20021410 Ver 4_Stormwater Info_20100525

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14?01 --
Environmental Design & Consulting
May 19, 2010 y-9b&-lur m 04
Ms. Cyndi Karoly
NC DWQ 401 Oversight/Express Review Program
2321 Crabtree Blvd
Raleigh, NC 27604
o @Eow 19
Subject: DWQ #2002-14100 MAY 2 5 2010
Dixie River Road Roadway Project
Modified Stormwater Plan DUM. WAWA QUALITY
WMANOS AND 57M1MMM
Dear Ms. Karoly,
Please see the included documents detailing the revised stormwater plan. The modification
includes six (6) plan sheets and one copy of the stormwater calculations.
Enclosed please find:
Sheet
• DA-2 Predevelopment Wet Pond 2
• DA-3 Post Development Wet Pond 2
• CUL1 Culvert Plan And Profile
• 3 of9 Grading Plan: Wet Detention Pond 2
• 5 of 9 General Notes and Details
• 9 of 9 Wet Pond 2, Plan View and Cross Sections
The revision is to culvert 2 which does not impact jurisdictional waters. The culvert was revised
from 200 linear feet of 6'x5' box culvert to 205 linear feet of 72" RCP. The calculations were
verified and are included in the package as noted above. These changes do not affect the 401
permit issued by your department on March 2, 2010.
Please contact me with any questions.
Since ely,
Christopher J. Estes, RLA
President
• P.O. Box 79133 Charlotte, N.C. 28271-7050 0 Phone [phone] Fax [phone] •
M i t R •?) h ? 'l
¦
Stormwater Management Calculations
Dixie River Road
Roadway Project
Prepared for:
City of Charlotte
Engineering and Property Management
600 E. Fourth Street, 14`h Floor
Charlotte, North Carolina 28202
O Kimley-Flom and Associates, Inc. 2010
Kimley-Horn
''? and Associates, Inc.
This document, together with the concepts and designs presented herein, as an instrument of service, is intended only for the specific
purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization and
adaptation by Kimlcy-Horn and Associates, Inc. shall be without liability to Kimley-Horn and Associates, Inc.
DIXIE RIVER ROAD ROADWAY PROJECT
CHARLOTTE, NORTH CAROLINA
UP Oa-PhtO v4
STORMWATER MANAGEMENT CALCULATIONS
QLgc?Lpae[l p
MAY 2 a 2010
DENR • WATER QUALITY
Prepared for: WETLANOSANOSTORNMA1EROWN
CITY OF CHARLOTTE
ENGINEERING AND PROPERTY MANAGEMENT
600 EAST FOURTH STREET
CHARLOTTE, NORTH CAROLINA 28202
Prepared by:
KIMLEY-HORN AND ASSOCIATES, INC.
1919 SOUTH BOULEVARD, SUITE 100
CHARLOTTE, NORTH CAROLINA 28203
JANUARY 2010
KHA Ref: 015016055
TABLE OF CONTENTS
OVERVIEW
SITE MAPS
SITE VICINITY MAP
SCS SOIL SURVEY
FEMA FIRM PANEL
WATERSHED MAPS
PRE/POST DEVELOPMENT WATERSHED MAP - WET DETENTION POND #1
PRE-DEVELOPMENT WATERSHED MAP - WET DETENTION POND #2
POST-DEVELOPMENT WATERSHED MAP - WET DETENTION POND #2
WATER QUALITY
WET POND CALCULATIONS
ANTI-FLOTATION DEVICE CALCULATIONS
VOLUME AND SURFACE AREA TABLES
WET DETENTION BASIN SUPPLEMENT FORMS
WATER QUANTITY
CURVE NUMBER CALCULATIONS
TIME OF CONCENTRATION CALCULATIONS
HYDROCAD HYDROLOGY REPORT
CULVERT CALCULATIONS
CULVERT SIZING CALCULATIONS
CULVERT MASTER REPORTS
CULVERT 2 DOWNSTREAM DITCH CALCULATIONS
STORMWA TER MANAGEMENT CALCULATIONS i
Dixie River Road Roadway Project, Charlotte, NC
Background
OVERVIEW
This report contains the approach and results of a stormwater analysis conducted for the Dixie
River Road Roadway Project. The project is located approximately half a mile south of the I-
485/Steele Creek Rd (NC 160) intersection and will require disturbance of approximately 34 acres.
The project includes the realignment of Shopton Rd. West (previously completed), realignment and
widening of Steele Creek Rd (NC 160), and the realignment of Dixie River Road (NC 1155).
Existing Conditions
Steele Creek Road is a two-lane facility with a system of roadside ditches and cross culverts that
contribute to the Beaver Dam Creek Tributary.
Dixie River Road is an existing two lane roadway with a system of roadside ditches and cross
culverts; however, the section of realignment is currently undeveloped.
