20030738 Ver 1_COMPLETE FILE_20030617

?? W ATFRQ Michael F. Easley
Governor
?. William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
`t Alan W. Klimek, P.E., Director
Division of Water Quality
August 29, 2003
Jason Teller
JDH Capital
PO Box 19868
Charlotte, NC 28219
Dear Mr. Teller:
Subject: Hoffman Village
DWQ Project No. 030738
Gaston County
This Office is in receipt of the plans dated July 30 , 2003 and revised August 21, 2003 and August 28,
2003 for the two stormwater wetlands at the subject facility prepared on your behalf by Insite and submitted to
the Division on August 28, 2003. Staff from the Wetlands Unit reviewed the plans and found them acceptable.
Please note that this approval is for water quality purposes only and shall not be construed as an approval of
the design for dam/outlet structure integrity, Dam Safety, public safety, or flood attenuation purposes.
If you have any questions regarding this matter, please contact Mr. Todd St. John at [phone].
pervis r
cc: Mooresville Regional Office
Tony Gaffey, PE, Insite, 8041
Todd St. John
File
Corporate Center Drive, Suite.200, Charlotte, NC 28226
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/ncwetiands/
CAPITAL
August 27, 2003
VIA FACSIMILE - [phone]
Mr. Todd St. John
NCDENR Wetlands Unit
2321 Crabtree Street, Suite 250
Raleigh, NC 27604
RE: Hoffman Village, Gastonia, North Carolina
Dear Mr. St. John:
• `Y ?A/
•• i/i?y"s?MVV`,A 401GROUP
AUG 2 S 2003
'h7FRQU,gII
7?%,,,0,,
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,SFCTIQN
We are the developers of the Hoffman Village Project in Gastonia, North Carolina. JDH Capital is
committed to meeting our environmental responsibides on this and other projects in the area. As
you may know from your conversations with our current consultants, Len Rindner and Tony
Gaffey, who have helped us obtain permits, meet our mitigation requirements, and develop the
stormwater plan, we did not anticipate this regulatory process prior to their involvement. Based on
their advice the plan minimizes and avoids wetland disturbances in the Catawba Creek floodplain.
We are working with you to complete and meet the stormwater management requirements.
Obviously, we would have preferred to understand these issues earlier in the planning process
before we had made substantial economic and contractual arrangements and commitments.
However we would appreciate your consideration in working with us regarding approval of the
stormwater management plan in good faith or on a conditional basis to allow us to meet our
contractual arrangements without substantial financial hardship. We are positive that the fine details
can be worked out.
Thank you for your consideration.
Sincerely,
JDH Capital LLC
ason Teller
Director of Construction
CC: Darius Oleksy
Len Rindner
Tony Gaffey
TEL: I EAX: I AO II ESS: I WEB SITE:
704-357-1220 704-357-0018 PO Box 19868 Charlotte, NC 28219 jdhcapital.com
3735 Beam Road, Suite B Charlotte, NC 28217
AUG-26-2003 03:26PM FROM-
1
Facsimile
DATE: August 28, 2003
TO: Todd St. John 919-733-6893
NCDENR Wetlands Unit
2321 Crabtree Road, Suite 250
Raleigh, NC 27604
[phone]
C: Darlous Olesky, JDH Capital 704-357-0018
FROM: Tony Gaffey
RE: Hoffman Village
DWO Project No. 030738
Gaston County
# of pages 1 (including cover sheet)
Per our conversation this afternoon, find attached the revised plans views for ponds 1 & 2.
T-271 P.001/003 F-449
We have made the sediment forebays three (3) feet deep and replaced the rip rap outlet with a solid berm and overflow weir.
This will facilitate having a permanent pool in the forebays at all times.
Please let me know if you need anything else. I will put the originals in the mail tomorrow.
Thanks for your time and effort expended in the review of this project, and have a great Labor Day weekend.
This facsimile is intended only for the use of the addressee(s) and may contain information that is PRIVILEGED and CONFIDENTIAL. If
you are not the intended recipient, dissemination, distribution or copying of this communication is prohibited. If you have received this
communication in error please destroy all copies and notify us at [phone]. Thank you.
8041 Corporate Center Drive Suite 200 Charlotte, NC 28228 Phone: [phone] Fax: [phone]
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AUG-28-2003 03:27PM FROM- T-271 P.003/003 F-449
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AU,G728-2003 03:27PM FROM- T-271 P•002/003 F-449
HOFFMAN VILLAGE - POND 2
1 30
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POND INVERT - 668.0
POND roe - 674.0
POND BERM WIDTH R 8'
FOREBAY BERM WIDTH - 2'
SEE SEPARATE SHEET FOR OUTLET STRUCTURE DETAIL
BMA WETLAND LEGENd
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Transmittal
V
DATE: August 21, 2003
I SITE
Engineering &
Surveying
TO: Todd St. John NETL. US14Q1 MOUP
NCDENR Wetlands Unit
2321 Crabtree Road, Suite 250 AUG 2 2 2003
Raleigh, NC 27604
[phone] 'VATERQUALITYSEUTION
FROM: Tony Gaffey
RE: Hoffman Village
ITEM # OF SETS # OF SHEETS DESCRIPTION
1 1 1 Updated Pond 1 plan view
2 1 1 Updated Pond 2 plan view
3 1 1 Updated Drainage Area Map
4 1 1 Fax Transmittal of 8-18-03
NOTES:
Todd:
Here's the latest and greatest.
Thanks.
Tony
GApro'ect21JDH1Hoffman Village\adminlTRANS 08-21-03 NCDENR St John.doc
8041 Corporate Center Drive ? Suite 200 ? Charlotte, NC 28226 ? Phone: [phone] ? Fax: [phone]
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Facsimile
DATE: August 18, 2003
TO: Todd St. John 919-733-6893
NCDENR Wetlands Unit
2321 Crabtree Road, Suite 250
Raleigh, NC 27604
[phone]
c: Darious Qlesky, JDH Capital 704-357-0018
FROM: Tony Gaffey
RE: Hoffman Village
DWQ Project No. 030738
Gaston County
# of pages 4 (including cover sheet)
We received your letter dated August 8, 2003 today and offer the following clarifications for the items listed.
1) Forebays
Please submit the design detail for the forebays. The inlets, overflow and permanent pool depths are not clear.
RESPONSE: We have added a block of information covering the requested details on the plan views of Pond 1 & Pond 2.
2) Drainage Area
It is not clear that the stormwater runoff from the drainage areas delineated from each drainage site will enter each of the
BMP's as suggested based on the drainage plan provided. Please clarify.
RESPONSE: We have highlighted the proposed storm sewer systems which convey the majority of the water to the BMP's. The
"future" areas will be graded such that the only area not flowing to the pond(s) is the fill slope required for the site to establish a
buildable area. We have added a note to the drainage map stating this condition.
3) Conditions no. 3 & 4.
Please note that as of this date condition nos. 3 & 4 of the Water Quality Certification have not been met.
RESPONSE: Condition no. 3 is not applicable for this site. There are no culverts utilized for stream crossings. JDH Capital issued
a check on July 31, 2003 to meet the requirement set forth in condition no. 4.
I will give you a call to follow-up and make sure the information contained within this correspondence meets with your approval.
Thanks for your time and effort expended in the review of this project.
This facsimile is intended only for the use of the addressee(s) and may contain information that is PRIVILEGED and CONFIDENTIAL. If
you are not the intended recipient, dissemination, distribution or copying of this communication is prohibited. If you have received this
communication in error please destroy all copies and notify us at [phone]. Thank you.
8041 Corporate Center Drive Suite 200 Charlotte, NC 28226 Phone: [phone] Fax: [phone]
AW-19-2003 09:29AM FROM-
Facsimile
DATE: August 18, 2003
TO: Todd St. John 919-733-8893
NCDENR Wetlands Unit
2321 Crabtree Road, Suite 250
Raleigh, NC 27804
[phone]
c: Darious Olesky, JDH Capital 704-357-0018
FROM: Tony Gaffey
RE: Hoffman Village
DWO Project No. 030738
Gaston County
4 of pages 4 (including cover sheet)
T-236 P-001/004 F-366
We received your letter dated August 9, 2003 today and offer the following clarifications for the items listed.
1) Forebays
Please submit the design detail for the forebays. The inlets, overflow and permanent pool depths are not clear.
RESPONSE: We have added a block of information covering the requested details on the plan views of Pond I & Pond 2.
2) Drainage Area
it is not clear that the stormwater runoff from the drainage areas delineated from each drainage site will enter each of the
BMP's as suggested based on the drainage plan provided. Please clarify.
RESPONSE: We have highlighted the proposed storm sewer systems which convey the majority of the water to the BMP's. The
"future" areas will be graded such that the only area not flowing to the pond(s) is the fill slope required for the site to establish a
buildable area. We have added a note to the drainage map stating this condition.
3) Conditions no. 3 & 4.
Please note that as of this date condition nos. 3 & 4 of the Water Quality Certification have not been met.
RESPONSE: Condition no. 3 is not applicable for this site. There are no culverts utilized for stream crossings. JDH Capital issued
a check on July 31, 2003 to meet the requirement set forth in condition no. 4.
1 will give you a call to follow-up and make sure the information contained within this correspondence meets with your approval.
Thanks for your time and effort expended in the review of this project.
This &csimile is intended only for the use of the addressee(s) and may contain information that is PRIVILEGED and CONFIDENTIAL. If
you are not the intended recipient, dissemination, distribution or copying of this communication is prohibited. If you have received this
communication in error please destroy all copies and notify us at [phone]. Thank you.
8041 Corporate Center brive Suite 200 Charlotte, NO 28226 Phone: (704) 540,4706 Fax. (704) $40-4708
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AUG-N-2003 09:29AM FROM T-236 P. 002/004 F-386
DRAINAGE AREA MAP RIDP SYSTEM M S'T08M
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AUK-19-2003 09:30AM FROM- T-236 P.003/004 F-388
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= .•rw• HIGH MARSH (9"-18°DEEP)
TRIP-RAP FLOW THROUGH SPILLWAY WIDTH - 151 ALL
SEE SEP E H R OUTLET. STRUCTURE DETAIL N0N-HATGHED? NON-F0REBAY
AREA IS LOW MARSH (O"-9'' DEEP)
AaG-19-2003 09:31 AM FRom- T-236 P.004/004 F-366
• HOFFMAN VILLAGE - POND 2
??y; ?k.'?'?,: :??,?',}"''r. p,}tl-" ? 0p
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:t
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%?7VERFLQIN'•1'L- 669.5D--"- INLET NPE EL.-668.00 !, r' INIt 'OUT 470
-x 'y. l0'X4'XJ8",OLASSr^B ? '.
RlP-P APRON
•
E ?
- ,r
SED141ENT,.:4}iE.
r,
_ r
r
,
•
:
n"
POND DETAILS
POND INVERT - 6684
POND TOB -674,
ND BER - BMP WETLAND LEGEND
FOREBAY BERM HEIGTH - r (670.00) MICRO POOL t•/- 3' DEEP)
FOREBAY BERM WIDTH - Z r:•. w?
HIGH MARSH t9'=18" DEEP)
RIP RAP FLOW THROUGH SPILLWAY WIDTH - 4' _?==
ALL NON HATCHED. NON-FOREBAY
SEE E SHEET FOR OUTLET STRUCTURE DETAIL AREA IS LOW MARSH (ON-7 DEEP)
i
F W?T
Michael F. Easley
Governor
T- William G. Ross, Jr., Secretary
> Department of Environment and Natural Resources
GQ . t Alan W. Klimek, P.E., Director
Division of Water Quality
4
Mr. Tony Gaffey, PE
Insite
8041 Corporate Center Drive, Suite 200
Charlotte, NC 28226
Dear Mr. Gaffey:
August 8, 2003
Subject: Hoffman Village
DWQ Project No. 030738
Gaston County
The Wetlands Unit staff reviewed the stormwater management plans for the subject project and determined that additional
information is necessary to complete the technical review process. The required additional information is as follows:
1. Forebays
Please submit the design detail for the forebays. The inlets, overflow and permanent pool depths are not clear.
2. Drainage Area
It is not clear that the stormwater runoff from the drainage areas delineated from each drainage site will enter each
of the BMPs as suggested based on the drainage plan provided. Please clarify.
3. Conditions no. 3 and no. 4
Please note that as of this date conditions nos. 3 and 4 of the Water Quality Certification have not been met.
If you have any questions or would like to discuss this project, please contact me at [phone]. Also, please note
that the NC DENR Stormwater Best Management Practices Manual as well as other documents and information can be
downloaded from the Wetlands Unit web site at http://h2o.ehnr.state.nc.us/ncwetlands/mitresto.html.
Since ly,
odd St. Jo n, PE
Environmental Engineer
cc: Mooresville Regional Office
File
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/ncwetiands/
Project Name: Hoffman
Project No. DWQ 030738
2
SUBMITTED DESIGN: REQUIRED DESIGN:
elevations
Permanent Pool (ft) 668
Temporary Pool (ft) 669.3 1.3 ft. depth ok
areas
Permanent Pool SA (sq ft) 2824 1870 sq. ft. ok
Drainage Area (ac) 2.42
Impervious Area (ac) 1 41.3 % -
Forebay (ft2) 436 15.439093% ok
High Marsh (ft2) 992 35.1 % ok
Low Marsh (ft2) 979 34.7 % ok
Micropool (ft2) 417 14.766289% ok
100%
volumes
Temporary Pool (cu ft) 4343 3706 cu. ft. ok
other parameters
SA/DA 1.77 -
Orifice Diameter (in) 1.3 0.04 cfs drawdown -
Design Rainfall (in) 1 1.4 day drawdown check draws
Linear Interpolation of Correct SAIDA"*
% Im ervious
Next Lowest 40
Project Impervious 41.3
Next Highest 50
0 ft. Permanent Pool Depth
SA/DA from Table
1.73
1.77
2.06
Project Name: Hoffman
Project No. DWQ 030738
1
SUBMITTED DESIGN:
elevations
Permanent Pool (ft) 684
Temporary Pool (ft) 685.6
areas
Permanent Pool SA (sq ft) 26138
Drainage Area (ac) 15.5
Impervious Area (ac) 12.4
Forebay (ft2) 3950
High Marsh (ft2) 8870
Low Marsh (ft2) 9365
Micropool (ft2) 3953
volumes
Temporary Pool (cu ft)
50637
other parameters
SA/DA
Orifice Diameter (in)
Design Rainfall (in)
4
1
Linear Interpolation of Correct SAIDA***
0/0 Impervious
Next Lowest 80
Project Impervious 80.0
Next Highest 90
REQUIRED DESIGN:
1.6 ft. depth
22686 sq. ft.
80.0%
15.112097%
33.9 %
35.8 %
15.123575%
100%
43324 cu. ft.
3.36
0.38 cfs drawdown
1.6 day drawdown
0 ft. Permanent Pool Depth
SA/DA from Table
3.36
3.36
3.74
ok
ok
ok
ok
ok
ok
ok
check drawa
I
Transmittal
I SITE
Engineering &
Surveying
DATE: August 4, 2003
TO: Todd St. John
NCDENR Wetlands Unit
2321 Crabtree Road, Suite 250
Raleigh, NC 27604
[phone]
IANasI i cp
cu.

