20071441 Ver 3_Stormwater Info_20090701

I
Soil & Environmental Consultants, PA
248 LePhillip Court • Concord, North Carolina 28025 • Phone: [phone] • Fax: [phone]
www.SandEC.com
Transmittal
To: NC DWQ
2321 Crabtree Blvd. STE 250
Raleigh, NC 27604
Attn: Annette Lucas
We Transmit to you Herewith:
? Drawings ?
? Specifications ?
? Brochures or photos ?
Project # 5-1925.WX Date
Project Name:
6/30/09
Ridge Rd (Prosperity Village)
File:
For your information and files
For comment or approval
Returned for correction, resubmit
Under Separate Cover:
? By mail
? By courier
® By express
UPS tracking
Q @ -.d W A 5 #
1ZXR690122
? Correspondence ® Permit Related JUL 1 2009 10003314
? As per your request DFNR - WA7FR QUALITY
WETLANDS AND STCRWATER BRANCH
No. Co ies Document No. Date Description
1 Request for storm water management plans

Remarks: 2 ups packages (separate package tracking # 1ZXR69012210003323)
If enclosures are not as listed as above, kindly notify us at once.
By: Wendell Overby
Greensboro Office: Raleigh Office:
3817-E Lawndale Drive 11010 Raven Ridge Road
Greensboro, NC 27455 Raleigh, NC 27614
Phone: [phone] Phone: [phone]
Fax: [phone] Fax: [phone]
Y3
June 29, 2009
S&EC #5-1925wx
N.C. Division of Water ualit D ? , @ r? ?.l ryr@
01 Oversight and Express Permits Unity
Attn: Annette Lucas JUL ? 2` r.q
V .J.
2321 Crabtree Boulevard, Suite 250 DEW- WATER QUALITY
Raleigh, NC 27604-2260 IYETlJ OS AND S70RH#;, CR BRAHCH
RE: Prosperity Village (Ridge Road) Apartment Site-Mecklenburg County, NC
Dear Ms. Lucas:
As per condition #8 of the attached 401 Water Quality Certification Approval (DWQ#
07-1441v3) we have enclosed the requested storm water management plans. A full set of
plans as well as calculations are enclosed. The City of Charlotte, a locally delegated
Phase II NPDES Stormwater program, has reviewed and approved the storm water
management plans.
The applicant understands proposed impacts cannot be performed until storm water plans
are approved by the NC DWQ and required mitigation payments made. The applicant
has an NC EEP invoice valid until July 7, 2009 in reference to condition #5 of the
Certification (see attached). On behalf of the applicant, S&EC has requested an
extension to the current EEP invoice which we expect in the next couple of days. The
applicant plans to pay the forthcoming invoice before expiration.
Please call if you have questions or comments regarding the information provided.
Sincerely,
Wendell Overby
NC Licensed Soil Scientist
NC Registered Forester
Attachments: City of Charlotte preliminary subdivision plan approval
401 General Water Quality Certification
NC EEP invoice
City of Charlotte approved plans (full set)
Storm water management plan calculations
Greensboro Office: Raleigh Office:
3817-E Lawndale Drive 11010 Raven Ridge Road
Greensboro, NC 27455 Raleigh, NC 27614
Phone: [phone] Phone: [phone]
Fax: [phone] Fax: [phone]
Environmental Consultants, PA
rt • Concord, North Carolina 28025 • Phone: [phone] • Fax: [phone]
CITY OF CHARLOTTE
TENTATIVE APPROVAL OF PRELIMINARY SUBDIVISION PLAN
Name of Project:
Location of Subdivision:
Owner's Natfne
Prosperity Village
Ridge Road
Citv of Charlotte
Charter Properties
1520 South Boulevard
Charlotte. NC 28203
(City, State, Zip)
704-377-4172 704-333-4532
('relephone Number) (Fax Number)
JLI l(a,charterproperties.com
(E-Mail Address)
Date of application submitted for Preliminary Plan approval: May 15. 2008
CITY ENGINEERING DEPARTMENT:
The preliminary plan for this subdivision is approved for construction and development in accordance with the
Engineering provision of the City of Charlotte Subdivision Ordinance.
/7 /
City Engineering De,u-ti
nent
Date e
CHARLOTTE-MECKLENBURG PLANNING COMMISSION:
The preliminary plan for this subdivision is approved for construction and development in accordance with all
provision of City of Charlotte Subdivision Ordinance;'
Planning Staf
Date
Note: The approval of this preliminary Subdivision Plan may be appealed within ten days of the date signed by
the Planning Commission Staff. in accordance with Section 4.102 and 4.103 of the Subdivision
Ordinance. This appeal may be initiated by any person aggrieved or by any officer, department, board,
or bureau of the City of Charlotte or Mecklenburg County.
http://www.ci.cfiarlotte.ne.us/ciplannin,7/index httn
NCDENR
-North Carolina Department of Environment and Natural
Division of Water Quality
Beverly Eaves-Perdue - - Coleen-H:-Sullins
Governor Director
SCANNED
Date:
Resources
r -Dee Freeman
Secretary
April 22, 2009
DWQ# 07-1441V3
Mecklenburg County
Mr. Jim Holman
Charter Properties, Inc.
1520 South Boulevard, Suite 215
Charlotte, NC 28203
Subject: Prosperity Village Development
APPROVAL of 401 Water Quality Certification with Additional Conditions
Dear Mr. Holman:
You have our approval, in accordance with the general certification and those conditions listed below,
to impact 386 linear feet (If) of unnamed tributary to Stony Creek (370 If, permanent) in order to construct the
project in Mecklenburg County, as described in your application received by the Division-of Water Quality
(DWQ) on April 9; 2009. After reviewing your application; we have determined that this protect is covered by
Water Quality General Certification Number 3687, 3699; and 3705, which can be viewed on our we site at
http://h2o.enr.state nc.usfncwetlands. The General Certification'allows you to use Nationwide Permit Number
3, 12, 29 once they are issued to you by the U.S. Army Corps of Engineers. Please note that you should get
any other federal, state or local permits before proceeding with your project, including those required by (but
not limited to) Sediment and Erosion Control, Non-Discharge, and Water Supply Watershed regulations.
The above noted Certifications will expire when the associated 404 permits expire unless otherwise
specified in the General Certification. This approval is only valid for the purpose and design that you described
in your application. If you change your project, you must notify us in writing, and you maybe required to send
us a new application for a new certification. If the property is sold, the new owner must be given a copy of the
Certification and approval letter; and is thereby responsible for complying with all conditions.
In addition to the requirements of the certification, you must also comply with the following conditions:
1. The Mooresville Regional Office shall be notified in writing once construction at the approved impact areas
has commenced.
2 Existing stream dimensions (including the cross section dimensions; pattern, and longitudinal profile) must
',e ntalned (.or restored v a constructed benches) above and below locations of each culvert. If any of the
existing'pipes,are or become perched, the appropriate stream grade shall bere-established or, if the pipes
rnstalied_in a perched manner, the pipes; shall be removed and re'.-installed correct) Culverts placed in
streams/wetlands shall be Installed 9h the dry" Immediately upon completion of the Installation, water flow
shall be returned to its natural course:
Mooresville Regional Office One
Location: 610 East Center Avenue, Suite 301, Mooresville, NC 28115 NoWiCarolliina
Phone: [phone]\Fax- [phone]\ Customer Service: 1-877-623-6748 ??ItliL q?llJ
Internet: www ricwateraualitv.ora
An Fnncal (lnnnrtnnihdCfFrmefivn Crfinn Fmnlnvcr _ rnOl- RcnvAl A/ 00/ Dnef Rnnenmur PAnor
0
3. The stream shall be restored to its original grade and elevation and riprap limited to.the maximum extent
practicable upon completion of the installation of the sewer line. If riprap is required, it shall be
embedded into the soil matrix.
4. Deed notificationsor similar mechanisms shall be'placed. on all retained jurisdictional wetlands, waters and
protective buffers in order to assure compliance for fufure wetland; water and`buffer impact. These'
mechanisms shall be put in place at the time of recording of the property, or of individual lots, whichever is
appropriate. A sample deed 'notification can be downloaded from'the'401/Wetlands Unit web site at
http://h2o.enr.state.nc.us/ncwetlands. The text of the sample deed notification may be modified as
appropriate to suit to this project.
5. Mitigation must be provided for the proposed impacts as specified in the table below. We understand that you
wish to make a payment to the restoration fund administered by the NC Ecosystem Enhancement Program
(EEP) to meet this mitigation requirement. This has been determined by the DWQ to be a suitable method to
meet the mitigation requirement. Until the EEP receives and clears your check (made payable to: DENR -
Ecosystem Enhancement Program Office), no impacts specified in this Authorization Certificate shall occur.
The EEP should be contacted at (91'9) 715=0476 if you-have any°' uestions concerning payment into a ----
restoration fund. You have 60 days from the date of this approval to make this payment. For accounting
purposes, this Authorization Certificate authorizes payment into the restoration fund to meet the following
compensatory mitigation requirement:
Compensatory Mitigation
Required River and Sub-basin
Number
Stream 298 feet Yadkin 03040105
Wetlands =. acres -
Waters acres
6. Use of native vegetation and other soft stream bank stabilization techniques must be used where: practicable
instead- of riprap or other bank hardening methods.` If riprap is necessary ;it shall not be placed in.the
streambed, unless approved by the DWQ.
7. Storm water discharge structures at this site shall be constructed in a manner such that the potential
receiving streams (of the discharge) will not be impacted due to sediment accumulations, scouring or erosion
of the stream banks.
8. A final, written storm water management plan (including a signed and notarized Operation and
Maintenance Agreement) shall be submitted to the 401 Oversight and Express Permitting Unit (2321
Crabtree Blvd., Suite 250; Raleigh, NC, 27604) within 60 days of the issuance of the 40rtWater Quality
Certification. The storm water management plans shall be approved in writing by this Office (or local
approved delegated authority) before the impacts specified in this Certification occur. You have the
option of using the Express Review Program for expedited approval of these plans. If you propose to use
the Express Review Program, remember to include the appropriate fee with the plan. The storm water
management plan must include construction plans, specifications, storm water BMP worksheets, and
supporting calculations. The storm water best management practices are required to be appropriate for the
surface water classification and designed to remove at least 85% TSS according to the most recent version
of the NC DENR Storm water Best Management Practices Manual. These facilities must be designed to
treat the runoff from the entire project, unless otherwise explicitly approved by the Division of Water Quality
(or local delegated authority). Also, before any permanent building is occupied at the subject site, the
facilities shall be constructed and operational, and the storm water management plan shall be
implemented. The structural storm water practices as approved as well as drainage patterns must be
maintained in perpetuity. No changes to the structural storm water practices shall be made without written
authorization from the Division of Water Quality.

