20090743 Ver 1_More Info Received_20090914

900 South Post Road
Shelby, NC 28150
Phone-866-295-0230
www.villagesofhacres.com
[e-mail]
• 900
1?J W
Friday, September 11, 2009
Cyndi Karoly
State of North Carolina,DWQ 401 Permits
2321 Crabtree Blvd
Suite 250
Raleigh, NC 27604
Re: The Villages of Hallelujah Acres-After the Fact
Ut to Robert's Branch(030805, 9 53 7(2), C)
Dear Ms. Karoly:
OR- ol43
SEP
4 2009
WETl,yrp AMO ST "i MWE.1
On July 2, 2009, The Villages of Hallelujah Acres submitted to your office a
letter and corresponding documentation for A Pre-construction Notification
requesting issuance of an After The Fact National Permit 29. In August of this
year we received correspondence from you requesting additional information and
our engineering firm TGS Engineers met with Mr. Allan Johnson and talked to
you after the August 2009 correspondence.
Please find enclosed the following documentation:
1.) 7 copies of The Villages of Hallelujah Acres, City of
Shelby, Cleveland County, NC Stormwater Management Plans dated September 2009
(Sheets 1-8)
2.) 7 copies of North Carolina Division of Water Quality-Stream Identification
Form, Version 3.1 dated 9/2/2009,for Perennial Stream, which contains stream
crossing 1 completed by evaluator, Environmental Services, Inc.
3.) 7 copies of North Carolina Division of Water Quality-Stream Identification
Form, Version 3.1 dated 9/2/2009, for Intermittent channel, containing stream
crossings 2, 3 and pond completed by evaluator, Environmental Services, Inc.
4. 7 copies of Wet Detention Basin Supplement Drainage Area 1
5. 7 copies of Wet Detention Basin Supplement Drainage Area 2
6. 7 copies of Required Items Checklist and Volume Requirement for Future
Phases (Simple Method)
Please note that we received this Phase 2 water management plan yesterday from
TGS Engineering and we have some forms, agreements and covenant information
that we will email (signed forms) to you on Monday after the owner and
managing partner/agent, Mr. Paul Malkmus returns to town. As this is an after
the fact permit, we have already sold some single family lots in this
subdivision. Thank you in advance for your review of this state water permit.
Sincerely:
, S- U cln??4
Stuart C. Gilbert
Executive Development Director
cc: Paul Malkmus, Owner/Managing Agent, Villages of Hallelujah Acres
Leonard Fletcher, TGS Engineering
Chad Houser, TGS Engineering

Permit No-
e??
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 1l1) must be printed, filled out and submitted along with all of the required information.
(to be provided by DWQ)
a?oF w A rF9pG
a -<
Project name The Villages of Hallelujah Acres
Contact person Chad Houser PE, PLS
Phone number 704-476-0003
Date
Drainage area number
8!28/2009
She Characteristics
Drainage area
impervious area, post-development
% impervious
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 Iyr 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 Off vegetated shelf elevation
Bottom of 10ft 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 7-6/13/09
312,320 ft2
121,268 ft2
38.83%
1.0 in
10,480 rya
15,000 ft3
ft3
ft3
ft3
0 ft3
ft3
Y (Y or N)
3.1 in
OK
OK, volume provided is equal to or in excess of volume required.
