20110417 Ver 1_Stormwater Info_20111025

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2013 Van Buren Avenue
Indian Trail NC 28079
[phone] phone/[phone] fax
www eagleonlme net
Lette� of Transmittal
Date 10/24/11
Attention Annette Lucas 9th Floor EEI Job Number 4257 CS
NCDENR Stormwater Quality Re Sun Valley Commons—Phase 3
512 North Salisbury Street �proved Plans
Raleigh, NC 27604
Delivered by � Hand �UPS ❑Mail ❑Fedex ❑ Other
❑Couner
We are transm�ttmg the followmg items
❑ Pruits ❑ Copy of Letter ❑ Specifications ❑ Application ❑ Mylars ❑ Report
� Plans ❑ Shop Drawings � Calculations ❑ As Builts ❑ Check ❑ Other
No Date Copies nsmitted
1 10/249/11 1 "�� � � ��— �� y�,�,� � lt Plan
2 10/24/11 1 �
3 10/24/11 1 I�l��a1L� �1��
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These are transmitted as checked below
❑ For Approval � Approved as Submrtted
� For Your Use ❑ Approved as Noted
� As Requested ] Copies for Approval
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Remarks Please review at your e _ ., c�5 ariythulg else we can do please don't hesitate
to call
Thank you
Note Unless revision block states Released for Constructaon all plans enclosed are to be considered
Prelamana and Not for Constructaon and are rovided for ermrttmg mformation and btddm use only
Cc File
Signed Johnny H Ross P E