Floodplain/Floodway
The proposed site does not lie within a 100-year floodway boundary as determined by FIRM Panel
# 3710451100J.
Water Quality
Water quality treatment by means of permanent Best Management Practices (BMP's) will be
provided using two wet detention basins as treatment. The ponds are designed to treat the first inch
of runoff per the North Carolina Division of Water Quality (NCDWQ) Stormwater Best
Management Practices Manual and will draw down over a period of two to five days. Wet
Detention Basin 1 and 2 are designed to provide a minimum 90% average annual removal of Total
Suspended Solids (TSS).
Wet Detention Basin 1 is designed to treat only the runoff from the roadway. The proposed site
plan for this area includes a separate BMP to treat the offsite drainage area. Wet Detention Basin
2 is designed to treat the roadway and additional offsite drainage that is currently draining to the
basin.
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 per the
NCDWQ BMP Manual. These ponds will also control the peak runoff rates for the 10-year, 6-hour
and 25-year, 6-hour storm events per the City of Charlotte, NC. The 100-year, 6-hour storm event
was checked for 6" of freeboard at the top of bank.
STORMWATER MANAGEMENT CALCULATIONS
Dixie River Road Roadway Project, Charlotte, NC
Results
Pre-development
1-yr, 24-h r storm Post-development
1-yr, 24-h r storm
DA-1 2.43 cfs 1.11 cfs
DA-2 0.84 cfs 0.83 cfs
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.
STORMWA TER MANAGEMENT CALCULATIONS
Dixie River Road Roadway Project, Charlotte, NC
STORMWA TER MANAGEMENT CALCULATIONS
Dixie River Road Roadway Project, Charlotte, NC
Y
Permit No.
(to be provided by DWQ)
DucroAt' (rfu_S
1-b 6-AIWC ?V
ATeR p
NCDENR
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.
L PROJECT INFORMATION
Project name Dixie River Road Roadway Project _
Contact person Rob Hume'- Kimley Horn and Associates, Inc.
Phone number [phone] _
Date 12/612OO9 -
Drainage area number DA-2
It: DESIGN INFORMATION
Site Characteristics
Drainage area 811,523 rye
Impervious area, post-development 577,170 rye
% impervious 71.12%
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required 47,900 ft3 OK
Volume provided 50.420 ft3
OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.5' runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the 1 yr 24hr storm peak flow required?
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
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of IOft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
Form SW401-Wet Detention Basin-Rev 7-8113109
ft3
ft3
ft3
0 ft3
ft3
Y (Y or N)
2.6 in
0.20 (unitless)
0.76 (unitless)
0.12 in/hr OK
0.83 ft3/sec
48.23 ft3/sec
47.40 rya/sec.
653.40 fmsl
652.00 fmsl
652.00 fmsl
653.50 fmsl
652.50 fmsf Data not needed for calculation option #1, but OK 4 provided.
645.00 fmsl
_ 644.00 fmsl Data not needed for calculation option #1, but OK if provided.
1.00 ft
N (Y or N)
fmsl
Farts 18 11 Design Summary, Page I of 2
61
NTuPK/ c?iw
Permit No
(to be provided by DWO)
11 DESIGN INFORMATION _
Surface Areas
Area, temporary pool 39,322 ft2
Area REQUIRED, permanent pool 25,806 ft2
SAIDA ratio 3.18 (unitless)
Area PROVIDED, permanent pool, AVerm-iml 32,706 ft2 OK
Area, bottom of 10ft vegetated shelf, At,nt_sNq 28,636 It'
Area, sediment cleanout, top elevation (bottom of pond), Awty.d 10,018 ft2
Volumes
Volume, temporary pool 50,420 ft' OK
Volume, permanent pool, Vperm_pwi 145,023 ft3
Volume, forebay (sum of forebays if more than one forebay) 29,019 ft3
Forebay % of permanent pool volume 20.0% % OK
SAIDA Table Data
Design TSS removal 90%
Coastal SAIDA Table Used? N ' (Y or N)
Mountain/Piedmont SAIDA Table Used? _ Y (Y or N)
SAIDA ratio 3.18 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b) Y _ (Y or N)
Volume, permanent pool, VVerm-Pow 145,023 ft3 OK
Area provided, permanent pool, A,,,,., 32,766 ft2 OK
Average depth calculated 4.43 ft Check calculation. Need 3 ft min-
Average depth used in SAIDA, da„ (Round to nearest 0.5ft) 4.4 ft Insufficient. Check calculation.
Calculation option 2 used? (See Figure 10-2b) N (Y or N)
Area provided, permanent pool, Ap m-pr,, R2
Area, bottom of 1 Oft vegetated shelf, At h,if ft2
Area, sediment cleanout, top elevation (bottom of pond), A d_pnd ft2
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment) ft
Average depth calculated ft
Average depth used in SAIDA, d.„ (Round to nearest 0.5ft) ft
Drawdown Calculations
Drawdown through orifice? Y (Y or N)
Diameter of orifice (if circular) 3.50 in
Area of orifice (d-non-circular) in'
Coefficient of discharge (CD) 0.60 (unitless)
Driving head (Ho) 0.42 ft
Drawdown through weir? _ (Y or N)
Weir type (unitless)
Coefficient of discharge (C.) (unitless)
Length of weir (L) ft
Driving head (H) _ it
Pre-development 1-yr, 24-hr peak flow 0 83 ft3/sec OK
Post-development 1-yr, 24-hr peak flow 48.23 ft3/sec Insufficient post-development peak flow.