0.30 (unilless)
0.60 (unhIess)
3.90 inthr OK
8.42 ft3/sec
16.85 ft3/sec
8.43 ry3/sec
839.00 fmsl
838.00 fmsl
834.00 fmsl
838.50 fmsl
837.50 fmsl
833.00 fmsl
831.00 fmsl
2.00 ft
(Y or N)
fmsl
Parts I & II. Design Summary, Page 1 of 2
Permit No. _
(to be provided by DWO)
`
DES3GN WORMATWN
Surface Areas
Area, temporary pool 4,000 tie
Area REQUIRED, permanent pool 3,217 ft2
SA/DA ratio 1.03 (unitless)
Area PROVIDED, permanent pool, Ap., PW1 4,000 tt2 OK
Area, bottom of 1 Oft vegetated shelf, Ab,, She„ 1,000 ft2
Area, sediment cleanout, top elevation (bottom of pond), Ab, y,nd 1,000 ft2
Volumes
Volume, temporary pool ft3
Volume, permanent pool, Vpmp., 24,000 ft3
Volume, forebay (sum of forebays it more than one forebay) 5,000 ft3
Forebay % of permanent pool volume 20.8%% OK
SA/DA Table Data
Design TSS removal 85%
Coastal SA/DA Table Used? N (Y or N)
MounlairVPiedmord SA/DA Table Used? Y (Y or N)
SA/DA ratio 1.03 (unitless)
Average depth (used in SA/DA table):
Calculation option 1 used? (See Figure 10.2b) N (Y or N)
Volume, permanent pool, Vpenj=, ft3
Area provided, permanent pool, Apermj= ft2
Average depth calculated ft
Average depth used in SA/DA, deV, (Round to nearest 0.511) ft
Calculation option 2 used? (See Figure 10-2b) Y (Y or N)
Area provided, permanent pool, Ap,--. 4,000 ft2 OK
Area, bottom of 1Oft vegetated shelf, Aba_SY,j 1,000 ft2 OK
Area, sediment cleanout, top elevation (bottom of pond), AWO d 1,000 ft2 OK
"Depth' (distance b/w bottom of 1 Oft shelf and top of sediment) 6.00 ft Insufficient. Does not equal data previously entered.
Average depth calculated 6.00 ft OK
Average depth used in SA/DA, da,, (Round to nearest 0.5111) 6.5 ft OK
Drawdown Calculations
Drawdown through orifice? Y (Y or N)
Diameter of orifice (it circular) 1.25 in
Area of orifice (if-non-circular) in2
Coefficient of discharge (CD) 0.60 (undless)
Driving head (HO) 1,00 ft
Drawdown through weir? N (Y or N)
Weir type 3ROAD CRESTEL (unilless)
Coefficient of discharge (CW) 3 (unitless)
Length of weir (L) 12 It
Driving head (H) 0.33 ft
Pre-development 1-yr, 24-hr peak flow 8.50 f13/sec OK
Post-development 1-yr, 24-hr peak flow 16.85 ft3/sec OK
Storage volume discharge rate (through discharge orifice or weir) 0.42 ft3/sec
Storage volume drawdown time 3.00 days OK, draws down in 2-5 days.
OK, drawdown time is correct.
Additional Information
Vegetated side slopes 3 :1 OK
Vegetated shelf slope 10 :1 OK
Vegetated shelf width 10.0 ft OK
Length of flowpath to width ratio 3 :1 OK
Length to width rata 1.5 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.0 ft OK
Vegetated fitter 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 PUMP OUT
Form SW401-Wet Detention Basin-Rev.7-8/13/09 Parts I. & II. Design Summary, Page 2 of 2
PIGS
ENGINEERS
JOB NO.
SHEET
CALCULATED BY
CHECKED BY
OF _
DATE
DATE

North Larolrna Uivision of water uumav - Stream laentrncation corm: version s.1
Date 9/2/2009 Project: The Villages at
Hallelujah Acres Latitude. 35.2583
Evaluator. ES1 Site: longitude: 81.4986
Total points:
8rreams are at least rnrermrtrenr if ?4 County: Cleveland Other:
>-t9or rpnnrat !.>=30
A. Geomorphology subtotal = 18.5 Absent Weak Moderate Stroh
1• Continuous bed and bank 00 01 02 03
2. Sinuosity 00 01 02 03
3. In-channel structure: riffle of sequence 00 01 02 0 3
4. Soil texture or stream substrate sorting 00 01 0 2 03
5. Activelrelic flood lain 00 01 02 03
6 Depositional bars or benches 00 0 1 02 03
7. Braided channel 0 0 01 02 03
8. Recent alluvial deposits 00 01 S 2 03
9•. Natural levees 0 0 01 02 03
10 Headcuts 00 0 1 02 03
11. Grade controls 00 00.5 01 01.5
12. Natural valley and drains ewa 00 00.5 0 1 0 t.5
13. Second or greater order channel on exjs,ir USGS or NRCS
ma or other documented evidence.
