20101015 Ver 1_Stormwater Info_20110208

_ _ ,OF. W A TE9
ri f 'f ?? OG
L. a>; 'a
Office Use Only:
Corps action ID no.
DWO project no.
Form Version 1.3 Dec 10 2008
Pre-Construction Notification (PCN) Form
A. Applicant Information
1. Processing
1a. Type(s) of approval sought from the
Corps:
®Section 404 Permit El Section 10 Permit
1b. Specify Nationwide Permit (NWP) number: 39 or General Permit (GP) number:
1 c. Has the NWP or GP number been verified by the Corps? ? Yes ® No
1d. Type(s) of approval sought from the DWO (check all that apply):
E 401 Water Quality Certification - Regular ? Non-404 Jurisdictional General Perm
? 401 Water Quality Certification - Express ? Riparian Buffer Authorization
it
1 e. Is this notification solely for the record
because written approval is not required? For the record only for DWQ 401
Certification:
? Yes ® No For the record only for Corps Permit:

? Yes ® No
1f. Is payment into a mitigation bank or in-lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in-lieu
fee program.
®Yes
? No
1 g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below. ? Yes ® No
1 h. Is the project located within a NC DCM Area of Environmental Concern (AEC)? ? Yes ® No
2. Project Information
2a. Name of project: Siemens GT Plant
2b. County: Mecklenburg
2c. Nearest municipality / town: Charlotte -a
2d. Subdivision name: N/A
2e. NCDOT only, T.I.P. or state
project no: N/A DEC 0 v
3. Owner Information
_ DESJR - Mi WER QUALITY
3a. Name(s) on Recorded Deed:
vvEILANDSMI) ,,
Siemens Corporation
"' "MROWCH
3b. Deed Book and Page No. 9880-604
3c. Responsible Party (for LLC if
applicable): Jim Valade
3d. Street address: 170 Wood Avenue South
3e. City, state, zip: Iselin, NJ 08830
3f. Telephone no.:
3g. Fax no.:
3h. Email address: [e-mail]
Page I of 11
PCN Form - Version 1.3 December 10, 2008 Version
R�D R @
D
FEF3
W"As aNn sTORpWgTM g
1n - 1(D k 5
L I T T L
DIVERSIFIED ARCHITECTURAL CONSU.
Letter of Transmittal
From:
Little Diversified Architectural Consulting
5815 Westpark Drive
Charlotte, NC 28217
Date:
2-4-22
Job Number:
101741000
Attention: Joseph G amfi
To: NCDENR
Dept. of Water Quality
1650 Mail Service Center
Raleigh, NC 27699
Re: Siemens GT Plant
DWQ# 10-1015
2-2-11
Storm Water Calculations
WE ARE SENDING YOU:
® Attached ❑ Under separate cover via the following items:
❑ Shop Drawings ❑ Prints ❑ Samples ❑ Specifications
❑ Copy of Letter ❑ Change Order ❑ Other
Copies
Date
Number Description Action Req'd
1set
2-3-11
Appproved Storm Water Plans 41 sheets
1
2-2-11
Storm Water Calculations
1
1-19-11
Erosion Control Calculations
1 1
1-17-11
1 1 Executed O&M Agreement
Not marked
❑
For bids due
THESE ARE TRANSMITTED AS CHECKED BELOW:
❑
For approval
❑
Approved as submitted
®
For your use
❑
Approved as noted
®
As requested
❑
Returned for corrections
❑
For review and comment
❑
Not marked
❑
For bids due
REMARKS:
COPY TO
If enclosures are not as noted, please notify us.
❑ Resubmit _ copies for approval
❑ Submit _ copies for distribution
❑ Return _ corrected prints
❑ Prints returned after loan to us
Signed:
Printed Name: Ch I J. Cook, P.E.
Email: 0 [e-mail]

Administrative Manual .......... . . . ........ .
.........................July 2009
P's'
Const
ruction Controls
Maintenance and Regulations Best Management operation Agreement «A g ment Practices
gree hent")
attached
the Property Owner is t
Exhibit A as recorded ed °weer of real
County, North by deed ' property
C u « Carolina in Deed 'n the records of the more particular)
the Property, and, Book 9880 Register of Y described
Deeds of °n the
at Page( s) 604 Mecklenburg
WHEREAS, the pro -- 604 (hereinafter referred
(hereinafter referred toerty Owner
plans ands recognizes that the g
pecifications forBMp ope'rt „ est Management Practices facilit o
Y or "BMP Facilities") shownY r facilities
Y must be maintained for the propel, e approved develo
executors, City
the City of Charlotte `the Y; and, Pment
citizens of the
successors, heirs, or assigns City -)
and the Pro
City require that the B (the Parties" Property
Owner, h, its ad
$Mp F ), agree that the health administrators
WHEREAS, the Fa "Parties
be constructed and ' safety and Welfare of the
the B City of Charlotte Post maintained on the Propert
MP Facility or BMp Facilities as showntruction Y, and,
constructed and maintained b Controls Ordinance `
assigns. y the Propert°n the approved develo (`the PLCO„) require that
Y Owner, its administrators, plans and
ministrators, executors specifications be
NOW, THEREFORE, successors, heirs, s
herein, in consideration of the fore
and the following tor
erms and conditions, the
going promises, the
1 The Parties hereto a mutual covenants contained
BMP Facility or B gree as follows:
with the PLCO MP Facilities shall be constructed b
approved development plans ands Y the property Owner in acc
2• The Property pecifications for the Pro ordance
Owner, its administrators perty.
BMP Facility or gMp Facilities in ,executors
accordance good workin ' successors, heirs or
with the Operations and g condition acceptable signs shall
Manual ("the Ad Maintenance ptable to the maintain the
Admin Manual'°) Schedule found in the pCCO qty and in
3 The Property Owner, its ad Administrative
Permission to the Cit administrators
inspect the g y its authorized agents ' executors, successors, heirs or assigns
MP Facihty or BMP Facilities whenever
employees tohereby
Possible, the City shall henever the enter upon the Property
grants
provide notice to the Pro C't and to
Property Y deems it necessary. Whenever
4, The Property Owner shall execute a twee Y Owner prior to entry.
City that will connect the B]�p to a ty (20) foot $
requires to inspect, observe Public right
MP Easement ("$MpE„
Appendix " " maintain ght-of- way, which W-11) in favor of the
ofAdministratm ' and repair the $ iallow the Cit
Manual) MP Facility or B Y the access it
MP Facilities. (See
53

Administrative Manual.............................................................................July 2009
In the event the Property Owner, its administrators, executors, successors, heirs or assigns fails
to maintain the BMP Facility or BMP Facilities as described in the PCCO Administrative
Manual, approved development plans or specifications for the Property, the City, after
reasonable notice to the Property Owner, may assess fines and enter the Property and take
whatever steps the City deems necessary to return the BMP Facility or BMP Facilities to good
working condition acceptable to the City. It is expressly understood and agreed by the Parties
that the City is under no obligation to construct, maintain or repair the BMP Facility or BMP
Facilities and in no event shall this Agreement be construed to impose any such obligation on
the City.
6. The Property Owner shall be fully responsible for having the BMP Facility or BMP Facilities
inspected annually by a qualified inspector, as determined by the Storm Water Administrator,
and shall provide to the City, at no additional costs to the City, an Annual Maintenance and
Inspection Report as provided in the PCCO Administrative Manual (see Appendix D). The
Property Owner's failure to provide to the City said Annual Maintenance and Inspection Report
within the appropriate time as defined in the PCCO Administrative Manual may result in fines
to the Property Owner. The Storm Water Administrator at his/her discretion may make annual
inspections of the BMP Facility or BMP Facilities to insure that the required maintenance has
been conducted appropriately and the performance of the BMP Facility or BMP Facilities is in
compliance with the PLCO.
7. In the event the City, pursuant to the Agreement, performs work of any nature to the BMP
Facility or BMP Facilities, or expends any funds in the performance of said work for labor, use
of equipment, supplies, materials, and the like, the Property Owner shall reimburse the City, or
shall forfeit any required bond upon demand, within thirty (30) days of receipt from the City of a
list for all the costs incurred by the City hereunder. If the Property Owner has not reimbursed the
City within the above mentioned time period, the City shall secure a lien against the Property in
the amount of said costs. The actions described in this paragraph are in addition to and not in
lieu of any and all legal remedies available to the City as a result of the Property Owner's failure
to maintain the BMP Facility or BMP Facilities.
8. It is the intent of the Parties to insure the proper maintenance of the BMP Facility or BMP
Facilities by the Property Owner; provided, however, that this Agreement shall not be deemed to
create or affect any additional liability of any party for damage alleged to result from or caused
by storm water runoff
9. Sediment accumulation and other waste materials resulting from the normal operation of the
BMP Facility or BMP Facilities shall be removed by the Property Owner. The Property Owner
will make arrangements at the Property Owner's expense for the removal and off-site disposal
of all accumulated sediments and other waste materials.
10. The Property Owner shall provide to the City, a transfer of maintenance letter signed by the
Grantor and the Grantee and witnessed by a public notary to document that all maintenance
responsibilities have been transferred and made aware of to the Grantee.
11. The Property Owner, its administrators, executors, successors, heirs and assigns hereby
indenuiifies and holds harmless the City and its authorized agents and employees for any and all
damages, accidents, casualties, occurrences or claims that might arise or be asserted against the
54

Administrative Manual.............................................................................July 2009
City from the construction, presence, existence or maintenance of the BMP Facility or BMP
Facilities by the Property Owner or the City. In the event a claim is asserted against the City, its
authorized agents or employees, the City shall promptly notify the Property Owner and the
Property Owner shall defend the City at the Property Owner's own expense any such claim. If
any judgment or claims against the City, its authorized agents or employees shall be allowed, the
Property Owner shall pay for all costs and expenses in connection herewith.
12. This Agreement shall be recorded by the Property Owner among the deed records of the
Mecklenburg County Register of Deeds and shall constitute a covenant running with the land
and shall be binding on the Property Owner, its administrators, executors, heirs, assigns and any
other successors in interest. The City will not release any certificates of occupancy for the
Property until such time that this Agreement has been recorded by the Property Owner with the
Register of Deeds in Mecklenburg County
13. This Agreement may be enforced by proceedings at law or in equity by or against the Parties
hereto and their respective successors in interest.
14. Invalidation of any one of the paragraphs of this Agreement shall in no way affect any other
paragraphs and all other paragraphs shall remain in full force and effect.
15. In such cases where development has been deemed single family residential by definition, the
Owner may partition the City to accept major maintenance responsibilities for the Best
Management Practices for that development only after a two year warranty period has expired
and the City has determined that the BMPs meet the design requirements of the BMP Design
Manual and Land Development Standards, and that all maintenance responsibilities have been
upheld during this two year period successfully. It is further understood that the owner will
continue to provide routine maintenance activities as identified in the Administrative Manual
after the City has agreed to accept the BMP for maintenance. Should at any time the City
discover that the owner has not performed the routine maintenance activities identified in the
Administrative Manual in an acceptable manor; the City will impose fines and remedies as
described in the regulations.
IN WITNESS WHEREOF, the Covenanter(s) have executed this Declaration of covenants as of this
1day of Q, 2—oii,
ATTEST:
(Signature)
-P-\CW A 4i N " uXZZZ i u
(Printed Name)
STATE OF Je r2 S e y
COUNTY OF
FOR THE CONVENANTER(S)
1 nfaA-C)
(Signature)
Printed Name and Title)
55

Administrative Manual.............................................................................July 2009
On this ,/ 7 '4 day of ,f 9.A/t-�A1ZLV 12011 , before me, the undersigned
officer, a Notary Public in and for the State and County aforesaid, personally appeared
i.v�/--v , who acknowledged 4lelf to be
of 15X, E, , andshe as such authorized to do so, executed
the foregoing instrument for the purposes therein contained by signing his name as
for said
Witness my hand and Notarial Seal
SEAL
My commission expires _
NOTARY PUBLIC OF NEW iERSE'y Notary Public
Seen and approved My Commission Exn .May G, 2015
(Governing Body)
Attachments: Exhibit A (Plat and Legal Description)
56

SIEMENS GAS TURBINE
MANUFACTURING FACILITY
EROSION CONTROL CALCULATIONS
Little Diversified Architectural Consulting
5815 Westpark Drive
Charlotte, NC 28217
PROJECT NO. 101-7410-00
December 3, 2010
Revised: January 19, 2011

REFERENCES:
1. North Carolina Department of Environment and Natural Resources. Erosion and
Sediment Control Planning and Design Manual, 2006.
2. "Erosion Control Plan" by Little Diversified Architectural Consultants.
3. North American Green Erosion Control Design Software, v4.3.1.
TERMS:
Q i o = 10 -year peak flow, (ft3/s)
cfs = cubic feet per second, (ft3/s)
C = runoff coefficient
i = rainfall intensity, (in)
A = drainage area, (acres)
t, = time of concentration, (min)
V = volume (ft)
AS = surface area of the basin, (ft)
g = acceleration due to gravity, (ft/sec2) = 32.2 ft/sec2
h = maximum head above the riser, (ft)
Q = hydraulic flow rate (cfs)
L = length, (ft)
d = diameter (ft)
La = length of rip rap apron, (ft)
do = diameter of outlet pipe, (ft)
dso = mean diameter of stone for outlet protection, (ft)
W = width of rip rap outlet (ft)
dma, = maximum stone diameter, (ft)
. o

I. PROPOSED SEDIMENT BASIN (SB -1) CALCULATIONS
GIVEN:
Minimum design storm = 25 -year
Drainage area for sediment basin = 23.61 acres
BASIN DIMENSIONS (SB -1):
Height of embankment = 7 ft < 15 ft therefore ok.
Exterior side slope = 3:1 > 2:1 therefore ok.
Interior side slope = 3:1 > 2:1 therefore ok.
Top width of embankment = 10 ft > 10 ft therefore ok
Freeboard = 2ft therefore ok.
CALCULATIONS:
[Ref: 1 ]
[Ref: 2]
1. Design Basin SB -1 to handle 25 -year storm
- Use rational method to determine peak flow based on conservatism and
drainage area being less than 100 acres. [Ref: 1]
a. Time of concentration:
Assume 5 min to account for early pipe installation.
[Ref: 2]
b. Determine rainfall intensity based on t,
- i = 8.02 inches/hour
c. Determine runoff coefficient, C
- C = 0.60(bare soil)
d. Determine peak flow (using rational method)
Q10 = CiA
Q,o = (0.60)(8.02in / hr)(23.6lacres)=113.61cfs
[Ref: 1, Table 8.03c]
[Ref: 1, Table 8.03b]

Sic tli'$1� � &«.`> l i..! ,' �h' s a � ,i.$ 1, 1
2. Determine Basin Volume
Vn1nmP fnr Cerliment Raein SR -1
Elevation [Ref: 21
Area [Ref: 2]
Height
Volume
583
5391
1
8,260
584
11,128
1
22,462
585
17,277
1
43,020
586
23,839
1
70,426
587
30,972
1
102,195
588
32,566
1
136,287
589
35,619
1
175,888
590
43,583
1
221,880
591
50,043
- Minimum required volume = 1,800 ft3 /acre [Ref: 1]
- Total volume required = (1,800 ft3/acre)(23.61 acres) = 42,498 ft3
- Total volume provided = 221,880 ft3
3. Check for sediment basin surface area.
- Surface area required = (0.01)(43,560)(113.61) = 49,489 sf [Ref: 1]
- Surface area provided = 50,043 sf
4. Basin Dewatering
- 1 to 3 day dewatering time
- Water storage volume = 42,498 ft3
- Use: 5" Faircloth Skimmer with 4" head:
Q = (0.6)( - � 6 Q
ti
Q = 0.3791 cfs
112,102 = 1.30 days
G-,37?1
a. 1.0<1.30< 3.0 therefore ok

5. Principle Spillway Discharge Capacity
Drainage Area= 23.61 ac.
Storm Event= 2 year
Tc= 5 min.
_ (0.60)(5.68)(23,61) = 80.46 cf s
6. Spillway Diameter:
QL= cLxs
80.46= 3.33 (L) (4).75)
L= 37.20'
L=nd
d=11.84'=142": Use (2) 72" CMP risers
7. Emergency Spillway
Storm Event= 25 year
Q25 = (0.60)(8.02in / hr)(23.6lacres)=113.61cfs
Width: 113.61 = (2.7)(L)(1.2)a
4
L= 32.12': Use L=33'
Velocity
113.61 =2.9 fps
1 Z)i 33
8. Anti -Seep Collar
- 2 collars equally spaced along the pipe, each at 2 x 48" = 8' x 8' square.
9. Antiflotation Block
.� 'r (2) + (6) 3
= 6 --i- (20) (12) (2) (62.4) _
F T= (9.25) Y 12 4) 1s
a. 65,445
b. ,T. F 1. _ (241)(12)(2)(1541) = 72,000 tbs
65,445 lbs < 72,000 lbs therefore ok.
Size of concrete anchor
Use 20ft x12ft x2ft thick concrete anchor.
10. Outlet Pipe Design
- Refer to Storm water Calculations.