9. Sediment and erosion control measures shall not be placed in wetlands or waters without prior approval from
DWQ. If approved, they shall be removed and the natural grade restored within two months of the date of
the close out/stabilization of the given drainage area.
10. Upon.completion of the project,ahe applicant shall;,complete and return-the-enclosed "Certificate of: -
Completion"-form to-the.401/Wetian.ds Unit-of the NC ;Division of;Water Quality:.;
11. Continuing Compliance The;appl'rcant:(Charter Properties, Jim Homan) shall?conduct all activities in a
manner so as not to contravene any state water quality standard: (including any requirements for compliance
with section 303(d) of the Clean Water Act) and any other appropriate requirements of state and federal law.
If DWQ determines that such standards or laws are not being met (including the failure to sustain a
designated or achieved use) or that state or federal law is being violated, or that further conditions are
necessary to assure compliance, DWQ may reevaluate and modify this certification to include conditions
appropriate to assure compliance with such standards and requirements in accordance with 15 A NCAC
2H.0507(d). Before codifying the certification, DWQ shall notify the applicant and the US Army Corps of
Engineers, provide public notice in accordance with 15A NCAC 2H.0503, and provide opportunity for public
hearing in.accordance with 15A NCAC 2H.0504. Any new or revised conditions shall be ptovided'to the
applicant in writing, shall be provided to the United States Army Corps of Engineers for reference in any
permit issued pursuant to Section 404 of the Clean Water Act, and shall also become conditions of the 404
Permit for the project. .
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing.
You must act within 60 days of the date that you receive this letter.. To ask for a hearing, send a written
petition that conforms to Chapter 1506 of the North Carolina General Statutes to the Office of Administrative
Hearings, 6714 Mail Service Center, Raleigh, N.C. 27699-6714. This. certification and its conditions are final
and binding unless you ask fora hearing:
This letter_completes the review. of the Division of,Water Quality_.under :Section 401 of the Clean Water Act_.
If you have,any questions; `please telephone Mr °Alan'Johnsori in, the Mooresville aegional Office at 704 663
1699 or Ms. Cyndi Karoly in the Central Office in Raleigh 919-733=9721.
Sincerely,
for Coleen H. Sullins
Attachments
cc: Army Corps of Engineers, Asheville
Ian McMillan, Wetlands Unit
Wendell Overby
I
Ecosystem
PROGRAM
INVOICE
May 7, 2009
Jim Homan
Charter Properties, Inc.
1520 South Blvd. Suite 215
Charlotte, NC 28203
Project: Ridge Road Apartments
County: Mecklenburg
DWQ# 07-1441
COE#: 2009-00706
EEP #: ILF-2007-5519/ IMS#10734
Location: Yadkin 03040105
invoice expires: July 7, 2009
You have elected to satisfy the compensatory mitigation requirements of the Section 401/404/CAMA permit(s) issued for the above
referenced project through payment of a fee to the North Carolina Ecosystem Enhancement Program (NCEEP). In accordance with
15A NCAC 2H.0500, the amount you owe is based upon the 2008-09 Fee Schedule and has been calculated as follows (Please note:
payment for wetlands is calculated in increments of 0.25 acres). If you have any questions concerning this payment, please call Kelly
Williams at [phone].
Habitat Type Invoiced Amount
Riparian Wetlands 0.25 acres
Stream 298 linear feet
TOTAL AMOUNT DUE if paid within 60 days
Fee Schedule Cost
x $ 59,600.00 = $14,900.00
x $ 323.00 = $96,254.00
$111,154.00
If payment is not received within 60 days of the date of this invoice, it will expire. Note that your permit(s) may require payment
before this date. Subsequent invoices will be based on the fee schedule in effect on the date they are issued. Please send a check
payable to NCEEP for the Total Amount Due to the appropriate address below and enclose a copy of this invoice.
US Mail:
NCDENR Ecosystem Enhancement Program
1652 Mail Service Center
Raleigh, NC 27699-1652
Physical Address (for other delivery services):
NCDENR Ecosystem Enhancement Program
2728 Capital Boulevard, Suite 1H 103
Raleigh, NC 27604
Please note that requests for reimbursement of payments made to NCEEP are considered on a case by case basis. Requests for
reimbursement must be received within 12 months of the date of the receipt. Any such request must be accompanied by letters from
the permitting agencies stating that the permit and/or authorization have been rescinded and/or that NCEEP is not responsible for
providing mitigation credit. If the account name on the check is not the same as the permit holder's name please include a signed
statement by the permit holder that the check is being written on behalf of and with full knowledge and authorization of the permit
holder.
YOU MUST BE IN POSSESSION OF THE PAYMENT RECEIPT FROM NCEEP PRIOR TO COMMENCING THE ACTIVITIES
AUTHORIZED BY THE DEPARTMENT OF ARMY 404 PERMIT AND/OR THE 401 WATER QUALITY CERTIFICATION.
cc: Cyndi Karoly, NCDWQ Wetlands/401 Unit
Steve Chapin, USACE-Asheville, Thelma Hemmingway, USACE-Wilmington
Ian McMillan, NCDWQ-Wetlands/401 Unit
Wendell Overby, agent
File
R&StoYr,p?5 ... E .. _Pro" our Std
??'"a"''??k7A???,*?
r•n&
North Carolina Ecosystem Enhancement Program, 1652 Mail Service Center, Raleigh, NC 27699-1652 / 919-715-0476 / www.nceep.net
City of Charlotte
Land Development Division
Detention Worksheet
Project Name: ?405P.ciztr\j 1`14t466 Date: 3/mss`/v
Project Description: Attach brief explanation of detention plans and any assumptions if necessary.
i/ l?r?tr, p,,-/ p? vtI-cti r . ?- OF r
OF T WD ?At IV PC'kP'iJC fit- rE-'s P&-r €v A,N
V,LtA T-/HE- 5arv N4S ;.FiFr4 P,V1Dr l+17.0 F:;Ot.s 5; rt-kc7-
1>;?Af/,lAC? t3?}-,r,t5 -iNA-pjZ41f.C To 7-wo ', se14,; &f }?t?r#t7?
PRE-DEVELOPED SUMMARY
Basin area: A- 35 S . 6- (-.(-y ac. (Delineated on attached drainage area map)
Time of Concentration, Tcp,,;: A - (o .5 . 3 ! to. 2 min. (Based on the SCS Method) (Tc path shown on
attached map) Reference 3.9.6 of the Charlotte-Mecklenburg Storm Water Design Manual - SCS Travel. Time.
Curve Number, Cnpr,;: A - ?'7 P B - y, o
POST-DEVELOPED SUMMARY
Basin area:+ -? a • ::?_ - - ` D-1.0 ac. (Delineated on attached drainage area map)
Time of Concentration, Tcp'ost: , S F 13. D-5 min. (Based on the SCS Method) (Tc path shown on
attached map) Reference 3.9.6 of the Charlotte-Mecklenburg Storm Water Design Manual - SCS Travel Time.
Curve Number, Cnpost: Ar - G , , a - 90, t e - 90, ?€ . D
DETENTION SUMMARY
Computer Method Used: Nut7aAt=lwow
'RLand Development Plan Review Staff will verify all detention submittals using HEC-1 for compliance with the
City of Charlotte Zoning Ordinance, Section 12.6. This summary is to accompany all detention analysis and is
not intended to replace that requirement.
Pre (cfs) Post (cfs) Routed (cfs) Elevation
14 - 95.9-:5 - (0-4.11
a- 5.fve A - F} -
l

2 yr.
31- 1.x49
C- 3.9y P-•0,95 B- 030
- 0.41 6
1
, .2
A - )zs.oi - is1,9 - 43.E is tp,Ct
10 r.
y
- y ' m, 30
C- 9.9t 1. 9 ("PI zo
34,z,s
A- aali,6 A - -1?0,
50 r. N/A - aa'a3 P rb, -j. q &I, Coo
PRE-DEVELOPED SUB-BASIN CALCULATIONS:
Sub-basin Name/Level: A- (Coordinate with attached drainage area map)
Type of Flow Travel Length (ft.) Slope (%) Mannings (n) Time (min.)
Sheet Unpaved
Sheet Paved 50 3,0 0.011 O' co
Shallow Conc. (Unpaved)
Shallow Conc. (Paved) 3, o
Channel /o9U 5 +/5 e- 3. 72-
Pipe ?D te F. sr e- 2. 0
TOTAL N/A N/A N/A Te pre = (0 , S-
`Z

Acreage Land Use Soil "Type Hydrologic Group CN Weighted CN
(Arreage/l'atxl Area) x (CN)
//? ?p

+ ' F UP I V W --rr L., N

CNpre=!
t4% _0, 0
'OST-DEVELOPED SUB-BASIN CALCULATIONS:
Sub-basin Name/Level: A (Coordinate with attached drainage area map)
Type of Flow Travel Length (ft.) Slope (%) Mannings (n) Time (min.)
Sheet Unpaved
Sheet Paved S`C> 6,
Shallow Conc. (Unpaved)
Shallow Conc. Paved) , 44 1
, C f
Channel , i a t>` C S e i
Pie t Et"
TOTAL N/A N/A N/A Te past=

Acreage Land Use Soil Type Hydrologic Group CN Weighted CN
(Aeraageratal Area) x (ON)
;s CatttYlt£ r P ceaz Ac 972 SD.G 4
f, 22_Fc 4f 4-9
17- 72 Mr ? 4,p' #

?,lpU -Z2N11 CCt3 ' e52

U G"I •d
PRE-DEVELOPED SUB-BASIN CALCULATIONS:
Sub-basin Name/Level: 3 (Coordinate with attached drainage area map)
Type of Flow Travel Length (ft.) Slope (%) Mannings (n) Time (min.)
Sheet Unpaved /00 2-, y a a
Sheet Paved
Shallow Conc. (Unpaved) f 13U l • }
Shallow Conc. (Paved)
Channel (? 5 *,,4 Are
Pipe
TOTAL N/A N/A N/A Te pre = f (?,
Acreage Land Use Soil Type Hydrologic Group CN Weighted CN
(Acreagit'rotal Arcs) x (CN)
LI Woor?r6 9?_ (041

CNPre ' (o 1
POST-DEVELOPED SUB-BASIN CALCULATIONS:
Sub-basin Name/Level: $ (Coordinate with attached drainage area map)
Type of Flow Travel Length (ft.) Slope (%) Mannings (n) Time (min.)
Sheet Unpaved 00 0
Sheet Paved
Shallow Conc. (Unpaved) 100 ? k b C>.?'? L?, c/
Shallow Conc. (Paved)
Channel) v o 1*`tvs a SOLD S ? f "•' /,
Pipe
TOTAL N/A N/A N/A Te post=
3-1
5. £.
-
Acreage Land Use Soil Type Hydrologic Group CN Weighted CN
(Acreagefrotal Area) x (CN)
}
Opt
G I7 f

CNPnst- t
q50, I
PRE-DEVELOPED SUB-BASIN CALCULATIONS:
Sub-basin Name/Level: ?,. (Coordinate with attached drainage area map)
Type of Flow Travel Length (ft.) Slope (%) Mannings (n) Time (min.)
Sheet Unpaved
Sheet Paved 4 A
Shallow Conc. (Unpaved) -
Shallow Conc. (Paved)
Channel
Pipe
TOTAL N/A N/A N/A Tc pre =
Acreage Land Use Soil Type Hydrologic Group CN Weighted CN
(Acreagerrotai area) % (CN)
CNp,, =
POST-DEVELOPED SUB-BASIN CALCULATIONS:
Sub-basin Name/Level: C, (Coordinate with attached drainage area map)
Type of Flow Travel Length (ft.) Slope (%) Mannings (n) Time (min.)
Sheet Unpaved / 00 (o w 0.2 e-/ 47,
Sheet Paved
Shallow Conc. (Unpaved) 00 (0.0 0,Z
Shallow Conc. (Paved)
a A4s) Channel 127,s??+ ftat.: /Z D
Pipe
TOTAL N/A N/A N/A Te post=
Z

Acreage Land Use Soil Type Hydrologic Group CN Weighted CN
rea) z (CN)
( lcreagerratalA
j OLt ? .,
. ?a
j 7
y
z /t c
Pr (91

CNp.,e= ?
L4 S-P 0 0. y
PRE-DEVELOPED SUB-BASIN CALCULATIONS:
Sub-basin Name/Level: D (Coordinate with attached drainage area map)
Type of Flow Travel Length (ft.) Slope (%) Mannings (n) Time (min.)
Sheet Unpaved
Sheet Paved
Shallow Conc. (Unpaved)
Shallow Conc. (Paved)
Channel
Pipe

TOTAL
N/A
N/A
N/A Sttt t?°t F
? Te pre _ x" t ht -
D
D_22_
Acreage Land Use Soil Type Hydrologic Group CN Weighted CN
(Acreageffmal Areu) x (CN)
dr 'et c n gi
, 31012.
(? R D5P_rrq S,;>Ac E ,r
t..,.e l# p
L3 (0 35; /1

CNPre= T•!Q
POST-DEVELOPED SUB-BASIN CALCULATIONS:
Sub-basin Name/Level: P (Coordinate with attached drainage area map)

Type of Flow Travel Length (ft.) Slope (%) Mannin s (n) Time (min.)
Sheet Unpaved
Sheet Paved
Shallow Conc. (Unpaved)
Shallow Conc. Paved
Channel
Pipe
TOTAL N/A N/A N/A
(S OSt A5, MIt
Te
M, I
Acreage Land Use Soil Type Hydrologic Group CN Weighted CN
(Acreagefrotal Area) x (CN)
£
5A-M? .4J PRE