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Indian Trail, NC 28079
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EEI PROJECT NO 4257
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Operahon and Maintenance Provisions
' (per NCDENR Stormwater BMP Manual Chapter 10)
Important maintenance procedures
' — Immediately after the wet detention basin is established the plants on the vegetated
shelf and penmeter of the basin should bewatered twice weekly if needed until the
plants become established(commonly six weeks)
' — No portion of the wet detention pond should be fertilized after the first imtial
fertilization that is required to establish the plants on the vegetated shelf
— Stable groundcover should bemaintained in the drainage area to reduce the sediment
' load to the wet detention basin
— If the basin must bedrained for an emergency or to perform maintenance the flushing of
sediment through the emergency dram should be minimized to the maximum extent
' practical
— Once a year a dam safety expert should inspect the embankment
, After the wet detention pond is established it should be inspected once a month and within 24
hours after every storm event greater than 1 0 inches(or 1 5 inches if in a Coastal County)
Records of operation and maintenance should bekept in a known set location and must be
' available upon request
Inspection activities shall beperformed as follows Any problems that arefound shall be
' repaired immediately
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Table 10 6
' Sample Operat�on and Maintenance Provisions for Wet Detention Basins
BMP element Potential problems How to remediate the problem
' The entire BMP Trash/debns is present Remove the trash/debns
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed remove the gully and then plant a
' ground cover and water unril it is
established Provide lime and a one
hme fertilizer applicatron
1 Vegetarion is too short or too Mamtam vegetarion at a height of
long approximately six inches
The mlet device pipe or The pipe is clogged Unclog the pipe Dispose of the
' swale sediment off site
The pipe is cracked or Replace the pipe
otherwise damaged
� Erosion is occurnng in the Regrade the swale ifnecessary to
swale smooth it over and provxde erosion
control devices such as reinforced turf
matting or nprap to avoid future
' problems with erosion
The forebay Sediment has accumulated to a Search for the source of the
depth greaterthan the onginal sediment and remec3y the problem if
, design depth for sediment possible Remove the sediment and
storage dispose of it m a location where it will
not cause impacts to streams or the BMP
' Erosxon has occuned Provide addihonal erosion
protecrion such as reinforced turf
mattmg or nprap ifneeded to
' prevent future erosion problems
Weeds arepresent Remove the weeds preferably by hand
If pest�cide is used wipe rt on the plants
, rather than spraying
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' Table 10 6 continued
Sampte Operation and Maintenance Provisions for Wet Detent�on Basins
BMP element Potential problems How to remediate the problem
' The vegetated shelf Best professional practices Prune according to best professional
show that pruning is needed pract�ces
to maintain optimal plant
' health
Plants are dead diseased or Determ�ne the source of the
dying problem soils hydrology disease
' etc Remedy the problem and
replace plants Provide a one time
fert�lizer applicat�on to establish the
' ground cover if a soil test indicates
it is necessary
Weeds are present Remove the weeds preferably by
hand if pesticide is used wipe it on
� the plants rather than spraying
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
' ongmal design sediment possible Remove the sediment and
storage depth d�spose of it in a location where �t
will not cause impacts to streams or
' the BMP
Algal growth covers over Consult a professional to remove
50%of the area and control the algal growth
' Catta�is phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide(do not spray)
fhe basin surface
' The embankment Shrubs have started to grow Remove shrubs immediately
on the embankment
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present consult a professionai to remove
, beavers
A tree has started to grow on Consult a dam safety specialist to
the embankment remove the tree
, An annual inspection by an Make all needed repairs
appropriate professional
shows that the embankment
, needs repair
The outlet device Clogging has occurred Clean out the outlet device Dispose
of the sediment off site
, The outiet device is damaged Repair or replace the outlet dev�ce
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Reg�onal Office or
outlet the 401 Oversight Unit at 919 733
' 1786
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Figure 10 5 Example Clean Out Diagram
' The measurin device used to determine the sediment elevation shall be such that it will ive an
9 9
accurate depth reading and not readily penetrate mto accumulated sediments
, When the permanent pool depth reads 3 5 feet in the main pond the sediment shall be
removed
� When the permanent pool depth reads 3 5 feet in the forebay the sediment shaii be
removed
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' BASIN DIAGRAM
(fill m the blanks)
' 0 Permanent Pool Elevarion 643 5
Sediment Removal El 0 0 Pe anen ool
, ———————— — Volume Sediment Removal Elevation 640 0 Volume
Bottom Elevarion63 0 1 ft Mm -- ----------- ---
Sediment Bottom Elevarion 639 0
ft Mm Storage Sediment
' Storage
FOREBAY MAIN POND
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' Appendix A
BMP Inspection and Ma�ntenance
' Chapter 7 NCDENR Stormwater BMP Manual
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NCDENR Stormwater BMP Manual Chapter Revised 09 28 07
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7 BMP Inspect�.on and Ma�ntenance
' 71 The Im ortance of Mamtauun BMPs
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' Most of this manual is devoted to proper design of stormwater BMPs a task that
requ�res a sigruficant uivestment of effort and expense Once they are constructed
BMPs are crucial in proteciang water quahty from the unpacts of development pro�ects
t If designed correctly BMPs can also be an aesthehc asset to the development However
no matter how well they are designed and constructed BMPs will not function conectly
nor look attractive unless they are properly maintained Most maintenance problems
' with BMPs are less costly to correct when they are caught early-as the old adage goes
an ounce of prevenhon is worth a pound of cure
, Regular ulspectron and maultenance is an ongoulg legal reqiurement after the BMP is
constructed-�nspechons must be completed at appropriate hmes throughout the year
and ulspectxon records must be ava�lable upon request An appropnate professional
, should conduct BMP inspections NC State Uruversity of£ers a BMP Inspectron and
Maintenance Cert�ficatron Program,more uiformat�on is ava�lable at the�r web site
http //www bae ncsu edu/people/facul o /hunt/
' This chapter will discuss the logistical issues associated with BMP inspectron and
maintenance as well as provide an overview of some of the tasks associated with
' mainta�rung BMPs Each of the BMP chapters in this manual includes a table explauluig
the spec�fic ulspechon and maintenance acrivihes reqwred to ensure the proper
funchorung of the BMP
� 7 2 Legal and Fina�cial Issues
� 7 21 Access and Maintenance Easements
BMPs must have access and mavntenance easements to provide the legal authority for
' ulspections maintenance personnel and equipment The location and configuration of
easements must be estabhshed dur�rig the design phase and should be cleazly shown on
the design drawings The ent�re footpnnt of the BMP system must be included in the
' access and ma�ntenance easement plus an addit�onal ten or more feet around the BMP
to provzde enough room to complete maintenance tasks This BMP system�ncludes the
s�de slopes forebay r�ser structure BMP device and basxn outlet dam embankment
' outlet and emergency spillway
Access and manntenance easements must be designed and bLUlt with a concept of the
� maultenance tasks that may be needed if heavy equipment will be necessary to perform
ma�ntenance tasks(such as for devices with a forebay that w�ll requ�re sedunent clean
out) typically a roadway with a mu�umum width of ten feet to the BMP must be
, ava�lable Easements are usually owned and maintauled by the owner of the BMP
faciliry whether an individual a corporation or a government Easements for BMPs
that are not pubhcly mauitained should include provisions to pernut pubhc ulspechon
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General BMP Mauitenanc�e 7 1 July 2007
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NCDENR Stormwater BMP Manual Chapter Revised 09 28 07
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and maintenance An example of an Access and Ma�ntenance Easement Agreement is
' provided in Appendix C
7 2 2 Inspection and Maintenance Agreements
' BMP fac�ties are typically bu�lt owned and maultauled by non governmental entities
To insure proper long term maintenance a signed and notarized Inspection and
' Ma�ntenance Agreement must accompany the design plans for any BMP An Inspechon
and Mauitenance Agreement will include the following
- The frequency of mspecrions that are needed(based on the type of BMP
' proposed)
- The components of the BMP that need to be�nspected
- The types of problems that may be observed with each BMP component
' - The appropnate remedy for any problems that may occur
Sample Inspection and Maultenance Agreement provisions are ulcluded at the end of
' each BMP chapter The most effechve Inspection and Maintenance Agreements are site
specific for the particular BMP components that are used on the site as well as any
condihons that are uruque to the site(for example the presence of steep slopes that
' should be inspected for so�l stabihty)
Table 7-1
Requ�red Inspectron Frequency for BMPs
, Inspection Frequency BMPs
Monthly and witlun 24 hours after every water Stormwater wetlands
' quahty storm(greater than 15 inches in Coastal Wet detenhon basins
Counhes and greater than 10 inch elsewhere) Bioretenhon cells
Quarterly and within 24 hours after every water Level spreaders
' quahty storm(greater than 15 mches m Coastal I�►�iltrahon devices
Count�es and greater than 1 0 inch elsewhere) Sand filters
Extended dry detenhon basins
' Permeable pavement
Rooftop runoff management
Filter slrips
, Grassed swales
Restored n anan buffers*
Although these devices require quarterly inspection mowing will usually be done at more
, frequent intervals during the growing season
To summarize Table 71 devices that ulclude vegetation�n a highly enguzeered system
require inspechon monthly and after large storm events to catch any problems with flow
� conveyance or vegetative health before they become serious All other BMPs should be
�nspected quarterly and after large storm events
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General BMP Mauztenance 7 2 July 2007
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NCDENR Stormwater BMP Manual Chapter Revised 09 28 07
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The signed and notarized Inspechon and Mairitenance Agreement should be f�led with
� the appropriate Register of Deeds The responsible party should keep a copy of the
Inspect�on and Maintenance Agreement along with a current set of BMP plans at a
known set locarion
, 7 2 3 Inspection and Maintenance Record-Keeping
' All inspechon and maultenance achvit�es should be recorded One easy way to do this
is to create an Inspechon and Maintenance checkhst based on the Inspechon and
Maintenance Agreement The checkhst at a muvmum should uzclude the following
' — Date of mspechon
— Conditron of each of the BMP elements
— Any ma�x►tenance work that was performed(as well as who performed the
' work)
— Any issues noted for future maintenance(sedxment accumulahng,
vegetahon needulg prurung or replacement etc)
' Each pro�ect should have a maintenance record Records should be kept ui a log ui a
known set locahon Any deficient BMP elements noted u1 the inspecrion should be
' corrected repatted or replaced immediately These deficiencies can affect the nntegrity
of structures safety of the public and the removal efficiency of the BMP
� Ma�or repa�rs or maintenance work should ulclude the same level of inspection and
documentahon as origulal installations Inspect�on checkhsts and record logs should be
kept in a known set locat�on
' 7 2 4 Maintenance Responsibilities
As stated in the sect�on above maintenance is usually the responsibzhty of the owner
, wYuch in most cases is a private individual corporation or homeowners associahon
Sunple maintenance items such as minor landscaping tasks htter removal and mowing
can be done by the owner or can be incorporated in convenhonal grounds mairitenance
� contracts for the overall property
Although a nonprofessional can undertake many maultenance tasks effechvely a
' professional should be consulted periodically to ensure that all needs of the BMP facility
are met Some elements that can need professional�udgment ulclude structures outlets
and embankments/dams by a professional enguleer as well as plant system health by
' an appropriate plant professional Some developing problems may not be obvious to
the untrauled eye
' In addit�on it is advisable to have professionals do the more d�fficult or specialized
work F�11u1g eroded areas and so�l disturbing act�vihes such as re soddulg or
replanhng vegetation are tasks that are best assigned to a professional Iandscaping fum
� If the work is not done properly the first hme not only will the effort have been wasted
but also the fac�hty may have been damaged by excessive erosion Gradulg and
sedunent removal are best left to professional contractors Appropriate professionals
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NCDENR Stormwater BMP Manual Chapter Revised 09 28 07
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(e g BMP mauttenance specialists professional engineers aquatic plant speciahsts etc)
' should be h�red#or spec�alLZed tasks such as inspections of vegetation and structures
7 2 5 Providing for Maintenance Expenses
, The expenses associated wrth mairitauiulg a BMP are highly dependent on the BMP type
and design However the most unportant factor that determixies the cost of BMP
' maintenance is the condihon of the draulage area upstream of the BMP If a draulage
area conveys a high load of sediment and other pollutants to a BMP the cost of
maintauung the BMP will nncrease dramahcally Preventulg pollution�n the draulage
� area as much as possible will reduce the cost of BMP mau�itenance
A funding mecharusm should be created and regularly funded with an amount that
' provides enough money to pay for the maultenance expenses over the lifetime of the
BMP One opt�on�s to estabhsh an escrow account which can be spent solely for
sediment removal structural biological or vegetative replacement ma�or repa�r or
' reconstruchon of the BMPs In the case of a residenhal subdivision the escrow account
could be funded by a combinahon of an uuhal payment by the developer and regular
contribuixons by the homeowners associat�on For an example of how to legally
structure such an account please see the Phase II model stormwater ordinance at the
� Division of Water Quahty s web site
htt�//h2o enr state nc us su/�hase_2_mod_ord htm
, Rouhne maultenance costs are relahvely easy to eshmate and iriclude the expenses
associated with the following actrvities
- Conductulg BMP inspechons at the intervals shown u�►Table 71
� - Maintauung site safety iricludmg any peruneter fences and other access
uihibitors(trash racks or pipe grates)
- Removing trash
� - Removing sedunent that has accumulated in any components of the BMP
- For u�filtration type systems mainta�rung the f�ltering media and clearung or
replac�ng it when necessary
' - Restoring so�ls to assure performance
- Prunmg woody vegetahon prurung
- Replacmg dead vegetation
' - Stabihzulg any eroding side slopes
- Repa�ring damaged or eroded outlet devices and conveyance systems
- Repau7ng embankments dams and channels due to erosion or rodents
, Emergency maintenance costs are more d�fficult to estnnate They depend on the
frequency of occurrence and the nature of the problem which could vary from storm
' erosion repa�rs to complete fa�lure of a structure
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NCDENR Stormwater BMP Manual Chapter Revised 09 28 07
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' 7 3 Summary of B1VIP 1Vlau�tenance Tasks
7 31 Emergency Maintenance
� Maintenance after floods and other emergencies requu�es unmediate mobilizahon It can
include replantrng and repairs to structures Living systems are hkely to need at least
' mulor repaxrs after emergencies Following an emergency such as a flood stancl�ng
water may pose health risks because of mosqu2toes Mosqwto control should be
considered�f this becomes a problem
iFor all installations obstruchons and debris deposited durulg storm events should be
removed unmediately Except�ons include debris that provides habitat and does not
' damage vegetaaon or divert currents to from or in the BMP In fact because of the high
quahty habitat that can be found in woody debris careful re pos�tiorung rather than
complete removal may be des�rable There may be instances where debris is even added
� Such locahons should be noted so that this debris is not accidentally removed
Educahng ad�acent property owners about the habitat benefits of debris and vegetahon
can decrease requests for removal
' 7 3 2 Debns and Litter Removal
' Regularly removing debris and htter is well worth the effort and can be expected to help
in the following ways
- Reduce the chance of clogging in outlet structures trash racks and other
' fac�liry components
- Prevent damage to vegetated areas
- Reduce mosquito breeding habitats
' - Maintain facility appearance
- Reduce condihons for excessive surface algae
- Reduce the likelihood of stagnant pool formation
' Special attent�on should be given to removing floating debris which can clog the outlet
device or rzser
� 7 3 3 Sediment Removal and Disposal
Sediment gradually accumulates in many BMPs For most BMPs ac�umulated sedunent
, must eventually be removed However removal u-�tervals vary so dramarically among
facilit�es that no rules of thumb are apphcable The spec�fic setting of a BMP is
unportant in determuung how often sedunent must be removed Important factors that
, determine rates of sedunentat�on ulclude the current and future land uses upstream and
the presence of other sedunent trapping BMPs upstream
' Before install�ng a BMP designers should estimate the hfehme sedunent accumulation
that the BMP will have to handle Several time periods may be considered representing
expected changes in land use�n the watershed To eshmate sedunent accumulation f�rst
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General BMP Mamtenance 7 5 July 2007
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NCDENR Stormwater BMP Manual Chapker Revised 09 28 07
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an estimate of the long term sedunent load from upstream is needed then an eshmate of
' BMP sedunent removal efficiency(see Sect�ons 3 0 and 4 0) The analys�s of watershed
sedunent loss and BMP efficiency can be expedited by usulg a sedunent dehvery
computer model
' The frequency of sedunent removal is then based on the sedunent accumulation rate
described above versus the amount of sediment storage volume that is ulherently
� provided u1 the BMP without affectulg treatment efficiency or stormwater storage
volume Agau1 the frequency of sediment removal is BMP and site spec�fic and could
be as frequent as every couple years or as long as 15 25 years The volume of sediment
' needirig to be removed and disposed of per dredgulg cycle is the volume calculated
above mult�phed by any density or dewatering factors as appropnate
, Wet sedunent�s more d�fficult and expensive to remove than dry sedirrtent Ideally the
enhre fac�lity can be drained and allowed to dry sufficiently so that heavy equipment
can operate on the bottom Provisions for draululg permanent pools should be
' incorporated xn the design of water impoundments where feasible Also low flow
channels and outlets should be ulcluded in all BMPs to bypass stormwater flow duririg
maintenance However in many impoundments periodic rau�fall keeps the sedunent
' soft prevenhng access by heavy equipment In these cases sedunent may have to be
removed from the shorelule by us�ng backhoes grade alls or surular eqt.upment
Proper disposal of the sedunent removed from a BMP is reqwred It is least expensive�f
� an onsite area or a nearby site has been set aside for the sedunent This area must be
located outside of the floodplain If such a disposal area is not set aside transportahon
and landfill tipping fees can greatly ulcrease the cost of the BMP especially where
' disposal of wet sediment is not allowed in the local landf�ll Often the material must be
dewatered before disposal which again adds more cost and requ�res land area where
wet material can be temporar�ly placed to dry
' Sediment removal is usually the largest single cost of maintauung a BMP fac�ty so the
necessary funds should be allocated�n advance Su1ce sedunent removal costs are so
' site spec�fic and dependent on disposal plans it is d�fficult to provide good eshmates
Actual eshmates should be obtauled dur�ng the design phase of the BMP from sedunent
removal contractors based on the planned situation The eshmates should include
, mob�lizahon expenses sediment removal expenses material transport expenses(�f
apphcable) and disposal expenses(�f apphcable)
' 7 3 4 Stability and Erosion Control
The best way to promote so�l stab�ty and erosion control is to maultaut a healthy
' ground cover�ri and around BMPs Areas of bare soil quickly erode potentially cloggutg
the facihty with so�l and threaterung its�.ntegnty Therefore bare areas must be re
stabihzed as quickly as possible Newly seeded areas should be protected with mulch
' and/or an erosion mat that is securely staked For BMP s that rely on f�ltranon such as
bioretenhon facil�hes it is critical that ad�acent so�ls do not contarrunate the selected
media during or after construction If the site is not permanently stabilized with
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NCDENR Stormwater BMP Manual Chapter Revised 09 28 07
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vegetation when the filter media is�nstalled the best design pract�ce is to specify sod or
' other robust erosion control practices for all slopes m and immediately around the BMP
Erosion is quite common�n or around the u11et and outlet of the BMP fac�ty and should
' be repa�red as soon as possible Erosion control activit�es should also extend to areas
immediately downstream of the BMP
' The roots of woody growth such as young trees and bushes�.n embankments are
destabihzing Consistent mowing of the embankment controls stray seedlings that take
root Woody growth such as trees and bushes further away from the embankment
' should not pose a threat to the stabihty of the embankment and can provide unportant
runoff f�ltering benefits Trees and bushes should be planted outside maintenance and
access areas
' Anunal burrows also dimul�sh the structural ultegrity of an embankment Muskrats in
panc�ular burrow tunnels up to 6�nches u1 diameter Efforts should be made to control
' animal burrowing Burrows should be fillea as soon as possible
7 3 5 Maintenance of Mechanical Components
1 Each type of BMP may have mecharucal components that need periodic attention For
example valves sluice gates fence gates locks and access hatches should be functional
at all hmes The routine ulspection,exerasing and preventive mau�tenance on such
' mecharucal components should be included on a routine inspechon/maintenance
checklist
' 7 3 6 Vegetahon Maintenance
Vegetat�on ma2ntenance is an unportant component of any maintenance program The
' grasses and plants ui all BMPs but particularly in vegetative BMPs such as f�lter stnps
grass swales restored riparian buffers bioretention faciliries and stormwater wetlands
requ�re regular attent�on The development of distressed vegetation bare spots and rills
' indicates that a BMP is not funcnorung properly Problems can have many sources such
as
- Excessive sediment accumulahon which clogs the soil pores and produces
, anaerobic condihons
- Nutrient deficiencies or imbalances including pH and potassium
- Water logged conditions caused by reduced so�l drainage or high seasonal
' water table
- Invasive weeds
' The so�l in vegetated areas should be tested every other year and ad�ustments made to
sustain vigorous plant growth with deep well developed root systems Aeration of so�ls
is recommended for filter strips and grassed swales where sedunent accumulation rates
' are high Ideally vegetarive covers should be mown�nfrequently allowing them to
develop thick stands of tall grass and other plant vegetation Also trampl�ng from
pedestrian traffic should be prevented
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NCDENR Stormwater BMP Manual Chapter Revtsed 09 28 07
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' Areas immediately up and downstream of some BMP plant installat�ons often
experience increased erosion Although properly designed located and transihoned
installahons experience this effect to only a muior degree all erosion should be repaired
' immediately to prevent spreaci�ng Live stakes hve fasc�nes and other so�l
bioengineenng techruques possibly u1 combinahon with 3 D geotext�les can be applied
to erosion in natural draulage ways with muzor grading
' Table 7 2 below describes some spec�fic vegetat�on maintenance activities at various
types of BMPs It is unportant to note that DWQ has some spec�fic reqwrements related
' to some management practices such as those performed with�ri buffers that must be
followed In addit�on any vegetahon that poses threats to human safety bLUldings
fences and other unportant structures should be removed Fulally vegetahon
' maintenance actrvihes naturally change as the pro�ect ages from constructron,when the
vegetation is still gettulg estabhshed to a mature state
' 7 3 7 Maintenance of the Aquatic Envxronment
An unportant yet often overlooked aspect of non rouhne maultenance of BMPs that
maintain a permanent pool of water�s the need to regularly morutor and manage
' condihons to promote a healthy aquatic env�ronment An�ndicator of excess nutrients(a
common problem)is excessive algae growth ui the permanent pool of water In most
cases these problems can be addressed by encouraging the growth of more des�rable
taquatic and semi aquatrc vegetation in and around the permanent pool The plants
selected should be tolerant of varyuig water levels and have a l�ugh capacity to
incorporate the spec�fic nutrients associated with the problem If algae proliferahon is
' not addressed algae laden water w�ll be washed downstream durulg rain events and
may contribute to nuisance odors and stresses u1 downstream aquat�c habitat
, 7 3 8 Insect Control
Ponded water can funchon as breeding grounds for mosquitoes and other insects
' Mosquito problems can be m�n,m�ed through proper design and maintenance The best
control techruque for BMPs that maintaul a permanent pool of water is to ensure that it
does not develop stagnant areas BMPs with permanent pools should ulclude a source of
' steady dry weather flow Promptly removuzg floatable debris helps elimulate areas
where water can collect and then stagnate In larger basu-is fish which feecl on mosqi.uto
larvae can be stocked Addihonally splash aerators can be employed to prevent
' stagnant water however this requ�res electricity at the site increases maultenance costs
and must be properly designed so as to not decrease the settl�ng efficiency of the BMP
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General BMP Maultenance 7 8 July 2007
,