0 Nro = 0
0 Yes = 3
m+n? ..?ac:e! mrcrura a?a .q, ?aoeu?, see a'xuawvns m merm?a
B. Hvdroloov subtotal = 9.5
14. Groundwater flow/discharge 00 01 0 2 03
15. Water in channel an >48 rs since rain, lZ Water in cha-n-nJ
• d or growing season
00
01
0 2
03
16. leaflitter 01.5 01 00.5 00
17. Sediment on plants 00 O as 0 1 01.5
18. Organic debris lines or ilex wrack lines 00 0 0.5 0 1 - f-61.5
19. H dric soils (redoxomo hic features resent? 0 I b = 0 0 Yes = 1.5
C. Bloloav mthtntal = A
20`. Fibrous roots in channel 03 02 01 00
21'. Rooted plants in channel 03 0 2 01 O o
22. Crayfish 0 0 00.5 01 01.5
23, Bivalves 00 01 02 03
24. Fish 00 0 0.5 01 0 1.5
25. Amphibians 00 00.5 01 01.5
26. Macrobenthos note divers' and abundance 00 0 0.5 01 01.5
27 Filamentous algae: eriph on 00 01 02 03
28. Iron oxidizing bacteria fun us C10 0 0.5 t7 1 01.5
29` Wetland plants in streambed
11am5 20 "1 to us nn the M 0 FA-- 0 FAC1N 0 Ct3L 0 SAV 0 Of*w
.. Pmeel" IV end plans. ,tMSt 29 (DCttseD a+ t17e pnraeeue ? 41tw or wr W4 owo,s
otes,
Perennial Stream, which contains Stream Crossing 1
North Carolina Division of Water Quality - Stream Identification Form; Version 3.1
Date: 9t212009 Project: The Villages at Hallelujah Acres Latitude: 35.2553
Evaluator: ESI Site: longitude: 81.4986
Total points:
Streams are at +east Jntermitt"I t County: Cleveland tither.
>-490r nj J#>-30, 19-25
A. Geomorphology subtotal = 11 Absent Weak Moderate Strong
1*_ Continuous bed and bank 00 01 #) 2 03
2. Sinuos' 00 01 02 03
3. In-channel structure: riffle sequence 00 0 1 02 03
4. Soil texture or stream substrate sortie 00 01 02 03
5. Activelrelic flood lain 0 0 0 02 03
6. Depositional bars or benches 00 0 1 02 03
7. Braided channel 00 01 02 03
B. Recent alluvial deposits 00 01 02 03
9*. Natural levees 0 01 02 03
00 01 0 2 03
10. Headcuts
11. Grade controls 00 00.5 G) 1 01.5
12. Natural valve and drains ewa 00 0 0.5 01 01.5
13. Second or greater order channel cane s n USGS or NRCS
(9 t$ " 0
0 Yes = 3
map or other documented evidence.
