20081374 Ver 2_Geotechnical Engineering Evaluation_20081215

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Geotechnical Engineering Evaluation
For
City Boulevard Development
U.S. 1-85 North at City Boulevard
Charlotte, North Carolina
CESI Project No. 070233.000
May 1, 2007
Prepared For:
Mr. David Niekamp
Director of Development
Retail Development
Crescent Retail
400 South Tryon Street - Suite 1300
Cha lottp„ , 8285
0" 10 CARO,
?°? .•??SSl ••• ??fi °re
-° r'n O.'.'P r
?dl?tttt}e Ci?R 0,.
Prepared By:
CESI
P.O. Box 268
Concord, North Carolina 28026-0268
!l
61008
oSA,?q

y?
CE-.-
... exceeding our clients' expectations '
May 1, 2007
Mr. David Niekamp ,
Director of Development
Retail Development
Crescent Retail ,
400 South Tryon Street- Suite 1300
Charlotte, NC 28285
Reference: Geotechnicai Engineering Evaluation ,
City Boulevard Development
U.S 1-85 North at City Boulevard '
Charlotte, North Carolina
CESI Project No. 070233.000
Mr. Niekamp: '
CESI has performed a subsurface exploration and geotechnical engineering evaluation for the
referenced project. We completed these services in general accordance with our Proposal No. '
06-12-40, dated December 12, 2006, and Proposal No. 06-12-40.2, dated February 12, 2007,
as you authorized.
This report explains our understanding of the project, documents our findings, and presents our ,
conclusions and engineering recommendations for site development. After you have reviewed
our report, we recommend either a meeting or a telephone conference to discuss our
recommendations. ,
We appreciate the opportunity to be of service to Crescent Retail; and we look forward to
helping you through project completion. If you have any questions, please feel free to call us at ,
your convenience.
Respectfully submitted, ,
ESI
Victoria (Vikki) W. G6mez, E.I.T. lNegistration N. Camp, J ,
Project Engineer Manager
No. 20429 '
J:KGeoTech\Projects\GEOTECHNICAL PROJECTS\Crescent • North Tract • 070233.000\Finat Report.vg.doc '
NCSS • NSPS e ACSM o NSPE e PENC '
45 Spring Street S.W. ! P.O. Box 268 Concord, NC 28026-0268 • 704-786-5404 • Fax [phone]
www,concordengi neeri ng.com
BELGATE COMMERCIAL CENTER DEVELOPMENT
CHARLOTTE, NORTH CAROLINA
STORMWATER MANAGEMENT CALCULATIONS
Prepared for:
Crescent Resources, LLC
400 S. Tryon Street, Suite 1300
Charlotte, North Carolina 28202
Prepared by:
Kimley-Horn and Associates, Inc.
4651 Charlotte Park Drive, Suite 300
Charlotte, North Carolina 28217
CAR
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DECEMBER 2008
KHA Ref: 018253029

' TABLE OF CONTENTS
' OVERVIEW
SITE MAPS
SITE VICINITY MAP
SCS SOIL SURVEY
' FEMA FIRM PANEL
' WATERSHED MAPS
PRE-DEVELOPMENT WATERSHED MAP
POST-DEVELOPMENT WATERSHED MAP
WATER QUALITY
WET POND CALCULATIONS
BIORETENTION POND CALCULATIONS
ANTI-FLOTATION DEVICE CALCULATIONS
' VOLUME AND SURFACE AREA TABLES
' WET DETENTION BASIN SUPPLEMENT FORMS
BIORETENTION SUPPLEMENT FORMS
WATER QUANTITY
CURVE NUMBER CALCULATIONS
TIME OF CONCENTRATION CALCULATIONS
' HYDROCAD HYDROLOGY REPORTS
WET PONDS I AND 2
WET POND 3
WET POND 4
BIORETENTION POND I
STORMWA TER MANAGEMENT CALCULATIONS i
' Belgate Commercial Center Development, Charlotte, NC
B ack.. rg_ ound
OVERVIEW
This report contains the approach and results of a stormwater analysis conducted for the Belgate
Commercial Center Development. The 81-acre project site is located in the north east quadrant of the
interchange of Interstate 85 and City Boulevard in the City of Charlotte (see vicinity map). The site has
been mass graded per City of Charlotte permit numbers GRS-2007191 and LDC-2008-00326.
Existing Conditions
The existing on-site conditions (before mass grading) consisted of woods and meadow therefore this
ground cover was used in the analysis. The site topography varies from elevation 745 ft to elevation 660
ft. Site runoff discharges into an existing stream along the east portion of the site. This stream drains to a
culvert under I-85.
Floodplain/Floodway
The proposed site does not lie within a 100-year floodway boundary as determined by FIRM Panel #
3717900070C.
Water Quality
Water quality treatment by means of permanent Best Management Practices (BMP's) will be provided
using four wet ponds and one bioretention pond as treatment. The ponds are designed to treat the first
inch of runoff per the Stormwater Model Ordinance for North Carolina and will draw down over a period
of two to five days. Wet Detention Basins, 1, 2 and 4 have been designed to provide a minimum 90%
average annual removal of Total Suspended Solids (TSS). Wet Detention Basin 3 has been designed to
provide a minimum of 85% average annual removal of TSS and therefore discharges to a filter strip.
Water Quantity
The proposed wet detention ponds have been designed to address the water quantity requirements to
match pre- and post-development peak runoff rates for the 1-year, 24-hour storm events. (These ponds
will also control the peak runoff rates for the 10- and 25-year, 6-hour storm events per the City of
Charlotte rezoning notes on Petition 2006-155. However, these water quantity requirements will be
reviewed by the City of Charlotte once the site develops.) The 100-year, 24-hour storm event was
checked for 6" of freeboard at the top of bank.
Results

Pre-development Flow
1- r, 24-h r storm cfs Post-development
Flow 1-yr, 24-hr storm
cfs
DA-1 2.48 2.12
DA-2 0.61 0.21
DA-3 3.35 0.55
DA-4 4.27 4.23
DA-5 0.92 0.74
STORMWA TER MANAGEMENT CALCULATIONS
Belgate Commercial Center Development, Charlotte, NC

Conclusion
The proposed wet detention basins were designed using methods prescribed by the aforementioned
resources. HydroCAD software was utilized to evaluate the pre-development and post-development flow
rates. HydroCAD utilizes TR-55 methods of calculating times of concentration (based on sheet, shallow
concentrated, and channelized flows) and SCS curve number method of generating hydrographs (results
are provided in Appendix C). Based on the analyses provided herein, the proposed system will be
adequate to address the stormwater requirements of the North Carolina Department of Environment and
Natural Resources, Division of Water Quality.
J'TURMWATER MANAGEMENT CALCULATIONS
Belgate Commercial Center Development, Charlotte, NC
3
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BELGATE VICINITY MAP GORE
Kimley-Horn and Associates, inc. COMMERCIAL CENTER NTS 1
' THIS DOCUMENT , TOCEnn WTII TIE OONWM MD OW96 PRESENTED MOTE AS AN NSRa11ENT OF SERVICE, IS IN70M ONLY FOR THE PURPOSE AND WENT FOR W*CH IT WAS PREPARED. REUSE
OF MO NPROPFR REUM M ON THIS DOCUMENT IMTNOUT WWITEN AUTHOR ZATION AND ADAPTATION BY IOHI.EY-IIORN AND ASSOCIATES, NC SHALL SE WTWUT UABRITY 70 NIYIEY-NOON AND ASSOCIATES. NC.
BELGATE SOS SOIL SURVEY FIGURE
KimleyHorn and Associates, inc. COMMERCIAL CENTER NTS 2
MS D=%Off, TDOETIER IITH THE CONCEPTS AND DESIGNS PF OM fEAEK AS AN INSTRUMENT OF SERVICE. IS INTENDED ONLY FOR THE PURPOSE AND ClMa FOR WMCIR R WAS PREPARED. RUSE
OF AND WROPERR RIUNCE OR MS DOCUMENT WTHOUT W OTTEN A MaMTION AND ADAPTATION BY KWEY-HORN AND ASSOCIATES, NC. STALL BE WITHOUT UABRRY 70 IOLLEY-HORN AND ASSOCIATES. NC.

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PRE-DEVELOPMENT
' WATERSHED MAP
STORMWATER MANAGEMENT CALCULATIONS
Belgate Commercial Center Development, Charlotte, North Carolina
= = M = = = M = = = m = m ? ? ? ? ?
POST-DEVELOPMENT
WATERSHED MAP
STORMWATER MANAGEMENT CALCULATIONS
Belaate Commercial Center Development, Charlotte, North Carolina
= = = m = = = = m = m = = = m m m m m
WET POND CALCULATIONS
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1
1
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1
1
STORMWATER MANAGEMENT CALCULATIONS
' Belgate Commercial Center Development, Charlotte, North Carolina
PP-Z" Kimley-Horn
and Associates, Inc.
WET DETENTION BASIN I
Project Information
Project Name: Belgate Commercial Center
KHA Project #: 018253029
Designed by: BRR Date: 11/11/2008
Revised by: BRR Date: 12/4/2008
Revised by: Date:
Site Information
Sub Area Location: Drainage Area 1
Drainage Area (DA) = 13.4 Acres
Impervious Area (IA) = 12.1 Acres
Percent Impervious (1) = 90.0 %
Required Surface Area
Permanent Pool Depth: 4.5 ft
SA/DA = 3.8 (90% TSS Removal via Pond)
Min Req'd Surface Area = 22181 sf (at Permanent Pool)
Required Storage Volume:
Design Storm = 1 inch (Project Does Not Drain to SA waters)
Determine Rv Value = 0.05 +.009 (1) = 0.86 in/in
Storage Volume Required = 41832 cf (above Permanent Pool)
Elevations Area (s.f.)
Bank Elevation = 729.00 ft
Top of Pond Elevation = 729.00 ft
Temporary Pool Elevation = 724.60 ft
Permanent Pool Elevation = 723.00 ft
Shelf Beginning Elevation = 723.50 ft
Forebay Weir = 724.00 ft
Shelf Ending Elevation = 722.50 ft
Bottom Elevation = 714.00 ft
Wet Basin Areas[Volumes
Area @ Top of Temporary Pool = 29355 sf
Area @ Top of Permanent Pool = 23520 sf
Volume of Temporary Storage = 42300 cf
Side Slopes of Pond = 3 : 1
Side Slopes of Shelf = 1 0 : 1
Side Slopes of Pond (below shelf) = 3 : 1
Is Permanent Pool Surface Area Sufficient (yes/n o)?
Volume of Storage Provided 42300 cf
Total Volume Sufficient (yes/no)? Yes
Orifice Size = 3.50 inches
29,355
23,520
(Elevation = 724.60)
(Elevation = 723.00)
( 23520 > 22181 ) sf
WET DETENTION BASINI
Project Information
Project Name: Belgate Commercial Center
KHA Project #: 018253029
Designed by: BRR Date: _
Revised by: BRR Date: _
Revised by: Date:
Site Information
Sub Area Location: Drainage Area 1
Drainage Area (DA) = 13.4 Acres
Impervious Area (IA) = 12.0 Acres
Percent Impervious (1) = 90.0 % (Drainage Area)
Orifice Sizing
Q2 Days = 0.2448 cfs
Qs Days = 0.0979 cfs
Orifice Size = 3.50 in
Q orfce = 0.224 cfs
Drawdown Time = 2.2 days
(Flowrate required for a 2 day drawdown)
(Flowrate required for a 5 day drawdown)
(Diameter)
less than 5 days (yes/no) ? yes
greater than 2 days (yes/no) ? yes
Orifice Equation: Q=cA9d(2gh) Q2 < Q < Q5
c = 0.6
A9= Area of Pipe = n/4D2
g = gravity = 32.2 ft/s2
h = orifice head = 1 /3 (TPE-PPE-1 /2D)
TPE = Temporary Pool Elevation
PPE = Permanent Pool Elevation
D = Diameter
11/11/2008
12/4/2008
pP-Kimley-Horn
S I , and Associates, Inc.
' WET DETENTION BASIN a
Project Information
' Project Name: Belgate Commercial Center
KHA Project #: 018253029
Designed by: BRR Date: 11/11/2008
' Revised by: BRR Date: 12/8/2008
Revised by: Date:
' Site Information
Sub Area Location: Drainage
Area 2
Drainage Area (DA) = 4.3 Acres
Impervious Area (IA) = 3.4 Acres
' Percent Impervious (1) = 79.4 %
Required Surface Area
Permanent Pool Depth: 3 ft
' SA/DA = 4.5 (90% TSS Removal via Pond)
Min Req'd Surface Area = 8488 sf (at Permanent Pool)
Required Storage Volume:
Design Storm = 1 inch (Project Does Not Drain to SA waters)
Determine Rv Value = 0.05 +. 009 (1) = 0.77 in/in
Storage Volume Required = 12024 cf (above Permanent Pool)
' Elevations Area (s.f.)
Bank Elevation = 730.00 ft
Top of Pond Elevation = 730.00 ft
' Temporary Pool Elevation = 726.30 ft 12,394
Permanent Pool Elevation = 725.00 ft 8,933
Shelf Beginning Elevation = 725.50 ft
Forebay Weir = 725.00 ft
' Shelf Ending Elevation = 724.50 ft
Bottom Elevation = 717.00 ft
' Wet Basin Areas/Volumes
Area @ Top of Temporary Pool = 12394 sf (Elevation = 726.30 )
Area @ Top of Permanent Pool = 8933 sf (Elevation = 725.00 )
' Volume of Temporary Storage = 13863 cf
Side Slopes of Pond = 3 :1
' Side Slopes of Shelf = 1 0 :1
Side Slopes of Pond (below shelf) = 3 :1
Is Permanent Pool Surface Area Sufficient (yes/no)? Yes ( 8933 >
Volume of Storage Provided 13863 cf
Total Volume Sufficient (yes/no)? Yes
Orifice Size = 1.90 inches

