5 10 15 20 25 30 35 40 45 5D 55 5D 65 70 75 00 85 90.
Clrcul arCulvert HGL Embank
R.Mch (to

Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Road I
Hydrograph type
= Rational
Storm frequency (yrs)
= 10
Drainage area (ac)
= 14.900
Rainfall Inten (in/hr)
= 5.023
OF Curve
= Hidden Lake Rainfall.IDF
Q (cfs)
24.00
20.00
16.00
12.00
M
4.00
0.00 1
0 5 10
Runoff Hyd - Qp = 22.45 (cfs)
Tuesday, Apr 12 2016
Peak discharge (cfs) = 22.45
Time interval (min) = 1
Runoff coeff. (C) = 0.3
Tc by User (min) = 15
Rec limb factor = 1.00
Hydrograph Volume = 20,208 (cuft); 0.464 (acft)
Runoff Hydrograph
10 -yr frequency
15 20 25
Q (cfs)
24.00
20.00
16.00
12.00
4.00
-N- 0.00
30
Time (min)

Culvert Report
Hydraflow Express Extension for Autodesk@ AutoCADO Civil 3D@ by Autodesk, Inc. Thursday, Mar 24 2016
Road J
Invert Elev Dn (ft)
= 317.93
Calculations
Pipe Length (ft)
= 55.10
Qmin (cfs)
= 0.00
Slope (%)
= 6.21
Qmax (cfs)
= 2.80
Invert Elev Up (ft)
= 321.35
Tailwater Elev (ft)
= Normal
Rise (in)
= 15.0
Shape
= Circular
Highlighted
Span (in)
= 15.0
Qtotal (cfs)
= 2.80
No. Barrels
= 1
Qpipe (cfs)
= 2.80
n -Value
= 0.012
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Culvert
Veloc Dn (ft/s)
= 10.30
Culvert Entrance
= Smooth tapered inlet throat
Veloc Up (ft/s)
= 4.17
Coeff. K,M,c,Y,k
= 0.534, 0.555, 0.0196, 0.9, 0.2
HGL Dn (ft)
= 318.27
HGL Up (ft)
= 322.02
Embankment
Hw Elev (ft)
= 322.34
Top Elevation (ft)
= 323.65
Hw/D (ft)
= 0.79
Top Width (ft)
= 24.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 1.00
Eley (ft)
324.00
323.00
322 W
321.00
320.00
319.00
31 ROD
317.00
316.DD
Road J
Hw Depth (ft)
2.65
1.65
065
-0.35
-1.35
-2.35
-3.35
-4.35
-5.35
Cl 1cu C I -t HGL Embank
Reach (ft)

Hydrology Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
Road J
Hydrograph type
= Rational
Storm frequency (yrs)
= 10
Drainage area (ac)
= 1.280
Rainfall Inten (in/hr)
= 7.246
OF Curve
= Hidden Lake Rainfall.IDF
Q (cfs)
3.00
2.00
1.00
RM
m
Runoff Hyd - Qp = 2.78 (cfs)
Peak discharge (cfs)
Time interval (min)
Runoff coeff. (C)
Tc by User (min)
Rec limb factor
Runoff Hydrograph
10 -yr frequency
5
Tuesday, Apr 12 2016
= 2.782
1
= 0.3
= 5
= 1.00
Hydrograph Volume = 835 (cuft); 0.019 (acft)
Q (cfs)
3.00
2.00
1.00
-N- 0.00
10
Time (min)

Storm J
Outfall
1
2
3
Project File: Storm J.stm Number of lines: 3 Date: 3/24/2016
Storm Sewers v10.40

Storm Sewer Inventory Report
Page 1
Line
Alignment
Flow Data
Physical Data
Line ID
No.
Dnstr
Line
Defl
Junc
Known
Drng
Runoff
Inlet
Invert
Line Invert
Line
Line
N
J -Loss Inlet/
Line
Length
angle
Type
Q
Area
Coeff
Time
EI Dn
Slope EI Up
Size
Shape
Value
Coeff Rim EI
No.
(ft)
(deg)
(cfs)
(ac)
(C)
(min)
(ft)
M (ft)
(in)
(n)
(K) (ft)
1
End
55.352
33.808
MH
0.00
0.00
0.00
0.0
306.02
4.53
308.53
18
Cir
0.012
1.00
314.32
P1
2
1
28.120
-83.572
DrGrt
0.00
1.45
0.40
5.0
308.78
3.17
309.67
15
Cir
0.012
1.00
313.07
P2
3
1
44.530
95.045
DrGrt
0.00
1.23
0.40
5.0
308.78
1.24
309.33
15
Cir
0.012
1.00
312.74
P3
Storm J
Number of lines: 3
Date: 3/24/2016
Storm Sewers v10.40

Structure Report
Page 1
Struct
Structure ID
Junction
Rim
Structure
Line Out
Line In
No.
Type
Elev
Shape
Length
Width
Size
Shape
Invert
Size
Shape
Invert
JB#J3
Manhole
(ft)
(ft)
(ft)
(in)
(ft)
(in)
(ft)
1
314.32
Cir
4.00
4.00
18
Cir
308.53
15
Cir
308.78
15
Cir
308.78
2
CB4J4
DropGrate
313.07
Rect
4.00
4.00
15
Cir
309.67
3
CB#J5
DropGrate
312.74
Rect
4.00
4.00
15
Cir
309.33
Storm J
Number of Structures: 3
Run Date: 3/24/2016
Storm Sewers v10.40

Storm Sewer Profile
Proj. file: Storm J.stm
Elev. (ft)
323.00
M c
[} p
ea M A
9, �?
caw
C 31;
J Ms
4
M men
C2 C��
� �_-
v Wuaw
'ME
M
❑
� w
� [A
� �'?
cN Ww
3,;M
ra
323.00
319.00
319.00
315.00
311.00
315.00
311.00
A MIM
307.00
307.00
303.00
0 10 20
HGL EGL
30 40 50 60
Reach (ft)
303.00
70 80 90
Storm Sewers

Storm Sewer Profile
Proj. file: Storm J.stm
Elev. (ft)
321.00
C
C7� AA
o �' M
r+,wwww
�Esa
� WEE
C
WE
321.00
318.00
318.00
315.00
315.00
31200
312.00
30900
U _
309.00
306.00
0 10 20 30
HGL EGL Reach (ft)
306.00
40 50
Storm Sewers

9
DRAINAGE AREA MAPS

Eo N
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-33%
unpaved e
\ _ ( \ PROJECTINFORMATION
PROJECT MANAGER: SM
DESIGNED BY: SM
DRAWN BY
SLH
NCE q PROJECT NUMBER: DN39.400
TATEROAD
X11 ORIGINALDATE: 0112912076
�1✓\1I)�[= e SHEET:
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s=2a
D=5.4 ti dol Callwroreyouay. EXHIBIT
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1 ,
\ FEMA 100
YEAR FLOOD
/ \ LINE (TYP.)
EXIST. �
WETLAND
/ (TYP.) L= I -
\ �� MP 24' IHDPE
L=s2• ,�,p�a � 0011
0.24
E j
Area=18.90 Acs
IP2 / CN=59
A=0,19 Ac
Tc=27.7 min
CN
0cH 61� Pond T_c=27.7 min rj 1 A
/
/ is -as mm j A=7.28 Ac 'I'll s-1.0 %
CN=66 18"HDPE
/ A=7. Ac Tc=13.8 min n=0.011
/ CN 3
i
�T 20.2 min
1 I f
�
�/ /. 4 STREAM
(TYP)
a=0.3z %/ ' / -�� P-5
unpaved a r / Area=17.40 Ac
CN=59
C �' _! Tc=18.5 min
1-- /L=105 ...0% P j
4^ .
bEXIST
I I STR AM \
I s 13.1 %I
paved G, r n-0 .24 J D II \ \ n )
B im, L $8r n= 11 I I uF-T F_
/L=226' =2.0% B
s
L -1s0' ao s=7.2% Pond B / /J BA unpaved s, L=254'
�a A
a=n 0. A -_ !- z-eo I s=7.3
n-0.011 CN -66 ) / L=5.0 -
n -o.4 _ C��.� � / wLv ` s=5.o% unpaved T � Exlsr
_ 18" HDPE A-8 Ac \„
8" HDPE
R� �P
I C MET Y
Tc 12.6 mm � ` Area=5.20 Ac 0 \ � ��--!/ /
�em ! � T � � � ` L-150'
1 HOPE
� IL-q� �CN=72 1 n=0.4
�
0.011 1I - J r - Tc=18.0 min P-6
( Is=2.4�/ I \� a=2.8% a Area=75.15 Ac
L 305 - 18"�p PE\\
I s 2 3% n -O.10 1 FEMA
' ne HD ( I / CN=58
YEAR FLO
l / a.o11 F �� �i� Tc=22.6 min
1�5" HDPE' I / LINE (TYP L=2oa - - -
n-0.011 '
i� o F a a=t4%
J�' 'GRASS. f I I EXIST.
n� / WALE POND l
-
=1�5 Y D / =zss• � _ L= � I �� �
ipaved L=195'=a.e%=3.1%� B
r s=4.0% - I" HDP 15•HDPE
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s .3%
unpaved 52,9 o. E D / / � ' 3 /6 4 I EXIST ' 15' RCP
p
;L=100' _ _ ,{--1$-1icP__ cu LV
s-5.3% B =0 I' CULVERT -
Area=4.02 Ac� 6
CN=49 i -13s= .F a
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Tc --9.2 min/2. - nr .0 - _ Area=10.70 Ac �L 331• -
s=7
a
`I A .0e I CN -7 2 ( paved
00'
S= L Iso vY
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rea-7.50 Ac
CN=60
Tc=12.4 min EAISI"\
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em
y=502'
s
(C B �� �� sM S
1 Pond D..- 1
L=s9• `, Area=15.63 Ac
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us
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L=150' -I -4 s=9.3%
s=3.9% n424 unpaved C `� 1
n=0.13
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unpaved s=9.5 %
unpaved P-4 s=3.0% -
Area=18.90 Ac 15" HDPE
CN=59 =0.011
B Tc=27.7 min C A (�
L=120' C
_ - - 5=2.0% s=4.1 % J L=150•
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s=2.4% SWALE n=0.24
n=0.4
� P LLJ
U
I
J
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EXHIBIT

10
POST-DEVELOPMENT STORMWATER BMP INFORMATION

ESP Associates, P.A.
5121 Kingdom Way, Suite 208 Raleigh, NC 27607 Phone [phone] Fax [phone]
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Assocates, PA
5121 Kingdom Way, Suite 208
Raleigh INC 27607
Rainfall, P, taken from:
NCDENR BMP Design Manual, July 2007
E-1 Predeveloped
CN Calcs 1-28-16.xlsx
3/24/2016
Runoff Curve Number and Runoff
Project Hidden Lake
- Phase 2
By AEF Date
1/19/2016
Location Franklin County, North Carolina
Checked SM Date
Circle One: Present
Developed E-1 Predeveloped
1. Runoff Curve Number
Soil
Cover Description
CN*
Area
Product
Hydrologic
(cover type, treatment
of
Tbl.
Fig.
Fig.
Group
and hydrologic condition)
2-2
2-3
2-4
Acres
CN x area
A
Woods, Good condition
30
0.79
23.65
(CaB)
B
Woods, Good condition
55
1.02
56.26
(PaD2)
A
Pasture -
continuous forage for grazing, Good Condition
39
3.25
126.82
(CaB)
B
Pasture
- continuous forage for grazing, Good Condition
61
1.31
80.11
(PaD2)
* Use only one CN source per line
Totals = 6.38
286.85
CN (weighted) total product = 286.848 = 45.0
Use CN= 45
total area
6.37656
2. Runoff
Storm #1 Storm #2
Storm #3
Frequency
yr
2 10
100
Rainfall , P (24-hour)
in
3.48 5.04
7.49
Runoff, Q
in
0.08 0.45
1.47
(Use P and CN with table 3-11,
fig. 2-1,
and equation 3-14)
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Assocates, PA
5121 Kingdom Way, Suite 208
Raleigh INC 27607
Rainfall, P, taken from:
NCDENR BMP Design Manual, July 2007
E-1 Predeveloped
CN Calcs 1-28-16.xlsx
3/24/2016

ESP Associates, P.A.
5121 Kingdom Way, Suite 208 Raleigh, NC 27607 Phone [phone] Fax [phone]
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Assocates, PA
5121 Kingdom Way, Suite 208
Raleigh INC 27607
Rainfall, P, taken from:
NCDENR BMP Design Manual, July 2007
E-2 Predeveloped
CN Calcs 1-28-16.xlsx
3/24/2016
Runoff Curve Number and Runoff
Project Hidden Lake
- Phase 2
By AEF
Date
1/19/2016
Location Franklin County, North Carolina
Checked SM
Date
Circle One: Present
Developed E-2 Predeveloped
1. Runoff Curve Number
Soil
Cover Description
CN*
Area
Product
Hydrologic
(cover type, treatment
of
Tbl.
Fig.
Fig.
Group
and hydrologic condition)
2-2
2-3
2-4
Acres
CN x area
A
Woods, Good condition
30
1.47
44.12
(CaB)
B
Woods, Good condition
55
5.82
319.89
(PaD2)
A
Pasture -
continuous forage for grazing, Good Condition
39
3.23
125.93
(CaB)
B
Pasture
- continuous forage for grazing, Good Condition
61
0.50
30.71
(PaD2)
* Use only one CN source per line
Totals =
11.02
520.65
CN (weighted) total product = 520.649 = 47.2
Use CN= 47
total area
11.0193
2. Runoff
Storm #1 Storm #2
Storm #3
Frequency
yr
2
10
100
Rainfall , P (24-hour)
in
3.48
5.04
7.49
Runoff, Q
in
0.12
0.55
1.66
(Use P and CN with table 3-11,
fig. 2-1,
and equation 3-14)
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Assocates, PA
5121 Kingdom Way, Suite 208
Raleigh INC 27607
Rainfall, P, taken from:
NCDENR BMP Design Manual, July 2007
E-2 Predeveloped
CN Calcs 1-28-16.xlsx
3/24/2016

ESP Associates, P.A.
5121 Kingdom Way, Suite 208 Raleigh, NC 27607 Phone [phone] Fax [phone]
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Assocates, PA
5121 Kingdom Way, Suite 208
Raleigh INC 27607
Rainfall, P, taken from:
NCDENR BMP Design Manual, July 2007
E-3 Predeveloped
CN Calcs 1-28-16.xlsx
3/24/2016
Runoff Curve Number and Runoff
Project Hidden Lake
- Phase 2
By AEF Date
1/19/2016
Location Franklin County, North Carolina
Checked SM Date
Circle One: Present
Developed E-3 Predeveloped
1. Runoff Curve Number
Soil
Cover Description
CN*
Area
Product
Hydrologic
(cover type, treatment
of
Tbl.
Fig.
Fig.
Group
and hydrologic condition)
2-2
2-3
2-4
Acres
CN x area
B
Woods, Good condition
55
1.03
56.56
(CaB)
D
Woods, Good condition
77
2.16
166.23
(PaD2)
B
Pasture -
continuous forage for grazing, Good Condition
61
0.99
60.54
(CaB)
D
Pasture
- continuous forage for grazing, Good Condition
80
3.15
251.72
(PaD2)
* Use only one CN source per line
Totals = 7.33
535.05
CN (weighted) total product = 535.053 = 73.0
Use CN= 73
total area
7.32622
2. Runoff
Storm #1 Storm #2
Storm #3
Frequency
yr
2 10
100
Rainfall , P (24-hour)
in
3.48 5.04
7.49
Runoff, Q
in
1.17 2.31
4.36
(Use P and CN with table 3-11,
fig. 2-1,
and equation 3-14)
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Assocates, PA
5121 Kingdom Way, Suite 208
Raleigh INC 27607
Rainfall, P, taken from:
NCDENR BMP Design Manual, July 2007
E-3 Predeveloped
CN Calcs 1-28-16.xlsx
3/24/2016

ESP Associates, P.A.
5121 Kingdom Way, Suite 208 Raleigh, NC 27607 Phone [phone] Fax [phone]
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Assocates, PA
5121 Kingdom Way, Suite 208
Raleigh INC 27607
Rainfall, P, taken from:
NCDENR BMP Design Manual, July 2007
E-4 Predeveloped
CN Calcs 1-28-16.xlsx
3/24/2016
Runoff Curve Number and Runoff
Project Hidden Lake
- Phase 2
By AEF
Date
1/19/2016
Location Franklin County, North Carolina
Checked SM
Date
Circle One: Present
Developed E-4 Predeveloped
1. Runoff Curve Number
Soil
Cover Description
CN*
Area
Product
Hydrologic
(cover type, treatment
of
Tbl.
Fig.
Fig.
Group
and hydrologic condition)
2-2
2-3
2-4
Acres
CN x area
A
Woods, Good condition
30
2.75
82.36
(CaB)
B
Woods, Good condition
55
34.55
1900.28
(WbD)(WeB)(WeD)
C
Woods, Good condition
70
2.93
205.19
(VaC)
D
Woods, Good condition
77
1.51
116.08
(ChA)
A
Pasture -
continuous forage for grazing, Good Condition
39
6.69
260.83
(CaB)
B
Pasture -
continuous forage for grazing, Good Condition
61
8.69
530.20
(PaD2)
C
Pasture -
continuous forage for grazing, Good Condition
74
1.16
86.01
(VaC)
* Use only one CN source per line
Totals =
58.28
3180.95
CN (weighted) total product = 3180.95 = 54.6
Use CN= 55
total area
58.2769
2. Runoff
Storm #1
Storm #2
Storm #3
Frequency
yr
2
10
100
Rainfall , P (24-hour)
in
3.48
5.04
7.49
Runoff, Q
in
0.34
1.00
2.44
(Use P and CN with table 3-11,
fig. 2-1,
and equation 3-14)
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Assocates, PA
5121 Kingdom Way, Suite 208
Raleigh INC 27607
Rainfall, P, taken from:
NCDENR BMP Design Manual, July 2007
E-4 Predeveloped
CN Calcs 1-28-16.xlsx
3/24/2016

ESP Associates, P.A.
5121 Kingdom Way, Suite 208 Raleigh, NC 27607 Phone [phone] Fax [phone]
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Assocates, PA
5121 Kingdom Way, Suite 208
Raleigh INC 27607
Rainfall, P, taken from:
NCDENR BMP Design Manual, July 2007
E-5 Predeveloped
CN Calcs 1-28-16.xlsx
3/24/2016
Runoff Curve Number and Runoff
Project Hidden Lake
- Phase 2
By AEF Date
1/19/2016
Location Franklin County, North Carolina
Checked SM Date
Circle One: Present
Developed E-5 Predeveloped
1. Runoff Curve Number
Soil
Cover Description
CN*
Area
Product
Hydrologic
(cover type, treatment
of
Tbl.
Fig.
Fig.
Group
and hydrologic condition)
2-2
2-3
2-4
Acres
CN x area
B
Woods, Good condition
55
17.10
940.74
(WbD)(WeB)(WeD)
D
Woods, Good condition
77
0.56
42.86
(VaC)
B
Pasture
- continuous forage for grazing, Good Condition
61
2.38
145.18
(WbD)(WeB)(WeD)
* Use only one CN source per line
Totals = 20.04
1128.78
CN (weighted) total product = 1128.78 = 56.3
Use CN= 56
total area
20.0409
2. Runoff
Storm #1 Storm #2
Storm #3
Frequency
yr
2 10
100
Rainfall , P (24-hour)
in
3.48 5.04
7.49
Runoff, Q
in
0.37 1.06
2.54
(Use P and CN with table 3-11,
fig. 2-1,
and equation 3-14)
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Assocates, PA
5121 Kingdom Way, Suite 208
Raleigh INC 27607
Rainfall, P, taken from:
NCDENR BMP Design Manual, July 2007
E-5 Predeveloped
CN Calcs 1-28-16.xlsx
3/24/2016