II. PROPOSED SEDIMENT BASIN (SB -2) CALCULATIONS
GIVEN.-
Minimum
IVEN:Minimum design storm = 25 -year
Drainage area for sediment basin = 12.11 acres
BASIN DIMENSIONS (SB -2):
Height of embankment = 7ft < 15 ft therefore ok.
Exterior side slope = 3:1 > 2:1 therefore ok.
Interior side slope = 3:1 > 2:1 therefore ok.
Top width of embankment = 10 ft > 10 ft therefore ok
Freeboard = 2ft therefore ok.
CALCULATIONS:
[Ref: 1 ]
[Ref: 2]
1. Design Basin SB -2 to handle 25 -year storm
- Use rational method to determine peak flow based on conservatism and
drainage area being less than 100 acres. [Ref: 1]
e. Time of concentration:
Assume 5 min to account for early pipe installation.
[Ref: 2]
f. Determine rainfall intensity based on t,
- i = 8.02 inches/hour
g. Determine runoff coefficient, C
- C = 0.60(bare soil)
h. Determine peak flow (using rational method)
Q10 = CiA
Q10 = (0.60)(8.02in / hr)(12.1lacres) = 5827cfs
[Ref: 1, Table 8.03c]
[Ref: 1, Table 8.03b]

2. Determine Basin Volume
Vnlnme fnr CP.diment Racin SR -2
Elevation [Ref: 2]
Area [Ref: 2]
Height
Volume
598
3,300
1
7,614
599
11,927
1
25,927
600
24,700
1
51,329
601
26,103
1
78,160
602
27,560
1
109,261
603
34,641
1
145,100
604
37,037
1
183,379
- Minimum required volume = 1,800 ft3/acre [Ref: 1]
- Total volume required = (1,800 ft3/acre)(12.11 acres) = 21,798 ft3
- Total volume provided = 183,379ft3
3. Check for sediment basin surface area.
- Surface area required = (0.01)(43,560)(58.27) = 25,382 sf [Ref: 1]
- Surface area provided = 37,037 sf
4. Basin Dewatering
- 1 to 3 day dewatering time
- Water storage volume = 42,498 ft3
- Use: 3" Faircloth Skimmer with 3" head:
�—
Q =(0.6)0)(3)r 64.4(y3
4. 1Y 12.
Q = 0.118 C f .S
`1791 = 184,728 = 2.14 days
cale,
a. 1.0<2.14< 3.0 therefore ok

5. Principle Spillway Discharge Capacity
Drainage Area= 12.11 ac.
Storm Event= 2 year
Tc= 5 min.
Q4 = (0.60) (5.68) (12.11) _ 41..27 cf s
6. Spillway Diameter:
41.27=-3.33 (L) (0.75)
L=19.08'
L=nd
d=6'=72": Use (1) 72" CMP riser
7. Emergency Spillway
Storm Event= 25 year
Q25 = (0.60)(8.02in / hr)(12.1 lacres) = 58.27cfs
Width: 58.27 = (2.7)(L)(0.8)
L= 30.14': Use L=31'
8. Anti -Seep Collar
- 2 collars equally spaced along pipe, each at 2 x 36" = 6' x 6' square.
9. Antiflotation Block
a. T' F T_ (7.25) (,) (72) (10)(10)(2)] (62.4) = 25,346
b. 21 F � _ (10)(10)(2)(150) = 30,000 Ib5
25,346 lbs < 30,000 lbs therefore ok.
Size of concrete anchor
Use 8ft x8ft x1.5ft thick concrete anchor
10. Outlet Design
- Refer to Storm water Calculations.

SIEMENS GAS TURBINE
MANUFACTURING FACILITY
HYDRAULIC AND HYDROLOGIC CALCULATIONS
iL--io15
Little Diversified Architectural Consulting
5815 Westpark Drive
Charlotte, NC 28217
PROJECT NO. 101-7410-00
December 3, 2010
REVISED: January 19, 2011
REVISED: February 2, 2011

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City of Charlotte
Land Development Division
Post Construction Controls/Detention Worksheet
The following section is information that is required by the City's NPDES permit for permanent tracking
of proposed BMPs and compliance with the Post Construction Ordinance. Complete all information.
Project Name: Siemens Gas Turbine ManufacturingFacility acility Date: 11/30/2010
Project Address: 5101 Westinghouse Boulevard, Charlotte, NC
Subdivision Name (if different from above):
Phase: Final Phase
Developer Name: Siemens Ener
Development Type (circle one): Single -Family Multi -Family Mixed -Use ommercia Institutional
Owner Name: Siemens
Owner Address: 5101 Westinghouse Boulevard
Charlotte, NC 28273
Owner Phone: Main: (561) 962 _2160 Fax: ( ) -
Owner e-mail: iim.valde(i�siemens.com
Total Project Area: 40.30 acres Total Disturbed Area: 40.30 acres
Zoning: I-2
Watershed: Central Catawba Western Catawba X Yadkin Six Mile
Original Parcel ID(s):
% Built -Upon Area:
Stream Buffer Area:
Natural Area:
_13.37% total site)
Mitigation
Distressed Business Dist r' YON
Is site under one acre? Y N
Natural Area mitigation? Y
Revised: August 2008
Transit Station Area? YON
Total Phosphorous Mitigation? Y NO
Page 1 of 4

The following sections help to provide information on volume and peak controls for the site. Attach
BMP Inset tables and Design Procedure Forms for each BMP to show that each is sized appropriately
per the design requirements.
Project Description: Attach brief explanation of detention plans and any assumptions if necessary.
Addition of a new manufacturing warehouse, associated parking and required stormwater conveyance, quantity, and
quality controls for the Siemens property located on Westinghouse Blvd.
Following calculations are for Pond A.
PRE -DEVELOPED SUMMARY
Basin area: 23.61 ac. (Delineated on attached drainage area map)
Time of Concentration, Tcpre: 18.1 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, CnpCe: 81
POST -DEVELOPED SUMMARY
Basin area: 23.61 ac. (Delineated on attached drainage area map)
Time of Concentration, Tcpost: 5 min 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.
Runoff Coefficient, Rv- 0.752 Water Quality Volume, WQv (ac -ft)- _1.48 ac -ft
Curve Number, Cnpost: 94 Curve Number, CNpost(modised)- 97.56
Channel Protection Volume, CPv (ac -ft) - N/A_ CPv Release Rate (cfs) N/A
DETENTION SUMMARY
Computer Method Used*: HydroCAD v 8.5
*Land 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.
Note- 2 -year storm is required only for sites required detention per Chapter 12 of the zoning ordinance. If a
downstream analysis has been performed, submit complete justification for the results.
Revised: August 2008
Page 2 of 4
Pre (cfs)
Post (cfs)
Routed (cfs)
Elevation (Comments)
F,
N/A
39.91
0.95
590.75'
1 yr.
N/A
N/A
N/A
Not required - zoned industrial
2 yr.
27.45
86.74
20.64
591.32'
10 yr.
62.95
136.63
59.78
592.03'
25 yr.
80.31
160.79
76.86
592.30'
50 yr.
N/A
179.09
93.34
592.48'
100 yr.
N/A
N/A
N/A
N/A
Note- 2 -year storm is required only for sites required detention per Chapter 12 of the zoning ordinance. If a
downstream analysis has been performed, submit complete justification for the results.
Revised: August 2008
Page 2 of 4

PRE -DEVELOPED SUB -BASIN CALCULATIONS:
Sub -basin Name/Level: Pond A Pre Develo end(Coordinate with attached drainage area map)
Type of Flow
Travel Length (ft.)
Slope (%)
Mannings (n)
Time (min.)
Sheet Unpaved
100
3.00
0.240
12.30
Shallow Conc. (Unpaved)
117
3.40
16.1 ft/sec
0.7
Pie 18" diameter
95
1.00
0.012
0.2
Shallow Conc. (Unpaved)
755
2.78
16.1 ft/sec
4.7
Channel
145
3.50
0.022
0.2
23.61
CNPre= 81
TOTAL
N/A
N/A
N/A
Tc pre= 18.1
Acreage
Land Use
Soil Type
Hydrologic Group
CN
Weighted CN
(Acreage/Total Area) x (CN)
10.01
Grassed
Mecklenbur2
C
79
33.49
5.55
Im ervious
Mecklenburiz
C
98
23.04
8.06
Wooded
Mecklenburiz
C
73
24.92
Channel
23.61
CNPre= 81
POST -DEVELOPED SUB -BASIN CALCULATIONS:
Sub -basin Name/Level: Pond A Post Developed Area (Coordinate with attached drainage area map)
Type of Flow
Travel Length (ft.)
Slope (%)
Mannings (n)
Time (min.)
Sheet Unpaved
5.19
Grassed
Mecklenbur2
C
Sheet Paved
17.37
18.42
1 Im ervious
Mecklenbur2
Shallow Conc. (Unpaved)
98
76.46
Shallow Conc. Paved
Channel
Pipe
CNpost= 94
[--TOTAL
N/A
N/A
N/A
Tc post
Acreage
Land Use
Soil Type
Hydrologic Group
CN
Weighted CN
(Acreage/Total Area) x (CN)
5.19
Grassed
Mecklenbur2
C
79
17.37
18.42
1 Im ervious
Mecklenbur2
C
98
76.46
23.61
CNpost= 94
Revised: August 2008
Page 3 of 4

STORAGE / DISCHARGE CALCULATIONS
*(If applicable) Complete Underground Storage Volume Table
Elevation
Underground *
Above Ground
Total Ace. Volume (cf)
Weir 2/Em.
Ace. Volume for all
Structures (cf)
Area (sq. ft.)
Inc. Volume (cf)
Ace. Volume (cf)
(Above and
Underground)
589.50
N/A
39,669
0
0
(cfs)
590
N/A
43,583
20,563
20,563
20,563
591
N/A
48,400
45,992
66,554
66,554
592
N/A
66,553
57,477
124,031
124,031
593
N/A
75,850
71,202
195,232
195,232
Stage Discharge
Co= orifice coefficient: Cw = weir coefficient. Orifice Area unit shall be square feet (so.
Elevation /
Orifice 1
Orifice 2
Weir 1
Weir 2/Em.
Outlet
Emergency
Total Q
Stage
6.00" In.
8'x 1' In.
Ft.
Spillway
Control Pipe
Spillway
(cfs)
(ft)
589.50 Inv.
590.75 Inv.
Inv.
(Controlled by
48 Dia.
(Free flow out of
0.196 Area
8 sf Area
CW=
outlet pipe/strut[)
Length
Pond)
E--70.60
Co= 0.60
Ft.
_112
581.75 Inv.
30 Ft.
Inv.
Co= 0.50
592.10 Inv.
Cw=
Cw= varies
590.75
0.95
0
0.95
0
0.95
591.32
1.19
19.45
20.64
0
20.64
592.03
1.43
58.35
59.77
0
59.77
592.30
1.51
68.49
70.00
6.83
76.83
592.48
1.56
74.10
75.67
17.65
93.32
cRnPu.oTrE.
ENGINEERING & PROPERTY
MANAGEMENT
Land Development Division
600 East Fourth Street, Charlotte, North Carolina 28202-2844
Telephone: [phone] Fax: [phone] landpermits.charmeck.org
Revised: August 2008
Page 4 of 4

The following sections help to provide information on volume and peak controls for the site. Attach
BMP Inset tables and Design Procedure Forms for each BMP to show that each is sized appropriately
per the design requirements.
Project Description: Attach brief explanation of detention plans and any assumptions if necessary.
Addition of a new manufacturing warehouse, associated parking and required stormwater conveyance, quantity, and
quality controls for the Siemens property located on Westinghouse Blvd.
Following calculations are for Pond B.
PRE -DEVELOPED SUMMARY
Basin area: 12.11 ac. (Delineated on attached drainage area map)
Time of Concentration, Tcp1e: 21.2 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, CnpLe: 83
POST -DEVELOPED SUMMARY
Basin area: 12.11 ac. (Delineated on attached drainage area map)
Time of Concentration, Tcpost: 5 min 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.
Runoff Coefficient, Rv- 0.78 Water Quality Volume, WQv (ac -ft)- 0.79 ac -ft
Curve Number, Cnpost: 95 Curve Number, CNpost(modified)- 97.88
Channel Protection Volume, CPv (ac -ft) - _N/A_ CPv Release Rate (cfs) N/A
DETENTION SUMMARY
Computer Method Used*: HvdroCAD v 8.5
*Land Development Plan Review Staff will verb 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.
Note- 2 -year storm is required only for sites required detention per Chapter 12 of the zoning ordinance. If a
downstream analysis has been performed, submit complete justification for the results.
Revised: August 2008
Pagel of 3
Pre (cfs)
Post (cfs)
Routed (cfs)
Elevation (Comments)
1"
N/A
21.01
0.35
604.37'
1 yr.
N/A
N/A
N/A
Not required - zoned industrial
2 yr.
14.59
46.29
9.30
604.79'
10 yr.
32.18
71.48
30.82
605.35'
25 yr.
40.61
83.76
39.39
605.58'
50 yr.
N/A
93.05
49.43
605.72'
100 yr.
N/A
N/A
N/A
N/A
Note- 2 -year storm is required only for sites required detention per Chapter 12 of the zoning ordinance. If a
downstream analysis has been performed, submit complete justification for the results.
Revised: August 2008
Pagel of 3

PRE -DEVELOPED SUB -BASIN CALCULATIONS:
Sub -basin Name/Level: Pond A Pre Developed (Coordinate with attached drainage area map)
Type of Flow
Travel Length (ft.)
Slope (%)
Mannings (n)
Time (min.)
Sheet Unpaved
100
1.50
0.24
16.20
Shallow Conc. (unpaved)
225
4.00
16.1 ft/sec
1.20
Shallow Cone. wooded
270
5.60
5.0 ft/sec
3.80
Mecklenburiz
C
73
1 19.47
Channel
Pipe
F12.11 CNPre = 83
TOTAL
N/A
N/A
N/A
Tc pre= 21.2 min
Acreage
Land Use
Soil Type
Hydrologic Group
CN
Weighted CN
(Acreage/Total Area) x (CN)
5.23
Grassed
Mecklenbur2
C
79
34.12
3.65
Im ervious
Me klenbur2
C
98
29.54
3.23
Wooded
Mecklenburiz
C
73
1 19.47
Channel
Pipe
F12.11 CNPre = 83
POST -DEVELOPED SUB -BASIN CALCULATIONS:
Sub -basin Name/Level: Pond A Post Developed Area (Coordinate with attached drainage area map)
Type of Flow
Travel Length (ft.)
Slope (%)
Mannings (n)
Time (min.)
Sheet Unpaved
2.23
Grassed
Mecklenburg
C
Sheet Paved
14.55
9.88
Impervious
Mecklenburiz
Shallow Conc. (Unpaved)
98
79.95
Shallow Conc. Paved
Channel
Pipe
CNPOS= 95
TOTAL
N/A
N/A
N/A
Tc post = 5 min
Acreage
Land Use
Soil Type
Hydrologic Group
CN
Weighted CN
(Acreage/Total Area) x (CN)
2.23
Grassed
Mecklenburg
C
79
14.55
9.88
Impervious
Mecklenburiz
C
98
79.95
12.11
CNPOS= 95
Revised: August 2008
Page 2 of 3