8488 ) sf
1
WET DETENTION BASIN a
Project Information
Project Name: Belgate Commercial Center
KHA Project #: 018253029
Designed by: BRR Date: 11/11/2008
Revised by: BRR Date: 12/4/2008
Revised by: Date:
Site Information
Sub Area Location: Drainage Area 2
Drainage Area (DA) = 4.3 Acres
Impervious Area (IA) = 3.4 Acres
Percent Impervious (1) = 79.4 % (Drainage Area)
Orifice Sizing
Q2 Days = 0.2448 cfs (Flowrate required for a 2 day drawdown)
Q5 Days = 0.0979 cfs (Flowrate required for a 5 day drawdown)
Orifice Size = 1.90 in (Diameter)
Q orifice = 0.060 cfs
Drawdown Time = 2.7 days
less than 5 days (yes/no) ? yes
greater than 2 days (yes/no) ? yes
Orifice Equation: Q=CA02gh) Q2 < Q < Q5
c = 0.6
N= Area of Pipe = 7z/4D2
g = gravity = 32.2 ft/s2
h = orifice head = 1/3 (TPE-PPE-1/2D)
TPE = Temporary Pool Elevation
PPE = Permanent Pool Elevation
D = Diameter
PP-M" KimleyHorn
and Associates, Inc.
WET DETENTION BASIN 3
Project Information
Project Name: Belgate Commercial Center
KHA Project #: 0182 53029
Designed by: BRR Date: 11/11/2008
Revised by: BRR Date: 12/4/2008
Revised by: Date:
Site Information
Sub Area Location: Drainage Area 3
Drainage Area (DA) = 12.9 Acres
Impervious Area (IA) = 10.6 Acres
Percent Impervious (1) = 82.5 %
Required Surface Area
Permanent Pool Depth: 3 ft
SA/DA = 3.43 (90% TSS Removal via Pond)
Min Req'd Surface Area = 19244 sf (at Permanent Pool)
Required Storage Volume:
Design Storm = 1 inch (Project Does Not Drain to SA waters)
Determine Rv Value = 0.05 +.009 (1) = 0.79 in/in
Storage Volume Required = 37033 cf (above Permanent Pool)
Elevations Area (s.f.)
Bank Elevation = 688.00 ft
Top of Pond Elevation = 688.00 ft
Temporary Pool Elevation = 683.70 ft 25,468
Permanent Pool Elevation = 682.00 ft 19,662
Shelf Beginning Elevation = 682.50 ft
Forebay Weir = 682.00 ft
Shelf Ending Elevation = 681.50 ft
Bottom Elevation = 677.00 ft
Wet Basin Areas/Volumes
Area @ Top of Temporary Pool = 25468 sf (Elevation = 683.70)
Area @ Top of Permanent Pool = 19662 sf (Elevation = 682.00)
Volume of Temporary Storage = 38361 cf
Side Slopes of Pond = 3 :1
Side Slopes of Shelf = 1 0 :1
Side Slopes of Pond (below shelf) = 3 :1
Is Permanent Pool Surface Area Sufficient (yes/n o)? Yes ( 19662 > 19244) sf
Volume of Storage Provided 38361 cf
Total Volume Sufficient (yes/no)? Yes
Orifice Size = 2.50 inches

WET DETENTION BASIN Z5
Project Information
Project Name: Belgate Commercial Center
KHA Project #: 018253029
Designed by: BRR Date: _
Revised by: BRR Date: _
Revised by: Date:
Site Information
Sub Area Location: Drainage Area 3
Drainage Area (DA) = 12.9 Acres
Impervious Area (IA) = 10.6 Acres
Percent Impervious (1) = 82.5 % (Drainage Area)
Orifice Sizing
Qz Days = 0.2220 cfs
Q5 Days = 0.0888 cfs
Orifice Size = 2.50 in
Q orfce = 0.120 cfs
Drawdown Time = 3.7 days
(Flowrate required for a 2 day drawdown)
(Flowrate required for a 5 day drawdown)
(Diameter)
less than 5 days (yes/no) ? yes
greater than 2 days (yes/no) ? yes
Orifice Equation: Q=CA02gh) Q2 < Q < Q5
c = 0.6
A9= Area of Pipe = rc/4D2
g = gravity = 32.2 ft/s2
h = orifice head = 1/3 (TPE-PPE-1/2D)
TPE = Temporary Pool Elevation
PPE = Permanent Pool Elevation
D = Diameter
11/11/2008
12/4/2008
PP?ZFJ IGmley-Horn
I? ®/ and Associates, Inc.
WET DETENTION BASIN L{
Project Information
Project Name: Belgate Commercial Center
KHA Project #: 018253029
Designed by: BRR Date: 11/11/2008
Revised by: BRR Date: 12/4/2008
Revised by: BRR Date: 12/11/2008
Site Information
Sub Area Location: Drainage Area 4
Drainage Area (DA) = 29.0 Acres
Impervious Area (IA) = 22.1 Acres
Percent Impervious (1) = 76.1 %
Required Surface Area
Permanent Pool Depth: 4.85 ft
SA/DA = 3.125 (90% TSS Removal via Pond)
Min Req'd Surface Area = 39531 sf (at Permanent Pool)
Required Storage Volume:
Design Storm = 1 inch (Project Does Not Drain to SA waters)
Determine Rv Value = 0.05 + . 009 (1) = 0.73 in/in
Storage Volume Required = 77439 cf (above Permanent Pool)
Elevations Area (s.f.)
Bank Elevation = 673.00 ft
Top of Pond Elevation = 673.00 ft
Temporary Pool Elevation = 669.00 ft 51,562
Permanent Pool Elevation = 667.00 ft 40,926
Shelf Beginning Elevation = 667.50 ft
Forebay Weir = 667.00 ft
Shelf Ending Elevation = 666.50 ft
Bottom Elevation = 657.00 ft
Wet Basin Areas/Volumes
Area @ Top of Temporary Pool = 51562 sf (Elevation = 669.00)
Area @ Top of Permanent Pool = 40926 sf (Elevation = 667.00)
Volume of Temporary Storage = 92488 cf
Side Slopes of Pond = 3 : 1
Side Slopes of Shelf = 1 0 : 1
Side Slopes of Pond (below shelf) = 3 : 1
Is Permanent Pool Surface Area Sufficient (yes/n o)? Yes ( 40926 > 39531 ) sf
Volume of Storage Provided 92488 cf
Total Volume Sufficient (yes/no)? Yes
Orifice Size = 4.00 inches
WET DETENTION BASIN y
Project Information
Project Name: Belgate Commercial Center
KHA Project #: 018253029
Designed by: BRR Date: _
Revised by: BRR Date: _
Revised by: Date:
Site Information
Sub Area Location: Drainage Area 4
Drainage Area (DA) = 29.0 Acres
Impervious Area (IA) = 22.1 Acres
Percent Impervious (1) = 76.1 % (Drainage Area)
Orifice Sizing
Q2 Days = 0.5352 cfs
Q5 Days = 0.2141 cfs
Orifice Size = 4.00 in
Q orifice = 0.328 cfs
Drawdown Time = 3.3 days
(Flowrate required for a 2 day drawdown)
(Flowrate required for a 5 day drawdown)
(Diameter)
less than 5 days (yes/no) ? yes
greater than 2 days (yes/no) ? yes
Orifice Equation: Q=cAgV(2gh) Q2 < Q < Q5
c = 0.6
A9= Area of Pipe = n/4D2
g = gravity = 32.2 ft/s2
h = orifice head = 1/3 (TPE-PPE-1/2D)
TPE = Temporary Pool Elevation
PPE = Permanent Pool Elevation
D = Diameter
11/11/2008
12/4/2008
BIORETENTION POND CALCULATIONS
STORMWATER MANAGEMENT CALCULATIONS
Belgate Commercial Center Development, Charlotte, North Carolina
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ANTI-FLOTATION DEVICE CALCULATIONS
STORMWATER MANAGEMENT CALCULATIONS
Belgate Commercial Center Development, Charlotte, North Carolina
CCI? ? a.„?
NCDENR ANTIFLOATATION DEVICE DESIGN CALCULATIONS
(per NCDENR Manual)
Project Information
Project Name: Belgate Commercial Center
KHA Project #: 018253029
Designed by BRR Date: 12/1012008
Reused by. Date:
Revised by. Date:
Revised by Date:
Pend 1
Drainage Area Information:
Drainage Area (ac) = 13.56
Flow (025) (cis) = 15.5
Storage Dimensions:
Basin Side Slopes (X: 1 ) = 3.0 (3:1 max side slopes)
Storage Depth 'R' (ft) = 9.00
Elev (fl) Area (SF) Cumulative Volume (CF)
Top of Basin Elevation 729.00 40,096
727.00 35,077 212,720
Temporary Pool Elevation 724060 29,355 135,402
Permanent Pool Elevation 723.00 19,445 96,362
720100 12,368 48,642
717.00 7,954 18,159
Bottom of Basin Elevation 714.00 4,152 0
Sizing of Antiflotation Block:
Control Structure Length (n) = 48
Control Structure Width (n) = 36
Riser Area (sf) = 12.00 (Check riser geometry vs. area equation)
Volume of Water Displaced (cf) = 108.0
Weight of Water Displaced (lb) = 6.739
Min. Required Weight of Anchor Block (lb) = 7,413 (1.1 factor of safety)
Anchor Size:
Width (If) = 5-0
Length (If) = 5.0
Height (it) = 3.50
Weight of Anchor (lb) = 7,665 O.K. > Minimum Required Weight
Sizing of Emergency Spillway:
Q. (cfs) = 15.5
Q.,_ lcfs) = 15.5
Water Depot Over Spillway (ft) = 0.5
Spillway Length (ft) = 20.0 (10 ft minimum spillway length, Cw 2.7)
Spillway Crest Elevation (ft) = 727.50 (1 it min. above sediment storage depth)
Freeboard (fl) = 1.06 (1 ft minimum)
Prnd 2
Drainage Area Information:
Drainage Area (ac) = 4.33
Flow (021) (cfs) = 42
Storage Dimensions:
Basin Side Slopes (,K : 1 ) = 3.0 (3:1 max side slopes)
Storage Depth 'R" (ft) = 8.00
Ekv (ft) Area (SF) Cumulative Vokane (CF)
Top of Basin Elevation 730.00 18,429
728.00 15,069 71,832
Temporary Pool Elevation 72630 12,394 48,488
Permanent Pool Elevation 725.00 8.933 34,626
722.00 5,394 13,135
719.00 1,882 2,221
Bottom of Basin Elevation 717.00 339 0
Sizing of Antiflotation Block:
Control Stmcture Length (m) = 48
Control Structure Width (n) = 36
Riser Area (sf) = 12.00 (Check riser geometry vs. area equation)
Volume of Water Displaced (cf) = 96.0
Weight of Water Displaced (lb) = 5,990
Min. Required W eight of Anchor Block Qb) = 6,589 (1.1 factor of safety)
Anchor Size:
Width (g) = 5.0
Length (tF) = 5.0
Height (it) = 3.50
Weight of Anchor (lb) = 7,665 O.K. > Minimum Required Weight
Sizing of Emergency Spillway:
0. (cts) = 42
Q,pw„,,.(cfs)= 42
Water Depth Over Spillway (ft) = 0.5
Spillway Length (ft) = 10.0 (10 ft minimun spillway length, C-2.7)
Spillway Crest Elevation (ft) = 728.50 (1 ft min. above sediment storage depth)
Freeboard (ft) = 121 (1 it minimum)
Page 1 of 3
P-=n
NCDENR ANTIFLOATATION DEVICE DESIGN CALCULATIONS
(per NCDENR Manual)
Project Information
Project Name: Belgate Commercial Center
KHA Pmject M, 018253029
Designed by BRR Date: 12/1012008
Revised by Date:
Revised by Date:
Revised by: Date:
Pond 3
Drainage Area Information:
Drainage Area (ac) = 12.88
Flow (Qis) (c1s) = 8.8
Storage Dimensions:
Basin Side Slopes LX : 1 ) = 3.0 (3:1 max side slopes)
Storage Depth "R" (ft) = 5.00
ev (it) ea (SF) um atrve Volume (CF)
Top of Basin Elevation 688.00 35,106
687.00 32,768 206,917
Temporary Pool Elevation 683.70 25,468 110,826
Permanent Pool Elevation 682.00 19,392 72,697
681.00 15,973 55,014
680.00 14,813 39,621
Bottom of Basin Elevation 677.00 11,601 0
Sizing of Antiftotation Block:
Control Structure Length (n) = 48
Control Structure Width (in) = 48
Riser Area (sf) = 16.00 (Check riser geometry vs. area equation)
Vol_. of Water Displaced (cf) = 80.0
Weigh of Water Displaced (lb) = 4,992
Min. Required Weight of Anchor Block (Ib) = 5.491 (1.1 factor of safety)
Ahx hor Size:
Width (If) = 6.0
Length (If) = 6.0
Height (It) = 2.00
Weight of Ancor(lb)= 6,307 O.K.> Minimum Required Weight
Sizing of Emergency Spillway:
On (cfs) = 8.8
O,pr„r (cfs) = 8.8
Water Depth Over Spillway (ft) = 0.5
Spillway Length (ft) = 10.0 (10 It minimum spillway length, Cw=2.7)
Spillway Crest Elevation (ft) = 686.46 (1 it men. above sediment storage depth)
Freeboard (ft) = 1.07 (1 It minimum)
Pond 4
Drainage Area Information:
Drainage Area (ac) = 30.04
Flow (O,s) (cfs) = 62.0
Storage Dimensions:
Basin Side Slopes (X: 1 ) = 3.0 (3:1 max side slopes)
Storage Depth "R' (ft) = 12.00
Elav (ft) Area (SF) Cumulative Volume (CF)
Top of Basin Elevation 673.00 66,412
671.00 58,751 441,113
Temporary Pool Elevation 669400 51,561 330,801
Permanent Pool Elevation 667.00 40,926 238,314
663.DD 24,317 107,828
659.00 12.767 33,660
Bottom of Basin Elevation 655.00 4,063 0
Sizing of Antiflotation Block:
Control Seuclure Length (in) = 48
Control Structure Width (n) = 36
Riser Area (sf) = 12.00 (Check riser geometry vs. area equation)
Volume of Water Displaced (cf) = 144.0
Weight of Water Displaced (Ib) = 8,986
Min. Required Weight of Anchor Block (Ib) = 9,684 (1.1 factor of safety)
Anchor Size:
Width (If) = 5.5
Length (it) = 5.5
Heigh (It) = 4.00
Weight of Anchor (lb) = 10,600 O.K. > Minimum Required Weight
Sizing of Emergency Spillway:
Q. (cfs) = 62.0
O.._ (cfs) = 62.0
Water Depth Over Spillway (ft) = 0.5
Spillway Length (ft) = 65.0 (10 If minimum spillway length, Cw=2.7)
Spioway Crest Elevation (ft) = 671.50 (1 It min. above sediment storage depth)
Freeboard (ft) = 1.00 (1 It minimum)
Page 2 of 3
A