CNPost= 0IE Tx{.f

TURNBULL SIGMON DESIGN
loos Morehead Square Drive
Suite 530
Charlotte, North Carolina 28203
Phone: [phone]
Fax: 704-522.o882
Prosperity Village
Project No: 07-085
CALCULATIONS FOR:
Storm Water Detention
DATE: 9/25/08
REV: 3/20/09
7
Prosperity Village
Project No: 07-085
Table of Contents.
Section 1: Introduction
I - Project Summary
Section 2: Hydrology Input
I - Drainage Basin Data
II - Time of Concentration Calculations
Section 3: Hydra Flow Output
I - Hydra-Flow Output
lI - Detension Summary
III - Anti Floatation Calculations

Project No:
07-085
DATE: ,3/2%9
Section i:
Introduction
TURNBULL SIGMON DESIGN
iooi Morehead Square Drive
Suite 530
Charlotte, North Carolina 28203
Phone: [phone]
Fax: [phone]

Prosperity Villa ge Turnbull Sigmon Design
JOB NO.: 07-085 BY: R.LF rooi Morehead Square Dr., Suite 530 +
DATE: 942g o8 T.L.: Charlotte, North Carolina 28203 zR ' r
WISED: 0A/20/00 P.M.: Bcm Watershed Information
Basin A
Pre Delevopment
I age Area:= 34.50 acres 11
Area Description Zoning SoY Type H d. Group Area (SF) % CN Wtd CN
A-1 Commercial CC CeB21HeB BIC 785,565 52.27% 93 48.61
A-2 Wooded R-3 CeB21HeB BIC 644,219 42.87% 57 24.43
A-3 Pond R-3 W BIC 73,036 4.86% 98 4.76

Total 1,502,820 100.00% 77.81
H dra-Flow
Basin Area BA 34.50 Acres
Curve Number LS 77.81
Prosperit y Village Turnbull Sigmon Design r
JOB NO.: 07-085 BY: RLT xooi. Morehead Square Dr., Suite 530 ` r
i ,-
PATE: 9125108 T.L.: Charlotte, North Carolina 28203 ,
. dISED: 03 2%9 P.M.: BCIVI PrQiect Introduction
INTRODUCTION:
Prosperity Village is a future multi-family developments located along Ridge Road (SR#26oi) near the
intersection of Ridge Road and Prosperity Church Road (SR#2475) within the City of Charlotte, NC.
The project will be designed and constructed in phases. The initial phase of the project consists of the
construction of two new public streets, Thomas Ridge Drive and Prosperity Village Road, and the
required utilities associated with these roads.
The following calculations are stormwater detention calculations to account for the increased peak runoff
that is generated by the impeivious area generated by Thomas Ridge Drive and Prosperity Ridge
Road. The site has been divided into four distinct drainage basins that drain to two discharge points.
For the purpose of these calculation the discharge points have been identified as Study Point A and Study
Point B. The 2-year and io-year 6 hr peak flows have been controlled so that the post development
peak flows do not exceed the pre development peak flows. Future Development of the site has not been
taken into account.
J0. JL
4
Project Nos
07-®85
DATE: 312o/o9
0.0 0
Seciaon2.
Hydrology Input
TURNBULL SIGMGN DESIGN
ioox Morehead Square Drive
Suite 530
Charlotte, North Carolina 28203
Phone: [phone]oo
Fax: [phone]

Prosperity Villa a Turnbull Sigmon Design
JOB NO.: o7-o85 BY: RLF loos Morehead Square Dr., Suite 530
nATE: 9J25108 T.L.: Charlotte, North Carolina 28203
WISED: 0s/20/00 P.M.: BC1111 Watershed Information
Basin B
Pre Delevopment
IlDraina-g-e-Area = 6-64 acres 11
Area Description Zoning Soil-Type H yd. Group Area SF % Md ' CN
B-1 Wooded R-22 HeB1CeB2 BIC 289,238 100.00% 64 64.00

Total 289,238, 100.00% 6420
idra-Flow
asin Area BA 6.64 Acres
urve Number LS 64.00
Prosperity Village Turnbull Sigmon Design
JOB NO.: 07-085 BY: Rcm loos Morehead Square Dr., Suite 530
DATE: g i%8 T.L.: Charlotte, North Carolina 2820f
ISED: 3120109 P.M.: I3CIb1 Drainage Basin Data ' ~-`- ?:,
Basin A
Post Delevopment
a aC a rea = 33.5 acres
Area Description Zoning Soil Type d. Grou Area Se " % CN Wtd. CN
A-1 CC HeB/CeB2 B/C 785,565 0.54 93 50.07
A-2 R-22MF(CD) HeB C 33,010 0.02 79 1.79
A-3 R-22MF(CD) w w 73,036 0.05 98 4.91
A4 R-22MF(CD) CeB2 B 497,808 0.34 69 23.54
A-5 R-22MF(CD) CeB2 B 69,671 0.05 69 3.29

Total 1,459,090 1.00 83.6
H draflow Input
Basin Area BA 33.5 ac
Curve Number LS 83.6
in Lag Time UD 6.5 min
'ros ` eri Vida e Turnbull Sigmon Design
OB NO.: 07-085 BY: RLF zoos Morehead Square Dr., Suite 530 f=x
)ATE: 9125108 T.L.: Charlotte, North Carolina 28203 3,` casF
'ISED: 03120109 P.M.: ELH Watershed Information
Basin B
Post Deleuopment
Mrains a rea = 4.74 acres
Area Description ' Zoning Soil,. Type H yd, Group Area SF % CN Wtd. CN
B-1 Impervious R-22MF(CD) NIA NIA 55,983 27.13% 98 26.59
B-2 Open Space R-22MF(CD) HeB C 65,899 31.94% 79 25.23
B-3 Open Space R-22MF(CD CeB2 B 84,457 40.93% 69 28.24

Total 206,339 100.00% 80.06
Hydra-Flow
Basin Area BA 4.74 Acres
Curve Number LS 80.06
ros er Villa a Turnbull Sigmon Design
B NO.: 07-085 BY: BCM tool Morehead Square Dr., Suite 530
TE: 9125108 T.L.: Charlotte, North Carolina 28203 a
ZSEL o3120109 P.M.: BCI Watershed In ormation
Basin C - Post
Post Delevopment
IlDrainage Area = 2.99 acres
Area Description Zoning Soil Type H yd, Group Area (SF) % CN WK CN
C-1 Impervious R-22MF(CD) NIA NIA 21,092 16.22% 98 15.89
C-2 Open Space R-22MF(CD) HeB C 86,83+6 66.77% 79 52.75
G-3 Open Space R-22MF CD) CeB2 B 22,123 17.01% 69 11.74

Total 130,051 100.00% 80.38
Flow
Area BA 2.99 Acres
Number LS 80.38
Prosperity Village Turnbull Sigmon Design - w _
JOB NO.: 07-085 BY: R l* loo1 Morehead Square Dr., Suite 530 t
DATE: 9125108 T.L.: Charlotte, North Carolina 28203 \{,mot y
'ISED: 03120109 P.M.: EL Watershed Information
Basin D
Pre & Post Development
mina a rea'= 1.00 acres
Area Descri tion Zoning Soil.Type H yd. Group Area °s SF % GN Wtd CN
D-1 Open Space R-22MF(CD) HeB C 21,320 49.01% 79 38.72
D-2 Open Space R-22MF(CD) CeB2 B 22,184 50.99% 9 35.19

A 43,504 100.00% 73.90
Hydra-Flow
Basin Area BA 1.00 Acres
Curve Number LS 73.90
Prosperity Village Turnbull Sigrnon Design
JOB NO.: 07-085 BY: BCM low Morehead Square Dr., Suite 530
DATE: 9125108 T.L.: Charlotte, North Carolina 282og
REVISED: 03120109 P.M.: BCM Watershed Information
Basin D
Pre & Post Development
•aina a rea = 1.00 acres
Area Description , Zoning Soil Type H yd, Group Area (SF) % CN Md. CN
D-1 Open Space R-22MF CD} HeB C 21,320 49.01% 79 38.72
D-2 Open Space R-22MF(CD) CeB2 B 22,184 50.99% 69 35.19

Total 43,504 100.00% 73.90
Hydra-Flow
Basin Area BA 1.00 Acres
Curve Number LS 73.90
Prosperity Village Turnbull Sgmon Design - -'
JOB NO.: 07-085 BY: BCIW im Morehead Square Dr., Suite 530
DATE: 9/2,5 o8 T.L.: Charlotte, Noith Carolina 2820
REVISED: 3120109 P.M.: BCJW TIME OF CONCENTRATION
e Basin A Pre-Developed
Pre-developed Type: Sheet Flow
Flow Phase #1 Length: 50 ft
"N" Value: 0.011 from tables
Slope: 0.03 ftlft
Com uted 'T' 0.6 Minutes
Pre-developed Type: Shallow Concentrated Flow
Flow Phase #2 Surface: P
Length: 50 ft
u=unpaved Slope: 0.03 ft/ft
p= paved Velocit : 3.52 Alsec
computed T. 0.004 hr, or 0.24 Minutes
IF- Pre-developed e: Open Channel Flow

Flow Phase #3 Len the 1712 ft
Velocity. 5 ft/sec
Computed T. 0.095 hr, or 5.7 Minutes
Pre-developed Time o Concentration
Total Flow Total T,= 6.5 Minutes
Summary La Time
T LAG = 3.9 Minutes
T LAG =0.6 x T? T LAG = 0.0650 Hours
Prosperity Village Turnbull Sigmon Design
JOB NO.: 07-085 BY: BCIVI cool Morehead Square Dr., Suite 530 l
DATE: 9125108 Charlotte, North Carolina 2820
REVISED: 3120109 P.M.: BC AI TIME OFCONCENTRA77ON --
Te Basin. B Pre-Developed
Pre-developed Type: Sheef Flow
Now Phase #1 Length: 100 ft
"N" Value: 0.24 from tables
Slope: 0.024 ft/ft
Com uted T` 13.4 Minutes
Pre-developed Type: Shallow Concentrated Flow
Flow Phase #2 Surface: u
Length: 100 ft
u=unpaved Slope: 0.019 ft/ft
p= paved velocit : 2.22 ft/sec
Computed 'T': 0.013 ' hr, or 0.78 Minutes
Pre-developed e: Open Channel Flow
Flow Phase #3 Length: 610 ft
Velocif . 6 ft(sec
Computed T. 0.034 hr, or 2.0 Minutes
Pre=developed Time o Concentration
Total Flow Total T,. 16.2 Minutes
Summary La Time
TLAc = 9.7 Minutes
?T LAo =0.6 x T c T LAG = 0.1620 Hours
Prosperity Village Turnbull Sigmon Design
JOB NO.: 07-085 BY. BCf iooi Morehead Square Dr., Suite 530
DATE: 9125108 T.L.: Charlotte, North Carolina 28203
REVISED: 312o/o9 P.M.: BCtvf TIME OFC®NCEWRATIOIV
Te Basin. Post Developed
Post-developed Type: Sheet Flow
Flow Phase #1 Length: 50 ft
"N" Value: 0.011 from tables
Slope: 0.03 ftlft
Computed T' 0.6 Minutes
Post-developed Type: Shallow Concentrated flow
Flow Phase #2 Surface: P
Length: 50 ft
unpaved
17 Slope: 0.03 ftlft
paved
p= Velocit : 3.52 ft/sec
Cam uted 'T': 0.004 hr, or 0.24 ;Minutes
Post-developed e: Den Channel Flow
Flow Phase #3 Len the 1712 ft
Velocity., 5 ft/sec
Computed 'T ." 0.095 `hr, or 5.7 Minutes
Post-developed lime o Concentration
Total Flow Total Tc= 6.5 Minutes
Summary La Time
TLAr. = 3.9 Minutes
TLA2 =0.6 x T? __I TLAa = 0.0650 Hours
Prosper i Villa a Turnbull Sigmon Design
JOB NO.: 07-085 BY: BCM iool Morehead Square Dr., Su to 530
DATE: 9125108 T.L.: Charlotte, North Carolina 28203
F
REVISED: 312o log P.M.: BCM TIME OF CONCENTRATION - -' '
Tc Basin B Post-developed
Post-developed Type: Sheet Flow
Flow Phase #1 Length: 100 ft
"N" Value: 0.24 from tables
Slope: 0.04 ftlft
Com `uted 'T 11 Minutes
Post-developed Type: Shallow Concentrated Flow
Flow Phase #2 Surface: u
Length: 100 ft
u=unpaved Slope: 0.06 ft/ft
p= paved Velocit : 3.95 ftlsec
Computed 'T . 0.007 hr, or 0.42 Minutes'
Post-developed Type: en Channel Flow
Flow Phase #3 Length: 500 ft
Velocit : 5 ft(sec
Computed T': 0,028 hr, or 1.7'Minutes
Post-developed Time o Concentration
Total Flow Total T c. 13.1 Minutes
Summary La Time
T Lac = 7.9 Minutes
T Lac =0.6 x Tc T Lac = 0.1320 Hours
Prosperity Villa a Turnbull Sigmon Design '-
JOB NO.: 07-085 BY: BCM loot Morehead Square Dr., Suite 530
'
DATE: 9125108 T.L.: Charlotte, North Carolina 28203
REVISED: 3120109 P.M.: BCM TIME OF CONCENTRATION
Tc Basin CPost-Developed
Post-developed Type: Sheet Flow
Flow Phase #1 Length: 100 ft
"N" Value: 0.24 from tables
Slope: 0.06 ft/ft
Cam uted 'T` 9.3 Minutes
Post-developed' 7Vpe: Shallow Concentrated' Flow
Flow Phase #2 Surface: u
Length: 100 ft
u=unpaved Slope: 0.06 ft/ft
p= paved Velocit : 3.95 fUsec
Com uted 'T': 0.007 hr, or 0.42 Minutes
Post-developed Type: Open ' Channel' Flow
blow Phase #3 Length: 120 ft
Velocit . 5 ft/sec
Computed T: 0.007 hr, or 0.4 Minutes
Post-developed Time o Concentration
Total Flow Total T C . 10.9 Minutes
Summary La Time

