SW0000000_Capital Oaks Design Calculations_20130819

Storm water & Erosion Control Calculations
June 5, 2013
Revised 7-3-13 per City review comments
Revised 8-19-13 per City infrastructure review& ADS detention system
Capital Oaks Retirement Community
6498 Ray Road
Raleigh, NC
Prepared for: :?of
Cameron General Contractors .• ®� 10 .<,,��
8040 Eiger Drive
AL
Lincoln, NE 68516 244
Prepared by: '-�
Triangle Site Design, PLLC
4006 Barrett Drive, Suite 203
Raleigh, NC 27609
(919) 553-6570
License#P-0619
TRIANGLE
S I T E D E S I G N

TABLE OF CONTENTS
OVERVIEW
FIGURES
SOILS SURVEY INFORMATION
USACOE&NCDENR STREAM&BUFFER DETERMINATIONS
USGS TOPOGRAPHIC MAP
FEMA FIRM MAP
DRAINAGE AREA MAPS
WATER QUALITY CALCULATIONS
NITROGEN NUTRIENT CALCULATIONS
WATER QUANTITY CALCULATIONS
DETENTION STRUCTURE#1
POND SUMMARY
CURVE NUMBERS
TIME OF CONCENTRATION
POND DETAIL
RUNOFF HYDROGRAPHS
DETENTION STRUCTURE#2
POND SUMMARY
CURVE NUMBERS
TIME OF CONCENTRATION
POND DETAIL
RUNOFF HYDROGRAPHS
STORM DRAINAGE CONVEYANCE
DRAINAGE STRUCTURE RUNOFF COEFFICIENT CALCULATIONS
SPREAD CALCULATIONS
PIPE SYSTEM#1 DESIGN
PIPE SYSTEM#2 DESIGN
PIPE SYSTEM#3 DESIGN
PIPE SYSTEM#4 DESIGN
PIPE SYSTEM#5 DESIGN
PIPE SYSTEM#6 DESIGN
PIPE SYSTEM#7 DESIGN
PIPE SYSTEM#8 DESIGN
PIPE SYSTEM#9 DESIGN
PIPE SYSTEM#10 DESIGN
GRASS CHANNEL DESIGN
EROSION CONTROL CALCULATIONS
SKIMMER BASIN
SKIMMER BASIN DETENTION CALCULATIONS
RIP-RAP APRONS
TEMPORARY DIVERSION DITCH

OVERVIEW
This report contains the storm water and erosion control calculations for the proposed Capital
Oaks Retirement Community at 6498 Ray Road (at the intersection with Leesville Road). The
project site is currently un-developed as a heavily wooded site. The proposed retirement
community project site consists of a net of 11.52 acres (proposed recombination and r/w
dedication). The disturbed area for the development will be approximately 8.7 acres including
grading operations on the site and off-site roadway & utility improvements to Ray Road.
There is no existing impervious area on the proposed site. The construction on the retirement
community will result in an on-site impervious area of 3.98 ac (34.5% impervious). The
construction of the off-site roadway improvements to Ray Road will result in 0.53ac of
additional impervious area within the road right-of-way. The overall net increase of impervious
area for the on-site and off-site improvements is 4.50 acres (196,225sf).
The project site is located with the Neuse River Basin which has requirements for nitrogen
nutrient loading controls. The Nitrogen mitigation analysis includes the additional impervious
area created within the project boundary as well as the additional impervious area created as
part of the off-site improvements. The project area for Nitrogen loading calculations is the
11.52ac retirement community site and 0.84ac of the Ray Road right-of-way. The total area for
the Nitrogen Calculations is 12.35ac with a proposed impervious area of 4.50ac.
The TN export for the pre-developed conditions is 7.41lbs/yr which is a rate of 0.60lbs/ac/yr for
the project area. The increase in impervious area will result in a TN export rate of
104.90lbs/yr which is at a rate of 8.49lbs/ac/yr. Since the rate is below the 10.0lbs/ac/yr
threshold a stormwater water quality system will not be required to reduce the TN export from
the site. The nitrogen export is less than 101bs/ac/yr threshold for a commercial development
so the property owner will elect to participate in the buy-down process to mitigate the
additional nitrogen load in excess of the 3.6lbs/ac/yr threshold established as part of the Neuse
watershed requirements.
Two underground detention systems will be used to provide peak flow attenuation of the 2-year
and 10-year storm event for the developed areas of the retirement community site. The
detention systems have been designed to treat a drainage area of 7.45 acres. The site grading
and storm drainage pipe systems are used to divert storm water runoff from the developed
areas of the site to the detention systems. The detention systems are designed to treat runoff
from the impervious areas of the site, open areas of the site not draining to the detention
systems will be remain undisturbed or be landscaped open space.
Erosion Control
Erosion control measures are designed in accordance with the NCDENR and City of Raleigh
erosion control standards and regulations to minimize sediment laden runoff from exiting the
site. The total disturbed area for the project development will be approximately 8.7acres.

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Soil Group-Wake County,North Carolina
i
Hydrologic Soil Group
Ffydrologic Soif Group—Summary<by Map,Unit Wake County 14'' t Carolina INC
483}
Map unit symbol IVlap unit name Rating Acres Tn AOt }?ercent of Adl.
CeD Cecil slopes sandy loam, 10 to 15 percent A _ 10.4 - 37.3%
CgB2 Cecil gravelly sandy loam,2 to 6 13 0.9 3 2%
percent slopes,moderately eroded
-- .... —
CgC2 Cecil gravelly sandy foam,6 to 10 B 10.2 36.3%'
percent slopes,moderately eroded
CmA Chewacla sandy loam,0 to 2 percent BID 2.8 10.1%-
slopes,frequently flooded
WkE Wake-Wateree complex,10 to 25 D --- 3.6' T- -- ^13.0%°
percent slopes,very rocky
Totals for Area of Interest 28.0 100.0°1°
USDA Natural Resources Web Soil Survey 511 712 0 1 3
Conservation Service National Cooperative Soil Survey Page 3 of 4

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Hydrologic Soil Group—Wake County, North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (AID, BID, and CID). The groups are defined as follows:
Group A. Soils having a high infiltration rate(low runoff potential)when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands.These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained orwell drained
soils that have moderately fine texture to moderately coarse texture.These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture.These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet.These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (AID, BID, or CID), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method., Dominant Condition
Component Percent Cutoff., None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 5/17/2013
Conservation Service National Cooperative Soil Survey Page 4 of 4

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U.S. ARMY CORPS OF ENGINEERS COPY
WTLMINGTCIN DISTRICT
Action Id. SMAI241241967 County. Wilke U.S.G-S-Quad:NC-RALEIGH WEST
NOTIFICATION OF JURISDICTIONAL DETERNP UNATION
Fro rt y.Owner.,Eve[:)l stanley Asenf:Soil Servic PLLC
co Ken Stan y Sarah Wheeler
Address:3S24 93 Nov Bern Avenne Address:Post Office Box 91115
Ral62A,Norcb Carolina,M1f► Raleieh,North CArolhu,27675
Property description:
Sizc(acres) I2.16 Dearest Town Raleigh
Nearest Waterway Hare Snipe Creek River Basin NgLi e
USGS HUC 3020201 Coordinates Latitude.35.86S2 Loneitude.-78.6965
Loaatiw description; The subiect a roperties are located rpn.the southust eariter of the intersection of Lees►Mlle Road
pod RU Road Mkt County MM;078791 WD9 and 07879049761
Indicate Which of the Following Apply:
A. Preliminary Determination
X 'Rased on preliminary information,there may be waters Df the U.S.,=the above described property. We strongly suggest
you have this property iit spected to determine the extent of Department of the Army(DA)jurisdiction. To be considered
final,a jurisdictional determination roust 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 at approved JD(which may be appealed),by contacting the Corps district for further instruction, also,you may
provide new information for further coasideration by the Carps to reevaluate the JD.
E_ Approved Determination
There are n'auigable Waters of the United States within the above described property 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 rrpon for a period Oat to exceed five years from the date of this
notification.
_ Thcre arc 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 lour or our published
regulations,this determination may be relied upon for a period not to exceed five years finin the,date of this notification,
We strongly suggest you have the wetlands on your property delineated, Due to the size of your property turd/or our
present workload,the Carps may not be able to awomplish this wetland delineation i a a timely manner. For a more Timely
dr;lincation,you pray wish to obtain s consultant. To be considered final,any delineation must be verified by the Corps,
The,,vatcrs afthe U-S.irro[uding wetlands on your project area have been delineated and the delineation has bttn
verified by the Corps. We strongly suggest you have this delineation surveyed. Upon completion.this survey should be
raviewtd and verified by the Corps, Once verified,this survey will provide an accurate depiotion of all areas subject 10
CWA jurisdiction on your property which,provided there is no change in the lain or our published regulations,may be
relied upon for a period not to oxcocd five years.
_ The waters of the U.S.including wetlands have been delineated and survti-yed and are accurately depicted on the plat
signed by the Corps Regulatory Offieiol identified below on..._..• Unless there is a chango in the law or our pub[fished
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 includewetlands,present on the above described project area which are subject to the
permit requi=ents of Seetiott 404 of the Clean WaterAct(33 U5C 1344). Unless there is a change in the lmv or our
published regulations,this dewrrninatinn may be rel led upon for a period not to exceed five years fmmi the date of this
notiflcation.
rage I of 2

The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act
(LAMA). You should contact the Division of Coastal Management in Morehead City,NC,at(252)908-2808 to
determine their requirements.
Placement of dredged or fil I material within waters of the US andlor wetlands without a Department of the Army permit may
constitute a violation of Section 301 of the Clean WaW Act(33 USC§ 1311)- If you have any questions regarding this
determination andlor the Corps regvlOory progra{n.,please contact David L.ShaelYer at 919-554-4884 exl�31 or by a-mai I at
david.Lsbaeffer usace,arnt .rail,
C. 1BaAls For Determination The site exhibs'ts stream criferia as defined in 33 CFR 3283 the Zia nos-Csrabell
Guidsnm and Regulatory.Guiduitee Fetter{Iri-05
D. Re narkS Seethc_cncloced preliminQ,ry„iu;rMictionai;deterrnination farm dated_Deceniber?.2012.
E. Attention USDA Program Participants
This dellneatiouldeterminatintr has been conducted to identify the:limits of Corps'Clean WeterrAvt jurisdiction for the
particular site identified in this request. The delineation/determination may not bo valid for the wetland conservation
provisions of the Food Security Act of 1985. If you or your tenant are GSDA Program participants,or anticipate participation
in USDA:pro mt,you should request a certified woland detenrninatidn fe=the local office of the Natural Resources
Conservation Service prior to starting work,
F. Appeals Wormation (This information applies only to approved jurisdictional determinations as Indicated in
R.above)
This correspondence constitutEs an approved jurisdictional determination far the above described site- if you object to this
determination,you may request an administrative appeal under Corps regulations at 3.3 CFR Part 331- Enclosed you will find a
Notification of Appeal Process(NAP)fact sheet and request for appeal(RFA)fprrn. if you requestto appeal this
determination you mast submit a completed RfA form to the following address,
US Army Corps of Engineers
South Atlantic Division
Atpt; Jason Steele,Revimv Offs rer
60 Forsyth Slrctt SW,Room 10kil 5
Atlanta,Georgia 30303-8801
In order for an RFA to be accepted by the Corps,the Cores must determine that it is complete,that it meets the criteria for
appeal under 33 CFR part 331.5,and that it has bin 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 pWve address by T
**lt is not necessary,to submit an RFA form to the Division Office if yoo do not object to the determination in this
correspondenm.' EiUN4 s5t*d by M-1AGFeaM%1b.Lk1Gx1364750573
Efi:C=DSO-�S.GmtYnmenka.Aa�au�IQ�
v US4.aF934fffBiP� 1Pr�i.7SUliSC573
Corps Regulatory Official; tatr7b721t�77t34A7-pS4G
Dale, 12tV2412
The Wilmington District is committed to providing the highest level of support to the public, To help as ensure we continue to
do so,p1me complete the attached custamerSatisfaction Survey.