lwrw"de a dfull" or*"raw.. aft d+scu"Ons in mtrnw
4(). vv#1G1 Ilk L1itl1111Fn allu -to 111'21 Milo C 100, Y watt ill 41.1`rk1111G1
. d or growing season
(D 0
01
02
03
16. Leaflitter 0 1.5 01 00.5 00
17. Sediment on plants 00 Q CCX5 01 01.5
1S. Organic debris lines or Iles wrack lines 00 O G5 01 01.5
19. N dric soils redoxomo is features resent? Q tab = o Oyes=1.5
C_ Atatnav _tlhtotal = 3.75
20*. Fibrous roots in channel o 3 492 01 C7 0
21*. Rooted punts in channel 03 02 GI 00
22. Crayfish 0 0 00,5 01 01.5
23. Bivalves (F) o 01 02 03
24, Fish (E) o U Ct.S 01 01.5
25. Amphibians 0 0 00.5 01 01.5
26. Macrobenthos note diversi and abundance) 0 0 00.5 01 01.5
27. Filamentous algae; eri h on 00 01 02 03
28. Iron oxidizing bacteria/fun us 00 00.5 01 01.5
29*. Wetland plants in stresrnbed 0 FAC G FPr-W 0 CB- 0 SAV Q COW
'Items 20.21 fouls on the prosonce of, t4> And ptwtt ftA) 29 ,,Liwms on too Vgwce d tqLtt*t or wrodom pttr"
otes:
Intermittent channel, containing stream crossings 2. 3 and and
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.
Bcu Z 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 H 3? 5 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.
3. Section view of the wet detention basin (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
N? 4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
t? on the plans prior to use as a wet detention basin.
?7?-?_ 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
NA 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized. S Ij Ir 115 %TA 4U. I-* E 1)
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (O&M) agreement.
9. A copy of the deed restrictions (if required).
10. A soils report that is based upon an actual field investigation, sal borings, and infiltration tests. County
sal maps are not an acceptable sauce of soils information.
Form SW401-Wet Detention Basin-Rev.7-8/13/09 Part III. Required Items Checklist, Page 1 of 1
IGS JOB NO.
ENGINEERS SHEET OF
- CALCULATED BY DATE
CHECKED BY DATE
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ARc p 3

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D, bb
Q k I-?
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Pi "1,1 'ti,_,
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HccEHe
Project name
Conlact person
Phone number
Date
Drainage area number
S10RMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be tilted out, printed and submitted
The Required items Checklist (Part till must be printed, tilled out and submitted along with er of the required information.
The
Am
O??F WATE??G
Chad Houser PE. PLS
704.4760003
132812008
I

She Characteristics
Drainage area 312,320 f?
Impervious area, past-development 121M f?
% impervious 38.83%
Design rainfall depth 11.0In
Storage Vokmw: Non-SA Waters
Minimum volume required 16486 fls OK
vakume provided 15.,800 fls
OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.5' runoff volwne fts
Pre-developmenl 1-yr, 24-hr runoff ins
Post-developmerq 1-yr, 24-hr runoff tts
Minimum volume required 0 tts
Vokmte provided fig
Peak Flaw Calculations
is the prelposl control of the 1 yr 24hr storm peak flow required? y (Y o! N)
1-yr, 24-hr rainfall depth 3.1 in
Rational C, pre-devekoprmrt 0130 (unilless)
Rational C, post-development 0.60 (unkless)
Rainfall intensity: 1 -yr, 24-hr storm 50 inihr OK
Pre-development 1-yin, 24-hr peak flow 8.42 ftslsec
Post-development t-yr, 24-hr peak flow 16.85 its/sec
Pre/Post 1 -yr, 24-hr ceak flow control 8.43 ftsfsec
Elevations
Temporary pool elevation 8.00 fmsl
Permanent pool elevation 838.00 imsl
SHAFT elevation (approx. at the perm. pool elevation) 834,00 imsl
Top of toff veaetated shelf elevation 838,50 imsl
Bottom of 1Off vegetated shelf elevation 837.50 fmsl
Sediment cleanout, top elevation (bottom of pond) 833.00 firrisl
Sediment deanoul, bottom elevation 891,00 frttsi
Sediment storage provided 200 h
is there addilienal volume stored above the state-required temp. pooi7 N (Y or N)
Elevation of NE, top of the addrional volume fmsl
For:- SW401-We! Detenucr, Basm Re, r-&,I3rC5 Paris I d 11
[lESgn Summary, page 1 of

M 114- olovrdeCT by i)WOl
[M. 0?1611114FtJ1?+1ATIDN
Surface Areas
Area, temporary pool
Area REQUIRED, permanent pooi
SAIDA rata
Area PROVIDED, permanent pool AP,m,
Area, bottom of 1011 vegetated shelf, A? -,,
Area, sediment cieanout, top elevation (bottom of pond), A., cad
Volumes
Volume, temporary pool
Volume, permanent pool, V,,, o?