Storage volume discharge rate (through discharge orifice or weir) 0.21 ft3/sec
Storage volume drawdown time 2.80 days OK, draws down in 2-5 days.
OK, drawdown time is correct.
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies
Form SW401-Wet Detention Basin-Rev 7-8113109
3 .1 OK
10 _t OK
10.0 ft OK
3_1 OK
3.3A OK
Y (Y or N) OK
1.4 ft OK
N (Y or N) OK
Y (Y or N) OK
Y _ (Y or N) OK
24 HOUR EMERGENCY PUMP
Parts I. & II. Design Summary. Page 2 of 2
Permit
IT M_ A
.AWA
WDENR
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 III) must be printed, filled out and submitted along with all of the required information.
(to be provided by DWQ)
\O??F W A TF9OG
o
I. PROJECT INFORMATION
Project name Dixie River Road Roadway Project
Contact person Rob Hume - Kimley Horn and Associates, Inc.
Phone number [phone]
Date
Drainage area number
12/8/2009
DA-2
II. DESIGN INFORMATION
Site Characteristics
Drainage area 862,052 ft2
Impervious area, post-development 622,472 ft2
% impervious 72.21 %
Design rainfall depth
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5 runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the 1yr 24hr storm peak flow required?
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
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 10ft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
1.0 in
50,300 ft3 OK
50,420 ft3
OK, volume provided is equal to or in excess of volume required.
ft3
_ ft3
ft3
0 ft3
ft3
Y (Y or N)
2.6 in
0.20 (unitless)
0.76 (unitless)
0.12 in/hr OK
0.84 ft3/sec
51.23 ft3/sec
50.39 ft3/sec
653.40 fmsl
652.00 fmsl
652.00 fmsl
653.50 fmsl
652.50 fmsl Data not needed for calculation option #1, but OK if provided.
645.00 fmsl
644.00 fmsl Data not needed for calculation option #1, but OK if provided.
1.00 ft
(Y or N)
fmsl
Form SW401-Wet Detention Basin-Rev.7-8/13/09 Parts I. & II. Design Summary, Page 1 of 2
Permit No
(to be provided by DWQ)
II. DESIGN INFORMATION
Surface Areas
Area, temporary pool 39,322 ftZ
Area REQUIRED, permanent pool 27,413 ftz
SAIDA ratio 3.18 (unitless)
Area PROVIDED, permanent pool, Aperm_oo 32,706 ftz OK
Area, bottom of 10ft vegetated shelf, Abot_sheir 28,636 ftz
Area, sediment cleanout, top elevation (bottom of pond), Abot_pond 10,018 ftz
Volumes
Volume, temporary pool
Volume, permanent pool, Vpem-pwl
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain/Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, Vpe._P001
Area provided, permanent pool, Apenpw,
Average depth calculated
Average depth used in SAIDA, day, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, Apen_pw,
Area, bottom of 1Oft vegetated shelf, Abot_eheif
Area, sediment cleanout, top elevation (bottom of pond), Abot-pond
"Depth" (distance b/w bottom of 1Oft shelf and top of sediment)
Average depth calculated
Average depth used in SAIDA, day, (Round to nearest 0.5ft)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if-non-circular)
Coefficient of discharge (Co)
Driving head (Ho)
Drawdown through weir?
Weir type
Coefficient of discharge (CW)
Length of weir (L)
Driving head (H)
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies
Form SW401-Wet Detention Basin-Rev.7-8/13/09
50,420 ft3 OK
145,023 ft3
29,019 ft3
20.0% % OK
90%
N (Y or N)
Y (Y or N)
3.18 (unitless)
Y (Y or N)
145,023 ft3 OK
32,706 ftz OK
4.43 ft Check calculation. Need 3 ft min.
4.4 ft Insufficient. Check calculation.
N (Y or N)
ftZ
ftZ
ft2
ft
ft
ft
Y (Y or N)
3.50 in
in2
0.60 (unitless)
0.42 ft
(Y or N)
(unitless)
(unitless)
ft
ft
0.83 ft3/sec OK
51.23 ft3/sec Insufficient post-development peak flow.
0.21 ft3/sec
2.80 days OK, draws down in 2-5 days.
OK, drawdown time is correct.
3 :1 OK
10 :1 OK
10.0 ft OK
3 :1 OK
3.3 :1 OK
Y (Y or N) OK
1.3 ft OK
N (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
24 HOUR EMERGENCY PUMP
Parts I. & II. Design Summary, Page 2 of 2
C M F1 IGmley-Horn
M and Associates, Inc.