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' NCDENR Stormwater BMP Manual Chapter Revised 09 28 07
Table 7-2
' Vegetahon Maintenance for BMPs
Muntenance Instruchons
' Actrvi
Replacement of All dead plants should be removed and disposed of Before vegetahon that
Dead Plants has failed on a targe scale is replaced the cause of such farlure should be
' investxgated if the cause can be determined it should be elurunated before
any remstallahon
Fert�lizahon The ob�echve of fertilizing at a BMP is to secure ophmum vegetatrve growth
' rather than yield(often the ob�ective with other achvihes such as farrrung)
Inferhle soils should be amended before installahon and then ferhlized
periodically thereafter FerhLzer can be composed of rrunerals orgamc
' matter(manure) compost green crops or other matenals
Irngation/ Watenng of the vegetahon can often be required durmg the germinahon
Watenng and establishment of the vegetahon as well as occasionally to preserve the
' vegetation through drought conditions Tlus can lypically be accomplished
by pumping water retained in the BMP or from the stream installing a
permanent irngahon system or frost proof hose bib or using portable water
' trucks
Mulching Mulching should be used to maintain soil temperature and moisture as
well as site aesthetrcs A half inch layer is typically adequate Ideally mulch
' should be removed before wmter to prevent an infestahon of rodents
Weeding Weeding is often necessary in the first growing season panc�ularly if
herbaceous grasses are out compehng the young woody vegetahon growth
' The need for weeding may be largely elurunated by mirumizu►g the amount
of seed used for temporary erosion control Weeding may also be required
if over hme invasive or undesirable species are entering the site and out
, competing plants that are spec�hcally involved in the treahnent of the
stormwater
Culhvahng/ Hoeing is often required to loosen overly compacted soil and ehnunate
' Hoeing weeds that compete with the desirable vegetahon
Prumng Pruning is used to trim to shape and remove dead wood It can force sin�le
shoot shrubs and trees to assume a busluer conhgurahon
' Thinning Ttumm�g dense brush may be necessary for panc�ular species to thrive
increase the vigor of individual specimens to reduce flow obstruchons and
to increase the abihty of maintenance staff to access the ent�re BMP Tall
' maturing trees for the most part have no place in a BMP(except for
buffers)and should be removed as soon as possible
Staking Saphngs of tall trees planted in or near the BMP may require staking Care
' should be taken not to damage the tree s roots with stakes Stakes should be
kept ui place for 6 to 18 months and the condit�on of stakes and ties should
be checked per�odically
' Wound Dressing The wounds on any trees found broken off or damaged should be dressed
following recommendahons from a trained arborist
'
General BMP Maintenance 7 9 July 2007
'

�
NCDENR Stormwater BMP Manual Chapter Revised 09 28 07
'
Table 7 2 conhnued
' Vegetahon Mamtenance for BMPs
Maintenance
Achvi Instruchons
' Disease Based on morutoring observahons either insechcides or(preferably)orgaruc
Control means of pest and fungal control should be used
, Protection Fencing and signage should be ulstalled to warn pedestnans and to prevent
from Animals damage due to trampling These measures are often most necessary during the
and Human early phases of installahon but may be required at any hme Measures for
' Foot Traffic controlling human foot traffic include signs fencing floahng log barners
impenetrable bushes ditches paths and piled brush Wildhfe damage is
caused by the arumals browsing,grazing,and rubbing the plants The use of
cherrucal wildhfe repellents should be avoided Fences and meshes can be used
, to deter entry to the BMP Tree tubes can be used to prevent damage to
individual specunens
' Mowing Mowing of peretuual herbaceous grasses and wildflowers especially once seed
heads have set promotes redistribuhon of seed for this self sustairung system
Mowing should be carefully controlled however especially when performed
for aesthetacs As ad�acent property owners and customers in general learn
� more about BMPs their vision of what is aesthehcally pleasing can change
Grasses in healthy herbaceous stands should never be mown more than once
per year
'
7 3 9 Maintenance of Other Pro�ect Features
tAll other devices and features associated with the BMP should be morutored and
ma�ntained appropriately These additional rtems could affect the safety or aesthet�cs of
' the facility which can be as unportant�f not more unportant than the operational
efficiency of the fac�lity Such items could ulclude
— Fences
' = Access roads
Trails
— Light�ng
' - Signage(e g no trespassing emergency nohficat�on contact uzformation etc)
- Nest boxes
— Platforms
' — Waterulg systems
'
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General BMP Maultenance 710 July 2007
t

�
NCDENR Stormwater BMP Manual Chapter Revised 09 28 07
'
September 28,2007 Chan�
' 1 Footer Corrected from October 2006 to July 2007
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General BMP Maintenance 7 11 July 2007
r