Volume, loiebay (sum of torebays I more than one forebay)
Forebay % of permanent pool volume
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain(Fiedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10.2b)
Volume, pemranent pool, V,,,,-y,o
Area provided, permanent pool, A, ,,,,yo„
Average depth calculated
Average depth used in SAIDA, d,„ (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, A, m_,,,,,
Area, bottom of 11011 vegetated shelf, Aw mo
Area, sediment cleanout, top elevation (bottom of pond), At, Pond
`Depth' (distance b/w bottom of 1011 shelf and top of sediment)
Average depth calculated
Average depth used in SAIDA, d,,., (Round to nearest 0.511)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (it circular)
Area of orifice (if-non-circular)
Coetfaerd of discharge (Cc)
Driving head (H,,)
Drawdown through weir?
Weir type
Coefficierd of discharge (C„)
Length of weir (L)
Drivkmg head (H)
Pre-developmert 1-yr, 24-hr peak flow
?osl-development 1-yr, 24•h peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
4,000 n`
3,217 n'
1.03 (unifless)
4,000 ft2 OK
ft'
1,000
1,000 n=
113
24,000 na
5,000 ft3
20.8% % OK
65%
N (Y or N)
Y (Y or N)
1.03 (undlass)
N (Y or N)
ft3
ft'
n
ft
Y (Y or N)
4A00 fly OK
j '0M f? OK
1,000 It, OK
GAD ft Insufficient- Does not equal date previously entered.
6.00 ft OK
6.5 ft OK
Y (Y or N)
125 in
ire
0.60 (unkless)
1A0 n
N (Y or N)
MAD CRESfE[ (mmitless)
3 (uniltess)
12 ft
0,33 ft
810 ft3/sec OK
16.65 ?.'jsec OK
0.42 ft3lsec
3.00 days OK, draws down to 2.5 days.
OK, drawdown time is correct.
Additional information
Vegetated side slopes 3 :1 OK
Vegetated shelf slope 10:1 OK
Vegetated shelf width lob n OK
Length of fiowpath to w4lh ratio 3 1 OK
Length to width rata 1.5 :1 OK
Trash rack for overflow 8 orifice? Y (Y or N) OK
Freeboard providec 1.011 OK
Vegetated filer provided? Y (Y or N) OK
Recorded dralrage easement p(ovided, Y (Y or N) OK
Capures al! runoff at u'timate build-ciL0 Y _ (Y or N) OK
Drain mecrtanism for maintenance or emergencies PUMP OUT
form SW4C1-We! Detenl*, gas--.n-Hev 7-8113M parts I & It- Design Summary, Page 2 012
IGS
ENGINEERS
JOB NO.
SWEET OF
CALCULATED BY
CHECKED BY
DATE
DATE

Pcrrnrt No
(to be provided by DWO)
OF V3R TES
OrMA
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 111) must be printed, filled out and submitted along with all of the required information.