WET DETENTION BASIN 2
Project Information
Project Name: Dixie River Road
KHA Project #: 015016055
Designed by: KRT Date: 1/4/2010
Revised by: Date:
Revised by: Date:
Site Information
Sub Area Location: Drainage Area 2
Drainage Area (DA) = 19.79 Acres
Impervious Area (IA) = 14.29 Acres
Percent Impervious (I) = 72.2 % (Drainag e Area)
Orifice Sizing
Q2 Days = 0.2918 cfs (Flowrate required for a 2 day drawdown)
Qs Days = 0.1167 cfs (Flowrate required for a 5 day drawdown)
Orifice Size = 3.50 in (Diameter)
Q orifice = 0.208 cfs
Drawdown Time = 2.8 days
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
n kmley-Hom
Con and Associates, Inc.
Project Information
WET DETENTION BASIN 2
Project Name: Dixie River Road
KHA Project #: 015016055
Designed by: KRT Date: 1/4/2010
Revised by: Date:
Revised by: Date:
Site Information
Sub Area Location: Drainage Area 2
Drainage Area (DA) = 19.79 Acres
Impervious Area (IA) = 14.29 Acres
Percent Impervious (1) = 72.2 %
Required Surface Area
Permanent Pool Depth:
SA/DA =
Min Req'd Surface Area =
Required Storage Volume:
Design Storm =
Determine Rv Value =
Storage Volume Required =
Elevations
Area (s.f.)
Bank Elevation = 657.00 ft
Top of Pond Elevation = 657.00 ft
Temporary Pool Elevation = 653.40 ft 39,322
Permanent Pool Elevation = 652.00 ft 32,706
Shelf Beginning Elevation = 651.50 ft
Forebay Weir = 652.00 ft
Shelf Ending Elevation = 652.50 ft
Sediment Cleanout Elevation = 645.00 ft
Bottom Elevation = 644.00 ft
Wet Basin Areas/Volumes
Area @ Top of Temporary Pool = 39322 sf (Elevation = 653.40 )
Area @ Top of Permanent Pool = 32706 sf (Elevation = 652.00 )
Volume of Temporary Storage = 50420 cf
Side Slopes of Pond = 3 : 1
Side Slopes of Shelf = 10 : 1
Side Slopes of Pond (below shelf) = 3 : 1
Is Permanent Pool Surface Area Sufficient (yes/n o)? Yes ( 32706 > 27413) sf
Volume of Storage Provided 50420 cf
Total Volume Sufficient (yes/no)? Yes
4.4 ft
3.18 (90% TSS Removal via Pond)
27413 sf (at Permanent Pool)
1 inch (Project Does Not Drain to SA waters)
0.05 +.009 (1) = 0.70 in/in
50277 cf (above Permanent Pool)
Orifice Size = 3.50 inches
Drawdown Time = 2.8 days
C?? Khley-Hom
and Asmoaks, Inc.
Project Information
Pond 2
NCDENR ANTIFLOATATION DEVICE DESIGN CALCULATIONS
(per NCDENR Manual)
Project Name: Dixie River Road
KHA Project #: 015016055
Designed by: KRT Date:
Revised by: Date:
Revised by: Date:
Revised by: Date:
19.79
10.9
Drainage Area Information:
Drainage Area (ac) _
Flow (025) (cfs) _
Storage Dimensions:
Basin Side Slopes ( X : 1 ) =
Storage Depth "R" (ft) =
Top of Basin Elevatior
Temporary Pool Elevatior
Permanent Pool Elevatior
Bottom of Basin Elevatior
3.0
7.0
1/4/2009
(3:1 max side slopes)
Elev (ft) Area (SF) Cumulative Volume (CF)
657.00 49,666
656.00 46,720 296,113
653.40 39,322 184,259
652.00 32,706 133,839
650.00 19,322 81,811
648.00 15,331 47,158
646.00 11,699 20,128
644.00 8,429 0
Sizing of Antiflotation Block:
Control Structure Length (in) = 48
Control Structure Width (in) = 36
Riser Area (sf) = 12.00
Volume of Water Displaced (cf) = 96.0
Weight of Water Displaced (lb) = 5,990
Min. Required Weight of Anchor Block (Ib) = 6,589
Anchor Size:
Width (If) = 4.0
Length (If) = 4.0
Height (If) = 5.00
Weight of Anchor (Ib) = 7,008
(Check riser geometry vs. area equation)
(1.1 factor of safety)
O.K. > Minimum Required Weight
025 (Cfs) = 10.9
0spillway (cfs) = 10.9 (Riser ignored)
Water Depth Over Spillway (ft) = 0.5
Spillway Length (ft) = 20.0 (10 ft minimum spillway length, Cw=2.7)
Spillway Crest Elevation (ft) = 655.6 (1 ft min. above sediment storage depth)
Freeboard (ft) = 1.06 (1 ft minimum)
Page 1 of 1
Kimley-Hom
G E" and Assoaates, Inc.