NCDENR ANTIFLOATATION DEVICE DESIGN CALCULATIONS
(per NCDENR Manual)
Project Information
Project Name: Belgate Commercial Center
KHA Project #: 018253029
Designed by BRR Date: 12/1012008
Revised by Date:
Revised by: Dale:
Revised by. Date:
Bioretention Pond 1
Drainage Area Information:
Drainage Area (ac) = 2.59
Flow (Ozs) (cfs) = 1.1

Storage Dimensions:
Basin Side Slopes LX_: 1 ) = 3.0 (3:1 max side slopes)
Storage Depth "R* (ft) = 1.00
Elev (11) Area (SF) Cumulative Volume (CF)
Top of Bioretention Pond Elevation 614.00 7,665 13,346
Temporary Pool Elevation 613.00 6,659 6,164
Bottom of Bioretention Pond Elevation 612.00 5,709 0
Control Structure Length (m) = 48
Control Stnclure Width (in) = 36
Riser Area (sf) = 12.00 (Check riser geometry vs. area equation)
Volume of Water Displaced (cf) = 12.0
Weight of Water Displaced (Ib) = 749
Min. Required Weight of Anchor Block (Ib) = 824 (1.1 factor of safety)
Anchor Size:
Width (m = 3.0
Length (If) = 3.0
Height (If) = 1.50
Weight of Anchor (lb) = 1,183 O.K. > Minimum Required Weight
Page 3 of 3
1
1
1
1
1
1
1
1
1
1
1
1
1
1
VOLUME AND SURFACE AREA TABLES
STORMWATER MANAGEMENT CALCULATIONS
Belgate Commercial Center Development, Charlotte, North Carolina
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D_ D.
WET DETENTION POND
SUPPLEMENT FORMS
STORMWATER MANAGEMENT CALCULATIONS
Bel.-ate Commercial Center Development, Charlotte, North Carolina
1
i
NCDENR
1
1
1
1
1
1
1
1
1
1
1
1
Permit No
(to be provided by DWQ)
0,F W AT f?9
O ?G
v?
o
STORMWATER MANAGEMENT PERMIT APPLICATION FORM -
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
C PROJECT INFORMATION
Project name Belgate Commercial Center
Contact person Beverly Rosenbloom, El
Phone number 704.319-7699
Date 12/11/2008
Drainage area number 1
L DESIGN INFORMATION
Site Characteristics
Drainage area 583,704.00 ffz
Impervious area 527,076.00 ffz
% impervious 90.30 %
Design rainfall depth 1.00 in
Storage Volume: Non-SR Waters
Minimum volume required
Volume provided
Storage Volume: SR Waters
1-yr, 24-hr runoff depth
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Basin Elevations
Basin bottom elevation
Sediment cleanout elevation
Bottom of shelf elevation
Permanent pool elevation
SHWT elevation
Top of shelf elevation
Temporary pool elevation
Forth SW401-Wet Detention Basin-Rev.4
41,832.00 ft3
42,300.00 -ft'
in
ft3
ft3
ft3
ft3
2.58 in
0.28 (unitless)
0.88 (unitless)
0.12 in/hr
2.48 ft3/sec
17.54 ft3/sec
15.06 ft3/sec
714.00 ft
715.00 It
722.50 ft
723.00ft
724.50 ft
22,585.00 ft
724.60 It
Parts I. & II. Design Summary, Page 1 of 2
Permit No.
(to be provided by DWQ)
IL DESIGN INFORMATION
Volume and Surface Area Calculations
SA/DA ratio 3.80 (unitless)
Surface area at the bottom of shelf 16,482.00 f 2
Volume at the bottom of shelf 79,604.00 ft3
Permanent pool, surface area required 22,181.00 f 2
Permanent pool, surface area provided 23,520.00 f? OK
Permanent pool volume 108,717.00 ft3
Average depth for SAIDA tables 4.62 ft OK
Surface area at the top of shelf 22,585.00 f 2
Volume at the top of shelf 121,356.00 ft3
Forebay volume 20,131.00 ft3
Forebay % of permanent pool volume 18.52 % OK
'
Temporary pool, surface area provided 29,355.00 f?
Drawdown Calculations
Treatment volume drawdown time 2.20 days OK
'
Treatment volume discharge rate 0.22 ft3/s
Pre-development 1-yr, 24-hr discharge 2.48 ft3/s OK
Post-development 1-yr, 24-hr discharge 2.12 ft3/s OK
Additional Information
Diameter of orifice 3.5 in
Design TSS removal 90 %
Basin side slopes 3.00 :1 OK
'
Vegetated shelf slope 10.00 :1 OK
Vegetated shelf width 10.00 ft OK
Length of flowpath to width ratio 3.25 :1 OK
'
Length to width ratio 2.74 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.00 ft OK
Vegetated filter provided? Y (Y or N) OK
'
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK
' Drain mechanism for maintenance or emergencies 24-HOUR EMERGENCY PUMP
I Form SW401-Wet Detention Basin-Rev.4 Parts I. & II. Design Summary, Page 2 of 2
Permit
(to be provided by DWQ)
Ill. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No.
C-3_ 1. Plans (1" 50' or larger) of the entire site showing:
Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
-C-10 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
Outlet structure with trash rack or similar,
Maintenance access,
Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filter strip.
v' C-10 3. Section view of the dry detention basin (1" = 20' or larger) showing:
Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
Inlet and outlet structures.
C-3 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
?f Calc Book 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
j 2 Attached 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
_ _Calc book- 7. The supporting calculations.
-Attached- 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
-Attached- 9. A copy of the deed restrictions (if required).

-Attached- 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
I Form SW401-Wet Detention Basin-Rev.4 Part III. Required Items Checklist, Page 1 of 1
Permit
(to be provided by DWQ)
W AT?gO
dr:" O G
NC ENR `
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Belgate Commercial Center
Contact person Beverly Rosenbloom, El
Phone number 704-319-7699
Date 12/11/2008
Drainage area number 2
tl. DESIGN INFORMATION "
Site Characteristics
Drainage area 188,614.80 ff2
Impervious area 149,846.40 fe
% impervious 79.45 %
Design rainfall depth 1.00 in
Storage Volume: Non-SR Waters
Minimum volume required 12,024.00 ft3
Volume provided 13,863.00 -ft'
Storage Volume: SR Waters
1-yr, 24-hr runoff depth in
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required ff3
Volume provided ft3
Peak Flow Calculations
1-yr, 24-hr rainfall depth 2.58 in
Rational C, pre-development 0.28 (unitless)
Rational C, post-development 0.82 (unitless)
Rainfall intensity: 1-yr, 24-hr storm 0.12 in/hr
Pre-development 1-yr, 24-hr peak flow 0.61 ft3/sec
Post-development 1-yr, 24-hr peak flow 5.09 ft3/sec
Pre/Post 1-yr, 24-hr peak flow control 4.48 ft3/sec
Basin Elevations
Basin bottom elevation 717.00 ft
Sediment cleanout elevation 718.00 ft
Bottom of shelf elevation 724.50 ft
Permanent pool elevation 725.00 It
SHWT elevation 724.50 ft
Top of shelf elevation 725.50 ft
Temporary pool elevation 726.30 ft
Form SW401-Wet Detention Basin-Rev.4 Parts I. & Ii. Design Summary, Page 1 of 2

' Permit No.
(to be provided by DWQ)
II. ;DESIGN INFORMATION
Volume and Surface Area Calculations
SA/DA ratio 4.50 (unitless)
Surface area at the bottom of shelf 4,923.00 ff
Volume at the bottom of shelf 20,767.00 ft3
Permanent pool, surface area required 8,488.00 ft2
' Permanent pool, surface area provided 8,933.00 ff2 OK
Permanent pool volume 30,011.00 ft3
Average depth for SA/DA tables 3.36 ft OK
Surface area at the top of shelf 8,865.00 ff
Volume at the top of shelf 35,068.00 ft3
Forebay volume 6,310.00 ft3
Forebay % of permanent pool volume 21.03 % OK
' Temporary pool, surface area provided 12,394.00 ftz
Drawdown Calculations
Treatment volume drawdown time
Treatment volume discharge rate 2.70
0.06 days
ft3/s OK
Pre-development 1-yr, 24-hr discharge 0.61 ft3/s OK
Post-development 1-yr, 24-hr discharge 0.21 ft3/s OK
Additional Information
Diameter of orifice 1.9 in
Design TSS removal 90 %
Basin side slopes 3.00 :1 OK
' Vegetated shelf slope 10.00 :1 OK
Vegetated shelf width 10.00 ft OK
Length of flowpath to width ratio 3.69 :1 OK
Length to width ratio 3.56 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.00 ft OK
Vegetated filter provided? N (Y or N) Design must be based on 90% TSS removal
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies 24 HOUR EMERGENCY PUMP

C

I Form SW401-Wet Detention Basin-Rev.4 Parts I. & II. Design Summary, Page 2 of 2
Permit No.
(to be provided by DWQ)
Jill. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
' Initials Sheet No.
W C-3

1

v
1. Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
_C-10 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
Outlet structure with trash rack or similar,
Maintenance access,
Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filter strip.
Fl ' -C-10-
3. Section view of the dry detention basin (1" = 20' or larger) showing:
Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
Inlet and outlet structures.
_C-3 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
Calc Book 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
?K Attached 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
Dp entire drainage area is stabilized.
h? _Calc book- 7. The supporting calculations.
-Attached- 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
W -Attached- 9. A copy of the deed restrictions (if required).
-Attached- 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
' soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.4 Part III. Required Items Checklist, Page 1 of 1
A
NCDENR
Permit
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all of the required information.
(to be provided by DWQ)
W AA
DIV
o
w4
L PROJECT INFORMATION
Project name Belgate Commercial Center
Contact person Beverly Rosenbloom, El
Phone number 704-319-7699
Date 12/11/2008
Drainage area number 3
II. DESIGN INFORMATION
Site Characteristics
Drainage area 561,052.00 ff2
Impervious area 462,607.00 ff
% impervious 82.45 %
Design rainfall depth 1.00 in
Storage Volume: Non-SR Waters
Minimum volume required 36,842.00 ft3
Volume provided 36,842.00 ft3
Storage Volume: SR Waters
1-yr, 24-hr runoff depth in
Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required ft3
Volume provided ft3
Peak Flow Calculations
1-yr, 24-hr rainfall depth 2.58 in
Rational C, pre-development 0.28 (unitless)
Rational C, post-development 0.82 (unitless)
Rainfall intensity: 1-yr, 24-hr storm 0.12 in/hr
Pre-development 1-yr, 24-hr peak flow 0.81 ft3/sec
Post-development 1-yr, 24-hr peak flow 1.27 ft3/sec
Pre/Post 1-yr, 24-hr peak flow control 0.46 ft3/sec
Basin Elevations
Basin bottom elevation 677.00 ft
Sediment cleanout elevation 678.00 ft
Bottom of shelf elevation 681.50 ft
Permanent pool elevation 682.00 ft
SHWT elevation 678.50 ft
Top of shelf elevation 682.50 ft
Temporary pool elevation 683.60 ft
Form SW401-Wet Detention Basin-Rev.4
Parts I. & II. Design Summary, Page 1 of 2
Permit No
(to be provided by DWQ)
11. DESIGN INFORMATION
Volume and Surface Area Calculations
SAMA ratio 3.43 (unitless)
Surface area at the bottom of shelf 16,115.00 ft2
Volume at the bottom of shelf 56,210.00 fta
Permanent pool, surface area required 19,244.00 ff
Permanent pool, surface area provided 19,319.00 ft' OK
Permanent pool volume 65,068.00 ft3
Average depth for SA/DA tables 3.37 ft OK
Surface area at the top of shelf 22,970.00 ftz
Volume at the top of shelf 62,435.00 ft3
Forebay volume 12,016.00 ft3
Forebay % of permanent pool volume 18.47 % OK
Temporary pool, surface area provided 25,268.00 ft2
Drawdown Calculations
Treatment volume drawdown time 3.00 days OK
Treatment volume discharge rate 0.28 ft3/s
Pre-development 1-yr, 24-hr discharge 3.35 ft3/s OK
Post-development 1-yr, 24-hr discharge 0.54 ft3/s OK
Additional Information
Diameter of orifice 3 in
Design TSS removal 85 %
Basin side slopes 3.00 :1 OK
Vegetated shelf slope 10.00 :1 OK
Vegetated shelf width 10.00 ft OK
Length of flowpath to width ratio 3.30 :1 OK
Length to width ratio 3.30 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.05 It OK
Vegetated filter provided? Y (Y or N) OK
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies Gravity
I Form SW401-Wet Detention Basin-Rev.4 Parts I. & H. Design Summary, Page 2 of 2
' Permit No.
(to be provided by DWQ)
' III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
' Initials Sheet No.
_ C-4 1. Plans (1" 50' or larger) of the entire site showing:
Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
' Overflow device, and
Boundaries of drainage easement.
_C-11 2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
' Outlet structure with trash rack or similar,
Maintenance access,
Permanent pool dimensions,
' Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
tt?? -Filter strip.
I?? C 11_ 3. Section view of the dry detention basin (1" = 20' or larger) showing:
Side slopes, 3:1 or lower,
' Pretreatment and treatment areas, and
Inlet and outlet structures.
g?- C-4 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
' on the plans prior to use as a wet detention basin.
J Calc Book 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
Attached 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
_Calc book- 7. The supporting calculations.
13 f2 -Attached- 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
5 -Attached- 9. A copy of the deed restrictions (if required).
J!?K -Attached- 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
1 Form SW411-Wet Detention B8sin-Rev.4 Part III. Required Items Checklist, Page 1 of 1
X04 J:aTF9o
NC©ENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
' LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIR ED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)!
' if. PROJECT INFORMATION
Project name Belgate Commercial Center
Contact name Beverly Rosenbloom, El
' Phone number 704-319-7699
Date December 11, 2006
Drainage area number Pond 3