FROM: Tony Gaffey NATEAQUA
tIrYsEcTIoX
RE: Hoffman Village
ITEM # OF SETS # OF SHEETS DESCRIPTION
1 1 1 Pond 1 plan view
2 1 1 Pond 2 plan view
3 1 1 Pond 1 structure detail
4 1 1 Pond 2 structure detail
NOTES:
Todd:
Per our meeting, we have revised the plan view for Pond 1 to help prevent the short circuiting potential.
We also revised the structure details for clarity purposes. Please insert these into your copy of our
submittal.
Thanks.
Tony
8041 Corporate Center Drive ? Suite 2UO ? Charlotte, Nu 28226 ? Phone: [phone] ? Fax: [phone]
nvrrlVlf-UV VILL/AUC - rVIVU ? r
H !h
1 60'
1
i
J N.:
. , .??G Ray ?ooc °
Df CAIN PIPE
3:l SIDE SCOPE
9-1 SIDE 'SLOPES
B
CIE ASS • ??
l ?r
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APRON
/W 'OUT
_ t
• . l \` '•,i v L .F, •.y Vii::'.. f\ '1\ '.
_._ ,., '. --? 1 ?.... l • • t fray 9 : • r• f,.:...,,
INVERT SORE
lPE
?Rt
MAIN
POND'.,INVERT y,?5{ e s .::
EL. '68 .00 ` .??WW+It i? ':t':I t t:a, ,?, ? ? ??, ?? . `, , r +-
?# i ? W rW .*t-Fsf- , : j: MICRO ENV , 61A°, r
.-.v '.>., f '•..` V' \ '. Z W i? ? W ;?, rY,\ ,4?W?+?W? iqW? +y /??y?(? /jy ..
.., ?? i S \ \\-WWW1C,?WWW ?,? ? WWW W?WW1JW;W `'\ `° '+ x LL I'; T ?N 8TA J??
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V , ? W ?? W W W W ??W ? i 11 ??
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.\•~ ''.. ° i., ?+W?W??W.W.? ?WW? WW ? W???W ° .\ ,! ill `;\`
W ::?W? ?WW?WWWW? ' ';.
CONTRACT01;?'"•,.TO GRADE X
SO WATER. FLOW PATH ,. W ? . W W -, , W . W.?? ? W t, t
FOLLOWS THIS- &5N AL
ER ? ? W W
? ? ? W W ? ? \,° t? t
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,
SEDIMENT STORAGE AREA ;

,

POND DETAILS

POND INVERT - 684.0
=

POND TOB - 688
0 `
.
POND BERM WIDTH - l0'
FOREBAY BERM HE/GTH - 3'
FOREBAY BERM WIDTH = 2'
RIP-RAP FLOW THROUGH SPILLWAY WIDTH - 15'
BMP WETLAND LEGEND
MICRO POOL (+/- 3' DEEP)
W?WW? ? W
W W • • HIGH MARSH (9"-l8' DEEP)
W W W W W
W W ? W
ALL NON-HATCHED, NON-FOREBAY
SEE SEPARATE SHEET FOR OUTLET STRUCTURE DETAIL AREA IS LOW MARSH (0' -cP DEEP)
HOFFMAN VILLAGE - POND 2 '-
k?
A ,
3:I SIDE---
_ k et
EE_.AJ40UND
r
l674 /CRO! `R
.1
,
:a
\
668 {
1
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l
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z t Q Wrr W W :. . J? (t
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j INVEM. ¢P J;
y i'' \ d
J.
S.-T R)g E A A
SEDIMENT
:
r
"
POND DETAILS
POND INVERT = 668.0
POND TOB = 674.0
POND BERM WIDTH -,Y BMP WETLAND LEGEND
i•'.%i: 5,: is 5.'?
•3. j<j 3i•S
FOREBAY BERM HEIGTH = 2' (670D0) MICRO POOL (•% X DEEP)
FOREBAY BERM WIDTH = 2' I WVVy
?:•:•?-:•:I HIGH MARSH (9"-18" DEEP)
RIP-RAP FLOW THROUGH SPILLWAY WIDTH = 4'
ALL NON-HATCHED, NON-FOREBAY
SEE SEPARATE SHEET FOR OUTLET STRUCTURE DETAIL AREA IS LOW MARSH (0"-9" DEEP)
SLAB TOP W/ MANHOLE
FOR ACCESS
MANHOLE LID
GATE
VALVE
WHEEL
1.0' HIGH X 7.0' LONG
RECTANGULAR ORIFICE
INV. EL. • 685.6
680.00 POND DRAIN
I STANDARD 4'-
CONCRETE MANHOLE
W1 INTERNAL STEPS
GATE
VALVE
STEM
DIP RISER WITH
TOP ELEVATION OF 682.00
STRAP
ORIFICE INV. EL. - 687.00 (8" VERTICAL OPENING)
684.00 - 4" DIA. LOW FLOW ORFICE
WITH 16 LF - 4" PVC
INV. DN • 683.00
STRAP STEPS
GATE c
VALVE
16 LF - 6" DIP
INV IN - 681.00
I 6" DIP
73.5 LF - 15" RCP @ 2.047
INVERT UP = 675.50
INVERT DN • 674.00
2' o • p • ° o
CONCRETE ° - ' ° • °~ • o
FILLED ° .°
,•'O'°,•o •°
POND 1- OUTLET CONTROL STRUCTURE
NTS
TOP VIEW
TOP VIEW
MANHOLE LID
GATE j
VALVE
iuurr? ,r- STRAP
0.5' HIGH X 3.0' LONG
RECTANGULAR ORIFICE
INV. EL. - 669.30
SLAB TOP W/ MANHOLE
FOR ACCESS
-i 670.50 - TOP RISER
668.00 - 3" DIA. LOW FLOW ORFICE W/
1.3" HOLE DRILLED IN SCREW ON CAP
WITH 16 LF - 3" PVC INV. ON - 667.00
' STANDARD 4'
CONCRETE MANHOLE
W/ INTERNAL STEPS
GATE
VALVE
STEM STRAP STEPS
DIP RISER WITH
TOP ELEVATION OF 666.00
INV IN -
GATE
VALVE
16 LF - 6" DIP X 6" DIP
o .0
° 0' °
665.0 POND DRAIN • ° •o °0 o•
CONCRETE - o. o • 0
FILLED °' ° •o ° _ ,?? °