Pre vs. Post Runoff Analysis
Composite Curve Number (CN)
Project Information
Project Name: Dixie River Road
KHA Project #: 015016055
Designed by: KRT Date: 1/4/2010
Revised by: Date:
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)
PRE-DEVELOPMENT

DA-1
OUTFALL 1 Monacan,
Mecklenburg Woods
Good Condition
C
70
1.61
113
70

Davidson Meadow
Good Condition
B
71
2.65
188
71
4.26 301 70.6

DA-2
OUTFALL 2 Mecklenburg,
Wilkes Woods
Good Condition
C
70
3.70
259
70

Cecil Woods
Good Condition
B
55
8.10
446
55
11.80 705 59.7
Total Pre-deve lopment Area = 16.06
POST DEVELOPMENT
DA-1 POND 1 Impervious 98 2.51 246 98
Mecklenburg,
Monacan, Wilkes
Open Space - Fair Condition
C
79
2.29
181
79
Davidson Open Space - Fair Condition B 69 0.61 42 69
5.41 468.98 86.69
DA-1 (UND) OUTFALL 1 Monacan Open Space - Fair Condition C 79 0.17 13 79
0.17 13.43 79.00
DA-2... POND 2 Impervious 98 14.29 1400 98
Mecklenburg,
Monacan, Wilkes
Open Space - Good Condition
C
74
0.72
53
74
Cecil Open Space - Good Condition B 61 4.78 292 61
19.79 1745.28 88.19
DA-2 (UND) OUTFALL 2 Cecil Open Space - Good Condition B 61 1.08 66 61
1.08 65.88 61.00
Total Post-deve lopment Area = 26.45
* Cover Descriptions per TR-55 Manual
** From TR-55 Manual. Table 2-2 a & c
*** Assumed approximately 90% impervious for undeveloped acreage to be developed.
K:\CSE_LDEV\015016 City of Charlotte\055 Dixie River Road Stormwater Management\Stormwater Management Wet Ponds\Stormwater Calculations_2009-09-
17.x1s 1 of 1
1S 2S 9S
Pre-dev DA-2 Post-de DA-2 Post Dev A-2 (UND)
Z3P 8P
Dixie Wet Pond 2 Outfall 2
Subca Reach and Link Drainage Diagram for Pond 2-example
Prepared by Kimley-Horn and Associates, Inc., Printed 5/5/2010
HydroCAD® 9.00 s/n 05123 © 2009 HydroCAD Software Solutions LLC
Pond 2-example Type 11 24-hr 1 year, 24 hour storm Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 5/5/2010
HydroCAD® 9.00 s/n 05123 © 2009 HydroCAD Software Solutions LLC Page 2
Summary for Subcatchment 1S: Pre-dev DA-2
Runoff = 0.84 cfs @ 12.31 hrs, Volume= 0.190 af, Depth> 0.19"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 year, 24 hour storm Rainfall=2.58"
Area (ac) CN Description
11.800 60
11.800 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
24.2 Direct Entry, From spreadsheet
Subcatchment 1 S: Pre-dev DA-2
Hydrograph
0.9. -. - - _ __ -' Runoff
0.85 0.84 cfs
0.8 Type 1124-hr 1 year
0.75--
24 dour: storm
0.7_
0.65_ Ranf611=2,58"
Runoff Area=11.800 ac - --
0.55
v 0.5 --
Runoff Volurne=0.190 of
3 0.45 _
_o
U. Runoff Depth>0.19"-
0.4 .
0.35-- " Tc=24.2 min
0.3
0.25 CN=60
O.2
0.15--
=
0.1
0.05-
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)
Pond 2-example Type 11 24-hr 1 year, 24 hour storm Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 5/5/2010
HydroCAD® 9.00 s/n 05123 © 2009 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 2S: Post-dev DA-2
[49] Hint: Tc<2dt may require smaller dt
Runoff = 51.23 cfs @ 11.96 hrs, Volume= 2.389 af, Depth> 1.45"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 year, 24 hour storm Rainfall=2.58"
Area (ac) CN Description
19.790 88
19.790 100.00% 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-2
Hydrograph
N
V
O
U.
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)
Pond 2-example Type 11 24-hr 1 year, 24 hour storm Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 5/5/2010
HydroCADO 9.00 s/n 05123 © 2009 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 9S: Post Dev DA-2 (UND)
[49] Hint: Tc<2dt may require smaller dt
Runoff = 0.24 cfs @ 12.00 hrs, Volume= 0.020 af, Depth> 0.22"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 year, 24 hour storm Rainfall=2.58"
Area (ac) CN Description
1.080 61
1.080 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 9S: Post Dev DA-2 (UND)
0.26
0.24
0.22
0.2
0.18
0.16
N
0.14
0 0.12
V.