-1 T LAG = 6.1 Minutes
T LAG =0.6 x T, TIAG = 0.1020 Hours
age
Project No:
07-o85
DATE: 312%8
Section 3.
Hydra-Flow Output
TURNBULL SIGMON DESIGN
ioox Morehead Square Drive
Suite 530
Charlotte, North Carolina 28203
Phone: [phone]
Fax: 704.522.o882

Hydrograph Return Period Recap HydraflowHydrographsbylntelisolvev9.02
yd. Hydrograph Inflow Peak Outflow (cfs)
- Hydrograph
ti
i
d
.Jo. type Hyd(s) on
escr
p
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------ ---- - 45.93 ------ ------- 123.01 -- -- 194.49 ------ Basin A Pre-Development
2 SCS Runoff ------- ------- 67.92 ------ ------ 151.45 ----- 224.62
----
Basin A Post-Development
3 Reservoir 2 - - - 24.71 -- -- ----- 43.00 ------ 87.23 ------- Basin A - Post Routed
5 SCS Runoff ------ ------ 1.281 - - -- 7.440 ------ 14.87 - -- Basin B Pre-Development
6 SCS Runoff ------ ------ 5.684 ------- ------- 14.30 ------- 22.23 - - Basin B Post-Development
7 SCS Runoff ----- ------ 3.938 ------- ------- 9.809 ------- 15.19 ------ Basin C Post-Development
8 Diversionl 6 ------ 2.558 ------
-------
6.436
-- --
10.00
- --
WQ Flow
9 Diversion2 6 ------ 3.126 -- -- --- 7.866 - --- 12.23 ------ To Detention
11 Reservoir 9 ------ 0.294 ------- - -- 1.787 ------- 6.742 -- - Basin B-Post Routed
12 Reservoir 7 ---- 0.907 --- - - -- - 1589 -- -- 9.299 - --- Basin C - Post Routed
14 SCS Runoff ------ ---- 0.948 ------ ---- 2.963 ----- 4.931
I -------
I Basin D Pre & Post-Development
Proj. file: 3rd Submittal.gpw Monday, Mar 23, 2009
yrograph Summary Report HydraflowHydrographsbylntelisolvev9.02
yd.
.40. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 45.93 1 187 83,701 - - -- - -- Basin A Pre-Development
2 SCS Runoff 67.92 1 187 118,896 --_- ------ - - - Basin A Post-Development
3 Reservoir 24.71 1 199 1,200,085 2 775.25 455,773 Basin A - Post Routed
5 SCS Runoff 1.281 1 203 4,801 --- --- -- -- Basin B Pre-Development
6 SCS Runoff 5.684 1 192 12,619 ---- ------ -- - Basin B Post-Development
7 SCS Runoff 3.938 1 191 8,390 --- -- - --- - Basin C Post-Development
8 Diversionl 2.558 1 192 5,679 6 ------ - - WQ Flow
9 Diversion2 3.126 1 192 6,940 6 - -- -- - To Detention
11 Reservoir 0.294 1 270 6,911 9 767.84 4,500 Basin B-Post Routed
12 Reservoir 0.907 1 219 8,380 7 761.28 3,882 Basin C - Post Routed
14 SCS Runoff 0.948 1 188 1,829 -- - -- ---- Basin D Pre & Post-Development
3rd Submiftai.gpw Return Period: 2 Year Monday, Mar 23, 2009
3
ydrorap report
Hydraflow Hydrographs by lnteliso[ve v9.02
Hyd. No. 1
Basin A Pre-Development
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 34.450 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.28 in
Storm duration = 6hourl mn2.cds
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 60
Hyd No. 1
Monday, Mar 23, 2009
Peak discharge = 45.93 cfs
Time to peak = 187 min
Hyd. volume = 83,701 cuff
Curve number = 78
Hydraulic length = 0 ft
Time of conc. (Tc) = 6.50 min
Distribution = Custom
Shape factor = 484
Basin A Pre-Development
Hyd. No. 1 -- 2 Year
120 180 240
300 360
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
420
Time (min)
ydro rap Report
4
Hydraflow Hydrographs by Intelisolve v9.02 Monday, Mar 23, 2009
Hyd. No. 2
Basin A Post-Development
Hydrograph type = SCS Runoff Peak discharge = 67.92 cfs
Storm frequency = 2 yrs Time to peak = 187 min
Time interval = 1 min Hyd. volume = 118,896 cuft
Drainage area = 33.500 ac Curve number = 84
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 6.50 min
Total precip. = 2.28 in Distribution = Custom
Storm duration = 6hourl mn2.cds Shape factor = 484
Basin A Post-Development
Q (cfs) Hyd. No. 2 -- 2 Year
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 60
Hyd No. 2
120 180 240 300 360
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
420
Time (min)
Hydrograph Report
5
Hydraflow Hydrographs by Intelisolve v9.02 Monday, Mar 23, 2009
Hyd. No. 3
Basin A - Post Routed
Hydrograph type = Reservoir Peak discharge = 24.71 cfs
Storm frequency = 2 yrs Time to peak = 199 min
Time interval = 1 min Hyd. volume = 1,200,085 cuft
Inflow hyd. No. = 2 - Basin A Post-Development Max. Elevation = 775.25 ft
Reservoir name = Existing Pond Max. Storage = 455,773 cult
Storage Indication method used. Wet pond routing start elevation = 774.80 ft.
Basin A - Post Routed
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0 00 0 00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 3 Hyd No. 2 tflTl:Tl;CH Total storage used = 455,773 cuft
Pond Report 6
Hydraflow Hydrographs by Intelisolve v9.02 Monday, Mar 23, 2009
Pond No. 2 - Existing Pond
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 768.00 ft
Stage 1 Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult)
0.00 768.00 47,871 0 0
1.00 769.00 52,207 50,018 50,018
2.00 770.00 55,948 54,061 104,080
3.00 771.00 59,535 57,726 161,806
4.00 772.00 63,267 61,385 223,192
5.00 773.00 67,156 65,195 288,387
6.00 774.00 73,330 70,213 358,600
7.00 775.00 79,954 76,610 435,211
8.00 776.00 87,027 83,457 518,668
9.00 777.00 101,196 94,013 612,681
10.00 778.00 116,883 108,934 721,615
Culvert 1 Orifice Structures Weir Structures
[A] [g] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 42.00 8.00 0.00 0.00 Crest Len (ft) = 20.00 20.00 0.00 0.00
Span (in) = 42.00 36.00 0.00 0.00 Crest El. (ft) = 776.00 776.25 0.00 0.00
No. Barrels = 1 4 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El. (ft) = 764.61 774.50 0.00 0,00 Weir Type = Riser Broad ---
Length (ft) = 61.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0,60 0.60 Exfil.(in/hr) = 0.000 (by Wet area)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvervonfice outflows are analyzed under inlet and outlet control. Weir risers are checked for orifice conditions.
Stage (ft) Stage / Discharge Elev (ft)
10.00
8.00
6.00
4.00
2.00
0.00
778.00
776.00
774.00
772.00
770.00
768.00
0.0 30.0 60.0 90.0 120.0 150.0 180.0 210.0 240.0 270.0 300.0 330.0 360.0
Total Q Discharge (cfs)
ydrogra h Repo
7
Hydraflow Hydrographs by Intelisolve v9.02 Monday, Mar 23, 2009
Hyd. No. 5
Basin B Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 1.281 cfs
Storm frequency = 2 yrs Time to peak = 203 min
Time interval = 1 min Hyd. volume = 4,801 cult
Drainage area = 6.640 ac Curve number = 64
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 16.20 min
Total precip. = 2.28 in Distribution = Custom
Storm duration = 6hourl mn2.cds Shape factor = 484
Q (cfs)
2.00
1.00
Basin B Pre-Development
Hyd. No. 5 -- 2 Year
0,00
0 60
Hyd No. 5
i
n
120 180 240 300 360
Q (cfs)
2.00
1.00
- 0.00
420
Time (min)
ydrograph Report
8
Hydraflow Hydrographs by Intelisolve v9.02 Monday, Mar 23, 2009
Hyd. No. 6
Basin B Post-Devel opment
Hydrograph type = SCS Runoff Peak discharge = 5.684 cfs
Storm frequency = 2 yrs Time to peak = 192 min
Time interval = 1 min Hyd. volume = 12,619 cuft
Drainage area = 4.740 ac Curve number = 80.1
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 13.10 min
Total precip. = 2.28 in Distribution = Custom
Storm duration = 6hour1 mn2.cds Shape factor = 484
Basin B Post-Development
Q (cfs) Hyd. No. 6 -- 2 Year
6.00
5.00
4.00
3.00
2.00
1.00
0.00 1 1
0 60
Hyd No. 6
120 180 240 300 360
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
? 0.00
420
Time (min)
9
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.02 Monday, Mar 23, 2009
Hyd. No. 7
Basin C Post-Development
Hydrograph type = SCS Runoff Peak discharge = 3.938 cfs
Storm frequency = 2 yrs Time to peak = 191 min
Time interval = 1 min Hyd. volume = 8,390 cuft
Drainage area = 2.990 ac Curve number = 80.4
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 10.10 min
Total precip. = 2.28 in Distribution = Custom
Storm duration = 6hour1 mn2.cds Shape factor = 484
Q (cfs)
4.00
3.00
2.00
1.00
0.00
Basin C Post-Development
Hyd_ No. 7 -- 2 Year
Q (cfs)
4.00
0 60
Hyd No. 7
3.00
2.00
1.00
? 1 I 1 1 7k ? 0.00
120 180 240 300 360 420
Time (min)
ydrograph Report
10
Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 8
WQ Flow
Hydrograph type = Diversion1
Storm frequency = 2 yrs
Time interval = 1 min
Inflow hydrograph = 6 - Basin B Post-Development
Diversion method = Flow Ratio
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 0.00
0 60 120 180 240 300 360 420
Hyd No. 8 -- Q = 0.45 x Qln Hyd No. 6 -- Inflow Hyd No. 9 -- 6 minus 8 Time (min)
WQ Flow
Hyd. No. 8 -- 2 Year
Monday, Mar 23, 2009
Peak discharge = 2.558 cfs
Time to peak = 192 min
Hyd. volume = 5,679 cult
2nd diverted hyd. = 9
Flow ratio = 0.45
yrograph Report
Hydraflow Hydrographs by Intellsolve x9,02
Hyd. No. 9
To Detention
Hydrograph type = Diversion2
Storm frequency = 2 yrs
Time interval = 1 min
Inflow hydrograph = 6 - Basin B Post-Development
Diversion method = Flow Ratio
11
Monday, Mar 23, 2009
Peak discharge = 3.126 cfs
Time to peak = 192 min
Hyd. volume = 6,940 cult
2nd diverted hyd. = 8
Flow ratio = 0.45
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
0 60 120
- Hyd No. 9 -- Q = 0.55 x Qin
To Detention
Hyd. No. 9 - 2 Year
180 240
Hyd No. 6 -- Inflow
300 360
- Hyd No. 8
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
-- 0.00
420
Time (min)
12
ydrogra Report
Hydraflow Hydrographs by Intelisolve v9.02 Monday, Mar 23, 2009
Hyd. No. II
Basin B-Post Routed
Hydrograph type = Reservoir Peak discharge = 0.294 cfs
Storm frequency = 2 yrs Time to peak = 270 min
Time interval = 1 min Hyd. volume = 6,911 cuft
Inflow hyd. No. = 9 - To Detention Max. Elevation = 767.84 ft
Reservoir name = Pond B Max. Storage = 4,500 tuft
Storage Indication method used
Q (cfs)
4.00
3.00
2.00
1.00
Basin B-Post Routed
Hyd. No. 11 -- 2 Year
Q (cfs)
4.00
3.00
2.00
1.00
0.00 ,, ; 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 11 Hyd No. 9 1111.1111.10 Total storage used = 4,500 cuft Time (min)