STORAGE / DISCHARGE CALCULATIONS
*(If applicable) Complete Underground Storage Volume Table
Elevation
Underground *
Above Ground
Total Ace. Volume (cf)
Weir 2/Em.
Ace. Volume for all
Structures (cf)
Area (sq. ft.)
Inc. Volume (cf)
Ace. Volume (cf)
(Above and
Underground)
603.50
N/A
30,695
0
0
0
604
N/A
36,582
16,819
16,819
16,819
605
N/A
41,339
38,961
55,780
55,780
606
N/A
43,859
42,599
98,379
98,379
607
N/A
44,774
44,317
142,695
142,695
Stage Discharge
Elevation /
Orifice 1
Orifice 2
Weir 1
Weir 2/Em.
Outlet
Emergency
Total Q
Stage
4.00" In.
5' x 0.9' In.
Ft.
Spillway
Control Pipe
Spillway
(cfs)
(ft)
603.50 Inv.
604.37 Inv.
Inv.
(Controlled by
36 Dia.
(Free flow out of
0.087 Area
4.5 sf Area
Cw=
outlet pipe/struct)
pond)
C30
o= 0.60
Co= 0.60
Inv
_74_Length
597.00 Inv.
Ft.
Co= 0.50
603.50 Inv.
Cw=
Cw= varies
604.37
0.35
0
0.35
0
0.35
604.79
0.45
8.86
9.30
0
9.30
605.35
0.54
30.28
X
30.83
0
30.83
605.58
0.58
37.08
37.66
1.69
39.35
605.72
0.60
40.61
41.21
8.17
49.38
Co= orifice coefficient: Cw = weir coefficient. Orifice Area unit shall be square feet (sf).
cHnnLarrE.
ENGINEERING & PROPERTY
MANAGEMENT
Land Development Division
600 East Fourth Street, Charlotte, North Carolina 28202-2844
Telephone: [phone] Fax: [phone] landpermits.charmeck.org
Revised: August 2008
Page 3 of 3

OBJECTIVE:
Design a detention system to mitigate increased impervious on the Siemens Property
on Westinghouse Blvd. Two wet ponds will be designed to maintain pre -developed
flow for the 2 -year 6 -hour storm, 10 -year 6 -hour, and 25 -year 6 -hour storm events.
The systems will also have a 50 -year 6 -hour storm overflow and maintain at
minimum 1 -ft of freeboard, and control the 1 -in, 6 -hr storm.
DESIGN CONSIDERATIONS:
The pre -developed condition of the site has a number of very large trees, grassed area
and impervious area. The required water quality and water quantity control system is
being designed to meet City of Charlotte regulations.
REFERENCES:
1. Charlotte Mecklenburg Stormwater Design Manual, 1993.
2. North Carolina Department of Environment and Natural Resources Erosion and
Sediment Control Planning and Design Manual, 2006.
3. "Pre -Developed Drainage Map" by Little.
4. "Proposed Grading and Storm Drainage Plan," by Little.
5. HydroCAD, v8.5.
6. Web Soil Survey—Mecklenburg County GeoPortal, 2010
TERMS:
Px = x -year 24-hour rainfall, (in)
CN = SCS curve number
A = drainage area, (acres)
n = manning's coefficient
S = slope, (ft/ft)
v = velocity, (ft/s)
cfs = cubic feet per second
h = maximum head above the riser, (ft)
Q = hydraulic flow rate (cfs)
Cd = coefficient of contraction for the orifice
La = length of rip rap apron, (ft)
do = diameter of outlet pipe, (ft)
d5o = mean diameter of stone for outlet protection, (ft)
dmax = maximum stone diameter, (ft)
WQv = water quality volume, (ft)
CPQ = cannel protection volume, (ft)
W = width of rip rap apron (ft)

GIVEN/REQUIREMENTS:
Maintain pre -developed runoff rates for 2 -yr 6 -hr storm [Ref: 1 ]
Maintain pre -developed runoff rates for 10 -yr 6 -hr storm [Ref: 1 ]
Maintain pre -developed runoff rates for 25 -yr 6 -hr storm [Ref: 1 ]
P2 = 3.12 inches [Ref: 1 ]
Soil Hydrologic Group = C [Ref 6]
I. PRE -DEVELOPED FLOW CALCULATIONS:
Calculate composite Curve Number and Time of Concentration for pre -developed
conditions
1. Pond A Pre Developed Area
a. Pond A Pre Developed Area = 23.61 acres
b. Com osite curve number for Pond A Pre Develo ed Area
Soil Type
[Ref 6]
Land Cover
Area (acres)
[Ref: 2]
CN
C
Impervious
5.55
98
C
Grassed
10.01
79
C
Wooded
8.06
73
Fre-developed weighted CN = 81
c. Determine total pre -developed time of concentration
tc = 18.1 min :: See HyrdoCAD output
2. Pond B Pre Developed Area
a. Pond B Pre Developed Area = 12.11 acres
b. Composite curve number for Pond B Pre Develo ed Area
Soil Type
[Ref: 61
Land Cover
Area (acres)
[Ref: 2]
CN
C
Impervious
3.65
98
C
Grassed
5.23
79
C
Wooded
3.23
73
Fre-developed weighted CN = 83
c. Determine total pre -developed time of concentration
tc = 21.2 min :: See HydroCAD output
[Ref 3]
[Ref: 3,5]
[Ref: 3,5]
[Ref: 3 ]
[Ref: 3,5]
[Ref: 3,5]

S i 6
11. PRE -DEVELOPED HYDROLOGIC CONDITIONS:
1. Pond A Pre Developed Area —
Storm Event
Peak Outflow
(cfs)
2 -yr
27.45
10-
62.95
25 -yr
80.31
2. Pond B Pre Developed Area —
Storm Event
Peak Outflow
cfs)
2 -yr
14.59
10-
32.18
25 -yr
40.61
[Ref. 5]
[Ref.- 5]

III. POST -DEVELOPED FLOW CALCULATIONS:
1. Pond A Post Developed Area
a. Pond A Post Developed Area = 23.61 acres [Ref: 3]
b. Com osite curve number for Pond A Post Develo ed Area
Soil Type Land Cover Area (acres) CN
[Ref: 6] [Ref: 2]
C Grassed 5.19 79
C Impervious 18.42 98
Post -developed weighted CN = 94 [Ref: 3,5]
c. Determine total post -developed time of concentration
t, = 5 min:: assumed [Ref: 3]
2. Pond B Post Developed Area
a. Pond B Post Developed Area
= 12.11 acres [Ref: 3]
b. Composite curve number for
Pond B Post Develo ed Area
Soil Type Land Cover
Area (acres) CN
[Ref: 6]
[Ref: 2]
C Grassed
2.23 79
C Impervious
9.88 98
Post -developed weighted CN
= 95 [Ref: 3,5]
c. Determine total post -developed time of concentration
t, = 5.0 min:: assumed
[Ref: 3]

IV. POST -DEVELOPED HYDROLOGIC CONDITIONS:
1. Pond A Post Developed Area —
Storm Event
Peak Outflow
(cfs)
2 -yr
86.74
10-
136.63
25 -yr
160.79
2. Pond B Post Developed Area —
Storm Event
Peak Outflow
cfs)
2 -yr
46.29
10-
71.48
25 -yr
83.76
[Ref.- 5]
[Ref. 5]

Y ,s. i'1t€€
V. WET POND DESIGN:
3. Determine pond outlet structure sizes based on peak flow requirements.
A. Pond A Wet Pond
a. Compute WQv
18.42ac
_
IQ 0.78
23.61ac
R„=0.05+0.9*IQ=0.05+0.9(0.78)=0.752
_ 1.OR„A _ (1.0)(0.752)(23.61ac) —
W QU 12 12 — 1.48ac — ft = 24,469 f t3
WQv = 1.0 * R„ = 1.0(0.752) = 0.752 in
b. Compute Modified CN
1,000
CN,n = 10 + 5P + 10WQ„ — 10(WQv + 1.25WQ„P)1/2
1,000
CN,,, = 10 + 5(1.0) + 10(0.752) — 10[(0.752)2 + 1.25(0.752)(1.0)]12 97.56
c. Compute WQv Release Rate
WQ„ * 43,560 (1.48ac — ft)(43,560)
Release Rate = _ = 0.18cfs
99 hrs * 3,600sec/hr (99hrs)(3,600sec/hr)
d. Compute Pretreatment Volume
(imp area)(0.2) (18.42ac)(0.2)
Volume = 12 = 12 = 0.307ac — f t = 13,373 f t3
e. Compute PP,,
_ WQv _ 1.48ac — ft
PP„ 0.3 0.3 = 4.93ac — f t = 214,75 1 f t3
PP„ (required) = 215,75 1 f t3 — 13,373 f t3 = 202,378 f t3
L Compute WQ extended Detention Volume
�.'
.

Extended Detention Volume is greater of CP,, and PP,,. CP,, not required
because of I-1 zoning.
Ext. Det. Volume = PP„ = 214,751 f t3
Provided = 226,654ft3 (See below)
g. Compute Total Volume of Pond
Elevation [Ref: 2]
Area [Ref: 2]
Height
Inc. Volume
Cumulative
Volume
581.75
22,985
0.25
0
0
582
23,784
1
5,846
5,846
583
25,118
1
24,451
30,297
584
26,504
1
25,811
56,108
585
27,942
1
27,223
83,331
586
29,431
1
28,687
112,018
587
30,973
1
30,202
142,220
588
32,566
1
31,770
173,989
589
35,620
1
34,093
208,082
589.50
38,668
0.50
18,572
226,654 (PP,,)
590
43,583
0.50
20,563
247,217
591
48,400
1
45,992
293,208
592
66,553
1
57,477
350,685
593
75,850
1
71,202
421,886
h. Flow Information
[Ref: 5]
Storm Event
Peak Inflow
(cfs)
Peak Outflow
(cfs)
Peak Elev.
(ft)
Storage
(cu. ft.)
1 -in, 6 -hr
39.91
0.17
590.92
62,586
2- , 6 -hr
86.74
17.45
591.40
87,532
10- , 6 -hr
136.63
61.15
592.08
129,430
25 -yr, 6 -hr
160.79 1
81.59 1
592.34
146,897
50 -yr, 6 -hr
179.09 1
99.12
592.50
158,523
i. Outlet Summary
[Ref: 4,5]
Outlet
Type
Invert
Elevation
Size
1 -in, 6 -hr
Circular Orifice
589.50'
0 2.4"
2 -yr, 6 -hr
Rectangular Orifice
590.92'
8.0' x 1.0'
10 -yr, 6 -hr
Rectangular Orifice
590.92'
8.0' x 1.0'
25 -yr, 6 -hr
1 Broad -Crested Weir
592.10'
30'L
50 -yr, 6 -hr I
Broad -Crested Weir
592.10'
30'L

B. Pond B Wet Pond Design
a. Compute WQv
9.88ac
IQ = 12.11ac 0.816
R„=0.05+0.9*IQ=0.05+0.9(0.816)=0.78
_ 1.OR„ A (1.0)(0.78)(12.11ac) —
W Qv 12 12 — 0.79ac — f t = 34,482 f t3
WQ„=1.0*R„=1.0(0.78)=0.78 in
b. Compute Modified CN
1,000
CN,,, = 10 + 5P + 10WQ„ — 10(WQv + 1.25WQ„P)1/2
1,000
CN,,, = 10 + 5(1.0) + 10(0.78) — 10[(0.78)2 + 1.25(0.78)(1.0)]1/2 97.88
c. Compute WQv Release Rate
WQ„ * 43,560 (0.79ac — ft)(43,560)
Release Rate = _ = 0.01cfs
99 hrs * 3,600sec/hr (99hrs)(3,600sec/hr)
d. Compute Pretreatment Volume
(imp area)(0.2) (9.88ac)(0.2)
Volume = 12 = 12 = 0.165ac — ft = 7,173ft3
e. Compute PPv
WQ„ 0.79ac — f t
PP„ 0.3 0.3 = 2.63ac — ft = 114,708f t3
PP„ (required) = 114,708 f t3 — 7,173 f t3 = 107,535 f t3

f. Compute WQ extended Detention Volume
Extended Detention Volume is greater of CP,, and PP,,. CP,, not required
because of I-1 zoning.
Ext. Det. Volume = PP„ = 114,708 f t3
Provided = 116,52 9 f t3 (See below)
g. Compute Total Volume of Pond
Elevation [Ref: 2]
Area [Ref 2]
Height
Inc. Volume
Cumulative
Volume
597
20,798
1
604.44
33,249
598
22,014
1
21,406
21,406
599
23,255
1
22,634
44,040
600
24,521
1
23,888
67,928
601
25,812
1
25,166
93,094
602
27,128
1
26,470
119,564
603
34,303
1
30,716
150,280
603.50
30,695
0.50
16,250
166,529 (PP,.)
604
36,582
0.50
18,819
183,349
605
41,339
1
38,961
222,309
606
43,859
1
42,599
264,908
607 1
44,774
1
44,316
309,224
h. Flow Information
[Ref: 5]
Storm Event
Peak Inflow
(cfs)
Peak Outflow
(cfs)
Peak Elev.
(ft)
Storage
(cu. ft.)
1 -in, 6 -hr
21.01
0.10
604.44
33,249
2 -yr, 6 -hr
46.29
8.13
604.84
49,076
10- , 6 -hr
71.48
30.09
605.39
72,296
25- , 6 -hr
83.76
41.26
605.61
81,341
50 -yr, 6 -hr
1 93.05 1
51.98
605.74
87,085
i. Outlet Summary
[Ref: 4,5]
Outlet
Type
Invert
Elevation
Size
1 -in, 6 -hr
Circular Orifice
603.50'
O 2.0"
2 -yr, 6 -hr
Rectan lar Orifice
604.44'
5.0' x 1.0'
10 -yr, 6 -hr
Rectangular Orifice
604.44'
5.0' x 1.0'
25 -yr, 6 -hr
I Broad -Crested Weir
605.50'
30'L
50 -yr, 6 -hr
I Broad -Crested Weir 1
605.50'
30'L

VI. POST DEVELOPED SITE WITH POND HYDROLOGIC CONDITIONS
1. Pond A Post Developed Pond Area
Compare to Pond A Pre Developed Pond Area) —
Storm Event
Peak Outflow
(cfs)
2 -yr
17.45
1 0 -yr
61.15
25 -yr
81.59
2. Pond B Post Developed Pond Area
(Compare to Pond B Pre Developed Pond Area) —
Storm Event
Peak Outflow
(cfs)
2 -yr
8.13
10 -yr
30.09
25 -yr
41.26
VII. ANTIFLOTATION BLOCK CALCULATIONS
[Ref: 4]
[Ref: 4]
Pond A:
ZFyT =
[(4x4x10.75) + (5x5x1)] * 62.4 = 12,293 lbs
ZFyl =
[(4x4x10.75 — 3x3x10.75) + (5x5x1)] * 150 = 15,038 lbs
FS =
15,038 lbs _ 1.22
12,293 lbs
Pond B:
ZFyT = [(4x4x9.0) + (5x5x1)] * 62.4 = 10,546 lbs
ZFyl =
[(4x4x9.0 — 3x3x9.0) + (5x5x1)] * 150 = 13,200 lbs
FS =
13,200 lbs _ 1.25
10,546 lbs