0.1
0.08
0.06
0.04
0.02
Hydrograph
0.24 cfs -
FO 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)
Pond 2-example Type 1124-hr 1 year, 24 hour storm Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 5/5/2010
HydroCAD® 9.00 s/n 05123 © 2009 HydroCAD Software Solutions LLC Page 5
Summary for Pond 3P: Dixie Wet Pond 2
Inflow Area = 19.790 ac, 0.00% Impervious, Inflow Depth > 1.45" for 1 year, 24 hour storm event
Inflow = 51.23 cfs @ 11.96 hrs, Volume= 2.389 of
Outflow = 0.82 cfs @ 17.74 hrs, Volume= 0.655 af, Atten= 98%, Lag= 347.1 min
Primary = 0.82 cfs @ 17.74 hrs, Volume= 0.655 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= 654.09'@ 17.74 hrs Surf.Area= 41,244 sf Storage= 78,057 cf
Plug-Flow detention time= 405.4 min calculated for 0.654 of (27% of inflow)
Center-of-Mass det. time= 275.1 min ( 1,094.7 - 819.6 )
Volume Invert Avail.Storage Storage Description
#1 652.00' 210,330 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
652.00 32,706 0 0
652.50 34,232 16,735 16,735
653.00 38,218 18,113 34,847
653.40 39,322 15,508 50,355
654.00 40,996 24,095 74,450
655.00 43,829 42,413 116,863
656.00 46,720 45,275 162,137
657.00 49,666 48,193 210,330
Device Routing Invert Outlet Devices
#1 Primary 652.00' 18.0" Round Culvert
L= 51.0' RCP, square edge headwall, Ke= 0.500
Outlet Invert= 651.00' S=0.0196'/' Cc= 0.900 n=0.013
#2 Device 1 652.00' 3.5" Vert. Orifice/Grate C= 0.600
#3 Device 1 653.96' 30.0" W x 8.0" H Vert. Orifice/Grate C= 0.600
#4 Device 1 655.60' 14.0' long x 0.5' breadth Top of Grate
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 655.60' 20.0' long x 31.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=0.81 cfs @ 17.74 hrs HW=654.09' (Free Discharge)
t--1 =Culvert (Passes 0.81 cfs of 9.84 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.45 cfs @ 6.71 fps)
3=Orifice/Grate (Orifice Controls 0.37 cfs @ 1.15 fps)
=Top of Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=652.00' (Free Discharge)
t5=Emergency Spillway ( Controls 0.00 cfs)
Pond 2-example Type 11 24-hr 1 year, 24 hour storm Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 5/5/2010
HydroCAD® 9.00 s/n 05123 @2009 HydroCAD Software Solutions LLC Page 6
Pond 3P: Dixie Wet Pond 2
(/1
V
3
O
U.
1
¦ Inflow
tfl
? O
_ u
ow
Inflow Area=19
790 ac [3 Primary
. ? Secondary
Peak Elev=654.09'
Storage=78,057 cf
---- ---- --- --
--- ---- -- - ----
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)
Pond 2-example Type 1124-hr 1 year, 24 hour storm Rainfall=2.58"
Prepared by Kimley-Horn and Associates, Inc. Printed 5/5/2010
HydroCAD® 9.00 s/n 05123 @2009 HydroCAD Software Solutions LLC Page 8
Summary for Pond 8P: Outfall 2
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 20.870 ac, 0.00% Impervious, Inflow Depth > 0.39" for 1 year, 24 hour storm event
Inflow = 0.83 cfs @ 17.71 hrs, Volume= 0.675 of
Primary = 0.83 cfs @ 17.71 hrs, Volume= 0.675 af, Atten= 0%, Lag= 0.0 min
Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs
HY-8 Culvert Analysis Report
Table 1 - Summary of Culvert Flows at Crossing: Crossing 2
Headwater Elevation
(ft) Total Discharge (cfs) Culvert 2 -72"
Discharge (cfs) Roadway Discharge
(cfs) Iterations
646.30 0.00 0.00 0.00 1
648.04 19.46 19.46 0.00 1
648.87 38.92 38.92 0.00 1
649.52 58.39 58.39 0.00 1
650.12 77.85 77.85 0.00 1
650.68 97.31 97.31 0.00 1
651.23 116.77 116.77 0.00 1
651.79 136.23 136.23 0.00 1
652.39 155.70 155.70 0.00 1
652.95 169.68 169.68 0.00 1
654.01 194.62 194.62 0.00 1
660.00 301.89 301.89 0.00 Overtopping
Rating Curve Plot for Crossing: Crossing 2
Total Rating Clu-ve
Crossnla: CTOssuly 2
654 '
653 ,
i1
= 652 ----------------------- ?--- ------------------------------- -,-------------------;-
O
651 -- ------------------- -------------------; -- --------------- ------------------;-
4) '
W 650 ---; -------------------; -------- --------,---- ------------------------------------