PRELIMINARY JLFRISDICTTONAL DETERAUNATIONFORM
BACKGROMT)INFORMATION
A. REFORT CYAN PLE770N DATE T'012 PRELIMINARY J41IZISD]CTIONAL BETERMIh1ATION(JD):December 1,
2012
B. NAME AND A-DWRESS OF PERSON M1UF,9TING FRUT-1 Nil KARY JD-,Scrub W-heekr,Post Office Box91115,
North Caroliaty37475.
C. DISTRICT OX1.10E,FlUf NA17E,AND NUMBEIL- Wilmington District,Ilaleigb Regulatory Field Office,Staaley,
Hare Snipe Crrck,Leesville Road Retirement Hornc,SAW-21112-01961
D. PROYECT1.00ATION(S)AND BACKGROUND INFORNIA'TION:
(CJST�,THE ATTACHED TABLE TO DOCUN NT M1JL7'1YLE%I&TERii01)l ES AT]DIFFERENT SITES)
State. NC Covntyiparishlborough; Wake City: Raleigh
Ccutcr coun'inates of sire(latriong in degree decimal format): Lat.3516921 N,1.on&-79-69650 W.
Universal Transverse Mcreator:NAD"
Name ofnearest water body:Here Snipe Creek
identify(estltnate)amount af'%^a=in the ravicw rhea
Non•ut tlmd waters. 1691irwar Feet:2-4 width(11)and/or acr&q.
Cowardin clivss: Itiverine
Stream Flow= Intamiticnl
Wctlands;Num acres.
CovVdin Glass:
Naine ofany water bvtlios on the site drat have been idcnhficd as section 10 vmtzrs:
Tidal; None
ltinn-Tidal: Nano
E. REVIEW PERFORMED FOR SITEEVALUATTUN(C]IECKALLLTHAT AIPPLJES)-
Oilia(D )Determination. hate:
® F'ieldDetermination. lQ12V2012
1_ The Corps oeT'ngineers believes that thorc may be jurisdictional waters of the United States on the subject site,and the permit
applicant or other a#Iectcd party who requested this preliminary JD is hereby advised ofb6 or her option to r+equcst and oblRin an
apprxlvW jurisdictional de=minatmn(ID)for that site. ;[evertheicss,the permit applicant or other persnn who requested this
preliminary ID has dcclincd to exercise tale option to obtain an approved J0 in this insf~inC4 and at this time.
2. In any cimvmstru,Ce whom a pertitit applicant abtanns an individual permit,or v Narutnwide General Permit(NW11)or other
gimt:mT permit 1 erification requiring"pre-cnns[ruetiun notification"(PCN),nr for a non-reporting NWP or
other general permit,and thn permit applicant has not requested an approved JD for the;activity,the permit applk:am is hereby
made a%=of lbc ihllo.ving:(1)the permit applicant has elected to mck a permit authorization based op a preliminary JD,which
does not snake an official determination of jurisdictional waters:(2)that thv applioa n€has the option tV mques€au approvved JD
before aumpting the wTms mid conditions oftiw permit authorisation,aad that basing a permit authorization on on approved JD
oordd possibly result in teas compensatory mitigation being required or diarent special conditions,(3)That lire applicant has the
right to rugmst an individual permit rather than accepting the terms and conditions 4f[he N%VP or athcr gunwal.permit
authorization;(4)that the applicant can aompt a permit authorization and thereby agrec to Comply with all the tans and
t:naditions ofthar permit,including whaWver mitigation rcquirementg the Corps has determined to he necessary:(5)that
undertaking any activity in reliance upon the subject permit authorization without requesting an approved JD constitutes the
applicant's acceptance ofthe use of ttw preliminary ID,but that either fbTm nfJD will be promsscd as soon as is praotioa lc;
(6)accepting a pctmit authorrtrrivn(e.g.,signing a proffered individual permit)or uthcicriaking any activity in rrtianc,, on any
firm of Corps pennit authorization based on a preliminary]D constitutes agTeement that all wetlands anti other water bodies tin
the site affected in any tvay by that activity are jurisdictional waters of the United$fates,and pr"ludes any chalkngr to such
jurisdiction in any adminisbutiva orSudicial compliance or enforcement notion.or in any adrnidmt idvc appeal or in any Fedcrai
court;and(7)wl thee the applicant elects to use either an approved JD ur a preliminary JD,that JD will be processed as tiixm as
is practicai,le Further,an appmwO JO,n proffered individual perm it(gild all terms xnd uouditions contained therein),or
individual permil denial can be:administradvely appealed pursuant to 33 C.P.R.Part 331,and That in uny sulministrative appeal,
jurisdictional issues sin be raised(see 33 C.F.R.331.5(a)(2)). If,during that bdministrative append,it be'onmrs nemssazy to make
an o tliciai determination whcther CW.A.jurisdiction exists over a site,or to provide an Official delincat"nvn Of jurisdictional wakes
on the site,the Carps will provide an approved JD to ace umplislT chat result,as saga ye is practicable.
1

This preliminary JU finds that the t"m2y be-waters of the ti sited States on the subjcct proj+at site,and identifies all aquatic
features on the site that could be affcotcd by ft proposed activity,based on the roliQwing Wormation:
SUPPORTit C DATA. 11ata reviewed for preliminary dQ(eheekoil that gpply-cho;at!d items should be inciuded in case
file smd,where checked and requestud,appropriAttly reC-erence sources bcRnv);
® MaM plans.pints or plat submitted by or on babalf vrthe applicanticonsultant:Shoot I of I dated Decembcr 7.2011
❑ Data shuts prepwxwsubmimed by or on kbalfofthe applicanticensultant.
❑Office concurs with data shertsfdelineatlon report.
❑Office dots not concur with data sheeWdelincathm rt port.
❑ D7 La sheets prepared by the Cotes;
❑ Corps,navigabl whim'study,
❑ U.S.GeDlagiml Survev Hydrologic Allus:
❑tJSGS NHD Jss.
[}USGS 8 and 12 digit:HUC maps.
❑ U.S.Geological Survey map(s).Cite scale�,+quad name: _
❑ UWA Naturat Resourecs Consmvation Serf ice Soil Survey.Citation:
❑ National wetlands invonimy vn4p(6). Cite name:
StataLooal wa0and inventory map(s):
❑ FEiv1ATIRMmaps:
❑ 100-vEarFloodpfain Elcration is: (National GcodmicWrtic`a11 MmI of 1929)
❑ Photographs:❑AcAal(Name&Date).,
or❑Other(Name&Date)_
❑ Prcvivus dctotmiriati4tr(S}. File no.and date of]rr:spsmre I;Mee:
® Gather information(please specify): I.CDWQ Stream Assessment and Carps Shears Assessmcat Forms.
IMPORTANT NOTE=The information recorded on this fnrm has dot:necessa rily besu verified by the Corps sad shopld
not be relied upnn for Inter iuristiiefioanl dety.rminations.
Q �tt.fffYALvtNO'.rCfifif075rd�3
�?. �'Dk t-JS.Oµ3S,Ce�wnnnl.a�nL1.?.
fin.9iu�c w�cv A�[�Ut�tm 73 dS73
O�K:Mi2�2A7 l4�@22-0TW
Signatumana date ar Signature and dale of
R.egaie ry i'roject Managua perma requesting preliminary M
(RF.QUl1tT:D) (REQUIRED,unless obtdning thn signature is
impracticable)

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� _Gen.G

MCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Charles WaAld,PE Bee freeman
Governor Director Secretary.
Novesnher 2,2012
Sarah),Wheeler
Sail.Services,PLLC
3220 Purnell Rd
Wake Forest,NC 27587
Subject. Surface Water Determination Letter
NBJRRor12-212
Wake County
1 Ile Raleigh Regional.office of thu IC Division of Water QualityiSurface Boater Protection 5cotion conducted a
site visit at the subject property and is pmviding the below-listed determination pursuant to your request for a..formal
surface water determination:
r�E
� I I
0 Neuse ('I SANCAC 28.0233) ❑Tar-Pamlico (I SA NCAC 2B .0259)
E] EpherrleraViritermittentfPerennial Determination ❑Isolated Wetland Determination
Project Name- 6498 Ray Rd[Leesville Rd Retirement Home)
LocationiDirections: Subject property is an approximate 9 acre net located at the project
address
S€ibject Stream: l-T to dare Snipe Cteck
Rate of Determination; October 25,2012
Feature EJa* Not I Subject Start Ca, Stops Stream Soil I SGS
Subject k orm Ft . Survey. To n
A I I X Flaa 21 ?li. X
mL,VP EpherneratlfTtte�n;ittentIPerennia(
Explanation: The feature(s)listed above has or have been located on the;Soil Survey of Wake County,North
Carolina or the most r=rlt copy of the USGS Topographic snap at a 1.24,000 state. Each feature that is checked
"Not Subject' has been determined not to be a stream or is not present on the property. Features that are checked
"Subject"have been located on the property and possess characteristics'that qualify it to be a.stream. Theis;may be
other streams located on your property that do not show up on the maps referenced above bat,still may be
considered jurisdictional accordin-tea the US Army Corps of Engineers and/or to the Division of Water Quality.
This;on-site determination shall expire five(5)years from the date ofthis letter. Landowners or affected parties that
dispute a determination made by the DWQ or Delegated Local Authority may request a determination by the
NoahCaroi'Naturallif
North Curulixlaa'1.iv kicm 6f Water Quulity Raleigh€ttgiona[Mice Surface leaser Prutmtion Phont(919)191-4200 Custorntr Scwkx
InterneL ?,w.ntwte ua '•g t628 Mlil Senice C=ta Ralei_h,\C2769-16'28 FAX [phone]S 1-977-62.a-6749
An Equil Opportin"ylAtHrrna5ve AckimEmptoyer-56%RecKletvlo PostUrsurnsrPaper

6495 Ray Rd(Leesville Rd Rebremcnt Home)
WaIW County
November2,2Q l.2
Page 2 of 2
Director.An appeal request must be made within sixty(60)days of date of this letter or from the date the affected
party(including downstream and/or adjacent owners)is notified of this letter. A request for a determination by the
Director shall be referred to the Director in writing clo la.n MgMiltan,DWQ Wetlands1401 Unit,1650 flail Service
Center,Raleigh NC 27699-1.650.
if you dispute the Director's determination you may file a petition for an administrative hearing, You must file the
petition with the Office of Administrative Hearings within sixty(60)days of the receipt of this notice of decision. A
petition is considered filed when it is received in the Office of Administrative hearings during normal office hours.
The Office of Administrative Hearings accepts filings Monday through Friday between the:hours of 8.00 am and 5:00
pin,except for official state holidays. To request a hearing,send the original and one(I)copy o1 the petition to the
Office of Administrative Hearings,6714 Mail Service Center,Raleigh,NC.27699-6714. The petition may also be
faxed to the attention of the Office of Administrative Hearings at(919)733-347.8,provided the original and one(1)
copy of the document is received by the Office of Administrative Hearings within fr+,e(5)days following the date of
the:fax transmission. A copy of the petition must also be served to the Department of Natural Resources,chi Mary
Penny Thompson,General Counsel,1601 Mail Service Center,Raleigh,NC 27699-1.601.
This determination is final and binding unless,as detailed above,you ask for a hearing or appeal within sixty(60)
day-s:
The owner/future owners should notify the Division of Water Quality(including any other Laval,State,and Federal
Agencies)of this decision concerning any future correspondences regarding the subject property(stated above). This
project may require a Section 4IJ41401 Permit for the proposed activity. Any inquiries should be.directed to the
Division of'Water Quality(Central Office)at(919)-807-6301,and the US Army Corp of Engineers(Raleigh
Regulatory,Field Office)at(919)-544-4884.
Respectfully; `
martini Ric and
Envirotu meal Specialist
cc: Weilandsl Stormwater Bausch, 1650 Mail Service Center,Raleigh NC 27699-1650
RROISWP File Copy