VIII. SUMMARY
Pre -Developed Peak Flow
Post -Developed Peak Flow
Routed Post -Developed Peak
Subbasin
(cfs)
(cfs)
Flow (cfs)
1
2 -yr
86.74
10 -yr
136.63
25 -yr
160.79
2 -yr
86.74
10 -yr
136.63
2S -yr
160.79
2 -yr
17.45
10 -yr
1 61.15
25 -yr
81.59
2
1133.03
46.29
71.48
83.76
46.29
71.48
83.76
8.13
30.09
41.26
Total
208.11
244.55
133.03
208.11
244.55
25.58
91.24
122.85

(is) 20S
Pond A Pre Dev Pond B Pre Dev
Subcat Reach on Link Drainage Diagram for 2010-11-15 Hydrologic Analysis
Prepared by Little Diversified Architectural Consulting, Printed 11/30/2010
HydroCAD® 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC

2010-11-15 Hydrologic Analysis Charlotte 6 -hr 2 -yr 2 -yr Rainfall=2.28"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 1 S: Pond A Pre Dev
Runoff = 27.45 cfs @ 3.34 hrs, Volume= 1.594 af, Depth= 0.81"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6 -hr 2 -yr 2 -yr Rainfall=2.28"
Area (ac)
CN
Description
10.010
79.00
50-75% Grass cover, Fair, HSG C
5.550
98.00
Paved parking & roofs
8.060
73.00
Woods, Fair, HSG C
23.620
81.42
Weighted Average
18.070
Pervious Area
5.550
Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
min
(feet)
(ft/ft)
(ft/sec)
(cfs)
12.3
100
0.0300
0.14
Sheet Flow,
Grass: Dense n= 0.240 P2= 3.12"
0.7
117
0.0340
2.97
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.2
95
0.0100
6.44
11.38
Circular Channel (pipe),
4.7
755
0.0278
2.68
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.012
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.2
145
0.0350
10.43
156.47
Channel Flow,
Area= 15.0 sf Perim= 20.0' r= 0.75'
n= 0.022 Earth, clean & straight
18.1
1,212
Total

2010-11-15 Hydrologic Analysis Charlotte 6 -hr 2 -yr 2 -yr Rainfall=2.28"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Page 2
Subcatchment 1S: Pond A Pre Dev
Hvdroaraoh
v Gu Isu 14U 150 160 170
Time (hours)
— Runoff

2010-11-15 Hydrologic Analysis Charlotte 6 -hr 10 -yr 10 -yr Rainfall=3.72"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCADO 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 1S: Pond A Pre Dev
Runoff = 62.95 cfs @ 3.32 hrs, Volume= 3.780 af, Depth= 1.92"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6 -hr 10 -yr 10 -yr Rainfall=3.72"
Area (ac)
CN
Description
10.010
79.00
50-75% Grass cover, Fair, HSG C
5.550
98.00
Paved parking & roofs
8.060
73.00
Woods, Fair, HSG C
23.620
81.42
Weighted Average
18.070
Pervious Area
5.550
1 117
Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
min
(feet)
(ft/ft)
(ft/sec)
(cfs)
12.3
100
0.0300
0.14
Sheet Flow,
0.7
1 117
0.0340
2.97
Grass: Dense n= 0.240 P2= 3.12"
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.2
95
0.0100
6.44
11.38
Circular Channel (pipe),
4.7
755
0.0278
2.68
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.012
Shallow Concentrated Flow,
0.2
145
0.0350
10.43
156.47
Unpaved Kv= 16.1 fps
Channel Flow,
Area= 15.0 sf Perim= 20.0' r= 0.75'
n= 0.022 Earth, clean & strai ht
18.1
1,212
Total

2010-11-15 Hydrologic Analysis Charlotte 6 -hr 10 -yr 10 -yr Rainfall=3.72"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Page 2
w
v
3
0
LL
Subcatchment 1S: Pond A Pre Dev
Hvdroarmh
'iu icu -IOU 14U 150 160 170
Time (hours)
— Runoff

2010-11-15 Hydrologic Analysis Charlotte 6 -hr 25 -yr 25 -yr Rainfall=4.38"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 1S: Pond A Pre Dev
Runoff = 80.31 cfs @ 3.32 hrs, Volume= 4.882 af, Depth= 2.48"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6 -hr 25 -yr 25 -yr Rainfall=4.38"
Area (ac)
CN
Description
10.010
79.00
50-75% Grass cover, Fair, HSG C
5.550
98.00
Paved parking & roofs
8.060
73.00
Woods, Fair, HSG C
23.620
81.42
Weighted Average
18.070
Pervious Area
5.550
117
Impervious Area
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
12.3
100
0.0300
0.14
Sheet Flow,
0.7
117
0.0340
2.97
Grass: Dense n= 0.240 P2= 3.12"
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.2
95
0.0100
6.44
11.38
Circular Channel (pipe),
4.7
755
0.0278
2.68
Diam= 18.0" Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.012
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.2
145
0.0350
10.43
156.47
Channel Flow,
Area= 15.0 sf Perim= 20.0' r= 0.75'
n= 0.022 Earth, clean & straight
18.1
1,212
Total

2010-11-15 Hydrologic Analysis Charlotte 6 -hr 25 -yr 25 -yr Rainfall=4.38"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC Paqe 2
Subcatchment 1S: Pond A Pre Dev
Hydrograph
— Runoff
-- �� vv iv au VU 1UU 110 120 130 140 150 160 170
Time (hours)

2010-11-15 Hydrologic Analysis Charlotte 6 -hr 2 -yr 2 -yr Rainfall=2.28"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 2S: Pond B Pre Dev
Runoff = 14.59 cfs @ 3.37 hrs, Volume= 0.908 af, Depth= 0.90"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6 -hr 2 -yr 2 -yr Rainfall=2.28"
Area (ac)
CN
Description
5.230
79.00
50-75% Grass cover, Fair, HSG C
3.650
98.00
Paved parking & roofs
3.220
73.00
Woods, Fair, HSG C
12.100
83.13
Weighted Average
8.450
8
Pervious Area
3.650
Grass: Dense n= 0.240 P2= 3.12"
Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
min
(feet)
(ft/ft)
(ft/sec)
(cfs)
16.2
100
0.0150
0.10
Sheet Flow,
Runoff Area=12.100 ac
8
Runoff Volume=0.908 of
Grass: Dense n= 0.240 P2= 3.12"
1.2
225
0.0400
3.22
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.8
270
0.0560
1.18
Shallow Concentrated Flow,
Woodland Kv= 5.0 fr)s
21.2 595 Total
Subcatchment 2S: Pond B Pre Dev
Hydrograph
is.
14.59 cfs
4-
3-
Charlotte 6 -hr
2',
2 -yr 2 -yr
1
Rainfall=2.28"
o-
91
Runoff Area=12.100 ac
8
Runoff Volume=0.908 of
'
Runoff Depth=0.90"
6'
5
Flow Length=595'
4 Tc=21.2 min
3 CN=83.13
0 10 90 3n en �n c�
- -- u au au 1UU 110 120 130 140 150 160 170
Time (hours)
— Runoff

2010-11-15 Hydrologic Analysis Charlotte 6 -hr 10 -yr 10 -yr Rainfall=3.72"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 2S: Pond B Pre Dev
Runoff = 32.18 cfs @ 3.37 hrs, Volume= 2.073 af, Depth= 2.06"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6 -hr 10 -yr 10 -yr Rainfall=3.72"
Area (ac)
CN
Description
5.230
79.00
50-75% Grass cover, Fair, HSG C
3.650
98.00
Paved parking & roofs
3.220
73.00
Woods, Fair, HSG C
12.100
83.13
Weighted Average
8.450
225
Pervious Area
3.650
Grass: Dense n= 0.240 P2= 3.12"
Shallow Concentrated Flow,
Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
16.2
100
0.0150
0.10
Sheet Flow,
1.2
225
0.0400
3.22
Grass: Dense n= 0.240 P2= 3.12"
Shallow Concentrated Flow,
3.8
270
0.0560
1.18
Unpaved Kv= 16.1 fps
Shallow Concentrated Flow,
CN=83.13
6-
_4
Woodland Kv= 5.0 fps
21.2
595
Total
2-'
Subcatchment 2S: Pond B Pre Dev
Hydrograph
32.18
32-
cfs
—Runoff
30-
_
Charlotte 6 -hr 10 -yr 10 yr
28-
26
Rainfail=3.72"
24 -
Runoff Area=12.100 ac
22-
4 20
Runoff Volume=2.073 of
'$
Runoff Depth=2.06"
T 16
14
Flow Length -5951
12
Tc=21.2 m i n
s;
CN=83.13
6-
_4
4,
2-'
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)

2010-11-15 Hydrologic Analysis Charlotte 6 -hr 25 -yr 25 -yr Rainfall=4.38"
Prepared by Little Diversified Architectural Consulting Printed 11/24/2010
HydroCAD® 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 2S: Pond B Pre Dev
Runoff = 40.61 cfs @ 3.37 hrs, Volume= 2.653 af, Depth= 2.63"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6 -hr 25 -yr 25 -yr Rainfall=4.38"
Area (ac)
CN
Description
5.230
79.00
50-75% Grass cover, Fair, HSG C
3.650
98.00
Paved parking & roofs
3.220
73.00
Woods, Fair, HSG C
12.100
83.13
Weighted Average
8.450
..off Depth=2.63"
Pervious Area
3.650
Grass: Dense n= 0.240 P2= 3.12"
Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
16.2
100
0.0150
0.10
Sheet Flow,
..off Depth=2.63"
18
,8
Grass: Dense n= 0.240 P2= 3.12"
1.2
225
0.0400
3.22
Shallow Concentrated Flow,
CN=83.13
10-
Unpaved Kv= 16.1 fps
3.8
270
0.0560
1.18
Shallow Concentrated Flow,
4
2-
0-1
Woodland Kv= 5.0 fps
21.2 595 Total
w
0
M
Subcatchment 2S: Pond B Pre Dev
Hydrograph
as
40.61 cfs
40.:
38`
Charlotte 6 -hr 25 -yr 25 -yr
36-:.
Rainfall=4.38"
32
30
Runoff Area=_12,1.00 .ac
28-
26
Runoff Volume=2.653 of
22Run
..off Depth=2.63"
18
,8
Flow Length=595'
,6,
14
Tc=21.2 min
12:`
CN=83.13
10-
8
6'
4
2-
0-1
cu �u 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)
— Runoff

3S) (4S
Pond A Post Dev Pond B Post
5P\ /6P
Pond A Pond B
Subcat Reach on Link
Dev

2011-01-19 Hydrologic Analysis Charlotte 6 -hr 1 -in 1 -in Rainfall=1.00"
Prepared by Little Diversified Architectural Consulting Printed 1/14/2011
HydroCADO 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 3S: Pond A Post Dev
Runoff = 39.91 cfs @ 3.15 hrs, Volume= 1.480 af, Depth= 0.75"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6 -hr 1 -in 1 -in Rainfall=1.00"
Area (ac)
CN
Description
0.000
94.00
Post -Developed CN
23.610
97.56
Post -Developed Modified CN
23.610
97.56
Weighted Average
23.610
Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: Pond A Post Dev
Hydroaranh
10 20 30 An n CM �n
— 11V IZU 1sU 14U 150 160 170
Time (hours)
Runoff

2011-01-19 Hydrologic Analysis Charlotte 6 -hr 2 -yr 2 -yr Rainfall=2.28"
Prepared by Little Diversified Architectural Consulting Printed 1/14/2011
HydroCAD® 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 3S: Pond A Post Dev
Runoff = 86.74 cfs @ 3.15 hrs, Volume= 3.266 af, Depth= 1.66"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6 -hr 2 -yr 2 -yr Rainfall=2.28"
Area (ac) CN Description
23.610 94.00 Post -Developed CN
0.000 97.56 Post -Developed Modified CN
23.610 94.00 Weighted Average
23.610 Pervious Area
Tc Length Slope Velocity Capacity Description
min (feet) Oft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: Pond A Post Dev
Hydrograph
in 7n on •n
w ZIU iuu n u 1ZU 130 140 150 160 170
Time (hours)
Runoff

2011-01-19 Hydrologic Analysis Charlotte 6 -hr 10 -yr 10 -yr Rainfall=3.72"
Prepared by Little Diversified Architectural Consulting Printed 1/14/2011
HydroCAD® 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 3S: Pond A Post Dev
Runoff = 136.63 cfs @ 3.15 hrs, Volume= 6.002 af, Depth= 3.05'
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6 -hr 10 -yr 10 -yr Rainfall=3.72"
Area (ac) CN Description
23.610 94.00 Post -Developed CN
0.000 97.56 Post -Developed Modified CN
23.610 94.00 Weighted Average
23.610 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
w
u
3
0
LL
Subcatchment 3S: Pond A Post Dev
Hydrograph
n 1n on on
OU aU iUU llu 1ZU 130 140 150 160 170
Time (hours)
Runoff

2011-01-19 Hydrologic Analysis Charlotte 6 -hr 25 -yr 25 -yr Rainfall=4.38"
Prepared by Little Diversified Architectural Consulting Printed 1/14/2011
HydroCAD® 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 3S: Pond A Post Dev
Runoff = 160.79 cfs @ 3.15 hrs, Volume= 7.275 af, Depth= 3.70"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6 -hr 25 -yr 25 -yr Rainfall=4.38"
Area (ac) CN Description
23.610 94.00 Post -Developed CN
0.000 97.56 Post -Developed Modified CN
23.610 94.00 Weighted Average
23.610 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
N
w
u
3
0
LL
Subcatchment 3S: Pond A Post Dev
HArouraph
iv ou au iuu 1IU 120 130 140 150 160 170
Time (hours)
Runoff

2011-01-19 Hydrologic Analysis Charlotte 6 -hr 50 -yr 50 -yr Rainfall=4.92"
Prepared by Little Diversified Architectural Consulting Printed 1/14/2011
HydroCAD® 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 3S: Pond A Post Dev
Runoff = 179.09 cfs @ 3.15 hrs, Volume= 8.321 af, Depth= 4.23"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6 -hr 50 -yr 50 -yr Rainfall=4.92"
Area (ac) CN Description
23.610 94.00 Post -Developed CN
0.000 97.56 Post -Developed Modified CN
23.610 94.00 Weighted Average
23.610 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
a
3
0
LL
Subcatchment 3S: Pond A Post Dev
Hydrograph
UV I au W 100 110 120 130 140 150 160 170
Time (hours)
— Runoff

2011-01-19 Hydrologic Analysis Charlotte 6 -hr 1 -in 1 -in Rainfall=1.00"
Prepared by Little Diversified Architectural Consulting Printed 1/14/2011
HydroCADO 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 4S: Pond B Post Dev
Runoff = 21.01 cfs @ 3.15 hrs, Volume= 0.787 af, Depth= 0.78"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6 -hr 1 -in 1 -in Rainfall=1.00"
Area (ac) CN Description
0.000 95.00 Post Developed CN
12.110 97.88 Post Developed Modified CN
12.110 97.88 Weighted Average
12.110 Pervious Area
Tc Length Slope Velocity Capacity Description
min (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: Pond B Post Dev
Hydrograph
0 1n 9n in nn —
--
Tiw me (hours) 1ivv IIV tU 13U 14U 150 160 170
Runoff