649 ---------------- -------------- --- --- -------------------,-------------------;-
-------------------
= 648 ---------- ------------ --------------- ------ ;
647-7-- L -- ---------------- ------------------- ------------ ----- ----- ---------------
646 --;- - - - -- --- --- --- -- ---
-- -- -- -- - --- ----------,-------- - --- ---4-
0 5,0 100 150 200
Total Discharge (cfs)
Table 2 - Culvert Summary Table: Culvert 2 -72"
Total

Discharge
(cfs) Culvert

Discharge
(cfs) Headwater

Elevation
(k)
Inlet Control
Depth (ft) Outlet

Control
Depth (ft)
Flow
Type
Normal
Depth O ft
Critical
Depth O ft
Outlet
Depth O ft
Tailwater
Depth O ft Outlet

Velocity
(k/s) Tailwater

Velocity
(ftls)
0.00 0.00 646.30 0.000 0.0` 0-NF 0.000 0.000 0.000 0.000 0.000 0.000
19.46 19.46 648.04 1.223 1.743 3-M2t 1.740 0.778 1.169 1.169 3.201 4.744
38.92 38.92 648.87 1.887 2.568 3-M2t 2.653 1.224 1.517 1.517 4.802 5.641
58.39 58.39 649.52 2.430 3.219 3-M2t 3.441 1.587 1.766 1.766 6.092 6.243
77.85 77.85 650.12 2.993 3.817 3-M2t 4.349 1.897 1.967 1.967 7.217 6.70F-
97.31 97.31 650.68 3.566 4.378 2-M2c 5.000 2.173 2.181 2.138 8.062 7.094
116.77 116.77 651.23 4.127 4.934 2-M2c 5.000 2.433 2.438 2.290 8.586 7.424
136.23 136.23 651.79 4.648 5.487 2-M2c 5.000 2.667 2.672 2.426 9.100 7.716
155.70 155.70 652.39 5.169 6.092 2-M2c 5.000 2.891 2.894 2.551 9.578 7.978
169.68 169.68 652.95 5.545 6.653 7-M2c 5.000 3.045 3.047 2.634 9.909 8.151
194.62 194.62 654.01 6.235 7.712 7-M2c 5.000 3.292 3.297 2.773 10.521 8.436
" theoretical depth is impractical. Depth reported is corrected.
Inlet Elevation (invert): 646.30 ft, Outlet Elevation (invert): 645.91 ft
Culvert Length: 200.00 ft, Culvert Slope: 0.0019
Culvert Performance Curve Plot: Culvert 2 -72"
Performance Cw-ve
Cidvat: Cuh?eit 2 2"
Inlet Control Elev Outlet Control Elev
654 ___ ___________________ ___________________H-------------------1------------------ Ary_
,653-- -- ------- --- ------- -- --------------- ------------------;----? --------;-
651 652 ---; -------------------; -------------------; -----------? ?-;------- - ----------
c
> - -; -------------------? ?----- ---------------------------
-------------- --- -
U1 650 --------------------------------- .?------ ------------------ ; -------------------
649 '
648 ---;------- , ---- ----- ------------------- --------------------
------ r------------------- r_____----_____---------___-------___-
647 '
___r___ --------
646
0 50 100 150 200
Total Discharge (cfs)
Water Surface Profile Plot for Culvert: Culvert 2 -72"
Crossing - Crossiug 2, Design Dischcgige - 169.7 cis
Cuh.-eit - Ctdvert 2 -72", Culvert Discharge - 169.7 ds
660 --- --------------------------------
;
658
'
- ---------- ------------
656 -- ------------ ------ ---- -----------
'-' 654 ,
O ?---?E
• --•------------• --------------------------
652 ----------- ----------- ;------------ ---------------
----
W 650 ---:------------ ------------;------------- ; - ----------
648 --- ------------ ------------------------- I ----------- ------------
; ;
646 -- -- --- -- ------- --- ;------------ -- '
;
-50 0 50 100 150 200 260
Station (ft)
Site Data - Culvert 2 -72"
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 645.30 ft
Outlet Station: 200.00 ft
Outlet Elevation: 644.91 ft
Number of Barrels: 1
Culvert Data Summary - Culvert 2 -72"
Barrel Shape: Circular
Barrel Diameter: 6.00 ft
Barrel Material: Concrete
Embedment: 12.00 in
Barrel Manning's n: 0.0120 (top and sides)
Manning's n: 0.0350 (bottom)
Inlet Type: Conventional
Inlet Edge Condition: Thin Edge Projecting
Inlet Depression: None
Table 3 - Downstream Channel Rating Curve (Crossing: Crossing 2)
Flow (cfs) Water Surface
Elev (ft) Depth (ft) Velocity (ft/s) Shear (psf) Froude Number
0.00 645.91 0.00 0.00 0.00 0.00
19.46 647.08 1.17 4.74 1.19 1.09
38.92 647.43 1.52 5.64 1.54 1.14
58.39 647.68 1.77 6.24 1.80 1.17
77.85 647.88 1.97 6.71 2.00 1.19
97.31 648.05 2.14 7.09 2.17 1.21