• 1 C. o . 0 •<
60.0 LF - 15" RCP 0 1.671
INVERT UP - 665.00
INVERT ON - 664.00
POND 2 - OUTLET CONTROL STRUCTURE
NTS
AUG-05-2003 02:12PM FROM-
DATE,
TO:
FROM:
RE:
??' X?4
Transmittal
August 4, 2003
'I7 3
Todd St. John
NCDENR Wetlands Unit
2321 Crabtree Road, Suite 250
Raleigh, NC 27504
[phone]
Tony Gaffey
Hoffman Village
T-206 P.001/005 F-333
I SITE
Ei?ginee'ringr &
Surveying,
?eei 3
ITEM # OF SETS # OF SLEETS DESCRJPTION
1 1 1 fond 1 plan view
2 1 1 Pond 2 plan view
3 1 Y Pond 1 structure detail
4 1 1 Pond 2 structure detail
NOTES:
Todd:
Per our meeting, we have revised the plan view for Pond I to help prevent the short circuiting potential.
We also revised the structure details for clarity purposes. Please insert these into your copy of our
submittal.
Thanks.
Tony
"',C;x :1.E:d>gxx C.?L?Y'?ii'•?L`s'?'j"$Z?"a 'rbia.r,G t..
kCtiA tl'01'porate (:Cuter Drive ? Stiu 4'1 tc:"h-AM + Cliarl« tte, l it 28th , "lions.: (; 04) 540.4706 ? Fax: (704.) 540-4708
AUG-05-2003 02:12pm FROM- T-206 P-002/005 F-333
i e a, e e rr e e l s ir" e IN w 9 %m .w?t-+M ena e+ r e? e.? ? , '?
`• ,,,? 6
...........
1 •' t w W . `
J.. L
.?> M'I?RO Pt?L1
PIr re;R; w j< rr'xiR+ arr' . .?s17 ?,t4 V}ihi Llru,aho?ka2N9r??
Kn
r.;?;
3?1•Sh?,?-..SLa P?
' dal S108, SLOPES '
CLIASS
gC1 <, R'! `.RAP{ AP/VN.
fin, OL T ONX
x
a + +
PIP
t J1Nr n1
df?( ,
r jfAI
FOREBAY & M ?. . .. . w+w t '?1 ? 1 3 , f?
Y.wa
,
i POND INVERT
EL 684.00 t rw+ rr•rl ; ? ? }J , M/CR0 r 631.0
ro
t wW1WW V W,www«wRYWW y , '.
.. .(y? . \' w ? m .r w w w w w w YWY 1( w'i..I.F 1' ? 1Y `
.` ?i.`} o ? ".? rw'twrwr .? ? a r a r •r e+ r ? ?
V A.,i i i r ? a,r ` 1..1 '.
71 It , • + Ib i ? w 4M,..+ r a i a'a ? H•. ''I1 , 'v li
a r r a a.,r a r t ,'?, \'
3:1Slb/L-'•$LOPfS r ?Rfir S r r r a r r r« w
r 't 'dS `'!'.. wwTy rw } r r s r .` w ,?} w?4.
• L •?:? w,w*w.... °wywwYwWw"wrWO? t1 ? ,\,``'•'1 `• i
w 1?,
w a m y?w w W' .> r.a w i W« ?, ? r
?/?,y.?/ry TR _ t'\] { ? ^1 ? r w u a r A ,b r W"'? V w Y ? ., \ S t t'
,t • W w w w ". y. w w w? w. A• + r 'i: ? '
VV?II (1?IT?I/may/I ?}y/? ''S?•y/?Q GR11/'AJ7CYWWr/LLLrrr , '-'t • w w w W W•M. r a W M w Y W 1'1 ''\ !`.
wwwrwa m++ar} rr 1l •! ? `,
SO WATER FL! PATH ;+ w+ o r?} w w R w W+ r
++ a w+ i ',+ a w r ala a s ??f{
FOLLOWS THIS;' SEW & vt '. ? r i- r
DIRECTION rawrw.L
• • w is ''1 ? ? i ?" ?'?. ?w. •t ? ? ` die' ''? y ??r?,
., yP
c PP&S
A` SEDIMENT ST
ORAGEA
POND DETAILS f,
POND INVERT - 684.0 ,
POND TOB -6B8A
POND BERM WIDTH - 10' BMP 4YETl, I E-GEND
rs
FOREBAY BERM HEIGTH « 3' MICRO POOL (+/- 3' DEEP)
FOREBAY BERM WIDTH - E wwwwfw*
a . i r HIGH MARSH (91-0 DEEP)
r s r «
RIP-RAP FLOW THROUGH SPILLWAY WIDTH -15'
ALL NON-HATCHED. NON-FORESM
SEE SEPARATE SHEET FOR OUTLET STRUCTURE' DET AY AREA IS LW MARSH ((7-9" DEEP)
m
m
LL
0
v
TOP VIEW
MANHOLE LID
GATE ;
YALYEI
WWEL
1.0` HIGH X UP LONG
RECEAI MLAR ORIFICE
W. EL- -15.6
STRAP
I STANIIm *--•--
CONCkETE MNOO?Z
'A'1 WTEI. STEPS
GATE'
VP.YE
STU
DIP RISER iNlii
TOP ELEVATION OF 68200
SLAB TOP W/ MANHOLE
FOR ACCESS
+---flFM W. EL - 687.00 t8" VERTICAL OPERIM)
684.00 - 4" Qlk LOW FLOW OAFtl:f
Wit 16 LF - 4" PVC
W, ON 683.00
MATE =
VALVE
1 16 LF - G" SP I (X) $r rX
O
LL
co
co
0
0
0
Q
IHV N - 881.00
680.01) POND DRXN
73.5 LE - I5" RCP 2 2.04x
NYERT UP - 675.50
INVERT ON - 674.00
1 ? • • ? , s ' O
° +O s
0
(O?C2' ? •a ?a a l °• e
.a
FLLED
.4 . ? ' ti °• a • o
. ? s ..
r t a ?`+
POND I- OUTLET CONTROL STRUCTURE
NTS

MANHOLE LID
i
GATE
45'HGH X 3.0'LONG-
R1 N4GULAR OWCE
W. EL. • 669.30
STRNDARD 4-
CRETE 9R*IOLE
INTERN& STEPS
DP MSER WITH
TOP aEYATIDI'I OF U6.00
SLAB TOP W/ MANHOLE
FOR AlCCM
670.50 - TOP RISER
CATEI
VALVE
STEAL
CAT E
VALVE
INV fN
?16 lf' - 5" O1P -- A 6" (AP
• tio- a .?
66" POO {/(11 1 5 a-
CMC1 E o• • o .a
RLLEO o• ° ' Q -
•O +• , • LO• o'• O
668.00 - 3" OlA_ LOW FLOW ORFICE Wl
13' HOLE OF LLE0 N SCREW GN CAP
W" 16 LF - Y PVC INV. ON - 567.00
STEPS
60-0 LF - I5° IMP 0 1.671
INVERT UP - 665.00
1N4EIn ON - 664.00
POND 2 - CUTLET CONTROL STRUCTURE
NTS
TOP VIEW
HOFFMAN VILLAGE
STORMWATER MANAGEMENT PLAN
„111;1,
?, 30, a3
WERKS/401 COUP
JUL 3 1 2003
?NATER QUALITY SECTION
Prepared by:
INSITE Engineering & Surveying
8041 Corporate Center Drive, Suite 200
Charlotte, NC 28226
QAF
o

CD Y w

Q

y c

W

I SITE
Engineering &
Surveying
July 30, 2003
Mr. Todd St. John
NCDENR
Division of Water Quality
1621 Mail Service Center
Raleigh, NC 27698-1621
RE: Hoffman Village
Gaston County
Dear Mr. St. John:
I SITE
Engineering &
Surveying
Hoffinan Village includes two (2) extended detention wetland wet detention basins. Both
basins were designed following the most recent version of the NC DENR Stormwater
Best Practices Manual. Per the design guidelines, both facilities were designed to remove
85% TSS.
Find enclose a copy of the stormwater management plan for Hoffinan Village.
If you have any questions or require additional information, please do not hesitate to call.
Thank you for your time and efforts on our behalf.
Sincerely,
INSITE Engineering & Surveying

Anthony R. Gaffey, P.E.
c: Mr. Darious Oleksy, JDH Capital
Mr. Leonard Rindner, P.W.S.
8041 Corporate Center Drive ? Suite 200 ? Charlotte, NC 28226 ? Phone: [phone] ? Fax: [phone]
1f ? A 7"j Michael F. Easley, Governor
??(r 9Q William-G. Ross Jr., Secretary
\? G North Carolina Department of Environment and Natural Resources
co ' 7 Alan W. Klimek, P.E., Director
Division of Water Quality
` Coleen H. Sullins. Deputy Director
Division of Water Quality
June 30, 21"^^.
Gaston County
Mr. David P. Hill
JDH Capital
3735 Beam Road, Suite B
Charlotte, NC, 28217
APPROVAL of 401 Water Quality Certification with Additional Conditions, Wetland Restoration Program
You have our approval, in accordance with the attached conditions, to place permanent fill in 0.09 acre of jurisdictiona
wetlands and 230 linear feet of perennial streams in order to construct the Hoffman Village Retail Center in Gaston County
as described in your revised application received by the Division of Water Quality (DWQ) on June 17, 2003, and in
?:uaitio-?' corresT:oi; 'ence reoai•rad June 26, 2003. After reviev.71mg your .?pr"ca`ion, we have determined that this fill is
?„? y.... \..'. , , "-.f^r 0 ' ?40?
issued by the U.S. Army Corps of Engineers. In addition, you s,;oula gat ai iy cnc, iuueiai, slain of iucai pefrnits before yo
go ahead with your project including (but not limited to) Sediment and Erosion Control, Non-Discharge and Water Supply
Watershed regulations. Also this approval will expire when the accompanying 404 permit expires unless otherwise
c .?iiic.^I
in the (etc oral Certif;ce.. n+i
._. on_
This app;;,val is only valid f_- tila purpose and design that you described in your application. If you change your
project, you must notify us in writing and you may be required to send us a new application for a new certification. If the
property is sold, the new owner must be given a copy of the Certification and approval letter and is thereby responsible for
complying with all conditions. If total wetland fills for this project (now or in the future) exceed one acre, compensatory
mitigation may be required as described in 15A NCAC 2H .0506 (h). For this approval to be valid, you must follow the
conditions listed in the attached certification, as well as the additional condition listed below:
1. Deed notifications or similar mechanisms shall be placed on all lots with remaining jurisdictional wetlands and waters e
areas within 50 feet of all streams and ponds on the property. These mechanisms shall be put in place within 30 days
the date of this letter or the issuance of the 404 Permit (whichever is later). A sample deed notification format can be
downloaded from the 401 /Wetlands Unit web site at htto://h2o.enr.state.nc.us/ncwetiands ;
2. An additional condition is that a final, written stormwater management plan (including a signed and notarized Operator
and Maintenance Agreement) shall be approved in writing by this Office before the impacts specified in this Certificatio
occur per Condition No. 4 in GC No. 3402. The stormwater management plan must include plans and specifications fo
stormwater management facilities that are appropriate for surface waters classified as Class C and designed to removt
85% TSS according to the most recent version of the NC DENR Stormwater Best Management Practices Manual.
These facilities must be designed to treat the runoff from the entire project, unless otherwise explicitly approved by the
Division of Water Quality. Also, before any permanent building is occupied at the subject site, the facilities (as approve
by this Office) shall be constructed and operational, and the stormwater management plan (as approved by this Office)
shall be implemented. The structural stormwater practices as approved by this Office as well as drainage patterns mus
be maintained in perpetuity. No changes to the structural stormwater practices shall be made without written
authorization from the Division of Water Quality;
3. The culverts required for this project shall be installed in such a manner that the original stream profiles are not altered
(i.e. the depth of the channel must not be reduced by a widening of the streambed). Existing stream dimensions
(including the pattern and profile) are to be maintained above and below locations of each culvert. `The culverts shall b
designed and installed to allow for aquatic life movement as well as to prevent head cutting of the streams. If any of th
existing pipes are or become perched, the appropriate stream grade shall be re-established or, if th a pipes installed in
perched manner, the pipes shall be removed and re-installed correctly;
M
NCDENf;
N. C.Division of Water Quality. 401 Wetlands Certification Unit.
165 0 Mail Service Center, Raleigh. INC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (httn://h2o.enr.state.nc.us/newetlands)
Customer Service #: 1-877-623-6748
NORTH CAR OLINA-DIVISON OF WATER QUALITY
401 WATER QUALITY CERTIFICATION
SUMMARY OF PERMITTED IMPACTS AND MITIGATION REQUIREMENTS
In accordance with 15A NCAC 2 H .0500, Mr. David P. Hill of JDH Capital has permision as outlined below to fill
0.09 acre of wetlands and 230 linear feet of perennial streams in order to construct the Hoffman Village Retail Center in
Gaston County, North Carolina. All activities associated with these authorized impacts must be conducted with the
conditions listed in the attached certification. THIS CERTIFICATION IS NOT VALID WITHOUT THE ATTACHMENTS.
COMPENSATORY MITIGATION REQUIREMENT
WETLAND RESTORATION PROGRAM
LOCATION: Hoffman Village Retail Center
COUNTY:
Gaston
BASIN/SUBBASIN Catawba (03-05-01-02)
Impacts:
0.09 acre of wetlands
230 linear feet of perennial streams
As required by 15A NCAC 2H .0506, and the conditions of this certification, you are required to compensate for
the above impacts through the restoration, creation, enhancement or preservation of wetlands as outlined below prior to
conducting any activities that impact or degrade the waters of the state.
Mitigation:
230 linearfeet of perennial streams by WRP required for the 401 Water Quality Certification. In correspondence dated
June 26,2003, the WRP indicated that up to 460 linear feet of stream mitigation will be conducted by WRP if necessary
for the 404 Permit.
Note: Linear foot requirements proposed to be mitigated through the Wetland Restoration Program must be rounded
to the nearest foot and acreage requirements must be rounded to one-quarter acre increments according to 15 2r
.0503(b).
One of the options you have available to satisfy the compensatory mitigation requirements is through the payment
of a fee to the Wetlands Restoration Fund per NCAC 2R .0503. If you choose this option, please sign this form and mail it
to th a Wetlands Restoration Fund at the address listed below. An invoice for the appropriate amount of payment will be
sent to you upon receipt of this form. PLEASE NOTE, THE ABOVE IMPACTS ARE NOT AUTHORIZED UNTIL YOU
RECEIVE NOTIFICATION THAT YOUR PAYMENT HAS BEEN PROCESSED BY THE WETLANDS RESTORATION
PROGRAM.
Sig natue Date
WETLANDS RESTORATION PROGRAM
DIVISON OF WATER QUALITY
1619 Mail Service Center
RALEIGH, N.C. 27669-1619
[phone]
QF WA)
`off 9p?
d Y
DWQ Project No.: County:
Applicant:
Project Name:
Date of Issuance of 401 Water Quality Certification:
Michael F. Easley, Governor
William G. Ross Jr., Secretar/
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
Certificate of Completion
Upon completion of all work approved within the 401 Water Quality Certification and Buffer Rules, and any
subsequent modifications, the applicant is required to return this certificate to the 401IMetlands Unit, North
Carolina Division of Water Quality, 1621 Mail Service Center, Raleigh, NC, 27699-1621. This form may be
returned to DWQ by the applicant, the applicant's authorized agent, or the project engineer. It is not
necessary to send certificates from all of these.
Applicant's Certification
I, , hereby state that, to the best of my abilities, due care and
diligence was used in the observation of the construction such that the construction was observed to be built
within substantial compliance and intent of the 401 Water Quality Certification and Buffer Rules, the
approved plan:.; and specifications, and other supporting materials.
Signature:
Agent's Certification
Date:
1, , hereby state that, to the best of. my abilities, due care and
diligence was used in the observation of the construction such that the construction was observed to be built
within substantial compliance and intent of the 401 Water Quality Certification and Buffer Rules, the
approved plans and specifications, and other supporting materials.
Signature:
Date:
If this project was designed by a Certified Professional
as a duly registered Professional _ (i.e.,
Eng ineer, Landscape Architect, Surveyor, etc.) in the State of North. Carolina, having been authorized to
observe (periodically, weekly, full time) the construction of the project, for the Permittee hereby state that, to
the best of my abilities, due care and diligence was used in the observation of the construction such that the
construction was observed to be built within substantial compliance and intent of the 401 Water Quality
Certification and Buffer Rules, the approved plans and specifications, and other supporting materials.
Signature:
Registration No.
Date