2011-01-19 Hydrologic Analysis Charlotte 6 -hr 2 -yr 2 -yr Rainfall=2.28"
Prepared by Little Diversified Architectural Consulting Printed 1/14/2011
HydroCAD® 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 4S: Pond B Post Dev
Runoff = 46.29 cfs @ 3.15 hrs, Volume= 1.767 af, Depth= 1.75"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6 -hr 2 -yr 2 -yr Rainfall=2.28"
Area (ac) CN Description
12.110 95.00 Post Developed CN
0.000 97.88 Post Developed Modified CN
12.110 95.00 Weighted Average
12.110 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: Pond B Post Dev
Hydrograph
iv zu au 4u ou bU /U BU 90 100 110 120 130 140 150 160 170
Time (hours)
Runoff

2011-01-19 Hydrologic Analysis Charlotte 6 -hr 10 -yr 10 -yr Rainfall=3.72"
Prepared by Little Diversified Architectural Consulting Printed 1/14/2011
HydroCADO 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 4S: Pond B Post Dev
Runoff = 71.48 cfs @ 3.15 hrs, Volume= 3.184 af, Depth= 3.16"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6 -hr 10 -yr 10 -yr Rainfall=3.72"
Area (ac) CN Description
12.110 95.00 Post Developed CN
0.000 97.88 Post Developed Modified CN
12.110 95.00 Weighted Average
12.110 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
N
u
3
0
M
Subcatchment 4S: Pond B Post Dev
Hvdroaraph
71.48 cfs
'0
;5-
Charlotte 6 -hr 10 -yr 10 -yr
;0 Rainfall=3.72"
5 Runoff Area=12.110 ac
,0.:
5 Runoff Volume=3.184 of
0 Runoff Depth=3.16"
5,
Tc=5.0 min
0-
5- CN=95.00
011
5,
0.:
5
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 1&0 160 170
Time (hours)
Runoff

2011-01-19 Hydrologic Analysis Charlotte 6 -hr 25 -yr 25 -yr Rainfall=4.38"
Prepared by Little Diversified Architectural Consulting Printed 1/14/2011
HydroCAD® 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 4S: Pond B Post Dev
Runoff = 83.76 cfs @ 3.15 hrs, Volume= 3.841 af, Depth= 3.81"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6 -hr 25 -yr 25 -yr Rainfall=4.38"
Area (ac) CN Description
12.110 95.00 Post Developed CN
0.000 97.88 Post Developed Modified CN
12.110 95.00 Weighted Average
12.110 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 4S: Pond B Post Dev
Hydrograph
n 1n 9n Qn —
--
VU iuu riu izu 130 140 150 160 170
Time (hours)
Runoff

2011-01-19 Hydrologic Analysis Charlotte 6 -hr 50 -yr 50 -yr Rainfall=4.92"
Prepared by Little Diversified Architectural Consulting Printed 1/14/2011
HydroCAD® 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 4S: Pond B Post Dev
Runoff = 93.05 cfs @ 3.15 hrs, Volume= 4.380 af, Depth= 4.34"
Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Charlotte 6 -hr 50 -yr 50 -yr Rainfall=4.92"
Area (ac) CN Description
12.110 95.00 Post Developed CN
0.000 97.88 Post Developed Modified CN
12.110 95.00 Weighted Average
12.110 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
N
w
u
3
0
LL
0"4
n
Subcatchment 4S: Pond B Post Dev
Hydrograph
-- -- �� U au W IUU 110 120 130 140 150 160 170
Time (hours)
Runoff

2011-01-19 Hydrologic Analysis Charlotte 6 -hr 1 -in 1 -in Rainfall=1.00"
Prepared by Little Diversified Architectural Consulting Printed 1/14/2011
HydroCADO 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC Page 1
Summary for Pond 5P: Pond A
Inflow Area = 23.610 ac, 0.00% Impervious, Inflow Depth = 0.75" for 1 -in event
Inflow = 39.91 cfs @ 3.15 hrs, Volume= 1.480 of
Outflow = 0.95 cfs @ 5.70 hrs, Volume= 1.462 af, Atten= 98%, Lag= 153.2 min
Primary = 0.95 cfs @ 5.70 hrs, Volume= 1.462 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Peak Elev= 590.75'@ 5.70 hrs Surf.Area= 47,201 sf Storage= 54,660 cf
Plug -Flow detention time= 922.7 min calculated for 1.462 of (99% of inflow)
Center -of -Mass det. time= 921.4 min ( 1,126.3 - 204.9 )
Volume Invert Avail.Storage Storage Description
#1 589.50' 195,232 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
589.50 38,668 0 0
590.00 43,583 20,563 20,563
591.00 48,400 45,992 66,554
592.00 66,553 57,477 124,031
593.00 75,850 71,202 195,232
Device Routing Invert Outlet Devices
#1 Primary 581.75' 48.0" x 112.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 581.19' S= 0.00507' Cc= 0.900 n= 0.013
#2 Device 1 589.50' 6.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 590.92' 8.00' W x 1.00'H Vert. Orifice/Grate X 2.00 C=0.600
#4 Secondary 592.10' 30.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=0.95 cfs @ 5.70 hrs HW=590.75' (Free Discharge)
t-1=Culvert (Passes 0.95 cfs of 160.10 cfs potential flow)
1:'
=Orifice/Grate (Orifice Controls 0.95 cfs @ 4.82 fps)
3=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=589.50' (Free Discharge)
T-4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

2011-01-19 Hydrologic Analysis Charlotte 6 -hr 1 -in 1 -in Rainfall=1.00"
Prepared by Little Diversified Architectural Consulting Printed 1/14/2011
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Page 2
Pond 5P: Pond A
Hydrograph
44
39.91
cfs
— Inflow
40"
Outflow
— Primary
38=
inflow Area=23.610 ac
-Secondary
36
Peak Elev=590,75'
33
30
Stora d
28-
ge=54,660
26 .
H
v 24 ,
3 22
u 20
18
16
14
12'
.......
1011--
8
6-
4-
cfs fs
0.00
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)

2011-01-19 Hydrologic Analysis Charlotte 6 -hr 1 -in 1 -in Rainfall=1.00"
Prepared by Little Diversified Architectural Consulting Printed 1/14/2011
HydroCAD® 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC
Pond 5P: Pond A
Hyd W -Ph
SxaMeOUMow
ry
Inflow Area=23.610 ac
Peak Elev=590.75'
Storage=54,660 cf
2hrs 1 z, 1 w ., m.°...ss ,a ,s 99hrs
Volume Removed = 55,656 cf
Total WQv = 64,469 cf
% Remaining = (64,469-55,656)/(64,469)
% Remaining = 13.67%

2011-01-19 Hydrologic Analysis Charlotte 6 -hr 2 -yr 2 -yr Rainfall=2.28"
Prepared by Little Diversified Architectural Consulting Printed 1/14/2011
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Page 1
Summary for Pond 5P: Pond A
Inflow Area = 23.610 ac, 0.00% Impervious, Inflow Depth = 1.66" for 2 -yr event
Inflow = 86.74 cfs @ 3.15 hrs, Volume= 3.266 of
Outflow = 20.64 cfs @ 3.38 hrs, Volume= 3.248 af, Atten= 76%, Lag= 13.9 min
Primary = 20.64 cfs @ 3.38 hrs, Volume= 3.248 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Peak Elev= 591.32'@ 3.38 hrs Surf.Area= 54,250 sf Storage= 83,095 cf
Plug -Flow detention time= 459.8 min calculated for 3.248 of (99% of inflow)
Center -of -Mass det. time= 459.5 min ( 665.6 - 206.1 )
Volume Invert Avail.Storage Storage Description
#1 589.50' 195,232 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
589.50 38,668 0 0
590.00 43,583 20,563 20,563
591.00 48,400 45,992 66,554
592.00 66,553 57,477 124,031
593.00 75,850 71,202 195,232
Device Routing Invert Outlet Devices
#1 Primary 581.75' 48.0" x 112.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 581.19' S= 0.00507' Cc= 0.900 n= 0.013
#2 Device 1 589.50' 6.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 590.75' 7.00' W x 1.00'H Vert. Orifice/Grate X 2.00 C=0.600
#4 Secondary 592.10' 30.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=20.64 cfs @ 3.38 hrs HW=591.32' (Free Discharge)
L1=Culvert (Passes 20.64 cfs of 166.50 cfs potential flow)
�__3=Orifice/Grate
2=Orifice/Grate (Orifice Controls 1.19 cfs @ 6.04 fps)
(Orifice Controls 19.45 cfs @ 2.43 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=589.50' (Free Discharge)
t-4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

2011-01-19 Hydrologic Analysis Charlotte 6 -hr 2 -yr 2 -yr Rainfall=2.28"
Prepared by Little Diversified Architectural Consulting Printed 1/14/2011
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Page 2
Pond 5P: Pond A
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)
Hydrograph
95
— Inflow
86.74 cfs'
— Outflow
85-.
Inflow Area=23.61 0 ac
— Primary
-Secondary
so=
770-
Peak Elev=591.32'
68-�
Storage=83,095 cf
60-:
a 55 "
50
0 45
LL
40-
35-
30-
20.64 cfs
120.64
20
15
10--
0.00 cfs
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)

2011-01-19 Hydrologic Analysis Charlotte 6 -hr 10 -yr 10 -yr Rainfall=3.72"
Prepared by Little Diversified Architectural Consulting Printed 1/14/2011
HydroCAD® 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC Page 3
Summary for Pond 5P: Pond A
Inflow Area = 23.610 ac, 0.00% Impervious, Inflow Depth = 3.05" for 10 -yr event
Inflow = 136.63 cfs @ 3.15 hrs, Volume= 6.002 of
Outflow = 59.78 cfs @ 3.30 hrs, Volume= 5.984 af, Atten= 56%, Lag= 9.1 min
Primary = 59.78 cfs @ 3.30 hrs, Volume= 5.984 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Peak Elev= 592.03'@3.30 hrs Surf.Area= 66,816 sf Storage= 125,918 cf
Plug -Flow detention time= 265.6 min calculated for 5.984 of (100% of inflow)
Center -of -Mass det. time= 265.1 min ( 466.8 - 201.7 )
Volume Invert Avail.Storage Storage Description
#1 589.50' 195,232 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
589.50 38,668 0 0
590.00 43,583 20,563 20,563
591.00 48,400 45,992 66,554
592.00 66,553 57,477 124,031
593.00 75,850 71,202 195,232
Device Routing Invert Outlet Devices
#1 Primary 581.75' 48.0" x 112.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 581.19' S=0.0050'/' Cc= 0.900 n=0.013
#2 Device 1 589.50' 6.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 590.75' 7.00' W x 1.00'H Vert. Orifice/Grate X 2.00 C=0.600
#4 Secondary 592.10' 30.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=59.77 cfs @ 3.30 hrs HW=592.03' (Free Discharge)
't-1 =Culvert (Passes 59.77 cfs of 174.09 cfs potential flow)
2=Orifice/Grate (Orifice Controls 1.43 cfs @ 7.27 fps)
t3=Orifice/Grate
(Orifice Controls 58.35 cfs @ 4.17 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=589.50' (Free Discharge)
L4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

2011-01-19 Hydrologic Analysis Charlotte 6 -hr 10 -yr 10 -yr Rainfall=3.72"
Prepared by Little Diversified Architectural Consulting Printed 1/14/2011
HydroCADO 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC Page 4

2011-01-19 Hydrologic Analysis Charlotte 6 -hr 25 -yr 25 -yr Rainfall=4.38"
Prepared by Little Diversified Architectural Consulting Printed 1/14/2011
HydroCAD® 8.50 s/n 005440 ©2007 HydroCAD Software Solutions LLC Page 5
Summary for Pond 5P: Pond A
Inflow Area = 23.610 ac, 0.00% Impervious, Inflow Depth= 3.70" for 25 -yr event
Inflow = 160.79 cfs @ 3.15 hrs, Volume= 7.275 of
Outflow = 76.86 cfs @ 3.28 hrs, Volume= 7.257 af, Atten= 52%, Lag= 8.2 min
Primary = 70.01 cfs @ 3.28 hrs, Volume= 7.165 of
Secondary = 6.85 cfs @ 3.28 hrs, Volume= 0.091 of
Routing by Stor-Ind method, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Peak Elev= 592.30'@ 3.28 hrs Surf.Area= 69,371 sf Storage= 144,633 cf
Plug -Flow detention time= 225.2 min calculated for 7.257 of (100% of inflow)
Center -of -Mass det. time= 224.8 min ( 425.4 - 200.7 )
Volume Invert Avail.Storage Storage Description
#1 589.50' 195,232 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
589.50 38,668 0 0
590.00 43,583 20,563 20,563
591.00 48,400 45,992 66,554
592.00 66,553 57,477 124,031
593.00 75,850 71,202 195,232
Device Routing Invert Outlet Devices
#1 Primary 581.75' 48.0" x 112.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 581.19' S=0.0050'/' Cc= 0.900 n=0.013
#2 Device 1 589.50' 6.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 590.75' 7.00' W x 1.00'H Vert. Orifice/Grate X 2.00 C=0.600
#4 Secondary 592.10' 30.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=70.00 cfs @ 3.28 hrs HW=592.30' (Free Discharge)
t-1=Culvert (Passes 70.00 cfs of 176.95 cfs potential flow)
�2=Orifice/Grate (Orifice Controls 1.51 cfs @ 7.69 fps)
3=Orifice/Grate (Orifice Controls 68.49 cfs @ 4.89 fps)
Secondary OutFlow Max=6.83 cfs @ 3.28 hrs HW=592.30' (Free Discharge)
t- 4=Broad-Crested Rectangular Weir (Weir Controls 6.83 cfs @ 1.12 fps)

2011-01-19 Hydrologic Analysis Charlotte 6 -hr 25 -yr 25 -yr Rainfall=4.38"
Prepared by Little Diversified Architectural Consulting Printed 1/14/2011
HydroCAD® 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC Page 6

2011-01-19 Hydrologic Analysis Charlotte 6 -hr 50 -yr 50 -yr Rainfall=4.92"
Prepared by Little Diversified Architectural Consulting Printed 1/14/2011
HydroCAD® 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC Page 7
Summary for Pond 5P: Pond A
Inflow Area = 23.610 ac, 0.00% Impervious, Inflow Depth= 4.23" for 50 -yr event
Inflow = 179.09 cfs @ 3.15 hrs, Volume= 8.321 of
Outflow = 93.34 cfs @ 3.27 hrs, Volume= 8.303 af, Atten= 48%, Lag= 7.3 min
Primary = 75.67 cfs @ 3.27 hrs, Volume= 8.003 of
Secondary = 17.66 cfs @ 3.27 hrs, Volume= 0.300 of
Routing by Stor-Ind method, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Peak Elev= 592.48'@ 3.27 hrs Surf.Area= 70,980 sf Storage= 156,776 cf
Plug -Flow detention time= 200.8 min calculated for 8.303 of (100% of inflow)
Center -of -Mass det. time= 200.4 min ( 400.4 - 200.0 )
Volume Invert Avail.Storage Storage Description
#1 589.50' 195,232 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
589.50 38,668 0 0
590.00 43,583 20,563 20,563
591.00 48,400 45,992 66,554
592.00 66,553 57,477 124,031
593.00 75,850 71,202 195,232
Device Routing Invert Outlet Devices
#1 Primary 581.75' 48.0" x 112.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 581.19' S=0.0050'/' Cc= 0.900 n=0.013
#2 Device 1 589.50' 6.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 590.75' 7.00' W x 1.00'H Vert. Orifice/Grate X 2.00 C=0.600
#4 Secondary 592.10' 30.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=75.67 cfs @ 3.27 hrs HW=592.48' (Free Discharge)
L1=Culvert (Passes 75.67 cfs of 178.74 cfs potential flow)
N
=Orifice/Grate (Orifice Controls 1.56 cfs @ 7.95 fps)
=Orifice/Grate (Orifice Controls 74.10 cfs @ 5.29 fps)
Secondary OutFlow Max=17.65 cfs @ 3.27 hrs HW=592.48' (Free Discharge)
t-4=Broad-Crested Rectangular Weir (Weir Controls 17.65 cfs @ 1.56 fps)