' IL DESIGN INFORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP Wet Detention Pond
' Drawdown flow from the BMP 2.49 cfs
For Level Spreaders Receiving Flow from the Drainage Area Do not complete this section of the worksheet.
Drainage area ft Do not complete this section of the worksheet.
Impervious surface area ft Do not complete this section of the worksheet.
Percent impervious % Do not complete this section of the worksheet.
Rational C coefficient Do not complete this section of the worksheet.
Peak flow from the 1 in/hr storm cfs Do not complete this section of the worksheet.
Time of concentration min
Rainfall intensity, 1 0-yr storm in/hr Do not complete this section of the worksheet.
' Peak flow from the 10-yr storm cfs Do not complete this section of the worksheet.
Where Does the Level Spreader Discharge?
To a grassed bioretention cell? (Y or N)
' To a mulched bioretention cell? (Y or N)
To a wetland? (Y or N)
To a filter strip or riparian buffer? Y (Y or N) Please complete filter strip characterization below.
' Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass 1 D0.00 ft
' Width of dense ground cover 0.00 ft
Width of wooded vegetation 0.00 ft
Total width 100.00 ft
' Elevation at downslope base of level lip 675.00 fmsl
Elevation at top of bank of the receiving water 671.00 fmsl
Slope (from level lip to to top of bank) 4.00 % OK
Are any draws present? N (Y or N) OK
Level Spreader Design
Forebay surface area sq ft No forebay is needed.
' Feet of level lip needed per cfs 13 ft/cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm? N (Y or N)
Length based on the 10-yr storm? Y (Y or N)
' Length based on the BMP discharge rate? N (Y or N)
Design flow 2.49 cfs
Is a bypass device provided? N - (Y or N) A bypass device is not needed.
I Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 1 of 2
' Length of the level lip
Are level spreaders in series?
' Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
' Dimensions of the channel (see diagram below):
M
B
W
y
Peak velocity in the channel during the 10-yr storm
Channel lining material
t
i
t i---------
M
t
33.00 ft
N (Y or N)
#VALUE!
(Y or N) Do not complete this section of the worksheet.
(Y or N) Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
ft Do not complete this section of the worksheet.
ft Do not complete this section of the worksheet.
ft Do not complete this section of the worksheet.
ft Do not complete this section of the worksheet.
cfs Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
Y 1
1 B 1
t
i
- Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 2

' 111. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
' requirement has not been m et, attach justification.
' Page/ Plan
Initials Sheet No.
C-4 1. Plans (1" 50' or larger) of the entire site showing:
' Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
' High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
p
p? C-6 2. Plan details (1" = 30' or larger) for the level spreader showing:
Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
' Design at ultimate build-out.

C-6 3. Section view of the level spreader (1" = 20' or larger) showing:
' Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
' 4. A date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
' C-4 5. A construction sequence that shows how the level spreader will be protected from sediment until the
entire drainage area is stabilized.
Calc Book 6. The supporting calculations.
F. C- Attached 7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
' FA- Attached 8. A copy of the deed restrictions (if required).
' Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Part III, page 1 of 1

PWA
AF
NCaENR
F

Permit No.
(to be provided by DWQ)
o?QF W A TE9OG
h --1
STORMWATER MANAGEMENT PERMIT APPLICATION FORM o T
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Belgate Commercial Center
Contact person Beverly Rosenbloom, El
Phone number 704-319-7699
Date 12/11/2008
Drainage area number 4
111, DESIGN INFORMATION
Site Characteristics
Drainage area 1,264,982.40 ft2
Impervious area 962,240.40 fe
% impervious 76.07 %
Design rainfall depth 1.00 in
Storage Volume: Non-SR Waters
Minimum volume required
Volume provided
Storage Volume: SR Waters
1-yr, 24-hr runoff depth
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Basin Elevations
Basin bottom elevation
Sediment cleanout elevation
Bottom of shelf elevation
Permanent pool elevation
SHWT elevation
Top of shelf elevation
Temporary pool elevation
Form SW401-Wet Detention Basin-Rev.4
77,439.00 ft3
92,488.00 -ft'
in
ft3
..ft3
ft3
ft3
2.58 in
0.28 (unitless)
0.79 (unitless)
0.12 in/hr
4.27 ft3/sec
28.27 ft3/sec
24.00 ft3/sec
655.00 ft
656.00 ft
666.50 ft
667.00 ft
ft
667.50 ft
669.00 ft
Parts I. & II. Design Summary, Page 1 of 2
Permit
(to be provided by DWQ)
II: DESIGN INFORMATION
Volume and Surface Area Calculations
SAIDA ratio 3.13 (unitless)
Surface area at the bottom of shelf 28,324.00 ftz
Volume at the bottom of shelf 160,185.00 ft3
Permanent pool, surface area required 39,531.00 ftz
Permanent pool, surface area provided 40,926.00 fiz OK
Permanent pool volume 215,272.00 fts
Average depth for SAIDA tables 5.26 ft OK
Surface area at the top of shelf 46,417.00 f 2
Volume at the top of shelf 237,108.00 ft3
Forebay volume 39,737.00 ft3
Forebay % of permanent pool volume 18.46 % OK
Temporary pool, surface area provided 51,561.00 -ft'
Drawdown Calculations
Treatment volume drawdown time 3.30 days OK
Treatment volume discharge rate 0.33 ft3/s
Pre-development 1-yr, 24-hr discharge 4.27 ft3/s OK
Post-development 1-yr, 24-hr discharge 4.23 ft3/s OK
Additional Information
Diameter of orifice 4 in
Design TSS removal 90 %
Basin side slopes 3.00 :1 OK
Vegetated shelf slope 10.00 :1 OK
Vegetated shelf width 10.00 ft OK
Length of flowpath to width ratio - 7.09 :1 OK
Length to width ratio 6.18 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.05 ft OK
Vegetated filter provided? N (Y or N) Design must be based on 90% TSS removal
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies 24 HOUR EMERGENCY PUMP
Form SW401-Wet Detention Basin-Rev.4 Parts I. & II. Design Summary, Page 2 of 2
' Permit No.
(to be provided by DWQ)
' IIL REQUIRED ITEMS CHECKLIST
' Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
' Initials= Sheet No.
C-4 1. Plans (1 " - 50' or larger) of the entire site showing:
Design at ultimate build-out,
' Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
Pretreatment system,
' High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
' Overflow device, and
Boundaries of drainage easement.
_C-12
2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
Outlet structure with trash rack or similar,
Maintenance access,
Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filter strip.
W _C-12 3. Section view of the dry detention basin (1" = 20' or larger) showing:
Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
Inlet and outlet structures.
99 _C-4 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
Calc Book 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
Attached 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
_ _Calc book- 7. The supporting calculations.
_RI -Attached- 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
-Attached- 9. A copy of the deed restrictions (if required).
_L -Attached- 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
I Form SW401-Wet Detention Basin-Rev.4 Part III. Required Items Checklist, Page 1 of 1

BIORETENTION POND
' SUPPLEMENT FORM
1
1
STORMWATER MANAGEMENT CALCULATIONS
Belgate Commercial Center Development, Charlotte, North Carolina
Permit Number:
(to be provided by DWQ)
' W ATFR
?
O G
' -?
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
' 401 CERTIFICATION APPLICATION FORM
BI
ORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Belgate Commercial Center
Contact name Beverly Rosenbloom
Phone number 704-319-7699
Date December 11, 2008
Drainage area number
IL DESIGN INFORMATION
Site Characteristics
Drainage area 112,820 ft2
Impervious area 59,242 ft2
Percent impervious 52.5% %
Design rainfall depth 1.0 inch
Peak Flow Calculations
Is pre/post control of the 1-yr, 24-hr peak flow required? Y (Y or N)
1-yr, 24-hr runoff depth 2.58 in
1-yr, 24-hr intensity 0.12 in/hr
Pre-development 1-yr, 24-hr peak flow 0.920 ft3/sec
Post-development 1-yr, 24-hr peak flow 1.920 ft3/sec
Pre/Post 1-yr, 24-hr peak control 1.000 ft3/sec
Storage Volume: Non-SA Waters
Minimum volume required 4,913.0 ft3
Volume provided 5,709.0 ft3 OK
Storage Volume: SA Waters
1.5" runoff volume ft3
' Pre-development 1-yr, 24-hr runoff ft3
Post-development 1-yr, 24-hr runoff ft3
Minimum volume required 0 ft3
' Volume provided ft3
Cell Dimensions
Ponding depth of water 12 inches OK
Ponding depth of water 1.00 ft
Surface area of the top of the bioretention cell 6,659.0 ft' OK
Length: 120 ft OK
Width: 58 ft OK
-or- Radius ft
Media and Soils Summary
Drawdown time, ponded volume 4.31 hr OK
Drawdown time, to 24 inches below surface 3.88 hr OK
Drawdown time, total: 8.19 hr
In-situ soil.
' Soil permeability 0.52 in/hr OK
Planting media soil:
Soil permeability 2.00 in/hr OK
' Soil composition
% Sand (by weight) 87% OK
% Fines (by weight) 8%o OK
' Form SW401-Bioretention-Rev.5
Parts I and II. Design Summary, Page 1 of 3
1
1
1
1
1
1
1
1
1
1
Permit Number:
(to be provided by DWQ)
% Organic (by weight) 5% OK
Total: 100%
Phosphorus Index (P-Index) of media (unitless)
Form SW401-Bioretention-Rev.5 Parts I and II. Design Summary, Page 2 of 3
Permit Number:
' (to be provided by DWQ)
Basin Elevations
Temporary pool elevation 713.00 fmsl OK
Type of bioretention cell (answer "Y" to only one of the two following
'
questions):
Is this a grassed cell? Y (Y or N) OK
Is this a cell with trees/shrubs? N (Y or N)
Planting elevation (top of the mulch or grass sod layer) 712 fmsl
Depth of mulch 3 inches OK
Bottom of the planting media soil 709.5 fmsl
' Planting media depth 2.5 ft
Depth of washed sand below planting media soil 0.33 inches
' Are underdrains being installed? Y (Y or N)
How many clean out pipes are being installed? 7 OK
What factor of safety is used for sizing the underdrains? (See 10 OK
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and 1 ft
the bottom of the cell to account for underdrains
Bottom of the cell required 708.17 fmsl
SHWT elevation 706.5 fmsl
Distance from bottom to SHWT 1.67 ft Insufficient distance to SHWT.
' Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the

bioretention cell? IN Y (Y or N) OK
Does volume in excess of the design volume flow evenly distributed

through a vegetated filter? Y (Y or N) OK
What is the length of the vegetated filter? 60 ft
Does the design use a level spreader to evenly distribute flow? N (Y or N) Show how flow is evenly distributed.
Is the BMP located at least 30 feet from surface waters (50 feet if

SA waters)? Y (Y or N) OK
'
Is the BMP located at least 100 feet from water supply wells? Y (Y or N) OK
Are the vegetated side slopes equal to or less than 3:1? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with access

to a public Right of Way (ROW)? Y (Y or N) OK
Inlet velocity (from treatment system) 0.61 ft/sec OK
Is the area surrounding the cell likely to undergo development in the

future? N Y or N)
( ) OK
Are the slopes draining to the bioretention cell greater than 20%? N (Y or N) OK
' Is the drainage area permanently stabilized? Y (Y or N) OK
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass

(8+inches gravel followed by 3-5 ft of grass) X
Grassed swale OK
Forebay
Other
Form SW401-Bioretention-Rev.5
Parts I and II. Design Summary, Page 3 of 3
Permit No:
(to be assigned by DWQ)
III. REQUIRED ITEMS CHECKLIST
' Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
'
Page/ Plan
Initials Sheet No.
- C- 3 1. Plans (1 ° 50' or larger) of the entire site showing:
' Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Cell dimensions,
' Pretreatment system,
High flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
-?a 2. Plan details (1"= 30' or larger) forthe bioretention cell showing:
Cell dimensions
Pretreatment system,
High flow bypass system,
' Maintenance access,
Recorded drainage easement and public right of way (ROW),
Design at ultimate build-out,
Off-site drainage (if applicable),
' Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
Indicate the P-Index between 10 and 30
3. Section view of the bioretention cell (120' or larger) showing:
Side slopes, 3:1 or lower
Underdrain system (if applicable), and
' Bioretention cell layers [ground level and slope, pre-treatment, ponding depth, mulch depth, fill media
depth, washed sand, filter fabric (or choking stone If applicable), #57 stone, underdrains (if applicable),
SHWT level(s), and overflow structure]
' 4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWO, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information. All
elevations shall be in feet mean sea level (fmsl). Results of soils tests of both the planting soil and the in
situ soil must include:
Soil permeability,
Soil composition (% sand, % fines, % organic), and
P-index.
5. A detailed planting plan (120' or larger) prepared by a qualif ied individual showing:
A variety of suitable species,
Sizes, spacing and locations of plantings,
Total quantity of each type of plant specified,
' A planting detail,
The source nursery for the plants, and
Fertilizer and watering requirements to establish vegetation.
6
A
.
n assurance that the installed system will meet design specifications upon initial operation once the
project is complete and the entire drainage area is stabilized.
G -? 7. A construction sequence that shows how the bioretention cell will be protected from sediment until the
entire drainage area is stabilized.
' 8
Th
.
e supporting calculations (including underdrain calculations, if applicable).
9
A
f th
i
.
copy o
e s
gned and notarized inspection and maintenance (I&M) agreement.
' az_ T A 10. A copy of the deed restriction.
Form SW401-Bioretention-Rev.5
Part III, Page 1 of 1
CURVE NUMBER CALCULATIONS