N. C. DNtlon of Water Quality, 401 Wetlands Certification Unit,
1 650 Mail service Center, Raleigh, NO 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
(1919) 733.1786 (phone), 919-733-6893 (fax), (http:/fn2o.enr.state.ric.us/ncwetands
WQC #3402
GENERAL CERTIFICATION FOR PROJECTS ELIGIBLE
FOR CORPS OF ENGINEERS NATIONWIDE PERMIT NUMBERS 18 (MINOR DISCHARGES)
39 (RESIDENTIAL, COMMERCIAL AND INSTITUTIONAL DEVELOPMENTS),
41 (RESHAPING EXISTING DRAINAGE DITCHES), 42 (RECREATIONAL FACILITIES),
43 (STORMWATER MANAGEMENT FACILITIES) AND 44 (MINING ACTIVITIES),
AND RIPARIAN AREA PROTECTION RULES (BUFFER RULES)
This General Certification is issued in conformity with the requirements of Section 401, Public Laws 92-
500 and 95-217 of the United States and subject to the North Carolina Division of Water Quality (DWQ)
Regulations in 15A NCAC 2H, Section .0500 and 15A NCAC 2B .0200 for the discharge of fill material to waters
and adjacent wetland areas or to wetland areas that are not a part of the surface tributary system to interstate
waters or navigable waters of the United States (i.e., isolated wetlands) as described in 33 CFR 330 Appendix
A (B) (18, 39, 41, 42, 43 and 44) of the Corps of Engineers regulations (i.e., Nationwide Permit No. 39) and for
the Riparian Area Protection Rules (Buffer Rules) in 15A NCAC 2B .0200. This Certification replaces Water
Quality Certification Numbers 3106 and 3108 issued on February 11, 1997, and Water Quality Certification
Number 3287 issued on June 1, 2000 and Water Quality Certification Number 3362 issued March 18, 2002.
This WQC is rescinded when the Corps of Engineers re-authorizes Nationwide Permits 18, 39, 41, 42, 43 or 44
or when deemed appropriate by the Director of DWQ.
The State of North Carolina certifies that the specified category of activity will not violate applicable
portions of Sections 301, 302, 303, 306 and 307 of the Public Laws 92-500 and 95-217 if conducted in
accordance with the conditions hereinafter set forth.
Conditions of Certification:
1. Enumerating and Reporting of Impacts:
• Streams - Impacts to streams as determined by the Division of Water Quality shall be measured as
length of the centerline of the normal flow channel. Permanent and/or temporary stream impacts
shall be enumerated on the entire project for all impacts regardless of which 404 Nationwide
Permits are used. Stream relocations and stream bed and/or bank hardening are considered to be
permanent stream impacts. Any activity that results in a loss of use of stream functions including
but not limited to filling, relocating, flooding, excavation, dredging and complete shading shall be
considered stream impacts. Enumeration of impacts to streams shall include streams enclosed by
bottomless culverts, bottomless arches or other spanning structures when a 404 Permit is used
anywhere in a project unless the entire structure (including construction impacts) spans the entire
bed and both banks of the stream, is only used for a road, driveway or path crossing, and is not
mitered to follow the stream pattern. Impacts for dam footprints and flooding will count toward the
threshold for stream impacts, but flooding upstream of the dam will not (as long as no filling,
excavation, relocation or other modification of the existing stream dimension, pattern or profile
occurs) count towards mitigation requirements. Any filling, excavation, relocation or other
modification of the existing stream (other than flooding) must re-establish the same dimensions,
patterns and profiles of the existing channel (or those of a stable reference reach if the existing
channel is unstable) to the maximum extent practical.
• Wetlands - Impacts to wetlands as determined by the Division of Water Quality shall be measured
as area. Permanent and/or temporary wetland impacts shall be enumerated on the entire project for
all impacts regardless of which 404 Nationwide Permits are used. Any activity that results in s loss
of use of wetland functions including but not limited to filling, excavating, draining, and flooding shall
be considered wetland impacts. Enumeration of impacts to wetlands shall include activities that
change the hydrology of a wetland when a 404 Permit is used anywhere in a project.
• Lakes and Ponds - Impacts to waters other than streams and wetlands as determined by the
Division of Water Quality shall be measured as area. Permanent and/or temporary water impacts
shall be enumerated on the entire project for all impacts proposed regardless of which 404
Nationwide Permits are used. Any activity that results in a loss of use of aquatic functions including
but not limited to filling and dredging shall be considered waters impacts.
WQC #3402
Application Thresholds - Stream, wetland and water impacts that exceed any of the thresholds below
require a complete application and written concurrence to use this Certification:
• Total stream impacts of greater or equal to 150 cumulative feet of stream length for the entire
project require written notification to and approval by the Division of Water Quality, and/or
• Impacts to waters of equal to or greater than 1/3 of an acre require written notification to and
approval by the Division of Water Quality, and/or
• Wetland impacts of greater or equal to 1/3 of an acre east of 1-95 and 1/10 of an acre west of 1-95
require written notification to and approval by the Division of Water Quality except as specified
below. Any impacts to wetlands adjacent to waters designated as ORW, SA, WS-I, WS-II or Trout
or are designated as a North Carolina or National Wild and Scenic River and wetlands classified as
SWL and/or UWL as well as wetlands described in 15A NCAC 2H .0506 (e) require a complete
application and written concurrence from the Division of Water Quality to use this Certification.
These thresholds apply for the entire project regardless of the number of Nationwide Permits
applicable to the Certification that are issued by the USACE for the project;
• Written notification to DWQ is required for all applications that propose to use Nationwide Permit
18. This notification requirement will be satisfied by providing two (2) copies of the PCN form to
DWQ at the same time that the PCN form is sent to the US Army Corps of Engineers. A formal
application and fee is not required unless DWQ decides that an Individual Certification will be
required for the project. In this case, the applicant will be notified in writing from DWQ within 30
days of the receipt of the written notification.
• Proposed fill or substantial modification of any amount of wetlands classified in accordance with
15A NCAC 2B .0101(e)(7) as Unique Wetlands (UWL) shall require
written concurrence from the Division of Water Quality;
2. Impacts to any stream length in the Neuse, Tar-Pamlico or Randleman River Basins (or any other major
river basins with Riparian Area Protection Rules [Buffer Rules] in effect at the time of application)
requires written concurrence for this Certification from DWQ in accordance with 15A NCAC 26.0200.
Activities listed as "exempt" from these rules do not need to apply for written concurrence under this
Certification. New development activities located in the protected 50-foot wide riparian areas (whether
jurisdictional wetlands or not) within the Neuse and Tar-Pamlico River Basins shall be limited to "uses"
identified within and constructed in accordance with 15A NCAC 26.0200. All new development shall be
located, designed, constructed, and maintained to have minimal disturbance to protect water quality to
the maximum extent practicable through the use of best management practices;
3. Irrespective of other application thresholds in this General Certification, all impacts to perennial waters
and their associated buffers require written approval from DWQ since such impacts are allowable as
provided in 15A NCAC 26. 0212 (WS-1), 213.0213 (WS-II), 213.0214 (WS-III) and 26 .0215 (VVS-IV).
Only water dependent activities, public projects and structures with diminimus increases in impervious
surfaces will be allowed as outlined in those rules. All other activities require a variance from the
delegated local government and/or the NC Environmental Management Commission before the 401
Water Quality Certification can be processed. In addition, a 30 foot wide vegetative buffer for low
density development or a 100 foot wide vegetative buffer for high density development must be -
maintained adjacent to all perennial waters except for allowances as provided under the Water Supply
Watershed Protection Rules. For the purposes of this condition, perennial waters are defined as those
shown as perennial waters on the most recent USGS 1:24,000 topographic map or as otherwise
determined by local government studies;
4. Additional site-specific stormwater management requirements may be added to this Certification at
DWQ's discretion on a case by case basis for projects that have or are anticipated to have impervious
cover of greater than 30 percent. Site-specific stormwater management shall be designed to remove
85% TSS according to the latest version of DWQ's Stormwater Best Management Practices manual at a
minimum.
Additionally, in watersheds within one mile and draining to 303(d) listed waters, as well as watersheds
that are classified as nutrient sensitive waters (NSW), water supply waters (WS), trout waters Jr), high
quality waters (HQW), and outstanding resource waters (ORW), the Division shall require that extended
WQC #3402
detention wetlands, bio-retention areas, and ponds followed by forested filter strips (designed according
to latest version of the NC DENR Stormwater Best Management Practices Manual) be constructed as
part of the stormwater management plan when a site-specific stormwater management plan is required.
For streams classified as Water Supply, High Quality Waters and Outstanding Resource Waters, post-
construction, on-site stormwater management shall be required as appropriate and as outlined in 15A
NCAC 2B .0104(m) and 2H .1000 to .1007, respectively, in addition to that required in this General
Certification.
Alternative designs may be requested by the applicant and will be reviewed on a case-by-case basis by
the Division of Water Quality.
Approval of stormwater management plans by the Division of Water Quality's other existing state
stormwater programs including appropriate local programs are sufficient to satisfy this Condition as long
as the stormwater management plans meet or exceed the design requirements specified in this
condition. This condition applies unless more stringent requirements are in effect from other state water
quality programs.
• Unless specified otherwise in the approval letter, the final, written stormwater management plan
shall be approved in writing by the Division of Water Quality's Wetlands Unit before the impacts
specified in this Certification occur.
• The facilities must be designed to treat the runoff from the entire project, unless otherwise explicitly
approved by the Division of Water Quality.
• Also, before any permanent building or other structure is occupied at the subject site, the facilities
(as approved by the Wetlands Unit) shall be constructed and operational, and the stormwater
management plan (as approved by the Wetlands Unit) shall be implemented.
• The structural stormwater practices as approved by the Wetlands Unit as well as drainage patterns
must be maintained in perpetuity.
• No changes to the structural stormwater practices shall be made without written authorization from
the Division of Water Quality.
5. Compensatory stream mitigation shall be required at a 1:1 ratio for not only perennial but also
intermittent stream impacts that require application to DWQ in watersheds classified as ORW, HQW, Tr,
WS-I and WS-11 unless the project is a linear, publicly-funded transportation project, which has a 150-
foot per-stream impact allowance;
S. In accordance with North Carolina General Statute Section 143-215.3D(e), any
application for a 401 Water Quality Certification must include the appropriate fee. If a
project also requires a CAMA Permit, one payment to both agencies shall be submitted
and will be the higher of the two fees;
7. In accordance with 15A NCAC 2H .0506 (h) compensatory mitigation may be
required for impacts to 150 linear feet or more of streams and/or one acre or more of wetlands for an
entire project. For linear public transportation projects, impacts equal to or exceeding 150 feet per
stream may require mitigation. In addition, buffer mitigation may be required for any project wit h
Riparian Area Protection Rules (Buffer Rules) in effect at the time of application for buffer impacts
resulting from activities classified as "allowable with mitigation" within the'Table of Uses" section of the
Buffer Rules or require a variance under the Buffer Rules. A determination of buffer, wetland a nd
stream mitigation requirements shall be made for any Certification for this Nationwide Permit. The most
current design and monitoring protocols from DWQ shall be followed and written plans submitted for
DWQ approval as required in those protocols. When compensatory mitigation is required for a project,
the mitigation plans must be approved by DWQ in writing before the impacts approved by the
Certification occur, unless otherwise specified in the approval letter. The mitigation plan must b e
implemented and/or constructed before any permanent building or structure on site is occupied[. In the
case of public road projects, the mitigation plan must be implemented before the road is opene d to the
travelling public. Please note that if a stream relocation is conducted as a stream restoration as defined
WQC #3402
in The Internal Technical Guide for Stream Work in North Carolina, April 2001, the restored length can
be used as compensatory mitigation for the impacts resulting from the relocation;
8. For any project involving re-alignment of streams, a stream relocation plan must be included with the
401 application for written DWQ approval. Relocated stream designs should include the same
dimensions, patterns and profiles as the existing channel (or a stable reference reach if the existing
channel is unstable), to the maximum extent practical. The new channel should be constructed in the
dry and water shall not be turned into the new channel until the banks are stabilized. Vegetation used for
bank stabilization shall be limited to native woody species, and should include establishment of a 30 foot
wide wooded and an adjacent 20 foot wide vegetated buffer on both sides of the relocated channel to
the maximum extent practical. A transitional phase incorporating coir fiber and seedling establishment is
allowable. Also, rip-rap, A-Jacks, concrete, gabions or other hard structures may be allowed if it is
necessary to maintain the physical integrity of the stream, but the applicant must provide written
justification and any calculations used to determine the extent of rip-rap coverage requested. If suitable
stream mitigation is not practical on-site, then stream impact will need to be mitigated elsewhere.
Please note that if a stream relocation is conducted as a stream restoration as defined in The Internal
Technical Guide for Stream Work in North Carolina, April 2001, the restored length can be used as
compensatory mitigation for the impacts resulting from the relocation;
9. Placement of culverts and other structures in waters, streams, and wetlands must be placed below the
elevation of the streambed to allow low flow passage of water and aquatic life unless it can be shown to'
DWQ that providing passage would be impractical. Design and placement of culverts including open
bottom or bottomless arch culverts and other structures including temporary erosion control measures
shall not be conducted in a manner that may result in aggradation, degradation or significant changes in
hydrology of wetlands or stream beds or banks, adjacent to or upstream and down stream of the above
structures. The applicant is required to provide evidence that the equilibrium shall be maintained if
requested to do so in writing by DWQ. Additionally, when roadways, causeways or other fill projects are
constructed across FEMA-designated floodways or wetlands, openings such as culverts or bridges must
be provided to maintain the natural hydrology of the system as well as prevent constriction of the
floodway that may result in aggradation, degradation or significant changes in hydrology of streams or
wetlands;
10. That appropriate sediment and erosion control practices which equal or exceed those outlined in the
most recent version of the "North Carolina Sediment and Erosion Control Planning and Design Manual"
or the "North Carolina Surface Mining Manual" whichever is more appropriate (available from the
Division of Land Resources (DLR) in the DENR Regional or Central Offices) shall be in full compliance
with all specifications governing the proper design, installation and operation and maintenance of such
Best Management Practices in order to assure compliance with the appropriate turbidity water quality
standard;
11. All sediment and erosion control measures placed in wetlands and waters shall be
removed and the original grade restored within two months after the Division of Land
Resources has released the project;
12. That additional site-specific conditions may be added to projects proposed under this Certification in
order to ensure compliance with all applicable water quality and effluent standards;
13. Measures shall be taken to prevent live or fresh concrete from coming into contact
with waters of the state until the concrete has hardened;
14. If an environmental document is required, this Certification is not valid until a Finding of No Significant
Impact (FONSI) or Record of Decision (ROD) is issued by the State Clearinghouse;
15. If this Certification is used to access building sites, all lots owned by the applicant must be buildable
without additional fill beyond that explicitly allowed under other General Certifications. The applicant is
required to provide evidence that the lots are buildable without requiring additional impacts to wetlands,
WQC #3402
waters or buffers if required to do so in writing by DWQ. For road construction purposes, this
Certification shall only be utilized from natural high ground to natural high ground;
16. Deed notifications or similar mechanisms shall be placed on all lots with remaining jurisdictional
wetlands and waters or areas within 50 feet of all streams and ponds. These mechanisms shall be put
in place within 30 days of the date of issuance of the 401 Certification letter or the issuance of the 404
Permit (whichever is later). A sample deed notification format can be downloaded from the
401Metlands Unit web site at hfti):flh2o.enr.state.nc.us/ncwetlands . DWQ shall be sent copies of all
deed restrictions applied to these lots;
17. When written concurrence is required, the applicant is required to use the most recent version of the
Certification of Completion form to notify DWO when all work included in the 401 Certification has been
completed;
18. Concurrence from DWQ that this Certification applies to an individual project shall expire three years
from the date of the cover letter from DWQ or on the same day as the expiration date of the
corresponding Nationwide Permit 18, 39, 41, 42, 43 or 44,
whichever is sooner.
Non-compliance with or violation of the conditions herein set forth by a specific fill project may result in
revocation of this Certification for the project and may also result in criminal and/or civil penalties.
The Director of the North Carolina Division of Water Quality may require submission of a formal
application for Individual Certification for any project in this category of activity that requires written concurrence
under this certification, if'it is determined that the project is likely to have a significant adverse effect upon water
quality or degrade the waters so that existing uses of the wetland or downstream waters are precluded..
Public hearings may be held for specific applications or group of applications prior to a Certification
decision if deemed in the public's best interest by the Director of the North Carolina Division of Water Quality.
Effective date: March 2003
DIVISION OF WATER QUALITY
By
Alan W. Klimek, P.E.
Director
WQC # 3402
DRAINAGE AREA MAP
M 9
I-,, ---