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WATER QUALITY CALCULATIONS

IMPERVIOUS AREA SUMMARY
SITE AREA = 501.614 SF (11.52AC)
BUILDING 79,700 SF 1.83 ACRE(S) 15.9 % OF TOTAL AREA
PAVEMENT 79,679 SF 1.83 ACRE(S) 15.9 % OF TOTAL AREA
SIDEWALK 13,836 SF 0.32 ACRE(S) 2.8 % OF TOTAL AREA
TOTAL IMPERVIOUS AREA 173,215 SF 3.98 ACRE(S) 34.5 % OF TOTAL AREA
GREEN/OPEN SPACE 328,399 SF 7.54 ACRE(S) 65.5 % OF TOTAL AREA
PUBLIC ROAD RIGHT-OF-WAY IMPROVEMENTS: AREA OF IMPROVEMENTS = 36.418SF (0.84AC)
PAVEMENT 17,490 SF 0.40 ACRE(S) 48.0 % OF TOTAL AREA
SIDEWALK 5,520 SF 0.13 ACRES 15.1 % OF TOTAL AREA
TOTAL IMPERVIOUS AREA 23,010 SF 0.53 ACRE(S) 63.1 % OF TOTAL. AREA
GREEN/OPEN SPACE 13,408 SF 0.31 ACRE(S) 35.9 % OF TOTAL AREA
TOTAL AREA OF IMPROVEMENTS (ON-SITE & R/W) = 538.032SF (12.35AC)
BUILDING 79,700 SF 1.83 ACRE(S) 14.8 % OF TOTAL AREA
PAVEMENT 97,169 SF 2.23 ACRE(S) 18.1 % OF TOTAL AREA
SIDEWALK 19,356 SF 0.44 ACRES 3.6 % OF TOTAL AREA
TOTAL IMPERVIOUS AREA 196,225 SF 4.50 ACRE(S) 36.5 % OF TOTAL AREA
GREEN/OPEN SPACE 341,807 SF 7.85 ACRE(S) 63.5 % OF TOTAL AREA

NITROGEN MITIGATION -- IMPERVIOUS AREA SUMMARY
(INCLLUNO FWDSED REl1RETdENT COMMUNITY SITE&OFF—SITE R/W AREAS AFFECTED BY SITE DMGPMDM
TOTAL PROJECT ON-SITE AREA = 501,614 SF (11,515 AC)
OFF-S17E R/W AREAS AFFECTED BY DEVELOPMENT= 36,418 SF (0.836 AC)
TOTAL PROvECT AREA (ON-SITE& OFF-SITE) = 538,032 SF (12.351 AC)
TOTAL EXIS17NG IMPERVIOUS AREA = 0 SF (0.0 AC)
PROPOSED ON-SITE IMPERVIOUS AREA = 173,215 SF (3.98 AC)
PROPOSED OFF-SITE IMPERVIOUS AREA = 23010 SF (0.53_ACt
TOTAL PROPOSED IMPERVIOUS AREA = 196,225 SF (4.50 AC)
NET 196,225 SF ADD177ONAL IMPERWOUS AREA ASSOCIATED WTH THE
577E DEVELOPMENT& OFF-SITE ROADWAY IMPROVEMENTS
Z48 ACRES OF THE PROPOSED S17E AREA TO DRAIN TO THE PROPOSED
DETENRON SYSTEM

Nitrogen Calculations(on-site&off-site areas)
Off-Site
Item Prorosed Site Information On-Site Area Roadway— Ad'cent Pro 'rota!
1 Total rp acresCie 11.515 0.836 0 12.351
Total propos impervious
2 area 3.976 0.528 0 4.504
3 Existing impervious area 0 0 0 0
New impervious area
4 Item 2-Item 3 3.976 0.528 0 4.50-1
Permanently protected
5 undisturbed open space 0 0 0 0
Pe_rmanent y protected
6 managed open space 7.539 0.308 0 7.647
Pre-Developed Loadin On-site+Off-site areas
TN erport/coefficient TN export from use
Type of Land Cover Area acres Ibs/ac/r Ibs/r
Permanently protected
undisturbed open space 12.351 0.6 7.41
Permanently protected
managed opens ace 0 1.2 0.00
Impervious surfaces 0 21.2 0.00
Total 12.351 7.41
Item 7 (item 8
Nitrogen Loading Rate(lbs/ac(yr) 0.60
Post-Developed Loading before BMPs and/or Offset Pa ments
77V exporVcoeffXVent 77V export from use
T orLand Cover Area acres Ib acl r Iw
ermanen y prorecreo
undisturbed open space
(Item 5 0 0.6 0.00
Fermariently,protected
managed open space
Item 6 7.847 1.2 9.42
Impervious surfaces
Item 9 4.504 21.2 95.48
Total 12.351 104.90
Item 7 Item 8
Nitrogen Loading Rate(lbs/ac/yr) 8.49
post-Do ve/o mentloadin aRerOtrsetA ents
Item Description Post-Developed Loading
8 Total TN export(lb) 104.90
POSMDL7 ent LowadIng after OffsetPayments
Nitrogen Loading Rate
Item Description Ibs ac r
9 Post-Developed TN Load 8.49
10 Nitrogen load offset by 4.89
v
Amount of Offset(Pounds of Nitrogen)(Item 10 x(item 1-Item 3): 60.44
30-Year Offset Amount(Pounds of Nitrogen x 30 Years): 1813.13
NCEEP Offset Payment Rate($/Ib) $20.29 HUC 03020201-0803
NCEEP Offset Payment Amount: $36,788.37

WATER QUANTITY CALCULATIONS

Drainage Summary- Detention Vault#1 Pre-Developed Post-Developed
Drainage Area (acres): 4.45 4.45
Curve Number: SO 73.6
Time of Concentration (minutes): 7.4 7
Q 2-year(cfs): 0.483 9.552
Q 10-year(cfs): 4.932 19.02
Q 50-year(cfs): 12.68 30.8
Outlet Controls:
Detention System Invert: 343
Detention System: ADS Chamber System
Detention System Volume(cf): 20,934
2-Year Orifice storm control: (1)3.25"Orifice @ 343.0
Q 2-year routed through pond (cfs): 0.45 < Q 2-year pre-developed
2-year storm elevation: 345.88
10-Year Orifice storm control: (4)5.75"Orifice @ 345.9
Q 10-year routed through pond (cfs): 4.812 < Q 10-year pre-developed
10-year storm elevation: 347.66
Detention system outfall: 30" HDPE
Emergency Spillway Elevation: 348
Emergency Spillway Width: 4 Top of Weir
Q 50-year routed through pond (cfs): 2S.85
50-year storm elevation: 349.5
Top of Structure Elevation: 349.75

Capital Oaks
Triangle Site Design, PLLC
Curve Number Calculation (CN)
Post-Developed Conditions
Detention System#1
Drainage Area racresl.' 4.45
Existing Soil Groups:
Soil Group Map Symbol Soil Description Acres Percent of DA
A/B CeD/CgC2 Cecil sandy loam 4.45 100%
Existing Land Uses•
Land Use Description Existing Soil Groin Acres Curve# Weighted CN
Open Space A/B 1.83 60 24.7
Wooded A/B 0.81 50 9.1
Impervious A/B 1.81 98 39.9
Cumulative Curve#= 73.6

TR55 Tc Worksheet
Hydraflow Hydrographs Extension forAutoCAD@ Civil 3D@ 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Pre-Developed Detention#1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0,011 0,011
Flow length (ft) = 25.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 4.00 0.00 0.00
Travel Time (min) = 5.06 + 0.00 + 0.00 - 5.06
Shallow Concentrated Flow
Flow length (ft) = 658.00 0.00 0.00
Watercourse slope (%) = 8.80 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ft/s) = 4.79 0.00 0.00
Travel Time (min) = 2.29 + 0.00 + 0.00 = 2.29
Channel Flow
X sectional flow area (sgft) = 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 = 0.012 0.015 0.015
Velocity (ftls) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 - 0.00
Total Travel Time, Tc .............................................................................. 7.35 min

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCAD®civil 31D®2009 by Autodesk, Inc.v6.066
Hyd. No. 2
Post-Developed Detention#1
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 25.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.48 0.00 0.00
Land slope (%) = 4.00 0.00 0.00
Travel Time (min) = 5.16 + 0.00 + 0.00 - 5.15
Shallow Concentrated Flow
Flow length (ft) = 350.00 0.00 0.00
Watercourse slope (%) = 8.80 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ftls) = 4.79 0.00 0.00
Travel Time (min) = 1.22 + 0.00 + 0.00 - 1.22
Channel Flow
X sectional flow area (sgft) = 3.14 0.00 0.00
Wetted perimeter (ft) = 6.28 0.00 0.00
Channel slope (%) = 0.50 0.00 0.00
Manning's n-value = 0.012 0.015 0.015
Velocity (ft/s) = 5.52 0.00 0.00
Flow length (ft) = 200.0 0.0 0.0
Travel Time (min) = 0.60 + 0.00 + 0.00 - 0.60
Total Travel Time, Tc .............................................................................. 6.97 min
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Chamber Model- Stormme&h-
U'lits Imperla
Number of Chambers-
Number of End Caps-
Voids in the stone(porosity)- %
Base of Stone Elevation- ft
Amount of Stone Above Chambers-
Amount of Stone Below Chambers- in
j Area of system- sf Min Area- 4381 si min.area
Height of,��Inpremen4affftl
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4cub
81 0.00 0.00 0.00 0.00 16U3 168.23 20934.49 349.75
80 0.00 0.00 0.00 a,00 168.23 168.23 20766.26 349.67
79 0.00 0.00 0.00 0.00 166.23 168.23 20598.02 349.65
78 0.00 0.00 0.00 0.00 169,21 168.23 2042979 349.50
(1 0.00 0.00 168.23 168.23 20261.56 349.42
76 0.00 0.00 0.00 0.00 168.23 168.23 2009332 349.33
75 0.00 0.03 0.00 0.00 168.23 168.23 19925.09 349.25
74 0.00 0.00 0.00 0.00 16823 168.23 19756.86 349.17
73 0,00 0,00 0,00 0.00 168.23 168.23 195813.62 349.03
72 0.00 0.00 0.00 000 168.23 1 8-
0.00 0.00 0.00 169,23 168.23 19252,16 348.92
70 UO 0.00 0.00 0.00 1613.23 168.23 1908192 348.83
69 0.04 0.00 4.55 0.00 166.41 170.96 18915.69 343.75
68 0.12 0.01 12.89 0.10 163.04 176.03 18744.73 348.67
67 0116 0.03 18.213 0.26 160.81 179.36 18561370 348.5B
66 0,21 0.05 23.17 048 165.78 182.42 18389.34 348.5D
186. 1 1 206.92 348.42
64 DA5 0.09 50.26 0.8B 147.78 198.92 1802D,41 348.33
63 D 67 0.11 73.84 1.13 138.24 213.22 17821.49 348.25
62 OAO 0.14 88.69 1.41 132.19 222.30 17608.28 348.17
61 Wal 0.17 10080 1.68 127.24 229.72 17385.98 348.011
60 1,00 0.19 111,32 192 122.94 236.18 17156.26 34a.00
T9 10.16 241.94 1692D.08 347.9-2
58 1A6 0.24 12915 241 115,61 247.17 16676,14 347.e3
67 1,23 0.27 13598 2.70 112.36 252,04 1643097 347.75
55 120 0.3D 144.26 2.99 109.34 256.58 16178.93 347.67
55 1.36 0.32 151.07 3.23 106.51 260.82 15922.36 347.58
64 1A2 0.35 157.48 3.45 103.85 264.B1 15661.54 347.50
, --'n7- 1 1.33 268.58 15396.73 347.42
52 1.53 0.39 16929 394 98.94 272.17 15128.15 347.33
51 1.57 0.42 17477 4.17 96,66 275,60 14855,97 347.25
50 1.62 0.44 179.97 4.40 94AB 278.66 14580.38 347.17
49 1.67 0.46 184.95 4.63 92.40 281.98 1430162 347.08
48 1.71 0.48 189,71 4,84 90.41 284.96 14019.54 347.00
05 88.51 297.82 1373457 346.92
46 1.79 0.53 198.61 525 86.69 290.55 13446,75 346.83
45 1.133 0.55 202A2 5.45 84.93 293,19 1315620 34675
44 1.66 0.56 206A4 5.64 83.24 295.72 1286301 346.67
43 1.90 0,58 21071 5.83 81.61 298.16 1256728 346.58
42 1193 0.60 21443 6.02 80.05 .50 1 6 $ -N
-18.55 3D2.76 11968.62 346.42
40 2.00 0.64 221,46 638 77.10 3D4.94 11665,86 346.33
39 2.03 0.66 22418 6.58 75,70 307.03 11360,92 346,25
38 2.05 0.67 227,97 6.73 74.35 309.05 1105389 34517
37 2.08 0.69 231.05 690 73.05 311.00 1074483 345,08
36 2.11 0.71 23400 7.07 71.81 312.87 10433,83 346.00
35 2,13 0,72 226r�6 7 22T 70,66 31 -
34 2.16 034 239.61 740 %.43 316.44 9806.26 345,83
33 2.18 016 24126 756 69,30 318.13 9489.82 345,75
32 2.21 0.77 244.81 772 67.22 319.75 9171,70 345,67
31 2.23 0.79 247.27 787 66.18 321.32 885195 34558
30 2.25 0.80 249.62 802 65.18 322.82 853063 345.50
45,42
26 2.29 0,84 254r08 841 63.24 325.72 788351 34533
27 2.31 0.85 256.17 846 62.38 327.01 755779 345.25
26 2.33 0.86 258.18 859 64,53 326.29 723078 34517
25 2.34 0.87 260.11 812 6070 329,53 690248 345,08
24 2.36 0.89 261.95 885 59.91 330.71 657295 345,00
.---S31-85624-22-4---3-4-49-r
22 2.39 0.91 265.40 9.10 513,43 332.93 5910,39 344.83
21 2,41 0.92 267r01 022 57,74 333.97 557746 344.75
20 2.42 0,93 268,54 934 57.08 334.96 524349 344.57
19 2.43 0.95 289.99 9,46 5645 335.90 4908,52 344.58
18 2.44 0.96 271.38 957 5586 336.80 457262 344.50
it 5529 337,65 423582 344A2
16 2.47 0.98 273.92 9.78 5475 3313.45 31398.17 344.33
15 2,48 0.99 275.09 9.83 54,25 339.21 3569.72 344.25
14 249 100 276.20 998 5376 339.94 3220.50 344.17
13 2-50 tol 277.24 1007 5331 34062 2680.57 344.08
12 151 1.02 278.22 10.16 5288 341,26 2539,R4 344.09
10 2.53 1.03 280.49 10.33 5191 242,72 1856,82 34383
9 O.CD 000 ODO 0.00 168.23 16823 1514.10 343.75
8 0.00 0.00 000 0.00 168.23 168.23 1345.87 343.67
7 0.00 0.00 0.00 0.00 188.23 16823 1177.63 343.59
6 0,00 0.00 0.00 000 158.23 168.23 1009.40-- 343.5D
------ 168.23158.23 .23 641.17 3.43.42
4 0.D0 0.OD 0.00 0.00 168,23 168.23 572.93 343.33
3 0.00 0.00 0.D0 0.00 168.23 168,23 50470 34325
2 0.00 G.OD 0.110 0.00 168.23 168.23 336.47 343,17
1 0,00 0,00 0.00 0.00 168.23 168.23 168.23 343.08

