20071207 Ver 2_More Info Received_20081112

11 LwdDegMurban design planning civil engineering landscape architecture
TRANSMITTAL
223 North Graham Street, Charlotte, NC 28202
V: 704.333.0325 F: 704.332.3246 0 U
DATE: 11/11/2008 NUMBER OF PAGES: 1
PROJECT NAME: Wesley Village PROJECT #: 1006276
TO: Joseph Gyamfi BUS. PHONE: [phone]
NCDENR BUS. FAX:
2321 Crabtree Blvd. Suite 250 BUS. MOBILE:
Raleigh
CC:
WE ARE SENDING:
VIA:
NC 27604
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QUANTITY: ITEM: DESCRIPTION:
2 Calcs Revised Underdrain Calc
2 Cals Revised Wetland Supplemental Calcs
2 Plans Revised Sheet C-7.2S and C-7.3S
NOTES:
NOV 12 2008
DENR - WATER QUALITY
WETLANDS AND STORMWATER BRANCH
FROM: David Klausman E.I.
dsk
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Charlotte NC
Washington DC Tampa FL Asheville NC Pinehurst NC Charlotte NC Nashville TN Beijing PRC

Permit Number
(to be provided by DWQ)
O?, WATf??
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 1/1) must be printed, filled out and submitted along with all the required information.
I.` PROJECT IN FOWATION f; 1 „
Project name Wesley Village
Contact name David Klausman
Phone number 704-376-7777
Date November 7, 2008
Drainage area number
II. IDES 1(NFOR iilATlt N
Site Characteristics
Drainage area 487,872.00 ft2
Impervious area 341,510 ft2
Percent impervious 70.0% %
Design rainfall depth 1.00 inch
Peak Flow Calculations
1-yr, 24-hr rainfall depth
1-yr, 24-hr intensity
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Pre/Post 1-yr, 24-hr peak control
Storage Volume: Non-SA Waters
Minimum required volume
Volume provided (temporary pool volume)
Depth of temporary pool/ponding depth (D Pia,t,)
Drawdown time
Diameter of orifice
Coefficient of discharge (CD) used in orifice diameter
calculation
Driving head (Ho) used in the orifice diameter calculation
Storage Volume: SA Waters Parameters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff volume
Post-development 1-yr, 24-hr runoff volume
Minimum volume required
Volume provided
2.58 in
0.02 in/hr
19.76 ft3/sec
1928 ft3/sec
-0.48 ft3/sec
27,646.00 ft3
27,660.00 ft3 OK
12.00 in OK
2.50 days OK
3.00 in OK
0.60 (unitless)
0.33 ft OK
ft3
ft3
ft3
ft3
ft3
Form SW401-Wetland-Rev.3 Parts I and II. Project Design Summary, Page 1 of 3
Permit Number
(to be provided by DWQ)
Surface Areas of Wetland Zones
Surface Area of Entire Wetland
Shallow Land
The shallow land percentage is:
Shallow Water
The shallow water percentage is:
Deep Pool
Forebay portion of deep pool (pretreatment)
The forebay surface area percentage is:
Non-forebay portion of deep pool
The non-forebay deep pool surface area percentage is:
Total of wetland zone areas
Add or subtract the following area from the zones
Topographic Zone Elevations
Temporary Pool
Shallow Land (top)
Permanent Pool
Shallow Water (top)
Deep Pool (top)
Most shallow point of deep pool's bottom
Deepest point of deep pool's bottom
Design must meet one of the following two options:
This design meets Option #1,
Deep pool is 6+inches below SLWT, If yes:
SLWT (Seasonally Low Water Table)
This design meets Option #2,
Has a clay liner
If yes:
Depth of topsoil above clay liner
Topographic Zone Depths
Temporary Pool
Shallow Land
Permanent Pool
Shallow Water
Deep Pool (shallowest)
Deep Pool (deepest)
Planting Plan
Are cattails included in the planting plan?
Number of Plants in planting plan recommended:
Herbacious (4+inch diameter)
Shrubs/small trees (1 gallon or larger)
Trees (1.5" dbh)
Number of Plants in planting plan provided (several species of
each plant type are recommended):
Herbacious (4+inch diameter)
Shrubs/small trees (1 gallon or larger)
Trees (2.5" dbh)
27,660.00 ft2 OK
11,064.00 ft2 OK
0.40%
11,064.00 ft2 OK
0.40%
2,766.00 ft2 OK
0.10%
2,766.00 ft2 OK
0.10%
27,660.00 ft2 OK
0.00 ft
637.00 fmsl
636.00 fmsl
635.50 fmsl
633.50 fmsl
633.50 fmsl
N (Y or N)
fmsl
Y
4.00 in
12.00 in OK
6.00 in OK
24.00 in OK
24.00 in OK
N (Y or N) OK
834
556
139
5,197 OK
112 Higher density is recommended.
23 Higher density is recommended.
Form SW401-Wetland-Rev.3 Parts I and II. Project Design Summary, Page 2 of 3
Permit Number
(to be provided by DWQ)
Additional Information
Can the design volume be contained? Y (Y or N) OK
Does volume in excess of the design volume flow evenly N (Y or N) Excess volume must pass through filter,
distributed through a vegetated filter?