POTENTIAL FUTURE
IMPERVIOUS AREA :3M
N
Y4
Ili _ 15(y]
,f-
?k?1 ?{Ij rr'?f t
u
,- 8 IMPERVIOUS
WEtI Y ?Q 'C - O I N1

a

' `- 24 Apl,?
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. fJ

DWQ Project No.
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION ( lease complete the following information):
Project Name : No a. cL
g e
Contact Person: o a t Phone Number. (70-f 540 - +-7 0 4
For projects with multiple basins, specify which basin this worksheet applies to: Qo V% d t
Permanent Pool Elevation 4J5#. o o ft. (elevation of the orifice invert out)
Temporary Pool Elevation Z 85. `d ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 24,g 13 8 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 1145. 5 ac. (on-site and off-site drainage to the basin)
Impervious Area 12.4 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area 3. Z 5 G sq. ft. (at permanent pool elevation approximately 15%)*
Marsh 0"-9" Surface Area &610 sq. ft. (at permanent pool elevation approximately 35%)*
Marsh 9"-18" Surface Area _
q', 3 `5 sq. ft. (at permanent pool elevation approximately 35%)*
Micro Pool Surface Area *3 a 5 3 sq. ft. (at permanent pool elevation approximately 15%)*
Temporary Pool Volume ??, G 31 cu. ft. (volume detained on top of the permanent pool)
SA/DA used 3.34 (surface area to drainage area ratio)*
Diameter of Orifice +.0 in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
The temporary pool controls runoff from the 1 inch rain.
The basin side slopes are no steeper than 3:1.
A planting plan for the marsh areas with plant species and densities is provided.
Vegetation above the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The temporary pool draws down in 2 to 5 days.
Sediment storage is provided in the permanent pool.
A sediment disposal area is provided.
Access is provided for maintenance.
A site specific, signed and notarized operation and maintenance agreement is provided.
The drainage area (including any offsite area) is delineated on a site plan.
Access is provided for maintenance.
-Plan details for the wetland are provided.
Plan details for the inlet and outlet are provided.
/'F RA A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
hftp://h2o.ehnr.state.nc.us/ncwetlands/0andm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR
Stormwater BMP Manual, April 1999.10% open water, 50% high marsh, 40% low marsh.
HOFFMAN VILLAGE
POND 1 - EXTENDED WETLAND DESIGN
DRAINAGE AREA = 15.5 ACRES
PERCENT IMPERVIOUS = 80
DETERMINE PERMANENT POOL SURFACE AREA:
FROM TABLE 1:1 WITH A PERMANENT POOL DEPTH OF 3 FEET AND 80 PERCENT IMPERVIOUS:
SA/DA = 3.36
REQUIRED SURFACE AREA = (SA/DA)/100 X DRAINAGE AREA
REQUIRED SURFACE AREA = 0.5208 ACRES = 22,686 SQUARE FEET
PROVIDED SURFACE AREA = 26,138 SQUARE FEET
FOREBAY = 3,950 SQUARE FEET OR 15 PERCENT
LOW MARSH AREA = 8,870 SQUARE FEET OR 34 PERCENT
HIGH MARSH AREA = 9,365 SQUARE FEET OR 36 PERCENT
MICROPOOL AREA = 3,953 SQUARE FEET OR 15 PERCENT
VOLUME TO BE CONTROLLED FROM THE 1 INCH STORM:
RUNOFF VOLUME CALCULATION FROM THE SIMPLE METHOD:
Rv = 0.05 + 0.009(1) Rv = RUNOFF COEFFICIENT I = PERCENT IMPERVIOUS
Rv = 0.77
VOLUME THAT MUST BE CONTROLLED = DESIGN RAINFALL x Rv x DRAINAGE AREA
VOLUME THAT MUST BE CONTROLLED = 0.994583 ACRE FEET = 43,324 CUBIC FEET
VOLUME PROVIDED AT ELEVATION 685.80 = 50,637 CUBIC FEET
EXTENDED DETENTION STORAGE OUTLET SIZE DETERMINATION:
MAXIMUM HEAD AT EXTENDED DETENTION STORAGE = 1.8 FEET
PEAK OUTFLOW RATE FOR DRAWDOWN TIME OF 48 HOURS:
Qpeak = S/(0.5 x 3600 x 48) WHICH EQUALS: STORAGE x 0.0000116 = 0.587389
REQUIRED ORIFICE AREA: A=Qpeak/(0.6 x (64.4 x h)^0.5
REQUIRED ORIFICE AREA = 0.090928 FEET
DIAMETER OF A CIRCULAR ORIFICE = 2 x (REQUIRED ORIFICE AREA/3.14)^0.5
DIAMETER OF A CIRCULAR ORIFICE = 0.340254 FEET = 4.083044 INCHES
USE 4.0 INCH ORIFICE
HOFFMAN VILLAGE - POND 1
WETLAND DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wetland detention basin system is defined as the wetland detention basin, pretreatment including forebays
and the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wetland detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wetland detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wetland detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
For stormwater wetlands: If the elevation of the marsh areas exceed the permanent pool elevation, the
sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of
soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations.
Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled
for more than two weeks.
When the permanent pool depth reads 685.00 feet in the forebay and 681.80 feet in the micro-pool, the
sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
TOP OF DAM W8-2-
SEDIMENT REVOVAL EL.6857 G V ????
BOTTOM ELEVATION ?8#- O 2s
FOREBAY
TOP OF DAM ? . Z
SEDIMENT REVOVAL EL W •$ ___7__. __
BOTTOM ELEVATION( 09I• 0 _ 25?
JUL-30-2003 18:12 FROM:JDH CAPITAL 7043570018 TD:7045404708 P.002/002
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. Them
plants shelf be encouraged to grow along the vegetated shelf and forebay berm.
Wetland planting densities in the marsh areas should be maintained by replanting bare areas as
needed. Wetland plants should be encouraged to grow in the marsh areas.
6. If the basin must be drained for an emergency or to perform maintenanca. the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the watland detention basin system shall be maintained in good working order.
S. Level spreaders or other structures that provide diffuse flow shalt be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired
and/or replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWO of any problems with the system or prior to any
changes to the system or responsible party,
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president
, a Notary Public for the State ofr G<,.- /ice q
County of M? f?.fr Grc , do hereby certify that a&z r a-Zd
personally appeared before me this __'Ta day of and acknowledge the
due execution of the forgoing wetland detention basin maintenanoe requirements. Witness my hand and
official seal,

SEAL
My commission expires„?.a r?rr-f*-UO?J
Pace 2 aft
Phone-.. ( p
y 4 �
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PLAN VIEW

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POND DETAILS
POND INVERT = 684.0 ,
POND TOB 688D y a
...1/D BERM WIDTH = 10' BMP WETLAND LEGEND
FOREBAY BERM HE/GTH = 3' ., ' ' }'•'3; MICRO POOL h/- Y DEEP)
FOREBAY BERM WIDTH = 2' • - • • -
`? +``+?`•+•` 9"-I8` DEEP)
RIP-RAP FLOW THROUGH SPILLWAY WIDTH = l5' HIGH MARSH (ALL NON-HATCHED. NON-FOREBAY
SEE SEPARATE SHFFT FnR (ll/TIFT -STRUCTI/RF /IFTdI/ A CA rc roll AJAncu few ,,
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Project: Hoffinan Village
Pond 1
Planting Plan For Extended Detention Stormwater Wetlands - Use of Existing
Hydric Soil
Soil from the existing wetland areas that have permitted for impacts will be stripped and
stored as feasible for utilization in lining the proposed wetland site. Other topsoil adjacent
to the wetlands may also be suitable. Using these existing soils should hasten the
development of vegetated cover and hydric soil conditions. This is also an excellent use
of an important natural resource.
Many of the recommended planted species currently exist in the vicinity of the area to be
utilized for this function. The majority of the species in the wetlands include Obligate
(OBL) and Facultative Wet (FACW) vegetation. Herbaceous plant species present
include S oftrush (Juncus a ffusus), sedge (Carex s pp.), D uck p otato (Sagitaria 1 atifolia,
Arrow arum (Peltandra virginia), Common Three-Square (Scirpus pungens), Touch-me-
not (Impatiens capensis), Smartweed (Polygonum spp.), and others. Supplemental
plantings will be selected from Table 2.2 "Wetland Plants" (table attached) in the
Stormwater Best Management Practices, NCDENR, April, 1999 based on actual field
conditions, if required. Being that the site is in the vicinity of other wetlands and
floodplain a reas i t i s e xpected t hat t he a rea will b enefit from t he n atural s eed s ources
available. It is expected that herbaceous and scrub/shrub wetland species will rapidly
volunteer in the area.
Planting shall be in naturalistic / random clumps to encourage diversity. Specific plant
species, quantities, and size, which will be utilized for the mitigation sites will be
dependent on availability, cost, time of year in which planting occurs. Control structures
such as sedimentation traps, siltation barriers, and/or at a minimum silt fence will be
utilized as necessary.
Seeding SpedflOation for Herbaceous and Cover Crop in Wetland Mitigation Sites
Zone 1 - Wetland areas in temporarily saturated soils or subject to occasional and brief inundation
Dates Types Rate
April 1 - Jul. 15 Red Top Grass
Smartweed
71bs/acre
20 lbs /acre
Jul. 16 - Sept. 1 Temporary Crop
Jap. Millet or Sorghum 201bs /acre
(to be followed by permanent mixture)
Sept. 2 - Nov. 1 Smartweed
Red Top Grass
201bs /acre
7 lbs/acre
Nov. 1 - March 31 Temporary Crop 40 lbs /acre
Wheat or Winter Rye
(to be followed by permanent mixture)
The following species may be substituted:
- Bidens connata (Beggar's Tick) and other Biden's species
- Leersia oryzoides (Rice Cutgrass)
- Panicum viratum (Switchgrass)
- Peltandra virginica (Arrow Arum)
Seeding Instructions
1) Seed in the dry period
2) Use of filler, such as sand to dilute the seed to ensure uniform ground coverage
when broadcasting
3) Tree and shrub planting should be completed first before seeding
4) Pure live seed shall be specified and approved prior to planting.
Herbaceous species may with a wetland seed mix which will result in coverage of at least
100 stems per square meter upon germination. Substitutions may be permitted with
approval. Other native grasses or annuals may be selected. No fescue will be used in
wetland areas. Annual grasses shall be utilized for stabilization on surrounding slopes
within Mitigation Area rather than perennials to allow natural succession. If a perennial is
required for erosion control than a mixture shall be selected that allows natural
volunteering to occur.
?I
Basin Storage/Elevation Input
Elevation Storage
(ft) (acre-ft)
684 0
685 .6241
686 1.2971
687 2.0208
688 2.7972
Outlet Structure Configuration
Outlet Structure Configuration for Hoffman Village - Pond 1
Stage 1: Circular Orifice
Invert Elevation = 684 feet
Diameter= .3333 feet
Discharge Coefficient =.6
Stage 2: Rectangular Orifice
Invert Elevation = 685.6 feet
Width = 7 feet
Height = 1 feet
Discharge Coefficient =.6
Stage 3: Rectangular Orifice
Invert Elevation = 687 feet
Width = 10.56 feet
Height =.667 feet
Discharge Coefficient =.6
Stage 4: Outfall Culvert
Invert Elevation = 675.5 feet
Pipe Diameter =1.25 feet
Pipe Length = 73.5 feet
Pipe Slope =.0204 ft/ft
Manning n =.013
Entrance Condition = SOH
Number of Barrels = 1
Basin Rating Curve
Outlet Rating Table for Hoffman Village - Pond 1
Basin Basin Riser Box Tailwater Outfall
Water Outflow Water Elevation Culvert
Elevation (cfs) Elevation (ft) Control
684.00 0.00 N/A N/A N/A
684.20 0.07 N/A N/A N/A
684.40 0.20 N/A N/A N/A
684.60 0.28 N/A N/A N/A
684.80 0.33 N/A N/A N/A
685.00 0.38 N/A N/A N/A
685.20 0.43 N/A N/A N/A
685.40 0.47 N/A N/A N/A
685.60 0.50 N/A N/A N/A
685.80 2.48 N/A N/A N/A
686.00 6.07 N/A N/A N/A
686.20 10.71 N/A N/A N/A
686.40 16.19 N/A N/A N/A
686.60 24.49 N/A N/A N/A
686.80 28.88 N/A N/A N/A
687.00 32.69 N/A N/A N/A
687.20 39.02 N/A N/A N/A
687.40 47.49 N/A N/A N/A
687.60 57.31 N/A N/A N/A
687.80 67.92 N/A N/A N/A
688.00 74.98 N/A N/A N/A
SLAB TOP W/ MANHOLE
FOR ACCESS
GATE
VALVE STRAP
WHEEL l
ORIFICE INV. EL. - 687.00 IF VERTICAL OPENING)
1.0' HIGH X 7.0' LONG
RECTANGULAR ORIFICE
INV. EL. - 685.6 684.00 - DIA. LOW FLOW ORFICE
WITH 16 It- 3" PVC
INV. DN - 683.00
DIP RISER WITH
TOP ELEVATION OF 682.00
I STANDARD 4'
CONCRETE MANHOLE
W/ INTERNAL STEPS
GATE
VALVE
STEM /--- STRAP
GATE
VALVE
INV IN - 681.00
POND 1 -
16 LF - 6" DIP x 6" DIP
680.00 POND GRAIN
73.5 LF - 15" RCP 0 2.041
INVERT UP - 675.50
INVERT DN - 674.00

t `.O e _ - ' o p. 0 • o
° p . o
21
CONCRETE '
° - ' ' ° ` o • o ' o

FILLED .0
°' °, • ° •o ° -- ' ° "
I .O o p• e °

OUTLET CONTROL S T RU C T U R E
NTS
EMERGENCY SPILLWAY
ELEV - 687.00
(15' WIDE)
EMBANKMENT STABILIZED -
WITH VEGETATION & EROSION
CONTROL FABRIC
PROPOSED GRADE
SELECT FILL PLACED
IN LAYERS; CONTRACTOR IS
RESPONSIBLE FOR COORDINATION
WITH GEOTECHNICAL ENGINEER
TO DETERMINE SUITABLE MATERIAL
AND PLACEMENT METHODOLOGY
RIP RAP APRON
(CLASS B STONE)
10'x4'x18"
1
10'
?--r TOP DAM 688.00
----- _--- -?-?- 100 YR ELEV - 687.01
10 YR ELEV - 686.42
SEE PLAN SHEET FOR LAYOUT
OF MICRO POOL, HIGH MARSH,
LOW MARSH, & FOREBAY.
SLAB TOP W/ MANHOLE FOR ACCESS
ORIFICE INV. EL. = 687.00 (8" VERTICAL OPENING)
STANDARD 4' DIA. RC MANHOLE (SEE ADDITIONAL RISER DETAIL)
4 PERMANENT W.S
X16 LF 3" PVC ELEV. = 684.00
INV = 684.00 _
INV - 683.00
?6" DRAIN - 682.00
-90° ELBOW
73.5 LF 15" RCP @ 2.04%
i
INV. OUT (15" RCP) = 674.00 \
WETLAND
2' CUT OFI
F 2 TRENCH
1 - 4.25'X 4.25' ANTI - SEEP
\-16 LF 6" DIP
INV - 681.00
INV = 680.00
u POND DRAIN VALVE
(SHUT-OFF VALVE TO
W ° BE LOCATED NEAR THE
sn z TOP OF THE RISER)
NOTE: DO NOT LOCATE CLOSER
THAN 2' FROM PIPE JOINT
BIVIP 1 -
NTS
POND BOTTOM- VARIES
(MICRO POOL = 681.00
LOW MARSH = 684.00-684.75
HIGH MARSH = 684.75-685.50)
CROSS SECTION
Predevelopment
Peak Flow Calculations
Input Paramenters:
Time of Concentration: 18 minutes
Drainage Area: 15.50 acres
Weighted `C' Factor: 0.25
b
od