116.77 648.20 2.29 7.42 2.33 1.22
136.23 648.34 2.43 7.72 2.47 1.23
155.70 648.46 2.55 7.98 2.59 1.24
169.68 648.54 2.63 8.15 2.68 1.25
194.62 648.68 2.77 8.44 2.82 1.26
Tailwater Channel Data - Crossing 2
Tailwater Channel Option: Triangular Channel
Side Slope (H:V): 3.00 (_:1)
Channel Slope: 0.0163
Channel Manning's n: 0.0270
Channel Invert Elevation: 645.91 ft
Roadway Data for Crossing: Crossing 2
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 150.00 ft
Crest Elevation: 660.00 ft
Roadway Surface: Paved
Roadway Top Width: 89.00 ft
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~ ~ ~ ~ ;l\ RARE SEDIMENT BASIN PRIOR TO CONVERTING IT TO - 2. CONTRACTOR TO CLEANOUT AND REG ~o=off ~ ~ ~ ~
' ~ .X A WET DETENTION POND. 'POND DAM TO BE RECONSTRUCTED AND CERTIFIED ,BY ~
° . T CHNICAL ENGINEER. ~ ' r GEO E - ~ Q o
~ ~l. - i ~ ~ ' pe ~ ~ 1
d t 6 R T INSTALL PERMANENT WEIR ORIFICE WINDOWS AS SHOWN ON THE i
o 3. CONTRACTO 0 z - ~ ~ ~ ~
CONTROL STRUCTURE ORIFICE WINDOW ELEVATION DETAIL. : ,
o ~ ' ~~~g ~ ~ ~ E
T I L A CEPTANCE THE WET DETENTION POND SHALL HAVE WATER PRESENT ~ ` 4. PRIOR TO F NA C , ,.t ~ N L ELEVATION. ~ _ 1-$ 949
IN THE BASIN SIP TO THE PERMANE T P00 , a '
~ i` . r 1 ; GRAP~-ZIC SCALE
S. COORDINATE WITH EROSION CONTROL INSPECTOR PRIOR TO REMOVAL OF EROSION ,
60 0 30 60 120 240
a W CONTROL MEASURES. J . i 1 W
h' , Q
~ 6. PORTABLE DIESEL POWERED PUMP GODWIN CD150M DRi-PRIME OR APPROVED EQUAL) t IN FEET )
SHALL BE KEPT AVAILABLE FOR EMERGENCY POND DRAINAGE. 1 inch = 60 [t.
IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHOREZATION AND ADAP1 AND CLIENT FOR WHICH ''IT WAS PREPARED. REUSE OF AND THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLYF0R THE SPECIFIC PURPOSE TION AND ADAPTATION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC.
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a ELEV. = 65 .50 ALONG OTTOM OF OND
PERMANE T POOL 0 i
POOL (TYP B TH SIDES O POND TEMP 6~0 TOP F BANK
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o. EXISTING 000 "
° = 657.00 RM. POOL GRADE ~ ELE P
' ' = 1 .00 Q o _ . 0- EL V = 652 652.©0 - - - - - _ _ - _ELE~ ~ .6.52.4D_ -
o _ ~ _ _ _ _ - N ~ _ BOTTOM 0 650
050 ~ - EXISTING
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~ EXISTING CLEANOUT . _ SEDIMENT CLE NOUT
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LEV. = 64 .00
00 . 30 40 50 0 10 20 80 90 100 00 ~ 0 10 20 30 40 ~o ~o m
50 60 70 o ~0 . 0 10 2 -
COMPACTED CLAYEY LINER - ~ ~ ~
. ALONG BOTTOM OF POND
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-OUTLET STRkICTURE ,1 _ m
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Y:~ } 1 INV OUT = 65z.oa ~ - ,
f ~ 'WATER QUALITY ORIFICE \ ~ INV. ELEV. = 652.x0 ~
~1 ~ ~ ~ ~ r g
SEDIME
CLEANOUT LEVEL , ~ ~ , .
ELEV.. - 645.50 . ~ ~
~ , ~ ~ TEMPORARY PaoL ~ o~~
~ ELEV: = 653.40 1 ' ~ z ~
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. N . , BOTTOM OF POND `
644.54 . ~ . ELEV, _ ~
~ TaP aF LITTaRAL SHELF ~ ~
H - - ~ ELEV. 652.50 ~ + ~ a ~ SE L ~
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I , t.~. a _ ' t. S1~ELF ELEV. = 651.5®
TOP OF WEIR ~ ~ _ _ ` , ; ,
_ I _ . , . ELEV. - 6.52.00 ~ , - - . _ ~ . .
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I LEVEL ELEV. = 645.40 _ , ~ o
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~ w P ND~ ~ ~ BOTTOM OF a ~ ~ . _ ELEV. - 64 .40 ~ 1 '1 ? ~1 O w ~ ~
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T 3 FOR LOCATION GHEE ~ ~ ~ - ~ ~ zo o as 20 ao eo
a ND 2 REFER TO PO _ ~ E, _
( IN FEET) `U
1 inch 20 ft. v1
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ENT WITHOUT WRITTEN AUTHORIZATION AND ADA :ATION AND ADAIRfATION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIAR€LITY TO K€MLEY-HORN AND ASSOCIATES, INC.
R THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUM THIS DOCUMENT, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, IS INTENDED ONLY FO