' Sun Valley Commons Phase III 4257 C NC
Stormwater O&M Plan September 06 2011
'
Appendix B
' Maintenance
Section 4 Indian Trail Post-Construction Storm Water Ordinance
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Indian Trail Post Construction Storm Water Ordmance Effecnve September 11 2007
�
SECTION 4 MAINTENANCE
�
401 GENERAL STANDARDS FOR MAINTENANCE
� (A) Funchon of BMPs as Intended
' T'he owner of a structural BMP installed pursuant to tlus ordmance shall mamtam
and operate the BMP so as to preserve and conhnue its funchon in controilmg
storm water quality and quantity at the degree or amount of function for wluch the
' structural BMP was designed
' (B) Annual Maintenance Inspechon and Report
The person responsible for mamtenance of any BMP installed pursuant to tlus
' ordmance shall submit to the Storm Water Admmistrator an inspection report
from a qualified registered North Carolina professional engmeer or landscape
architect performing services only m their area of competence The inspection
' report shall contam all of the followmg
(1) The name and address of the land owner
(2) The recorded book and page number of the lot of each structural BMP
' (3) A statement that an inspection was made of all structural BMPs
(4) The date the mspection was made
(5) A statement that a11 inspected structural BMPs are perfornung properly
' and are in compliance with the terms and conditions of the approved
mamtenance agreement required by this ordmance and
(6) The ongmal signature and seal of the engineer surveyor or landscape
arclutect
' All ms echon re orts sha11 be on forms su lied b the Storm Water
P P PP Y
Adriunistrator that are conta�ned m the Admmistrative Manual An onginal
, inspection report sha11 be provided to the Storm Water Admmistrator beginning
one year from the date of as built certification and each year thereafter on or
before the anmversary date of the as built certification
, 402 OPERATION AND MAIN'TENANCE AGREEIVI�NT
t (A) General
At the time that as built pians are provided to the Storm Water Admirustrator as
' descnbed m Section 203(C) and pnor to final approval of a pro�ect for
compliance wrth tlus ordmance but in all cases pnor to placmg the BMPs in
service the appticant or owner of the site must execute an operatzon and
' maintenance agreement that shall be bmdmg on all current and subsequent owners
of the site portions of the site and lots or parcels served by the structural BMP
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'
Indian Trail Post Construction Storm Water Ordmance Effecnve September 11 2007
'
Failure to execute an operation and mamtenance agreement withm the time frame
� specified by the Storm Water Admmistrator may result m assessment of penalties
as specified m Section 5 Violations and Enforcement Untal the transference of
all property sites or lots served by the structural BMP the onginal owner or
' applicant shall have pnmary responsibility for carrymg out the provisions of the
mamtenance agreement At the discretion of the Storm Water Adirumstrator
certificates of occupancy may be withheld pendmg receipt of an operation and
' mamtenance agreement
The operation and ma�ntenance agreement shall require the owner or owners to
' mamtain repair and if necessary reconstruct the structural BMP and shall state
the terms conditions and schedule of mamtenance for the structural BMP In
addition it shall grant to the Town of Indian Trail a nght of entry in the event that
' the Storm Water Admmistrator has reason to believe it has become necessary to
mspect momtor mamtam repair or reconstruct the structural BMP however m
no case shall the nght of entry of itself confer an obligation on the Town of
, Indian Trail to assume responsibility for the structural BMP
Standard operation and maintenance agreements for BMPs shall be developed by
' the Storm Water Admmistrator and made available m the Admirustrative Manual
The operation and maintenance agreement must be approved by the Storm Water
Admimstrator pnor to plan approval and rt shall be referenced on the final plat
' and shall be recorded by the applicant or owner with the Union County Register
of Deeds upon final plat approval as descnbed m Section 309 A copy of the
recorded mamtenance agreement shall be given to the Storm Water Admmistrator
' withm fourteen(14)days followmg its recordahon
(B) Specaal Requirement for Homeowners' and Other Associat�ons
' For all structural BMPs required pursuant to this ordinance and that are to be or
are owned and ma.tnta.med by a homeowners associanon property owners
association or similar entity the required operation and mamtenance agreement
' shall include the provisions descnbed m the Admimstrative Manual
403 INSPECTION PROGRAIl�I
, Inspechons and mspection programs by the Town of Indian Trail may be conducted or
established on any reasonable basis includmg but not limited to routine inspections
, random mspections mspections based upon complamts or other notice of possible
violations and Jomt mspections with other agencies inspectmg under environmental or
safety laws Inspections may include but are not limited to reviewmg maintenance and
' repair records sampling discharges surface water groundwater and material or water in
BMPs and evaluahng the condition of BMPs
' If the owner or occupant of any property refuses to permrt such inspection the Storm
Water Admmistrator shall proceed to obtaln an admirustrative search warrant pursuant to
'
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Indian Trail Post Construction Storm Water Ordmance Effecnve September 11 2007
'
G S 15 27 2 or its successor No person sha11 obstruct hamper or mterfere wrth the
' Storm Water Administrator while carrying out his or her official duties
404 PERFORMANCE SECURITY FOR INSTALLATION AND MAINTENANCE
� The Town of Indian Trail may require the submittal of a performance secunty or bond
witl� surety cash escrow letter of credit or other acceptable legal arrangement pnor to
' issuance of a permrt m accordance with the provisions contamed m the Admmistrative
Manual
' 405 12ECORDS OF INS'I'ALLATION AND NiAINTENANCE ACTIVITIES
T'he owner of each structural BMP shall keep records of inspections maintenance and
� repairs for at least five years from the date of creation of the record and shall submit the
same upon reasonable request to the Storm Water Admmistrator
' 406 NUISANCE
The owner of each BMP whether structural or non structural shall maultam rt so as not
' to create a nuisance condrtion
407 MAINTENANCE EASEMENT
' Every structural BMP installed pursuant to this ordinance sha11 be made accessible for
adequate mspecbon mamtenance reconstruction and repau-by a mamtenance easement
The easement shall be recorded as descnbed m Section 311 and its terms shall specify
' who may make use of the easement and for what purposes
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STO�WA TEll 1VIA.1�A GEMENT AND
' EROSION CONTI�OL CALCULATIONS
' Sun Va//ey Coinmons, Phase ///
O/d Monroe Road anal Wes/ey Chape%Stouts Road
' /ndian Traii, North Caro/ina, 28079
, for
Sun Valley Commons, LLC
� 231 Post Office D�ive, Suite B8
Indian Tra�l, l�TC 2�079
�
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� John H Ross, P E ����
EAGLE ENGINEERING, INC
1 2013 Van Buren Ave
Indian Trail, NC 28079
'
EEI PROJECT NO 4257
� August 10 2011 4
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� Sun Valle Cornmons Phase III 4257 C NC
Y
SWM&EC Calculations August 10 2011
a
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0 EAGLE ENGINEERING INC Date 6/30/2011
2013 Van Buren Ave Pro�ect Name Sun Valley Commons
a Ind�an Trad NC 28079 PrO�eCt NO 4257
B JSM
Phase 1 R�ser Basm#1
o DESIGN CALCULATIONS NCDENR 6 61
D�sturbed Acreage(DE) 25 17 AC
Lha�nage Area(DA) 25 17 AC
C(runoff coefficient) 0 4
D Tc(mm) 20 mm conservatrvely(calculated by TR 55 method)
IZ (2 yr ramfall mtensity) 2 88 m/hr
Ii (10 yr ra�nfall mtens�ry) 4 43 �n/hr
QZ(2 yr peak runof� 29 0 cfs
aQ�o(10 yr peak runof� 44 6 Cfs
Requ�red Storage Volume
� Required Volume(V) 45 306 cf V=DE*1800 ft3/AC d�sturbed
Prov�ded Storage Volume 57 380 cf Input
D Reqmred Surface Area
Surface Area cCi Spillway Elev (SA) 19 402 sf SA=435ft2/cfs Q�o
� Prov�ded Surface Area 29 400 sf input
Determme Barrel capac�ty(2 year peak runof�
� QZ= 29 0 cfs
a Prmcipal spolway discharge capacity
Max Head Over Pnnc�pal Spillway(d) 1 00 ft To Emergency Spillway Elev
The comb�ned capac�ties of the pnncipal and emergency sp�llways must be at least
athe 10 yeaz peak flow for the ent�re watershed of the basin
Analyze for We�r Or�fice and P�pe flows
D Riser Dimenstons D 30 m Penmeter 7 85 ft
Area 4 90625 ftZ
Barrell D�mensions
(See table 8 07b) D 21 �n Per�meter 5 495 ft
aL 50 ft Area 2 404063 ft2
We�r Q=CLH(^15) Or�fice Q=CA(2gH)^0 5 P�pe k(p)= 0 0348
a — Q=a[(2gH)/(1+Km+Kp L)�^0 5 HP�E= Z�J
24 34 cfs = 23 62 cfs 16 17 cfs
"2 = 48 67 cfs *2 = 47 25 cfs *2 — 32 33 cfs
Check weir or�fice&p�pe capac�t�es to ensure 2 yr d�scharge of 29 0 cfs
D Is QZ passed w�thout actrv�atmg emergency spolway'► NOl *see note below
*Install two(2)�dent�cal pr�mary spiliways(r�ser&barrell)w�th sk�mmer attached to only one(1)
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DAnt�flotahon block
Length 4 W�dth 4 Th�cknes 1
a Volume= 16 ft3
We�ght 2 400 lb
a We�ght water d�splaced by empty r�ser V=a*h
Vol= 9 8125 ft'
We�ght Water 62 4 lb/ft3
Bouyant force 612 3 lb
aAnt�flotat►on Block okay� Yes
Q Emergency spolway (set min 1 above rtser crest)
Qe=Q 10 QP(Qb'=Q2)
Qe— 12 3
S�ze usmg wev equat�on
� We�r Q=CLH(^1 5) where c=2 8
L(Des�gned W�dth) 20 ft
H(Head over Spillway) 0 5 ft
� Q= 17 88854 cfs
Adequate to handle flow� Yes
a Sic�mmer(See 6 64 for s�zm
Spec�fy stze 4 in
Onfice diameter 3 5 m
Time to dram 3 days
a
Freeboard(1 0 Mmimum) 1 0 ft
O Basm Bottom Elevation 643 5a
Prmctpal Spillway Crest Elevat►on 645 50
Max Sed�ment Storage Elevation 646 50
a Sediment Cleanout Depth(Z/2) 1 50 ft
Max Sed�ment Cleanout Elevation 645 00
Emergency Spillway Elevat�on 646 50
Bas�n Top Elevat�on 648 00
D
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Calculate Skimmer Size
D Basin Volume in Cubic Feet 45 306 Cu Ft Skimmer Size 4 0 111Ch
Days to Drain 3 Days Or�fice Radius 1 7 Inch[es]
Onfice Diameter 3 5 Inch(es]
� In NC assume 3 days to drain
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0 Sun Valle Commons Phase III 4257 C NC
Y
SWM&EC Calculations August 10 2011
�
� Sediment Trap 2
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SedimentTrap# 1 EAGLE ENGINEERING INC
a ° ° Pro�ect Sun Valley Commons Phase III Theater
�Q �� Pro�ect# 4257
l�low Area Date 7/5/2011
a Drainage Area (A)= 2 96 acres Design by JSM
Disturbed Area (D)= 2 96 acres
Runoff Coeffiuent (C)= 0 40
Rainfall Intens�ty (I = 7 03 in/hr (10 Year Storm Tc=5 mm)
aFlow (Q�o)= 8 32 cfs
Vo/ume(mm) (�= 10 656 ft (3 600 ft3 per acre of disturbed area)
� Suriace Area(mm) (SA)= 3 621 ft (435 ft per cfs of Q,o peak mflow)
W(mm)= 42 55 ft
L(min)= 8510 ft
� POOL DIMS pool) AREA DIMS(bottom) AREA VOLUME
DEPTH length width (pool) length width (bottom) PROVIDED
O (ft (ft) (ft (s� (ft) (ft) (sf) (c�
3 0 48 96 4608 36 84 3024 11 448
Q lengthlwidth ratio should be 2 1 or greater
volume prov�ded must meeUexceed volume required
QWe►r Length= 8��(per table 6 60a) Slope= 2 0 1
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OSun Valley Commons Phase III 4257 C NC
SWM&EC Calcularions August 10 2011
0
l�p Rap Apron Design
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oR�p Rap Apron Des�gn
Pro�ect Sun Valley Commons Ph III
QStructure Headwall around pond
NCDENR Erosion and Sediment Control Planning and Design Manual
0 Do= 36 in dso(6 min )= 7 in
Qioo= 60 CfS dmax- 10 50 in
3Do= 9 ft th= 15 75 in
oLa= ZO ft
W= 2300 ft
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aFiguro 8 06a Design of outlet protect or protect on trom a round pipe flowing(ull minimum ta�iwater condit�on(Tw<0 5 dameter)
D
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Q EEI Pro�ect No 4257
Rip Rap Apron Design Page 1