SCS Segmental Travel Time
Summary for Predevelopment
Segment 1: Overland Flow
L =100 ft, S = 0.04 ft/ft, n = 0.400, P(2yr/24hr) = 3.12 in
Travel Time =16.5 minutes
Segment 2: Concentrated Flow
L = 200 ft, S =.135 ft/ft, Unpaved surface
Travel Time =.6 minutes
Segment 3: Channel Flow
A =18 sq. ft, P = 9 ft, L = 578 ft, S =.042 ft/ft, n = 0.040
Travel Time =.8 minutes
Total Travel Time =17.84 Minutes
Rational Formula Hydrograph
SCS 24 - Hour Storm Distribution
2 Year, Type 2 Rainfall: 3.12 inches at Hoffman Village - Pond 1 2yr predevelopment
Time of Concentration: 18 min.
Drainage Area: 15.500 acres.
Weighted 'C' Factor: 0.250

Time
(min) Rainfall
Incr. Total
(inches) (inches) Rainfall
Intensity
(in/hr)
Flow
(cfs)
0 0.00 0.00 0.00 0.00
18 0.07 0.07 0.24 0.94
36 0.13 0.21 0.44 1.71
54 0.94 1.14 3.12 12.10
72 0.30 1.45 1.01 3.92
90 0.10 1.55 0.34 1.32
108 0.08 1.63 0.28 1.09
126 0.06 1.70 0.21 0.83
144 0.06 1.75 0.19 0.74
162 0.05 1.81 0.17 0.68
180 0.05 1.86 0.16 0.62
At time = 450 minutes, the flow is 0.31 CFS.
Rational Formula Hydrograph
SCS 24 - Hour Storm Distribution
10 Year, Type 2 Rainfall: 4.80 inches at Hoffman Village - Pond 1 10yr predevelopment
Time of Concentration: 18 min.
Drainage Area: 15.500 acres.
Weighted 'C' Factor: 0.250

Time
(min) Rainfall
Incr. Total
(inches) (inches) Rainfall
Intensity
(in/hr)
Flow
(cfs)
0 0.00 0.00 0.00 0.00
18 0.11 0.11 0.37 1.45
36 0.20 0.32 0.68 2.63
54 1.44 1.76 4.81 18.62
72 0.47 2.22 1.56 6.03
90 0.16 2.38 0.53 2.03
108 0.13 2.51 0.43 1.68
126 0.10 2.61 0.33 1.27
144 0.09 2.70 0.30 1.14
162 0.08 2.78 0.27 1.04
180 0.07 2.85 0.25 0.96
At time = 450 minutes, the flow is 0.47 CFS.
Rational Formula Hydrograph
SCS 24 - Hour Storm Distribution
50 Year, Type 2 Rainfall: 6.48 inches at Hoffman Village - Pond 1 50yr predevelopment
Time of Concentration: 18 min.
Drainage Area: 15.500 acres.
Weighted 'C' Factor: 0.250

Time
(min) Rainfall
Incr. Total
(inches) (inches) Rainfall
Intensity
(in/hr)
Flow
(cfs)
0 0.00 0.00 0.00 0.00
18 0.15 0.15 0.50 1.95
36 0.27 0.43 0.92 3.55
54 1.95 2.37 6.49 25.14
72 0.63 3.00 2.10 8.14
90 0.21 3.22 0.71 2.75
108 0.18 3.39 0.59 2.27
126 0.13 3.52 0.44 1.72
144 0.12 3.64 0.40 1.55
162 0.11 3.75 0.36 1.41
180 0.10 3.85 0.33 1.29
At time = 450 minutes, the flow is 0.64 CFS.
Rational Formula Hydrograph
SCS 24 - Hour Storm Distribution
100 Year, Type 2 Rainfall: 6.96 inches at Hoffman Village - Pond 1 100yr predevelopment
Time of Concentration: 18 min.
Drainage Area: 15.500 acres.
Weighted 'C' Factor: 0.250

Time
(min) Rainfall
Incr. Total
(inches) (inches) Rainfall
Intensity
(in/hr)
Flow
(cfs)
0 0.00 0.00 0.00 0.00
18 0.16 0.16 0.54 2.10
36 0.30 0.46 0.98 3.81
54 2.09 2.55 6.97 27.00
72 0.68 3.23 2.26 8.75
90 0.23 3.45 0.76 2.95
108 0.19 3.64 0.63 2.44
126 0.14 3.79 0.48 1.85
144 0.13 3.91 0.43 1.66
162 0.12 4.03 0.39 1.51
180 0.11 4.14 0.36 1.39
At time = 450 minutes, the flow is 0.68 CFS.
Hoffman Village
Pond 2
Storm Routings
A
C
�4