Pond Report 4
Hydraflow Hydrographs Extension forAutoCAD@ Civil 3D®2009 by Autodesk,Inc.v6.066 Tuesday,Aug 20,2013
Pond No. 2 - Pond#1
Pond Data
Pond storage is based on user-defined values.
Stage I Storage Table
Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cult) Total storage(cult) TT
0,00 343.00 n/a 0 0 rI J S S�ter`
0.50 343.50 nla 1,009 1,009
1.00 344.00 n/a 1,531 2,540
1.50 344.50 n/a 2,033 4,573
2.00 345.00 n/a 2,000 6,573
2.50 345.50 n/a 1,958 8,531
3.00 346.00 n/a 1,903 10,434
3.50 346.50 n/a 1,835 12,269
4.00 347.00 n/a 1,750 14,020
4.50 347.50 n/a 1,642 15,662
5.00 348.00 n/a 1,495 17,156
5,50 348.50 n/a 1,233 18,389
6.00 349,00 n/a 1,031 19,420
6.50 349.50 nla 1,009 20,430
6.75 349,75 nla 505 20,934
Culvert 1 Orifice Structures Weir Structures
[A] [g] [C] [PrfRsr] [A] [g] [C] [D]
Rise(in) = 30.00 3.25 5.75 Inactive Crest Len(ft) = 4.00 0.00 0.00 0.00
Span(in) = 30.00 3.25 5.75 0.00 Crest El.(ft) = 348.00 0.00 0.00 0.00
No.Barrels = 1 1 4 0 Weir Coeff. = 2.60 3.33 3.33 3.33
Invert El.(ft) = 343.00 343.00 345.90 0,00 Weir Type = Broad --- --- ---
Length(ft) = 66.00 0.50 0.50 0.00 Multi-Stage = Yes No No No
Slope(%) = 1.00 1.00 1.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(inlhr) = 0.000(by Wet area)
Multi-Stage = nla Yes Yes No TW Elev.(ft) = 0.00
Note:CulveNOrifice outflows are anatyzed under inlet(icy and outlet(ocy control, Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage I Discharge Elev(ft)
7.00 350.00
6.00 349.00
5.00 348.00
-----------
4.00 347.00
3.00 346.00
2.00 345.00
1.00 344.00
0.00 343.00
0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00 33.00
Total Q Discharge(cfs)

1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 31DO 2009 by Autodesk, Inc.v6.066 Tuesday,Aug 20,2013
Hyd. No. 1
Pre-Developed Detention#1
Hydrograph type = SCS Runoff Peak discharge = 0.483 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 3,473 cuft
Drainage area = 4.450 ac Curve number = 50
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 7.35 min
Total precip. = 3.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Developed Detention#1
0 (cfs) Hyd. No. 1 --2 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.D66 Tuesday,Aug 20,2013
Hyd. No, 2
Post-Developed Detention#1
Hydrograph type = SCS Runoff Peak discharge = 9.552 cfs
Storm frequency = 2 yrs Time to peak = 719 min
Time interval = 1 min Hyd. volume = 20,229 cult
Drainage area = 4.450 ac Curve number = 73.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 6.97 min
Total precip. = 3.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Developed Detention#1
Q (cfs) Hyd. No. 2 --2 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.04 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

3
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Tuesday,Aug 20,2013
Hyd. No. 3
Detention Pipe
Hydrograph type = Reservoir Peak discharge = 0.450 cfs
Storm frequency = 2 yrs Time to peak = 816 min
Time interval = 1 min Hyd. volume = 20,211 cult
Inflow hyd. No. = 2 - Post-Developed Detention#1 Max. Elevation = 345.88 ft
Reservoir name = Pond#1 Max. Storage = 9,981 cult
Storage Indication method used.
Detention Pipe
Q (cfs) Hyd. No. 3 --2 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800 1980 2160
Time (min)
Hyd No. 3 - Hyd No. 2 Total storage used = 9,981 cuff

5
Hydrograph Report
Hyd raflow Hyd rographs Extension for AutoCAD®Civi[3D®2009 by Autodesk, Inc.v6.066 Tuesday,Aug 20,2013
Hyd. No. 1
Pre-Developed Detention#1
Hydrograph type = SCS Runoff Peak discharge = 4.932 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 12,759 cuft
Drainage area = 4.450 ac Curve number = 50
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of cone. (Tc) = 7.35 min
Total precip. = 5.28 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Developed Detention#1
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 lit 1.00
0.00 Mo
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd Na. 1 Time (min)

6
Hydrograph Report
Hydraflow Hydrographs Extension forAutoCAD®Civil 31D®2009 by Autodesk, Inc.v6.066 Tuesday,Aug 20,2013
Hyd. No. 2
Post-Developed Detention#1
Hydrograph type = SCS Runoff Peak discharge = 19.02 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 1 min Hyd. volume = 40,231 tuft
Drainage area = 4.450 ac Curve number = 73.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 6.97 min
Total precip. = 5.28 in Distribution = Type 11
Storm duration = 24 hrs Shape factor = 484
Post-Developed Detention#1
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12,00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
_ILI0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time(min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3DO 2009 by Autodesk. Inc.v6.066 Tuesday,Aug 20,2013
Hyd. No. 3
Detention Pipe
Hyd rograph type = Reservoir Peak discharge = 4.812 cfs
Storm frequency = 10 yrs Time to peak = 727 min
Time interval = 1 min Hyd. volume = 40,213 cult
Inflow hyd. No. = 2 - Post-Deveioped Detention#1 Max. Elevation = 347.66 ft
Reservoir name = Pond#1 Max. Storage = 16,120 cult
Storage Indication method used.
Detention Pipe
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
21.00 21.00
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
0 180 360 540 720 900 1080 1260 1440 1620 1800 1980
Time (min)
Hyd No. 3 Hyd No. 2 _._.__..____:.= Total storage used = 16,120 cult

S
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3DO 2009 by Autodesk, Inc.v6.066 Tuesday.Aug 20,2013
Hyd. No, 1
Pre-Developed Detention#1
Hydrograph type = SCS Runoff Peak discharge = 12.68 cfs
Storm frequency = 50 yrs Time to peak = 719 min
Time interval = 1 min Hyd. volume = 28,018 cult
Drainage area = 4.450 ac Curve number = 50
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of conc. (Tc) = 7.35 min
Total precip. = 7.20 in Distribution = Type ll
Storm duration = 24 hrs Shape factor = 484
Pre-Developed Deten#ion#1
Q (cfs) Hyd. No. 1 --50 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

9
Hydrograph Report
Hydraflow Hyd rag raphs Extension for AutoCADO Civil 3DO2009 byAutodesk,inc.v6.066 Tuesday,Aug 20,2013
Hyd. No. 2
Post-Developed Detention#1
Hydrograph type = SCS Runoff Peak discharge = 30.80 cfs
Storm frequency = 50 yrs Time to peak = 718 min
Time interval = 1 min Hyd. volume = 65,729 cuft
Drainage area = 4.450 ac Curve number = 73.6
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 6.97 min
Total precip. = 7.20 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Developed Detention#1
Q (cfs) Q (cfs)
Hyd. Na. 2 --50 Year
35.00 35.00
30.00 30.00
25.00 25.00
20.00 20.00
15.00 15.00
10.00 10.00
5.00 5.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time (min)

1©
Hydrograph Report
Hydraflow Hydrographs Extension for AUtoCAD®Civil 300 2009 by Autodesk, Inc,v6.066 Tuesday,Aug 20,2013
Hyd. No. 3
Detention Pipe
Hydrograph type = Reservoir Peak discharge = 25.85 cfs
Storm frequency = 50 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 65,711 tuft
Inflow hyd. No. = 2 - Post-Developed Detention#1 Max. Elevation = 349.50 ft
Reservoir name = Pond#1 Max. Storage = 20,414 cult
Storage Indication method used.
Detention Pipe
0 (cfs) Hyd. No. 3 -- 50 Year Q (cfs)
35.00 35.00
30.00 � 30.00
20.00 20.00
15.00 15.00
1 o.oa 10.00
o.00 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800
Time (min)
Hyd No. 3 Hyd No. 2 .......------.__ Total storage used =20,414 tuft

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Drainage Summary-Detention Vault#2 Pre-Developed Post-Developed
Drainage Area (acres): 3 3
Curve Number: 50 86.6
Time of Concentration (minutes): 7.4 7
Q 2-year(cfs): 0.325 11.05
Q 10-year(cfs): 3.325 18.24
Q 50-year(cfs): 8.547 26.44
Outlet Controls:
Detention System Invert: 339
Detention System: ADS Chamber System
Detention System Volume(co: 24,546
2-Year Orifice storm control: (1)2.5"Orifice @ 339.0
Q 2-year routed through pond (cfs): 0.301 < Q 2-year pre-developed
2-year storm elevation: 342.57
10-Year Orifice storm control: (5)4.5" Orifice @ 342.60
Q 10-year routed through pond (cfs): 3.211 <Q 10-year pre-developed
10-year storm elevation: 343.96
Detention system outfall: 30" HDPE
Emergency Spillway Elevation: 344
Emergency Spillway Width: 4 Top of Weir
Q 50-year routed through pond (cfs): 20.76
50-year storm elevation: 345.36
Top of Structure Elevation: 345.75