Project name The Villages of Hallelujah Acres
Contact person Leonard Fletcher
Phone number 704-476-0003
Date 6/20009
Drainage area number 2

Site Characteristics
Drainage area 747,762 ftz
Impervious area, post-development 295,049 ftZ
% impervious 39.46%
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required 25,449 ft3 OK
Volume provided 89,985 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 t-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 1Oft vegetated shelf elevation
Bottom of 10ft vegetated shelf elevation
Sediment cleanoul, 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
-ft 3
ft3
ft3
0 ft3
ft3
Y (Y or N)
3.1 in
0.30 (unitless)
0.60 (unilless)
3.48 in/hr OK
20.12 ft3/sec
40.30 ft3/sec
20.18 ft3/sec
874.00 fmsl
873.00 fmsl
873.00 fmsl
873.50 fmsl
872.50 Imsl
870.00 fmsl
868.00 fmsl
2.00 ft
N (Y or N)
fmsl
Form SW401-Wet Detention Basin-Rev 7-8/13/09 Pans I. 8 II. Design Summary, Page 1 of 2
Permit No
H. DESIGN INFORMATION
Surface Areas
(to be provided by DWO)
Area, temporary pool 29,995 ft2
Area REQUIRED, permanent pool 18,694 ft2
SAIDA ratio 2.50 (unitless)
Area PROVIDED, permanent pool, Ace. ,., 29,995 ft2 OK
Area, bottom of 10ft vegetated shelf, Apo, oee 7,500 ff2
Area, sediment cleanout, top elevation (bottom of pond), Ab.,na 22,500 ft2
Volumes
Volume, temporary pool 119,980 ft3
Volume, permanent pool, Vce. P, 119,980 ft3
Volume, forebay (sum of forebays it more than one forebay) 24,000 rya
Forebay % of permanent pool volume 20.0%%
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, Vpan w,
Area provided, permanent pool, Ave--Pw
Average depth calculated
Average depth used in SAIDA, dev, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, Ap._p,
Area, bottom of 1Oft vegetated shelf, A,:t,,r
Area, sediment cleanout, top elevation (bottom of pond), A,yo,b
"Depth' (distance b/w bottom of 1Oft shelf and top of sediment)
Average depth calculated
Average depth used in SAIDA, dav, (Round to nearest 0.5ft)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (it circular)
Area of orifice (if-non-circular)
Coefficient of discharge (Co)
Driving head (Ho)
Drawdown through weir?
Weir type
Coefficient of discharge (C„,)
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 8 orifice?
Freeboard provided
Vegetated fitter 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
85%
N (Y or N)
Y (Y or N)
2.50 (unitless)
N (Y or N)
ft3
ft2
ff
ff
Y (Y or N)
29,995 ft2
7,500 ft'
22.5M ft2
2.00 ft
4.00 ft
4.5 ft
Y (Y or N)
2.00 in
Insufficient. Volume does not agree with data previously entered.
OK
OK
OK
OK
Insufficient. Does not equal data previously entered.
OK
OK
in2
0.60 (unilless)
1.00 It
N (Y or N)
3ROAD CRESTEI (unitless)
3 (unitless)
12 ft
0.33 it
20.12 ft3/sec OK
36.00 ft3/sec OK
0.42 ft3/sec
3.00 days
3 :1
10 :1
10.0 It
3 :1
1.5 :1
Y (Y or N)
3.0 If
Y (Y or N)
Y (Y or N)
Y (Y or N)
Pump Out
OK, draws down in 2.5 days.
OK, drawdown time is correct.
OK
OK
OK
OK
OK
OK
OK
OK
OK
OK
Parts 18 II Design Summary, Page 2 of 2
TGS
ENGINEERS
JOB NO.