Modified Puls Routing
Inflow Hydrograph: G:\PROJECT2\JDH\H&H\2YRIN.HYD
Storage/Elevation Curve: G:\PROJECT2\JDH\H&H\HOFF.ES
Discharge/Elevation Curve: G:\PROJECT2\JDH\H&H\HOFFMAN.EO
Basin Bypass Capacity = 0.0 cfs
Starting Pool Elevation = 684.00 feet
Time Interval = 2.083333E-02 hours
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.00 0.00 0.00 0.000 684.00 0.00 0.00
0.02 3.55 3.55 0.003 684.00 0.00 0.00
0.04 7.09 7.09 0.012 684.02 0.01 0.01
0.06 10.64 10.64 0.027 684.04 0.01 0.01
0.08 14.19 14.19 0.049 684.08 0.03 0.03
0.10 16.10 16.10 0.075 684.12 0.04 0.04
0.12 18.00 18.00 0.104 684.17 0.06 0.06
0.15 19.91 19.91 0.137 684.22 0.08 0.08
0.17 21.82 21.82 0.172 684.28 0.12 0.12
0.19 35.70 35.70 0.222 684.36 0.17 0.17
0.21 49.59 49.59 0.295 684.47 0.23 0.23
0.23 63.47 63.47 0.392 684.63 0.28 0.28
0.25 77.36 77.36 0.512 684.82 0.34 0.34
0.27 65.28 65.28 0.634 685.02 0.39 0.39
0.29 53.20 53.20 0.736 685.17 0.42 0.42
0.31 41.13 41.13 0.816 685.29 0.44 0.44
0.33 29.05 29.05 0.876 685.37 0.46 0.46
0.35 26.32 26.32 0.923 685.44 0.47 0.47
0.37 23.60 23.60 0.965 685.51 0.49 0.49
0.40 20.87 20.87 1.002 685.56 0.50 0.50
0.42 18.14 18.14 1.035 685.61 0.61 0.61
0.44 17.56 17.56 1.064 685.65 1.04 1.04
0.46 16.98 16.98 1.092 685.70 1.44 1.44
0.48 16.40 16.40 1.118 685.73 1.83 1.83
0.50 15.82 15.82 1.142 685.77 2.18 2.18
0.52 13.60 13.60 1.163 685.80 2.51 2.51
0.54 11.38 11.38 1.180 685.83 2.95 2.95
0.56 9.15 9.15 1.192 685.84 3.28 3.28
0.58 6.93 6.93 1.201 685.86 3.50 3.50
0.60 6.75 6.75 1.206 685.86 3.65 3.65
0.62 6.58 6.58 1.211 685.87 3.78 3.78
0.65 6.40 6.40 1.216 685.88 3.90 3.90
0.67 6.22 6.22 1.220 685.89 4.01 4.01
0.69 6.08 6.08 1.223 685.89 4.11 4.11
0.71 5.94 5.94 1.227 685.90 4.19 4.19
0.73 5.80 5.80 1.229 685.90 4.27 4.27
0.75 5.66 5.66 1.232 685.90 4.33 4.33
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.77 5.55 5.55 1.234 685.91 4.39 4.39
0.79 5.44 5.44 1.236 685.91 4.44 4.44
0.81 5.32 5.32 1.238 685.91 4.48 4.48
0.83 5.21 5.21 1.239 685.91 4.52 4.52
0.85 5.12 5.12 1.240 685.92 4.55 4.55
0.87 5.02 5.02 1.241 685.92 4.57 4.57
0.90 4.93 4.93 1.241 685.92 4.59 4.59
0.92 4.83 4.83 1.242 685.92 4.60 4.60
0.94 4.75 4.75 1.242 685.92 4.61 4.61
0.96 4.67 4.67 1.242 685.92 4.61 4.61
0.98 4.59 4.59 1.242 685.92 4.62 4.62
1.00 4.51 4.51 1.242 685.92 4.61 4.61
1.02 4.44 4.44 1.242 685.92 4.61 4.61
1.04 4.38 4.38 1.242 685.92 4.60 4.60
1.06 4.31 4.31 1.241 685.92 4.59 4.59
1.08 4.24 4.24 1.241 685.92 4.57 4.57
1.10 4.18 4.18 1.240 685.92 4.56 4.56
1.12 4.12 4.12 1.240 685.91 4.54 4.54
1.15 4.06 4.06 1.239 685.91 4.52 4.52
1.17 4.00 4.00 1.238 685.91 4.50 4.50
1.19 3.95 3.95 1.237 685.91 4.47 4.47
1.21 3.90 3.90 1.236 685.91 4.45 4.45
1.23 3.84 3.84 1.235 685.91 4.42 4.42
1.25 3.79 3.79 1.234 685.91 4.39 4.39
1.27 3.75 3.75 1.233 685.91 4.37 4.37
1.29 3.70 3.70 1.232 685.90 4.34 4.34
1.31 3.65 3.65 1.231 685.90 4.31 4.31
1.33 3.61 3.61 1.230 685.90 4.28 4.28
1.35 3.57 3.57 1.229 685.90 4.25 4.25
1.37 3.52 3.52 1.227 685.90 4.22 4.22
1.40 3.48 3.48 1.226 685.89 4.18 4.18
1.42 3.44 3.44 1.225 685.89 4.15 4.15
1.44 3.40 3.40 1.224 685.89 4.12 4.12
1.46 3.37 3.37 1.223 685.89 4.09 4.09
1.48 3.33 3.33 1.221 685.89 4.05 4.05
1.50 3.29 3.29 1.220 685.89 4.02 4.02
1.52 3.26 3.26 1.219 685.88 3.99 3.99
1.54 3.23 3.23 1.218 685.88 3.95 3.95
1.56 3.19 3.19 1.216 685.88 3.92 3.92
1.58 3.16 3.16 1.215 685.88 3.89 3.89
1.60 3.13 3.13 1.214 685.88 3.85 3.85
1.62 3.10 3.10 1.213 685.87 3.82 3.82
1.65 3.07 3.07 1.211 685.87 3.79 3.79
1.67 3.04 3.04 1.210 685.87 3.75 3.75
1.69 3.01 3.01 1.209 685.87 3.72 3.72
1.71 2.98 2.98 1.208 685.87 3.69 3.69
1.73 2.95 2.95 1.206 685.87 3.66 3.66
1.75 2.92 2.92 1.205 685.86 3.62 3.62
Event
Time
(hours) Hydrograph
Inflow
(cfs) Basin
Inflow
(cfs) Storage
Used
(acre-ft) Elevation Basin
Above MSL Outflow
(feet) (cfs) Outflow
Total
(cfs)
1.77 2.90 2.90 1.204 685.86 3.59 3.59
1.79 2.87 2.87 1.203 685.86 3.56 3.56
1.81 2.85 2.85 1.202 685.86 3.53 3.53
1.83 2.82 2.82 1.201 685.86 3.50 3.50
1.85 2.80 2.80 1.199 685.85 3.47 3.47
1.87 2.77 2.77 1.198 685.85 3.44 3.44
1.90 2.75 2.75 1.197 685.85 3.41 3.41
1.92 2.73 2.73 1.196 685.85 3.38 3.38
1.94 2.71 2.71 1.195 685.85 3.35 3.35
1.96 2.68 2.68 1.194 685.85 3.32 3.32
1.98 2.66 2.66 1.193 685.84 3.29 3.29
2.00 2.64 2.64 1.192 685.84 3.26 3.26
2.02 2.62 2.62 1.191 685.84 3.23 3.23
2.04 2.60 2.60 1.190 685.84 3.20 3.20
2.06 2.58 2.58 1.188 685.84 3.18 3.18
2.08 2.56 2.56 1.187 685.84 3.15 3.15
Total Routing Mass Balance Discrepancy is 0.03%
r
Modified Puls Routing
Inflow Hydrograph: G:\PROJECT2\JDH\H&H\10YRIN.HYD
Storage/Elevation Curve: G:\PROJECT2\JDH\H&H\HOFF.ES
Discharge/Elevation Curve: G:\PROJECT2\JDH\H&H\HOFFMAN.EO
Basin Bypass Capacity = 0.0 cfs
Starting Pool Elevation = 684.00 feet
Time Interval = 2.083333E-02 hours
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.00 0.00 0.00 0.000 684.00 0.00 0.00
0.02 5.46 5.46 0.005 684.01 0.00 0.00
0.04 10.91 10.91 0.019 684.03 0.01 0.01
0.06 16.37 16.37 0.042 684.07 0.02 0.02
0.08 21.83 21.83 0.075 684.12 0.04 0.04