TR55 Tc Worksheet
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2009 by Autodesk, Inc.v6.066
Hyd. No. 2
Post-Developed Detention#2
Description A B C Totals
Sheet Flow
Manning's n-value = 0.400 0.011 0.011
Flow length (ft) = 25.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.48 0.00 0.00
Land slope (%) = 4.00 0.00 0.00
Travel Time (min) = 5.15 + 0.00 + 0.00 = 5.15
Shallow Concentrated Flow
Flow length (ft) = 350.00 0.00 0.00
Watercourse slope (%) = 8.80 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (fUs) = 4.79 0.00 0.00
Travel Time (min) = 1.22 + 0.00 + 0.00 = 1.22
Channel Flow
X sectional flow area (sgft) = 3.14 0.00 0.00
Wetted perimeter (ft) = 6.28 0.00 0.00
Channel slope (%) = 0.50 0.00 0.00
Manning's n-value = 0.012 0.015 0.015
Velocity (ft/s) = 5.52 0.00 0.00
Flow length (ft) = 200.0 0.0 0.0
Travel Time (min) = 0.60 + 0.00 + 0.00 - 0.60
Total Travel Time, Tc .............................................................................. 6.97 min

Capital Oaks
Triangle Site Design, PLLC
Curve Number Calculation (CN)
Pre-Developed Conditions
Detention System#2
Drainage Area(acres 3
Existing Soil Groups.'
Soil Group Map Symbo! Soil Description Acres Percent of DA
A/B CeD/CgC2 Cecil sandy loam 3 100%
Existing Land Uses:
Land Use Description Existing Soil Groin Acres Curve# Weighted CN
Wooded AIB 3 50 50.0
Impervious B 0 98 0.0
Cumulative Curve#= 50.0

Capital Oaks
Triangle Site Design, PLLC
Curve Number Calculation (CN)
Post-Developed Conditions
Detention System#2
Drainage Area(acras), 3
Existing Soil Groups
soil Group Map Symbol Soil Description Acres Percent of DA
3 CeD/CgC2 Cecil sandy loam 3 100%
Existing Land Uses
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Open Space A/B 0.9 6❑ 18.0
Wooded A/B 0 50 0.0
Impervious A/B 2.1 98 68.6
Cumulative Curve#- 86.6

TR55 Tc Worksheet
Hydraflow Hydrog€aphs Extension for AutoCAD®Civil 3D0 2009 by Autodesk, Inc.v6.066
Hyd. No. 1
Pre-Developed Detention#2
Description A B C Totals
Sheet Flow
Manning`s n-value = 0.400 0.011 0.011
Flow length (ft) = 25.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.60 0.00 0.00
Land slope (%) = 4.00 0.00 0.00
Travel Time (min) = 5.06 + 0.00 + 0.00 - 5.06
Shallow Concentrated Flow
Flow length (ft) = 658.00 0.00 0.00
Watercourse slope (%) = 8.80 0.00 0.00
Surface description = Unpaved Paved Paved
Average velocity (ftls) = 4.79 0.00 0.00
Travel Time (min) = 2.29 + 0.00 + 0.00 = 2.29
Channel Flow
X sectional flow area (sgft) = 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 = 0.012 0.015 0.015
Velocity (ftls) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc .............................................................................. 7.35 min

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Project: Capital Oaks-System#2-NC
Chamber Model- Stormlapcch-
Un
its- Imperial
Number of Chambers-
Number of End Caps-
Voids in the stone(porosity)- %
Base of Stone Elevation-
Amount of Stone Above Chambers- 12, in
Amount of Stone Below Chambers- k,,-,-q in
Area of system- 5863 sf min.Area- 5 186 sf min.area
Storm Tech MC4k%O Cumulative
Ing"la"P'k,cumulafive
System Cfsanber S ngle End Cap Cfsaliti6efs End Cap Stone EC and Stone Sysfar» Eleyahat
81 0.00 0.00 0.00 0.00 195.43 195.43 24543.58 345.75
80 UO 0.00 UO 0.00 195.43 195A3 24348.14 345.67
79 0.00 0.00 0.00 0.00 195.43 195.43 24152.71 346.58
78 _0-00 0.00 -.0.00 19 .43. 195.43_ ..23957.28, 345.50
77 0,00 OLOO 0,00 0.00 195.43 19543 23761.94 34542
76 000 0.00 0.00 0.00 195.43 195.43 23586.41 345.33
75 0.00 0.00 0.00 0.00 195.43 195.43 23370.98 345.25
74 0.00 0.00 0.00 0.00 195.43 195.43 23175.54 345.17
73 0.00 O.Do 0.00 0.00 195.43 195.43 22960.11 345.08
72 :0.00, 0.00 OXO 0.00 .195.43 195.43, 22784.68 .346.00
71 boa 0.00 0.010 0.00 195.43 195.43 2256.24 344.92
70 UO 0.00 0,00 0.00 195.43 195.43 22393.81 344.83
69 004 0.00 5.45 G.OD 193.25 198.70 22198.38 344.75
68 0.12 0.01 15.44 0.10 189.22 204.76 21999.68 344.67
67 0.16 0.03 21.91 0.26 186.56 208.74 21794.92 344.53
66 0.21 �21228 21586.18 344.50
65 0.27 ov 35.69 0.68 180.89 217.25
64 045 0.09 6D,22 0.88 170.99 232.1)9 21156,55 344.33
63 067 0.11 8B.48 1,13 159,59 249.20 20924.46 344.25
62 0.80 0.14 105.27 1.41 152.36 260.04 20675.26 344.17
61 0.91 0.17 120.78 1.68 146.45 268.91 20415.22 344.OB
Pa. 1:130. M9. 1.33.39. ........ 1411.3.1 '276.61 20146.31 344.01D
59 1.09 0.22 144.62 2.15 136.73 283.46'
58 1.15 0.24 15414 2.41 132.57 289.73 19586.20 343.83
57 1,23 027 164A2 2,70 128,70 295,53 19296.47 343.75
56 1,30 0.30 17186 2.98 125A0 300.93 1900D.95 343.67
55 1.36 0.32 181.02 313 121.73 305.98 18700.01 343.58
54 1.42 025 348._.
53 1.47 0,37 196.95 311 115.57 315.23 18083.30 343,42
52 1,53 0.39 202.65 3,94 112,72 319.61 17768.06 343,33
61 1,57 0,42 2D9,41 4,17 110.00 323.58 17448,56 34125
50 162 044 215.64 440 107,41 327.46 17124.98 343.17
49 167 0.46 221.61 4,63 104.94 331.17 16797.52 343A8
48 171 0.48 227.31 4.84 102.57 334.72 1646634 34U0
175 0.50 232.76 5.05 100.31 338.12 16131Z2 34Z92---
45 179 0153 237.98 5.25 95.14 341.37 15793,50 342A3
45 1 83 0L56 243,02 5.45 96,05 344,51 15452,13 34275
44 186 0.56 247.84 5.64 94.04 347.52 15107,61 342.67
43 1.90 0.58 252.48 5.83 92.11 350.42 14760.09 342.58
42 1.93 060_ 256.93 6A2 90.25r 353.20 144W67 342.50
41 1,96 b.62 261.22 �'6.26 81§.�16 ­-3M.W­-- 14056A7--'-342A2
40 2.00 0.64 265.35 6.38 8514 358.47 13700.56 342.33
39 2.03 0.66 269.33 6.56 W08 360.96 13342,11 342.25
as 205 0.67 273.15 673 83,4a 263,35 12981.14 342.17
37 2.08 0.69 276.84 6.90 81.94 365.68 12617.78 342.08
36. .....2,11 l..,. 280.37, IA_ 342.00
35 2.13 0.72 283.80 7.24 79,02 370.G6 11884.20 341.92
34 2.16 0.74 287.10 7.40 77.63 372.14 11514.14 341.83
33 218 0.76 290.28 7.56 76.30 374A4 11142.01 341.75
32 2.21 0.77 293,33 7.72 75,01 376,06 10767LB7 341.67
31 2.23 0.79 296.28 7.87 73.77 377.92 10391.81 341.68
29 2.27 0.82 301.82 8.21 71.42 381A5 9634.18 341.42
28 2.29 0.84 304A4 6.41 70.30 383.14 9252.73 341.33
27 2.31 0.85 306,94 8.45 69.27 384.63 8669.59 341.25
26 2.33 0.86 309.35 8.59 58.26 385r20 8484.91 341.17
25 2,34 0,87 311,66 9,72 67.28 367,66 8098,72 341.08
7711.D6 341.00
23 238 090 315.93 8.98 % 65.45 390.41 7321.99
22 2.39 0.91 318.00 9.10 64.59 391.70 6931.58 340.83
21 2.41 0.92 319.93 9.22 63.77 392.92 5539.89 340.75
20 2.42 0.93 321.76 9.34 62.99 394.10 6146.96 340.67
19 243 0.95 323.51 9.46 62.25 395.21 5752.87 340.58
__.957 5357,66, 34050
17 246 0.97 326,73 967 60.87 397.28 4961.39 34042
16 247 0.98 328.22 9.78 6024 398,23 458411 34033
15 2.48 0.99 329.61 9.88 59.64 399.13 4165.88 340,25
14 2.49 1.DO 33094 9.98 59.07 399.98 3766.75 340A7
13 2.50 1.01 332.19 1007 58.53 400.79 3356.77 340.08
12 2.51 1.02 33337 10.16 5902 401.55 2965.95 34000
11 2.61 1,02 334.46 10.24 67.65 402,25 2564.43 33992
10 2.53 1.03 336.08 10,33 56.87 403,28 2162.18 33983
9 0.00 0.00 0.00 0.00 19543 195.43 1758.9D 339.75
8 0.00 0.00 0.00 0.00 195.43 195.43 156347 339.67
7 0.00 G.(YD 0.00 0.00 195.43 195.43 1368-03 339.58
nnn n 0.00 0.00 195.43 195.43 1172.60 339.60
5 000 0.00 0.00 0.00i95.43----977-17 339.42
4 000 0,00 0.00 0.00 195.43 195.43 78173 339.33
3 0,00 000 0.00 000 195.43 195,43 58630 339.25
2 000 000 0.00 O.OD 195.43 19543 39087 339.17
1 oco 0.00 0.00 0.00 195.43 19543 195.43 339.08

Pond Report 4
Hydraflow Hydrographs Extension for AutoCADD Civil 3D®2009 by Autodesk, Inc.v6.066 Tuesday,Aug 20,2013
Pond No. 2 - Pondf#2
Pond Data
Pond storage is based on user-defined values. / r
Stage 1 Storage Table
Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(tuft) Total storage(tuft)
0,00 339,00 n1a 0 0
0.50 339.50 n1a 1,173 1,173
1.00 340,00 n1a 1,793 2,966
1.50 340.50 n1a 2,392 5,358
2.00 341,00 n1a 2,353 7,711
2.50 341.50 nla 2,303 10,014
3.00 342.00 n1a 2,238 12,252
3.50 342.50 n1a 2,158 14,410
4.00 343.00 n1a 2,057 16,466
4.50 343.50 n1a 1,928 18,394
5.00 344.00 nla 1,752 20,146
5.50 344.50 n1a 1,440 21,586
6.00 345.00 n1a 1,199 22,785
6.50 345.50 n/a 1,173 23,957
6.75 345.75 nla 586 24,544
Culvert/Orifice Structures Weir Structures
[A] [Bl [C] [PrfRsrl [A] [Bl [C] [D]
Rise(in) = 30.00 2.50 4.50 Inactive Crest Len(ft) = 4,00 0.00 0.00 0.00
Span(in) = 30.00 2.50 4.50 0.00 Crest El.(ft) = 344.00 0.00 0.00 0.00
No. Barrels = 1 1 5 0 Weir Coeff. = 2.60 3.33 3.33 3.33
Invert El.(ft) = 339.00 339.00 342.60 0.00 Weir Type = Broad --- --- ---
Length(ft) = 24.00 0.50 0.50 0.00 Multi-Stage = Yes No No No
Slope(%) = 4.20 1.00 1.00 n1a
N-Value = .013 .013 .013 nla
Orifice Coeff. = 0.60 0,60 0.60 0.60 Exfil.(inlhr) = 0.000(by Wet area)
Multi-Stage = n1a Yes Yes No TW Elev.(ft) = 0.00
Note:Culverll06fice outflows are analyzed under inlet(ic)and outlet(oc)control. Weir risers checked for orifice conditions(ic)and submergence(s),
Stage(ft) Stage 1 Discharge Elev(ft)
7.00 346.00
6.00 345.00
5.00 344.00
4.00 343.00
__
3.00 342.00
2.00 341.00
1.00 340.00
0.00 339.00
0.00 3.00 6.00 9.00 12.00 15.00 18.00 21.00 24.00 27.00 30.00
Total Q Discharge(cfs)

Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2009 byAutodesk, Inc.v6.066 Tuesday,Aug 20,2013
Hyd. No. 1
Pre-Developed Detention#2
Hydrograph type = SCS Runoff Peak discharge = 0.325 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 2,341 cult
Drainage area = 3.000 ac Curve number = 50
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of cone. (Tc) = 7.35 min
Total precip. = 3.60 in Distribution = Type 11
Storm duration = 24 hrs Shape factor = 484
Pre-Developed Detention#2
Q (cfs) Hyd. No. 1 --2 Year Q (cfs)
0.50 0.50
0.45 0.45
0.40 0.40
0.35 0.35
0.30 0.30
0.25 0.25
0.20 0.20
0.15 0.15
0.10 0.10
0.05 0.05
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 1

2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAM Civil 3DV 2009 by Autodesk, Inc.v6.066 "Tuesday,Aug 20,2013
Hyd. No. 2
Post-Developed Detention#2
Hydrograph type = SCS Runoff Peak discharge = 11.05 cfs
Storm frequency = 2 yrs Time to peak = 718 min
Time interval = 1 min Hyd. volume = 23,763 cult
Drainage area = 3.000 ac Curve number = 86.6
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of cone. (Tc) = 6.97 min
Total precip. = 3.60 in Distribution = Type ll
Storm duration = 24 hrs Shape factor = 484
Post-Developed Detention#2
Q (cfs) Hyd. No. 2 --2 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time (min)

3
Hydrographl Report
Hyd€aflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Tuesday,Aug 20,2013
Hyd. No. 3
Detention Pipe
Hydrograph type = Reservoir Peak discharge = 0.301 cfs
Storm frequency = 2 yrs Time to peak = 883 min
Time interval = 1 min Hyd. volume = 23,673 tuft
Inflow hyd. No. = 2 - Post-Developed Detention#2 Max. Elevation = 342.57 ft
Reservoir name = Pond#2 Max. Storage = 14,685 cult
Storage Indication method used.
Detention Pipe
Q (cfs) Q (cfs)
Hyd. Na. 3--2 Year
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 3 Hyd Na. 2 ___.__-_.--- Total storage used = 14,6$5 cu#t

5
Hydrograph Report
Hydrafiow Hydrographs Extension for AutoCADO Civil 3D®2009 by Autodesk, Inc.v6.066 Tuesday,Aug 20,2013
Hyd. No. 1
Pre-Developed Detention#2
Hydrograph type = SCS Runoff Peak discharge = 3.325 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 8,601 cuft
Drainage area = 3.000 ac Curve number = 50
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 7.35 min
Total precip. = 5.28 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Developed Detention#2
Q (cfs) Hyd. No. 1 -- 10 Year Q(cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 14440 1560
Hyd No. 1 Time (min)

6
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2009 by Autodesk, Inc.v6.066 Tuesday,Aug 20,2013
Hyd. No. 2
Post--Developed Detention#2
Hydrograph type = SCS Runoff Peak discharge = 18.24 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 1 min Hyd. volume = 40,247 cult
Drainage area = 3.000 ac Curve number = 86.6
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of conc. (Tc) = 6.97 min
Total precip. = 5.28 in Distribution = Type Il
Storm duration = 24 hrs Shape factor = 484
Post-Developed Detention#2
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 2 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Tuesday,Aug 20,2013
Hyd. No. 3
Detention Pipe
Hydrograph type = Reservoir Peak discharge = 3.211 cfs
Storm frequency = 10 yrs Time to peak = 729 min
Time interval = 1 min Hyd. volume = 40,120 cuft
Inflow hyd. No. = 2 - Post-Developed Detention#2 Max. Elevation = 343.96 ft
Reservoir name = Pond#2 Max. Storage = 19,988 cuft
Storage Indication method used.
Detention Pipe
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
MO 3.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Time (min)
Hyd No. 3 Hyd No. 2 __________________ Total storage used = 19,988 cuft

8
Hydrograph Report
Hydraf low Hydrographs Extension for AutoCAD®Civil 3D®2009 byAutodesk, Inc.v6.066 Tuesday,Aug 20,2013
Hyd. No. 1
Pre-Developed Detention#2
Hydrograph type = SCS Runoff Peak discharge = 8.547 cfs
Storm frequency = 50 yrs. Time to peak = 719 min
Time interval = 1 min Hyd. volume = 18,888 cuft
Drainage area = 3.000 ac Curve number = 50
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 7.35 min
Total precip. = 7.20 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Developed Detention#2
Q (cfs) Hyd. No. 1 --50 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (rein)

9
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2009 by Autodesk, Inc.v6.066 Tuesday,Aug 20,2013
Hyd. No. 2
Post-Developed Detention#2
Hydrograph type = SCS Runoff Peak discharge = 26.44 cfs
Storm frequency = 50 yrs Time to peak = 718 min
Time interval = 1 min Hyd. volume = 59,745 cult
Drainage area = 3.000 ac Curve number = 86.6
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of cone. (Tc) = 6.97 min
Total precip. = 7.20 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Developed Detention#2
Q (cfs) Hyd. No. 2--50 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
,'J-
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 2 Time (min)

10
Hydrograph Report
Hydrafiow Hydrographs Extension for AutoCADO Civil 3D@ 2009 by Autodesk, Inc.v6.066 Tuesday,Aug 20,2013
Hyd. No. 3
Detention Pipe
Hydrograph type = Reservoir Peak discharge = 20.76 cfs
Storm frequency = 50 yrs Time to peak = 721 min
Time interval = 1 min Hyd. volume = 59,579 cuft
Inflow hyd. No. = 2 - Post-Developed Detention#2 Max. Elevation = 345.36 ft
Reservoir name = Pond#2 Max. Storage = 23,587 cuft
Storage Indication method used.
Detention Pipe
Q (cfs) Hyd. No. 3 --50 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 180 360 540 720 900 1080 1260 1440 1620 1800 1980
Time (min)
Hyd No. 3 Hyd No. 2 _' Total storage used =23,587 cult

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STORM DRAINAGE CONVEYANCE

Triangle Site Design,PLLC
Capital Oaks-Storm Drain"C"calculations
Rational Runoff Coefficient"C"
Catch Basin#1
Drainaoe Area(acresl: 0.23
Promsed Land Uses:
Land UseDesrnptfon Acres %Site Runoff"C" "C"
ROOTS 0.09 39% 0.96 6.37
Asphalt/Concrete Pavement 0.09 39% 0.95 0.37
Lawn 0.05 22% 0.3 0.07
Wooded 0 0% 0.2 0.00
0.23 Cumulalive"C"= 0.81
Catch Basin#2
DrainaceArea(acres): 0.21
Promsed Land Uses:
Land Use Descdption Acres %Sire Runoff"C" "C"
Roofs 0.09 43% 0,95 6.41
Asphalt/Concrete Pavement 0.08 3$% 0,95 0.36
Lawn 0.04 19% 0,3 0.06
Wooded 0 0% 0.2 0.00
0.21 Cumuialivs"C"= 0,83
Catch Basin#3
Drainace Area(acres): D.33
PromsEd Land Uses
Land Use Descdation Acres %Site Runoff"C"
Roofs 0.1 30% 0.95 6.29
Asphalt/Concrete Pavement 0.15 45% 0.95 0.43
Lawn 0.08 24% 0.3 0.07
Wooded 0 0% 0.2 0.01)
0,33 Cumulalive"C"= 0.79
Yard Inlet#4
Drainaoe Area(acres}: 1.18
Praansed Land f/ses:
Land Use Descdpfion Acres %Sile Runoff"C" "C"
Roofs . 0.04 31. 0.95 0.03
Asphalt/Concrete Pavement 0 0% 0.95 0.00
Lawn 0.65 55% 0.3 0.17
Woaded 0.49 42% 0.2 0.08
1.18 Cumulalive"C"- 0.28
Yard Inlet#5
Orafnace Area(acres•): 0.54
Proposed Land Uses:
Land Use Desaio Acres %Site Runoff"C" "C"
Roofs 0.15 28% 0.95 026
Asphalt/Concrete Pavement 0.03 6% 0.95 0.05
Lawn 0.23 43% 0.3 0.13
Wooded 0.13 24% 0.2 0.05
0.54 Cumulalive"C"= 0.49
Yard Inlet#6
DrainaceArea(acres)• 0.8
Proposal Land Uses:
Land Use Descn)2t0 Acres %Site Runoff"C" "C.'
Roofs 0.17 21% 0.95 0.20
Asphalt/Concrete Pavement 0.05 6% 0.95 0.06
Lawn 0.43 54% 0.3 0.16
Wooded 0.15 19% 0.2 0.04
0.8 Cumulative"G, 0.46

Rational Runoff Coefficient"C"
Yard Inlet#7
prafiaae Area(acresJ: 0.2
Proposed Land Uses:
Land y5e Del Acres %%Sife Runoff"C"
Roofs 005 25% 0.95 E24
Asphalt/Concrete Pavement 0 0% 0.95 0.00
Lawn 0.11 55°/ 0.3 0.17
Wooded 0.04 20% 0.2 0.04
0.2 Cumulative"C" 0.44
Grate Inlet#6
Drarnaae Area(acresJ_: 0.13
Posed Land Uses'
Land Use pescripi o t Acres %Site Runoff C' C"
Roofs 0.08 62% 0.95 0.58
Asphalt/Concrete Pavement: 0.01 8% 0.95 0.07
Lawn 0.04 31% 0.3 0.09
Wooded 0 0% 0.2 0.00
0.13 Cumulative"C" 0.75
Catch Basin#9
prainaae Area/acresJ: 0.19
Proposed Land Uses:
Land Use pescd Ades %Site Runoff"C" "C"
Roofs 0.03 16% 0.95 0.15
Asphalt/Concrete Pavement 0.12 63% 0.95 0.60
Lawn 0.04 21% 0.3 0.06
Wooded 0 0% 0.2 0.00
0.19 Cumulative"C"= 0.81
Catch Basin#10
Drainage Area(arrest: 0.15
Proposed Land Uses:
Land Use pescripfron Acres %Site Runoff"C"
Roofs 0.03 20°% 0.95 0.19
Asphalt/Concrete Pavement 0.08 53% 0.95 0.51
Lawn 0.04 27% 0.3 0.08
Wooded 0 0% 0.2 0.00
0.15 Cumulative"C" 0.78
Catch Basin#11
Dramaae Area(acres): 0.25
Promsed land Uses:
Land Use pe5cdpt an Acres %Site Runoff"C" "C"
Roofs 0.1 40% 0.95 0.35
Asphalt/Concrete Pavement 0.09 36% 0.95 0.34
Lawn O.W 24% 0.3 0.07
Wooded 0 0% 02 O.OD
0.25 Cumulative"C"= 0.79
Catch Basin#12
prainaae Area(acresJ: D.24
Promsed Land Uses:
Land Use L>escdndon Acres /22k Runoff"C" "C"
Roofs 0,09 38% 0.95 0.36
Asphalt/Concrete Pavement 0.09 38% 0.95 0.35
Lawn 0.06 25% 0.3 0.08
Wooded 0 0% 0.2 0.00
0.24 Cumulative"C"= 0.79
Total to Detention System#1:
DrainaaeArnL(a[reSZ' 4.45
PfwoW Land_USeS_:
Land Use Descr!h'on Acres %Sife Runoff"C"
Roofs 1.02 23% 0.95 0.22
AsphaigConcrete Pavement 0.79 18% 0.95 0,17
Lawn 1.83 41% 0.3 0.12
Wooded 0.61 18% 0.2 O04
4.45 Cumulative"C' 0.55