ESP Associates, P.A.
5121 Kingdom Way, Suite 208 Raleigh, NC 27607 Phone [phone] Fax [phone]
Runoff Curve Number and Runoff
Project Hidden Lake - Phase 2
By AEF Date
1/19/2016
Location Franklin County, North Carolina
Checked SM Date
Circle One: Present Developed E-6 Predeveloped
1. Runoff Curve Number
Soil
Cover Description
CN*
Area
Product
Hydrologic
(cover type, treatment
of
Tbl.
Fig.
Fig.
Group
and hydrologic condition)
2-2
2-3
2-4
Acres
CN x area
B
Woods, Good condition
55
64.07
3523.63
(WCE)(WbD)(We6)(WeC)(WeD)
D
Woods, Good condition
77
1.21
93.04
(ChA)
B
Pasture - continuous forage for grazing, Good Condition
61
9.34
569.78
(WcE)(WbD)(WeB)(WeC)(WeD)
D
Pasture - continuous forage for grazing, Good Condition
80
0.29
23.36
(ChA)
N/A
Paved areas, streets, roofs, driveways, etc (excl.ROW)
98
0.71
69.56
* Use only one CN source per line
Totals = 75.62
4279.37
CN (weighted) total product = 4279.37 = 56.6
Use CN= 57
total area 75.6168
2. Runoff
Storm #1 Storm #2
Storm #3
Frequency yr
2 10
100
Rainfall , P (24-hour) in
3.48 5.04
7.49
Runoff, Q in
0.41 1.13
2.65
(Use P and CN with table 3-11, fig. 2-1,
and equation 3-14)
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Assocates, PA
5121 Kingdom Way, Suite 208
Raleigh INC 27607
Rainfall, P, taken from:
NCDENR BMP Design Manual, July 2007
E-6 Predeveloped
CN Calcs 1-28-16.xlsx
3/24/2016

ESP Associates, P.A.
5121 Kingdom Way, Suite 208 Raleigh, NC 27607 Phone [phone] Fax [phone]
Runoff Curve Number and Runoff
Project Hidden Lake - Phase 2
By AEF
Date
1/19/2016
Location Franklin County, North Carolina
Checked SM
Date
Circle One: Present Developed P-1 Developed
1. Runoff Curve Number
Soil
Cover Description
CN*
Area
Product
Hydrologic
(cover type, treatment
of
Tbl.
Fig.
Fig.
Group
and hydrologic condition)
2-2
2-3
2-4
Acres
CN x area
A
Woods, Good condition
30
0.50
14.99
(CaB)
A
Open space, Good condition (grass cover > 75%)
39
1.80
70.02
(CaB)
B
Open space, Good condition (grass cover > 75%)
61
1.54
93.68
(PaD2)
N/A
Paved areas, streets, roofs, driveways, etc (excl.ROW)
98
0.19
18.81
* Use only one CN source per line
Totals =
4.02
197.51
CN (weighted) total product = 197.509 = 49.1
Use CN= 49
total area 4.02284
2. Runoff
Storm #1
Storm #2
Storm #3
Frequency yr
2
10
100
Rainfall , P (24-hour) in
3.48
5.04
7.49
Runoff, Q in
0.17
0.65
1.85
(Use P and CN with table 3-11, fig. 2-1,
and equation 3-14)
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Assocates, PA
5121 Kingdom Way, Suite 208
Raleigh INC 27607
Rainfall, P, taken from:
NCDENR BMP Design Manual, July 2007
P-1 Developed
CN Calcs 1-28-16.xlsx
3/24/2016

ESP Associates, P.A.
5121 Kingdom Way, Suite 208 Raleigh, NC 27607 Phone [phone] Fax [phone]
Runoff Curve Number and Runoff
Project Hidden Lake - Phase 2
By AEF
Date
1/19/2016
Location Franklin County, North Carolina
Checked SM
Date
Circle One: Present cjDeveloped P-2 Developed
1. Runoff Curve Number
Soil
Cover Description
CN*
Area
Product
Hydrologic
(cover type, treatment
of
Tbl.
Fig.
Fig.
Group
and hydrologic condition)
2-2
2-3
2-4
Acres
CN x area
B
Open space, Good condition (grass cover > 75%)
(CaB)
61
0.99
60.66
* Use only one CN source per line
Totals =
0.99
60.66
CN (weighted) total product = 60.6625 = 61.0
Use CN= 61
total area 0.99447
2. Runoff
Storm #1
Storm #2
Storm #3
Frequency yr
2
10
100
Rainfall , P (24-hour) in
3.48
5.04
7.49
Runoff, Q in
0.56
1.39
3.06
(Use P and CN with table 3-11, fig. 2-1,
and equation 3-14)
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Assocates, PA
5121 Kingdom Way, Suite 208
Raleigh INC 27607
Rainfall, P, taken from:
NCDENR BMP Design Manual, July 2007
P-2 Developed
CN Calcs 1-28-16.xlsx
3/24/2016

ESP Associates, P.A.
5121 Kingdom Way, Suite 208 Raleigh, NC 27607 Phone [phone] Fax [phone]
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Assocates, PA
5121 Kingdom Way, Suite 208
Raleigh INC 27607
Rainfall, P, taken from:
NCDENR BMP Design Manual, July 2007
P-3 Developed
CN Calcs 1-28-16.xlsx
3/24/2016
Runoff Curve Number and Runoff
Project Hidden Lake
- Phase 2
By AEF Date
1/19/2016
Location Franklin County,
North Carolina
Checked SM Date
Circle One: Present
Developed P-3 Developed
1. Runoff Curve Number
Soil
Cover Description
CN*
Area
Product
Hydrologic
(cover type, treatment
of
Tbl.
Fig.
Fig.
Group
and hydrologic condition)
2-2
2-3
2-4
Acres
CN x area
B
Woods, Good condition
55
1.03
56.56
(CaB)
D
Woods, Good condition
77
2.16
166.23
(PaD2)
B
Pasture
- continuous forage for grazing, Good Condition
61
0.99
60.54
(CaB)
D
Pasture
- continuous forage for grazing, Good Condition
80
3.15
251.72
(PaD2)
* Use only one CN source per line
Totals = 7.33
535.05
CN (weighted) total product = 535.053 = 73.0
Use CN= 73
total area
7.32622
2. Runoff
Storm #1 Storm #2
Storm #3
Frequency
yr
2 10
100
Rainfall , P (24-hour)
in
3.48 5.04
7.49
Runoff, Q
in
1.17 2.31
4.36
(Use P and CN with table 3-11, fig. 2-1,
and equation 3-14)
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Assocates, PA
5121 Kingdom Way, Suite 208
Raleigh INC 27607
Rainfall, P, taken from:
NCDENR BMP Design Manual, July 2007
P-3 Developed
CN Calcs 1-28-16.xlsx
3/24/2016

ESP Associates, P.A.
5121 Kingdom Way, Suite 208 Raleigh, NC 27607 Phone [phone] Fax [phone]
Runoff Curve Number and Runoff
Project Hidden Lake - Phase 2
By AEF
Date
1/19/2016
Location Franklin County, North Carolina
Checked SM
Date
Circle One: Present cjDeveloped P-4 Developed
1. Runoff Curve Number
Soil
Cover Description
CN*
Area
Product
Hydrologic
(cover type, treatment
of
Tbl.
Fig.
Fig.
Group
and hydrologic condition)
2-2
2-3
2-4
Acres
CN x area
A
Open space, Good condition (grass cover > 75%)
39
0.86
33.66
(CaB)
B
Open space, Good condition (grass cover > 75%)
(WeD)
61
6.73
410.58
N/A
Paved areas, streets, roofs, driveways, etc (excl.ROW)
98
0.45
44.55
A
Woods, Good condition
30
0.14
4.11
(CaB)
B
Woods, Good condition
55
8.78
483.16
(WeD)
D
Woods, Good condition
77
1.44
111.21
(ChA)
C
Open space, Good condition (grass cover > 75%)
74
0.49
35.94
(VaC)
* Use only one CN source per line
Totals =
18.90
1123.21
CN (weighted) total product = 1123.21 = 59.4
Use CN= 59
total area 18.9001
2. Runoff
Storm #1
Storm #2
Storm #3
Frequency yr
2
10
100
Rainfall , P (24-hour) in
3.48
5.04
7.49
Runoff, Q in
0.48
1.26
2.85
(Use P and CN with table 3-11, fig. 2-1,
and equation 3-14)
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Assocates, PA
5121 Kingdom Way, Suite 208
Raleigh INC 27607
Rainfall, P, taken from:
NCDENR BMP Design Manual, July 2007
P-4 Developed
CN Calcs 1-28-16.xlsx
3/24/2016

ESP Associates, P.A.
5121 Kingdom Way, Suite 208 Raleigh, NC 27607 Phone [phone] Fax [phone]
Runoff Curve Number and Runoff
Project Hidden Lake - Phase 2
By AEF
Date
1/19/2016
Location Franklin County, North Carolina
Checked SM
Date
Circle One: Present cjDeveloped P-5 Developed
1. Runoff Curve Number
Soil
Cover Description
CN*
Area
Product
Hydrologic
(cover type, treatment
of
Tbl.
Fig.
Fig.
Group
and hydrologic condition)
2-2
2-3
2-4
Acres
CN x area
B
Open space, Good condition (grass cover > 75%)
61
5.07
309.40
(WbD)(WcE)(WeB)(WeD)
D
Woods, Good condition
77
0.56
42.86
(ChA)
N/A
Paved areas, streets, roofs, driveways, etc (excl.ROW)
98
0.66
64.57
B
Woods, Good condition
55
11.12
611.41
(WbD)(WcE)(WeB)(WeD)
* Use only one CN source per line
Totals =
17.40
1028.25
CN (weighted) total product = 1028.25 = 59.1
Use CN= 59
total area 17.4042
2. Runoff
Storm #1
Storm #2
Storm #3
Frequency yr
2
10
100
Rainfall , P (24-hour) in
3.48
5.04
7.49
Runoff, Q in
0.48
1.26
2.85
(Use P and CN with table 3-11, fig. 2-1,
and equation 3-14)
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Assocates, PA
5121 Kingdom Way, Suite 208
Raleigh INC 27607
Rainfall, P, taken from:
NCDENR BMP Design Manual, July 2007
P-5 Developed
CN Calcs 1-28-16.xlsx
3/24/2016

ESP Associates, P.A.
5121 Kingdom Way, Suite 208 Raleigh, NC 27607 Phone [phone] Fax [phone]
Runoff Curve Number and Runoff
Project Hidden Lake - Phase 2
By AEF Date
1/19/2016
Location Franklin County, North Carolina
Checked SM Date
Circle One: Present Developed P-6 Developed
1. Runoff Curve Number
Soil
Cover Description
CN*
Area
Product
Hydrologic
(cover type, treatment
of
Tbl.
Fig.
Fig.
Group
and hydrologic condition)
2-2
2-3
2-4
Acres
CN x area
B
Woods, Good condition
55
58.31
3206.96
(WCE)(WbD)(We6)(WeC)(WeD)
D
Woods, Good condition
77
0.89
68.72
(ChA)
B
Open space, Good condition (grass cover > 75%)
61
11.87
723.94
(WcE)(WbD)(WeB)(WeC)(WeD)
D
Pasture - continuous forage for grazing, Good Condition
80
0.35
27.67
(ChA)
N/A
Paved areas, streets, roofs, driveways, etc (excl.ROW)
98
3.74
366.32
* Use only one CN source per line
Totals = 75.15
4393.60
CN (weighted) total product = 4393.6 = 58.5
Use CN= 58
total area 75.1525
2. Runoff
Storm #1 Storm #2
Storm #3
Frequency yr
2 10
100
Rainfall , P (24-hour) in
3.48 5.04
7.49
Runoff, Q in
0.45 1.19
2.75
(Use P and CN with table 3-11, fig. 2-1,
and equation 3-14)
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Assocates, PA
5121 Kingdom Way, Suite 208
Raleigh INC 27607
Rainfall, P, taken from:
NCDENR BMP Design Manual, July 2007
P-6 Developed
CN Calcs 1-28-16.xlsx
3/24/2016

ESP Associates, P.A.
5121 Kingdom Way, Suite 208 Raleigh, NC 27607 Phone [phone] Fax [phone]
Runoff Curve Number and Runoff
Project Hidden Lake - Phase 2 By AEF
Date
1/22/2016
Location Franklin County, North Carolina Checked SM
Date
Circle One: Present Developed Pond A Developed
1. Runoff Curve Number
Soil
Cover Description
CN*
Area
Product
Hydrologic
(cover type, treatment
of
Tbl.
Fig.
Fig.
Group
and hydrologic condition)
2-2
2-3
2-4
Acres
CN x area
N/A
Paved areas, streets, roofs, driveways, etc (excl.ROW)
98
2.36
230.97
A
Open space, Good condition (grass cover > 75%)
39
2.98
116.16
(CaB)
B
Open space, Good condition (grass cover > 75%)
61
1.94
118.42
(PaD2)(WeD)
* Use only one CN source per line Totals =
7.28
465.54
CN (weighted) total product = 465.54 = 64.0 Use CN= 64
total area 7.27642
2. Runoff
Storm #1
Storm #2
Storm #3
Frequency yr 2
10
100
Rainfall , P (24-hour) in 3.48
5.04
7.49
Runoff, Q in 0.69
1.61
3.38
(Use P and CN with table 3-11, fig. 2-1,
and equation 3-14)
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Assocates, PA
5121 Kingdom Way, Suite 208
Raleigh INC 27607
Rainfall, P, taken from:
NCDENR BMP Design Manual, July 2007
Pond A Developed
CN Calcs 1-28-16.xlsx
3/24/2016

ESP Associates, P.A.
5121 Kingdom Way, Suite 208 Raleigh, NC 27607 Phone [phone] Fax [phone]
Runoff Curve Number and Runoff
Project Hidden Lake - Phase 2 By
AEF Date
1/22/2016
Location Franklin County, North Carolina Checked
SM Date
Circle One: Present Developed Pond B Developed
1. Runoff Curve Number
Soil
Cover Description
CN*
Area
Product
Hydrologic
(cover type, treatment
of
Tbl.
Fig.
Fig.
Group
and hydrologic condition)
2-2
2-3
2-4
Acres
CN x area
N/A
Paved areas, streets, roofs, driveways, etc (excl.ROW)
98
2.41
235.98
A
Open space, Good condition (grass cover > 75%)
39
2.77
108.06
(CaB)
B
Open space, Good condition (grass cover > 75%)
61
3.41
207.73
(PaD2)(WeD)
* Use only one CN source per line
Totals = 8.58
551.78
CN (weighted) total product = 551.776 = 64.3
Use CN= 64
total area 8.58421
2. Runoff
Storm #1 Storm #2
Storm #3
Frequency yr
2 10
100
Rainfall , P (24-hour) in 3.48 5.04
7.49
Runoff, Q in 0.69
1.61
3.38
(Use P and CN with table 3-11, fig. 2-1,
and equation 3-14)
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Assocates, PA
5121 Kingdom Way, Suite 208
Raleigh INC 27607
Rainfall, P, taken from:
NCDENR BMP Design Manual, July 2007
Pond B Developed
CN Calcs 1-28-16.xlsx
3/24/2016

ESP Associates, P.A.
5121 Kingdom Way, Suite 208 Raleigh, NC 27607 Phone [phone] Fax [phone]
Runoff Curve Number and Runoff
Project Hidden Lake - Phase 2 By
AEF Date
1/22/2016
Location Franklin County, North Carolina Checked
SM Date
Circle One: Present Developed Pond C Developed
1. Runoff Curve Number
Soil
Cover Description
CN*
Area
Product
Hydrologic
(cover type, treatment
of
Tbl.
Fig.
Fig.
Group
and hydrologic condition)
2-2
2-3
2-4
Acres
CN x area
N/A
Paved areas, streets, roofs, driveways, etc (excl.ROW)
98
2.06
202.18
A
Open space, Good condition (grass cover > 75%)
39
4.25
165.72
(CaB)
B
Open space, Good condition (grass cover > 75%)
61
1.19
72.38
(PaD2)(WeD)
* Use only one CN source per line
Totals = 7.50
440.29
CN (weighted) total product = 440.285 = 58.7
Use CN= 59
total area 7.49888
2. Runoff
Storm #1 Storm #2
Storm #3
Frequency yr
2 10
100
Rainfall , P (24-hour) in 3.48 5.04
7.49
Runoff, Q in 0.48
1.26
2.85
(Use P and CN with table 3-11, fig. 2-1,
and equation 3-14)
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Assocates, PA
5121 Kingdom Way, Suite 208
Raleigh INC 27607
Rainfall, P, taken from:
NCDENR BMP Design Manual, July 2007
Pond C Developed
CN Calcs 1-28-16.xlsx
3/24/2016

ESP Associates, P.A.
5121 Kingdom Way, Suite 208 Raleigh, NC 27607 Phone [phone] Fax [phone]
Runoff Curve Number and Runoff
Project Hidden Lake - Phase 2
By AEF
Date
1/22/2016
Location Franklin County, North Carolina
Checked SM
Date
Circle One: Present Developed Pond D Developed
1. Runoff Curve Number
Soil
Cover Description
CN*
Area
Product
Hydrologic
(cover type, treatment
of
Tbl.
Fig.
Fig.
Group
and hydrologic condition)
2-2
2-3
2-4
Acres
CN x area
N/A
Paved areas, streets, roofs, driveways, etc (excl.ROW)
98
4.63
454.12
B
Open space, Good condition (grass cover > 75%)
61
8.58
523.49
(WeB)(WeD)(WeC)
C
Open space, Good condition (grass cover > 75%)
74
2.35
173.97
(VaC)
D
Open space, Good condition (grass cover > 75%)
80
0.07
5.34
(ChA)
* Use only one CN source per line
Totals =
15.63
1156.92
CN (weighted) total product = 1156.92 = 74.0
Use CN= 74
total area 15.6334
2. Runoff
Storm #1
Storm #2
Storm #3
Frequency yr
2
10
100
Rainfall , P (24-hour) in
3.48
5.04
7.49
Runoff, Q in
1.23
2.40
4.47
(Use P and CN with table 3-11, fig. 2-1,
and equation 3-14)
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Assocates, PA
5121 Kingdom Way, Suite 208
Raleigh INC 27607
Rainfall, P, taken from:
NCDENR BMP Design Manual, July 2007
Pond D Developed
CN Calcs 1-28-16.xlsx
3/24/2016