SHEET
CALCULATED BY
OF
DATE
CHECKED BY DATE

OS
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X ~F SHEET ~
SHEET PAGE
TITLE SHEET ~
I DRAINAGE AREAS 2
VIlETPOND 1 3
1~lETPOND 1 DETAILS 4
UVETPGND 2 5
0 N
tC
~IUET 2 IL 6 ~ m~~ A
U W
x ~
EXISTING T ATE PLANS 7-8 a
..a
A
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o ~ w a
a ¢
GENERAL NOTES: a,®~~ ~"MP9~7ABr°s ^q
a ee°vs.. aeyde0 s iaoi StP 14 2009 B6
1. THESE DOCUMENTS COVER THE CONSTRUCTION PLANS TO " " OEPdR-~N~TERQUAI.ITY
SERVE THE VILLAGES OF HALLELUJAH ACRES 1~i:TtANO$ANOSTOA6~VAT~RBRRNCM S r i
" W a
2. THE CONTRACTOR SHALL SATISFY HIMSELF AS TO THE NATURE AND CONDITIONS OF THE SITE AND IS CAUTIONED THAT OTHER CONSTRUCTION O ~ ~
IS IN PROGRESS AND HIS. WORK WILL BE CLOSELY COORDINATED WITH
THAT OF OTHER CONTRACTORS ON THE SITE. rrrrrreee° p ~o~~~~ ~q
1
3. ALL WORK SHALL COMPLY WITH LOCAL, STATE, AND FEDERAL RULES AND
REGULATIONS AND SHALL BE SUBJECT TO INSPECTION AT ANY TIME SY
REPRESENTATIVES OF THE OWNER, ENGINEER, OR THE NC DIVISION OF w
ENVIRONMENTAL MANAGEMENT. way
4. THE CONTRACTOR SHALL OBTAIN AlL NECESSARY PERMITS REQUIRED FOR
THE CONSTRUCTION OF THE FACILITIES.
BEFORE YOU DIG CALL
AND PERFORMANCE 1-800-632-4949 5. ALL FACILITIES SHALL BE SUBJECT TO TESTING
n11PnVP AV TLIr CAIn1A1CCD AA111 OC!!I 11 ATADV Al±CAI/~ICC f1AIC A I I f'C~I T~I~
Dr 1 nC;civvnv~~rtnivv1\CVUL.nivn
ITS THE LAW
6. EROSION CONTROL MEASURES SHALL BE INSTALLED PER THE NCDENR APPROVED PLAN. x ~ O

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Fill,

1. PLANTINGS ZONES AND PLANT
SELECTION PER THE BMP DESIGN
MANUAL, CHAPTER 6 & APPENDICES.
2. ALL PLANTINGS SHALL BE LOCAL NATIVE
SPECIES.
3. IRRIGATION MAY BE PROVIDED FOR
INITIAL ESTABLISHMENT AND DRY
SEASONS.
Z(
N1 � -1 1
�> .
rli�]
ONE 5/6
PLAN VIEW
NOT TO SCALE
iv j
1310 llf.10 % DIC
POND CROSS SECTION
NOT TO SCALE
WETPOND
PLANTING PLAN
OUTLET STRUCTURE WITH TRASH
RACK. 6" MIN. FREEBOARD
FROM TEMP. POOL ELEV.
RIP RAP BERM
AND WEIR INVERTED WATER
50 YEAR EVENT CLASS B RIP RAP QUALITY ORIFICE.
STORMWATER STORAGE 15 MIN. DEPTH7A LOCATED THIS SIDE
SEE DETAIL
e a�s`op TEMPORARY PO PERMANENT POOL 6" MIN. FREEBOARDq
F.E.S. OR F
HEADWALL �7
'r-1 >-0" - -
=III=111=III=III=III I II=III �,
STORM INLET 10:1 SLOP
10' LITTORAL SHELF 'OF`
ENERGY DISSIPATOR 2:1 SLOPE STABILIZED —III=III=)
TO POND BOTTOM
SEDIMENT FOREBAY
NOTES:
1. 4-6 INCH LAYER OF AMENDED SOIL IS RECOMMENDED IN ANY
AREA WHERE PLANTINGS ARE REQUIRED (SEE BMP DESIGN MANUAL).
6" FREE BOA
LITTORAL SHELF W/ WETLAND
PLANTINGS, 10' MIN. WIDTH -
6'
NOT TO SCALE
EMERGENCY WEIR
IF USED
EMBANKMENT
ANTI -SEEP
'1ISI I
ANTI -FLOTATION PAD
BACK OF OUTLET STRUCTURE DUCTILE IRON MAINTENANCE
LOCATED AT TOE OF 10:1 SLOPE DRAIN PIPE WITH SLUICE
MAIN POND GATE OR VALVE. (OFFLINE
FROM OUTLET AND LOCATE
VALVE IN BERM) 0.5 %
SLOPE MIN.