aSun Valtey Commons Phase III 4257 C NC
SWM&EC Calculations August 10 201 I
a
a Stormwater 1Vlanagement �alculations
Outlet Structure Buoyancy Calculation
Q BMP-Wet Detention Pond Design
and Hydrographs
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, Wet Detention Pond EN G I N�E RLI N G
�I �
PROJECT Sun Valley Commons CLIENT The Moser Group
' PROJ # 4257 DATE 6/9/2011 2013 Van Buren Avenue
PHASE Phase III DESIGN BY JSM Indian Trail NC 28079
Wet Detent�on Pond NC BMP Manual(Indian Trad NC Ord�nance)
' Calculate Water Quality Volume
Indian Traii calcualtes the Water Quality Volume(WQV)based upon the
' first inch of runoff
Dramage Area (A)= 2 158 529 Ft2 49 55301 ac
' Impervious Area= 1769 994 FtZ 40 63347 ac
Impervious Fraction (IA) = 0 82
' Rv=0 05+0 9(IA)= 0 79 Runoff Coefficient
' Water Quality Volume Required (WQV) = 141743 ft3
Where WQV=3630* Rp* R„*A 106 308 =0 75*WQV
' Rainfall Depth (Rp)= 10 in
Runoff Coefficient(R�)= 0 79 unitless
Watershed Area (A)= 49 55 ac
, WQV is achieved at Elev = 644 85
WQV provided = 146 680 ft3
' Length Width Area De th Geome
( ) P trY
� Permanent Pool Average Depth (da�)= 3 30 ft
da = ��25 X�1+�Abot_shelf�Aperm_pool��J + ���Abot shelf+Abot_pond����X��epth�Abot shelf�J
' Area at bottom of shelf= 95 518 Abot_shelf�ftZ�
Area at perm Pool= 102 107 Abot shelf(ftz)
Area at bottom of pond = 84115 Abot shelf(ftZ1
' - ►
Depth to bottom of shelf= 3 00 Depth (ft)
Volume of perm Pool= 279 333 ft3
, Percent Impervious Cover= 82 % SA/DA Ration for Perm Pool Sizmg
SA/DA Ratio= 4 60 % ya�mp Perm Pool Avg Depth (ft)
Surface Area Req d (SA)= 99 292 ft2 Cover 3 0 3 5 4 0
, Surface Area Provided = 102 107 80 4 5 4 1 3 8
82 4 60 418 3 84
' 90 50 45 40
Values from Table 10 3
Region Piedmont
� Efficiency 90 %
� EEI Pro�ect No 4257
Wet Detention Pond Page 1

�.1
OWQV Outlet Dewce
Orifice diameter= 7 in
� Orifice mv Elev = 643 50
Orifice Equat�on Q=Cp A(2g(Ho/3))o s
O2 day Avg Discharge(QZa„)= 0 8203 cfs(max )
5 day Avg Discharge(Qsa„)= 0 3281 cfs(min )
0 Average Discharge(Q)= 0 7639 cfs(provided)
Discharge Coefficient(Co)= 0 60
X sect area of orifice(A)= 0 2671 ftZ
oAccel due to grav�ty(g)= 32 2 ft/secZ
Avg driving head(Ho) = 10583 ft Note Use Ho/3 to compute drawdown to
o reflect the fact that head �s decreasing as
drawdown occurs
Q Forebay#1 Design
Forebay#1 Receives 25 %of Drainage Area Contour Area Volume Net Vol
Forebay#1 Vol Required 13 967 ft3 640 3640 79 0 0
0 Approx Area#1 Required 3 990 ftZ 641 4385 52 4013 155 4013 155
Forebay#1 Vol Provided 14 370 ft3 642 519719 4791355 8804 51
Q 643 5934 07 5565 63 14370 14
Forebay#2 Des�gn
Forebay#1 Receives 75 %of Drainage Area Contour Area Volume
o Forebay#2 Vol Required 41900 ft3 640 11809 31 0 0
Approx Area#1 Requ�red 11971 ftZ 641 13126 87 12468 09 12468 09
Forebay#2 Provided 41 991 ft3 642 14417 73 13772 3 26240 39
0 643 17083 85 15750 79 41991 18
Landscape Requirements
Minimum of three(3)diverse species of shallow water emergent and shallow land herbaceous
nvegetation on the vegetated shelf(see table 9 1 in BMP Manual)
����� Minimum of 50 plants per 200sf of shelf area shaf(be pianted
OVegetated Shelf Area 13198 ft2
Total Qty Plants Required 3 300 plants
0 M�n Qty each species 550 ea
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D EEI Pro�ect No 4257
Wet Detention Pond Page 2

O I(� t4.8��U 0�� � 4257 Detention BMP w
� ���� O� �091�t��7$S sp
aHydraflow Hydrographs Extension for AutoCAD�Civ�i 3D�2012 by Autodesk Inc v9 Thursday 00 26 2011
� FBy�rograph Return Period Recap �
'� - Year
O Surr�mary Report 2
Hydrograph Reports 3
Hydrograph No 1 SCS Runoff SVC Pre 3
O Hydrograph No 2 SCS Runoff SVC Post 4
Hydrograph No 3 Reservoir SVC Pond 5
Pond Report- Wet Detention g
� 2 - Year
Summaey Report g
� iiydrograph Repoe�ts g
Hydrograph No 1 SCS Runoff SVC Pre g
D Hydrograph No 2 SCS Runoff SVC Post 10
Hydrograph No 3 Reservoir SVC Pond 11
O 10 - Year
Summary Repo�-t 12
Fiydrograph Reports 13
a Hydrograph No 1 SCS Runoff SVC Pre 13
Hydrograph No 2 SCS Runoff SVC Post 14
Hydrograph No 3 Reservoir SVC Pond 15
O25 - Vear
Summary Repoe�t 16
O Hydrograph Repoets 17
Hydrograph No 1 SCS Runoff SVC Pre �7
Hydrograph No 2 SCS Runoff SVC Post �g
aHydrograph No 3 Reservoir SVC Pond �g
50 - Year
DSuorornary Report 20
tiydrograph Reports 2�
Hydrograph No 1 SCS Runoff SVC Pre 2�
OHydrograph No 2 SCS Runoff SVC Post 22
Hydrograph No 3 Reservoir SVC Pond 23
� 100 - Veaa�
Summaay Report 2�,
� HycDrograph Reports 25
Hydrograph No 1 SCS Runoff SVC Pre 25
Hydrograph IVo 2 SCS Runoff SVC Post 26
oHydrograph No 3 Reservoir SVC Pond 27
�

� 1
Hydrograph Return Period �c�,�
� ydra o ydrographs Extension for AutoCAD�Ciwl 3D�2012 by Autodesk Inc v9
Hyd Hydrograph Inflow Peak Outflow(cfs) Hydrograph
No type hyd(s) Descript�on
' (ongin) 1 yr 2 yr 3 yr 5 yr 10 yr 25 yr 50 yr 100 yr
1 SCS Runoff 16 11 26 67 66 10 91 13 110 57 123 77 SVC Pre
' 2 SCS Runoff — 148 85 187 40 306 08 373 16 423 21 456 48 SVC Post
3 Reservoir 2 6 339 15 14 64 16 90 59 108 97 118 93 SVC Pond
' 4 SCS Runoff 10 96 17 82 44 47 61 72 75 19 84 35 Offsite Culvert DA
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�����"d'���� ������ ��°���ydraflow Hydrographs Extension for AutoCAD�Ciwl 3D�2012 by Autodesk Inc v9
� Hyd Hydrograph Peak Time Time to Hyd Inflow Maximum Total Hydrograph
No type flow mterval Peak volume hyd(s) elevat�on strge used Description
a (ongm) (cfs) (mm) {min) (cuft) (ft) (cuft)
1 SCS Runoff 16 11 2 746 109 980 — SVC Pre
� 2 SCS Runoff 148 85 2 716 312 786 SVC Post
3 Reservoir 6 339 2 792 295 461 2 645 32 199 199 SVC Pond
0 4 SCS Runoff 10 96 2 838 196 232 Offsde Culvert DA
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a4257 Detention BMP gpw Return Period 1 Year Thursday 00 26 2011