ESP Associates, P.A.
5121 Kingdom Way, Suite 208 Raleigh, NC 27607 Phone [phone] Fax [phone]
Runoff Curve Number and Runoff
Project Hidden Lake - Phase 2
By AEF Date
1/22/2016
Location Franklin County, North Carolina
Checked SM Date
Circle One: Present Developed Pond E Developed
1. Runoff Curve Number
Soil
Cover Description
CN*
Area
Product
Hydrologic
(cover type, treatment
of
Tbl.
Fig.
Fig.
Group
and hydrologic condition)
2-2
2-3
2-4
Acres
CN x area
N/A
Paved areas, streets, roofs, driveways, etc (excl.ROW)
98
3.07
300.86
B
Open space, Good condition (grass cover > 75%)
61
6.74
411.06
(WeB)(WeD)(WeC)
B
Woods, Good condition
55
0.89
48.81
(WeB)(WeD)(WeC)
* Use only one CN source per line
Totals = 10.70
760.73
CN (weighted) total product = 760.728 = 71.1
Use CN= 71
total area 10.6961
2. Runoff
Storm #1 Storm #2
Storm #3
Frequency yr
2 10
100
Rainfall , P (24-hour) in
3.48 5.04
7.49
Runoff, Q in
1.05 2.15
4.14
(Use P and CN with table 3-11, fig. 2-1,
and equation 3-14)
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Assocates, PA
5121 Kingdom Way, Suite 208
Raleigh INC 27607
Rainfall, P, taken from:
NCDENR BMP Design Manual, July 2007
Pond E Developed
CN Calcs 1-28-16.xlsx
3/24/2016

ESP Associates, P.A.
5121 Kingdom Way, Suite 208 Raleigh, NC 27607 Phone [phone] Fax [phone]
Runoff Curve Number and Runoff
Project Hidden Lake - Phase 2
By AEF Date
1/22/2016
Location Franklin County, North Carolina
Checked SM Date
Circle One: Present Developed Pond F Developed
1. Runoff Curve Number
Soil
Cover Description
CN*
Area
Product
Hydrologic
(cover type, treatment
of
Tbl.
Fig.
Fig.
Group
and hydrologic condition)
2-2
2-3
2-4
Acres
CN x area
N/A
Paved areas, streets, roofs, driveways, etc (excl.ROW)
98
1.36
133.28
B
Open space, Good condition (grass cover > 75%)
(WeB)(WeD)(WeC)
61
3.85
234.79
* Use only one CN source per line
Totals = 5.21
368.08
CN (weighted) total product = 368.077 = 70.7
Use CN= 71
total area 5.20911
2. Runoff
Storm #1 Storm #2
Storm #3
Frequency yr
2 10
100
Rainfall , P (24-hour) in
3.48 5.04
7.49
Runoff, Q in
1.05 2.15
4.14
(Use P and CN with table 3-11, fig. 2-1,
and equation 3-14)
Reference: Urban Hydrology for Small Watersheds
Technical Release 55, Soil Conservation Service
U.S. Department of Agriculture, June 1986
ESP Assocates, PA
5121 Kingdom Way, Suite 208
Raleigh INC 27607
Rainfall, P, taken from:
NCDENR BMP Design Manual, July 2007
Pond F Developed
CN Calcs 1-28-16.xlsx
3/24/2016

DRAINAGE BASIN ANALYSIS - Pre -Development Condition
Project: Hidden Lake Subdivision Phase 2
Basin ID
Drainage Basin Area (Ac)
Pery - Woods Pery - Lawns Impervious
CN = 45 CN = 74 CN = 98
Total DB
Area
Ac
% Impervious
1 -yr
cfs
2 -yr
cfs
Q
10 -yr
cfs
100 -yr
cfs
High Density:
E-1
6.38
0
0.00
6.38
0.0%
0.014
0.056
2.387
13.400
E-2
11.02
0
0.00
11.02
0.0%
1.194
4.034
16.070
41.210
E-3
7.33
0
0.00
7.33
0.0%
5.570
8.689
17.910
34.210
E-4
58.28
0
0.00
58.28
0.0%
2.344
8.508
41.450
121.180
TOTAL
83.01
0
0
83.01
0.0%
9.12
21.29
77.82
210.00
Low Density:
E-5
20.04
0
0.00
20.04
0.0%
1.084
3.770
16.920
47.090
E-6
75.62
0
0.00
75.62
0.0%
5.818
18.750
76.880
205.160
TOTAL
95.66
0
0
95.66
0.0%
6.902
22.52
93.8
252.25
OVERALL TOTAL
178.67
0
0
178.67
0.0%
16.024
43.807
171.617
462.25

Stage -Storage Data
POND A
Stage
Elev
Forebay
Main Pool
Area
Volume
Cum Volume
37,620.00
51,185.00
69,075.00
91,856.00
Original
10287
12424
0
297
0
2902
2902
0
0.00
1
298
977
3912
4889
3896
3,896.00
2
299
1463
5029
6492
5691
9,587.00
3
300
2041
6246
8287
7390
16,977.00
4
301
2710
7577
10287
9287
26,264.00
5
302
3470
8954
12424
11356
37,620.00
6
303
4313
10393
14706
13565
51,185.00
7
304
0
21504
21504
17890
69,075.00
8
305
0
24058
24058
22781
91,856.00
9
306
0
26669
26669
25364
117,220.00
10
307
0
29680
29680
28175
145,395.00
Average Depth Calculation (Min3'):
Use 6.5', Depth= 4.03
Depth (ft) -->
4
5
6
7
8
Optionl => Perm Pool Volume=
26,264.00
37,620.00
51,185.00
69,075.00
91,856.00
Perm Pool Area
10287
12424
14706
21504
24058
Avg Depth (ft) =
2.6
3.0
3.5
13.2
3.8
Option 2 => Avg Depth (ft) =
2.8
3.3
3.8
4.2
4.7

POND B
Stage
Elev
Forebay
Main Pool
Area
Volume
Cum Volume
36,549.00
51,870.00
70,953.00
91,466.00
Original
10204
12482
0
293
0
2123
2123
0
0.00
1
294
0
3103
3103
3637
3,637.00
2
295
2009
4154
6163
5288
8,925.00
3
296
2834
5263
8097
7130
16,055.00
4
297
3774
6430
10204
9151
25,206.00
5
298
4829
7653
12482
11343
36,549.00
6
299
0
18373
18373
15321
51,870.00
7
300
0
19793
19793
19083
70,953.00
8
301
0
21232
21232
20513
91,466.00
9
302
0
22678
22678
21955
113,421.00
Average Depth Calculation (Min3'): Use 5.5', Depth= 3.37
Depth (ft) -->
4
5
6
7
8
Optionl => Perm Pool Volume=
25,206.00
36,549.00
51,870.00
70,953.00
91,466.00
Perm Pool Area
10204
12482
18373
19793
21232
Avg Depth (ft) =
2.5
2.9
2.8
3.6
4.3
Option 2 => Avg Depth (ft) =
2.6
3.1
3.6
4.1
4.6

POND C
Stage
Elev
Forebay
Main Pool
Area
Volume
Cum Volume
7,293.00
11,269.00
17,325.00
25,679.00
Original
2622
3588
0
318
0
593
593
0
0.00
1
319
0
1027
1027
810
810.00
2
320
257
1532
1789
1376
2,186.00
3
321
520
2102
2622
2122
4,308.00
4
322
852
2736
3588
2985
7,293.00
5
323
1251
3426
4677
3976
11,269.00
6
324
0
7759
7759
6056
17,325.00
7
325
0
8948
8948
8354
25,679.00
8
326
0
10193
10193
9571
35,250.00
9
327
0
11495
11495
10844
46,094.00
10
328
0
12853
12853
12174
58,268.00
Average Depth Calculation (Min3'):
Use 5.5', Depth= 3.25
Depth (ft) -->
3
4
5
6
8
Optionl => Perm Pool Volume=
4,308.00
7,293.00
11,269.00
17,325.00
25,679.00
Perm Pool Area
2622
3588
4677
7759
8948
Avg Depth (ft) =
1.6
2.0
2.4
2.2
2.9
Option 2 => Avg Depth (ft) =
2.0
2.6
3.0
3.5
4.5

POND D
Stage
Elev
Forebay
Main Pool
Area
Volume
Cum Volume
38,975.00
54,721.00
73,118.00
99,011.00
Original
11933
14431
0
327
1080
4459
5539
0
0.00
1
328
1569
5891
7460
6500
6,500.00
2
329
2119
7477
9596
8528
15,028.00
3
330
2744
9189
11933
10765
25,793.00
4
331
3464
10967
14431
13182
38,975.00
5
332
4220
12840
17060
15746
54,721.00
6
333
0
24592
24592
18397
73,118.00
7
334
0
27194
27194
25893
99,011.00
8
335
0
29853
29853
28524
127,535.00
9
336
0
32568
32568
31211
158,746.00
10
337
0
35340
35340
33954
192,700.00
Average Depth Calculation (Min3'):
Use 5.5', Depth= 3.58
Depth (ft) -->
3
4
5
6
8
Optionl => Perm Pool Volume=
25,793.00
38,975.00
54,721.00
73,118.00
99,011.00
Perm Pool Area
11933
14431
17060
24592
27194
Avg Depth (ft) =
2.2
2.7
3.2
3.0
3.6
Option 2 => Avg Depth (ft) =
2.2
2.8
3.4
3.8
4.9

POND E
Stage
Elev
Forebay
Main Pool
Area
Volume
Cum Volume
37,238.00
50,841.00
68,041.00
88,309.00
Original
10881
12659
0
315
791
5475
6266
0
0.00
1
316
1243
6435
7678
6972
6,972.00
2
317
1770
7446
9216
8447
15,419.00
3
318
2363
8518
10881
10049
25,468.00
4
319
3014
9645
12659
11770
37,238.00
5
320
3718
10829
14547
13603
50,841.00
6
321
0
19444
19444
17200
68,041.00
7
322
0
21091
21091
20268
88,309.00
8
323
0
22796
22796
21944
110,253.00
9
324
0
24556
24556
23676
133,929.00
10
325
26373
26373
25465
159,394.00
Average Depth Calculation (Min3'):
Use 5.5', Depth= 3.87
Depth (ft) -->
3
4
5
6
8
Optionl => Perm Pool Volume=
25,468.00
37,238.00
50,841.00
68,041.00
88,309.00
Perm Pool Area
10881
12659
14547
19444
21091
Avg Depth (ft) =
2.3
2.9
3.5
3.5
4.2
Option 2 => Avg Depth (ft) =
2.4
3.0
3.6
4.1
5.3

POND F
Stage
Elev
Forebay
Main Pool
Area
Volume
Cum Volume
11,781.00
18,234.00
27,918.00
41,076.50
Original
4118
5622
0
308
0
660
660
0
0.00
1
309
296
1396
1692
1176
1,176.00
2
310
554
2276
2830
2261
3,437.00
3
311
864
3254
4118
3474
6,911.00
4
312
1231
4391
5622
4870
11,781.00
5
313
1654
5630
7284
6453
18,234.00
6
314
0
12254
12254
9684
27,918.00
7
315
0
14063
14063
13158.5
41,076.50
8
316
0
16221
16221
15142
56,218.50
9
317
0
17868
17868
17044.5
73,263.00
Average Depth Calculation (Min3'):
Use 5.5', Depth= 3.17
Depth (ft) -->
3
4
5
6
8
Optionl => Perm Pool Volume=
6,911.00
11,781.00
18,234.00
27,918.00
41,076.50
Perm Pool Area
4118
5622
7284
12254
14063
Avg Depth (ft) =
1.7
2.1
2.5
2.3
2.9
Option 2 => Avg Depth (ft) =
1.9
2.5
3.0
3.4
4.4

Volume Required for WO (First Flushl
Design Rainfall Event (in) = 1;0
Simple Method:
Runoff Coeff (Rv) = 0.05 +0.9 x Impervious Fraction
Runoff Volume (V) = 3630 x Rainfall x Rvx Drainage Area
Pre -Developed
Drainage Area (Ac) =
4.14
Impervious Area (Ac) =
0
Impervious Fraction (1) =
0.00
Rv (in/in) =
0.050
Post Developed
POND A
Table 10-1
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve S5 Pe -f TSS
Pollutm f R-.,.1 Fi-Fi-- - u.. the kA -,fain and Piens f Regions. Adaated from Da 11.1986
Fercent
Impervious
C.-
3.0
1.0
P-t Poal Average Depth (ft)
5.0 6.0 7.0
8.0
9.0
1010
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20'6
0.97
0.79
070
0.59
0.51
0.46
0.44
301.
1.34
1.03
0.97
4.83
0.70
0.64
0.62
40'4
1.73
1.43
1.25
1.05
0.90
0.82
0.77
5016
206
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
701s
2,53
2.40
2.07
1.79
1.54
1.35
1.26
8014
3,36
2.78
2.38
2.10
1.86
1.60
1.42
9010
3,74
3.10
266
2.34
2.11
1.83
1.67
VALIDATE POND SHAPE/DEPTH FROM TABLE 10.1/Use Supplement table from DEN
Runoff Volume (V) = 3630 x Rainfall x Rv x DA sheet
Runoff Volume V (Cu Ft) = 751.41 %IA SA/DA - 4' SA/DA - 5' SA/DA @ 4.0'
30.0% 1.08 0.97 1.08
40.0% 1.43 1.25 1.43
32.4% 1.16 1.04 1.16WE
Drainage Area (Ac) = 7.28
Impervious Area (Ac) = 2.36
Impervious Fraction (1) = 0.324
Rv (in/in) = 0.342
Runoff Volume (V) = 3630 x Rainfall x DA
A. Runoff Volume - V (cu ft) = 9,031.44 cu ft
1 -year, 24 hour storm, intensity (in/hr)
B. Net Runoff Volume Post -Pre = 24,980.79 cu ft
Required WQ Volume (cu ft) =
Orifice Design
Sizing Permanent Pool
2-5 days
at depth (ft)
Corresponding SA/DA =
1.16
4
Reqd SA(SF)=
3,693.19
4
Provided SA (SF) =
18,105.00
OK
Pond Bottom Elev =
297
2902
Permanent Pool Elev =
303.5
18,105.00
Permanent Pool Vol (cu ft) =
60,130.00
in/hr at 15 -min
(Use B only when in Coastal Region - Not applicable in this case)
9,031.44 cu ft fk� USE (A)
Interpolate
Area
Area
Target Drawdown time =
2-5 days
Volume =
9,031.44
Cd =
0.6
From Stage -Storage info: Stage Cum Vol
Orifice Inv Elev WQ vol level Bottom of WQstorage (h1) 303.5 60,130.00 Head diff = 1.5
303.5 303.93 Next storage contour 305 91856.00 Vol Diff = 31726
WQ Elev (h2) 303.93 Delta Head= (1.07)
Driving Head, H = 0.43 ft
For drawdown calculations, use H/3 = 0.14 ft
Q= Cd x A x Sqrt (2gH)
Try Dia= 2 in
Orifice Area = 0.021815972 sq ft
Q= 0.040 cfs
Drawdown time = Required Volume / Qthrough Orifice
Drawdown time = 227893.74 sec
63.30 hrs
2.64 days

Volume Required for WO (First Flushl
Design Rainfall Event (in) = 1;0
Simple Method:
Runoff Coeff (Rv) = 0.05 +0.9 x Impervious Fraction
Runoff Volume (V) = 3630 x Rainfall x Rvx Drainage Area
Pre -Developed
Drainage Area (Ac) =
0.79
Impervious Area (Ac) =
0
Impervious Fraction (1) =
0.00
Rv (in/in) =
0.050
Post Developed
POND B
Table 10-1
Surface Area to Drainage Area Ratio for Permanent Pool Sizmg to Achieve S5 Pe -f TSS
Pollutm f R-.,.1 Fi-Fi-- - u.. the kA -,fain and Piens f Regions. Adaated from Da 11.1986
Fercent
Impervious
C.-
3.0
1.0
P-t Poal Average Depth (ft)
5.0 6.0 7.0
8.0
9.0
1010
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20'6
0.97
0.79
070
0.59
0.51
0.46
0.44
301.
1.34
1.03
0.97
4.83
0.70
0.64
0.62
40'4
1.73
1.43
1.25
1.05
0.90
0.82
0.77
5016
206
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
701s
2,53
2.40
2.07
1.79
1.54
1.35
1.26
8014
3,36
2.788
2.38
2.10
1.86
1.60
1.42
9010
3.74
3.10
2.66
2.34
2.11
1.83
1.67
VALIDATE POND SHAPE/DEPTH FROM TABLE 10.1/Use Supplement table from DEN
Runoff Volume (V) = 3630 x Rainfall x Rv x DA sheet
Runoff Volume V (Cu Ft) = 143.39 % IA SA/DA - 3' SA/DA - 4' SA/DA @ 3.4'
20.0% 0.97 0.79 0.90
30.0% 1.34 1.08 1.24
28.1% 1.27 1.02 1.17
Drainage Area (Ac) = 8.59
Impervious Area (Ac) = 2.41
Impervious Fraction (1) = 0.281
Rv (in/in) = 0.303
Runoff Volume (V) = 3630 x Rainfall x DA
A. Runoff Volume - V (cu ft) = 9,432.56 cu ft
1 -year, 24 hour storm, intensity (in/hr)
B. Net Runoff Volume Post -Pre = 25,510.04 cu ft
Required WQ Volume (cu ft) =
Orifice Design
Sizing Permanent Pool
2-5 days
at depth (ft)
Corresponding SA/DA =
1.17
3.4
Reqd SA(SF)=
4,378.99
3.4
Provided SA (SF) =
15,427.50
OK
Pond Bottom Elev =
293
2123
Permanent Pool Elev =
298.5
15,427.50
Permanent Pool Vol (cu ft) =
44,209.50
in/hr at 15 -min
(Use B only when in Coastal Region - Not applicable in this case)
9,432.56 cu ft fk� USE (A)
Interpolate
Area
Area
Target Drawdown time =
2-5 days
Volume =
9,432.56
Cd =
0.6
From Stage -Storage info: Stage Cum Vol
Orifice Inv Elev WQ vol level Bottom of WQstorage (h1) 298.5 44,209.50 Head diff = 1.5
298.5 299.03 Next storage contour 300 70953.00 Vol Diff = 26743.5
WQ Elev (h2) 299.03 Delta Head= (0.97)
Driving Head, H = 0.53 ft
For drawdown calculations, use H/3 = 0.18 ft
Q= Cd x A x Sqrt (2gH)
Try Dia= 2 in
Orifice Area = 0.021815972 sq ft
Q= 0.044 cfs
Drawdown time = Required Volume / Qthrough Orifice
Drawdown time = 213830.69 sec
59.40 hrs
2.47 days