L
f'
h 1
i
t.
Pond Report 13
Hydraflow Hydrographs by Intelisolve v9.02 Monday, Mar 23, 2009
Pond No. 1 - Pond B
Pond Data
Contours - User-defined contour areas. Con ic method used for volume calculation. Begi ning Elevation = 766.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)
0.00 766.50 2,990 0 0
0.50 767.00 3,259 1,562 1,562
1.50 768.00 3,785 3,518 5,080
2.50 769.00 4,339 4,058 9,138
3.50 770.00 4,923 4,627 13,766
4.50 771.00 5,531 5,224 18,989
5.50 772.00 6,165 5,845 24,834
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 24.00 3.25 6.00 0.00 Crest Len (ft) = 12.00 10.00 0.00 0.00
Span (in) = 24.00 3.25 18.00 0.00 Crest El. (ft) = 770.10 770.70 0.00 0.00
No. Barrels = 1 1 3 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El. (ft) = 766.50 766.50 769.00 0.00 Weir Type = Riser Broad ---
Length (ft) = 36.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 0.50 0.00 0.00 n/a
N -Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a Yes Yes No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet and outlet control. Weir risers are checked for orifice conditions
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 1 '
0.00 7.00
Total Q
Stage / Discharge
14.00 21.00 28.00 35.00 42.00 49.00
Elev (ft)
772.50
771.50
770.50
769.50
768.50
767.50
I ' ' ' 766.50
56;00 63.00 70.00 77.00
Discharge (cfs)
ydrograh Report
14
Hydratlow Hydrographs by Intelisolve v9.02 Monday, Mar 23, 2009
Hyd. No. 12
Basin C - Post Routed
Hydrograph type = Reservoir Peak discharge = 0.907 cfs
Storm frequency = 2 yrs Time to peak = 219 min
Time interval = 1 min Hyd. volume = 8,380 cult
Inflow hyd. No. = 7 - Basin C Post-Development Max. Elevation = 761.28 ft
Reservoir name = Pond C Max. Storage = 3,882 cult
Storage Indication method used.
Q (cfs)
4.00
3.00
2.00
1.00
0 00
Basin C - Post Routed
Hyd. No. 12 - 2 Year
F
E
f:
Q (cfs)
4.00
3.00
2.00
1.00
0 00
0 60 120 180 240 300 360 420 480 540 600 660 720
min)
Time (
Hyd No. 12 Hyd No. 7 MT 11.1:1..1± Total storage used 3,882 craft
Pond Report 15
Hydraflow Hydrographs by Intelisolve v9.02 Monday, Mar 23, 2009
Pond No. 3 - Pond C
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 760.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Co ntour area (sqft) Incr. Storage (cult) Total storage (cult)
0.00 760.00 2,613 0 0
1.00 761.00 3,191 2,897 2,897
2.00 762.00 3,813 3,497 6,394
3.00 763.00 4,438 4,121 10,515
4.00 764.00 5,087 4,758 15,273
Culvert 1 Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] LB] [C] [D]
Rise (in) = 30.00 6.00 6.00 0.00 Crest Len (ft) = 10.00 0.00 0.00 0.00
Span (in) = 30.00 6.00 12.00 0.00 Crest El. (ft) = 763.00 0.00 0.00 0.00
No. Barrels = 1 1 1 0 Weir Coeff. = 2.60 3.33 3.33 3.33
Invert El. (ft) = 760.00 760.00 761.35 0.00 Weir Type = Broad -- - --
Length (ft) = 58.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(In/hr) = 0.000 (by Wet area)
Multi-Stage = n/a Yes Yes No TW Elev. (ft) = 0.00
Stage (ft)
4.00
3.00
2.00
1.00
n o0
Note: Culvert/Orifce outflows are analyzed under inlet and outlet control. Weir risers are checked for orifice conditions.
Stage / Discharge
Elev (ft)
764.00
763.00
762.00
761.00
760 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)
ydroraph Report
HydratlowHydrographs by Intelisolve v9.02
Hyd. No. 14
Basin D Pre & Post-Development
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
1 min
1.000 ac
0.0%
USER
2.28 in
6hourl mn2.cds
16
Monday, Mar 23, 2009
Peak discharge = 0.948 cfs
Time to peak = 188 min
Hyd. volume = 1,829 cuft
Curve number = 74
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Custom
Shape factor = 484
Basin D Pre & Post-Development
Hyd. No. 14 -- 2 Year
0 60 120 180 240 300
Hyd No. 14
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
360 420
Time (min)
17
H y rog ra p h Summary Report Hydraflow Hydrographs by Intelisolve v9.02
'yd.
.Jo. Hydrograph
type
(origin) Peak
flow
(cfs) Time
Interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 123.01 1 187 214,914 - - - - -- - Basin A Pre-Development
2 SCS Runoff 151.45 1 187 266,633 - ------ ------ Basin A Post-Development
3 Reservoir 43.00 1 201 1,323,347 2 776.04 522,063 Basin A - Post Routed
5 SCS Runoff 7.440 1 197 19,992 - - -- - --- Basin B Pre-Development
6 SCS Runoff 14.30 1 191 30,828 - - - -- - - - Basin B Post-Development
7 SCS Runoff 9309 1 190 20,357 - - ------ -- Basin C Post-Development
8 Diversionl 6.436 1 191 13,873 6 - - - -- - WQ Flow
9 Diversion2 7.866 1 191 16,956 6 - - - - - To Detention
11 Reservoir 1.787 1 217 16,927 9 769.20 10,070 Basin B-Post Routed
12 Reservoir 3.589 1 205 20,347 7 762.54 8,607 Basin C - Post Routed
14 SCS Runoff
I 2.963 1 187 5,218 --- ----- --- Basin D Pre & Post-Development
I
3rd Submittal.gpw Return Period: 10 Year Monday, Mar 23, 2009
Hydrograph Report
18
Hydraflow Hydrographs by Intelisolve v9.02
Hyd. No. 1
Basin A Pre-Development
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 34.450 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.72 in
Storm duration = 6hourl mn2.cds
Q (cfs)
140.00
20.00
100.00
80.00
60.00
40.00
20.00
0 00
Monday, Mar 23, 2009
Peak discharge = 123.01 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
187 min
214,914 cult
78
Oft
6.50 min
Custom
484
Basin A Pre-Development
Hyd. No. 1 -- 10 Year
Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
0 60
Hyd No. 1
120 180 240 300 360
420
Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intellsolve v9.02
Hyd. No. 2
Basin A Post-Development
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
1 min
33.500 ac
0.0%
USER
3.72 in
6hour1 mn2.cds
Basin A Post-Development
Q (cfs) Hyd. No. 2 -- 10 Year
160.00
10.00
120.00
100.00
80.00
60.00
40.00
20.00
19
Monday, Mar 23, 2009
Peak discharge = 151.45 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (TO
Distribution
Shape factor
187 min
266,633 cult
84
Oft
6.50 min
Custom
484
0.00
0 60
Hyd No. 2
120 180 240 300 360
Q (cfs)
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
=.J- 0.00
420
Time (min)
Hydrograph Deport
20
Hydraflow Hydrographs by fntelisolve v9.02 Monday, Mar 23, 2009
Hyd. No. 3
Basin A - Post Routed
Hydrograph type = Reservoir Peak discharge = 43.00 cfs
Storm frequency = 10 yrs Time to peak = 201 min
Time interval = 1 min Hyd. volume = 1,323,347 cult
Inflow hyd. No. = 2 - Basin A Post-Development Max. Elevation = 776.04 ft
Reservoir name = Existing Pond Max. Storage = 522,063 cult
Storage Indication method used. Wet pond routing start elevation = 774.80 ft.
Basin A - Post Routed
Q (cfs) Hyd. No. 3 -- 10 Year Q (cfs)
160.00 160.00
110.00 140.00
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
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Time (min)
Hyd No. 3 Hyd No. 2 01] 111,1t Total storage used = 522,063 cult
Pond Report 21
Hydraflow Hydrographs by Intelisolve v9.02 Monday, Mar 23, 2009
Pond No. 2 - Existing Pond
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 768.00 ft
Stage I Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 768.00 47,871 0 0
1.00 769.00 52,207 50,018 50,018
2.00 770.00 55,948 54,061 104,080
3.00 771.00 59,535 57,726 161,806
4.00 772.00 63,267 61,385 223,192
5.00 77100 67,156 65,195 288,387
6.00 774.00 73,330 70,213 358,600
7.00 775.00 79,954 76,610 435,211
8.00 776.00 87,027 83,457 518,668
9.00 777.00 101,196 94,013 612,681
10.00 778.00 116,883 108,934 721,615
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 42.00 8.00 0.00 0.00 Crest Len (ft) = 20.00 20.00 0.00 0.00
Span (in) = 42.00 36.00 0.00 0.00 Crest El. (ft) = 776.00 776.25 0.00 0.00
No. Barrels = 1 4 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El. (ft) = 764.61 774.50 0.00 0.00 Weir Type = Riser Broad --- ---
Length (ft) = 61.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet and outlet control. Weir risers are checked for orifice conditions.
Stage (ft) Stage I Discharge Elev (ft)
10.00
8.00
6.00
4.00
2.00
0 00
778.00
776.00
774.00
772.00
770.00
768 00
0.0 30.0 60.0 90.0 120.0 150.0 180.0 210.0 240.0 270.0 300.0 330.0 360.0
Total Q discharge (cfs)
Hydraffow Hydrographs by Intelisolve v9.02 Monday, Mar 23, 2009
Hyd. No. 5
Basin B Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 7.440 cfs
Storm frequency = 10 yrs Time to peak = 197 min
Time interval = 1 min Hyd, volume = 19,992 cuft
Drainage area = 6.640 ac Curve number = 64
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 16.20 min
Total precip. = 3.72 in Distribution = Custom
Storm duration = 6hour1 mn2.cds Shape factor = 484
Q (cfs)
8.00
6.00
4.00
2.00
Q (cfs)
8.00
6.00
4.00
2.00
0.00 0.00
0 60 120 180 240 300 360 420
Hyd No. 5 Time (min)
Basin B Pre-Development
Hyd. No. 5 -- 10 Year
23
ydrogra Repod
Hydraflow Hydrographs by Intelisolve v9.02 Monday, Mar 23, 2009
Hyd. No. S
Basin B Post-Development
Hydrograph type = SCS Runoff Peak discharge = 14.30 cfs
Storm frequency = 10 yrs Time to peak = 191 min
Time interval = 1 min Hyd. volume = 30,828 cuft
Drainage area = 4.740 ac Curve number = 80.1
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 13.10 min
Total precip. = 3.72 in Distribution = Custom
Storm duration = 6hour1 mn2.cds Shape factor = 484
Q (cfs)
15.00
12.00
9.00
6.00
3.00
0.00
0 60
Hyd No. 6
Basin B Post-Development
Hyd. No. 6 --10 Year
120
180 240
300
Q (cfs)
15.00
12.00
9.00
6.00
3.00
0.00
360 420
Time (min)
24
ydroraph Repo
Hydraflow Hydrographs by Intelisolve v9.02 Monday, Mar 23, 2009
Hyd. No. 7
Basin C Post-Development
Hydrograph type = SCS Runoff Peak discharge = 9.809 cfs
Storm frequency = 10 yrs Time to peak = 190 min
Time interval = 1 min Hyd. volume = 20,357 cult
Drainage area = 2.990 ac Curve number = 80.4
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 10.10 min
Total precip. = 3.72 in Distribution = Custom
Storm duration = 6hour1 mn2.cds Shape factor = 484
Basin C Post-Development
Q (cfs) Hyd. No. 7 --10 Year Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00
10.00
8.00
6.00
4.00
2.00
0 00
0 60 120 180 240 300 360 420
Hyd No. 7 Time (min)
25
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.02 Monday, Mar 23, 2009
Hyd. No. 8
WQ Flow
Hydrograph type = Diversionl Peak discharge = 6.436 cfs
Storm frequency = 10 yrs Time to peak = 191 min
Time interval = 1 min Hyd. volume = 13,873 cuft
Inflow hydrograph = 6 - Basin B Post-Development 2nd diverted hyd. = 9
Diversion method = Flow Ratio Flow ratio = 0.45
Q (cfs)
15.00
12.00
9.00
6.00
3.00
0 00
WQ Flow
Hyd. No. 8 -- 10 Year
Q (cfs)
15.00
12.00
9.00
6.00
3.00
o 00
0 60 120 180 240 300 360 420
min)
Time (
Hyd No. 8 -- Q = 0.45 x Qin Hyd No. 6 -- Inflow --? Hyd No. 9 -- 6 minus 8
26
Hydrograph Report
Hydraflow Hydrographs by Intelisoive v9.02 Monday, Mar 23, 2009
Hyd. No. 9
To Detention
Hydrograph type = Diversion2 Peak discharge = 7.866 cfs
Storm frequency = 10 yrs Time to peak = 191 min
Time interval = 1 min Hyd. volume = 16,956 cuft
Inflow hydrograph = 6 - Basin B Post-Development 2nd diverted hyd. = 8
Diversion method = Flow Ratio Flow ratio = 0.45
Q (cfs)
15.00
12.00
9.00
6.00
3.00
0 00
To Detention
Hyd. No. 9 -- 10 Year
i