NOT TO SCALE
OUTLET STRUCTURE WITH TRASH RACK. 6" MIN.
FREEBOARD FROM TEMP. POOL ELEV. -
INVERTED WATER QUALITY ORIFICE
LOCATED THIS SIDE (SEE DETAIL)
50 YEAR EVENT
STORMWATER STORAGE
TEMPORARY POOL 6" MIN. FREEBOAR
V - - - - -
PERMANENT POOL
n
MAIN POND
STRUCTURE
PERMANENT
1 ii O
BACK OF OUTLET STRUCTURE
LOCATED AT TOE OF 10:1 SLOPE
LWATER QUALITY ORIFICE
WATER QUALITY ORIFICE DETAIL
20' FOOT MAINTENANCE ACCESS 20' MAINTENANCE
15% MAXIMUM LONGITUDINAL SLOPE
12' MIN. STABILE
LITTORAL SHELF W/ WETLAND
PLANTINGS, 10' MIN. WIDTH
6" FREEBOARD
EMERGENCY WEIR
IF USED
Jcl�NPI0/EMBANKMENT
10:1 4s, ANTI -SEEP
n COLLARS
-FLOTATION PAD
POND PROFILE
WETPOND
LITTORAL SHELF- AND BERM DETAIL
MAINTENANCE ACCESS ROAD
1' TO 2' ABOVE HIGH WATER ELEVATION
HIGH WATER ELEVA
3:1 STABILIZED SLOPE -
kfix/t>i s , i-10 FOOT LITTORAL SHELF
ELEVATION
NOT TO SCALE
V
SECTION AT MAINTENANCE ROAD ACCESS AND FOREBAY
N
3:1 STABILIZED SLOPE 20 FOOT MAINTENANCE ACCESS
d
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3:1 STABILIZED SLOPE _
OUTLET
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PERMANENT POOL ELEVATION
Q
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N
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d
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E -
HIGH WATER ELEVATION
a
2' MINIMU CO
OVER PIPE (TYP)STORMWATER
3:1 STABILIZED SLOPE _
OUTLET
ts.
PERMANENT POOL ELEVATION
Q
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10' LITTORAL SHE
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a
d
3:1 STABILIZED SLOPE 20' MAINTENANCE ACCESS
_
12' MIN. STABILIZED
MAINTENANCE ACCESS ROAD
1 TO 2' ABOVE HIGH WATER ELEVATION
04
MAINTENANCE ROAD BED
57. MAX. CROSS SLOPE
UTLET STRUCTURE
o
00
3:1 STABILIZED SLOPE HIGH WATER ELEVATION
+!kjaM.e��,,.�•t.
tk�x
PERMANENT POOL ELEVATION
�F
{H��Z
SECTION AT OUTLET STRUCTURE
NOT TO SCALE
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h
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3:1 STABILIZED SLOPE 20 FOOT MAINTENANCE ACCESS
d
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x
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6" MINIMUM FREEBOARD ALONG MAINTENANCE ROAD
x
w
5% MAX. CROSS SLOPE
E -
HIGH WATER ELEVATION
a
2' MINIMU CO
OVER PIPE (TYP)STORMWATER
3:1 STABILIZED SLOPE _
OUTLET
ts.
PERMANENT POOL ELEVATION
Q
¢
an
m
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o
¢
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10' LITTORAL SHE
O
a
SECTION AT STORMWATER OUTFALL
a
d
3:1 STABILIZED SLOPE 20' MAINTENANCE ACCESS
_
12' MIN. STABILIZED
MAINTENANCE ACCESS ROAD
1 TO 2' ABOVE HIGH WATER ELEVATION
04
MAINTENANCE ROAD BED
57. MAX. CROSS SLOPE
UTLET STRUCTURE
o
00
3:1 STABILIZED SLOPE HIGH WATER ELEVATION
PERMANENT POOL ELEVATION
I 1
SECTION AT OUTLET STRUCTURE
NOT TO SCALE
W
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