Volume Required for WO (First Flushl
Design Rainfall Event (in) = 1;0
Simple Method:
Runoff Coeff (Rv) = 0.05 +0.9 x Impervious Fraction
Runoff Volume (V) = 3630 x Rainfall x Rvx Drainage Area
Pre -Developed
Drainage Area (Ac) =
2.55
Impervious Area (Ac) =
0
Impervious Fraction (1) =
0.00
Rv (in/in) =
0.050
Post Developed
POND
Table 10-1
Surface Area to Drainage Area Ratio for Permanent Pool Sizmg to Achieve S5 Pe -f TSS
Pollutm f R-.,.1 Fi-Fi-- - u.. the kA -,fain and Piens f Regions. Adaated from Da 11.1986
Fercent
Impervious
C.-
3.0
1.0
P-t Poal Average Depth (ft)
5.0 6.0 7.0
8.0
9.0
1010
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20'6
0.97
0.79
070
0.59
0.51
0.46
0.44
301.
1.34
1.03
0.97
4.83
0.70
0.64
0.62
40'4
1.73
1.43
1.25
1.05
0.90
0.82
0.77
5016
206
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
701s
2,53
2.40
2.07
1.79
1.54
1.35
1.26
8014
3,36
2.788
2.38
2.10
1.86
1.60
1.42
9010
3.74
3.10
2.66
2.34
2.11
1.83
1.67
VALIDATE POND SHAPE/DEPTH FROM TABLE 10.1/Use Supplement table from DEN
Runoff Volume (V) = 3630 x Rainfall x Rv x DA sheet
Runoff Volume V (Cu Ft) = 462.83 % IA SA/DA - 3' SA/DA - 4' SA/DA @ 3.3'
20.0% 0.97 0.79 0.92
30.0% 1.34 1.08 1.26
21.5% 1.25 1.01 1.17
Drainage Area (Ac) = 7.50
Impervious Area (Ac) = 2.06
Impervious Fraction (1) = 0.275
Rv (in/in) = 0.297
Runoff Volume (V) = 3630 x Rainfall x DA
A. Runoff Volume - V (cu ft) = 8,091.27 cu ft
1 -year, 24 hour storm, intensity (in/hr)
B. Net Runoff Volume Post -Pre = 21,805.26 cu ft
Required WQ Volume (cu ft) =
Orifice Design
Sizing Permanent Pool
2-5 days
at depth (ft)
Corresponding SA/DA =
1.17
3.1
Reqd SA(SF)=
3,836.59
3.1
Provided SA (SF) =
6,218.00
OK
Pond Bottom Elev =
318
593
Permanent Pool Elev =
323.5
6,218.00
Permanent Pool Vol (cu ft) =
14,297.00
in/hr at 15 -min
(Use B only when in Coastal Region - Not applicable in this case)
8,091.27 cu ft fk� USE (A)
Interpolate
Area
Area
Target Drawdown time =
2-5 days
Volume =
8,091.27
Cd =
0.6
From Stage -Storage info: Stage Cum Vol
Orifice Inv Elev WQ vol level Bottom of WQstorage (h1) 323.5 14,297.00 Head diff = 1.5
323.5 324.57 Next storage contour 325 25679.00 Vol Diff = 11382
WQ Elev (h2) 324.57 Delta Head= (0.43)
Driving Head, H = 1.07 ft
For drawdown calculations, use H/3 = 0.36 ft
Q= Cd x A x Sqrt (2gH)
Try Dia= 1.5 in
Orifice Area = 0.012271484 sq ft
Q= 0.035 cfs
Drawdown time = Required Volume / Qthrough Orifice
Drawdown time = 229689.61 sec
63.80 hrs
2.66 days

Volume Required for WO (First Flushl
Design Rainfall Event (in) = 1;0
Simple Method:
Runoff Coeff (Rv) = 0.05 +0.9 x Impervious Fraction
Runoff Volume (V) = 3630 x Rainfall x Rvx Drainage Area
Pre -Developed
Drainage Area (Ac) =
2.55
Impervious Area (Ac) =
0
Impervious Fraction (1) =
0.00
Rv (in/in) =
0.050
Post Developed
POND D
Table 10-1
Surface Area to Drainage Area Ratio for Permanent Pool Sizmg to Achieve S5 Pe -f TSS
Pollutm f R-.,.1 Fi-Fiaexza- u.. the kA -,fain and Piens f Regions. Adaated from Da 11.1986
Fercent
Impervious
C.-
3.0
1.0
P-t Poal Average Depth (ft)
5.0 6.0 7.0
8.0
9.0
1010
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20'6
0.97
0.79
070
0.59
0.51
0.46
0.44
301.
1.34
1.03
0.97
0.83
0.70
0.64
0.62
40'4
1.73
1.43
1.25
1.05
0.90
0.82
0.77
5016
206
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
701s
2,53
2.40
2.07
1.79
1.54
1.35
1.26
8014
3,36
2.788
2.38
2.10
1.86
1.60
1.42
9010
3,74
3.10
2.66
2.34
2.11
1.83
1.67
VALIDATE POND SHAPE/DEPTH FROM TABLE 10.1/Use Supplement table from DEN
Runoff Volume (V) = 3630 x Rainfall x Rv x DA sheet
Runoff Volume V (Cu Ft) = 462.83 % IA SA/DA - 3' SA/DA - 4' SA/DA @ 3.6'
20.0% 0.97 0.79 0.86
30.0% 1.34 1.08 1.18
29.6% 1.33 1.07 1.17
Drainage Area (Ac) = 15.63
Impervious Area (Ac) = 4.63
Impervious Fraction (1) = 0.296
Rv (in/in) = 0.317
Runoff Volume (V) = 3630 x Rainfall x DA
A. Runoff Volume - V (cu ft) = 17,963.06 cu ft
1 -year, 24 hour storm, intensity (in/hr)
B. Net Runoff Volume Post -Pre = 49,008.92 cu ft
Required WQ Volume (cu ft) =
Orifice Design
Sizing Permanent Pool
2-5 days
at depth (ft)
Corresponding SA/DA =
1.17
3.6
Reqd SA (SF) =
7,978.42
3.6
Provided SA (SF) =
20,826.00
OK
Pond Bottom Elev =
327
5539
Permanent Pool Elev =
332.5
20,826.00
Permanent Pool Vol (cu ft) =
63,919.50
in/hr at 15 -min
(Use B only when in Coastal Region - Not applicable in this case)
17,963.06 cu ft fk� USE (A)
Interpolate
Area
Area
Target Drawdown time =
2-5 days
Volume =
17,963.06
Cd =
0.6
From Stage -Storage info: Stage Cum Vol
Orifice Inv Elev WQ vol level Bottom of WQstorage (h1) 332.5 63,919.50 Head diff = 1.5
332.5 333.27 Next storage contour 334 99011.00 Vol Diff = 35091.5
WQ Elev (h2) 333.27 Delta Head= (0.73)
Driving Head, H = 0.77 ft
For drawdown calculations, use H/3 = 0.26 ft
Q= Cd x A x Sqrt (2gH)
Try Dia= 2.5 in
Orifice Area = 0.034087457 sq ft
Q= 0.083 cfs
Drawdown time = Required Volume / Qthrough Orifice
Drawdown time = 216330.26 sec
60.09 hrs
2.50 days

Volume Required for WO (First Flushl
Design Rainfall Event (in) = 1;0
Simple Method:
Runoff Coeff (Rv) = 0.05 +0.9 x Impervious Fraction
Runoff Volume (V) = 3630 x Rainfall x Rvx Drainage Area
Pre -Developed
Drainage Area (Ac) =
2.55
Impervious Area (Ac) =
0
Impervious Fraction (1) =
0.00
Rv (in/in) =
0.050
Post Developed
POND
Table 10-1
Surface Area to Drainage Area Ratio for Permanent Pool Sizmg to Achieve S5 Pe -f TSS
Pollutm f R-.,.1 Fi-Fiaexza- u.. the kA -,fain and Piens f Regions. Adaated from Da 11.1986
Fercent
Impervious
C.-
3.0
1.0
P-t Poal Average Depth (ft)
5.0 6.0 7.0
8.0
9.0
1010
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20'6
0.97
0.79
070
0.59
0.51
0.46
0.44
301.
1.34
1.03
0.97
4.83
0.70
0.64
0.62
40'4
1.73
1.43
1.25
1.05
0.90
0.82
0.77
5016
206
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
701s
2,53
2.40
2.07
1.79
1.54
1.35
1.26
8014
3,36
2.788
2.38
2.10
1.86
1.60
1.42
9010
3,74
3.10
2.66
2.34
2.11
1.83
1.67
VALIDATE POND SHAPE/DEPTH FROM TABLE 10.1/Use Supplement table from DEN
Runoff Volume (V) = 3630 x Rainfall x Rv x DA sheet
Runoff Volume V (Cu Ft) = 462.83 %IA SA/DA - 3' SA/DA - 4' SA/DA @ 3.9'
20.0% 0.97 0.79 0.81
30.0% 1.34 1.08 1.11
28.7% 1.29 1.04 1.07
Drainage Area (Ac) = 10.70
Impervious Area (Ac) = 3.07
Impervious Fraction (1) = 0.287
Rv (in/in) = 0.308
Runoff Volume (V) = 3630 x Rainfall x DA
A. Runoff Volume - V (cu ft) = 11,971.74 cu ft
1 -year, 24 hour storm, intensity (in/hr)
B. Net Runoff Volume Post -Pre = 32,496.20 cu ft
Required WQ Volume (cu ft) =
Orifice Design
Sizing Permanent Pool
2-5 days
at depth (ft)
Corresponding SA/DA =
1.07
3.9
Reqd SA(SF)=
4,973.25
3.9
Provided SA (SF) =
16,995.50
OK
Pond Bottom Elev =
315
6266
Permanent Pool Elev =
320.5
16,995.50
Permanent Pool Vol (cu ft) =
59,441.00
in/hr at 15 -min
(Use B only when in Coastal Region - Not applicable in this case)
11,971.74 cu ft fk� USE (A)
Interpolate
Area
Area
Target Drawdown time =
2-5 days
Volume =
11,971.74
Cd =
0.6
From Stage -Storage info: Stage Cum Vol
Orifice Inv Elev WQ vol level Bottom of WQstorage (h1) 320.5 59,441.00 Head diff = 1.5
320.5 321.12 Next storage contour 322 88309.00 Vol Diff = 28868
WQ Elev (h2) 321.12 Delta Head= (0.88)
Driving Head, H = 0.62 ft
For drawdown calculations, use H/3 = 0.21 ft
Q= Cd x A x Sqrt (2gH)
Try Dia= 2 in
Orifice Area = 0.021815972 sq ft
Q= 0.048 cfs
Drawdown time = Required Volume / Qthrough Orifice
Drawdown time = 250284.08 sec
69.52 hrs
190 days

Volume Required for WO (First Flushl
Design Rainfall Event (in) = 1;0
Simple Method:
Runoff Coeff (Rv) = 0.05 +0.9 x Impervious Fraction
Runoff Volume (V) = 3630 x Rainfall x Rvx Drainage Area
Pre -Developed
Drainage Area (Ac) =
2.55
Impervious Area (Ac) =
0
Impervious Fraction (1) =
0.00
Rv (in/in) =
0.050
Post Developed
POND
Table 10-1
Surface Area to Drainage Area Ratio for Permanent Pool Sizmg to Achieve S5 Pe -f TSS
Pollutm f R-.,.1 Fi-Fi-- - u.. the kA -,fain and Piens f Regions. Adaated from Da 11.1986
Fercent
Impervious
C.-
3.0
1.0
P-t Poal Average Depth (ft)
5.0 6.0 7.0
8.0
9.0
1010
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20'6
0.97
0.79
070
0.59
0.51
0.46
0.44
301.
1.34
1.03
0.97
0.83
0.70
0.64
0.62
40'4
1.73
1.43
1.25
1.05
0.90
0.82
0.77
5016
206
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
701s
2,53
2.40
2.07
1.79
1.54
1.35
1.26
8014
3,36
2.788
2.38
2.10
1.86
1.60
1.42
9010
3,74
3.10
2.66
2.34
2.11
1.83
1.67
VALIDATE POND SHAPE/DEPTH FROM TABLE 10.1/Use Supplement table from DEN
Runoff Volume (V) = 3630 x Rainfall x Rv x DA sheet
Runoff Volume V (Cu Ft) = 462.83 %IA SA/DA - 3' SA/DA - 4' SA/DA @ 3.2'
20.0% 0.97 0.79 0.93
30.0% 1.34 1.08 1.29
26.1% 1.20 0.97 1.15
Drainage Area (Ac) = 5.21
Impervious Area (Ac) = 1.36
Impervious Fraction (1) = 0.261
Rv (in/in) = 0.285
Runoff Volume (V) = 3630 x Rainfall x DA
A. Runoff Volume - V (cu ft) = 5,388.74 cu ft
1 -year, 24 hour storm, intensity (in/hr)
B. Net Runoff Volume Post -Pre = 14,395.71 cu ft
Required WQ Volume (cu ft) =
Orifice Design
Sizing Permanent Pool
2-5 days
at depth (ft)
Corresponding SA/DA =
1.15
3.2
Reqd SA(SF)=
2,610.05
3.2
Provided SA (SF) =
9,769.00
OK
Pond Bottom Elev =
308
660
Permanent Pool Elev =
313.5
9,769.00
Permanent Pool Vol (cu ft) =
23,076.00
in/hr at 15 -min
(Use B only when in Coastal Region - Not applicable in this case)
5,388.74 cu ft fk� USE (A)
Interpolate
Area
Area
Target Drawdown time =
2-5 days
Volume =
5,388.74
Cd =
0.6
From Stage -Storage info: Stage Cum Vol
Orifice Inv Elev WQ vol level Bottom of WQstorage (h1) 313.5 23,076.00 Head diff = 1.5
313.5 313.95 Next storage contour 315 41076.50 Vol Diff = 18000.5
WQ Elev (h2) 313.95 Delta Head= (1.05)
Driving Head, H = 0.45ft
For drawdown calculations, use H/3 = 0.15 ft
Q= Cd x A x Sqrt (2gH)
Try Dia= 1.5 in
Orifice Area = 0.012271484 sq ft
Q= 0.023 cfs
Drawdown time = Required Volume / Qthrough Orifice
Drawdown time = 235727.05 sec
65.48 hrs
2.73 days

DRAINAGE BASIN AND DETENTION ANALYSIS - HIGH DENSITY AREA OF PHASE 2
Project: Hidden Lake Subdivision Phase 1
Safe Conveyance
Basin ID
Drainage Basin Area (Ac)
Pery - Woods Pery - Lawns Impervious
Total DB
Area
%Imp
1 -yr
2 -yr
Q
10 -yr
100 -yr
Top of
pond
berm
Freeboard
for 100 yr
Check if
FB>=1'
Perm Pool
EI
WQ Elev
Ac
cfs
Elev (ft)
ds
Elev (ft)
ds
Elev (ft)
cfs
Elev (ft)
ft
ft
ft
ft
Pre -Developed:
Total Pre-Dev High Density
83.01
0
0
83.01
0.0%
9.12
21.29
77.82
210.00
TOTAL - Pre
83.01
0
0
83.01
0.0%
9.12
21.29
77.82
210.00
Post Developed:
Pond A
0
4.92
2.36
7.28
32.4%
0.07
304.01
0.09
304.31
0.74
304.75
3.70
305.57
307
1.43
OK
303.5
303.93
Pond B
0
6.18
2.41
8.59
28.1%
0.08
299.21
0.20
299.56
1.54
300.01
18.02
300.96
302
1.04
OK
298.5
299.03
Pond C
0
5.44
2.06
7.5
27.5%
0.05
324.33
0.09
325.01
1.31
325.43
14.24
326.86
328
1.14
OK
323.5
324.57
Pond D
0
11
4.63
15.63
29.6%
0.45
333.86
1.38
334.06
6.26
334.96
45.94
336.07
337.2
1.13
OK
332.5
333.27
Pond E
0
7.63
3.07
10.7
28.7%
0.26
321.57
0.85
321.73
5.13
322.44
26.99
323.58
325
1.42
OK
320.5
321.12
Pond F
0
3.85
1.36
5.21
26.1%
0.06
314.47
0.27
314.62
1.70
315.12
14.75
315.88
317
1 1.12
OK
313.5
313.95
Total
0
39.02
15.89
54.91 1
28.9%
0.975
2.874
16.688
123.64
1 -yr 2 -yr 10 -yr
Verify if appropriate detention was achieved (Pre -post comparison) OK I OK I OK

I
Watershed Model Schematic Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
5
8
4 ffD
'�V'
1
4)
1
18
Legend 0
Hvd. Origin Description
1 SCS Runoff E-1
2 SCS Runoff E-2 22
3 SCS Runoff E-3
4 SCS Runoff E-4
5 Combine Existing Runoff -High Density
6 SCS Runoff E-5
7 SCS Runoff E-6 24
1101
8 Combine Existing Runoff -Estate
9 SCS Runoff P-1
10 SCS Runoff P-2
11 SCS Runoff P-3 26
12 SCS Runoff P-4
13 Combine Proposed Runoff -High Density
14 SCS Runoff P-5
15 SCS Runoff P-6 28
16 Combine Proposed Runoff -Estate
17 SCS Runoff Pond A Runoff
18 Reservoir Pond A Discharge
19 SCS Runoff Pond B Runoff
20 Reservoir Pond B Discharge 29
21 SCS Runoff Pond C Runoff
22 Reservoir Pond C Discharge
23 SCS Runoff Pond D Runoff
24 Reservoir Pond D Discharge 30
25 SCS Runoff Pond E Runoff
26 Reservoir Pond E Discharge
27 SCS Runoff Pond F Runoff
28 Reservoir Pond F Discharge
29 Combine Proposed Pond Discharge
30 Combine Total Proposed High Density Runoff
Project: Hidden Lake - Phase 2 3-3-16.gpw Wednesday, 03 / 23 / 2016

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D@2015 by Autodesk, Inc. v10.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.014
2
1440
347
------
------
------
E-1
2
SCS Runoff
1.194
2
726
8,697
------
------
------
E-2
3
SCS Runoff
5.570
2
728
21,247
------
------
------
E-3
4
SCS Runoff
2.344
2
750
34,714
------
------
------
E-4
5
Combine
7.810
2
730
65,006
1, 2, 3,
------
------
Existing Runoff -High Density
4
6
SCS Runoff
1.084
2
742
13,341
------
------
------
E-5
7
SCS Runoff
5.818
2
736
58,903
------
------
------
E-6
8
Combine
6.860
2
736
72,244
6,7
------
------
Existing Runoff -Estate
9
SCS Runoff
0.024
2
900
826
------
------
------
P-1
10
SCS Runoff
0.381
2
718
1,080
------
------
------
P-2
11
SCS Runoff
5.570
2
728
21,247
------
------
------
P-3
12
SCS Runoff
2.001
2
738
18,037
------
------
------
P-4
13
Combine
7.178
2
730
41,190
9, 10, 11,
------
------
Proposed Runoff -High Density
12
14
SCS Runoff
2.391
2
730
16,606
------
------
------
P-5
15
SCS Runoff
7.464
2
732
65,580
------
------
------
P-6
16
Combine
9.784
2
732
82,186
14, 15
------
------
Proposed Runoff -Estate
17
SCS Runoff
3.494
2
724
12,591
------
------
------
Pond A Runoff
18
Reservoir
0.068
2
1448
11,311
17
304.01
69,227
Pond A Discharge
19
SCS Runoff
4.836
2
722
15,695
------
------
------
Pond B Runoff
20
Reservoir
0.083
2
1446
14,479
19
299.21
55,903
Pond B Discharge
21
SCS Runoff
1.707
2
724
8,176
------
------
------
Pond C Runoff
22
Reservoir
0.052
2
1448
7,942
21
324.33
20,087
Pond C Discharge
23
SCS Runoff
15.45
2
724
46,082
------
------
- -
Pond D Runoff
24
Reservoir
0.454
2
1104
43,347
23
333.86
95,399
Pond D Discharge
25
SCS Runoff
8.250
2
726
28,651
------
------
------
Pond E Runoff
26
Reservoir
0.262
2
1160
25,741
25
321.57
79,660
Pond E Discharge
27
SCS Runoff
4.009
2
726
13,924
------
------
------
Pond F Runoff
28
Reservoir
0.056
2
1452
12,158
27
314.47
34,101
Pond F Discharge
29
Combine
0.958
2
1132
114,978
18, 20, 22,
------
------
Proposed Pond Discharge
24, 26, 28
30
Combine
7.473
2
730
156,168
13,29
------
------
Total Proposed High Density Runoff
Hidden Lake - Phase 2 3-3-16.gpw
Return Period: 1 Year
Wednesday, 03 / 23 / 2016