Q (cfs)
15.00
12.00
9.00
6.00
3.00
0 00
0 60 120 180 240 300 360 420
Time (min)
Hyd No. 9 -- Q = 0.55 x Qin ® Hyd No. 6 -- Inflow - Hyd No. 8
27
Hydrograph Report
Hydraflow Hydrographs by Intellsoive v9.02 Monday, Mar 23, 2009
Hyd. No. 11
Basin B-Post Routed
Hydrograph type = Reservoir Peak discharge = 1.787 cfs
Storm frequency = 10 yrs Time to peak = 217 min
Time interval = 1 min Hyd. volume = 16,927 cult
Inflow hyd. No. = 9 - To Detention Max. Elevation = 769.20 ft
Reservoir name = Pond B Max. Storage = 10,070 cuft
Storage Indication method used.
Q (cfs)
8.00
6.00
4.00
2.00

Q (cfs)
8.00
6.00
4.00
2.00
I I I? - - ...i......r. .- 0.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200
Myd No. 11 Hyd No. 9 1111.1.11 -MI Total storage used = 10,070 cuff Time (min)
Basin B-Post Routed
Hyd. No. 11 -- 10 Year
Pond Report 28
Hydraflow Hydrographs by Intelisolve v9.02 Monday, Mar 23, 2009
Pond No. 1 - Pond B
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 766.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cuft)
0.00 766.50 2,990 0 0
0.50 767.00 3,259 1,562 1,562
1.50 768.00 3,785 3,518 5,080
2.50 769.00 4,339 4,058 9,138
3.50 770.00 4,923 4,627 13,766
4.50 771.00 5,531 5,224 18,989
5.50 772.00 6,165 5,845 24,834
Culvert/ Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [Dl
Rise (in) = 24.00 3.25 6.00 0.00 Crest Len (ft) = 12.00 10.00 0.00 0.00
Span (in) = 24.00 3.25 18.00 0.00 Crest El. (ft) = 770.10 770.70 0.00 0.00
No. Barrels = 1 1 3 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El. (ft) = 766.50 766.50 769.00 0.00 Weir Type = Riser Broad -
Length (ft) = 36.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (°/a) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a Yes Yes No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet and outlet control. Weir risers are checked for orifice conditions
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
Stage / Discharge
Elev (ft)
772.50
771.50
770.50
769.50
768.50
767.50
0.00 t ' ' 1 1 1 1 1 1 1 I 766.50
0.00 7.00 14.00 21.00 28.00 35.00 42.00 49.00 56.00 63.00 70.00 77.00
- Total Q Discharge (cfs)
Hydrograph Report L
29
Hydraflow Hydrographs by Intelisolve v9.02 Monday, Mar 23, 2009
Hyd. No. 12
Basin C - Post Routed
Hydrograph type = Reservoir Peak discharge = 3.589 cfs
Storm frequency = 10 yrs Time to peak = 205 min
Time interval = 1 min Hyd. volume = 20,347 cuft
Inflow hyd. No. = 7 - Basin C Post-Development Max. Elevation = 762.54 ft
Reservoir name = Pond C Max. Storage = 8,607 cuft
Storage Indication method used.
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00
0 60
Hyd No. 12
Basin C - Post Routed
Hyd. No. 12 -- 10 Year