What is the length of the vegetated filter? 0.00 ft
Are calculations for supporting the design volume provided in the Y (Y or N) OK
application?
Is BMP sized to handle all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a recorded drainage easement with a Y (Y or N) OK
recorded access easement to a public Right of Way (ROW)?
The length to width ratio is: 8.33 :1 OK
Approximate wetland length 400.00 ft
Approximate wetland width 48.00 ft
Approximate surface area using length and width provided 19,200.00 ftz This approx. surface area is within this number of square
feet of the entire wetland surface area reported above:
Will the wetland be stabilized within 14 days of construction? Y (Y or N) OK
Form SW401-Wetland-Rev.3 Parts I and 11. Project Design Summary, Page 3 of 3
LandDes*n. urban design planning civil engineering landscape architecture
Develop Stage-Discharge for Bioretention Filter Media
Af = (WQv(df)/[(k)(hf+df)(tf)]
Qo = Af(k)( hf+df)/( df)(Cf)
where:
Af = surface area of filter bed (ft)
df = filter bed depth (ft)
k = coefficient of permeability of filter media (ft/day)
hf = average height of water above filter bed (ft)
At elevation 637, top of water quality volume storage
Qo = [(7,916 ft2) (2 ft/day) (0.75ft+2ft)]/(2ft)
= 21,769 cf/day
= 0.25 cfs
At elevation 636.38, the average water quality volume storage depth
Qo = [(7,533 ft2) (2 ft/day) (0.375ft+2ft)]/(2ft)
= 17,891 cf/day
= 0.21 fs
At elevation 636.25, top of filter media
Qo = 0.00 cfs
Compute underdrain pipe capacity
For 6-inch PVC underdrain pipe at 0.005 ft/ft slope
Capacity of pipe = (1.49/n)(A)(A/P)o.s?(S)o.5
= (1.49/0.013)(0.1963 ft)(0.125 ft)0.67(0.005)0.5
= 0.40 cfs
Capacity of pipe (50% clogged) = 0.20 cfs
The perforations capacity (0.40 cfs) is greater than the filter media capacity at the average
storage volume depth (0.25 cfs). Therefore the design is acceptable.
D = 16[(Q*n)/So.5]3i8
D = 16[(0.25.3.0.011)/0.050.5]318
D = 7.14 in (of single pipe)
L:\1006276\Docs\Calcs\Subdivision\Revised BMP\Onderdrain Calcs.doc
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DATE: OCTOBER 12, 2007 REVISIONS: ~~w~rr"'rur~,,~ Not for Construction
DESIGNED BY: DSK 03.28.08 -Revisions per City Comments -DSK
DRAWN BY: DSK 06.04.08 -Revisions per City Comments CHECKED BY: NLD 07.17.08 - Issused for Construction
Q.C. BY: NLD .3.08 - DW Comments _ 110 Q ~ ued for Permitting L CMC 2 A Z; Iss C~ S16M
SCAIF: N.T.S. 11.07.08 - DWQ Comments 223 North Graham Street, Charlotte, NC 28202
PROJECT 1006276 Comments I I.I o.a8 -DWQ VYesle VI Ila e Develo ment, L.L.C.; Charlotte, North Carol Ina Y 8 P Issued for Pricing V: 704.333.0325 F: 704.717.5151
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DATE: OCTOBER 12, 2007 REVISIONS: DESIGNED BY: DSK 05.27.08 -Revisions Per City Comments -DSK FINot for Construction
DRAWN BY: DSK 06.04.08 -Revisions per City Comments -DSK O~p MG
CHECKED BY: NLD 07.17.08 • Issused for Construction e Issued for Permitting
Q.C. BY: NLD 11.03.08 -DWQ Comments
SCALE. N.T.S. 11.07.08 -DWQ Comments PROJECT 1006276 11.10.08 - DW Comments d m 223 North Graham Street, Charlotte, NC 28202
Q esle Villa a Develo menu, L.L.C.; Charlotte, North Carolina Y g P p Issued for Pricing V: 704.333.0325 F: 704.717.5151
SHEET NUMBER#: www.LandDesign.com
T DET IL EMEN LAR N EN TENT BI R r r r r r r"'~~~~ ? Issued for Construction