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D@2015 by Autodesk, Inc. v10.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.056
2
808
1,873
------
------
------
E-1
2
SCS Runoff
4.034
2
724
16,846
------
------
------
E-2
3
SCS Runoff
8.689
2
728
31,584
------
------
------
E-3
4
SCS Runoff
8.508
2
736
71,725
------
------
------
E-4
5
Combine
18.48
2
730
122,029
1, 2, 3,
------
------
Existing Runoff -High Density
4
6
SCS Runoff
3.770
2
734
26,676
------
------
------
E-5
7
SCS Runoff
18.75
2
730
114,098
------
------
------
E-6
8
Combine
22.36
2
730
140,775
6,7
------
------
Existing Runoff -Estate
9
SCS Runoff
0.155
2
728
2,399
------
------
------
P-1
10
SCS Runoff
0.837
2
718
1,899
------
------
------
P-2
11
SCS Runoff
8.689
2
728
31,584
------
------
------
P-3
12
SCS Runoff
5.276
2
734
33,159
------
------
------
P-4
13
Combine
13.55
2
730
69,041
9, 10, 11,
------
------
Proposed Runoff -High Density
12
14
SCS Runoff
6.465
2
728
30,527
------
------
------
P-5
15
SCS Runoff
21.75
2
730
123,504
------
------
------
P-6
16
Combine
27.98
2
730
154,031
14, 15
------
------
Proposed Runoff -Estate
17
SCS Runoff
6.416
2
724
20,342
------
------
------
Pond A Runoff
18
Reservoir
0.089
2
1450
17,984
17
304.31
76,053
Pond A Discharge
19
SCS Runoff
8.815
2
722
25,357
------
------
------
Pond B Runoff
20
Reservoir
0.200
2
1306
23,176
19
299.56
62,550
Pond B Discharge
21
SCS Runoff
4.194
2
722
14,677
------
------
------
Pond C Runoff
22
Reservoir
0.086
2
1446
13,943
21
325.01
25,766
Pond C Discharge
23
SCS Runoff
23.41
2
724
67,828
------
------
------
Pond D Runoff
24
Reservoir
1.376
2
836
65,018
23
334.06
100,679
Pond D Discharge
25
SCS Runoff
13.03
2
726
43,030
------
------
------
Pond E Runoff
26
Reservoir
0.850
2
846
40,038
25
321.73
82,739
Pond E Discharge
27
SCS Runoff
6.333
2
726
20,912
------
------
------
Pond F Runoff
28
Reservoir
0.273
2
956
18,866
27
314.62
36,041
Pond F Discharge
29
Combine
2.607
2
850
179,024
18, 20, 22,
------
------
Proposed Pond Discharge
24, 26, 28
30
Combine
13.98
2
730
248,065
13,29
------
------
Total Proposed High Density Runoff
Hidden Lake - Phase 2 3-3-16.gpw
Return Period: 2 Year
Wednesday, 03 / 23 / 2016

4
Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D@2015 by Autodesk, Inc. v10.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
2.387
2
722
10,517
------
------
------
E-1
2
SCS Runoff
16.07
2
722
46,446
------
------
------
E-2
3
SCS Runoff
17.91
2
726
62,612
------
------
------
E-3
4
SCS Runoff
41.45
2
734
211,529
------
------
------
E-4
5
Combine
67.33
2
728
331,105
1, 2, 3,
------
------
Existing Runoff -High Density
4
6
SCS Runoff
16.92
2
730
76,062
------
------
------
E-5
7
SCS Runoff
76.88
2
728
314,574
------
------
------
E-6
8
Combine
93.21
2
728
390,636
6,7
------
------
Existing Runoff -Estate
9
SCS Runoff
2.988
2
720
9,501
------
------
------
P-1
10
SCS Runoff
2.318
2
718
4,694
------
------
------
P-2
11
SCS Runoff
17.91
2
726
62,612
------
------
---
P-3
12
SCS Runoff
18.71
2
732
86,241
------
------
-----
P-4
13
Combine
36.86
2
728
163,048
9, 10, 11,
------
------
Proposed Runoff -High Density
12
14
SCS Runoff
22.68
2
726
79,397
------
------
------
P-5
15
SCS Runoff
82.66
2
728
330,654
------
------
------
P-6
16
Combine
104.64
2
728
410,051
14, 15
------
------
Proposed Runoff -Estate
17
SCS Runoff
15.58
2
724
45,218
------
------
------
Pond A Runoff
18
Reservoir
0.743
2
884
41,128
17
304.75
86,050
Pond A Discharge
19
SCS Runoff
21.26
2
722
56,367
------
------
------
Pond B Runoff
20
Reservoir
1.544
2
796
54,054
19
300.01
71,251
Pond B Discharge
21
SCS Runoff
13.43
2
722
37,186
------
------
------
Pond C Runoff
22
Reservoir
1.313
2
778
36,374
21
325.43
29,799
Pond C Discharge
23
SCS Runoff
47.13
2
722
132,554
------
------
------
Pond D Runoff
24
Reservoir
6.264
2
754
129,640
23
334.96
126,423
Pond D Discharge
25
SCS Runoff
27.35
2
724
86,566
------
------
------
Pond E Runoff
26
Reservoir
5.128
2
750
83,487
25
322.44
97,901
Pond E Discharge
27
SCS Runoff
13.29
2
724
42,069
------
------
------
Pond F Runoff
28
Reservoir
1.696
2
764
39,948
27
315.12
42,915
Pond F Discharge
29
Combine
15.96
2
760
384,629
18, 20, 22,
------
------
Proposed Pond Discharge
24, 26, 28
30
Combine
46.99
2
732
547,677
13,29
------
------
Total Proposed High Density Runoff
Hidden Lake - Phase 2 3-3-16.gpw
Return Period: 10 Year
Wednesday, 03 / 23 / 2016

Hydrograph Summary Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D@2015 by Autodesk, Inc. v10.4
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
13.40
2
720
34,139
------
------
------
E-1
2
SCS Runoff
41.21
2
722
109,117
------
------
------
E-2
3
SCS Runoff
34.21
2
726
118,105
------
------
------
E-3
4
SCS Runoff
121.18
2
732
516,476
------
------
------
E-4
5
Combine
180.45
2
726
777,838
1, 2, 3,
------
------
Existing Runoff -High Density
4
6
SCS Runoff
47.09
2
730
182,089
------
------
------
E-5
7
SCS Runoff
205.16
2
728
739,043
------
------
------
E-6
8
Combine
251.82
2
728
921,134
6,7
------
------
Existing Runoff -Estate
9
SCS Runoff
11.18
2
720
26,853
------
------
------
P-1
10
SCS Runoff
5.149
2
718
10,312
------
------
------
P-2
11
SCS Runoff
34.21
2
726
118,105
------
------
---
P-3
12
SCS Runoff
47.24
2
732
195,643
------
------
---
P-4
13
Combine
83.91
2
728
350,913
9, 10, 11,
------
------
Proposed Runoff -High Density
12
14
SCS Runoff
55.97
2
726
180,116
------
------
------
P-5
15
SCS Runoff
213.06
2
728
763,034
------
------
------
P-6
16
Combine
267.42
2
726
943,150
14, 15
------
------
Proposed Runoff -Estate
17
SCS Runoff
32.94
2
722
92,595
------
------
------
Pond A Runoff
18
Reservoir
3.702
2
760
88,342
17
305.57
106,432
Pond A Discharge
19
SCS Runoff
44.42
2
720
115,426
------
------
------
Pond B Runoff
20
Reservoir
18.02
2
732
113,031
19
300.96
90,572
Pond B Discharge
21
SCS Runoff
31.61
2
722
82,989
------
------
------
Pond C Runoff
22
Reservoir
14.24
2
730
82,149
21
326.86
44,441
Pond C Discharge
23
SCS Runoff
88.06
2
722
247,396
------
------
------
Pond D Runoff
24
Reservoir
45.94
2
732
244,392
23
336.07
161,028
Pond D Discharge
25
SCS Runoff
52.80
2
724
165,071
------
------
------
Pond E Runoff
26
Reservoir
26.99
2
736
161,919
25
323.58
123,798
Pond E Discharge
27
SCS Runoff
25.66
2
724
80,222
------
------
------
Pond F Runoff
28
Reservoir
14.75
2
736
78,051
27
315.88
54,385
Pond F Discharge
29
Combine
118.56
2
734
767,885
18, 20, 22,
------
------
Proposed Pond Discharge
24, 26, 28
30
Combine
198.17
2
732
1,118,798
13,29
------
------
Total Proposed High Density Runoff
Hidden Lake - Phase 2 3-3-16.gpw
Return Period: 100 Year
Wednesday, 03 / 23 / 2016

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 1
E-1
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 6.380 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 2.88 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
0.10
0.09
0.08
0.07
0.05
0.04
0.03
0.02
E-1
Hyd. No. 1 -- 1 Year
1
Wednesday, 03 / 23 / 2016
= 0.014 cfs
= 1440 min
= 347 cuft
= 45
= Oft
= 9.20 min
= Type II
= 484
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

TR55 Tc Worksheet
Hyd. No. 1
E-1
Description
Sheet Flow
Manning's n -value
Flow length (ft)
Two-year 24 -hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n -value
Velocity (ft/s)
7
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
A
= 0.130
= 150.0
= 3.48
= 3.90
= 8.87
= 59.00
= 4.60
= Unpaved
=3.46
= 0.28
= 0.00
= 0.00
= 0.00
= 0.015
=0.00
B
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00
TotalTravel Time, Tc..............................................................................
Totals
= 8.87
= 0.28
= 0.00
9.20 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 2
E-2
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 11.020 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 2.88 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
E-2
Hyd. No. 2 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 2
Wednesday, 03 / 23 / 2016
= 1.194 cfs
= 726 min
= 8,697 cuft
= 57
= Oft
= 10.50 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

TR55 Tc Worksheet
Hyd. No. 2
E-2
Description
Sheet Flow
Manning's n -value
Flow length (ft)
Two-year 24 -hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n -value
Velocity (ft/s)
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
A
= 0.130
= 150.0
= 3.48
= 5.30
= 7.85
= 388.00
= 6.57
= Unpaved
=4.14
= 1.56
= 0.00
= 0.00
= 0.00
= 0.015
=0.00
B
0.011
0.0
0.00
0.00
+ 0.00
309.00
8.36
Unpaved
4.67
+ 1.10
0.00
0.00
0.00
0.015
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00
TotalTravel Time, Tc..............................................................................
Totals
= 7.85
= 2.67
= 0.00
10.50 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 3
E-3
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 7.330 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 2.88 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
6.00
5.00
3.00
2.00
1.00
0.00 ' '
0 120 240
Hyd No. 3
E-3
Hyd. No. 3 -- 1 Year
10
Wednesday, 03 / 23 / 2016
= 5.570 cfs
= 728 min
= 21,247 cuft
= 73
= Oft
= 20.20 min
= Type II
= 484
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
I i i / I I I I I I I N. 1 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

11
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 3
E-3
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.400
0.011
0.011
Flow length (ft)
= 150.0
0.0
0.0
Two-year 24 -hr precip. (in)
= 3.48
0.00
0.00
Land slope (%)
= 11.20
0.00
0.00
Travel Time (min)
= 14.30 +
0.00 +
0.00 =
14.30
Shallow Concentrated Flow
Flow length (ft)
= 82.00
311.00
0.00
Watercourse slope (%)
= 13.10
0.32
0.00
Surface description
= Unpaved
Unpaved
Paved
Average velocity (ft/s)
=5.84
0.91
0.00
Travel Time (min)
= 0.23 +
5.68 +
0.00 =
5.91
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n -value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
20.20 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 4
E-4
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 58.280 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 2.88 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
3.00
2.00
1.00
0.00 ' '
0 120 240
Hyd No. 4
E-4
Hyd. No. 4 -- 1 Year
12
Wednesday, 03 / 23 / 2016
= 2.344 cfs
= 750 min
= 34,714 cuft
= 55
= Oft
= 27.70 min
= Type II
= 484
Q (cfs)
3.00
2.00
1.00
I I M I I I I I I % 1 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

13
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 4
E-4
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.400
0.011
0.011
Flow length (ft)
= 150.0
0.0
0.0
Two-year 24 -hr precip. (in)
= 3.48
0.00
0.00
Land slope (%)
= 2.40
0.00
0.00
Travel Time (min)
= 26.48 +
0.00 +
0.00 =
26.48
Shallow Concentrated Flow
Flow length (ft)
= 336.00
35.00
0.00
Watercourse slope (%)
= 9.50
33.00
0.00
Surface description
= Unpaved
Unpaved
Paved
Average velocity (ft/s)
=4.97
9.27
0.00
Travel Time (min)
= 1.13 +
0.06 +
0.00 =
1.19
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n -value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
TotalTravel Time, Tc..............................................................................
27.70 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 5
Existing Runoff -High Density
Hydrograph type = Combine Peak discharge
Storm frequency = 1 yrs Time to peak
Time interval = 2 min Hyd. volume
Inflow hyds. = 1, 2, 3, 4 Contrib. drain. area
Q (cfs)
8.00
K
2.00
0.00 ' '
0 120 240
Hyd No. 5
Existing Runoff -High Density
Hyd. No. 5 -- 1 Year
360 480 600
Hyd No. 1
Hyd No. 4
720
14
Wednesday, 03 / 23 / 2016
= 7.810 cfs
= 730 min
= 65,006 cuft
= 83.010 ac
Q (cfs)
8.00
4.00
2.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 2 Hyd No. 3

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 6
E-5
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 20.040 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 2.88 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
E-5
Hyd. No. 6 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 6
15
Wednesday, 03 / 23 / 2016
= 1.084 cfs
= 742 min
= 13,341 cuft
= 56
= Oft
= 24.40 min
= Type II
= 484
Q (cfs)
2.00
1.00
' 0.00
1080 1200 1320 1440 1560
Time (min)

16
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 6
E-5
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.400
0.011
0.011
Flow length (ft)
= 150.0
0.0
0.0
Two-year 24 -hr precip. (in)
= 3.48
3.48
0.00
Land slope (%)
= 3.60
0.00
0.00
Travel Time (min)
= 22.51 +
0.00 +
0.00 =
22.51
Shallow Concentrated Flow
Flow length (ft)
= 345.00
0.00
0.00
Watercourse slope (%)
= 8.10
0.00
0.00
Surface description
= Unpaved
Unpaved
Paved
Average velocity (ft/s)
=4.59
0.00
0.00
Travel Time (min)
= 1.25 +
0.00 +
0.00 =
1.25
Channel Flow
X sectional flow area (sqft)
= 13.00
0.00
0.00
Wetted perimeter (ft)
= 16.33
0.00
0.00
Channel slope (%)
= 5.10
0.00
0.00
Manning's n -value
= 0.026
0.015
0.015
Velocity (ft/s)
=11.11
0.00
0.00
Flow length (ft)
({0})408.0
0.0
0.0
Travel Time (min)
= 0.61 +
0.00 +
0.00 =
0.61
Total Travel Time, Tc..............................................................................
24.40 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 7
E-6
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 75.620 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 2.88 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
6.00
5.00
3.00
2.00
1.00
0.00 ' ---1-
0 120 240
Hyd No. 7
E-6
Hyd. No. 7 -- 1 Year
17
Wednesday, 03 / 23 / 2016
= 5.818 cfs
= 736 min
= 58,903 cuft
= 57
= Oft
= 22.89 min
= Type II
= 484
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
I i i EI I I I I I I. 1 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

18
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 7
E-6
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.400
0.400
0.011
Flow length (ft)
= 150.0
0.0
0.0
Two-year 24 -hr precip. (in)
= 3.48
0.00
0.00
Land slope (%)
= 6.50
0.00
0.00
Travel Time (min)
= 17.78 +
0.00 +
0.00 =
17.78
Shallow Concentrated Flow
Flow length (ft)
= 886.00
0.00
0.00
Watercourse slope (%)
= 3.20
0.00
0.00
Surface description
= Unpaved
Unpaved
Paved
Average velocity (ft/s)
=2.89
0.00
0.00
Travel Time (min)
= 5.12 +
0.00 +
0.00 =
5.12
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n -value
= 0.026
0.050
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
22.89 min

19
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Wednesday, 03 / 23 / 2016
Hyd. No. 8
Existing Runoff -Estate
Hydrograph type
= Combine Peak discharge
= 6.860 cfs
Storm frequency
= 1 yrs Time to peak
= 736 min
Time interval
= 2 min Hyd. volume
= 72,244 cuft
Inflow hyds.
= 6, 7 Contrib. drain. area
= 95.660 ac
Q (cfs)
7.00
.M
5.00
4.00
3.00
2.00
1.00
reffilTall
Existing Runoff -Estate
Hyd. No. 8 -- 1 Year
Q (cfs)
7.00
M
5.00
4.00
3.00
2.00
1.00
MrsysTall
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 8 Hyd No. 6 Hyd No. 7

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 9
P-1
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 4.000 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 2.88 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
0.10
0.09
0.08
0.07
0.05
0.04
0.03
0.02
P-1
Hyd. No. 9 -- 1 Year
20
Wednesday, 03 / 23 / 2016
= 0.024 cfs
= 900 min
= 826 cuft
= 49
= Oft
= 9.20 min
= Type II
= 484
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)

TR55 Tc Worksheet
Hyd. No. 9
P-1
Description
Sheet Flow
Manning's n -value
Flow length (ft)
Two-year 24 -hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n -value
Velocity (ft/s)
21
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
A
= 0.130
= 150.0
= 3.48
= 3.90
= 8.87
= 59.00
= 4.60
= Unpaved
=3.46
= 0.28
= 0.00
= 0.00
= 0.00
= 0.015
=0.00
B
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00
TotalTravel Time, Tc..............................................................................
Totals
= 8.87
= 0.28
= 0.00
9.20 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 10
P-2
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.990 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 2.88 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
P-2
Hyd. No. 10 -- 1 Year
Wednesday, 03 / 23 / 2016
= 0.381 cfs
= 718 min
= 1,080 cuft
= 61
= Oft
= 4.60 min
= Type II
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)