Rational Runoff Coefficient"C"
Catch Basin#30
Drainage Area/acres).• 0.27
Proposed Land Uses.'
Land Use Descdnhon ACMS 1 Sife Runoff C" "C"
Roofs 0.01 4% 0.95 0.04
Asphalt/Concrete Pavement 0.07 26% 0.95 0.25
Lawn 0.19 70% 0.3 0.21
Wooded 0 M. 0.2 0.00
0.27 Cumulative"C" 0.49
Catch Basin#31
Drain A ac 0.25
Pmpv5ed land llSg;:
Land Use DeSCdvtion Acres %Site Runoff C" "C"
Rmfs 0.01 4% 0.95 O.04
Asphalt/Concrete Pavement 0.07 26% 0,95 0.27
Lawn 0.17 66% 0.3 0.20
Wooded 0 0% 0.2 0,00
0.25 Cumulative"C"= 0,51
Catch Basin#32
DramageArea(acres); 0.26
Posed Land Uses:
Land Use Acres %SL Runoff"C"
Roofs 0.11 42% 0.95 0.40
Asphalt/Concrete Pavement 0.1 38% 0.95 037
Lawn 0.05 19% 0.3 0.06
Wooded 0 0% 0.2 0.00
0.26 Cumulative"C" 0,83
Catch Basin#33
Drainage Area(acresk 0.27
Proposed Land Uses:
Land Use Descrintign Acres %Site Runoff"C" "C"
Roofs 01 37% 0.95 0.35
Asphalt/Concrete Pavement 0.11 41% 0.95 0.39
Lawn 0.0 22% 0.3 0.07
Wooded 0 0% 0.2 0.00
0.27 Cumulative"C"= 0.81
Catch Basin#34
Drainage Area/acres): 0.15
Proposed Land Uses:
Land Use Pescdghon Acres %Sife Runoff"C"
Roofs 0,03 20% R95 OAS
Asphalt/Concrete Pavement 0.08 53% R95 0.51
Lawn 0,04 27% 0.3 O.OB
Wooded 0 0% 0.2 0.00
0.15 Cumulative"C"= 0.7B
Catch Basin#35
Drainaae Area(acres F: 0.25
Proposed land Uses:
Land Use Descdntran Acres V.Site Runoff C" "C"
Roofs 0.07 28% 0.95 0.27
Asphalt/Concrete Pavement 0.12 48% 0.95 0,46
Lawn 0.06 24% 0.3 0.07
Wooded 0 0% 0.2 0.00
0.25 Cumulative"C"w 0.79

Rational Runoff Coefficient"C"
Catch Basin#40
Drainage Area&Sres): 0.13
PmPosed Land fffg�:
Land Use 1lescdption Acres %Site Runoff"C"
Roofs 0.03 23% 0.95 0.22
Asphalt/Concrete Pavement 0.07 54% 0.95 0.51
Lavin 0.03 23% 0.3 0.07
Wooded 0 0% 0.2 0.00
0.13 Cumulative"C"= 0.60
Catch Basin#41
DralnageArea(acres): 0.21
Pfowsed Land Uses:
Land Use Descriotrgn Acres %Sfe Runolf"C" "C"
Roofs 0.05 29% 0.95 0.27
Asphalt/Concrete Pavement 0.09 43% 0.95 0.41
Lawn 0.06 29% 0.3 0.09
Wooded 0 0% 0.2 0.00
0.21 Cumulative"C"= 0.76
Catch Basin#42
Drafnaae Area(acres): 0.18
Prnogsed Land Uses:
Land Use Descdnhbn Acres %Site Runoff"C" "C"
Roofs 0.06 33% 0.95 0.32
Asphalt/Concrete Pavement 0.07 39% 0.95 0.37
Lawn 0.05 28% 0.3 0.06
Wooded 0 0% 0.2 0.00
0.18 Cumulative"C"= 0.77

Rational Runoff Coefficient"C"
Catch Basin#50
Qrgin,7wArea acres: 0.06
Land_Use Descr ptaa Acres !Site Runoff"C" "C"
Roofs 6 0% 0.95 (%00
Asphalt/ConcretePavement 0.04 67% 0.95 0.63
Lawn 0.02 33% 0.3 0.10
Wooded 0 0% 0.2 0.00
0.06 Cumulative"C', 0.73
Catch Basin#51
Dope Area!acres): 0.27
Practised Land Uses:
Land Use Descrrglion Acres %Site Runoff"C" "C"
Roofs 0.12 44% 0.95 0.42
Asphalt/concrete Pavement 0.11 41% 0.95 0.39
Lavin 0.04 15% 0.3 D.04
Wooded 0 0% 0.2 0.00
0.27 Cumulative"C"= 0.85
Catch Basin#52
Drainage Area facresl: 0.7
Pmtiosed land Uses:
Land Use Descrtilfan Acres %Site Runoff"C" -C"
Roofs 0.21 30% 0.95 0.29
Asphalt/ConcretePavement 0.36 51% 0.95 D.49
Lawn 0.13 19% 0.3 D.06
Wooded 0 0% 0.2 0.00
0.7 Cumulative"C"= 0.83
Total to Detention System#2:
Drainage Area tacres): 3.0
Proposed Land Uses:
Land Use 17escdction Acres %Site Runoff"C" "C"
Roofs 0.61 27% 0.95 0.26
Asphalt/Concrete Pavement 1.29 43% 0.95 0.41
Lawn 0.9 30% 0.3 0.09
Wooded 0 0% 0.2 0.00
3 Cumulative"C', 0,76

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NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
USER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
PROJECT NAME: PROJECT NO.:
COMPUTED BY: DATE: 5/22/2013
FROM STATION/REACH: TO STATION/REACH:
DRAINAGE AREA: DESIGN FREQUENCY:
INPUT PARAMETERS
Channel Discharge : 9.7 cfs (.27 m"3/s)
Peak Flow Period : 6 hours
Channel Slope : 0.058 ft/ft (0.058 m/m)
Channel Bottom Width : 2.0 ft (.61 m)
Left Side Slope : 3:1
Right Side Slope : 3:1
Channel Lining : C350 Staple E
Permi. Shear(Tp) :3.00 psf (143.6 Pa)
Phase = 1
CALCULATIONS
Initial Depth Estimate = 0.16 * (9.71(0.058^0.5))"0.375 = 0.64 ft (.19 m)
Final Channel Depth (after 9 iterations) = .56 ft (0.17 m)
Flow Area = (2.0 * 0.6)+(0.5 *0.56A2 * (3.0+3.0)) = 2.1 sq.ft (0.2 m"2)
Wet Per. =2.0 +(0.6*(((3.OA2)+1)A.5 +((3.OA2)+1)A.5)) = 5.6 ft (1.7 m)
Hydraulic Radius = (2.1 / 5.6) = 0.4 ft (0.1 m)
Channel Velocity =(1.486/0.040)*(0.4^0.667)*(0.058".5) = 4.7 fps (1.4 m/s)
Channel Effective Manning's Roughness = 0.040
Calculated Shear (Td) = 62.4 * 0.56 * 0.058 = 2.04 psf (97.6 Pa)
Safety Factor = (Tp/Td) = (3.00 /2.04) = 1.47
11

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NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
USER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
PROJECT NAME: PROJECT NO.:
COMPUTED BY: DATE: 5/22/2013
FROM STATION/REACH: TO STATION/REACH:
DRAINAGE AREA: DESIGN FREQUENCY:
INPUT PARAMETERS
*****************************************************************************
Channel Discharge : 11.2 cfs (.32 m"31s)
Peak Flow Period : 6 hours
Channel Slope : 0.056 ft/ft (0.056 m/m)
Channel Bottom Width : 2.0 ft (.61 m)
Left Side Slope : 3:1
Right Side Slope : 3:1
Channel Lining : C350 Staple E
Permi. Shear(Tp) :3.00 psf (143.6 Pa)
Phase = 1
*****************************************************************************
CALCULATIONS
Initial Depth Estimate = 0.16 * (11.21(0.056"0.5))"0.375 = 0.68 ft (.21 m)
Final Channel Depth (after 7 iterations) = .6 ft (0.18 m)
Flow Area = (2.0 * 0.6)+(0.5 *0.60"2 * (3.0+3.0)) = 2.3 sq.ft (0.2 m12)
Wet Per. =2.0 +(0.6*(((3.OA2)+1)A.5 +((3.OA2)+1)".5)) = 5.8 ft (1.8 m)
Hydraulic Radius = (2.315.8) = 0.4 ft (0.1 m)
Channel Velocity =(1.486/0.039)*(0.4"0.667)*(0.056".5) = 4.9 fps (1.5 m/s)
Channel Effective Manning`s Roughness = 0.039
Calculated Shear (Td) = 62.4 * 0.60 * 0.056 = 2.11 psf (101.1 Pa)
Safety Factor = (Tp/Td) = (3.00 /2.11) = 1.42

EROSION CONTROL DESIGN

EROSION CONTROL CALCS(SKIMMER BASINS)
Project:Information
Project Name: Capital Oaks
Project#:
Designed by: Date:
Revised by: Date:
Checked by: Date:
Skimmer Basin
Drainage Area Total,AT= 7.5 AG
Disturbed.Ao= 7.5 AC
25-year Runoff(Q25) C= 0.50
T�= 5.00 min
6= 8,19 inlhr
025= 30.7 cfs
Surface Area Required SA= 325sfx Qte
SA= 9,982 sf
Volume Required VR= 1800 cflAc x Ao
VR= 13,500 cf
Sediment Trap Dimensions L= 144 ft (Spillway Length)
W= 70 ft (Spigway Wid1h)
D= 3.3 ft (Depth of Storage)
Side Slopes= 2:1
Ledo=
Le_= 152 ft
Lys= 131 8 W W�
W,�= 78 It L,=
W�x 57 it
LPN Ratio= 2.1 :1(must be 2:1 to 6:1)
Elevations Description Elevation
Tap of Berm 340.30 (allow Sft freeboard above spillway flaw height)
Emergency Spillway 338.80
Sediment Storage 338,30
Cleanout Mark 336.65 (half of storage height) a
Bottom 335.00
Provided SAP= 10,080 sf > 9,982
Vp= 28,890.6 cf > 13,500
Emergency Spillway-10 Year Storm 12S= 8.19 inthr
Q25= 30.71 cfs
h= 0.5 R
Cw= 3
Lw= 29 ft

Calculate Skimmer Size
Basin Volume in Cubic Feet 28,952 Cu.Ft Skimmer Size 3.0 Inch
Days to Drain* 3 Days Orifice Radius 1.5 Inch[es]
Orifice Diameter 3.0 Inch[es]
I.In NC assume 3 days to drain
Estimate Volume of Basin Length width
Top of water surface in feet 144 70 Feet VOLUME 28952.55 Cu.Ft.
Bottom dimensions in feet 131 57 Feet
Depth in feet 3.3 Feet

Capital Oaks
Triangle Site Design, PLLC
Curve Number Calculation (CN)
Post-Developed Conditions
Skimmer Basin
Drainage Area{acresZ 7.5
Existinu Soil Grau s:
Soil GrouA Map Symbol Soil Description Acres Percent of DA
7.5 CeD/CgC2 Cecil sandy loam 3 40%
Existin_4 Land Uses•
Land Use Description Existing Soil Group Acres Curve# Weighted CN
Open Space A/B 2.78 80 22.2
Wooded AIB 0.81 50 5.4
Impervious AIB 3.91 98 51.1
Cumulative Curve#= 78.7