2011-01-19 Hydrologic Analysis Charlotte 6 -hr 50 -yr 50 -yr Rainfall=4.92"
Prepared by Little Diversified Architectural Consulting Printed 1/14/2011
HydroCAD® 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC Page 8

2011-01-19 Hydrologic Analysis Charlotte 6 -hr 1 -in 1 -in Rainfall=1.00"
Prepared by Little Diversified Architectural Consulting Printed 1/14/2011
HydroCAD® 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC Page 1
Summary for Pond 6P: Pond B
Inflow Area = 12.110 ac, 0.00% Impervious, Inflow Depth = 0.78" for 1 -in event
Inflow = 21.01 cfs @ 3.15 hrs, Volume= 0.787 of
Outflow = 0.35 cfs @ 6.05 hrs, Volume= 0.773 af, Atten= 98%, Lag= 173.7 min
Primary = 0.35 cfs @ 6.05 hrs, Volume= 0.773 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Peak Elev= 604.37'@ 6.05 hrs Surf.Area= 38,333 sf Storage= 30,604 cf
Plug -Flow detention time= 1,274.5 min calculated for 0.773 of (98% of inflow)
Center -of -Mass det. time= 1,272.2 min ( 1,475.9 - 203.7 )
Volume Invert Avail.Storage Storage Description
#1 603.50' 142,695 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
603.50 30,695 0 0
604.00 36,582 16,819 16,819
605.00 41,339 38,961 55,780
606.00 43,859 42,599 98,379
607.00 44,774 44,317 142,695
Device Routing Invert Outlet Devices
#1 Primary 597.00' 36.0" x 74.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 595.00' S=0.0270'/' Cc= 0.900 n=0.012
#2 Device 1 603.50' 4.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 604.44' 5.00' W x 1.00'H Vert. Orifice/Grate X 2.00 C=0.600
#4 Secondary 605.50' 30.0' long x 24.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=0.35 cfs @ 6.05 hrs HW=604.37' (Free Discharge)
t-1=Culvert (Passes 0.35 cfs of 82.45 cfs potential flow)
t2=Oriflce/Grate (Orifice Controls 0.35 cfs @ 4.03 fps)
3=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=603.50' (Free Discharge)
L4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

2011-01-19 Hydrologic Analysis Charlotte 6 -hr 1 -in 1 -in Rainfall=1.00"
Prepared by Little Diversified Architectural Consulting Printed 1/14/2011
HydroCADO 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC Pape 2
Pond 6P: Pond B
Hydrograph
23.
21.01
cfs
-- Inflow
21
Outflow
20-
Inflow Area= 12.110 ac
— Primary
-Secondary
19-:
18µ
Peak Elev=604.37'
15`
_ Storage=30,604 cf
14-
w 13
u
12,
0 11
_.
10_.
9-
=8=7:
8-
71
5-
4'
3
2
0.00
cfs fs
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)

2011-01-19 Hydrologic Analysis Charlotte 6 -hr 1 -in 1 -in Rainfall=1.00"
Prepared by Little Diversified Architectural Consulting Printed 1/14/2011
HydroCAD® 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC
Pond 6P: Pond B
Volume Removed = 32,125 cf
WQv Total = 34,412 cf
% Remaining = (34,412-32,125)/(34,412)
% Remaining = 6.65%
M
y nrs

2011-01-19 Hydrologic Analysis Charlotte 6-hr 2-yr 2-yr Rainfall=2.28"
Prepared by Little Diversified Architectural Consulting Printed 1/14/2011
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Page 1
Summary for Pond 6P: Pond B
Inflow Area = 12.110 ac, 0.00% Impervious, Inflow Depth = 1.75" for 2-yr event
Inflow = 46.29 cfs @ 3.15 hrs, Volume= 1.767 of
Outflow = 9.30 cfs @ 3.42 hrs, Volume= 1.752 af, Atten= 80%, Lag= 16.0 min
Primary = 9.30 cfs @ 3.42 hrs, Volume= 1.752 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Peak Elev= 604.79' @ 3.42 hrs Surf.Area= 40,358 sf Storage= 47,358 cf
Plug-Flow detention time= 630.2 min calculated for 1.752 of (99% of inflow)
Center-of-Mass det. time= 629.4 min ( 833.8 - 204.4 )
Volume Invert Avail.Storage Storage Description
#1 603.50' 142,695 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
603.50 30,695 0 0
604.00 36,582 16,819 16,819
605.00 41,339 38,961 55,780
606.00 43,859 42,599 98,379
607.00 44,774 44,317 142,695
Device Routing Invert Outlet Devices
#1 Primary 597.00' 36.0" x 74.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 595.00' S= 0.02707' Cc= 0.900 n= 0.012
#2 Device 1 603.50' 4.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 604.37' 5.00' W x 0.90' H Vert. Orifice/Grate X2.00 C=0.600
#4 Secondary 605.50' 30.0' long x 24.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=9.30 cfs @ 3.42 hrs HW=604.79' (Free Discharge)
t =Culvert (Passes 9.30 cfs of 85.39 cfs potential flow)
L2=Orifice/Grate (Orifice Controls 0.45 cfs @ 5.11 fps)
3=Orifice/Grate (Orifice Controls 8.86 cfs @ 2.09 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=603.50' (Free Discharge)
t-4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

2011-01-19 Hydrologic Analysis Charlotte 6 -hr 2 -yr 2 -yr Rainfall=2.28"
Prepared by Little Diversified Architectural Consulting Printed 1/14/2011
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Page 2
Pond 6P: Pond B
Hydrograph
46.29 cfs
— Inflow
46
— Outflow
44; ;
Inflow Area= 12.110 ac
— Primary
-Secondary
44
40.
38 -,,Peak
Elev 604.79'
36:
Storage=47,358 cf
32
30-`
u P8
3 26-
0 24
a 22-
20-'
18-
16.
14
9.30
cfs
8
6-
4 ..
0.00 cfs
10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170
Time (hours)

2011-01-19 Hydrologic Analysis Charlotte 6 -hr 25 -yr 25 -yr Rainfall=4.38"
Prepared by Little Diversified Architectural Consulting Printed 1/14/2011
HydroCAD® 8.50 s/n 005440 @2007 HydroCAD Software Solutions LLC Page 5
Summary for Pond 6P: Pond B
Inflow Area = 12.110 ac, 0.00% Impervious, Inflow Depth = 3.81" for 25 -yr event
Inflow = 83.76 cfs @ 3.15 hrs, Volume= 3.841 of
Outflow = 39.39 cfs @ 3.29 hrs, Volume= 3.826 af, Atten= 53%, Lag= 8.4 min
Primary = 37.66 cfs @ 3.29 hrs, Volume= 3.811 of
Secondary = 1.72 cfs @ 3.29 hrs, Volume= 0.015 of
Routing by Stor-Ind method, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Peak Elev= 605.58'@ 3.29 hrs Surf.Area= 42,791 sf Storage= 80,021 cf
Plug -Flow detention time= 310.1 min calculated for 3.826 of (100% of inflow)
Center -of -Mass det. time= 309.5 min ( 508.8 - 199.3 )
Volume Invert Avail.Storage Storage Description
#1 603.50' 142,695 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
603.50 30,695 0 0
604.00 36,582 16,819 16,819
605.00 41,339 38,961 55,780
606.00 43,859 42,599 98,379
607.00 44,774 44,317 142,695
Device Routing Invert Outlet Devices
#1 Primary 597.00' 36.0" x 74.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 595.00' S= 0.02707' Cc= 0.900 n= 0.012
#2 Device 1 603.50' 4.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 604.37' 5.00' W x 0.90'H Vert. Orifice/Grate X 2.00 C=0.600
#4 Secondary 605.50' 30.0' long x 24.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=37.66 cfs @ 3.29 hrs HW=605.58' (Free Discharge)
t1= Culvert (Passes 37.66 cfs of 90.54 cfs potential flow)
12=Orifice/Grate (Orifice Controls 0.58 cfs @ 6.65 fps)
3=Orifice/Grate (Orifice Controls 37.08 cfs @ 4.12 fps)
Secondary OutFlow Max=1.69 cfs @ 3.29 hrs HW=605.58' (Free Discharge)
L4=Broad-Crested Rectangular Weir (Weir Controls 1.69 cfs @ 0.74 fps)

2011-01-19 Hydrologic Analysis Charlotte 6 -hr 50 -yr 50 -yr Rainfall=4.92"
Prepared by Little Diversified Architectural Consulting Printed 1/14/2011
HydroCAD® 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC Page 7
Summary for Pond 6P: Pond B
Inflow Area = 12.110 ac, 0.00% Impervious, Inflow Depth = 4.34" for 50 -yr event
Inflow = 93.05 cfs @ 3.15 hrs, Volume= 4.380 of
Outflow = 49.43 cfs @ 3.26 hrs, Volume= 4.365 af, Atten= 47%, Lag= 7.1 min
Primary = 41.21 cfs @ 3.26 hrs, Volume= 4.253 of
Secondary = 8.21 cfs @ 3.26 hrs, Volume= 0.112 of
Routing by Stor-Ind method, Time Span= 0.00-170.00 hrs, dt= 0.01 hrs
Peak Elev= 605.72'@ 3.26 hrs Surf.Area= 43,149 sf Storage= 86,114 cf
Plug -Flow detention time= 276.1 min calculated for 4.365 of (100% of inflow)
Center -of -Mass det. time= 275.5 min ( 474.1 - 198.6 )
Volume Invert Avail.Storage Storage Description
#1 603.50' 142,695 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
603.50 30,695 0 0
604.00 36,582 16,819 16,819
605.00 41,339 38,961 55,780
606.00 43,859 42,599 98,379
607.00 44,774 44,317 142,695
Device Routing Invert Outlet Devices
#1 Primary 597.00' 36.0" x 74.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 595.00' S= 0.02707' Cc= 0.900 n= 0.012
#2 Device 1 603.50' 4.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 604.37' 5.00' W x 0.90' H Vert. Orifice/Grate X 2.00 C=0.600
#4 Secondary 605.50' 30.0' long x 24.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=41.21 cfs @ 3.26 hrs HW=605.72' (Free Discharge)
't-1 =Culvert (Passes 41.21 cfs of 91.44 cfs potential flow)
N2=Orifice/Grate (Orifice Controls 0.60 cfs @ 6.90 fps)
=Orifice/Grate (Orifice Controls 40.61 cfs @ 4.51 fps)
Secondary OutFlow Max=8.17 cfs @ 3.26 hrs HW=605.72' (Free Discharge)
t4=Broad-Crested Rectangular Weir (Weir Controls 8.17 cfs @ 1.25 fps)

2011-01-19 Hydrologic Analysis Charlotte 6 -hr 50 -yr 50 -yr Rainfall=4.92"
Prepared by Little Diversified Architectural Consulting Printed 1/14/2011
HydroCAD® 8.50 s/n 005440 © 2007 HydroCAD Software Solutions LLC Page 8
N
u
0
LL
Pond 6P: Pond B
Hydrograph
Mai
93.05 cfs
90'.:
85,
- -
Inflow Area= 12..110 -ac .
80
Peak Elev=605.72'
75
-
.
70-
Storage=86,1'14 cf
65
60
49.43 cfs
50
41.21 cfs
40
35..
30-
25 .
20
8.21
cfs
5-
,0'
W
0
Yu au ou to uu yu 1UU 11U 120 130 140 150 160 170
Time (hours)
— Inflow
— Outflow
— Primary
— Secondary

• FES -1
3Do
fi
Outlet W = Do + 0.41-a
Pipe
diameter (Do)
T J _ Q.5Do
Do=10.5'
3=15'
90
=Do+0.4La=3.5'+0.4(15')=9.5' di
i
50=0.50' 1l� 80
nax= 0 . 7 5 '
=1.125' K? 70�
NN
so
EEM:'.
20
La=15'
10
0
3 5 10 20 50 100 200 500
Discharge (ft 3/sec)
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full, maximum tailwater condition (Tw > 0.5 diameter).
3
2
m
N
Fn
CL
cis
_a
1 �
0
LO
d50=0.1!
o use 0. 51
1000
8.06.4 Rev. 12/93

i
FES -3
Do
OutletOutlet = Do + 0.41-a
pipe
diameter (Do) L
a
T i 0.5Do
Iriss�iei�—
Do=6'
a=31'
=Do+0.4La=2'+0.4(31')=14.4
50=0.50' `1 80
:nax=0.75' Q�°� 70
=1.125' o&P'+ ,!
60
La=31 130
A.,
20 . r
10
3 5
50 100
Discharge (0/sec)
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full, maximum tailwater condition (T. > 0.5 diameter).
2
M
_N
W
CL
c�
L
_a
1 �
0
LO
d50=0.30
use 0.50
0
8.06.4 Rev. 12/93

D
FES -4
3Do
Outlet W = Do + 0ALa 120 -
pipe
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full, maximum tailwater condition (Tw > 0.5 diameter).
8.06.4 Rev. 12/93
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Figure 8.06b Design of outlet protection from a round pipe flowing full, maximum tailwater condition (Tw > 0.5 diameter).
8.06.4 Rev. 12/93

3Do
T
Outlet 77 W = Do + 0.41-a
pipe
diameter (Db) La
T ilwAer_ a 0.51)o
)o=10.5'
L=15 90 -
:Do+0.4La=3.5'+0.4(15')=9.5'
10=0.50'
tax= 0 . 7 5
1.125' QQ� 70
01
+-# +
t`Ar 60, -,..i
20
ja=15'
10
0
FES -5
50 100
Discharge (0/sec)
200 500
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full, maximum tailwater condition (Tw > 0.5 diameter).
3
2
m
N
U)
, a
cif
_a
1 a=
0
U)
d50=0.25'
use 0.50'
1+cr
000
8.06.4 Rev. 12/93

FES -6
3Do
fi
Outlet i = Do + 0.41-apipe
diameter (Db) La 110
T i 5Do
100
)o=10.5'
i=32' 90.
=Do+0.4La=3 .5' +0 .4 (32') =16 .,'
i0=0.50'
�a
nax= 0.7 5 ' 1
Q�
70
=1.125'
60
50. : {
La=32'.
20
3
5 10
5u MVV
Discharge (ft3/sec)
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full, maximum tailwater condition (Tw> 0.5 diameter).
2 m
_N
U)
CL
ca
a
1 Q
0
tn
-o
d50=0.3C
use 0.5C
8.06.4 Rev. 12193

D
300
Outlet =)=F� w = n- t A Al
)o=3 .7
L=8' ,
=Do+O .
;0=0.5
tax= 0 .
=1.125
La=8'
FES -7
3 5
50 100
Discharge (ft3/sec)
200 500
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full, maximum tailwater condition (TW > 0.5 diameter).
8.06.4
v
m
_N
t%)
CL
W
L
_Q.
a:
O
LO
d50=0.1(
use 0.5(
"WU
1000
Rev. 12/93

a FES -10
3Do
T
Outlet W = Do + 0.41-a
pipe
diameter (Do) La
Q.5DO
rlll�fiisi�elt�-
)o=12 '
.=28'
:Do+0.4La=4' +0.4 (28') =15.2'
-0=0.50' 1, 80
tax= 0.7 5 '
:1 .125 '&QQi 70
i 4
60
La=28'
20
10
0
3 5
50 100
Discharge (ft3/sec)
200 500
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full, maximum tailwater condition (Tw > 0.5 diameter).
2
m
_N
CL
ca
L
_Q
1 Q
to
70
d50=0.2
J0 use 0.5
1000
8.06.4 Rev. 12/93