� 3
Hydrograph Repo�
1 Hydraflow Hydrographs Extension for AutoCAD�Civ�l 3D�2012 by Autodesk Inc v9 Thursday 00 26 2011
�"�yd �� �
� SVC Pre
Hydrograph type = SCS Runoff Peak discharge = 16 11 cfs
, Storm frequency = 1 yrs Time to peak = 746 min
Time interval = 2 min Hyd volume = 109 980 cuft
Drainage area = 49 553 ac Curve number = 73
, Basin Slope = 0 0 % Hydraulic length = 0 ft
Tc method = User Time of conc (Tc) = 50 00 min
Total precip = 2 58 in Distribution = Type II
' Storm duration = 24 hrs Shape factor = 484
'
' SVC Pre
Q (cfs) Hyd No 1 1 Year Q(cfs)
� 18 00 18 00
� 15 00 15 00
�
12 00 12 00
�
' 900 900
' 6 00 6 00
�
3 00 3 00
�
' 000 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 1 Time(min)
'
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1 �
Hydrograph Repor�
' Hydraflow Hydrographs Extension for AutoCAD�Ciwl 3D�2012 by Autodesk Inc v9 Thursday 00 26 2011
Hyd NO 2
� SVC Post
Hydrograph type = SCS Runoff Peak discharge = 148 85 cfs
' Storm frequency = 1 yrs Time to peak = 716 min
Time interval = 2 min Hyd volume = 312 786 cuft
Drainage area = 49 553 ac Curve number = 93
1 Basin Slope = 0 0 % Hydraulic length = 0 ft
Tc method = User Time of conc (Tc) = 5 00 min
Total precip = 2 58 in Distribution = Type II
' Storm duration = 24 hrs Shape factor = 484
'
' SVC Post
Q(cfs) Hyd No 2 1 Year Q (cfs)
' 160 00 160 00
� 140 00 140 00
' 120 00 120 00
' 100 00 100 00
' 80 00 80 00
, 60 00 60 00
� 40 00 40 00
, 20 00 20 00
' 0 00 0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time{min)
' Hyd No 2
'

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0 Hydraflow Hydrographs Extension for AutoCAD�Ciwl 3D�2012 by Autodesk Inc v9 Thursday 00 26 2011
C�yd No 3
� SVC Pond
Hydrograph type = Reservoir Peak discharge = 6 339 cfs
� Storm frequency = 1 yrs Time to peak = 792 min
T�me interva! = 2 min Hyd volume = 295 461 cuft
Inflow hyd No = 2 SVC Post Max Elevation = 645 32 ft
� Reservoir name = Wet Detention Max Storage = 199 199 cuft
Storage Indication method used
�
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OSVC POnd
Q (cfs) Hyd No 3 1 Year Q (cfs)
O160 00 160 00
� 140 00
140 00
� 120 00 120 00
a100 00 100 00
� 80 00 80 00
0 60 00 60 00
a40 00 40 00
a20 00 20 00
� 0 00 0 00
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000
Time(min)
OHyd No 3 Hyd No 2 f�❑ LI_f_I Total storage used = 199 199 cuft
O

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0 Hydraflow Hydrographs Extension for AutoCAD�Ci�nl 3D�2012 by Autodesk Inc v9 Thursday 00 26 2011
Pond No 1 UVet Detention
Pond Data
aContours User defined contour areas Conic method used for volume calculation Begirnng Elevation=643 50 ft
Stage/Storage Table
0 Stage(ft) Elevation(ft) Contour area(sqft) Incr Storage(cuft) Total storage(cuft)
0 00 643 50 102 107 0 0
0 50 644 00 108 879 52 732 52 732
1 50 645 00 112 312 110 580 163 312
� 2 50 646 00 114 950 113 617 276 929
3 50 647 00 117 607 116 264 393 194
4 50 648 00 120 248 118 913 512 107
5 50 649 00 122 981 121 600 633 707
� Culvert/Orifice Structures UNeir Structures
[A] [B] [C] [PrtRsr] [A] [B] [C] [D]
0 Rise(in) = 36 00 7 00 0 00 0 00 Crest Len(ft) = 8 00 4 00 0 00 0 00
Span(m) = 36 00 7 00 0 00 0 00 Crest EI (ft) = 645 00 647 50 0 00 0 00
No Barrels = 2 1 1 0 Weir Coeff = 3 33 3 33 3 33 3 33
a Invert EI (ft) = 642 50 643 50 0 00 0 00 Weir Type = Rect Rect Rect
Length(ft) = 100 00 0 00 0 00 0 00 Multi Stage = Yes Yes No No
Slope(/o) = 1 00 0 00 0 00 n/a
N Value = 013 013 013 n/a
a Orifice Coeff = 0 60 0 60 0 60 0 60 E�I(inlhr) = 0 000 (by Contour)
Multi Stage = n/a Yes No No TW Elev (ft) = 0 00
Note C Ivert/0 f ce o tFlows a e analyzed nde let(c)a d outiet(oc)cont ol We r r sers checked for or fce co drt ons(c)and s bmerge ce(s)
a Stage I Storage/D�scharge Table
Stage Storage Elevat�on Clv A Civ B Clv C PrfRsr Wr A Wr B Wr C Wr D E�I User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
O 0 00 0 643 50 0 00 0 00 ' _ 0 00 0 00 — ' 0 000
0 05 5 273 643 55 14 32 ic 0 01 ic 0 00 0 00 0 009
0 10 10 546 643 60 14 32 ic 0 03 ic 0 00 0 00 — 0 034
0 15 15 820 643 65 14 32 ic 0 07 ic 0 00 0 00 — 0 072
� 0 20 21 093 643 70 14 32 ic 0 12 ic 0 00 0 00 — — ` 0 125
0 25 26 366 643 75 14 32 ic 0 19 ic 0 00 0 00 0 187
0 30 31 639 643 80 14 32 ic 0 26 ic 0 00 0 00 0 259
0 35 36 913 643 85 14 32 ic 0 34 ic 0 00 0 00 — 0 338
0 0 40 42186 643 90 14 32 ic 0 42 ic 0 00 0 00 � � 0 424
0 45 47 459 643 95 14 32 ic 0 51 ic 0 00 0 00 0 507
0 50 52 732 644 00 14 32 ic 0 59 ic 0 00 0 00 0 588
0 60 63 790 644 10 14 32�c 0 71 �c 0 00 0 00 — — 0 714
0 70 74 848 644 20 14 32 ic 0 82 ic — 0 00 0 00 — p g22
0 0 80 85 906 644 30 14 32 ic 0 92 ic 0 00 0 00 — 0 917
0 90 96 964 644 40 14 32�c 1 00 ic 0 00 0 00 1 003
1 00 108 022 644 50 14 32 ic 1 08 ic 0 00 0 00 1 083
1 10 119 080 644 60 14 32 ic 1 16 ic 0 00 0 00 — — 1 157
0 1 20 130 138 644 70 14 32 ic 1 23 ic 0 00 0 00 � _ � 22g
1 30 149 196 64d 80 14 32 ic 1 29 ic 0 00 0 00 � Zg2
1 40 152 254 644 90 14 32 ic 1 35 ic 0 00 0 00 �35q
1 50 163 312 645 00 14 32 ic 1 41 ic 0 00 0 00 — 1 414
1 60 174 674 645 10 14 32 ic 1 47 ic 0 84 0 00 — 2 314
a 1 70 186 036 645 20 14 32 ic 1 53�c 2 38 0 00 � 3 909
1 80 197 397 645 30 14 32 ic 1 58 ic 4 38 0 00 5 956
1 90 208 759 645 40 14 32 ic 1 63 ic 6 74 0 00 8 369
2 00 220 121 645 50 14 32 ic 1 68 ic 9 42 0 00 — 11 10
� 210 231 482 645 60 14 32 ic 1 73 ic — _ 12 38 0 00 � — 1411
2 20 242 844 645 70 17 37 ic 1 78 ic 15 60 0 00 17 37
2 30 254 206 645 80 20 88 ic 1 82 ic 19 06 0 00 2p gg
2 40 265 568 645 90 24 58 ic 1 84 ic 22 74 0 00 — 24 58
a 2 50 276 929 646 00 28 48 ic 1 84 ic 26 64 0 00 _ � 2g qg
2 60 288 556 646 10 32 57 ic 1 83 ic 30 73 0 00 32 57
2 70 300 182 646 20 36 86 ic 1 83 ic 35 02 0 00 36 84
2 80 311 809 646 30 41 30 ic 1 82 ic — 39 48 0 00 — 41 30
Conhnues on nextpage
a

D7
Wet Detention
O Stage/Storage/D�scharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfd User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
D 2 90 323 435 646 40 46 51 ic 1 80 ic — 44 12 0 00 — — 45 93
3 00 335 061 646 50 50 86 ic 1 80 ic 48 93 0 00 50 73
3 10 346 688 646 60 55 92 ic 1 78 ic 53 91 0 00 — 55 69
3 20 358 314 646 70 60 81 ic 1 77 ic — 59 04 0 00 60 81
� 3 30 369 941 646 80 66 07 ic 1 75 ic 64 32 0 00 — 66 07
3 40 381 567 646 90 71 20 ic 1 73 ic 69 47 s 0 00 7� 20
3 50 393 194 647 00 75 84 oc 1 70 ic 74 02 s 0 00 75 72
3 60 405 085 64710 78 24 oc 1 60 ic 76 63 s 0 00 78 23
3 70 416 976 647 20 82 52 oc 1 59 ic 80 93 s 0 00 — — 82 51
� 3 80 428 868 647 30 86 70 oc 1 58 ic 85 12 s 0 00 — 86 70
3 90 440 759 647 40 90 78 oc 1 56 ic 89 21 s 0 00 90 78
4 00 452 650 647 50 94 76 oc 1 55 ic 93 21 s 0 00 94 76
4 10 464 542 647 60 98 87 oc 1 53 ic 96 92 s 0 42 gg 87
� 4 20 476 433 647 70 103 05 oc 1 51 ic Y 100 35 s 1 19 103 04
4 30 488 324 647 80 107 19 oc 1 48 ic 103 52 s 2 19 107 18
4 40 500 215 647 90 110 80 ic 1 44 ic 106 00 s 3 37 110 80
4 50 512 107 648 00 114 31 ic 1 40 ic 108 19 s 4 71 — 114 30
4 60 524 267 648 10 117 68 ic 1 36 ic 110 13 s 6 19 — 117 67
Q 4 70 536 427 648 20 120 93 ic 1 31 ic 111 81 s 7 80 — ' _ 120 93
4 80 548 587 648 30 124 06 ic 1 27 ic 113 25 s 9 53 124 05
4 90 560 747 648 40 127 07 ic 1 23 ic — 114 47 s 11 37 127 07
5 00 572 907 648 50 129 89 ic 1 19 ic — 115 66 s 13 04 s — �29 gg
0 5 10 585 067 648 60 132 55 ic 1 16 ic 116 87 s 14 51 s � — 132 54
5 20 597 227 648 70 135 07 ic 1 12 ic 118 05 s 15 90 s 135 07
5 30 609 387 648 80 137 49 ic 1 09 ic 119 18 s 17 22 s —
137 49
5 40 621 547 648 90 139 81 ic 1 06 ic 120 27 s 18 48 s 139 81
� 5 50 633 707 649 00 142 05 tc 1 03 ic 121 33 s 19 69 s — — 142 05
End
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aHyd Hydrograph Peak Time Time to Hyd Inflow Maximum Total Hydrograph
No type flow �nterval Peak volume hyd(s) elevation strge used Descr�ption
� (origm) (cfs) (min) (mm) (cuft) (ftj (cuft)
1 SCS Runoff 26 67 2 744 167 651 — SVC Pre
O2 SCS Runoff 187 40 2 716 399 493 — SVC Post
3 Reservoir 15 14 2 748 381 981 2 645 63 235 071 SVC Pond
a4 SCS Runoff 17 82 2 830 299 130 Offsite Culvert DA
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4257 Detention BMP gpw Return Period 2 Year Thursday 00 26 2011
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OHydraflow Hydrographs E�ension for AutoCAD�Ci�nl 3D�2012 by Autodesk Inc v9 Thursday 00 26 2011
Hyd �lo '9
OSVC Pre
Hydrograph type = SCS Runoff Peak discharge = 26 67 cfs
QStorm frequency = 2 yrs Time to peak = 744 min
Time interval = 2 min Hyd volume = 167 651 cuft
Drainage area = 49 553 ac Curve number = 73
(� Basin Slope = 0 0 % Hydraulic length = 0 ft
�� Tc method = User Time of conc (Tc) = 50 00 min
Total precip = 3 12 in Distribution = Type II
� Storm duration = 24 hrs Shape factor = 484
D
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Q (cfs) Q (cfs
Hyd No 1 2 Year �
D28�� 28 ��
a24 00 24 00
0 20 00 - 20 00
O 16 00
16 00
O
1200 1200
O
800 800
0
a4 00 4 00
O 0 00 0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
0 Hyd No 1
Time(min)
D