Pond Report 4
Hydraflow Hydrographs Extension for AutoCAD@ Civil 3130 2009 by Autodesk, Inc.v6.066 Thursday,Jul 4,2013
Pond No. 'I - Skimmer Basin
Pond Data
Contours-User-defined contour areas. Conic method used for volume calculation.Begining Elevation=335.00 ft
Stage 1 Storage Table
Stage(ft) Elevation(ft) Contour area(sgft) Incr.Storage(cult) Total storage(cult)
0.00 335,00 8,432 0 0
1.00 336.00 9,240 8,832 8,832
2.00 337.00 10,080 9,656 18,488
3.00 338.00 10,952 10,512 29,000
4.00 339,00 11,856 11,400 40,400
Culvert I Orifice Structures Weir Structures
[A] [B] [C] [PrfRSr] [A] [B] [C] ED]
Rise(in) = 3.00 0.00 0.00 0.00 Crest Len(ft) = 29.00 0.00 0.00 0.00
Span(in) = 3.00 0.00 0.00 0.00 Crest El.(ft) = 338.80 0.00 0.00 0,00
No. Barrels = 1 0 0 0 Weir Coeff. = 2.60 3.33 3.33 3.33
Invert El.(ft) = 335.00 0.00 0,00 0,00 Weir Type = Broad --- --- ---
Length(ft) = 30.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope(%) = 0.01 0.00 0.00 n/a
N-Value = .013 .013 .013 nla
Orifice Coeff. = 0.60 0,60 0,60 0.60 Exfii.(inthr) = 0.000(by Wet area)
Multi-Stage = nla No No No TW Elev.(ft) = 0.00
Note:Culvert/Orifice outflows are analyzed under inlet(ic)and outlet(or)control. Weir risers checked for orifice conditions(ic)and submergence(s).
Stage(ft) Stage I Discharge Elev(ft)
4.00 339.00
3.00 338.00
2.00 337.00
1.00 336.00
0.00 335.00
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
Total Q Discharge(cfs)

1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCADO Civil 3D®2009 by Autodesk, Inc.v6.066 Thursday,Jul 4,2013
Hyd. No. 1
Pre-Developed Skimmer Basin
Hydrograph type = SCS Runoff Peak discharge = 0.814 cfs
Storm frequency = 2 yrs Time to peak = 722 min
Time interval = 1 min Hyd. volume = 5,853 cuft
Drainage area = 7.500 ac Curve number = 50
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 7.40 min
Total precip. = 3.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Developed Skimmer Basin
Q (cfs) Hyd. No. 1 --2 Year Q (cfs)
1.00 1.00
0.90 0.90
0.80 0,80
0.70 0.70
0.60 0.60
0.50 0.50
0.40 0.40
0.30 0,30
0.20 0,20
0.10 0.10
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

2
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D@ 2009 by Autodesk, Inc.v6.066 Thursday,Jul 4,2013
Hyd. No. 2
Post-Developed Skimmer
Hydrograph type = SCS Runoff Peak discharge = 20.41 cfs
Storm frequency = 2 yrs Time to peak = 719 min
Time interval = 1 min Hyd. volume = 43,076 cuft
Drainage area = 7.500 ac Curve number = 78.7
Basin Slope = 0.0 % Hydraulic length = Oft
Tc method = TR55 Time of conc. (Tc) = 7.00 min
Total precip. = 3.60 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Developed Skimmer
Q (cfs) Hyd. No. 2 --2 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

3
Hydrograph Repor€
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Thursday,Jul 4,2013
Hyd. No. 3
Skimmer Basin
Hydrograph type = Reservoir Peak discharge = 0.253 cfs
Storm frequency = 2 yrs Time to peak = 1279 min
Time interval = 1 min Hyd. volume = 28,935 cuft
Inflow hyd. No. = 2 - Post-Developed Skimmer Max. Elevation = 338.30 ft
Reservoir name = Skimmer Basin Max. Storage = 32,381 cuft
Storage Indication method used.
Skimmer Basin
Q (cfs) Hyd. No. 3--2 Year Q (cfs)
21.00 21.00
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
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 3 Hyd No. 2 Total storage used = 32,381 tuft

5
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Thursday,Jul 4,2013
Hyd, No. 1
Pre-Developed Skimmer Basin
Hydrograph type = SCS Runoff Peak discharge = 8.313 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 21,503 cult
Drainage area = 7.500 ac Curve number = 50
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 7.40 min
Total precip. = 5.28 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Developed Skimmer Basin
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

6
Hydrograph Report
Hydraf low Hydrographs Extension forAutoCAD®Civil 3D®2009 by Autodes€c, Inc.v6.066 Thursday,Jul 4,2013
Hyd. No. 2
Post-Developed Skimmer
Hydrograph type = SCS Runoff Peak discharge = 37.56 cfs
Storm frequency = 10 yrs Time to peak = 718 min
Time interval = 1 min Hyd. volume = 80,060 tuft
Drainage area = 7.500 ac Curve number = 78.7
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 7.00 min
Total precip. = 5.28 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Post-Developed Skimmer
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 2 Time (min)

7
Hydrograph Report
Hydraf low Hydrog€aphs Extension forAutoCAD®Civil 3D®2009 by Autodesk, Inc.v6.066 Thursday,Jul 4,2013
Hyd. No, 3
Skimmer Basin
Hydrograph type = Reservoir Peak discharge = 6.591 cfs
Storm frequency = 10 yrs Time to peak = 729 min
Time interval = 1 min Hyd. volume = 61,926 cuft
Inflow hyd. No. = 2 - Post-Developed Skimmer Max. Elevation = 338.99 ft
Reservoir name = Skimmer Basin Max. Storage = 40,286 cult
Storage Indication method used.
Skimmer Basin
Q (cfs) Hyd_ No. 3 -- 10 Year Q (cfs)
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 3 Hyd No. 2 .._ Total storage used -40,286 cuft

EROSION CONTROL CALCS (RIP-RAP CALCULATIONS)
Project Information
Project Name: Capital Oaks-Raleigh
Project#:
Designed by: Date_
Revised by: Date:
Checked by: Date:
Rip-}dap Apron_#1_
Pipe Diameter d= 30
Pipe Slope s= 0.5 %
Manning's number n= 0.013
Flow Q= 27.23 ofs
Velocity V= 6.40 ft/s
Dissipalor Dimensions' Zone= 2
Stone Filling Class= B
Entry Width(3 X Do)= 7.5 ft
Length(6 X Da)= 15.0 ft
Width(La f Da)= 17.5 ft
Min.Thickness= 22 inches
Min.Stone Diameter= 6 inches
-15.0
'All units are in feet t
Dissipator pad designed for full flow of pipe
7.f 5 17.5
i
RIP-RAP.xls 6/4/2013 Page 1 of 5

Rip-Rap Apron#2
Pipe Diameter d= 30 in
Pipe Slope $= 0.5 %
Manning's number n= 0.013
Flow Q= 23.6 cfs
Velocity V= 6.60 ftls
Dissipator Dimensions Zone= 2
Stone Filling Class= B
Entry Width(3 X Do)= T5 ft
Length(6 X DO)= 15.0 ft
Width(La+Da)= 17.5 ft
Min.Thickness= 22 inches
Min.Stone Diameter-- 6 inches
15.0
I
7.5 17.5
1
All units are in feet
•'Dissipator pad designed for full Flow of pipe
RIP-RAPAs 6/4/2013 Page 2 of 5

Rip-Rap Apron#3
Pipe Diameter d= 24 in
Pipe Slope s= 1.1 %
Manning's number n= 0.013
Flow Q= 9.6 cfs
Velocity V= 5.40 ftls
Dissipator Dimensions' Zone= 2
Stone Filling Class= B
Entry Width(3 X AO)= 6.0 ft
Length(6 X AO)= 12.0 ft
Width(La+AO)= 14.0 ft
Min.Thickness= 22 inches
Min.Stone Diameter— 6 inches
12.0
I
6.0 14.0
1
*All units are in feet
Dissipator pad designed for full flow of pipe
RIP-RAP.xls 6/4/2013 Page 3 of 5

Rip-Rap Apron#4
Pipe Diameter d= 24 in
Pipe Slope s= 1.61 %
Manning's number n= 0.013
Flow Q= 11.1 cfs
Velocity V= 5.76 fUs.
Dissipator Dimensions Zone= 2
Stone Filling Class= S
Entry Width(3 X AO)= 6.0 ft
Length(6 X k = 12.0 ft
Width(La+AO)= 14.0 ft
Min.Thickness= 22 inches
Min.Stone Diameter-- 6 inches
12.0
I
6.0 14.0
1
All units are in feet
Dissipator pad designed for full Flow of pipe
RIP-RAP.xls 6/4/2013 Page 4 of 5

Rip-Rap Apron#5
Pipe Diameter d= 30 in
Pipe Slope s= 0.84 %
Manning's number n= 0.013
Flow Q= 15.8 cfs
Velocity V= 6.00 fffs
Dissipator Dimensions* Zone= 2
Stone Filling Class= B
Entry Width(3 X AO)= 7.5 ft
Length(6 X AO)= 15.0 ft
Width(La+Ag)= 17.5 ft
Min.Thickness= 22 inches
Min.Stone Diameter= 6 inches
15.0 ►
7.5 17.5
All units are in feet
**Dissipator pad designed for full flow of pipe
RIP-RAP.xls 6/4/2013 Page 5 of 5

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NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
USER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
PROJECT NAME: PROJECT NO.:
COMPUTED BY: DATE: 6/4/2013
FROM STATION/REACH: TO STAT[ON/REACH:
DRAINAGE AREA: DESIGN FREQUENCY:
INPUT PARAMETERS
Channel Discharge : 13.7 cfs (.39 m^3/s)
Peals Flow Period : 6 hours
Channel Slope : 0.056 ft/ft (0.056 m/m)
Channel Bottom Width : 2.0 ft (.61 m)
Left Side Slope : 3:1
Right Side Slope : 3:1
Channel Lining : C350 Staple E
Permi. Shear(Tp) :3.00 psf (143.6 Pa)
Phase = 1
CALCULATIONS
Initial Depth Estimate = 0.16 * (13.7 /(0.056^0.5))"0.375 = 0.73 ft (.22 m)
Final Channel Depth (after 8 iterations) = .66 ft (0.20 m)
Flow Area = (2.0 * 0.7)+(0.5 *0.66A2 * (3.0+3.0)) = 2.6 sq.ft (0.2 m"2)
Wet Per. =2.0 +(0.7*(((3.OA2)+1)A.5 +((3.OA2)+1)A.5)) = 6.2 ft (1.9 m)
Hydraulic Radius = (2.6 / 6.2) = 0.4 ft (0.1 m)
Channel Velocity =(1.486/0.038)*(0.4"0.667)*(0.056A.5) = 5.2 fps (1.6 m/s)
Channel Effective Manning's Roughness = 0.038
Calculated Shear (Td) = 62.4 * 0.66 * 0.056 = 2.30 psf (110.1 Pa)
Safety Factor = (Tp/Td) = (3.00 /2.30) = 1.30

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NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
USER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
PROJECT NAME: PROJECT NO.:
COMPUTED BY: DATE: 6/4/2013
FROM STATION/REACH: TO STATION/REACH:
DRAINAGE AREA: DESIGN FREQUENCY:
INPUT PARAMETERS
Channel Discharge : 12.3 cfs (.35 m^3/s)
Peak Flow Period : 6 hours
Channel Slope : 0.02 ft/ft (0.02 m/m)
Channel Bottom Width : 2.0 ft (.61 m)
Left Side Slope . 21
Right Side Slope : 2:1
Channel Lining : C350 Staple E
Permi. Shear(Tp) -3.00 psf (143.6 Pa)
Phase = 1
CALCULATIONS
Initial Depth Estimate = 0.16 * (12.3 /(0.020"0.5))"0.375 = 0.85 ft (.26 m)
Final Channel Depth (after 9 iterations) = .84 ft (0.25 m)
Flow Area = (2.0 * 0.8)+(0.5 *0.84A2 * (2.0+2.0)) = 3.1 sq.ft (0.3 m"2)
Wet Per. =2.0 +(0.8*(((2.OA2)+1)A.5 +((2.OA2)+1)".5)) = 5.7 ft (1.7 m)
Hydraulic Radius = (3.1 / 5.7) = 0.5 ft (02 m)
Channel Velocity =(1.486/0.035)*(0.5^0.667)*(0.020^.5) = 4.0 fps (1.2 m/s)
Channel Effective Manning's Roughness = 0.035
Calculated Shear (Td) = 62.4 * 0.84 * 0.020 = 1.04 psf (49.9 Pa)
Safety Factor = (Tp/Td) = (3.00 /1.04) = 2.88
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