0 FES A-1 & FES A-2
3Do
Outlet W = Do + 0.41-a
pipe
diameter (Do)
T i w 5Do
to=6 '
use 10' 90.
DO+0.4La=2'+0.4(10')=6'
80i
0=0.50' 1
iax=0.75'
I 70.
1.125 & 11 �',,
_ .r
60
20
a=9 . 5 14
0
3
5 10
50 1uu
Discharge (ft3/sec)
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full, maximum tailwater condition (Tw a 0.5 diameter).
2 m
N
/n
CL
W
_a
1 Q
0
LO
v
d50=0.10
use 0.50
8.06.4 Rev. 12/93

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Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full, maximum tailwater condition (Tw >_ 0.5 diameter).
8.06.4 Rev. 12/93

3Do
Outlet i = Do + 0ALa
pipe
diameter (Do) La ---�
_ Tai 1►v_ ate 0.5Do
to=12'
.=44'
Do+0.4La=4'+0.4(44')=21.6'
1
0=0.50' `, 80
Lax=0.75' �
�0
1.125' O.0 70
t� 60
ui
0 nwu
ma
�n
FES C-1 & FES C-2
110
100
2 m
N_
CD
CL
as
i
a_
1 �
0
d50=0.50'
3 5 10 20 5u IVU
Discharge (ft3/sec)
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full, maximum tailwater condition (Tw >- 0.5 diameter).
8.06.4 Rev. 12/93

D
3d0
Outlet W = Do + 0.41-a
pipe i
diameter (Do) La
T i w er ? 0.5D0
>o=3.75'
L=9' , use 10' 90
-Do+0.4La=1.25'+0.4(10')=5.25'
10=0.50'
-1.125'
&QQ� 70
60 1.
; ,.,
20
La=9' 1m
3 5
FES G-1 & FES G-2
20 50 100 200 500
Discharge (ft3/sec)
Curves may not be extrapolated.
Figure 6.06b Design of outlet protection from a round pipe flowing full, maximum tailwater condition (Tw >- 0.5 diameter).
8.06.4
2
m
_N
a
c�
_a
1 a:
v
lw d50=0.1C
se 0.5(
0
1000
Rev. 12193

Culvert Analysis Report
FES A-1 to FES A-2
Culvert Summary
Computed Headwater Elev.
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth/Height
616.60 ft
616.12 ft
616.60 ft
2.00
Discharge
Tailwater Elevation
Control Type
25.65 cfs
N/A ft
Outlet Control
Grades
Upstream Invert
Length
613.60 ft
81.82 ft
Downstream Invert
Constructed Slope
613.15 ft
0.005500 ft/ft
Hydraulic Profile
Profile CompositeM2PressureProfile
Slope Type Mild
Flow Regime Subcritical
Velocity Downstream 7.68 ft/s
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
1.35 ft
N/A ft
1.35 ft
0.011218 ft/ft
Section
Section Shape
Section Material
Section Size
Number Sections
Circular
Concrete
18 inch
2
Mannings Coefficient
Span
Rise
0.012
1.50 ft
1.50 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
616.60 ft
0.20
Upstream Velocity Head
Entrance Loss
0.82 ft
0.16 ft
Inlet Control Properties
Inlet Control HW Elev. 616.12 ft
Inlet Type Beveled ring, 33.7'bevels
K 0.00180
M 2.50000
C 0.02430
Y 0.83000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Submerged
3.5 ft'
3
B
1
Title: Siemens G&T Plant Project Engineer. Chris Roberts
Hee a s«.,.dn►ne CulvertMaster v3.3 [03.03.00.04]

Culvert Analysis Report
FES B-1 to FES B-2
Culvert Summary
Computed Headwater Elevr
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth/Height
616.99 ft
616.55 ft
616.99 ft
1.99
Discharge
Tailwater Elevation
Control Type
12.96 cis
N/A ft
Outlet Control
Grades
Upstream Invert
Length
614.00 ft
81.17 ft
Downstream Invert
Constructed Slope
613.50 ft
0.006160 ft/ft
Hydraulic Profile
Profile CompositeM2PressureProfile
Slope Type Mild
Flow Regime Subcritical
Velocity Downstream 7.74 ftts
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
1.35 ft
N/A ft
1.35 ft
0.011421 ft/ft
Section
Section Shape
Section Material
Section Size
Number Sections
Circular
Concrete
18 inch
1
Mannings Coefficient
Span
Rise
0.012
1.50 ft
1,50 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
616.99 ft
0.20
Upstream Velocity Head
Entrance Loss
0.84 ft
0.17 ft
Inlet Control Properties
Inlet Control HW Elev. 616.55 ft
Inlet Type Beveled ring, 33.7'bevels
K 0.00180
M 2.50000
C 0.02430
Y 0.83000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Submerged
1.8 ft=
3
B
1
Title: Siemens G&T Plant Project Engineer. Chris Roberts
f:\...\enor calcs\culverts\siwmPns nvm :..._ e . __ _ _.

Project Engineer. Chris Roberts
„h—fRA—t—. '%'A rnA ns nn (141
Culvert Analysis Report
FES C-1
to FES C-2
Culvert Summary
Computed Headwater Elevi
611.91 It
Discharge
152.54 cis
Inlet Control HW Elev.
611.91 ft
Tailwater Elevation
N/A ft
Outlet Control HW Elev.
611.90 It
Control Type
Inlet Control
Headwater Depth/Height
1.26
Grades
Upstream Invert
607.50 ft
Downstream Invert
606.40 ft
Length
101.33 It
Constructed Slope
0.010856 WIt
Hydraulic Profile
Profile
S2
Depth, Downstream
2.21 ft
Slope Type
Steep
Normal Depth
2.10 It
Flow Regime
Supercritical
Critical Depth
2.73 ft
Velocity Downstream
11.90 ft/s
Critical Slope
0.005386 ft/ft
Section
Section Shape
Circular
Mannings Coefficient
0.012
Section Material
Concrete
Span
3.50 It
Section Size
42 inch
Rise
3.50 It
Number Sections
2
Outlet Control Properties
Outlet Control HW Elev.
611.90 ft
Upstream Velocity Head
1.39 ft
Ke
0.20
Entrance Loss
0.28 ft
Inlet Control Properties
Inlet Control HW Elev.
611.91 It
Flow Control
Submerged
Inlet Type Beveled ring,
33.7°bevels
Area Full
19.2 ft'
K
0.00180
HDS 5 Chart
3
M
2.50000
HDS 5 Scale
B
C
0.02430
Equation Form
1
Y
0.83000
Project Engineer. Chris Roberts
„h—fRA—t—. '%'A rnA ns nn (141

Culvert Analysis Report
FES D-1 to FES D-2
Culvert Summary
Computed Headwater Elev.
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth/Height
621.02 It
620.99 ft
621.02 ft
0.42
Discharge
Tailwater Elevation
Control Type
0.86 cis
N/A ft
Entrance Control
Grades
Upstream Invert
Length
620.50 ft
48.20 ft
Downstream Invert
Constructed Slope
620.25 ft
0.005187 ft/ft
Hydraulic Profile
Profile S2
Slope Type Steep
Flow Regime Supercritical
Velocity Downstream 3.06 ft/s
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
0.35 ft
0.35 ft
0.36 ft
0.004442 ft/ft
Section
Section Shape
Section Material
Section Size
Number Sections
Circular
Concrete
15 inch
1
Mannings Coefficient
Span
Rise
0.012
1.25 ft
1.25 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
621.02 ft
0.20
Upstream Velocity Head 0.13 ft
Entrance Loss 0.03 ft
Inlet Control Properties
Inlet Control HW Elev. 620.99 ft
Inlet Type Beveled ring, 33.7"bevels
K 0.00180
M 2.50000
C 0.02430
Y 0.83000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Unsubmerged
1.2 ft'
3
B
1
Title: Siemens G&T Plant
f:\...\engr calcs\culverts\siemens.cvmProject Engineer. Chris Roberts
Little &Associates rNdti., RA.,... -_.n � —n ^^ ,.,. -

Culvert Analysis Report
FES E-1 to FES E-2
Culvert Summary
Computed Headwater Eleve
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth/Height
621.10 ft
621.05 ft
621.10 ft
0.68
Discharge 2.11 cis
Tailwater Elevation N/A ft
Control Type Entrance Control
Grades
Upstream Invert
Length
620.25 ft
45.59 ft
Downstream Invert
Constructed Slope
619.84 ft
0.008993 ft/it
Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream
S2
Steep
Supercritical
4.80 ft/s
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
0.48 ft
0.48 ft
0.58 ft
0.004720 ft/ft
Section
Section Shape
Section Material
Section Size
Number Sections
Circular
Concrete
15 inch
1
Mannings Coefficient
Span
Rise
0.012
1.25 ft
1.25 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
621.10 ft
0.20
Upstream Velocity Head
Entrance Loss
0.22 ft
0.04 ft
Inlet Control Properties
Inlet Control HW Elev. 621.05 ft
Inlet Type Beveled ring, 33.7"bevels
K 0.00180
M 2.50000
C 0.02430
Y 0.83000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Unsubmerged
1.2 ftz
3
B
1
Project Engineer. Chris Roberts
Title: Siemens G&T Plant
t_ittle d Associates CulvertMaster v3.3 [03.03.00.04]

Title: Siemens G&T Plant
f:\...\engr caics\culverts\siemens.cvm Project Engineer. Chris Roberts
- - Little & Associates--
Culvert Analysis Report
FES F-1
to FES F-2
Culvert Summary
Computed Headwater Eleve 620.25 ft
Discharge
0.80 cis
Inlet Control HW Elev.
620.22 ft
Tailwater Elevation
N/A ft
Outlet Control HW Elev.
620.25 ft
Control Type Entrance Control
Headwater Depth/Height
0.40
Grades
Upstream Invert
619.75 ft
Downstream Invert
619.50 ft
Length
48.10 ft
Constructed Slope
0.005198 ft/ft
Hydraulic Profile
Profile
S2
Depth, Downstream
0.34 ft
Slope Type
Steep
Normal Depth
0.34 ft
Flow Regime
Supercritical
Critical Depth
0.35 ft
Velocity Downstream
3.00 ft/s
Critical Slope
0.004445 ft/ft
Section
Section Shape
Circular
Mannings Coefficient
0.012
Section Material
Concrete
Span
1.25 ft
Section Size
15 inch
Rise
1.25 ft
Number Sections
1
Outlet Control Properties
Outlet Control HW Elev.
620.25 ft
Upstream Velocity Head
0.13 ft
Ke
0.20
Entrance Loss
0.03 ft
Inlet Control Properties
Inlet Control HW Elev.
Inlet Type Beveled ring,
620.22 ft
33.7"bevels
Flow Control
Area Full
Unsubmerged
1.2 ft2
K
M
0.00180
2.50000
HDS 5 Chart
HDS 5 Scale
3
B
C
Y
0.02430
0.83000
Equation Form
1
Title: Siemens G&T Plant
f:\...\engr caics\culverts\siemens.cvm Project Engineer. Chris Roberts
- - Little & Associates--

Diversion Ditch #1
Temporary Lining
HYDRAULIC RESULTS
Discharge
Peak Flow
Period hrs
Velocity (fps
Area (s%It)
Hydraulic
Radius ft
Normal
Depth ft
__Jcfsl
101.1
1 1.0
1 7.60
1 13.31
1 1.13
1 1.85
LINER RESULTS
SC150 (n=0.021
S = 0.0100
,
LBottom
2.0 ' Width = 3.50 ft 20
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible Calculated
Shear Stress Shear Stress
(PA (psf)
Safety Factor Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
SC150
Unvegetated
200 1.15
1.73 STABLE
Staple D

Diversion Ditch #1
Permanent Vegetation
HYDRAULIC RESULTS
Discharge
fcfsl
Peak Flow
Period rs
1
Velocity (fps
Area (sq.k)
Hydraulic
Radius ft
I Normal
I De th Ft
101.1
1.0 1
5.25
1 19.26
1.38
1 2.35
LINER RESULTS
Unreinforced Vegetation
S = 0.0100
1L �1
Bottom
2.0 Width = 3.50 ft 2.0
Not to Scale
Matting Type
Vegetation Characteristics
Reach
StabilityAnalysi
Permissible
Calculated Safety Factor
Remarks
Staple Pattern
Phase Class Type Density Shear Stress
Shear Stress
(PSI)
(psf)
Straight
Unreinfofced Vegetation
B
I Bunch
IM 5.73
1.47 3.91
STABLE
Soil
Clay Loam 0.050 1
0.146 0.34
UNSTABLE

Diversion Ditch #2
Temporary Lining
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period hfs
Velocity (fps
Area (sq.ft)
Hydraulic
Ravius ft
Normal
D th k
111.8
1.0
1225
9.13
0.88
1.26
BEND RESULTS
Bend Radius
k
Length
Protection ft
uper Elevation
D h k
200.0
1 29.0
1 1.5
I INER RESULTS
L
2.0
Bottom
Width = 4.75 k
Not to Scale
Matting Type
Vegetation Characteristics
tabiityAnalysis
Permissible
Calculated Safety Factor Remarks
Reach
Staple Pattern
Phase Class Type Densly
Shear Stress
(psf)
Shear Stress
(psf)
Straight C125
Unvegetated
225
204 1.10 STABLE
Staple D
Bend C125
Unvegetated
225
204 1.10 STABLE
Staple D

Diversion Ditch #2
Permanent Vegetation
HYDRAULIC RESULTS
Discharge
cls
Peak FlowMVelocityArea
Period hrsRadius
ISuper Elevation
Denth fftj
(sq.ft)
Hydraulic
ft111.8
Normal
Staple Pattern
1.014.77
Unreinforced
Vegetation
1.16
1.78
BEND RESULTS
Bend Radius
ft
Length
Protection ft
1
ISuper Elevation
Denth fftj
200.0
20.6
1 1.9
LINER RESULTS
Unreinforced Vegetation
S = 0.0260
1L
I1
Bottom _J
2.0 Width = 4.75 ft 2.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible Calculated
Shear Stress Shear Stress
(psf) (psf)
Phase Class Type E75
Safety Factor
Remarks
Staple Pattern
Straight
Unreinforced
Vegetation
B
Bunch
-95%' -5.73 2.88
1.99
STABLE
Sod
Clay Loam 0.050 0.287
0.17
UNSTABLE
Bend
Unreinforced
Vegetation
B Bunch 75-951 5.73 2.88
1.99
STABLE
Soil
Clay Loam 0.050 0.287
0.17
UNSTABLE

Diversion Ditch #3
Temporary Lining
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period hrs
Velocity (fps)
Area Isq.ft]
Hydraulic
Radius ft
Normal
De th ft
1
V8.4
1.0
1 11.42
1 6.87
1 0.67
0.99
BEND RESULTS
Bend Radius
ft
Length
Protection ft
Super Elevation
Depth ft
200.0
1 19.5
1.2
LINER RESULTS
C125BN
S = 0.0379
1 1
L Bottom
3.0 Width = 4.00 ft 3.0
Not to Scale
Matting Type
StabiC�tyAnalysi
Vegetation Characteristics
Permissible Calculated
Shear f) Shear Stress
(Ps(Psf)
Safety Factor
Remarks
Reach
Staple Pattern
Phase
Class
Type
Density
Straight
C125BN
Unvegetated
235 2.33
1.01
STABLE
Staple D
C125BN
Unvegetated
2.35 2.33
tj
1.01
STABLE
Bend
Staple D