' 10
Hydrograph Repo�
1 Hydraflow Hydrographs Extens�on for AutoCAD�Crod 3D�2012 by Autodesk Inc v9 Thursday 00 26 2011
Hyd IVo 2
' SVC Post
Hydrograph type = SCS Runoff Peak discharge = 187 40 cfs
1 Storm frequency = 2 yrs Time to peak = 716 min
Time interval = 2 min Hyd volume = 399 493 cuft
Drainage area = 49 553 ac Curve number = 93
� Basin Slope = 0 0 % Hydraulic length = 0 ft
Tc method = User Time of conc (Tc) = 5 00 min
Total precip = 3 12 in Distribution = Type II
� Storm duration = 24 hrs Shape factor = 484
'
tSVC Post
Q (cfs) Hyd No 2 2 Year Q (cfs)
' 21000 - 21000
' 180 00 — 180 00
' 150 00 150 00
' 120 00 120 00
'
90 00 90 00
'
60 00 60 00
,
' 30 00 30 00
' 0 00 0 00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No 2 Time(mrn)
�
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' 11
Hydrograph Repor�
' Hydraflow Hydrographs Extension for AutoCAD�Ciwl 3DO 2012 by Autodesk Inc v9 Thursday 00 26 2011
Flyd No 3
' SVC Pond
Hydrograph type = Reservoir Peak discharge = 15 14 cfs
, Storm frequency = 2 yrs Time to peak = 748 min
Time interval = 2 min Hyd volume = 381 981 cuft
Inflow hyd No = 2 - SVC Post Max Elevation = 645 63 ft
' Reservoir name = Wet Detention Max Storage = 235 071 cuft
, Storage Indication method used
'
' $�/�: POI1C1
Q (cfs) Q (cfs
Hyd No 3 2 Year �
1 210 00 210 00
' 180 00 180 00
' 150 00 150 00
� 120 00 i 20 00
1
90 00 90 00
'
60 00 60 00
,
' 30 00 30 00
' 0 00 0 00
0 480 960 1440 1920 2400 2880 3360 3840 4320 4800 5280
Time(min)
' � Hyd No 3 � Hyd No 2 IL1 T�_1_I_l Total storage used = 235 071 cuft
'

' 12
Hydrograph �umrnary Repor�
' ydraflow Hydrographs Extension for AutoCADO Civd 3D�2012 by Autodesk Inc v9
Hyd Hydrograph Peak Time Time to Hyd Inflow Maximum Total Hydrograph
No type flow interval Peak volume hyd(s) elevation strge used Descnption
' (origin) (cfs) (mm) (min) (cuft) (ft) (cuft)
1 SCS Runoff 66 10 2 744 382 197 — SVC Pre
' 2 SCS Runoff 306 08 2 716 674 818 — — SVC Post
3 Reservoir 64 16 2 724 656 976 2 646 77 365 707 SVC Porrd
, 4 SCS Runoff 44 47 2 824 681 935 — — -- Offsite Cuivert DA
,
'
'
1
'
'
1
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'
'
'
'
'
, 4257 Detention BMP gpw Return Penod 10 Year Thursday 00 26 2011

' 13
I-lydrograph Repo�
' Hydraflow Hydrographs Extension for AutoCAD�Ci�nl 3D�2012 by Autodesk Inc v9 Thursday 00 26 2011
Hyd No 1
' SVC Pre
Hydrograph type = SCS Runoff Peak discharge = 66 10 cfs
' Storm frequency = 10 yrs Time to peak = 744 min
Time intervai = 2 min Hyd volume = 382 197 cuft
Drainage area = 49 553 ac Curve number = 73
' Basin Slope = 0 0 % Hydraulic length = 0 ft
Tc method = User Time of conc (Tc) = 50 00 min
Total precip = 4 80 in Distribution = Type II
' Storm duration = 24 hrs Shape factor = 484
�
' SVC Pre
Q(cfs) Hyd No 1 10 Year Q (cfs)
' 70 00 - 70 00
' 60 00 60 00
' 50 00 50 00
� 40 00
40 00
'
30 00 30 00
'
20 00 — -- 20 00
�
' 10 00 10 00
' 000 — 000
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 9560
' Hyd No 1
Time(min)
�

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� Hydraflow Hydrographs Extension for AutoCAD�Civ�l 3DO 2012 by Autodesk Inc v9 Thursday 00 26 2011
9-IyCI 9110 2
� SVC Post
Hydrograph type = SCS Runoff Peak discharge = 306 08 cfs
' Storm frequency = 10 yrs Time to peak = 716 min
Time interval = 2 min Hyd volume = 674 818 cuft
Drainage area = 49 553 ac Curve number = 93
� Basin Slope = 0 0 % Hydraulic length = 0 ft
Tc method = User Time of conc (Tc) = 5 00 mrn
Total precip = 4 80 in Distribution = Type II
' Storm duration = 24 hrs Shape factor = 484
'
' SVC Post
Q (cfs) Hyd No 2 10 Year Q (cfs)
' 320 00
320 00
' 280 00
280 00
' 240 00
240 00
' 200 00 200 00
' 160 00 160 00
' 120 00 120 00
' 80 00 80 00
' 40 00 40 00
' 000 000
0 120 240 360 480 600 720 840 960 1080 1200
� Hyd No 2
Time(min)
,

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' Hydraflow Hydrographs Extension for AutoCAD�Cml 3DO 2012 by Autodesk Inc v9 Thursday 00 26 2011
Hyd No 3
' SVC Pond
Hydrograph type = Reservoir Peak discharge = 64 16 cfs
' Storm frequency = 10 yrs Time to peak = 724 min
Time interval = 2 min Hyd volume = 656 976 cuft
Inflow hyd No = 2 SVC Post Max Elevation = 646 77 ft
1 Reservoir name = Wet Detention Max Storage = 365 707 cuft
Storage Indication method used
,
'
' .S�/Ci POIIC�
Q (cfs) Hyd No 3 10 Year Q (cfs)
' 320 00
320 00
, 280 00
280 00
' 240 00
240 00
' 200 00
200 00
' 160 00
160 00
' 120 00
120 00
' 80 00
80 00
, 40 00
40 00
' 0 00 0 00
0 360 720 1080 1440 1800 2160 2520 2880 3240 3600
Time(min)
' Hyd No 3 Hyd No 2 ILLI I_1 f 1 Total storage used = 365 707 cuft
'

' 16
F°lyd rog ra p h S u m rn a� Re po�ydraflow Hydrographs E�Rension for AutoCAD�Civ�l 3D�2012 by Autodesk Inc v9
1 Hyd Hydrograph Peak Time Time to Hyd Inflow Max�mum Total Hydrograph
No type flow mterval Peak volume hyd(s) elevation strge used Description
' (origm) (cfs) (mm) (mm) (cuft) (ft) (cuft)
1 SCS Runoff 91 13 2 744 519 960 SVC Pre
' 2 SCS Runoff 37316 2 716 834 039 — — — SVC Post
3 Reservoir 90 59 2 724 816 081 2 647 40 440 218 SVC Pond
' 4 SCS Runoff 61 72 2 824 927 738 Offsite Culvert DA
'
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, 4257 Detention BMP gpw Return Penod 25 Year Thursday 00 26 2011

, HdrorahReo �'
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' Hydraflow Hydrographs Extension for AutoCAD�Ciwl 3D�2012 by Autodesk Inc v9 Thursday 00 26 2011
Hyd 6V0 1
' SVC Pre
Hydrograph type = SCS Runoff Peak discharge = 91 13 cfs
' Storm frequency = 25 yrs Time to peak = 744 min
Time interval = 2 min Hyd volume = 519 960 cuft
Drainage area = 49 553 ac Curve number = 73
' Basin Slope = 0 0 % Hydraulic length = 0 ft
Tc method = User Time of conc (Tc) = 50 00 min
Total precip = 5 76 in Distribution = Type II
' Storm duration = 24 hrs Shape factor = 484
�
, SVC Pre
Q (cfs) Hyd No 1 25 Year Q (cfs)
' 100 00 100 00
90 00 90 00
�
80 00 80 00
' 70 00
70 00
' 60 00 60 00
' 50 00 50 00
40 00 40 00
'
30 00 30 00
� 20 00 —
20 00
� 10 00 10 00
, 0 00 0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 1 Time(min)
�
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1 Hydraflow Hydrographs Extension for AutoCAD�Civ�l 3D�2012 by Autodesk Inc v9 Thursday 00 26 2011
Hyd IVo 2
' SVC Post
Hydrograph type = SCS Runoff Peak discharge = 373 16 cfs
' Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd volume = 834 039 cuft
Drainage area = 49 553 ac Curve number = g3
1 Basin Slope = 0 0 % Hydraulic length = 0 ft
Tc method = User Time of conc (Tc) = 5 00 min
Total precip = 5 76 in Distnbution = Type II
1 Storm duration = 24 hrs Shape factor = 484
�
� SVC Post
Q (cfs) Hyd No 2 25 Year Q (cfs)
' 400 00
400 00
' 350 00
350 00
' 300 00
300 00
' 250 00
250 00
' 200 00 —
200 00
' 150 00
150 00
' 100 00
100 00
, 50 00
50 00
' 0 00 - 0 00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No 2 Time(min)
'
'