n

STORMWATER MANAGEMENT CALCULATIONS
' Belgate Commercial Center Development, Charlotte, North Carolina
/v/l K ley-Ham
S , and Assada n. Inc.
Pre vs. Post Runoff Analysis
Composite Curve Number (CN)
Project Information
Project Name: Belgate Commercial Center
KHA Project #: 018253026
Designed by. BRR Date: 11/11/2008
Revised by. BRR Date: 12/1012008
Revised by Date:
Composite
Drainage Area Drainage Cover/Soil Hydrologic Soil Product of Curve Number
Name Location Name (Type) Cover Description' Group Curve # (CN)" Area (ac) CN x area (CN)
PRE-DEVELOPMENT
Mecklenburg, Woods
DA-1 OUTFALL 1 Enon. Wilkes Good Condition C 70 4.98 349 70
Mecklenburg, Meadow
Enon, Wilkes Good Condition C 71 4.98 354 71
9.96 702 70.5 .--
Mecklenburg, Woods
DA-2A OUTFALL 2A Enon, Wilkes Good Condition C 70 2.30 161 70
Mecklenburg, Meadow
Enon, Wilkes Good Condition C 71 2.31 164 71
j 4.61 325 - 70.5
Mecklenburg, Woods
DA-2B OUTFALL 2B Enon, Wilkes Good Condition C 70 1.24 87 70
Mecklenburg, Meadow
Enon, Wilkes Good Condition C 71 1.24 88 71
1 2.48 175 70.5
Mecklenburg, Woods
DA-3 OUTFALL 3 Eran, Wilkes Good Condition C 70 8.13 569 70
Mecklenburg, Meadow
Enon, Wilkes Good Condition C 71 8.14 578 71
Woods
Cecil Good Condition B 55 4.16 229 55
Meadow
Cecil Good Condition B 56 4.17 242 58
24.60 1618 65.8
Mecklenburg, Woods
DA-4 OUTFALL 4 Enon, Wilkes Good Condition C 70 9.32 652 70
Mecklenburg, Meadow
Enon, Wilkes Good Condition C 71 9.32 662 71
Woods
Cecil Good Condition B 55 0.12 7 55
Meadow
Cecil Good Condition B 58 0.13 8 5B
I I ' 18.89 1328 " 70.3
Mecklenburg, Woods
DA-5 OUTFALL 5 Enon, Wilkes Good Condition C 70 1.89 132 70
Mecklenburg, Meadow
Enon, Wilkes Good Condition C 71 1.89 134 71
Woods
Cecil Good Condition B 55 0.59 32 55
Meadow
Cecil Good Condition g 58 0.59 34 58
4.96 333 67.2
Total Pre-development Area = 65.50
K:\CHL_LDEV\018253 Crescent\026 Belgate\Belgate Stonnwater Management Plan\Calculations\Belgate\Stormwater Calculations_2008-1 1-11.xls 1 of 2
I ® 0. .nd A HOm
taMes, Inc.
Pre vs. Post Runoff Analysis
Composite Curve Number (CN)
Project Information
Project Name: Belgate Commercial Center
KHA Project #: 018253026
Designed by. BRR Date: 11/11/2008
Revised by: BRR Date: 12/10/2008
Revised by Date:

Drainage Area
Name
Drainage
Location
Cover/Soil
Name (Type)

Cover Description'
Hydrologic Soil
Group

Curve # (CN)"

Area (ac)
Product of
CN x area Composite
Curve Number
(CN)
POST DEVELOPMENT
DA-1 POND 1 Impervious 98 12.20 1196 98
Mecklenburg,
Enon, Wilkes
Open Space -Good Condition
C
74
1.36
100
74
13.56 1296.34 95.60

UND DA-1
OUTFALL 1 Mecklenburg,
Enon, Wilkes
Open Space - Good Condition
C
74
0.46
34
74
l { 0.46 34.20 - 74.00 -
DA-2A POND 2 Impervious 98 3.44 337 98
Mecklenburg,
Enon, Wilkes
Open Space - Good Condition
C
74
0.89
66
74
4.33 402.98 93.07...

UND DA-2A
OUTFALL 2A Mecklenburg,
Enon, Wilkes
Open Space - G-d Condition
C
74
0.27
20
74
- 027 20-05 - 74.00

UND DA-2B
OUTFALL 2B Mecklenburg,
Enon, Wilkes
Open Space - Good Condition
j c
74
0.69
51
74
0.69 51-06 - 74.OD
DA-3 POND 3 Impervious 98 10.62 1041 98
Cecil Open Space - Good Condition B 61 1.70 104 61.
Mecklenburg,
Enon, Wilkes
Open Space - Good Condition
C
74
0.56
41
74
I i - `I { 12.88 1185.90 92.07

UND DA-3
OUTFALL 3 Mecklenburg,
Enon, Wilkes
Open Space - Good Condition
C
74
1.03
76
74
I 1.03 76.22 -- 74.00
DA4 POND 4 Impervious 98 18.04 1768 98
Impervious - Roadway 98 4.05 397 98
Cecil Open Space - Good Condition B 61 1.81 110 61
Mecklenburg,
Enon, Wilkes
Open Space - Good Condition
C
74
5.14
380
74
1 29.04 2655.59 91.45

UND DA4
OUTFALL 4 Mecklenburg,
Enon, Wilkes
Open Space - Good Condition
C
74
0.81
60
74
I 0.81 59.94 -.-.74.00
DA-5 810 1 Impervious 98 1.36 133 98
Cecil Open Space - Good Condition B 61 0.71 43 61
Mecklenburg,
Enon. Wilkes
Open Space - Good Condition
C
74
0.52
38
74
2.59 215.07 83.04

UND DA -5
OUTFALL 5 Mecklenburg,
Enon, Wilkes Woods
Good Condition
C
70
1.37
96
70
Mecklenburg,
Enon, Wilkes Meadow
Good Condition
C
71
1.37
97
71
Mecklenburg,
Enon, Wilkes
Open Space - Good Condition
C
74
0.22
16
74

Cecil Woods
Good Condition
B
55
0.26
14
55

Cecil Meadow
Good Condition
B
58
0.26
15
58
I 1 3.48 239 68.63
Total Post-development Area = 69.14
Cover Descriptions per TR-55 Manual
From TR-55 Manual, Table 2-2 a d c
K:\CHL_LDEV\018253 Crescent\026 Beigate\Beigate Stormwater Management Plan\Calculations\Beigate\Stormwater Calculations_2008-1 1-11.xis 2 of 2
TIME OF CONCENTRATION
i CALCULATIONS
STORMWATER MANAGEMENT CALCULATIONS
Berate Commercial Center Development, Charlotte, North Carolina
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HYDROCAD HYDROLOGY REPORT
WET PONDS 1 AND 2
1
t
STORMWATER MANAGEMENT CALCULATIONS
' Belgate Commercial Center Development, Charlotte, North Carolina

n

11
1S (2S) (4S)
Pre-dev DA-1 Post-d v DA-1 Post-dev ND DA-1
N7 47
3P 8P
Pond 1 Outfall 1
5S 6S 8S
Pre-dev DA-2 Post-d v DA-2 Post-dev ND DA-2
7P '` 9P
Pond 2
Subca Reach on Link
Outfall 2

Belgate Commercial Center SWMP Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HydroCAD® 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 2
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre-dev DA-1 Runoff Area=9.960 ac 0.00% Impervious Runoff Depth>0.53"
Tc=29.3 min CN=71 Runoff=2.48 cfs 0.437 of
Subcatchment 2S: Post-dev DA-1 Runoff Area=13.560 ac 0.00% Impervious Runoff Depth>2.14"
Tc=5.0 min CN=96 Runoff=17.54 cfs 2.416 of
Subcatchment 4S: Post-dev UND DA-1 Runoff Area=0.460 ac 0.00% Impervious Runoff Depth>0.65"
Tc=5.0 min CN=74 Runoff=0.19 cfs 0.025 of
Subcatchment 5S: Pre-dev DA-2 Runoff Area=2.480 ac 0.00% Impervious Runoff Depth>0.53"
Tc=30.2 min CN=71 Runoff=0.61 cfs 0.109 of
Subcatchment 6S: Post-dev DA-2 Runoff Area=4.330 ac 0.00% Impervious Runoff Depth>1.85"
Tc=5.0 min CN=93 Runoff=5.09 cfs 0.669 of
Subcatchment 8S: Post-dev UND DA-2 Runoff Area=0.270 ac 0.00% Impervious Runoff Depth>0.65"
Tc=5.0 min CN=74 Runoff=0.11 cfs 0.015 of
Pond 3P: Pond 1 Peak Elev=725.48' Storage=69,644 cf Inflow=17.54 cfs 2.416 of
Outflow=2.09 cfs 1.121 of
Pond 7P: Pond 2 Peak Elev=727.02' Storage=23,459 cf Inflow=5.09 cfs 0.669 of
Outflow=0.13 cfs 0.135 of
Pond 8P: Outfall 1 Inflow=2.12 cfs 1.146 of
Primary=2.12 cfs 1.146 of
'
Pond 9P: Outfall 2 Inflow=0.21 cfs 0.150 of
Primary=0.21 cfs 0.150 of
Total Runoff Area = 31.060 ac Runoff Volume = 3.670 of Average Runoff Depth = 1.42" '
100.00% Pervious = 31.060 ac 0.00% Impervious = 0.000 ac

r

' Belgate Commercial Center SWMP Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HydroCAD® 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1 S: Pre-dev DA-1
' Runoff = 2.48 cfs @ 12.83 hrs, Volume= 0.437 af, Depth> 0.53"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
' Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Area (ac) CN Description
' 9.960 71
9.960 Pervious Area
' Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
29.3 Direct Entry, From spreadsheet
Subcatchment 1S: Pre-dev DA-1
Hydrograph
2.48 cfs
Charlotte 24-hr
1-yr 24.00 hrs 1 yr - 24 hr
2 Rainfall=2.58"
Runoff Area=9.960 ac
Runoff Volume=0.437 of
LL Runoff Depth>0.53"
1 Tc=29.3 min
CN=71
¦ Runoff
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Belgate Commercial Center SWMP Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58" '
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HydroCADO 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 4 '
Summary for Subcatchment 2S: Post-dev DA-1
[49] Hint: Tc<2dt may require smaller dt '
Runoff = 17.54 cfs @ 12.40 hrs, Volume= 2.416 af, Depth> 2.14"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs ,
Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Area (ac) CN Description '
13.560 96
13.560 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, From spreadsheet
Subcatchment 2S: Post-dev DA-1
Hydrograph
19
18 17.54 cfs
17 Charlotte 24-hr
15 1-yr 24.00 hrs 1 yr - 24 hr
14 Rainfall=2.58"
13-
12:' Runoff Area=13.560 ac
Runoff Volume=2.416 of
19
LL Runoff Depth>2.14"
Tc=5.0 min
CN=96
21 I -?
¦ Runoff
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
' Belgate Commercial Center SWMP Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
' HydroCAD® 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 4S: Post-dev UND DA-1
[49] Hint: Tc<2dt may require smaller dt
Runoff = 0.19 cfs @ 12.45 hrs, Volume= 0.025 af, Depth> 0.65"
' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Area (ac) CN Description
0.460 74
' 0.460 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
' 5.0 Direct Entry,
Subcatchment 4S: Post-dev UND DA-1
Hydrograph
0.21
0.2: ¦ Runoff
0.19 cfs
0.19 Charlotte 24-hr
0.18-
0.17 1-yr 24.00 hrs 1 yr - 24 hr
' 0.16-
0.15-. Rainfall=2.58"
0.14-
0.13-. Runoff Area=0.460 ac
F 0.12 Runoff Volume=0.025 of
0.11-
0 0., Runoff Depth>0.65
" 0.09
0.08 Tc=5.0 min
' 0.06 CN=74
0.03
0.02
0.01-
0'
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Belgate Commercial Center SWMP Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HydroCAD® 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 5S: Pre-lev DA-2
Runoff = 0.61 cfs @ 12.85 hrs, Volume= 0.109 af, Depth> 0.53"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Area (ac) CN Description
2.480 71
2.480 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
30.2 Direct Entry, From Spreadsheet
Subcatchment 5S: Pre-dev DA-2 ,
Hydrograph
'
0.65 0.61 cfs ¦ Runoff
0.6 Charlotte 24-hr
0.55 1-yr 24.00 hrs 1 yr - 24 hr '
0.5 Rainfall=2.58"
0.45 Runoff Area=2.480 ac '
0.4 Runoff Volume=0.109 of
0.35
0 0.3 Runoff Depth>0.53" '
il: -
0.25 Tc=30.2 min
0.2 CN=71
0.15-
0.1-
0.05-
13 0
0 1 2 3 4 5 6 7 8 9 10 11 12 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Belgate Commercial Center SWMP Charlotte 24-hr 1-yr 24.00 hrs 1 yr- 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HydroCAD® 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 6S: Post-dev DA-2
[49] Hint: Tc<2dt may require smaller dt
Runoff = 5.09 cfs @ 12.40 hrs, Volume= 0.669 af, Depth> 1.85"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Area (ac) CN Descriotion
4.330 93
4.330 Pervious Area
Tc Length Slope Velocity Capacity Description
_(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 6S: Post-dev DA-2
Hydrograph
¦ Runoff
5.09 cfs
Idiiiiiii
U.
0
Charlotte 24-hr
1-yr 24.00 hrs 1 yr - 24 hr
Rainfall=2.58"
Runoff Area-4.330 ac
Runoff Volume=0.669' of
Runoff Depth>1.85"
Tc=5.0 min
CN-93
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Belgate Commercial Center SWMP Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HydroCAM 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 8S: Post-dev UND DA-2
[49] Hint: Tc<2dt may require smaller dt
Runoff = 0.11 cfs @ 12.45 hrs, Volume= 0.015 af, Depth> 0.65"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Area (ac) CN Description
0.270 74
0.270 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 8S: Post-dev UND DA-2
Hydrograph
0.12-

