20071441 Ver 3_More Info Received_20090901

TURNBULL • METZLER DESIGN
TO: Annette Lucas
NC Division of Water Quality
401 Oversight/Express Unit
2321 Crabtree Boulevard, Suite 250
Raleigh, North Carolina 27604
TEL: [phone]
DATE: August 31, 2009
REFERENCE: Prosperity Village
07-085
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D
ITEM DATE DESCRIPTION
2 8/26/09 Sheet 8.3A - Water Quality Plans & Details
2 8/31/09 Calculations for: Water Quality Rain Garden
Basin C
BRANCH
COMMENTS:
Annette,
Attached you will find the plans and calculations for the additional rain
garden that you requested us to add at Prosperity Village. Please let me
know if you have any questions or comments during your review.
Thank you,
i
T
Robert L. Frost
Land 1001 Morehead Square Drive Phone: [phone] TRANSMITTAL
Development Suite 530 Fax: [phone]
Design Services Charlotte, NC 28203 turnhullmetzler.com
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S E p - 1 2009
DENR WATER a11A e
WET,gNDS AND STORM?N
TURNBULL SIGMON DESIGN
loos Morehead Square Drive
Suite 530
Charlotte, North Carolina 28203
Phone: [phone]
Fax: 704.522.o882
Prosperity Village
Project No: 07-o85
CALCULATIONS FOR:
Water Quality
Rain Garden Basin C
DATE:
REV.•
8/31/09
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Pros eri Villa a Turnbull Metzler Design
JOB NO.: 07-085 BY: xLE iooi Morehead Square Dr., Suite 530 i
DATE: 8120109 P.M.: BCM Charlotte, North Carolina 2820
11REVISED: Bioretention Cell
Rain Garden Basin C
Watershed Information:
Watershed area to pond (A)= 1.40 Ac
Post-development impervious percentage = 25%
Pretreatment Method:
Select Method
A: Grass / Gravel Combination 8" of ravel, 5 feet of sod
B: Grassed Water Swale (provide design)
C: Forebay
D: alternative;
RunQ ff Volume Calculations (Simple Method):
1" rainfall requirements
Rv = 0.05 + .009 (1)
Rv = 0.28 in/in
Runoff Volume
V= 3630xRdxRvxA
Rd = 1.0 inches
V = 1,400 cft
Surface Area and Depth:
Ponding Depth (12" or less) =
Rv = runoff coefficient
storm runoff (in) / storm rainfall (in) , unit less
I = impervious Percentage
V = volume of runoff to be controlled (cft)
Rd = design storm rainfall depth (in)
A= watershed area (ac)
12 (inches)
Re uired Surface Area = 1,400 sft
Prosperity Village Turnbull Metzler Design
JOB NO.: 07-085 BY: RLY iooi Morehead Square Dr., Suite 530
DATE: 8120109 P.M.: BCM Charlotte, North Carolina 2820
REVISED: I L_ Bioretention Cell
Soil Media Selection:
Bioretention Mix:
85-88% Sand
8-12% Fines
3-5% Organics
3:1 Sod ??. ftft 3" Mulch
i00
00 00 Material Depths
3 in Double Ground Harwood Mulch
2 ft Bioretention Mix
4 in Washed Sand
8 in # 57 Stone
Drawdown & Underdrain:
Ponding Volume Drawdown
Darcy's Equation
Q= 0.0000232 x K x A x (H/L)
A = 1,400 sft
H = 3.916667 ft
Q = 0.032 cfs
Drawdown Time
T= V/Q
T = 0.50 days
Washed Sand
#57 Stone
Q = Flow through Bioretention (cfs)
K = Hydraulic Conductivity (in/hr), used 1.0
A = Surface Area of Bioretention Area (sft)
H = Height of Water Above Underdrain
L = Thickness of Soil Bed
H/L = assumed 1
Underdrain Design
minimum slope shall be 1.0%
material shall be schedule 40 or SDR 35 smooth walled PVC
4" minimum pipe size
collection laterals shall be a maximum of 10' apart
use a minimum of 4 rows of perforations
use 3/8" perforations
Design Flow Q (10 time Drawdown rate)
Q = 0.32
Required Diameter
D= 16 x Q x n ^(3/8) n= manning's n (0.11)
S^0.5 S = internal slope (1.0%)
D = 1.93 inches
Prosperity Village Turnbull Metzler Design
JOB NO.: 07-085 BY: RLF low Morehead Square Dr., Suite 530 0
DATE: 8120109 P.M.: BCM Charlotte, North Carolina 2820
11REVISED: I L_ Bioretention Cell
Select number of Drains:
If D is less than # of 4" Pipes # of 6" Pi es
5.13 2 -
5.95 3 -
6.66 4 -
7.22 5 -
7.75 6 -
7.84 7 2
8.20 7 3
9.11 - 3
10.13 - 4
Length (L)
L = 46.7 feet
Use: 2 number of pipes
47 foot long
4 " PVC
with 2 clean outs
Prosperity Village Turnbull Metzler Design
JOB NO.: 07-085 BY: RLF iooi Morehead Square Dr., Suite 530
DATE: 8/20/09 P.M.: BCIVI Charlotte, North Carolina 28203
REVISED: I L- BZoretention Cell
Elevation Diagram:
Top of Mulch Elevation = 761.00
3:1 Sod
Top of Mulch = 761.00
Bottom of Mulch = 760.75
Bottom of Bio-Mix = 758.75
Bottom of Sand = 758.42
Bottom of Stone = 757.75
Outlet Invert Out = 757.28
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