izr !,

.M

120 180 240 300 360 420 480
-- Hyd No. 7 1-11I1tI1I11 Total storage used = 8,607 cult
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00
540
Time (min)
Pond Report 30
Hydraflow Hydrographs by Intellsolve v9.02 Monday, Mar 23, 2009
Pond No. 3 - Pond C
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 760.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (tuft)
0.00 760.00 2,613 0 0
1.00 761.00 3,191 2,897 2,897
2.00 762.00 3,813 3,497 6,394
3.00 763.00 4,438 4,121 10,515
4.00 764.00 5,087 4,758 15,273
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 30.00 6.00 6.00 0.00 Crest Lan (ft) = 10.00 0.00 0.00 0.00
Span (in) = 30.00 6.00 12.00 0.00 Crest El. (ft) = 763.00 0.00 0.00 0.00
No. Barrels = 1 1 1 0 Weir Coeff. = 2.60 3.33 3.33 3.33
Invert El. (ft) = 760.00 760.00 761.35 0.00 Weir Type = Broad ---
Length (ft) = 58.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 0.50 0.00 0.00 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 = n/a Yes Yes No TW Elev. (ft) = 0.00
Note: CulverVOdfice outflows are analyzed under inlet and outlet control. Weir risers are checked for orifice conditions
Stage (ft)
4.00
3.00
2.00
1.00
0 00
Stage / Discharge
Elev (ft)
764.00
763.00
762.00
761.00
760 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)
Hydrograph Report
HydraFlow Hydrographs by Intelisolve v9.02
Hyd. No. 14
Basin D Pre & Post-Development
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
3.00
2.00
1.00
0 00
1 min
1.000 ac
0.0%
USER
3.72 in
6hour1 mn2.cds
31
Monday, Mar 23, 2009
Peak discharge = 2.963 cfs
Time to peak = 187 min
Hyd. volume = 5,218 cuft
Curve number = 74
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Custom
Shape factor = 484
Basin D Pre & Post-Development
Hyd. No. 14 -- 10 Year
Q (cfs)
3.00
0 60
Hyd No. 14
2.00
1.00
I i 1 1 3_1 Q.00
120 180 240 300 360 420 V V
Time (min)
32
Hy'"r®graph Summary Report HydrafiowHydrographsbylntelisolvev9.02
lyd.
No, Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 194.49 1 187 340,964 ---- ------ ----- Basin A Pre-Development
2 SCS Runoff 224.62 1 186 400,961 --- --- ---- Basin A Post-Development
3 Reservoir 87.23 1 197 1,446,124 2 776.56 571,017 Basin A - Post Routed
5 SCS Runoff 14.87 1 195 37,311 ---- ---- -- -- Basin B Pre-Development
6 SCS Runoff 22.23 1 191 47,971 ---- ---- ---- Basin B Post-Development
7 SCS Runoff 15.19 1 190 31,592 ---- ----- ------ Basin C Post-Development
8 Diversionl 10.00 1 191 21,587 6 ---- --- WQ Flow
9 Diversion2 12.23 1 191 26,384 6 ------ ---- To Detention
11 Reservoir 6.742 1 201 26,355 9 769.60 11,911 Basin B-Post Routed
12 Reservoir 9.299 1 198 31,582 7 763.32 12,025 Basin C - Post Routed
14 SCS Runoff 4.931 1 187 8,612 --- ---- ---- Basin D Pre & Post-Development
3rd Submittal.gpw Return Period: 50 Year Monday, Mar 23, 2009
Hydrograph Report
Hydraflow Hydrographs by InWisolve v9.02
Hyd. No. 1
Basin A Pre-Development
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Time interval = 1 min
Drainage area = 34.450 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 4.92 in
Storm duration = 6hourl mn2.cds
33
Monday, Mar 23, 2009
Peak discharge = 194.49 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
187 min
340,964 cult
78
Oft
6.50 min
Custom
484
Basin A Pre-Development
Q (cfs) Hyd. No. 1 -- 50 Year
210.00
80.00
150.00
120.00
90.00
60.00
30.00
Q (cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00 0 00
0 60
Hyd No. 1
120 180 240 300 360
420
Time (min)
Hlydrograph Report
34
Hydraflow Hydrographs by Intelisolve v9.02 Monday, Mar 23, 2009
Hyd. No. 2
Basin A Post-Development
Hydrograph type = SCS Runoff Peak discharge = 224.62 cfs
Storm frequency = 50 yrs Time to peak = 186 min
Time interval = 1 min Hyd. volume = 400,961 cuft
Drainage area = 33.500 ac Curve number = 84
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 6.50 min
Total precip. = 4.92 in Distribution = Custom
Storm duration = 6hourl mn2.cds Shape factor = 484
Basin A Post-Development
Q (cfs) Hyd. No. 2 -- 50 Year
240.00
10.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00
0 60
Hyd No. 2
Q (cfs)
240.00
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00
120 180 240 300 360 420
Time (min)
Hydrograph Report
35
Hydraflow Hydrographs by Intelisolve v9.02 Monday, Mar 23, 2009
Hyd. No. 3
Basin A - Post Routed
Hydrograph type = Reservoir Peak discharge = 87.23 cfs
Storm frequency = 50 yrs Time to peak = 197 min
Time interval = 1 min Hyd. volume = 1,446,124 cuft
Inflow hyd. No. = 2 - Basin A Post-Development Max. Elevation = 776.56 ft
Reservoir name = Existing Pond Max. Storage = 571,017 cuft
Storage Indication method used. Wet pond routing start elevation = 774.80 ft.
Q (cfs)
240.00
10.00
180.00
150.00
120.00
90.00
60.00
30.00
Q (cfs)
240.00
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00 1 I I I I _;.m, ' 0.00
0 300 600 900 1200 1500 1800 2100 2400 2700 3000
Hyd No. 3 Hyd No. 2 tILMU.1It Total storage used = 571,017 cuft Time (min)
Basin A - Post Routed
Hyd. No. 3 -- 50 Year
Pond Report 36
Hydraffow Hydrographs by Intellsolve v9.02 Monday, Mar 23, 2009
Pond No. 2 - Existing Pond
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begi ning Elevation = 768.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (tuft)
0.00 768.00 47,871 0 0
1.00 769.00 52,207 50,018 50,018
2.00 770.00 55,948 54,061 104,080
3.00 771.00 59,535 57,726 161,806
4.00 772.00 63,267 61,385 223,192
5.00 773.00 67,156 65,195 288,387
6.00 774.00 73,330 70,213 358,600
7.00 775.00 79,954 76,610 435,211
8.00 776.00 87,027 83,457 518,668
9.00 777.00 101,196 94,013 612,681
10.00 778.00 116,883 108,934 721,615
Culvert 1 Orifice Structures Weir Structures
[A] [13] [C] [PrfRsr] [A] [13] [C] [D]
Rise (in) = 42.00 8.00 0.00 0.00 Crest Len (ft) = 20.00 20.00 0.00 0.00
Span (in) = 42.00 36.00 0.00 0.00 Crest El. (ft) = 776,00 776.25 0.00 0.00
No. Barrels = 1 4 0 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert EL (ft) = 764.61 774.50 0.00 0.00 Weir Type = Riser Broad --- -
Length (ft) = 61.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 1.00 0.00 0.00 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 No No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet and outlet control. W eir risers are checked for orifice conditions.
Stage (ft) Stage I Discharge Elev (ft)
10.00 778.00
8.00
6.00
4.00
2.00
776.00
774.00
772.00
770.00
0.00 1 1 1 1 1 1 1 1 , 1 f r 768.00
0.0 30.0 60.0 90.0 120.0 150.0 180.0 210.0 240.0 270.0 300.0 330.0 360.0
Total Q Discharge (cfs)
37
ydrograp Report
Hydraflow Hydrographs by Intelisolve v9.02 Monday, Mar 23, 2009
Hyd. No. 5
Basin B Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 14.87 cfs
Storm frequency = 50 yrs Time to peak = 195 min
Time interval = 1 min Hyd. volume = 37,311 cuft
Drainage area = 6.640 ac Curve number = 64
Basin Slope = 0.0% Hydraulic length = Oft
Tc method = USER Time of conc. (Tc) = 16.20 min
Total precip. = 4.92 in Distribution = Custom
Storm duration = 6hour1 mn2.cds Shape factor = 484
Q (cfs)
15.00
12.00
9.00
6.00
3.00
0.00 ,
0 60
Hyd No. 5
Basin B Pre-Development
Hyd. No. 5 -- 50 Year
120
180
Q (cfs)
15.00
12.00
9.00
6.00
3.00
0.00
240 300 360 420
Time (min)
ydrogra h Report
38
Hydra@ow Hydrographs by Intelisolve v9.02 Monday, Mar 23, 2009
Hyd. No. 6
Basin B Post-Devel opment
Hydrograph type = SCS Runoff Peak discharge = 22.23 cfs
Storm frequency = 50 yrs Time to peak = 191 min
Time interval = 1 min Hyd. volume = 47,971 cuft
Drainage area = 4.740 ac Curve number = 80.1
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 13.10 min
Total precip. = 4.92 in Distribution = Custom
Storm duration = 6hourl mn2.cds Shape factor = 484
Basin B Post-Development
Q (cfs) Hyd. No. 6 -- 50 Year
24.00
20.00
16.00
12.00
8.00
4.00
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00 0.00
0 60 120 180 240 300 360 420
Hyd No, 6 Time (min)
39
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.02 Monday, Mar 23, 2009
Hyd. No. 7
Basin C Post-Deve lopment
Hydrograph type = SCS Runoff Peak discharge = 15.19 cfs
Storm frequency = 50 yrs Time to peak = 190 min
Time interval = 1 min Hyd. volume = 31,592 cuft
Drainage area = 2.990 ac Curve number = 80.4
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 10.10 min
Total precip. = 4.92 in Distribution = Custom
Storm duration = 6hourl mn2.cds Shape factor = 484
Basin C Post-Development
Q (cfs) Hyd. No. 7 -- 50 Year
18.00
15.00
12.00
9.00
6.00
3.00
0.00
0 60
Hyd No. 7
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0.00
120 180 240 300 360 420
Time (min)
40
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.02 Monday, Mar 23, 2009
Hyd. No. 8
WQ Flow
Hydrograph type = Diversion1 Peak discharge = 10.00 cfs
Storm frequency = 50 yrs Time to peak = 191 min
Time interval = 1 min Hyd. volume = 21,587 cuft
Inflow hydrograph = 6 - Basin B Post-Development 2nd diverted hyd. = 9
Diversion method = Flow Ratio Flow ratio = 0.45
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0 00
WQ Flow
Hyd. No. 8 -- 50 Year
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0 00
0 60 120 180 240 300 360 420
Time (min)
Hyd No. 8 -- Q = 0.45 x Qin Hyd No. 6 -- Inflow Hyd No. 9 -- 6 minus 8
Hydrograph Report
41
Hydraflow Hydrographs by Intellsolve v9.02 Monday, Mar 23, 2009
Hyd. No, 9
To Detention
Hydrograph type = Diversion2 Peak discharge = 12.23 cfs
Storm frequency = 50 yrs Time to peak = 191 min
Time interval = 1 min Hyd. volume = 26,384 cuft
Inflow hydrograph = 6 - Basin B Post-Development 2nd diverted hyd. = 8
Diversion method = Flow Ratio Flow ratio = 0.45
Q (cfs)
24.00
To Detention
Hyd. No. 9 -- 50 Year
20.00
16.00
12.00
8.00
4.00
0.00 I I I _---t-?
0 60 120 180 240 300 360
Hyd No. 9 -- Q = 0.55 x Qin - Hyd No. 6 -- Inflow - Hyd No. 8
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
__L- 0.00
420
Time (min)
Hydrograph Report
42
Hydraflow Hydrographs by inteiisolve v9.02 Monday, Mar 23, 2009
Hyd. No. 11
Basin B-Post Routed
Hydrograph type = Reservoir Peak discharge = 6.742 cfs
Storm frequency = 50 yrs Time to peak = 201 min
Time interval = 1 min Hyd. volume = 26,355 cuft
Inflow hyd. No. = 9 - To Detention Max. Elevation = 769.60 ft
Reservoir name = Pond B Max. Storage = 11,911 cuft
Storage Indication method used.
Basin B-Post Routed
Q (cfs) Hyd. No. 11 -- 50 Year Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0 00
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0 00
0 120 240 360 480 600 720 840 960
min)
Time (
Hyd No. 11 ?- Hyd No. 9 [7TII [I [Ii Total storage used = 11,911 cuff
Pond eport 43
Hydraflow Hydrographs by Intelisolve v9.02 Monday, Mar 23, 2009
Pond No. 1 - Pond B
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 766.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 766.50 2,990 0 0
0.50 767.00 3,259 1,562 1,562
1.50 768.00 3,785 3,518 5,080
2.50 769.00 4,339 4,058 9,138
3.50 770.00 4,923 4,627 13,766
4.50 771.00 5,531 5,224 18,989
5.50 772.00 6,165 5,845 24,834
Culvert / Orifice Structures Weir Structures
[Al [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 24.00 3.25 6.00 0.00 Crest Len (ft) = 12.00 10.00 0.00 0.00
Span (in) = 24.00 3.25 18.00 0.00 Crest El. (ft) = 770.10 770.70 0.00 0.00
No. Barrels = 1 1 3 0 Weir Coeff. = 3.33 2.60 3.33 3.33
Invert El. (ft) = 766.50 766.50 769.00 0.00 Weir Type = Riser Broad ---
Length (ft) = 36.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 0.50 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a Yes Yes No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet and outlet control. Weir risers are checked for orifice conditions
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 " I
0.00 7.00
- Total Q
Stage / Discharge
Elev (ft)
772.50
771.50
770.50
769.50
768.50
767.50
I I ` I I I I I 1 1 766.50
14.00 21.00 28.00 35.00 42.00 49.00 56.00 63.00 70.00 77.00
Discharge (cfs)
Hydrograph Report
44
Hydraflow Hydrographs by Intelisolve v9.02 Monday, Mar 23, 2009
Hyd. No. 12
Basin C - Post Routed
Hydrograph type = Reservoir Peak discharge = 9.299 cfs
Storm frequency = 50 yrs Time to peak = 198 min
Time interval = 1 min Hyd. volume = 31,582 cult
Inflow hyd. No. = 7 - Basin C Post-Development Max. Elevation = 763.32 ft
Reservoir name = Pond C Max. Storage = 12,025 cult
storage Indication method used.
Basin C - Post Routed
Q (cfs) Hyd. No. 12 -- 50 Year Q (cfs)
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
If.
6.00 6.00
3.00 (rt` 3.00
0.00 0.00
V 60 120 180 240 300 360. 420 480
Time. (min)
Hyd No. 12 Hyd No. 7 liffln-1.1 Total storage used = 12,025 cuft
Pond Report 45
Hydraflow Hydrographs by Intelisolve v9.02 Monday, Mar 23, 2009
Pond No. 3 - Pond C
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 760.00 it
Stage / Storage Table
Stage (ft) Elevation (ft) Co ntour area (sqft) Incr. Storage (tuft) Total storage (cuft)
0.00 760.00 2,613 0 0
1.00 761.00 3,191 2,897 2,897
2.00 762.00 3,813 3,497 6,394
3.00 763.00 4,438 4,121 10,515
4.00 764.00 5,087 4,758 15,273
Culvert / Orifice Structure s Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 30.00 6.00 6.00 0.00 Crest Len (ft) = 10.00 0.00 0.00 0.00
Span (in) = 30.00 6.00 12.00 0.00 Crest El. (ft) = 763.00 0.00 0.00 0.00
No. Barrels = 1 1 1 0 Weir Coeff. = 2.60 133 3.33 3.33
Invert El. (ft) = 760.00 760.00 761.35 0.00 Weir Type = Broad -.- --- ---
Length (ft) = 58.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 0.50 0.00 0.00 n/a
N-Value = .013 013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(inthr) = 0.000 (by Wet area)
Multi-Stage = n/a Yes Yes No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet and outlet control. Weir risers are checked for orifice conditions.
Stage (ft)
4.00
3.00
2.00
1.00
0 00
Stage / Discharge