1 cfs
0.1
0.11 Charlotte 24-hr
0.1 1-yr 24.00 hrs 1 yr - 24 hr
0.09 Rainfall=2.58"
0.08 Runoff Area=0.270 ac
°07 Runoff Volume=0.015 of
0.06 Runoff Depth>0.65"
LL
0.05
Tc=5.0 min
0.04 CN=74
0.03
¦ Runoff
0.01
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Belgate Commercial Center SWMP Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HydroCAD® 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Paae 9
Summary for Pond 3P: Pond 1
Inflow Area = 13.560 ac, 0.00% Impervious, Inflow Depth > 2.14" for 1 yr - 24 hr event
Inflow = 17.54 cfs @ 12.40 hrs, Volume= 2.416 of
Outflow = 2.09 cfs @ 14.09 hrs, Volume= 1.121 af, Atten= 88%, Lag= 101.1 min
Primary = 2.09 cfs @ 14.09 hrs, Volume= 1.121 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 725.48'@ 14.09 hrs Surf.Area= 31,419 sf Storage= 69,644 cf
Plug-Flow detention time= 324.5 min calculated for 1.118 of (46% of inflow)
Center-of-Mass det. time= 204.6 min ( 996.3 - 791.7 )
Volume Invert Avail.Storage Storage Description
#1 723.00' 195,358 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
' 723.00 23,520 0 0
724.00 27,976 25,748 25,748
725.00 30,286 29,131 54,879
726.00 32,653 31,470 86,349
727.00 35,077 33,865 120,214
728.00 37,558 36,318 156,531
729.00 40,096 38,827 195,358
Device Routing Invert Outlet Devices
#1 Primary 723.00' 24.0" x 40.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 722.00' S=0.0250'/' Cc= 0.900 n=0.013
#2 Device 1 723.00' 3.5" Vert. Orifice/Grate C= 0.600
#3 Device 1 725.00' 1.50' W x 0.75'H Vert. Orifice/Grate C=0.600
#4 Device 1 725.60' 2.00' W x 0.50'H Vert. Orifice/Grate C=0.600
' #5 Device 1 726.80' 2.00' W x 0.75H Vert. Orifice/Grate C=0.600
#6 Device 1 727.50' 3.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
Primary OutFlow Max=2.09 cfs @ 14.09 hrs HW=725.48' (Free Discharge)
' t-' =Culvert (Passes 2.09 cfs of 18.39 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.49 cfs @ 7.35 fps)
3=Orifice/Grate (Orifice Controls 1.59 cfs @ 2.22 fps)
-Orifice/Grate ( Controls 0.00 cfs)
5=Orifice/Grate ( Controls 0.00 cfs)
=Orifice/Grate ( Controls 0.00 cfs)

Belgate Commercial Center SWMP Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HydroCAM 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 10
Pond 3P: Pond 1
Hydrograph
¦ Inflow
¦ Primary

0
U.
71

L

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Belgate Commercial Center SWMP Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HydroCAD® 8.50 s/n 005123 © 2007 HydroCAD Software Solutions LLC Page 11
Summary for Pond 7P: Pond 2
Inflow Area = 4.330 ac, 0.00% Impervious, Inflow Depth > 1.85" for 1 yr - 24 hr event
Inflow = 5.09 cfs @ 12.40 hrs, Volume= 0.669 of
Outflow = 0.13 cfs @ 20.59 hrs, Volume= 0.135 af, Atten= 97%, Lag= 490.9 min
Primary = 0.13 cfs @ 20.59 hrs, Volume= 0.135 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
' Peak Elev= 727.02'@ 20.59 hrs Surf.Area= 13,512 sf Storage= 23,459 cf
Plug-Flow detention time= 418.5 min calculated for 0.135 of (20% of inflow)
Center-of-Mass det. time= 252.1 min ( 1,063.7 - 811.6 )
Volume Invert Avail.Storage Storage Description
#1 725.00' 70,885 cf Custom Stage Data (Prismatic) Listed below (Recalc)
' Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
725.00 8,933 0 0
726.00 11,939 10,436 10,436
727.00 13,475 12,707 23,143
728.00 15,069 14,272 37,415
' 729.00 16,721 15,895 53,310
730.00 18,429 17,575 70,885
' Device Routing Invert Outlet Devices
#1 Primary 725.00' 18.0" x 34.0' long Culvert RCP, groove end projecting, Ke= 0.200
Outlet Invert= 724.50' S=0.01477' Cc= 0.900 n=0.013
#2 Device 1 725.00' 1.9" Vert. Orifice/Grate C= 0.600
#3 Device 1 727.10' 2.00' W x 0.50'H Vert. Orifice/Grate C=0.600
#4 Device 1 727.80' 0.25' W x 0.17'H Vert. Orifice/Grate C=0.600
#5 Device 1 728.50' 4.00' x 3.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
Primary OutFlow Max=0.13 cfs @ 20.59 hrs HW=727.02' (Free Discharge)
t1=Culvert (Passes 0.13 cfs of 10.63 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.13 cfs @ 6.71 fps)
' 3=Orifice/Grate ( Controls 0.00 cfs)
-Orifice/Grate (Controls 0.00 cfs)
5=Orifice/Grate ( Controls 0.00 cfs)
Belgate Commercial Center SWMP Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HydroCAD® 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 12
Pond 7P: Pond 2
Hydrograph
¦ Inflow
¦ Primary
v
3
0
LL
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Belgate Commercial Center SWMP Charlotte 24-hr 1-yr 24.00 hrs 1 yr- 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HydroCAD® 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 13
Summary for Pond 8P: Ouffall 1
I [40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 14.020 ac, 0.00% Impervious, Inflow Depth > 0.98" for 1 yr - 24 hr event
' Inflow 2.12 cfs @ 14.06 hrs, Volume= 1.146 of
Primary 2.12 cfs @ 14.06 hrs, Volume= 1.146 af, Atten= 0%, Lag= 0.0 min
' Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Pond 8P: Outfall 1
Hydrograph
¦ Inflow
¦ Primary
v
3
0
LL
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Belgate Commercial Center SWMP Charlotte 24-hr 1-yr 24.00 hrs 1 yr- 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HydroCAD® 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 14
Summary for Pond 9P: Outfall 2
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 4.600 ac, 0.00% Impervious, Inflow Depth > 0.39" for 1 yr - 24 hr event
Inflow = 0.21 cfs @ 12.47 hrs, Volume= 0.150 of
Primary = 0.21 cfs @ 12.47 hrs, Volume= 0.150 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Pond 9P: Ouffall 2
Hydrograph
¦ Inflow
¦ Primary
v
3
0
LL
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
' HYDROCAD HYDROLOGY REPORT
' WET POND 3
1
STORMWATER MANAGEMENT CALCULATIONS
Belgate Commercial Center Development, Charlotte, North Carolina
(is)
Pre-development
2S 3S
Post-dev lopment Postdeve opment -
Uncle ained
47 ';?7
3P A
Pond Outfall
Su4 Reach on Link

081201 Pond calcs - with additional ro Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58" '
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Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points
Runoff by SCS TR-20 method, UH=SCS '
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre-development Runoff Area=24.600 ac 0.00% Impervious Runoff Depth>0.35"
Tc=35.0 min CN=66 Runoff=3.35 cfs 0.724 of
Subcatchment 2S: Post-development Runoff Area=12.880 ac 0.00% Impervious Runoff Depth>1.77"
Tc=5.0 min CN=92 Runoff=14.58 cfs 1.896 of '
Subcatchment 3S: Postdevelopment - Runoff Area=0.830 ac 0.00% Impervious Runoff Depth>0.65"
Tc=5.0 min CN=74 Runoff=0.34 cfs 0.045 of
Pond 3P: Pond Peak Elev=684.65' Storage=64,327 cf Inflow=14.58 cfs 1.896 of '
Primary=0.49 cfs 0.470 of Secondary=0.00 cfs 0.000 of Outflow=0.49 cfs 0.470 of
Pond OUT: Outfall Inflow=0.55 cfs 0.515 of '
Primary=0.55 cfs 0.515 of
Total Runoff Area = 38.310 ac Runoff Volume = 2.665 of Average Runoff Depth = 0.83"
100.00% Pervious= 38.310 ac 0.00% Impervious = 0.000 ac

' 081201 Pond talcs - with additional ro Charlotte 24-hr 1-yr 24.00 hrs 1 Yr - 24 hr Rainfall=2.58"
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' HydroCAD® 8.50 s/n 005123 @2007 HvdroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1S: Pre-development
' Runoff = 3.35 cfs @ 12.99 hrs, Volume= 0.724 af, Depth> 0.35"
' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Area (ac) CN Description
24.600 66
24.600 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
35.0 Direct Entry, From spreadsheet
' Subcatchment 1S: Pre-development
Hydrograph
3.35 cfs ¦ Runoff
Charlotte 24-hr
' 3 1-yr 24.00 hrs 1 yr - 24 hr
Rainfall=2.58"
' Runoff Area=24.600 ac
2 Runoff Volume=0.724 of
Runoff Depth>0.35"
Tc=35.0 min
CN=66
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
081201 Pond calcs - with additional ro Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
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Summary for Subcatchment 2S: Post-development
[49] Hint: Tc<2dt may require smaller dt
Runoff = 14.58 cfs @ 12.41 hrs, Volume= 1.896 af, Depth> 1.77'
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Area (ac) CN Description
12.880 92
12.880 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, From spreadsheet
Subcatchment 2S: Post-development
Hydrograph
15 14.58 cfs
14 Charlotte 24-hr
13 1-yr 24.00 hrs 1 yr - 24 hr
12 Rainfall=2.58"
11
,0 Runoff Area=12.880 ac
9 Runoff Volume=1.896 of
LL ; Runoff Depth>1.77"
6 Tc=5.0 min
5 CN=92
4
3
2
1
¦ Runoff
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

0.34 Charlotte 24-hr
0.32-0.3'
1.-yr 24.00 hrs 1 yr - 24 hr
0.28 Rainfall=2,58•,
0.26
0.24
Runoff Area=0.830 ac
0.22
0.2.
Runoff of
0 o.18 Runoff Depth>0.65"
0.16
0.14.
Tc=5.0 min
0.12 CN=74
0.1
0.08
0.06
0.0a
081201 Pond talcs - with additional ro Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
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HydroCAD® 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 3S: Postdevelopment - Undetained
[49] Hint: Tc<2dt may require smaller dt
Runoff = 0.34 cfs @ 12.45 hrs, Volume= 0.045 af, Depth> 0.65"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Area (ac) CN Description
0.830 74
0.830 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 3S: Postdevelopment - Undetained
Hydrograph
0.38
0.36 ¦ Runoff
0.34 cfs
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 26-21-2'2-23 24
Time (hours)
081201 Pond calcs - with additional ro Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
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Summary for Pond 3P: Pond
Inflow Area = 12.880 ac, 0.00% Impervious, Inflow Depth > 1.77" for 1 yr - 24 hr event
Inflow = 14.58 cfs @ 12.41 hrs, Volume= 1.896 of
Outflow = 0.49 cfs @ 18.42 hrs, Volume= 0.470 af, Atten= 97%, Lag= 360.6 min
Primary = 0.49 cfs @ 18.42 hrs, Volume= 0.470 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 684.65'@ 18.42 hrs Surf.Area= 27,512 sf Storage= 64,327 cf
Plug-Flow detention time= 418.0 min calculated for 0.470 of (25% of inflow)
Center-of-Mass det. time= 269.3 min ( 1,086.4 - 817.0 )
Volume Invert Avail.Storage Storage Description
#1 682.00' 168,830 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
682.00 19,662 0 0
683.00 24,001 21,832 21,832
684.00 26,105 25,053 46,885
685.00 28,268 27,187 74,071
686.00 30,488 29,378 103,449
687.00 32,584 31,536 134,985
688.00 35,106 33,845 168,830
Device Routing Invert Outlet Devices
#1 Primary 676.00' 24.0" x 100.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 675.00' S=0.0100'/' Cc= 0.900
n= 0.012 Concrete pipe, finished
#2 Device 1 682.00' 2.5" Vert. Orifice/Grate C= 0.600
#3 Device 1 683.70' 3.0" Horiz. Orifice 1 Limited to weir flow C= 0.600
#4 Device 1 686.35' 16.0' long x 0.5' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#5 Secondary 686.46' 10.0' long x 0.5' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
Primary OutFlow Max=0.49 cfs @ 18.42 hrs HW=684.65' (Free Discharge)
L1=Culvert (Passes 0.49 cfs of 41.84 cfs potential flow)
1:3=Orifice Orifice/Grate (Orifice Controls 0.26 cfs @ 7.68 fps)
1 (Orifice Controls 0.23 cfs @ 4.69 fps)
Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=682.00' (Free Discharge)
Broad-Crested Rectangular Weir (Controls 0.00 cfs)
081201 Pond talcs - with additional ro Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HydroCAD® 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 7
Pond 3P: Pond
Hydrograph
14.58 cfs ¦ Inflow
? Outflow
Inflow Area=12.880 ac ¦ Primary
16 ¦ Secondary
15 Peak Elev=684.65'
13 Storage=64,327 cf
14
12
11
10-
9
3 8
0
7
0.00 cfs
0
0 1 2 3 4 5 6 7 8 4-1''6-11 -1'2-"I'3 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
081201 Pond calcs - with additional ro Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
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Summary for Pond OUT: Outfall
[40] Hint: Not Described (Outflow= Inflow)
Inflow Area = 13.710 ac, 0.00% Impervious, Inflow Depth > 0.45" for 1 yr - 24 hr event
Inflow = 0.55 cfs @ 12.66 hrs, Volume= 0.515 of
Primary = 0.55 cfs @ 12.66 hrs, Volume= 0.515 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Pond OUT: Outfall
Hydrograph
¦ Inflow
¦ Primary
w
v
3
0
LL
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 11 16 1U zu n zz za 44
Time (hours)
HYDROCAD HYDROLOGY REPORT
WET POND 4
STORMWATER MANAGEMENT CALCULATIONS
Belgate Commercial Center Development, Charlotte, North Carolina
1
1
1
1
1
1
1
1
1
1