TR55 Tc Worksheet
Hyd. No. 10
P-2
Description
Sheet Flow
Manning's n -value
Flow length (ft)
Two-year 24 -hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n -value
Velocity (ft/s)
23
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
I1
= 0.240
= 82.0
= 3.48
= 20.40
= 4.61
= 0.00
= 0.00
= Unpaved
=0.00
= 0.00
= 0.00
= 0.00
= 0.00
= 0.015
=0.00
B
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Unpaved
0.00
+ 0.00
0.00
0.00
0.00
0.015
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
0.00
0.00
0.00
0.015
0.00
Flow length (ft) ({0})0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00
TotalTravel Time, Tc..............................................................................
Totals
= 4.61
= 0.00
= 0.00
4.60 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 11
P-3
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 7.330 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 2.88 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
6.00
5.00
3.00
2.00
1.00
0.00 ' '
0 120 240
Hyd No. 11
P-3
Hyd. No. 11 -- 1 Year
24
Wednesday, 03 / 23 / 2016
= 5.570 cfs
= 728 min
= 21,247 cuft
= 73
= Oft
= 20.20 min
= Type II
= 484
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
I i i / I I I I I I I N. 1 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

25
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 11
P-3
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.400
0.011
0.011
Flow length (ft)
= 150.0
0.0
0.0
Two-year 24 -hr precip. (in)
= 3.48
0.00
0.00
Land slope (%)
= 11.20
0.00
0.00
Travel Time (min)
= 14.30 +
0.00 +
0.00 =
14.30
Shallow Concentrated Flow
Flow length (ft)
= 82.00
311.00
0.00
Watercourse slope (%)
= 13.10
0.32
0.00
Surface description
= Unpaved
Unpaved
Paved
Average velocity (ft/s)
=5.84
0.91
0.00
Travel Time (min)
= 0.23 +
5.68 +
0.00 =
5.91
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n -value
= 0.015
0.015
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
20.20 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 12
P-4
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 18.900 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 2.88 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
3.00
2.00
1.00
0.00
0 120 240
Hyd No. 12
P-4
Hyd. No. 12 -- 1 Year
360 480 600 720 840
26
Wednesday, 03 / 23 / 2016
= 2.001 cfs
= 738 min
= 18,037 cuft
= 59
= Oft
= 27.67 min
= Type II
= 484
Q (cfs)
3.00
2.00
1.00
' 0.00
960 1080 1200 1320 1440 1560
Time (min)

27
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 12
P-4
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.400
0.011
0.011
Flow length (ft)
= 150.0
0.0
0.0
Two-year 24 -hr precip. (in)
= 3.48
0.00
0.00
Land slope (%)
= 2.40
0.00
0.00
Travel Time (min)
= 26.48 +
0.00 +
0.00 =
26.48
Shallow Concentrated Flow
Flow length (ft)
= 336.00
35.00
0.00
Watercourse slope (%)
= 9.50
33.00
0.00
Surface description
= Unpaved
Unpaved
Paved
Average velocity (ft/s)
=4.97
9.27
0.00
Travel Time (min)
= 1.13 +
0.06 +
0.00 =
1.19
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n -value
= 0.011
0.026
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
TotalTravel Time, Tc..............................................................................
27.67 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 13
Proposed Runoff -High Density
Hydrograph type = Combine Peak discharge
Storm frequency = 1 yrs Time to peak
Time interval = 2 min Hyd. volume
Inflow hyds. = 9, 10, 11, 12 Contrib. drain. area
Q (cfs)
8.00
K
2.00
0.00
0 120 240
Hyd No. 13
Proposed Runoff -High Density
Hyd. No. 13 -- 1 Year
360 480 600
Hyd No. 9
Hyd No. 12
720
Wednesday, 03 / 23 / 2016
= 7.178 cfs
= 730 min
= 41,190 cuft
= 31.220 ac
Q (cfs)
8.00
4.00
2.00
'_ ' 0.00
840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 10 Hyd No. 11

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 14
P-5
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 17.400 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 2.88 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
3.00
2.00
1.00
P-5
Hyd. No. 14 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 14
PIT
Wednesday, 03 / 23 / 2016
= 2.391 cfs
= 730 min
= 16,606 cuft
= 59
= Oft
= 18.50 min
= Type II
= 484
Q (cfs)
3.00
2.00
1.00
' 0.00
1080 1200 1320 1440 1560
Time (min)

30
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 14
P-5
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.400
0.011
0.011
Flow length (ft)
= 150.0
0.0
0.0
Two-year 24 -hr precip. (in)
= 3.48
0.00
0.00
Land slope (%)
= 6.70
0.00
0.00
Travel Time (min)
= 17.56 +
0.00 +
0.00 =
17.56
Shallow Concentrated Flow
Flow length (ft)
= 254.00
0.00
0.00
Watercourse slope (%)
= 7.30
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=4.36
0.00
0.00
Travel Time (min)
= 0.97 +
0.00 +
0.00 =
0.97
Channel Flow
X sectional flow area (sqft)
= 0.00
0.00
0.00
Wetted perimeter (ft)
= 0.00
0.00
0.00
Channel slope (%)
= 0.00
0.00
0.00
Manning's n -value
= 0.030
0.026
0.015
Velocity (ft/s)
=0.00
0.00
0.00
Flow length (ft)
({0})0.0
0.0
0.0
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Total Travel Time, Tc..............................................................................
18.50 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 15
P-6
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 75.150 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 2.88 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
8.00
K
2.00
0.00
0 120 240
Hyd No. 15
P-6
Hyd. No. 15 -- 1 Year
360 480 600 720 840
31
Wednesday, 03 / 23 / 2016
= 7.464 cfs
= 732 min
= 65,580 cuft
= 58
= Oft
= 22.60 min
= Type II
= 484
Q (cfs)
8.00
4.00
2.00
0.00
960 1080 1200 1320 1440 1560
Time (min)

32
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 15
P-6
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.400
0.400
0.011
Flow length (ft)
= 66.0
65.0
0.0
Two-year 24 -hr precip. (in)
= 3.48
3.48
0.00
Land slope (%)
= 4.50
12.30
0.00
Travel Time (min)
= 10.68 +
7.05 +
0.00 =
17.73
Shallow Concentrated Flow
Flow length (ft)
= 746.00
0.00
0.00
Watercourse slope (%)
= 4.20
0.00
0.00
Surface description
= Unpaved
Unpaved
Paved
Average velocity (ft/s)
=3.31
0.00
0.00
Travel Time (min)
= 3.76 +
0.00 +
0.00 =
3.76
Channel Flow
X sectional flow area (sqft)
= 3.14
3.75
0.00
Wetted perimeter (ft)
= 6.28
10.10
0.00
Channel slope (%)
= 1.00
2.00
0.00
Manning's n -value
= 0.011
0.030
0.050
Velocity (ft/s)
=8.51
3.62
0.00
Flow length (ft)
({0})40.0
234.0
0.0
Travel Time (min)
= 0.08 +
1.08 +
0.00 =
1.16
Total Travel Time, Tc..............................................................................
22.60 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 16
Proposed Runoff -Estate
Hydrograph type = Combine Peak discharge
Storm frequency = 1 yrs Time to peak
Time interval = 2 min Hyd. volume
Inflow hyds. = 14, 15 Contrib. drain. area
Q (cfs)
10.00
M
4.00
2.00
0.00
0 120 240
Hyd No. 16
Proposed Runoff -Estate
Hyd. No. 16 -- 1 Year
360 480 600
Hyd No. 14
720
33
Wednesday, 03 / 23 / 2016
= 9.784 cfs
= 732 min
= 82,186 cuft
= 92.550 ac
Q (cfs)
10.00
M
4.00
2.00
'U ' 0.00
840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 15

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 17
Pond A Runoff
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 7.280 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 2.88 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
4.00
3.00
2.00
1.00
0.00
0 120 240
Hyd No. 17
Pond A Runoff
Hyd. No. 17 -- 1 Year
360 480 600 720 840
34
Wednesday, 03 / 23 / 2016
= 3.494 cfs
= 724 min
= 12,591 cuft
= 66
= Oft
= 13.80 min
= Type II
= 484
Q (cfs)
4.00
3.00
2.00
1.00
' 0.00
960 1080 1200 1320 1440 1560
Time (min)

35
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 17
Pond A Runoff
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.240
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24 -hr precip. (in)
= 3.48
0.00
0.00
Land slope (%)
= 3.75
0.00
0.00
Travel Time (min)
= 10.64 +
0.00 +
0.00 =
10.64
Shallow Concentrated Flow
Flow length (ft)
= 88.00
0.00
0.00
Watercourse slope (%)
= 2.00
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=2.28
0.00
0.00
Travel Time (min)
= 0.64 +
0.00 +
0.00 =
0.64
Channel Flow
X sectional flow area (sqft)
= 1.23
1.77
3.14
Wetted perimeter (ft)
= 3.93
4.71
6.28
Channel slope (%)
= 1.00
1.00
1.00
Manning's n -value
= 0.011
0.011
0.011
Velocity (ft/s)
=6.21
7.02
8.51
Flow length (ft)
({0})358.0
474.0
200.0
Travel Time (min)
= 0.96 +
1.13 +
0.39 =
2.48
Total Travel Time, Tc..............................................................................
13.80 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 18
Pond A Discharge
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 17 - Pond A Runoff
Max. Elevation
Reservoir name
= Pond A
Max. Storage
Storage Indication method used. Wet pond routing start elevation = 303.50 ft.
Q (cfs)
4.00
3.00
2.00
1.00
Pond A Discharge
Hyd. No. 18 -- 1 Year
36
Wednesday, 03 / 23 / 2016
= 0.068 cfs
= 1448 min
= 11,311 cuft
= 304.01 ft
= 69,227 cuft
0.00 ' '
0 600 1200 1800 2400 3000 3600 4200 4800 5400
Hyd No. 18 Hyd No. 17 1111111 Total storage used = 69,227 cuft
Q (cfs)
4.00
3.00
2.00
1.00
1 0.00
6000
Time (min)

Pond Report 37
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Wednesday, 03 / 23 / 2016
Pond No. 4 - Pond A
Weir Structures
Pond Data
[A]
Contours -User-defined contour areas.
Average end area method
used for volume calculation. Begining Elevation = 297.00 ft
Stage / Storage Table
[A]
[B]
[C]
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 297.00
2,902
0
0
1.00 298.00
4,889
3,896
3,896
2.00 299.00
6,492
5,691
9,586
3.00 300.00
8,287
7,390
16,976
4.00 301.00
10,287
9,287
26,263
5.00 302.00
12,424
11,356
37,618
6.00 303.00
14,706
13,565
51,183
6.50 303.50
17,675
8,095
59,278
7.00 304.00
21,504
9,795
69,073
8.00 305.00
24,058
22,781
91,854
9.00 306.00
26,669
25,364
117,218
10.00 307.00
29,680
28,175
145,392
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
2.00
4.00
0.00
Crest Len (ft)
= 16.00
10.00
0.00
0.00
Span (in)
= 24.00
2.00
18.00
0.00
Crest EI. (ft)
= 305.50
306.00
0.00
0.00
No. Barrels
= 1
1
1
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert EI. (ft)
= 300.70
303.50
304.50
0.00
Weir Type
= 1
Broad
---
---
Length (ft)
= 68.00
1.00
0.50
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 0.62
0.50
0.50
n/a
N -Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Contour)
Multi -Stage
= n/a
Yes
Yes
No
TW Elev. (ft)
= 0.00
Stage (ft)
10.00
8.00
6.00
4.00
2.00
0.00 I I
0.00 6.00
Total Q
12.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s)
Stage / Discharge
Elev (ft)
307.00
305.00
303.00
301.00
299.00
I 297.00
18.00 24.00 30.00 36.00 42.00 48.00 54.00 60.00 66.00
Discharge (cfs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 19
Pond B Runoff
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 8.580 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 2.88 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 '
0 120 240
Hyd No. 19
Pond B Runoff
Hyd. No. 19 -- 1 Year
38
Wednesday, 03 / 23 / 2016
= 4.836 cfs
= 722 min
= 15,695 cuft
= 66
= Oft
= 12.60 min
= Type II
= 484
Q (cfs)
5.00
4.00
3.00
2.00
1.00
I I I I I I I I I I. 1 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

TR55 Tc Worksheet
Hyd. No. 19
Pond B Runoff
Description
Sheet Flow
Manning's n -value
Flow length (ft)
Two-year 24 -hr precip. (in)
Land slope (%)
Travel Time (min)
Shallow Concentrated Flow
Flow length (ft)
Watercourse slope (%)
Surface description
Average velocity (ft/s)
Travel Time (min)
Channel Flow
X sectional flow area (sqft)
Wetted perimeter (ft)
Channel slope (%)
Manning's n -value
Velocity (ft/s)
39
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
I1
= 0.240
= 100.0
= 3.48
= 5.30
= 9.27
= 195.00
= 4.00
= Unpaved
=3.23
= 1.01
= 1.23
= 3.93
= 2.30
= 0.011
=9.42
B
0.011
0.0
0.00
0.00
+ 0.00
125.00
1.50
Unpaved
1.98
+ 1.05
1.77
4.71
1.50
0.011
C
0.011
0.0
0.00
0.00
+ 0.00
0.00
0.00
Paved
0.00
+ 0.00
1.77
4.71
7.20
0.011
18.84
Flow length (ft) ({0})305.0 278.0 226.0
Travel Time (min) = 0.54 + 0.54 + 0.20
TotalTravel Time, Tc..............................................................................
Totals
= 9.27
= 2.06
= 1.28
12.60 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 20
Pond B Discharge
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 19 - Pond B Runoff
Max. Elevation
Reservoir name
= Pond B
Max. Storage
Storage Indication method used. Wet pond routing start elevation = 298.50 ft.
Q (cfs)
5.00
4.00
3.00
2.00
1.00
Pond B Discharge
Hyd. No. 20 -- 1 Year
40
Wednesday, 03 / 23 / 2016
= 0.083 cfs
= 1446 min
= 14,479 cuft
= 299.21 ft
= 55,903 cuft
0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400
Hyd No. 20 Hyd No. 19 1111111 Total storage used = 55,903 cuft
Q (cfs)
5.00
4.00
3.00
2.00
1.00
1 0.00
6000
Time (min)

Pond Report 41
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Wednesday, 03 / 23 / 2016
Pond No. 3 - Pond B
Weir Structures
Pond Data
[A]
Contours -User-defined contour areas.
Average end area method
used for volume calculation. Begining Elevation = 293.00 ft
Stage / Storage Table
[A]
[B]
[C]
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 293.00
2,862
0
0
1.00 294.00
4,412
3,637
3,637
2.00 295.00
6,163
5,288
8,925
3.00 296.00
8,097
7,130
16,055
4.00 297.00
10,204
9,151
25,205
5.00 298.00
12,482
11,343
36,548
5.50 298.50
15,215
6,924
43,472
6.00 299.00
18,373
8,397
51,869
7.00 300.00
19,793
19,083
70,952
8.00 301.00
21,232
20,513
91,465
9.00 302.00
22,678
21,955
113,420
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
2.00
4.00
0.00
Crest Len (ft)
= 16.00
10.00
0.00
0.00
Span (in)
= 24.00
2.00
18.00
0.00
Crest EI. (ft)
= 300.50
301.00
0.00
0.00
No. Barrels
= 1
1
1
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert EI. (ft)
= 297.54
298.50
299.50
0.00
Weir Type
= 1
Broad
---
---
Length (ft)
= 51.00
1.00
0.50
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 0.50
0.50
0.50
n/a
N -Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Contour)
Multi -Stage
= n/a
Yes
Yes
No
TW Elev. (ft)
= 0.00
Stage (ft)
10.00
8.00
6.00
:90I11
2.00
0.00
0.00 5.00
Total Q
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Elev (ft)
303.00
301.00
299.00
297.00
295.00
1 293.00
55.00
Discharge (cfs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 21
Pond C Runoff
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 7.500 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 2.88 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
Pond C Runoff
Hyd. No. 21 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 21
42
Wednesday, 03 / 23 / 2016
= 1.707 cfs
= 724 min
= 8,176 cuft
= 60
= Oft
= 12.40 min
= Type II
= 484
Q (cfs)
2.00
1.00
' 0.00
1080 1200 1320 1440 1560
Time (min)

43
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 21
Pond C Runoff
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.240
0.011
0.011
Flow length (ft)
= 100.0
0.0
0.0
Two-year 24 -hr precip. (in)
= 3.48
0.00
0.00
Land slope (%)
= 3.70
0.00
0.00
Travel Time (min)
= 10.70 +
0.00 +
0.00 =
10.70
Shallow Concentrated Flow
Flow length (ft)
= 102.00
0.00
0.00
Watercourse slope (%)
= 6.00
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=3.95
0.00
0.00
Travel Time (min)
= 0.43 +
0.00 +
0.00 =
0.43
Channel Flow
X sectional flow area (sqft)
= 1.23
1.77
0.00
Wetted perimeter (ft)
= 3.93
4.71
0.00
Channel slope (%)
= 2.90
2.40
0.00
Manning's n -value
= 0.011
0.011
0.015
Velocity (ft/s)
=10.58
10.88
0.00
Flow length (ft)
({0})413.0
401.0
0.0
Travel Time (min)
= 0.65 +
0.61 +
0.00 =
1.26
Total Travel Time, Tc..............................................................................
12.40 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD@ Civil 3DO 2015 by Autodesk, Inc. v10.4
Hyd. No. 22
Pond C Discharge
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 21 - Pond C Runoff
Max. Elevation
Reservoir name
= Pond C
Max. Storage
Storage Indication method used. Wet pond routing start elevation = 323.50 ft.
Q (cfs)
2.00
1.00
0.00 -'
0
Pond C Discharge
Hyd. No. 22 -- 1 Year
44
Wednesday, 03 / 23 / 2016
= 0.052 cfs
= 1448 min
= 7,942 cuft
= 324.33 ft
= 20,087 cuft
Q (cfs)
2.00
1.00
0.00
600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 22 Hyd No. 21 Total storage used = 20,087 cuft