Elev (ft)
764.00
763.00
762.00
761.00
760 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)
46
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.02 Monday, Mar 23, 2009
Hyd. No. 14
Basin D Pre & Post-Development
Hydrograph type = SCS Runoff Peak discharge = 4.931 cfs
Storm frequency = 50 yrs Time to peak = 187 min
Time interval = 1 min Hyd. volume = 8,612 cuft
Drainage area = 1.000 ac Curve number = 74
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (TO = 5.00 min
Total precip. = 4.92 in Distribution = Custom
Storm duration = 6hourl mn2.cds Shape factor = 484
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
0 60
Hyd No. 14
Basin D Pre & Post-Development
Hyd. No. 14 - 50 Year
120 180 240 300 360
Q (cfs)
5.00
4.00
3.00
2.00
1.00
__j- 0.00
420
Time (min)
Hydraflow Rainfall Report
Hydraflow Hydrographs by intelisolve v9.02
Return Intensity-Duration-Frequency Equation Coefficients (FHA)
Period
(Yrs)
B
D
E
(NIA)
1 0.0000 0.0000 0.0000 --------
2 69.8703 13.1000 0.8658 -------
3 0.0000 0.0000 0.0000 -------
5 79.2597 14.6000 0.8369 - ---
10 88.2351 15.5000 0.8279 - - -
25 102.6072 16.5000 0.8217 - -- -
50 114.8193 17.2000 0.8199 - -
100 127.1596 17.8000 0.8186 --------
File name: SampleFHA.idf
Intensity = B 1(Tc + D)^E
47
Monday, Mar 23, 2009
Return Intensity Values (in/hr)
Period
(Yrs)
5 min
10
15
20
25
30
35
40
45
50
55
60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 224 2.07 1.93 1.81 1.70
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15
10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46
25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91
50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25
100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60
Tc = time in minutes. Values may exceed 60.
Precio. filename: Citv6hrlmin.DcD
Rainfall Precipitation Table (in)
Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
SCS 24-hour 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
SCS 6-Hr 0.00 2.28 0.00 0.00 3.72 4.38 4.92 5.34
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 1.00 2.28 0.00 0.00 3.72 4.38 4.92 5.34
Hydraflow Table of Contents
Hydraflow Hydrographs by Intelisolve v9.02
3rd Submittal.gpw
Monday, Mar 23, 2009
Hydrograph Return Period Recap ...................................................................... 1
2 - Year
Summary Report ................................................................................................................. 2
3
Hydrograph Reports ...........................................................................................................
Hydrograph No. 1, SCS Runoff, Basin A Pre-Development ............................................. 3
Hydrograph No. 2, SCS Runoff, Basin A Post-Development ........................................... 4
Hydrograph No. 3, Reservoir, Basin A - Post Routed ....................................................... 5
Pond Report - Existing Pond ........................................................................................ 6
Hydrograph No. 5, SCS Runoff, Basin B Pre-Development ............................................. 7
Hydrograph No. 6, SCS Runoff, Basin B Post-Development ........................................... 8
Hydrograph No. 7, SCS Runoff, Basin C Post-Development ........................................... 9
Hydrograph No. 8, Diversionl, WQ Flow ........................................................................ 10
Hydrograph No. 9, Diversion2, To Detention .................................................................. 11
Hydrograph No. 11, Reservoir, Basin B-Post Routed ..................................................... 12
Pond Report - Pond B ............................................................................................... 13
Hydrograph No. 12, Reservoir, Basin C - Post Routed ................................................... 14
Pond Report - Pond C ............................................................................................... 15
Hydrograph No. 14, SCS Runoff, Basin D Pre & Post-Development ............................. 16
10 - Year
Summary Report ............................................................................................................... 17
Hydrograph Reports ......................................................................................................... 18
Hydrograph No. 1, SCS Runoff, Basin A Pre-Development ........................................... 18
Hydrograph No. 2, SCS Runoff, Basin A Post-Development ......................................... 19
Hydrograph No. 3, Reservoir, Basin A - Post Routed ..................................................... 20
Pond Report - Existing Pond ...................................................................................... 21
Hydrograph No. 5, SCS Runoff, Basin B Pre-Development ........................................... 22
Hydrograph No. 6, SCS Runoff, Basin B Post-Development ......................................... 23
Hydrograph No. 7, SCS Runoff, Basin C Post-Development ......................................... 24
Hydrograph No. 8, Diversionl, WQ Flow ........................................................................ 25
Hydrograph No. 9, Diversion2, To Detention .................................................................. 26
Hydrograph No. 11, Reservoir, Basin B-Post Routed ..................................................... 27
Pond Report - Pond B ............................................................................................... 28
Hydrograph No. 12, Reservoir, Basin C - Post Routed .................................... ... 29
Pond Report - Pond C ............................................................................................... 30
Hydrograph No. 14, SCS Runoff, Basin D Pre & Post-Development ............................. 31
50 - Year
Summary Report ............................................................................................................... 32
Hydrograph Reports ......................................................................................................... 33
Hydrograph No. 1, SCS Runoff, Basin A Pre-Development ........................................... 33
Hydrograph No. 2, SCS Runoff, Basin A Post-Development ......................................... 34
Hydrograph No. 3, Reservoir, Basin A - Post Routed ............................................. .... 35
Pond Report - Existing Pond ...................................................................................... 36
Hydrograph No. 5, SCS Runoff, Basin B Pre-Development ........................................... 37
Hydrograph No. 6, SCS Runoff, Basin B Post-Development ......................................... 38
Hydrograph No. 7, SCS Runoff, Basin C Post-Development ......................................... 39
Contents continued...
3rd Submittal.gpw
Hydrograph No. 8, Diversion1, WQ Flow ....................................................................... 40
Hydrograph No. 9, Diversion2, To Detention .................................................................. 41
Hydrograph No. 11, Reservoir, Basin B-Post Routed ..................................................... 42
Pond Report - Pond B ............................................................................................... 43
Hydrograph No. 12, Reservoir, Basin C - Post Routed ................................................... 44
Pond Report - Pond C ............................................................................................... 45
Hydrograph No. 14, SCS Runoff, Basin D Pre & Post-Development ............................. 46
OF Report .......................................................................................................... 47
Prosperity Village Turnbull Sigmon Design
FOB NO.: o7-o85 BY: 1ZL lom Morehead Square Dr., Suite 530 ,
)ATE: 9125108 P.M.: RC-11 Charlotte, North Carolina 28203
3 WISED: 3120109 Detention Summa
Peak Flow and Run-otFVolume Summaru:
Study Point A
7_Yaar Finwc
Drainage' Pre Post Routed
Basin Q Q Q
A 45.93 _
67.92 24.71
ff N/A 0.95 NIA
_..___.
_
45.93 ??
68.87 24.71
25.66 Total Release
1f1.Yaar Flnws
Drainage Pre Post Routed
Basin Q Q Q
A 123.01 151.45 43.00
D NIA 2.96 N/A
Total Site 123.01 154.41 43.00
45.96 Total Ketease
Study Point B
9_Yoar Flows
Drainage Pre Post Routed
Basin Q Q Q
B 1.28 5.68 0.30
C NIA 3.94 0.91
Total Site 1.28 9.62 1.21
1.zi I otal Kelease
1 n-Year Flows
Drainage Pre Post Routed
Basin Q Q Q
B 7.44 14.30 1.79
C N/A 9.81 3,59
Total Site 7.44 24.11 5.38
5.38 Total Release
Pros Brio Villa a Turnbull Sigmon Design °
JOB NO.: 07-085 BY: RLF cool Morehead Square Dr., Suite 530 m
DATE: 9125108 P.M.: BCjW Charlotte North Carolina 28203
REVD: FLOATATION CALCULATIONS
Calculations Given Data Standard` Footing Assumptions
Buoyant Weight of Concrete 87.6 IbsiftA3 1. Footing base to be 1 ft. wider than structure
Weight of Water 62 4 IbsiftA3 on all sides.
?.. .
11 Safety Factor (S.F.)
1.25
2. Footing depth to be a minimum of 8 inches in de th.
E 'nations used:
Outlet Structure Weight, W(s) = 4(w + t) x t x h x W(bc)
where, w = outlet box Inside dimension, ft.
Displaced Water Weight, W(w) = 4 x (w + 2t) x W(w) x h t = structure wall thickness, ft.
h = height of structure, ft.
Required Base Weight, W(b) = (W(w) x S.F.) - W(s) W(bc)= buoyant weight of concrete, lbs/ftA3
W(w)= weight of water, lbs/ftA3
Required Footing Volume, V(0 = W(b) / W(bc) S.F.= safety factor
ut et: tructure #B13
Structure Dimensions Object Weights
Height of structure, h 3.6 ft. Outlet Structure Weight, W(s) = 2208 lbs
Structure wall thickness, t 6 in. Displaced Water Weight, W(w) = 3594-24 lbs
OuUO box inside dimension, w = 3 ft. Re 'd Base Weight W(b) = 2285 ibs
Footing Sin e
Required Footing Volume, V(o = 26 cf Standard Footing Length, L = 6.00 ff.
Provided Footing Volume, V(t) =
- _...... 40 cf Standard Footing Width, W =
........ ......1-11111-11-". 6.00 ft.
Footing Check okay Minimum Footing Depth, D = 1.04 ff.
Footing Size to be used., Length = 6.00 ft.
Width = 6.00 ft. Outlet Structure
Depth = 1.10 ff.
Otcttet Structure E1
Structure Dimensions Object Weights
Height of structure, h = 8 ft. Outlet Structure Weight, W(s) = 7709 lbs
_. _
Structure wall thickness, t =
6 in. __ ---
W(w) = 11980.8 1bs
Displaced Water Weight,
Outlet box inside dimension, w - 5 tt. _
Re 'd Base Wei ht W(b) = 7267 lbs
Footin Size
Required Footing Volume, V(t) = 83 cf Standard Footing Length, L = 8.00 ft.
-
Provided Footing Volume, V(t) = 109 cf Standard Footing Width, W = 8.00
t.
Footing Check okay Minimum Footing Depth, D = 1.69 ft.
Footing Size to be used: Length= 8.00 ft.
Width = 8.00 ft. Outlet Structure
Depth = 1.70 ft.
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TURNBULL SIGMON DESIGN
1001 Morehead Square Drive
Suite 530
Charlotte, North Carolina 28203
Phone: [phone]
Fax: [phone]
Prosperity Village
Project No: 07-0 85
CALL I ATI ONS FOR:
Water Quality
DATE: 5/x/08
REV. 3/20/09
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Prosperity Villa a Turnbull `Sigmon Design
JOB NO.: 07-085 BY: RLF loos Morehead Square Dr., Suite 530
DATE: 511108 P.M.: BCIVI Charlotte, North Carolina 28203
-
REVISED: 312o/o9 Bio-Retention
V vATER OUALITYREQ UIREMENTS FOR BASIN B
Drainage basin data
Drainage area to pond (Da)= 4.74 ac
Post-development impervious percentage = 23%
i"rain all requh-ements
Using the runoff volume calculations in the "Simple Method"
Rv = 0.05 +.009 (1)
Rv= 0.257 in/in
Volume = (Design rainfall) (Rv) (Drainage Area)
Volume = 1" rainfall x Rv in/in x 1/12 in/ft x Da =
0.10 ac-ft
or 4,422 cft
This volume must be released over a period of 2-5 days
Surface area requirements
Based on Darcy's Law using Maryland Design Manual
Af = (WQv)(Df) Af = surface area of rain garden (sft)
((k)(Hf+Df)(Tf)) WQv = water quality volume to be captured
Df = filter bed depth (2 feet min, 4 feet for trees)
k = permeability coefficient of filter media
(use 1 ft/day for sandy-loam, 2.4 ft/day for sandy soil)
Hf = average height of water above filter bed
(use 3 inches, which is half of 6" pond depth)
Tf = design filter bed drain time in days (2 day or 48 hours)
Surface Area Calculations
k permeability coefficient = 0.5
Df ;filter bed depth (ft) = 2
Hf `average height of water (in) = 6
Tf 1 drain time (days) = 2
Af required Surface Area (sft) = 3,538 sft
V 112" Storage Volume 3,538 cft
A roximate Size
Width 42
Length _ 72
10'x 20' minimum
Sail Type K Inthr
sand 6
loamy sand 2
sandy loam 0.5-1
silty loam 0.02
use
Pros it-v Village Turnbull' Sigmon Design
JOB NO.: o7-o85 BY: :rtLr fool Morehead Square Dr., Suite 530 ,
DATE: 51Y108 P.M.: LTCAI Charlotte, North Carolina 28203
REVISED: 31-?010q Bio-Retention -
Surface area requirements
Darcy's Equation (NCSU Rain Garden Design Worksheet, Bill Hunt)
Q = (.0000232)K*A*(H/L) Q = flow (rate of draw) through bio-retention soil (cfs)
K = hydraulic conductivity of soil (in/hr) use 1 in/hr
A = surface area of bio-retention area
H = height of water above drainage pipe
L = thickness of soil bed
Assume H/L = 1
Drawdown calculations
K permeability coefficient = 0.5
A surface area of bio-retention = 3,538
H Average height of water (ft) _ 3
L thickness of soil bed (ft) = 2
Q draw through rate (cfs = 0.062 cfs
Drawdown Time
Time to drawdown water from inundation to saturation at surface
Volume / Q
T = 57471.3 seconds
16.0 hours
Time to lower water table to 2 feet below surface
assume 45% porosity
Volume = Area x 2 x0.45
V = 3,184 cft
T = 51724.1 seconds
14.4 hours to lower 2' below surface
30.3 hours to draw water through soil layer
Under Drain Sizing
Length of Under drain is based on 10% of Af (NY State Storm water Manual)
L = 118 feet in 3' wide stone bed
Required Diameter
D = 7.5 inch (6" minimum)
Use 8 inch HDPE
Prosperity Village Turnbull Sigmon Design
JOB NO.: 07-085 BY: R.LF low Morehead Square Dr., Suite 530
DATE: 511108 P.M.: RCIII Charlotte, North Carolina 28203
REVISED: 312o/o9 Bio-Retention
Dry Detention Basin Storage Volumes
Elevaflon
(msl) Area
(st) Area
(ac) Volume
(CU40 Volume
(ac-ft)
766.5 2829 0.0649: 0 0.000
767 U 6 0.0706 1474 0.034
768 3590 0.0824 4801 0.110
769 j 4129 0.0948 i 8653 0.199
770 4693 0.1077 13057 ( 0.300

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