1S
Pre-dev DA-5
(9s
Post- Roa,
Subca Reach on Link
2S 4S
-5 Post-dev ND DA-5
"4 ? I
Pond 1
N 8P
Outfall 1
Pond 4 Model
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Area Listing (all nodes)
Area (acres) CN Description (subcats)
18.890 70 (1S)
0.810 74 (4S)
25.990 91 (2S)
4.050 98 (9S)
49.740
Pond 4 Model Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
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HydroCAD® 8.00 s/n 005123 © 2006 HydroCAD Software Solutions LLC 12/11/2008
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre-dev DA-5 Runoff Area=18.890 ac Runoff Depth=0.49"
Tc=29.4 min CN=70 Runoff=4.27 cfs 0.778 of
Subcatchment 2S: Post-dev DA-5 Runoff Area=25.990 ac Runoff Depth=1.68"
Tc=5.0 min CN=91 Runoff=28.27 cfs 3.646 of
Subcatchment 4S: Post-dev UND DA-5 Runoff Area=0.810 ac Runoff Depth=0.65"
Tc=5.0 min CN=74 Runoff=0.33 cfs 0.044 of
Subcatchment 9S: Post- Road Runoff Area=4.050 ac Runoff Depth=2.35"
Tc=0.0 min CN=98 Runoff=5.59 cfs 0.793 of
Pond 3P: Pond 1 Peak Elev=669.63' Storage=123,378 cf Inflow=33.30 cfs 4.439 of
Outflow=4.16 cfs 4.368 of
Pond 8P: Outfall 1 Inflow=4.23 cfs 4.412 of
Primary=4.23 cfs 4.412 of
Total Runoff Area = 49.740 ac Runoff Volume = 5.261 of Average Runoff Depth = 1.27"
91.86% Pervious Area = 45.690 ac 8.14% Impervious Area = 4.050 ac
Pond 4 Model Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
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HydroCAD@ 8.00 s/n 005123 © 2006 HydroCAD Software Solutions LLC 12/11/2008
Subcatchment 1S: Pre-dev DA-5
Runoff = 4.27 cfs @ 12.85 hrs, Volume= 0.778 af, Depth= 0.49"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Area (ac) CN Description
18.890 70
18.890 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
29.4 Direct Entry, From spreadsheet
Subcatchment 1S: Pre-dev DA-5 ,
Hydrograph
¦ Runoff '
4.27 cfs
Charlotte 24-hr
4-
'
1 -yr 24.00 hrs 1 yr - 24 hr
Rainfall=2.58"
3 Runoff Area=18.890 ac ,
Runoff Volume=0.778 of
U. 2 Runoff Depth=0.49"
Tc=29.4 min
CN=70
lq?
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 '
Time (hours)

Pond 4 Model Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
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HydroCAD® 8.00 s/n 005123 © 2006 HydroCAD Software Solutions LLC 12/11/2008
Subcatchment 2S: Post-dev DA-5
[49] Hint: Tc<2dt may require smaller dt
Runoff = 28.27 cfs @ 12.41 hrs, Volume= 3.646 af, Depth= 1.68"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Area (ac) CN Description
25.990 91
25.990 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, From spreadsheet
Subcatchment 2S: Post-dev DA-5
Hydrograph
30
28.27 cfs
Charlotte 24-hr
1-yr 24.00 hrs 9 yr 24 hr
Rainfall=2.58"
Runoff Area=25.990 ac
Runoff Volume=3.646 of
Runoff Depth=1.68"
Tc=5.0 min
CN=91
¦ Runoff
rn 18
16
LL 14
12
10
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
Pond 4 Model Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58" '
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HydroCAD® 8.00 s/n 005123 © 2006 HydroCAD Software Solutions LLC 12/11/2008 '
Subcatchment 4S: Post-dev UND DA-5
[49] Hint: Tc<2dt may require smaller dt i
Runoff = 0.33 cfs @ 12.45 hrs, Volume= 0.044 af, Depth= 0.65"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Area (ac) CN Description '
0.810 74
0.810 Pervious Area '
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, '
Subcatchment 4S: Post-dev UND DA-5
Hydrograph '
0.36 ¦ Runoff
0.33 cfs '
0.34 Charlotte 24-hr
0.32-
0.3-- 1-yr 24.00 hrs 1 yr - 24 hr
0.26 Rainfall=2.58" ,
0.24 Runoff Area=0.810 ac
N 0.22
0.2 Runoff Volume=0.044 of '
0 018 Runoff Depth=0.65"
LL 0.16
0.14 Tc=5.0 min
0.12 CN=74 '
0.1
0.08
0.06-
0.04-
06
11 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 65 90 95 100 105 110 115 120
Time (hours)
Pond 4 Model Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
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HydroCAD® 8.00 s/n 005123 © 2006 HydroCAD Software Solutions LLC 12/11/2008
Subcatchment 9S: Post- Road
' [46] Hint: Tc=O (Instant runoff peak depends on dt)
Runoff = 5.59 cfs @ 12.33 hrs, Volume= 0.793 af, Depth= 2.35"
' Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
' Area (ac) CN Description
4.050 98
4.050 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.0 Direct Entry, 5.0
Subcatchment 9S: Post- Road
Hydrograph
6- 5.59 cfs ¦ Runoff
Charlotte 24-hr
5-1 -yr 24.00 hrs 1 yr 24 hr
Rainfall=2.58"
4 Runoff Area=4.050 ac
Runoff Volume=0.793 of
LL 3Runoff Depth=2.35"
2 Tc=0.0 min
CN=98
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
Pond 4 Model Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
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HydroCAD@) 8.00 s/n 005123 © 2006 HydroCAD Software Solutions LLC 12/11/2008
Pond 3P: Pond 1
Inflow Area = 30.040 ac, Inflow Depth = 1.77" for 1 yr - 24 hr event
Inflow = 33.30 cfs @ 12.40 hrs, Volume= 4.439 of
Outflow = 4.16 cfs @ 14.11 hrs, Volume= 4.368 af, Atten= 87%, Lag= 102.6 min
Primary = 4.16 cfs @ 14.11 hrs, Volume= 4.368 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 669.63'@ 14.11 hrs Surf.Area= 53,795 sf Storage= 123,378 cf
Plug-Flow detention time= 1,280.4 min calculated for 4.366 of (98% of inflow)
Center-of-Mass det. time= 1,272.6 min ( 2,085.4 - 812.7 )
Volume Invert Avail.Storage Storage Description
#1 667.00' 325,763 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
667.00 33,080 0 0
668.00 48,053 40,567 40,567
669.00 51,561 49,807 90,374
670.00 55,127 53,344 143,718
671.00 58,751 56,939 200,657
672.00 62,525 60,638 261,295
673.00 66,412 64,469 325,763
Device Routing Invert Outlet Devices
#1 Primary 663.50' 48.0" x 50.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 663.00' S= 0.0100'/' Cc= 0.900 n=0.013
#2 Device 1 667.00' 4.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 669.00' 2.20' W x 0.65'H Vert. Orifice/Grate C=0.600
#4 Device 1 670.15' 2.00' W x 0.75'H Vert. Orifice/Grate X2.00 C=0.600
#5 Device 1 670.90' 0.25' W x 0.50' H Vert. Orifice/Grate X 2.00 C=0.600
#6 Device 1 671.80' 4.00' x 4.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
iary OutFlow Max=4.16 cfs @ 14.11 hrs HW=669.63' (Free Discharge)
=Culvert (Passes 4.16 cfs of 122.91 cfs potential flow)
-2=Orifice/Grate (Orifice Controls 0.66 cfs @ 7.55 fps)
-3=Orifice/Grate (Orifice Controls 3.50 cfs @ 2.54 fps)
--4=Orifice/Grate ( Controls 0.00 cfs)
-5=Orifice/Grate ( Controls 0.00 cfs)
-6=Orifice/Grate ( Controls 0.00 cfs)
Pond 4 Model Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Page 9
HydroCAD® 8.00 s/n 005123 © 2006 HydroCAD Software Solutions LLC 12/11/2008
Pond 3P: Pond 1
Hydrograph
¦ Inflow
¦ Primary 3
0
LL
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
Pond 4 Model Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Page 10
HydroCAD® 8.00 s/n 005123 © 2006 HydroCAD Software Solutions LLC 12/11/2008
Pond 8P: Outfall 1
[40] Hint: Not Described (Outflow= Inflow)
Inflow Area = 30.850 ac, Inflow Depth > 1.72" for 1 yr - 24 hr event
Inflow = 4.23 cfs @ 14.09 hrs, Volume= 4.412 of
Primary = 4.23 cfs @ 14.09 hrs, Volume= 4.412 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Pond 8P: Ouffall 1
Hydrograph
¦ Inflow
¦ Primary
v
3
0
U.
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 1 UU WO 11U 115 i zU
Time (hours)
HYDROCAD HYDROLOGY REPORT
BIORETENTION POND I
STORMWATER MANAGEMENT CALCULATIONS
Belgate Conunercial Center Development, Charlotte, North Carolina
1S 2S (4S)
Pre-dev Pos dev Post-dev UN
11P
Acdp
CB -17
`a
3P 8P
Pond 1 Outfall
Subca Reach on Link
Undetained Outfall
Brookside Bioretention Charlotte 24-hr 1-yr 24.00 hrs 1 yr- 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HydroCAD® 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 2
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre-dev Runoff Area=4.960 ac 0.00% Impervious Runoff Depth>0.39"
Tc=19.2 min CN=67 Runoff=0.92 cfs 0.160 of
Subcatchment 2S: Post-dev
Subcatchment 4S: Post-dev UND
Pond 3P: Pond 1
Pond 8P: Outfall
Runoff Area=2.590 ac 0.00% Impervious Runoff Depth>1.12"
Tc=5.0 min CN=83 Runoff=1.92 cfs 0.241 of
Runoff Area=3.490 ac 0.00% Impervious Runoff Depth>0.46"
Tc=16.3 min CN=69 Runoff=0.83 cfs 0.132 of
Peak Elev=712.92' Storage=5,670 cf Inflow=1.24 cfs 0.225 of
Outflow=0.25 cfs 0.112 of
Inflow=0.74 cfs 0.128 of
Primary=0.74 cfs 0.128 of
Pond 10P: CB-17 Peak Elev=714.97' Inflow=1.92 cfs 0.241 of
Primary=1.24 cfs 0.225 of Secondary=0.68 cfs 0.016 of Outflow=1.92 cfs 0.241 of
Pond 11P: Undetained Outfall Inflow=0.83 cfs 0.132 of
Primary=0.83 cfs 0.132 of
Total Runoff Area =11.040 ac Runoff Volume = 0.533 of Average Runoff Depth = 0.58"
100.00% Pervious =11.040 ac 0.00% Impervious = 0.000 ac
' Brookside Bioretention Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
' HydroCAM 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1 S: Pre-dev
' Runoff = 0.92 cfs @ 12.73 hrs, Volume= 0.160 af, Depth> 0.39"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Area (ac) CN Description
' 4.960 67
4.960 Pervious Area
' Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
19.2 Direct Entry, From spreadsheet
Subcatchment 1S: Pre-dev
Hydrograph
' 1 ¦ Runoff
0.92 cfs
Charlotte 24-hr
1-yr 24.00 hrs 1 yr 24 hr
Rainfall=2'.5$"
Runoff Area 4.960 ac
Runoff Volume=0.160' of
Runoff Depth>0.39"
' Tc=19.2 min
CN=67
1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

Brookside Bioretention Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58" ,
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HydroCAD® 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 4 '
Summary for Subcatchment 2S: Post-dev
[49] Hint: Tc<2dt may require smaller dt ,
Runoff = 1.92 cfs @ 1242 hrs, Volume=- 0.241 af, Depth> 1.12"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Area (ac) CN Description '
2.590 83
2.590 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, From spreadsheet
Subcatchment 2S: Post-dev
Hydrograph
2 1.92 cfs
Charlotte 24-hr
1-yr 24.00 hrs 1 yr - 24 hr
Rainfall=2.58"
Runoff Area=2.590 ac
Runoff Volume=0.241 of
U. 1 Runoff Depth>1.12"
Tc=5.0 min
CN=83
¦ Runoff
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Brookside Bioretention Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HydroCADO 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 5
Summary for Subcatchment 4S: Post-dev UND
Runoff = 0.83 cfs @ 12.66 hrs, Volume= 0.132 af, Depth> 0.46"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Area (ac) CN Description
3.490 69
3.490 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.3 Direct Entry,
Subcatchment 4S: Post-dev UND
Hydrograph
noff
0.9-
3 cfs
0.8
0'85 Charlotte 24hr
0.8
0.75 1-yr 24.00 hrs 1 yr - 24 hr
0.7
0.65 Rainfall=2,58"
0.6 Runoff Area=3.490 ac
0.55
0.5 Runoff Volume=0.132 of
LL 00.4-
0.35'. Runoff Depth>0.46
Tc=16.3 min
025 CN=69
0.2
0.15
0.1
0.05
0
0 1 2 3 4 5 6 7 8 9 10 11 12,
13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Brookside Bioretention Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58" ,
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HydroCAM 8.50 s/n 005123 © 2007 HydroCAD Soft
LLC
Summary for Pond 3P: Pond 1
[79] Warning: Submerged Pond 10P Primary device # 1 OUTLET by 0.92'
Inflow Area = 2.590 ac, 0.00% Impervious, Inflow Depth > 1.04" for 1 yr - 24 hr event
Inflow = 1.24 cfs @ 12.42 hrs, Volume= 0.225 of
Outflow = 0.25 cfs @ 14.23 hrs, Volume= 0.112 af, Atten= 80%, Lag= 108.6 min
Primary = 0.25 cfs @ 14.23 hrs, Volume= 0.112 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 712.92'@ 14.23 hrs Surf.Area= 6,585 sf Storage= 5,670 cf
Plug-Flow detention time= 313.3 min calculated for 0.112 of (50% of inflow)
Center-of-Mass det. time= 188.3 min ( 1,050.8 - 862.5 )
Volume Invert Avail.Storage Storage Description
#1 712.00' 13,346 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
712.00 5,709 0 0
713.00 6,659 6,184 6,184
714.00 7,665 7,162 13,346
Device Routing Invert Outlet Devices
#1 Primary 708.50' 12.0" x 27.0' long Culvert CPP, square edge headwall, Ke= 0.500
Outlet Invert= 708.00' S=0.0185'/' Cc= 0.900
n= 0.010 PVC, smooth interior
#2 Device 1 712.00' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 712.90' 4.00' x 3.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
Primary OutFlow Max=0.25 cfs @ 14.23 hrs HW=712.92' (Free Discharge)
t--1=Culvert (Passes 0.25 cfs of 7.49 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.10 cfs @ 4.41 fps)
13=Orifice/Grate (Weir Controls 0.15 cfs @ 0.49 fps)