Pond Report 45
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Wednesday, 03 / 23 / 2016
Pond No. 2 - Pond C
Weir Structures
Pond Data
[A]
Contours -User-defined contour areas.
Average end area method
used for volume calculation. Begining Elevation = 318.00 ft
Stage / Storage Table
[A]
[B]
[C]
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 318.00
593
0
0
1.00 319.00
1,027
810
810
2.00 320.00
1,724
1,376
2,186
3.00 321.00
2,520
2,122
4,308
4.00 322.00
3,450
2,985
7,293
5.00 323.00
4,502
3,976
11,269
5.50 323.50
5,982
2,621
13,890
6.00 324.00
7,759
3,435
17,325
7.00 325.00
8,948
8,354
25,678
8.00 326.00
10,193
9,571
35,249
9.00 327.00
11,495
10,844
46,093
10.00 328.00
12,853
12,174
58,267
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 18.00
1.50
4.00
0.00
Crest Len (ft)
= 16.00
10.00
0.00
0.00
Span (in)
= 18.00
1.50
18.00
0.00
Crest EI. (ft)
= 326.50
327.00
0.00
0.00
No. Barrels
= 1
1
1
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert EI. (ft)
= 317.46
323.50
325.00
0.00
Weir Type
= 1
Broad
---
---
Length (ft)
= 77.00
1.00
0.50
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 5.00
0.50
0.50
n/a
N -Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Contour)
Multi -Stage
= n/a
Yes
Yes
No
TW Elev. (ft)
= 0.00
Stage (ft)
10.00
8.00
6.00
4.00
2.00
0.00 ' '
0.00 5.00
Total Q
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s)
Stage / Discharge
10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00 50.00
Elev (ft)
328.00
326.00
324.00
322.00
320.00
1 318.00
55.00
Discharge (cfs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 23
Pond D Runoff
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 15.630 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 2.88 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
18.00
15.00
12.00
3.00
0.00 ' '
0 120 240
Hyd No. 23
Pond D Runoff
Hyd. No. 23 -- 1 Year
46
Wednesday, 03 / 23 / 2016
= 15.45 cfs
= 724 min
= 46,082 cuft
= 74
= Oft
= 16.30 min
= Type II
= 484
Q (cfs)
18.00
15.00
12.00
M
3.00
_i i i .e i i i i i i I, 1 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

47
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 23
Pond D Runoff
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.240
0.011
0.011
Flow length (ft)
= 150.0
0.0
0.0
Two-year 24 -hr precip. (in)
= 3.48
0.00
0.00
Land slope (%)
= 4.30
0.00
0.00
Travel Time (min)
= 13.94 +
0.00 +
0.00 =
13.94
Shallow Concentrated Flow
Flow length (ft)
= 120.00
0.00
0.00
Watercourse slope (%)
= 4.10
0.00
0.00
Surface description
= Unpaved
Unpaved
Paved
Average velocity (ft/s)
=3.27
0.00
0.00
Travel Time (min)
= 0.61 +
0.00 +
0.00 =
0.61
Channel Flow
X sectional flow area (sqft)
= 3.00
1.23
1.77
Wetted perimeter (ft)
= 6.32
3.93
4.71
Channel slope (%)
= 2.00
3.00
4.10
Manning's n -value
= 0.026
0.011
0.011
Velocity (ft/s)
=4.92
10.76
14.22
Flow length (ft)
({0})67.0
604.0
502.0
Travel Time (min)
= 0.23 +
0.94 +
0.59 =
1.75
Total Travel Time, Tc..............................................................................
16.30 min

48
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Wednesday, 03 / 23 / 2016
Hyd. No. 24
Pond D Discharge
Hydrograph type
= Reservoir
Peak discharge
= 0.454 cfs
Storm frequency
= 1 yrs
Time to peak
= 1104 min
Time interval
= 2 min
Hyd. volume
= 43,347 cuft
Inflow hyd. No.
= 23 - Pond D Runoff
Max. Elevation
= 333.86 ft
Reservoir name
= Pond D
Max. Storage
= 95,399 cuft
Storage Indication method used. Wet pond routing start elevation = 332.50 ft.
Pond D Discharge
Q (cfs) Hyd. No. 24 -- 1 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time (min)
Hyd No. 24 Hyd No. 23 1111111 Total storage used = 95,399 cuft

Pond Report 49
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Wednesday, 03 / 23 / 2016
Pond No. 5 - Pond D
Weir Structures
Pond Data
[A]
Contours -User-defined contour areas.
Average end area method
used for volume calculation. Begining Elevation = 327.00 ft
Stage / Storage Table
[A]
[B]
[C]
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 327.00
5,539
0
0
1.00 328.00
7,460
6,500
6,500
2.00 329.00
9,596
8,528
15,028
3.00 330.00
11,933
10,765
25,792
4.00 331.00
14,431
13,182
38,974
5.00 332.00
17,060
15,746
54,720
5.50 332.50
15,969
8,257
62,977
6.00 333.00
24,592
10,140
73,117
7.00 334.00
27,194
25,893
99,010
8.00 335.00
29,853
28,524
127,534
9.00 336.00
32,568
31,211
158,744
10.00 337.00
35,340
33,954
192,698
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 30.00
2.50
8.00
0.00
Crest Len (ft)
= 16.00
10.00
0.00
0.00
Span (in)
= 30.00
2.50
24.00
0.00
Crest EI. (ft)
= 335.20
336.20
0.00
0.00
No. Barrels
= 1
1
1
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert EI. (ft)
= 330.35
332.50
333.75
0.00
Weir Type
= 1
Broad
---
---
Length (ft)
= 77.50
1.00
0.50
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 1.83
0.50
0.50
n/a
N -Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Wet area)
Multi -Stage
= n/a
Yes
Yes
No
TW Elev. (ft)
= 0.00
Stage (ft)
10.00
8.00
6.00
4.00
2.00
0.00 ' '
0.00 7.00
Total Q
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s)
Stage / Discharge
14.00 21.00 28.00 35.00 42.00 49.00 56.00 63.00 70.00
Elev (ft)
337.00
335.00
333.00
331.00
329.00
1 327.00
77.00
Discharge (cfs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 25
Pond E Runoff
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 10.700 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 2.88 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
10.00
M
4.00
2.00
0.00 '
0 120 240
Hyd No. 25
Pond E Runoff
Hyd. No. 25 -- 1 Year
50
Wednesday, 03 / 23 / 2016
= 8.250 cfs
= 726 min
= 28,651 cuft
= 72
= Oft
19.60 min
= Type II
= 484
Q (cfs)
10.00
M
4.00
2.00
I i . I I I I I I I%� 1 0.00
360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)

51
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 25
Pond E Runoff
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.400
0.011
0.011
Flow length (ft)
= 150.0
0.0
0.0
Two-year 24 -hr precip. (in)
= 3.48
0.00
0.00
Land slope (%)
= 6.90
0.00
0.00
Travel Time (min)
= 17.36 +
0.00 +
0.00 =
17.36
Shallow Concentrated Flow
Flow length (ft)
= 304.00
0.00
0.00
Watercourse slope (%)
= 7.70
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
=4.48
0.00
0.00
Travel Time (min)
= 1.13 +
0.00 +
0.00 =
1.13
Channel Flow
X sectional flow area (sqft)
= 1.23
1.77
3.14
Wetted perimeter (ft)
= 3.93
4.71
6.28
Channel slope (%)
= 3.10
0.70
4.80
Manning's n -value
= 0.011
0.011
0.011
Velocity (ft/s)
=10.94
5.87
18.65
Flow length (ft)
({0})299.0
162.0
211.0
Travel Time (min)
= 0.46 +
0.46 +
0.19 =
1.10
Total Travel Time, Tc..............................................................................
19.60 min

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 26
Pond E Discharge
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 25 - Pond E Runoff
Max. Elevation
Reservoir name
= Pond E
Max. Storage
Storage Indication method used. Wet pond routing start elevation = 320.50 ft.
Q (cfs)
10.00
M
4.00
2.00
0.00
0 600
Hyd No. 26
Pond E Discharge
Hyd. No. 26 -- 1 Year
1200 1800 2400
Hyd No. 25
52
Wednesday, 03 / 23 / 2016
= 0.262 cfs
= 1160 min
= 25,741 cuft
= 321.57 ft
= 79,660 cuft
3000 3600 4200 4800 5400
011111 Total storage used = 79,660 cuft
Q (cfs)
10.00
M
4.00
2.00
1 0.00
6000
Time (min)

Pond Report 53
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Wednesday, 03 / 23 / 2016
Pond No. 1 - Pond E
Weir Structures
Pond Data
[A]
Contours -User-defined contour areas.
Average end area method
used for volume calculation. Begining Elevation = 315.00 ft
Stage / Storage Table
[A]
[B]
[C]
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 315.00
6,266
0
0
1.00 316.00
7,678
6,972
6,972
2.00 317.00
9,216
8,447
15,419
3.00 318.00
10,881
10,049
25,468
4.00 319.00
12,659
11,770
37,238
5.00 320.00
14,547
13,603
50,841
5.50 320.50
17,404
7,988
58,828
6.00 321.00
19,444
9,212
68,040
7.00 322.00
21,091
20,268
88,308
8.00 323.00
22,796
21,944
110,251
9.00 324.00
24,556
23,676
133,927
10.00 325.00
26,373
25,465
159,392
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 24.00
2.00
8.00
0.00
Crest Len (ft)
= 16.00
10.00
0.00
0.00
Span (in)
= 24.00
2.00
24.00
0.00
Crest EI. (ft)
= 323.00
323.50
0.00
0.00
No. Barrels
= 1
1
1
0
Weir Coeff.
= 3.33
2.60
3.33
3.33
Invert EI. (ft)
= 319.00
320.50
321.50
0.00
Weir Type
= 1
Broad
---
---
Length (ft)
= 56.00
1.00
0.50
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 1.79
0.50
0.50
n/a
N -Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Wet area)
Multi -Stage
= n/a
Yes
Yes
No
TW Elev. (ft)
= 0.00
Stage (ft)
10.00
8.00
6.00
4.00
2.00
0.00 ' '
0.00 8.00
Total Q
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s)
Stage / Discharge
Elev (ft)
325.00
323.00
321.00
319.00
317.00
315.00
16.00 24.00 32.00 40.00 48.00 56.00 64.00 72.00 80.00 88.00
Discharge (cfs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 27
Pond F Runoff
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 5.200 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= TR55
Time of conc. (Tc)
Total precip.
= 2.88 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
0 120 240
Hyd No. 27
Pond F Runoff
Hyd. No. 27 -- 1 Year
360 480 600 720 840
54
Wednesday, 03 / 23 / 2016
= 4.009 cfs
= 726 min
= 13,924 cuft
= 72
= Oft
18.00 min
= Type II
= 484
Q (cfs)
5.00
4.00
3.00
2.00
1.00
' 0.00
960 1080 1200 1320 1440 1560
Time (min)

55
TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 27
Pond F Runoff
Description
A
B
C
Totals
Sheet Flow
Manning's n -value
= 0.400
0.240
0.011
Flow length (ft)
= 60.0
20.0
0.0
Two-year 24 -hr precip. (in)
= 3.48
3.48
0.00
Land slope (%)
= 3.30
33.00
0.00
Travel Time (min)
= 11.20 +
1.23 +
0.00 =
12.43
Shallow Concentrated Flow
Flow length (ft)
= 0.00
0.00
0.00
Watercourse slope (%)
= 0.00
0.00
0.00
Surface description
= Paved
Paved
Paved
Average velocity (ft/s)
=0.00
0.00
0.00
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Channel Flow
X sectional flow area (sqft)
= 1.47
1.23
1.77
Wetted perimeter (ft)
= 4.43
3.93
4.71
Channel slope (%)
= 0.85
2.80
5.00
Manning's n -value
= 0.090
0.011
0.011
Velocity (ft/s)
=0.73
10.40
15.70
Flow length (ft)
({0})208.0
335.0
292.0
Travel Time (min)
= 4.76 +
0.54 +
0.31 =
5.60
Total Travel Time, Tc..............................................................................
18.00 min

56
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Wednesday, 03 / 23 / 2016
Hyd. No. 28
Pond F Discharge
Hydrograph type
= Reservoir
Peak discharge
= 0.056 cfs
Storm frequency
= 1 yrs
Time to peak
= 1452 min
Time interval
= 2 min
Hyd. volume
= 12,158 cuft
Inflow hyd. No.
= 27 - Pond F Runoff
Max. Elevation
= 314.47 ft
Reservoir name
= Pond F
Max. Storage
= 34,101 cuft
Storage Indication method used. Wet pond routing start elevation = 313.50 ft.
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
0 600
Hyd No. 28
Pond F Discharge
Hyd. No. 28 -- 1 Year
1200 1800 2400
Hyd No. 27
3000 3600 4200 4800
011111 Total storage used = 34,101 cuft
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
5400 6000
Time (min)

Pond Report
57
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Wednesday, 03 / 23 / 2016
Pond No. 6 - Pond F
[A]
Pond Data
[C]
[PrfRsr]
Rise (in)
Contours -User-defined contour areas.
Average end area method
used for volume calculation. Begining Elevation = 308.00 ft
Stage / Storage Table
Span (in)
= 18.00
1.50
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 308.00
660
0
0
1.00 309.00
1,692
1,176
1,176
2.00 310.00
2,830
2,261
3,437
3.00 311.00
4,118
3,474
6,911
4.00 312.00
5,622
4,870
11,781
5.00 313.00
7,284
6,453
18,234
5.50 313.50
9,598
4,221
22,455
6.00 314.00
12,254
5,463
27,918
7.00 315.00
14,063
13,159
41,076
8.00 316.00
16,221
15,142
56,218
9.00 317.00
17,868
17,045
73,263
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 18.00
1.50
4.00
0.00
Span (in)
= 18.00
1.50
18.00
0.00
No. Barrels
= 1
1
1
0
Invert EI. (ft)
= 311.00
313.50
314.50
0.00
Length (ft)
= 61.00
1.00
0.50
0.00
Slope (%)
= 1.65
0.50
0.50
n/a
N -Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
Yes
Yes
No
Stage (ft)
10.00
8.00
6.00
:90I11
2.00
0.00
0.00 5.00
Total Q
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 16.00
10.00
0.00
0.00
Crest EI. (ft)
= 315.50
316.00
0.00
0.00
Weir Coeff.
= 3.33
2.60
3.33
3.33
Weir Type
= 1
Broad
---
---
Multi-Stage
= Yes
No
No
No
Exfil.(in/hr)
= 0.000 (by
Wet area)
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00
Elev (ft)
318.00
316.00
314.00
W11P811Iq
310.00
1 308.00
50.00
Discharge (cfs)

58
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4 Wednesday, 03 / 23 / 2016
Hyd. No. 29
Proposed Pond Discharge
Hydrograph type = Combine Peak discharge = 0.958 cfs
Storm frequency = 1 yrs Time to peak = 1132 min
Time interval = 2 min Hyd. volume = 114,978 cuft
Inflow hyds. = 18, 20, 22, 24, 26, 28 Contrib. drain. area = 0.000 ac
Q (cfs)
1.00
0.90
0.80
0.70
0.50
0.40
0.30
0.20
0.10
0.00
0 600
Hyd No. 29
Proposed Pond Discharge
Hyd. No. 29 -- 1 Year
1200 1800 2400 3000 3600 4200 4800 5400
Hyd No. 18 Hyd No. 20 Hyd No. 22
Hyd No. 24 Hyd No. 26 Hyd No. 28
6000v.vv
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2015 by Autodesk, Inc. v10.4
Hyd. No. 30
Total Proposed High Density Runoff
Hydrograph type = Combine Peak discharge
Storm frequency = 1 yrs Time to peak
Time interval = 2 min Hyd. volume
Inflow hyds. = 13, 29 Contrib. drain. area
Q (cfs)
8.00
K
2.00
0.00
0 600
Hyd No. 30
Total Proposed High Density Runoff
Hyd. No. 30 -- 1 Year
1200 1800 2400
Hyd No. 13
3000 3600
Hyd No. 29
59
Wednesday, 03 / 23 / 2016
= 7.473 cfs
= 730 min
= 156,168 cuft
= 0.000 ac
4200 4800 5400
Q (cfs)
8.00
4.00
2.00
1 0.00
6000
Time (min)

11
NITROGEN AND PHOSPHORUS LOADING CALCULATIONS

Tar -Pamlico Stormwater Rule 15A NCAC 28 .0258 Last Modified 3/24/2016
Piedmont of the Tar -Pamlico River Basin:
Includes Oxford, Henderson, Rocky Mount and Tarboro as well as Franklin, Nash and Edgecome Counties
Total Nitrogen and Total Phosphorus Loading Calculation Worksheet (Automated)
Project Name: Hidden Lake Phase 2
Date: 3/24/2016
By: AEF Checked By:
Directions (same for pre -development and post -development tables):
> Enter the acres of each type of land cover in the green boxes. The spreadsheet will calculate all of the values in light blue.
> Compare total areas of development in pre- and post- tables for consistency (bottom of column (2)), and also for consistency with
the site plans. If all of these values are not the same, there is an error that must be corrected.
> Unless drainage onto the development from offsite is diverted around or through the site, offsite catchment area draining in must be
included in the acreage values and treated.
Pre -development:
(1)
(2)
(3)
(4)
(5)
(6)
(7)
Type of Land Cover
Area
S.M. Formula
Average EMC
Column
Average EMC
Column
acres
0.46 + 8.3I
of TN (mg/L
2 3 4
of TP (mg/L
2 3 6
Transportation impervious
0.00
0.49
2.60
0.00
0.19
0.00
Roof impervious
0.71
0.49
1.95
0.68
0.11
0.04
Managed pervious
(lawn/landscaped)
0.00
0.49
1.42
0.00
0.28
0.00
Managed pervious
(cropland)
0.00
0.49
4.23
0.00
1.23
0.00
Managed pervious
40.99
0.49
2.04
41.23
0.62
12.53
(pasture)
Wooded pervious
136.97
0.49
0.94
63.48
0.14
9.45
Fraction Impervious (I) =
0.00
TN Loading
105.39
TP Loading
22.02
(lb/yr) _
(lb/yr) =
Total Area of Development =
178.67
TN Exp. Coeff.
0.59
TP Exp. Coeff.
0.12
(lb/ac/yr) _
(lb/ac/yr) _
Post -development.
(1)
(2)
(3)
(4)
(5)
(6)
(7)
Type of Land Cover
Area
S.M. Formula
Average EMC
Column
Average EMC
Column
acres
0.46 + 8.3I
of TN (mg/L
2 3 4
of TP (mg/L
2 3 6
Transportation impervious
16.84
1.74
2.60
76.37
0.19
5.58
Roof impervious
10.77
1.74
1.95
36.63
0.11
2.07
Managed pervious
129.56
1.74
1.42
320.88
0.28
63.27
Wooded pervious
21.50
1.74
0.95
35.62
0.14
5.25
Fraction Impervious (I) =
0.15
TN Loading
469.50
TP Loading
76.17
(lb/yr) =
(lb/yr) =
Total Area of Development =
178.67
TN Exp. Coeff.
2.63
TP Exp. Coeff.
0.43
(lb/ac/yr) _
(lb/ac/yr) _
Note: The nutrient loading goals are 4.0 lb/ac/yr for TN and 0.4 lb/ac/yr for TP. If the post -development nutrient
loading is below these levels, then no BMP is necessary. Otherwise, the next worksheet calculates
post -development TN and TP loadings after BMPs are installed.