Diversion Ditch #3
Permanent Vegetation
HYDRAULIC RESULTS
Discharge
cfs
Peak Flowelocity
Period hrs
(fps)
Area (sq.ft)
Hydraulic
Radiu ft
Normal
D th ft
V8.4
1.0
8.40
9.33
0.80
1.22
BEND RESULTS
Bend Radius
fftI
1
Length
Protection ft
Super Elevation
De th ft
200.0
13.2
1.3
LINER RESULTS
Unreinforced
S = 0.0530
;
1 �1
Bottom
3.0 , Width = 4.00 ft 3.0
Not to Scale
Matting Type
Reach Stability Analysis
Staple Pattern
Vegetation Characteristics
Permissible
Shear Stress
(psi)
Calculated
Shear Stress
Ipso
Safety Factor
Remarks
Phase
Class
Type
Density
Straight Unreinforced Vegetation
B
Bunch
75.95%
5.73
4.03
1.42
STABLE
Soil
Bend Unreinforced I Vegetation
Clay Loam
B Bunch 75-951.
0.050
5.73
8400
4.03
0.12
1.42
UNSTABLE
STABLE
Sod
Clay Loam
0.050
0.400
0.12
UNSTABLE

Diversion Ditch #4
Temporary Lining
HYDRAULIC RESULTS
Discharge
cls
Peak Flow
Period hrs
lVelocity [fps
Area [sq.ftlHydraulic
Radius ft
Normal
Depth ft
0.4
1.0
1.99
2.72
0.38
0.50
BEND RESULTS
Bend Radius
ft
Length 15uper
Protection (ftl
Elevation
I Depth(1111
20.0
1 3.9
1 0.5
LINER RESULTS
SC150
S = 0.0162
;
1 1
Bottom
3.0 Width = 4.00 ft 3.0
Not to Scale
ng Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
IPsfl
Calculated Safety Facts
Shear Stress
(Psf)
Remarks
Pattern
Phase
Class
Type
Density
SC150
Unvegetated
2.00
0.50 4.00
STABLE
Staple D
SC150
Unvegetated
2.00
0.78 2.56
STABLE
Staple D
Matti
Reach
Staple
Straight
Bend

Diversion Ditch #4
Permanent Vegetation
HYDRAULIC RESULTS
Discharge
[cfsI
Peak Flow
Period Ihrs
Velocity (fps)
Area (sq. ft)
Hydraulic
Radius ft
Normal
De h fk
0.4
1.0
2.54
2.12
0.32
0.41
BEND RESULTS
Bend Radius
ft
Length
Protection fftl
Pupef Elevation
I De th ft
20.0
4.6
0.5
LINER RESULTS
Unreinforced
S = 0.0162
1 1
Bottom
3.0 Width = 4.00 ft 3.0
Not to Scale
Reach
Matting Type
StabiliityAnalysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
IPA
Safety Factor Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
Unreinforced
Vegetation
I B
I Bunch
75-95%
5.73
0.41
13.94 STABLE
Bend
Unreinforced
Sod
Vegetation
Clay Loam
B I Bunch 175-95%1
0.050
5.73
0.041
0.64
1.22 STABLE
8.94 STABLE
Soil
Clay Loam
0.050
0.064
0.79 UNSTABLE

Diversion Ditch #5
Temporary Lining
HYnnAuuC RESULTS
Discharge
cfs
Peak Flow
Period his
elocity (fps
Ar4a(sqft)draulic
dius ft
Normal
De th ft
1.2
1.0
1.37
SC150
0.17
0.19
LINER RESULTS
L
3.0
Bottom
Width = 4.00 ft
1
3.0
Not to Scale
Matting Type
Vegetation Characteristics
Lability Analysis
Phase Class Type Density
Permissible
Shear Stress
(psf)
Calculated
Shear Stress
(psf)
Safety Factor Remarks
Reach
Staple Pattern
Straight
SC150
Unvegetated
200
0.27
1 7.31 STABLE
Staple D
:d

Diversion Ditch #5
Permanent Vegetation
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period hrs
lVelocily (fpsJ
Area (sq. It)
Hydraulic
Radius ft
Normal
Depth ft
1
h.2
1.0
1.73
1 0.69
1 0.14
0.16
LINER RESULTS
Unreinforced
S = 0.0229
1 L Bottom 1
3.0 Width = 4.00 It 3.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(PSI)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
ClassType
Lensily
Straight
Unreinforced
Vegetation
B
Bunch
5.73
0.22
25.78
STABLE
Soil
Clay Loam
0.050
0.022
2.26
STABLE

Diversion Ditch #6
Temporary Lining
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period his
Velocity [fps
Area [sq.ft)
Hydraulic
Radius ft
Normal
De th ft
X4.2
1.0
2.29
1.84
0.29
0.36
LINER RESULTS
101-
SC150
S = 0.0305
1 L Bottom 1
3.0 Width = 4.00 It 3.0
Not to Scale
Reach
Matting Type
StabilityAn*sis
Vegetation Characteristics
Permissible
Shear Stress
(pst)
Calculated Safety Factor
Shear Stress
(psf)
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
SC150
Unvegetated
2.00
0.69 2.91
STABLE
Staple D

Diversion Ditch #6
Permanent Vegetation
HYDRAULIC RESULTS
Discharge
cls
Peak Flow
Period hrs
Velocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
De ft
4.2
1.0
2.91
1.44
0.25
0.30
LINER RESULTS
3 0 Width
00 ft 3 0
Not to Scale
Reach
Matting Type
S tabiliity Analysis
Vegetation Characteristics
Permissible Calculated Safety Factor Remarks
Shear Stress Shear Stress
(pso (psf)
Staple Pattern
Phase
Class
Type
Density
Straight
Unreinforced
Vegetation
B
Bunch
75-95%
5.73 0.56 10.19 STABLE
Soil
Clay Loam
0.050 0.056 0.90 UNSTABLE

Diversion Ditch #7
Temporary Lining
HYDRAULIC RESULTS C1 50 (n�.050)
Discharge Peak Flow Velocity (fps) Area (sq.ft) Hydraulic Normal
cfs Period his Radius ft Depth ft
X2.8 1.0 1.65 1.69 1 0.25 0.29
T-\ S = 0.0199 Z/ 7
LINER RESULTS
1 L B ottom �J 1
3.0 Width - 5.00 ft 3.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(Psf1
Calculated Safety Factor
Shear Stress
(pal
Remarks
Staple Pattern
Phase
pass
Type
Density
Straight
SC150
Unvegetated
2.00
0.36 5.58
STABLE
Staple D

Diversion Ditch #7
Permanent Vegetation
HYDRAULIC RESULTS
Discharge
fcfsl
Peak Flow
Period hrs
lVelocity (fps)
Area (sq.ft)
Hydraulic
Radius ft
Normal
Depth ft
28
1.0
2.09
1 1.34
1 0.21
0.23
LINER RESULTS
Unreinforced Vegetation (n=0.035)
T—\
S= 0.0199
1 L Bottom 1
3.0 Width = 5.00 ft 3.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible
Shear Stress
(psf)
Calculated Safety Factor
Shear Stress
(psf)
Remarks
Staple Pattern
Phase
Class
Type
Density
Straight
Unreinforced
Vegetation
B
1 Bunch
75-95%
5.73
0.29 19.66
STABLE
Soil
Clay Loam
0.050
0.029 1.73
STABLE

Diversion Ditch #8
Temporary Lining
HYDRAULIC RESULTS
Discharge
cfs
Peak FlowVelocity
Period hrs
[fps
Area (sq.ft)
Hydraulic
Radius ft
Normal
Depth ft
4.1
1.0
1.54
2.67
0.35
0.42
LINER RESULTS
SC150
S = 0.0110
1 L Bottom �J 1
3.0 Width = 5.00 ft 3.0
Not to Scale
Reach
Matting Type
Stability Analysis
Vegetation Characteristics
Permissible Calculated Safety Factor Remarks
Shear Stress Shear Stress
[psf) (psf)
Staple Pattern
M
Class
Type
Densly
Straight
SO 50
Unvegetated
2.00 0.29 6.B6 STABLE
Staple D

Diversion Ditch #8
Permanent Vegetation
HYDRAULIC RESULTS
Discharge
cfs
Peak Flow
Period hrs
Velocity (fps)
Area (sq. It)
Hydjaulic:
Rad
Normal
D th k4.1
Safety Factor
1.0
1.96
2.100.
I
0.35
LINER RESULTS
Unreinforced Vegetation
S =0.0110
1 L Bottom 1
3.0 Width = 5.00 It 3.0
Not to Scale
Reach
Matting Type
StabilityAnalysis
Vegetation Characteristics
Permissible
Shear Stress
(PSI)
Calculated
Shear Stress
(psf)
Safety Factor
Remarks
Staple Pattern
Phase
Class
Type
DerrsRy
Straight
Unreinforced
Vegetation
B
Bunch
75 95i
5.73
0.24
24.07
STABLE
Soil
Clay Loam
0.050
0.024
2.11
STABLE

r s??
O? wAT) R
!?
Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.3 Dec 10 2008
Pre-Construction Notification (PCN) Form
A. Applicant Information
1. Processing
1a. Type(s) of approval sought from the
Corps:
TSection 404 Permit El Section 10 Permit
1b. Specify Nationwide Permit (NWP) number: 39 or General Permit (GP) number:
1c. Has the NWP or GP number been verified by the Corps? ? Yes ® No
1 d. Type(s) of approval sought from the DWQ (check all that apply):
® 401 Water Quality Certification - Regular ? Non-404 Jurisdictional General Permit
? 401 Water Quality Certification - Express ? Riparian Buffer Authorization
1 e. Is this notification solely for the record
because written approval is not required? For the record only for DWQ 401
Certification:
? Yes ® No For the record o

? Yes nly for Corps Permit:

N No
1f. Is payment into a mitigation bank or in-lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in-lieu
fee program. ® Yes ? No
1 g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below. ? Yes ® No
1 h. Is the project located within a NC DCM Area of Environmental Concern (AEC)? ? Yes ® No
2. Project Information
2a. Name of project: Siemens GT Plant
2b. County: Mecklenburg
2c. Nearest municipality / town: Charlotte Q_. I `, ,.s
2d. Subdivision name: N/A i1
2e. NC DOT only, T.I.P. or state
project no: N/A L F 2
3. Owner Information DENR-WAYIERWAUTY
VVER AWS AND ST .. °'' m
3a. Name(s) on Recorded Deed: Siemens Corporation
3b. Deed Book and Page No. 9880-604
3c. Responsible Party (for LLC if
applicable): Jim Valade
3d. Street address: 170 Wood Avenue South
3e. City, state, zip: Iselin, NJ 08830
3f. Telephone no.:
3g. Fax no.:
3h. Email address: [e-mail]
Page 1 of 11
PCN Form - Version 1.3 December 10, 2008 Version
2 0 1 , 0 1 5
t LLKD,
4
Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.3 Dec 10 2008
Pre-Construction Notification (PCN) Form
A. Applicant Information
1. Processing
1 a. Type(s) of approval sought from the
Corps:
®Section 404 Permit ? Section 10 Permit
1b. Specify Nationwide Permit (NWP) number: 39 or General Permit (GP) number:
1c. Has the NWP or GP number been verified by the Corps? ? Yes ® No
1 d. Type(s) of approval sought from the DWQ (check all that apply):
® 401 Water Quality Certification - Regular ? Non-404 Jurisdictional General Permit
? 401 Water Quality Certification - Express ? Riparian Buffer Authorization
1 e. Is this notification solely for the record
because written approval is not required? For the record only for DWQ 401
Certification:
? Yes ® No For the record only for Corps Permit:

? Yes ® No
If. Is payment into a mitigation bank or in-lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in-lieu
fee program. ® Yes ? No
1 g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1 In
below. ? Yes ® No
1 h. Is the project located within a NC DCM Area of Environmental Concern (AEC)? ? Yes ® No
2. Project Information
2a. Name of project: Siemens GT Plant
2b. County: Mecklenburg
2c. Nearest municipality / town: Charlotte":
2d. Subdivision name: N/A
2e. NCDOT only, T.I.P. or state
project no: N/A
3. Owner Information DFNR-WkYFAOLiAUTY
}

3a.
Name(s) on Recorded Deed:
Siemens Corporation 1
eI VI/
3b. Deed Book and Page No. 9880-604
3c. Responsible Party (for LLC if
applicable): Jim Valade
3d. Street address: 170 Wood Avenue South
3e. City, state, zip: Iselin, NJ 08830
3f. Telephone no.:
3g. Fax no.:
3h. Email address: [e-mail]
Page 1 of 11
PCN Form - Version 1.3 December 10, 2008 Version
2 0 1 0 1 0 1 5
r ? .7

of ^?A,TF9
r
Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.3 Dec 10 2008
Pre-Construction Notification (PCN) Form
A. Applicant Information
1. Processing
1a. Type(s) of approval sought from the
Corps:
®Section 404 Permit ? Section 10 Permit
1b. Specify Nationwide Permit (NWP) number: 39 or General Permit (GP) number:
1 c. Has the NWP or GP number been verified by the Corps? ? Yes ® No
1d. Type(s) of approval sought from the DWQ (check all that apply):
? 401 Water Quality Certification- Regular ? Non-404 Jurisdictional General Permit
? 401 Water Quality Certification - Express ? Riparian Buffer Authorization
1 e. Is this notification solely for the record
because written approval is not required? For the record only for DWQ 401
Certification:
? Yes ® No For the record on

? Yes ly for Corps Permit:

® No
1f. Is payment into a mitigation bank or in-lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in-lieu
fee program. N Yes ? No
1 g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below. ? Yes ® No
1 h. Is the project located within a NC DCM Area of Environmental Concern (AEC)? ? Yes ® No
2. Project Information
2a. Name of project: Siemens GT Plant
2b. County: Mecklenburg
2c. Nearest municipality / town: Charlotte
2d. Subdivision name: N/A??'?r? -,
2e. NCDOT only, T.I.P. or state
project no: N/A
-
;
3. Owner Information
3a. Name(s) on Recorded Deed: Siemens Corporation C u'?iF,i CI4I1y
3b. Deed Book and Page No. 9880-604
r? ,r.:: ,. BP+„ryi
3c. Responsible Party (for LLC if
applicable): Jim Valade
3d. Street address: 170 Wood Avenue South
3e. City, state, zip: Iselin, NJ 08830
3f. Telephone no.:
3g. Fax no.:
3h. Email address: [e-mail]
Page I of 11
PCN Form - Version 1.3 December 10, 2008 Version
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Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.3 Dec 10 2008
Pre-Construction Notification (PCN) Form
A. Applicant Information
1. Processing
1 a. Type(s) of approval sought from the
Corps:
®Section 404 Permit El Section 10 Permit
1 b. Specify Nationwide Permit (NWP) number: 39 or General Permit (GP) number:
1 c. Has the NWP or GP number been verified by the Corps? 7 ? Yes ® No
1d. Type(s) of approval sought from the DWQ (check all that apply):
® 401 Water Quality Certification - Regular ? Non-404 Jurisdictional General Permit
? 401 Water Quality Certification - Express ? Riparian Buffer Authorization
le. Is this notification solely for the record
because written approval is not required? For the record only for DWQ 401
Certification:
? Yes N No For the record only for Corps Permit:

? Yes ® No
1f. Is payment into a mitigation bank or in-lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in-lieu
fee program. ® Yes ? No
1 g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below. ? Yes ® No
1 h. Is the project located within a NC DCM Area of Environmental Concern (AEC)? ? Yes ® No
2. Project Information
2a. Name of project: Siemens GT Plant
2b. County: Mecklenburg
2c. Nearest municipality / town: Charlotte
2d. Subdivision name: N/A r'i jr ._,?-• .. ,; .?
2e. NCDOT only, T.I.P, or state
project no: N/A R; ?.J??;i U mac?
3. Owner Information f- ( v, )'? tL?
3a. Name(s) on Recorded Deed: Siemens Corporation DE..114
3b. Deed Book and Page No. 9880-604
3c. Responsible Party (for LLC if
applicable): Jim Valade
3d. Street address: 170 Wood Avenue South
3e. City, state, zip: Iselin, NJ 08830
3f. Telephone no.:
3g. Fax no.:
3h. Email address: [e-mail]
Page f of 11
PCN Form - Version 1.3 December 10, 2008 Version