Brookside Bioretention Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HydroCAD® 8.50 s/n 005123 © 2007 HydroCAD Software Solutions LLC Page 7
Pond 3P: Pond 1
Hydrograph
0
LL
11

n

G

¦ Inflow
¦ Primary
D
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Brookside Bioretention Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HydroCAD® 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 8
Summary for Pond 8P: Outfall
[40] Hint: Not Described (Outflow= Inflow)
Inflow Area = 2.590 ac, 0.00% Impervious, Inflow Depth > 0.60" for 1 yr - 24 hr event
Inflow = 0.74 cfs @ 12.42 hrs, Volume= 0.128 of
Primary = 0.74 cfs @ 12.42 hrs, Volume= 0.128 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Pond 8P: Outfall
Hydrograph
¦ Inflow
¦ Primary
w
v
3
0
LL
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Brookside Bioretention Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HydroCAM 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 9
Summary for Pond 10P: CB-17

[57] Hint: Peaked at 714.97' (Flood elevation advised)
Inflow Area = 2.590 ac, 0.00% Impervious, Inflow Depth > 1.12" for 1 yr - 24 hr event
Inflow = 1.92 cfs @ 12.42 hrs, Volume= 0.241 of
Outflow = 1.92 cfs @ 12.42 hrs, Volume= 0.241 af, Atten= 0%, Lag= 0.0 min
Primary = 1.24 cfs @ 12.42 hrs, Volume= 0.225 of
Secondary = 0.68 cfs @ 12.42 hrs, Volume= 0.016 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 714.97'@ 12.42 hrs
Device Routing Invert Outlet Devices
#1 Primary 713.00' 12.0" x 58.0' long Culvert CPP, square edge headwall, Ke= 0.500
Outlet Invert= 712.00' S=0.0172'/' Cc= 0.900
n= 0.010 PVC, smooth interior
#2 Secondary 714.60' 24.0" x 55.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 714.30' S= 0.00557' Cc= 0.900
n= 0.012 Concrete pipe, finished
#3 Device 1 713.00' 6.0" Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=1.24 cfs @ 12.42 hrs HW=714.97' (Free Discharge)
L1=Culvert (Passes 1.24 cfs of 4.58 cfs potential flow)
L3=Orifice/Grate (Orifice Controls 1.24 cfs @ 6.31 fps)
Secondary OutFlow Max=0.66 cfs @ 12.42 hrs HW=714.97' (Free Discharge)
L2=Culvert (Barrel Controls 0.66 cfs @ 2.53 fps)

Brookside Bioretention Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58" '
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HydroCAD@ 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 10
Pond 10P: CB-17
Hydrograph

¦ Inflow
? Outflow
¦ Primary

¦ Secondary '

w
3
0
LL

1

F

C

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

1
1
1
1
1
1
1
1
1
1
1
1
1
1
Brookside Bioretention Charlotte 24-hr 1-yr 24.00 hrs 1 yr - 24 hr Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HydroCAD® 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 11
Summary for Pond 11P: Undetained OutFall
[40] Hint: Not Described (Outflow= Inflow)
Inflow Area = 3.490 ac, 0.00% Impervious, Inflow Depth > 0.46" for 1 yr - 24 hr event
Inflow = 0.83 cfs @ 12.66 hrs, Volume= 0.132 of
Primary = 0.83 cfs @ 12.66 hrs, Volume= 0.132 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Pond 11 P: Undetained Outfall
Hydrograph
0
U.
¦ Inflow
¦ Primary
U 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Brookside Bioretention Charlotte 6-hr 1-inch 1-inch Rainfall=1.00"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HvdroCAD® 8.50 s/n 005123 @2007 HvdroCAD Software Solutions LLC Page 12
Time span=0.00-24.00 hrs, dt=0.05 hrs, 481 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Pre-dev Runoff Area=4.960 ac 0.00% Impervious Runoff Depth=0.00"
Tc=19.2 min CN=67 Runoff=0.00 cfs 0.000 of
Subcatchment 2S: Post-dev
Subcatchment 4S: Post-dev UND
Pond 3P: Pond 1
Pond 8P: Outfall
Runoff Area=2.590 ac 0.00% Impervious Runoff Depth=0.13"
Tc=5.0 min CN=83 Runoff=0.61 cfs 0.029 of
Runoff Area=3.490 ac 0.00% Impervious Runoff Depth=0.00"
Tc=16.3 min CN=69 Runoff=0.01 cfs 0.001 of
Peak Elev=712.17' Storage=983 cf Inflow=0.61 cfs 0.029 of
Outflow=0.03 cfs 0.023 of
Inflow=0.03 cfs 0.023 of
Primary=0.03 cfs 0.023 of
Pond 10P: CB-17 Peak Elev=713.67' Inflow=0.61 cfs 0.029 of
Primary=0.61 cfs 0.029 of Secondary=0.00 cfs 0.000 of Outflow=0.61 cfs 0.029 of
Pond 11 P: Undetained Outfall Inflow=0.01 cfs 0.001 of
Primary=0.01 cfs 0.001 of
Total Runoff Area =11.040 ac Runoff Volume = 0.029 of Average Runoff Depth = 0.03"
100.00% Pervious =11.040 ac 0.00% Impervious = 0.000 ac '
Brookside Bioretention Charlotte 6-hr 1-inch 1-inch Rainfall=1.00"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
_H_ydroCAD® 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 1S: Pre-dev
Runoff = 0.00 cfs @ 6.14 hrs, Volume= 0.000 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Charlotte 6-hr 1-inch 1-inch Rainfall=1.00"
Area (ac) CN Description
4.960 67
4.960 Pervious Area
Tc Length Slope Velocity Capacity Description
min (feet) (ft/ft) (ft/sec) (cfs)
19.2 Direct Entry, From spreadsheet
Subcatchment 1S: Pre-dev
Hydrograph
0.001-
0.00 cfs
0.001-.
0.001-
0.001--
0.000
0.000
.2 0.000
,
o.00 n
0.000
Charlotte 6-hr
1-inch 1-inch
Rainfall=1.00"
Runoff Area=4.960 ac
Runoff Volume=0.000 of
Runoff Depth=0.00"
Tc=19.2 min
CN=67
¦ Runoff
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Brookside Bioretention Charlotte 6-hr 1-inch 1-inch Rainfall=1.00"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HydroCAD@ 8.50 s/n 005123 © 2007 HydroCAD Software Solutions LLC Page 14
Summary for Subcatchment 2S: Post-dev
[49] Hint: Tc<2dt may require smaller dt
Runoff = 0.61 cfs @ 3.20 hrs, Volume= 0.029 af, Depth= 0.13"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Charlotte 6-hr 1-inch 1-inch Rainfall=1.00"
Area (ac) CN Description
2.590 83
2.590 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, From spreadsheet
Subcatchment 2S: Post-dev
Hydrograph
¦ Runoff
U bS 0.61 cfs
0.6 Charlotte 6-hr
0.55 1 -inch 1-inch
0.5 Rainfall=1.00"
0.45 Runoff Area=2.590 ac
0.4
w
0..35 35
Runoff Volume=0.029 of
0.3 Runoff Depth=0.13"
0.25 Tc=5.0 min
0.2 CN=83
0.15
0.1
0.05
0 1 2 3 4 5 6 7 8 9 10 11 1,2 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Brookside Bioretention Charlotte 6-hr 1-inch 1-inch Rainf611=1.00"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HydroCAD® 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 4S: Post-dev UND
Runoff = 0.01 cfs @ 5.73 hrs, Volume= 0.001 af, Depth= 0.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Charlotte 6-hr 1-inch 1-inch Rainfall=1.00"
Area (ac) CN Description
3.490 69
3.490 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
16.3 Direct Entry,
Subcatchment 4S: Post-dev UND
Hydrograph
0.007
0.006 0.01 cfs
Charlotte 6-hr
0.005
1-inch 1-inch
0.005
0.004 Rainfall=1.00"
0004 Runoff Area=3.490 ac
0.003 Runoff Volume=0.001 of
LL 0003 Runoff Depth=0.00"
0002 Tc=16.3 min
o.°oz CN 69
0.001-
0.001-
0.000,
¦ Runoff
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 '2''2'''2''3 2,4
Time (hours)
Brookside Bioretention Charlotte 6-hr 1-inch 1-inch Rainfall=1.00"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HydroCAD® 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 16
Summary for Pond 3P: Pond 1
[79] Warning: Submerged Pond 10P Primary device # 1 OUTLET by 0.17'
Inflow Area = 2.590 ac, 0.00% Impervious, Inflow Depth = 0.13" for 1-inch event
Inflow = 0.61 cfs @ 3.20 hrs, Volume= 0.029 of
Outflow = 0.03 cfs @ 6.03 hrs, Volume= 0.023 af, Atten= 95%, Lag= 169.7 min
Primary = 0.03 cfs @ 6.03 hrs, Volume= 0.023 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 712.17'@ 6.03 hrs Surf.Area= 5,870 sf Storage= 983 cf
Plug-Flow detention time= 382.3 min calculated for 0.023 of (80% of inflow)
Center-of-Mass det. time= 361.7 min ( 596.9 - 235.2 )
Volume Invert Avail.Storage Storage Description
#1 712.00' 13,346 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
712.00 5,709 0 0
713.00 6,659 6,184 6,184
714.00 7,665 7,162 13,346
Device Routing Invert Outlet Devices
#1 Primary 708.50' 12.0" x 27.0' long Culvert CPP, square edge headwall, Ke= 0.500
Outlet Invert= 708.00' S= 0.0185 'P Cc= 0.900
n= 0.010 PVC, smooth interior
#2 Device 1 712.00' 2.0" Vert. Orifice/Grate C= 0.600
#3 Device 1 712.90' 4.00' x 3.00' Horiz. Orifice/Grate Limited to weir flow C=0.600
Primary OutFlow Max=0.03 cfs @ 6.03 hrs HW=712.17' (Free Discharge)
t1=Culvert (Passes 0.03 cfs of 6.73 cfs potential flow)
12=Orifice/Grate (Orifice Controls 0.03 cfs @ 1.42 fps)
3=Orifice/Grate ( Controls 0.00 cfs)

1

F
1

Brookside Bioretention Charlotte 6-hr 1-inch 1-inch Rainfall=1.00"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HydroCAD® 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Paae 17
Pond 3P: Pond 1
Hydrograph
0
LL

11

¦ Inflow
¦ Primary 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24

Time (hours)
Brookside Bioretention Charlotte 6-hr 1-inch 1-inch Rainfall=1.00"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HydroCAD® 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 18
Summary for Pond 8P: Outfall
[40] Hint: Not Described (Outflow= Inflow)
Inflow Area = 2.590 ac, 0.00% Impervious, Inflow Depth > 0.11" for 1-inch event
Inflow = 0.03 cfs @ 6.03 hrs, Volume= 0.023 of
Primary = 0.03 cfs @ 6.03 hrs, Volume= 0.023 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Pond 8P: Outfall
Hydrograph
¦ Inflow
¦ Primary
v
3
0
LL
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Brookside Bioretention Charlotte 6-hr 1-inch 1-inch Rainfall=1.00"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HydroCAM 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 19
Summary for Pond 10P: CB-17
[57] Hint: Peaked at 713.67' (Flood elevation advised)
Inflow Area = 2.590 ac, 0.00% Impervious, Inflow Depth = 0.13" for 1-inch event
Inflow = 0.61 cfs @ 3.20 hrs, Volume= 0.029 of
Outflow = 0.61 cfs @ 3.20 hrs, Volume= 0.029 af, Atten= 0%, Lag= 0.0 min
Primary = 0.61 cfs @ 3.20 hrs, Volume= 0.029 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Peak Elev= 713.67'@ 3.20 hrs
Device Routing Invert Outlet Devices
#1 Primary 713.00' 12.0" x 58.0' long Culvert CPP, square edge headwall, Ke= 0.500
Outlet Invert= 712.00' S=0.0172/' Cc= 0.900
n= 0.010 PVC, smooth interior
#2 Secondary 714.60' 24.0" x 55.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 714.30' S= 0.0055'/' Cc= 0.900
n= 0.012 Concrete pipe, finished
#3 Device 1 713.00' 6.0" Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=0.61 cfs @ 3.20 hrs HW=713.66' (Free Discharge)
'L1=Culvert (Passes 0.61 cfs of 1.53 cfs potential flow)
L3=Orifice/Grate (Orifice Controls 0.61 cfs @ 3.09 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=713.00' (Free Discharge)
L2=Culvert ( Controls 0.00 cfs)

Brookside Bioretention Charlotte 6-hr 1-inch 1-inch Rainfall=1.00" '
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HydroCAD® 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 20 ,
Pond 10P: CB-17
Hydrograph

¦ Inflow
? Outflow
¦ Primary
¦ Secondary I
7,
F
9
0
LL
J
7
J

C
1

1

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Brookside Bioretention Charlotte 6-hr 1-inch 1-inch Rainfall=1.00"
Prepared by Kimley-Horn and Associates, Inc. Printed 12/11/2008
HydroCAD® 8.50 s/n 005123 @2007 HydroCAD Software Solutions LLC Page 21
Summary for Pond 11 P: Undetained Outfall
[40] Hint: Not Described (OutFlow=Inflow)
Inflow Area = 3.490 ac, 0.00% Impervious, Inflow Depth= 0.00" for 1-inch event
Inflow = 0.01 cfs @ 5.73 hrs, Volume= 0.001 of
Primary = 0.01 cfs @ 5.73 hrs, Volume= 0.001 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Pond 11 P: Undetained Outfall
Hydrograph
¦ Inflow
¦ Primary
w
v
3
0
U.
+ o r u 9 1u 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)