Tar -Pamlico Stormwater Rule 15A NCAC 28.0258
Piedmont of the Tar -Pamlico River Basin:
Includes Oxford, Henderson, Rocky Mount and Tarboro as well as Franklin, Nash and Edgecome Counties
Last Modified 3/24/2016
BMP Removal Calculation Worksheet (Automated)
Project Name: Hidden Lake Phase 2
Date: 3/24/2016
By: AEF Checked By:
Directions:
> It may be advantageous to split the development into separate catchments to be handled by separate BMPs.
The tables below allow the
development to be split into as many as three catchments, and can be copied for greater than three. NOTE: Unless runoff flowing onto di
development from offsite is routed separately around or through the site, the offsite catchment area draining
in must be included in the
acreage values of the appropriate land use(s) and treated.
> Above each table: Enter the catchment acreage in the top green blank. Based on a comparison of the
post -development TN and TP
export coefficients you calculated above to the rule requirements of 4.0 lb/ac/yr TN and 0.4 lb/ac/yr TP,
select BMP(s) from the list for
treating the catchment runoff. Enter the chosen BMP(s) nutrient removal rates in the green blanks. If more than one BMP is to be used
in series, the combined removal rates will be calculated automatically in the blue blanks.
> Catchment Tables: Enter the acres of each type of land cover in the green boxes. The spreadsheet will calculate all of the light blue
boxes. NOTE: Compare the Total Catchment Acreage for the Development (final table) to the value you
established in the pre -BMP
worksheet tables, and also to the site plans, for consistency. All of these values need to be the same
TN TP
Design Standard
BMP Wet Detention Pond 25 40
NC BMP Manual
Nutrient Stormwater Wetland 40 35
NC BMP Manual
Removal Sand Filter 35 45
NC BMP Manual
Rates Bioretention 35 45
NC BMP Manual
Grass Swale 20 20
NC BMP Manual
Vegetated Filter Strip w/ 20 35
NC BMP Manual
Level Spreader
Dry Detention 10 10
NC BMP Manual
Catchment 1:
Total acreage of catchment 1 =Irac
First BMP's TN removal rate =% First BMP's TP removal rateSecond
BMP's TN removal rate =% Second BMP's TP removal rate =
%Third
BMP's TN removal rate =% Third BMP's TP removal rate =
%
TOTAL TN REMOVAL RATE = 25 % TOTAL TP REMOVAL RATE =
40 %
(1)
(2)
(3)
(4)
(5)
(6)
(7)
Type of Land Cover
Catchment
S.M. Formula
Average EMC of
Column
Average EMC of
Column
Acreage
0.46 + 8.3I
TN (mg/L
2 3 4
TP (mg/L
2 3 6
Transportation impervious
1.22
3.15
2.60
10.00
0.19
0.73
Roof impervious
1.14
3.15
1.95
7.01
0.11
0.40
Managed pervious
4.11
3.15
1.42
18.41
0.28
3.63
Wooded pervious
0.00
3.15
0.94
0.00
0.14
0.00
Area taken up by BMP
0.81
3.15
1.95
4.98
0.11
0.28
Fraction Impervious (I) =
0.32
Pre -BMP TN
40.40
Pre -BMP TP
5.04
Load (lb/yr) =
Load (lb/yr) =
Total Area of Development =
7,28
Pre -BMP TN
5.55
Pre -BMP TP
0.69
Export (lb/ac/yr) =
Export (Ib/ac/yr) =
Post -BMP TN
Post -BMP TP
3U.3U
3.02
Load (Ib/yr) =
Load (lb/yr) =
Post -BMP TN
4.16
Post -BMP TP
0.42
Export (Ib/ac/yr)
Export (Ib/ac/yr) =

Tar -Pamlico Stormwater Rule 15A NCAC 2B. 0258
Last Modified 3/24/2016
Catchment 2:
Total acreage of catchment 2 = ac
First BMP's TN removal rate = % First BMP's TP removal rate = %
Second BMP's TN removal rate = % Second BMP's TP removal rate = %
Third BMP's TN removal rate = % Third BMP's TP removal rate =
TOTAL IN REMOVAL RATE = 25 % TOTAL TP REMOVAL RATE = 40 %
(1)
(2)
(3)
(4)
(5)
(6)
(7)
Type of Land Cover
Catchment
S.M. Formula
Average EMC of
Column
Average EMC of
Column
Acreage
0.46+8.3I
TN (mg/L
2 3* 4
TP (mg/L
2 3 6
Transportation impervious
0.92
2.79
2.60
6.68
0.19
0.49
Roof impervious
1.49
2.79
1.95
8.12
0.11
0.46
Managed pervious
5.75
2.79
1.42
22.81
0.28
4.50
Wooded pervious
0.00
2.79
0.94
0.00
0.14
0.00
Area taken up by BMP
0.42
2.79
1.95
2.29
0.11
0.13
Fraction Impervious (I) =
0.28
Pre -BMP TN
39.90
Pre -BMP TP
5.57
Load (lb/yr) =
Load (Ib/yr) _
Total Area of Development =
8.58
Pre -BMP TN Export
4.65
Pre -BMP TP Export
0.65
Ob/ae/yr) =
pb/adyr) _
Post -BMP TN
Post -BMP TP
29.93
3.34
Load (lb/yr) =
Load (lb/yr) =
Post -BMP TN
3.49
Post -BMP TP Export
0'39
Export (lb/ac/yr)
(lb/ac/yr) =
Catchment 3:
Total acreage of catchment 3 = ac
First BMP's TN removal rate _MacFirst BMP's TP removal rate = %
Second BMP's TN removal rate = % Second BMP's TP removal rate =M
Third BMP's TN removal rate = % Third BP's TP removal rate = %
TOTAL TN REMOVAL RATE = 25 % TOTAL TP REMOVAL RATE = 40 %
(1)
(2)
(3)
(4)
(5)
(6)
(7)
Type of Land Cover
Catchment
S.M. Formula
Average EMC of
Column
Average EMC of
Column
Acrea a
0.46 + 8.3I
TN (m2/L)
2 3 4
TP (m2[L)
2 3 6
Transportation impervious
3.15
2.60
10.00
0.19
0.73
Roof impervious
3.15
1.95
5.17
0.11
0.29
Managed pervious
3.15
1.42
23.42
0.28
4.62
Wooded pervious
3.15
0.94
0.00
0.14
0.00
Area taken up by BMP
3.15
1.95
1.29
0.11
0.07
Fraction Impervious (1) =
0.27
Pre -BMP TN
39.88
Pre -BMP TP
5.71
Load (lb/yr) =1
Load (lb/yr) _
Total Area of Development =
7.50
Pre -BMP TN
532
Pre -BMP TP
0.76
Export (lb/ae/yr) _
Export (lb/ac/yr) =
Post -BMP TN
Post -BMP TP
29.91
3.43
Load (lb/yr) =
Load (lb/yr) =
Post -BMP TN
3.99
Post -BMP TP
0.46
Export (Ib/ae/yr) 1
Export (Ib/ae/yr) =

Tar -Pamlico Stormwater Rule 15A NCAC 2B. 0258
Last Modified 3/24/2016
Catchment 4:
Total acreage of catchment 4 = ac
First BMP's TN removal rate = % First BMP's TP removal rate = %
Second BMP's TN removal rate = % Second BMP's TP removal rate = %
Third BMP's TN removal rate = % Third BMP's TP removal rate =
TOTAL IN REMOVAL RATE = 25 % TOTAL TP REMOVAL RATE = 40 %
(1)
(2)
(3)
(4)
(5)
(6)
(7)
Type of Land Cover
Catchment
S.M. Formula
Average EMC of
Column
Average EMC of
Column
Acreage
0.46 + 8.3I
TN (me/L)
2 3 4
TP (mi!/L
2 3 6
Transportation impervious
3.15
2.60
13.12
0.19
0.96
Roof impervious
3.15
1.95
18.63
0.11
1.05
Managed pervious
3.15
1.42
45.59
0.28
8.99
Wooded pervious
3.15
0.94
0.00
0.14
0.00
Area taken up by BMP
3.15
1.95
5.04
0.11
0.28
Fraction Impervious (I) =
0.30
Pre -BMP TN
82.39
Pre -BMP TP
11.28
Load (lb/yr) =
Load (lb/yr) _
Total Area of Development =
15.63
Pre -BMP TN
5.27
Pre -BMP TP
0.72
Export (lb/ac/yr) =
Export (Ib/ac/yr) _
Post -BMP TN
Post -BMP TP
61.79
6.77
Load (lb/yr) =
Load (lb/yr) =
Post -BMP TN
3.95
Post -BMP TP
0.43
Export (lb/ac/yr)
Export Ob/ac/yr) =
Catchment S:
Total acreage of catchment 5 = 0.7 ac
First BMP's TN removal rate = 25 % First BMP's TP removal rate = %
Second BMP's TN removal rate = % Second BMP's TP removal rate = %
Third BMP's TN removal rate =iii; % Third BMP's TP removal rate = %
TOTAL TN REMOVAL RATE = 25 % TOTAL TP REMOVAL RATE = 40 %
(1)
(2)
(3)
(4)
(5)
(6)
(7)
Type of Land Cover
Catchment
S.M. Formula
Average EMC of
Column
Average EMC of
Column
Acrea e
0.46 + 8.3I
TN m
2 3 4
TP (m2[L)
2 3 6
Transportation impervious
1.80
3.15
2.60
14.76
0.19
1.08
Roof impervious
1.27
3.15
1.95
7.81
0.11
0.44
Managed pervious
7.09
3.15
1.42
31.75
0.28
6.26
Wooded pervious
0.00
3.15
0.94
0.00
0.14
0.00
Area taken up by BMP
0.54
3.15
1.95
3.32
0.11
0.19
Fraction Impervious (I) =
0.29
Pre -BMP TN
57.64
Pre -BMP TP
T97
Load (lb/yr) =
Load (Ib/yr) =
Total Area of Development =
10.70
Pre -BMP TN
5.39
Pre -BMP TP
0.74
Export (Ib/ac/yr) =
Export (Ib/ac/yr) =
Post -BMP TN
Post -BMP TP
43.23
4.78
Load (lb/yr) =
Load (lb/yr) =
Post -BMP TN
4.04
Post -BMP TP
0.45
Export (Ib/ac/yr)
Export (Ib/ac/yr) =

Tar -Pamlico Stormwater Rule 15A NCAC 2B. 0258
Last Modified 3/24/2016
Catchment 6:
Total acreage of catchment 6 =
ac
First BMP's TN removal rate =
%
First BMP's TP
removal rate =
%
Second BMP's TN removal rate =
%
Second BMP's TP
removal rate =
%
Third BMP's TN removal rate =
%
Third BMP's TP
removal rate =
TOTAL IN REMOVAL RATE =
25
%
TOTAL TP REMOVAL RATE =
40 %
(1)
(2)
(3)
(4)
(5)
(6)
(7)
Type of Land Cover
Catchment
S.M. Formula
Average EMC of
Column
Average EMC of
Column
Acreage
0.46 + 8.3I
TN (me/L)
2 3 4
TP (mi!/L
2
3 6
Transportation impervious
0.74
2.63
2.60
5.06
0.19
0.37
Roof impervious
0.62
2.63
1.95
3.18
0.11
0.18
Managed pervious
1,77
2.63
1.42
13.25
0.28
2.61
Wooded pervious
2.63
0.94
0.00
0.14
0.00
Area taken up by BMP
2.63
1.95
1.54
0.11
0.09
Fraction Impervious (I) =
0.26
Pre -BMP TN
23.03
Pre -BMP TP
3.25
Load (lb/yr) =
Load (lb/yr) =
Total Area of Development =
5.21
Pre -BMP TN Export
4.42
Pre -BMP TP Export
0.62
(Ib/ac/yr) =
Ob/ac/yr) =
Post -BMP TN
Post -BMP TP
17._7
1.95
Load (lb/yr) =
Load (lb/yr) =
Post -BMP TN
3 32
Post -BMP TP Export
0.37
Export (lb/ac/yr)
(Ib/ac/yr) _
Weighted Average of Nutrient Loadings from the Catchments:
Catchment
Post -BMP
Post -BMP
Acreage
TN Loading
TP Loading
(lb/ac/yr)
(lb/ac/yr)
Catchment 1
7.28
4.16
0.42
Catchment 2
8.58
3.49
0.39
Catchment 3
7.50
3.99
0.46
Catchment 4
15.63
3.95
0.43
Catchment 5
10.70
4.04
0.45
Catchment 6
5.21
3.32
0.37
TOTAL FOR DEVELOPMENT
54.90
3.87
0.42
Note: The nutrient loading
goals are 4.0
lb/ac/yr for TN and 0.4 lb/ac/yr for TP. If the post -development nutrient
loading is below
these levels, then the BMPs planned are adequate.
Otherwise, additional BMPs and/or
modifications in development plans are required.

Tar -Pamlico Stormwater Rule 15A NCAC 28.0258
Last Modified 3/24/2016
Piedmont of the Tar -Pamlico River Basin:
Includes Oxford, Henderson, Rocky Mount and Tarboro as well as Franklin, Nash and Edgecome Counties
Adjustments to Total Nitrogen and Total Phosphorus Loading Calculations
Project Name: Hidden Lake Phase 2
Date: 312412016
By: AEF Checked By:
Purpose:
>The Total Nitrogen and Total Phosphorus Loading Calculation Worksheet accounts for the total project area and indicates the need for
additional TP removal through a BMP. The BMP Removal Calculation Worksheet calculates the nutrient reduction for areas draining to a
BMP. However, the BMP Removal Calculation Worksheet doesn't calculate a composite loading rate for sites that only have a portion of
the site draining to BMP's. This worksheet calculates composite Post -development loading rates.
Composite Nutrient Loadings:
Total Area of
TN Loading
TP Loading
Post -Development)
Development=
178.67
(lb/yr)=
469.50
(lb/yr)=
76.17
Pre -BMP
Total Area=
54.90
TN Loading
283.26
TP Loading
38.83
(lb/ r)=
(lb/ r)=
TN Loading
TP Loading
Non-BMP4
Total Area=
123.77
(lb/yr)=
186.24
(lb/yr)=
37.34
Post -BMP
Total Area=
54.90
TN Loadings
212.44
TP Loading6
23.30
(lb/ r)=
(lb/ r)=
TOTAL FOR
Total Area of
TN Loading
TP Loading
DEVELOPMENT
Development=
178.67
(lb/yr)=
398.69
(lb/yr)=
60.64
TN Exp. Coeff.
2'23
TP Exp. Coeff.
0.34
(lb/ac/yr)
(lb/ac/yr)
Note: The nutrient loading goals are 4.0 lb/ac/yr for TN and 0.4 lb/ac/yr for TP. If the post -development nutrient
loading is below these levels, then the BMPs planned are adequate. Otherwise, additional BMPs and/or
modifications in development plans are required.
1 From Total Nitrogen and Total Phosphorus Loading Calculation Worksheet
2 Sum of Pre -BMP TN Load for all Catchments on BMP Removal Calculation Worksheet
3 Sum of Pre -BMP TP Load for all Catchments on BMP Removal Calculation Worksheet
4 Difference of Post -Development and Pre -BMP
5 Sum of Post -BMP TN Load for all Catchments on BMP Removal Calculation Worksheet
6 Sum of Post -BMP TP Load for all Catchments on BMP Removal Calculation Worksheet
7 Sum of Non -BMP and Post -BMP

12
RIP -RAP APRON SIZING CALCULATIONS

FES#A21
FLOW= 3.70 CFS
3Do = 72"
3©
L l�T
Do- 24" outlet W = Do + La
_ — {pipe
diameter {Da}
La ---w
T water E 0.5Do
tpt�
o� p 60
ve i-.... ifr
50
20
La- 11.5'
10
Appendices
m
2
CL
ro
a
ir
O
1
D5o= 0.4'
1.....1.0 -� 1 i ... r 1 ;1, 1' 1 � 1 .1 r 1 1 1 1 10
3 5 10 20 50 100 200 500 1000
Discharge (0/sec)
Q=9.66
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T. c 0-5 diameter) -
RIP RAP
CLASS
MINIMUM
MIDRANGE
MAXIMUM
IN.
IN.
IN.
1
5
10
17
2
9
14
23
Rev. 12193 8.06.3

Do= 24"
La= 11.5' 0
FES#621
FLOW= 18.02 CFS
3Do = 72„ 1
3 ° W=13.5'
Outlet W 00 + La
pipe i
diameter (Dry)
La
T water E 0,5Do
.,
Appendices
m
: 2 rJ
CL
ro
a
ir
O
'2
Dso= 0.4'
0
3 5 10 20 50 200 200 500 1000
Q=18.02
Discharge (0/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T. c 0.5 diameter) -
RIP RAP
CLASS
MINIMUM
MIDRANGE
MAXIMUM
IN.
IN.
IN.
1
5
10
17
2
9
14
23
Rev. 12193
8,06.3

FES#C17
FLOW= 14.Z4 CFS
3 Do = 54" I
3©
outlet W = DQ + La
Do= 18 {pipe
diameter {Dry}
La ��
r—
=7"kLwwater E 0,5Do
tpt�
o� p 60
50
20
La= 11.5'
10
Appendices
m
2
CL
ro
. a
ir
O
1 a
DSo= 0.5'
1.-_.!. _' ! 1.. _'1___.l _.:_1... 1 .tl i i 1 f _I__ I I I I I II S I I -I I 1. I .i t 10
3 5 1 [, 2`] 50 100 200 500 1000
Discharge (0/sec)
Q=14.24
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T. c 0-5 diameter) -
RIP RAP
CLASS
MINIMUM
MIDRANGE
MAXIMUM
IN.
IN.
IN.
1
5
10
17
2
9
14
23
Rev. 12193 8,06.3

Do= 30"
La= 19'
FES#D35
FLOW= 45.94 CFS
3 Do = 90" I
° W=21.5'
Outlet W = Do + La
pipe
diameter (Dry)
La
T water E 0,5Do
tpt�
o� p 60
50 . .
3 5 10 20 50 100
Discharge (0/Sec)
Q=45.94
200 500
Appendices
m
2 N
CL
ro
a
0
'1
DSo= 0.6'
0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T. c 0-5 diameter)-
Rev. 12193
RIP RAP
CLASS
MINIMUM
MIDRANGE
MAXIMUM
IN.
IN.
IN.
1
5
10
17
2
9
14
23
8.06.3

FES#E36
FLOW= 26.99 CFS
3Do = 72" I
3©
outlet W = DQ + La
Do= 24 {pipe
diameter {Dry}
La ��
r—
=7"kLwwater E 0,5Do
La= 18.5'
tpt�
o� p 60
50 .. -
Appendices
m
2
CL
ro
a
ir
O
1
i.--.-' i. L 1..-LL:-i.u..'' ' i i I I ' ■ I I I t 1 I I I I _- !- i I ! j ] 0
3 5 10 20 50 100 200 500 1000
Q=26.99 Discharge (0/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T. c 0-5 diameter) -
RIP RAP
CLASS
MINIMUM
MIDRANGE
MAXIMUM
IN.
IN.
IN.
1
5
10
17
2
9
14
23
Rev. 12193 8.06.3
DSo= 0.6'

Do= 18"
20
La= 11.5'
10
FES#F17
FLOW= 14.75 CFS
3 Do = 54„
30
Outlet W = Do + La
pipe I
diameter (Dry)
La
T water E 0,5Do
.,
Appendices
m
2 nr
CL
co
_a
t�
0
'1
i {
1 D50= 0.4'
3 5 10 20 50 100 200 500 1000
Q=14.75
Discharge (0/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T. c 0.5 diameter).
RIP RAP
CLASS
MINIMUM
MIDRANGE
MAXIMUM
IN.
IN.
IN.
1
5
10
17
2
9
14
23
Rev. 12193
8.06.3