, 19
Hydrograph Repo�
' Hydraflow Hydrographs Extension for AutoCADle�Civ�t 3D�2012 by Autodesk Inc v9 Thursday 00 26 2011
Hyd No 3
� SVC Pond
Hydrograph type = Reservoir Peak discharge = 90 59 cfs
, Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd volume = 816 081 cuft
Inflow hyd No = 2 SVC Post Max Elevation = 647 40 ft
, Reservoir name = Wet Detention Max Storage = 440 218 cuft
' Storage Indication method used
'
' SVC POnd
Q (cfs) Hyd No 3 25 Year Q (cfs)
' 400 00 400 00
� 350 00 350 00
' 300 00 300 00
' 250 00 - 250 00
� 200 00 200 00
' 150 00 150 00
' 100 00 100 00
' S0 00 50 00
' 0 00 0 00
0 24Q 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Time(min)
' Hyd No 3 � Hyd No 2 II LL( 1 I I Total storage used =440 218 cuft
,

' 20
Hyd rog ra p h S u m m a ry Re po�Ydraflow Hydrographs Extension for AutoCAD�Ciwl 3D�2012 by Autodesk Inc v9
' Hyd Hydrograph Peak Time Time to Hyd Inflow Maximum Total Hydrograph
No type flow mterval Peak volume hyd(s) elevation strge used Description
' {origin) (cfs) (m�n) (mm) (cuft) (ft) (cuft)
1 SCS Runoff 110 57 2 744 627 943 — — SVC Pre
' 2 SCS Runoff 423 21 2 716 953 930 — SVC Post
3 Reservoir 108 97 2 724 935 898 2 647 85 494 184 SVC Pond
' 4 SCS Runoff 75 19 2 824 1 120 409 Offsite Culvert DA
'
'
'
'
'
'
'
'
'
'
'
'
'
4257 Detention BMP gpw Return Period 50 Year Thursday 00 26 2011
'

� H dro ra h Re 21
Y 9 p po�t
' Hydraflow Hydrographs Extension for AutoCAD�Ciwl 3D�2012 by Autodesk Inc v9 Thursday 00 26 2011
Hyd NO 1
' SVC Pre
Hydrograph type = SCS Runoff Peak discharge = 110 57 cfs
' Storm frequency = 50 yrs Time to peak = 744 min
Time interval = 2 min Hyd volume = 627 943 cuft
Drainage area = 49 553 ac Curve number = 73
' Basin Slope = 0 0 % Hydraulic length = 0 ft
Tc method = User Time of conc (Tc) = 50 00 min
Total precip = 6 48 in Distribution = Type II
' Storm duration = 24 hrs Shape factor = 484
'
' SVC Pre
Q (cfs) Hyd No 1 50 Year Q (cfs)
, 120 00 — —
120 00
t100 00 100 00
'
80 00 80 00
'
' 60 00
60 00
' 40 00
40 00
'
20 00 20 00
'
' 0 00 0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No 1 Time(min)
'
'

� 22
Hydrograph Repo�
' Hydraflow Hydrographs EMension for AutoCAD�CiWI 3D�2012 by Autodesk Inc v9 Thursday 00 26 2011
�yd �� 2
' SVC Post
Hydrograph type = SCS Runoff Peak discharge = 423 21 cfs
' Storm frequency = 50 yrs Time to peak = 716 min
Time interval = 2 min Hyd volume = 953 930 cuft
Drainage area = 49 553 ac Curve number = 93
' Basin Slope = 0 0 % Hydraulic length = 0 ft
Tc method = User Time of conc (Tc) = 5 00 min
Total precip = 6 48 in Distribution = Type II
' Storm duration = 24 hrs Shape factor = 484
'
' SVC Post
Q (cfs) Hyd No 2 50 Year Q (cfs)
, 480 00 480 00
� 420 00 420 00
' 360 00 360 00
, 300 00 300 00
, 240 00 240 00
' 180 00 180 00
' 920 00 120 00
' 60 00 60 00
' 000 000
0 120 240 360 480 60Q 720 840 960 1080 1200
Hyd No 2 Time(min)
1
,

' 23
Fiydrograph Repo�
' Hydraflow Hydrographs Extension for AutoCAD�Civ�l 3D�2012 by Autodesk Inc v9 Thursday 00 26 2011
Hyd No 3
' SVC Pond
Hydrograph type = Reservoir Peak discharge = 108 97 cfs
' Storm frequency = 50 yrs Time to peak = 724 min
Time interval = 2 min Hyd volume = 935 898 cuft
Inflow hyd No = 2 SVC Post Max Elevation = 647 85 ft
' Reservoir name = Wet Detention Max Storage = 494 184 cuft
, Storage Indication method used
'
, SVC Pond
Q(cfs) Hyd No 3 50 Year Q (cfs)
' 480 00 – 480 00
' 420 00 420 00
, 360 00 360 00
' 300 00 300 00
' 240 00 240 00
' 180 00 180 00
' 120 00 – — - 120 00
� 60 00 60 00
' 000 000
0 240 480 720 960 1200 1440 1680 1920 2160 2400
Time(min)
' Hyd No 3 Hyd No 2 11 l�_Ll_[ I Total storage used=494 184 cuft
'

' 24
I°lydrograph S�ar�mary Repo�
' ydraflow Hydrographs Extension for AutoCAD�Civ�l 3D�2012 by Autodesk Inc v9
Hyd Hydrograph Peak Time Time to Hyd Inflow Maximum Total Hydrograph
No type flow mtervat Peak volume hyd(s) elevat�on strge used Descnpt�on
' (origin) (cfs) (min) (mm) (cuft) (ft) (cuft)
1 SCS Runoff 123 77 2 744 701 668 — — SVC Pre
' 2 SCS Runoff 456 48 2 716 1 034 018 SVC Post
3 Reservoir 118 93 2 724 1 015 947 2 648 14 528 950 SVC Pond
' 4 SCS Runoff 84 35 2 824 1 251 951 Offsite Cuivert DA
'
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1
1
1
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1
1
1
4257 Detention BMP gpw Return Period 100 Year Thursday 00 26 2011
�

' H t!�°o ra h FZe ort 2s
Y 9 p p
' Hydraflow Hydrographs Extension for AutoCAD�Ciwl 3D�2012 by Autodesk Inc v9 Thursday 00 26 2011
Flyd IVo 1
� SVC Pre
Hydrograph type = SCS Runoff Peak discharge = 123 77 cfs
� Storm frequency = 100 yrs Time to peak = 744 min
Time interval = 2 min Hyd volume = 701 668 cuft
Drainage area = 49 553 ac Curve number = 73
' Basin Slope = 0 0 % Hydraulic length = 0 ft
Tc method = User Time of conc (Tc) = 50 00 min
Total preap = 6 96 in Distribution = Type II
' Storm duration = 24 hrs Shape factor = 484
'
' SVC Pre
Q (cfs) Hyd No 1 100 Year Q (cfs)
1 140 00
- 140 00
, 120 00
120 00
' 100 00 -
- 100 00
' 80 00
80 00
' 60 00
60 00
'
40 00 40 00
,
20 00 20 00
'
' 0 00 0 00
0 120 240 360 480 6Q0 720 840 960 1080 1200 1320 1440 1560
Hyd No 1 Time(min)
'
�

' H d ro ra h Re o�t 26
Y J p p
, Hydraflow Hydrographs Extension for AutoCAD�Ciwi 3D�2012 by Autodesk Inc v9 Thursday 00 26 2011
�ya �u0 2
� SVC Post
Hydrograph type = SCS Runoff Peak discharge = 456 48 cfs
' Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd volume = 1 034 018 cuft
Drainage area = 49 553 ac Curve number = g3
/ Basin Slope = 0 0 % Hydraulic length = 0 ft
Tc method = User Time of conc (Tc) = 5 00 min
Total precip = 6 96 in Distnbution = Type II
, Storm duration = 24 hrs Shape factor = 484
�
' SVC Post
Q (cfs)
Hyd No 2 100 Year Q (cfs)
1 490 00 490 00
' 420 00
420 00
1 350 00
350 00
, 280 00
- 280 00
' 210 00
210 00
'
140 00 140 00
'
70 00 70 00
'
' 000 000
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No 2 Time(min)
'
,

' 27
Hydrograph Report
' Nydraflow Hydrographs Extension for AutoCADO Civd 3D�2012 by Autodesk Inc v9 Thursday 00 26 2011
Hyd No 3
' SVC Pond
Hydrograph type = Reservoir Peak discharge = 118 93 cfs
' Storm frequency = 100 yrs Time to peak = 724 min
Time interval = 2 min Hyd volume = 1 015 947 cuft
Inflow hyd No = 2 SVC Post Max Elevation = 648 14 ft
� Reservoir name = Wet Detention Max Storage = 528 950 cuft
' Storage Indication method used
�
' S�/�. POt1Cg
Q (cfs) Hyd No 3 100 Year Q (cfs)
1 490 00 490 00
� 420 00 420 00
, 350 00 350 00
� 280 00 280 00
'
210 00 210 00
'
140 00 140 00
'
, 70 00 70 00
�.
' 0 00 0 00
0 240 480 720 960 1200 1440 1680 1920 216a
Time(min)
, Hyd No 3 � Hyd No 2 lLl�Ll 1 J Total storage used = 528 950 cuft
�

� Sun Valley Commons Phase III 4257 C NC
SWM&EC Calculations August 10 2011
'
Storm Drainage Calculations
� 25-yr Pipe Network Routing
and Critical HGL Profiles
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