0.10 24.76 24.76 0.115 684.18 0.06 0.06
0.12 27.70 27.70 0.160 684.26 0.10 0.10
0.15 30.63 30.63 0.210 684.34 0.16 0.16
0.17 33.57 33.57 0.265 684.42 0.21 0.21
0.19 54.93 54.93 0.341 684.55 0.26 0.26
0.21 76.29 76.29 0.453 684.73 0.31 0.31
0.23 97.65 97.65 0.602 684.97 0.38 0.38
0.25 119.01 119.01 0.788 685.24 0.44 0.44
0.27 100.43 100.43 0.976 685.52 0.49 0.49
0.29 81.85 81.85 1.131 685.75 2.02 2.02
0.31 63.27 63.27 1.250 685.93 4.82 4.82
0.33 44.69 44.69 1.333 686.05 7.21 7.21
0.35 40.50 40.50 1.392 686.13 9.11 9.11
0.37 36.30 36.30 1.441 686.20 10.68 10.68
0.40 32.11 32.11 1.480 686.25 12.16 12.16
0.42 27.91 27.91 1.510 686.29 13.29 13.29
0.44 27.02 27.02 1.534 686.33 14.19 14.19
0.46 26.13 26.13 1.554 686.36 14.97 14.97
0.48 25.23 25.23 1.572 686.38 15.64 15.64
0.50 24.34 24.34 1.587 686.40 16.24 16.24
0.52 20.92 20.92 1.598 686.42 16.84 16.84
0.54 17.50 17.50 1.602 686.42 17.06 17.06
0.56 14.08 14.08 1.600 686.42 16.94 16.94
0.58 10.66 10.66 1.592 686.41 16.51 16.51
0.60 10.39 10.39 1.582 686.39 16.03 16.03
0.62 10.12 10.12 1.573 686.38 15.66 15.66
0.65 9.85 9.85 1.563 686.37 15.30 15.30
0.67 9.57 9.57 1.554 686.35 14.95 14.95
0.69 9.36 9.36 1.545 686.34 14.61 14.61
0.71 9.14 9.14 1.536 686.33 14.27 14.27
0.73 8.93 8.93 1.527 686.32 13.94 13.94
0.75 8.71 8.71 1.519 686.31 13.61 13.61
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.77 8.54 8.54 1.510 686.29 13.30 13.30
0.79 8.36 8.36 1.502 686.28 12.99 12.99
0.81 8.19 8.19 1.494 686.27 12.70 12.70
0.83 8.02 8.02 1.487 686.26 12.41 12.41
0.85 7.87 7.87 1.479 686.25 12.12 12.12
0.87 7.72 7.72 1.472 686.24 11.85 11.85
0.90 7.58 7.58 1.465 686.23 11.59 11.59
0.92 7.43 7.43 1.458 686.22 11.33 11.33
0.94 7.31 7.31 1.452 686.21 11.08 11.08
0.96 7.19 7.19 1.445 686.20 10.84 10.84
0.98 7.07 7.07 1.439 686.20 10.62 10.62
1.00 6.94 6.94 1.433 686.19 10.42 10.42
1.02 6.84 6.84 1.427 686.18 10.23 10.23
1.04 6.73 6.73 1.421 686.17 10.05 10.05
1.06 6.63 6.63 1.416 686.16 9.87 9.87
1.08 6.52 6.52 1.410 686.16 9.69 9.69
1.10 6.43 6.43 1.405 686.15 9.52 9.52
1.12 6.34 6.34 1.400 686.14 9.35 9.35
1.15 6.25 6.25 1.394 686.13 9.19 9.19
1.17 6.16 6.16 1.389 686.13 9.03 9.03
1.19 6.08 6.08 1.385 686.12 8.87 8.87
1.21 6.00 6.00 1.380 686.11 8.72 8.72
1.23 5.92 5.92 1.375 686.11 8.57 8.57
1.25 5.83 5.83 1.371 686.10 8.43 8.43
1.27 5.76 5.76 1.366 686.10 8.28 8.28
1.29 5.69 5.69 1.362 686.09 8.15 8.15
1.31 5.62 5.62 1.358 686.08 8.01 8.01
1.33 5.55 5.55 1.354 686.08 7.88 7.88
1.35 5.49 5.49 1.350 686.07 7.76 7.76
1.37 5.42 5.42 1.346 686.07 7.63 7.63
1.40 5.36 5.36 1.342 686.06 7.51 7.51
1.42 5.30 5.30 1.338 686.06 7.40 7.40
1.44 5.24 5.24 1.335 686.05 7.28 7.28
1.46 5.18 5.18 1.331 686.05 7.17 7.17
1.48 5.12 5.12 1.328 686.04 7.06 7.06
1.50 5.07 5.07 1.325 686.04 6.96 6.96
1.52 5.02 5.02 1.322 686.03 6.85 6.85
1.54 4.96 4.96 1.318 686.03 6.75 6.75
1.56 4.91 4.91 1.315 686.03 6.66 6.66
1.58 4.86 4.86 1.312 686.02 6.56 6.56
1.60 4.81 4.81 1.310 686.02 6.47 6.47
1.62 4.77 4.77 1.307 686.01 6.38 6.38
1.65 4.72 4.72 1.304 686.01 6.29 6.29
1.67 4.67 4.67 1.301 686.01 6.21 6.21
1.69 4.63 4.63 1.299 686.00 6.12 6.12
1.71 4.59 4.59 1.296 686.00 6.05 6.05
1.73 4.54 4.54 1.294 685.99 5.98 5.98
1.75 4.50 4.50 1.291 685.99 5.91 5.91
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
1.77 4.46 4.46 1.289 685.99 5.85 5.85
1.79 4.42 4.42 1.286 685.98 5.79 5.79
1.81 4.38 4.38 1.284 685.98 5.72 5.72
1.83 4.34 4.34 1.282 685.98 5.66 5.66
1.85 4.31 4.31 1.280 685.97 5.60 5.60
1.87 4.27 4.27 1.277 685.97 5.54 5.54
1.90 4.23 4.23 1.275 685.97 5.49 5.49
1.92 4.20 4.20 1.273 685.96 5.43 5.43
1.94 4.16 4.16 1.271 685.96 5.37 5.37
1.96 4.13 4.13 1.269 685.96 5.32 5.32
1.98 4.10 4.10 1.267 685.95 5.26 5.26
2.00 4.06 4.06 1.265 685.95 5.21 5.21
2.02 4.03 4.03 1.263 685.95 5.16 5.16
2.04 4.00 4.00 1.261 685.95 5.11 5.11
2.06 3.97 3.97 1.259 685.94 5.06 5.06
2.08 3.94 3.94 1.257 685.94 5.01 5.01
Total Routing Mass Balance Discrepancy is 0.03%
50 — YEAR
F
i d
C

Modified Puls Routing
Inflow Hydrograph: G:\PROJECT2\JDH\H&H\100YRIN.HYD
Storage/Elevation Curve: G:\PROJECT2\JDH\H&H\HOFF.ES
Discharge/Elevation Curve: G:\PROJECT2\JDH\H&H\HOFFMAN.EO
Basin Bypass Capacity = 0.0 cfs
Starting Pool Elevation = 684.00 feet
Time Interval = 2.083333E-02 hours
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.00 0.00 0.00 0.000 684.00 0.00 0.00
0.02 7.91 7.91 0.007 684.01 0.00 0.00
0.04 15.83 15.83 0.027 684.04 0.01 0.01
0.06 23.74 23.74 0.061 684.10 0.03 0.03
0.08 31.65 31.65 0.109 684.17 0.06 0.06
0.10 35.91 35.91 0.167 684.27 0.11 0.11
0.12 40.16 40.16 0.232 684.37 0.18 0.18
0.15 44.42 44.42 0.305 684.49 0.24 0.24
0.17 48.67 48.67 0.384 684.62 0.28 0.28
0.19 79.64 79.64 0.494 684.79 0.33 0.33
0.21 110.62 110.62 0.657 685.05 0.39 0.39
0.23 141.59 141.59 0.874 685.37 0.46 0.46
0.25 172.56 172.56 1.142 685.77 2.18 2.18
0.27 145.63 145.63 1.406 686.15 9.55 9.55
0.29 118.69 118.69 1.610 686.43 17.53 17.53
0.31 91.75 91.75 1.754 686.63 25.19 25.19
0.33 64.81 64.81 1.843 686.75 27.89 27.89
0.35 58.72 58.72 1.900 686.83 29.52 29.52
0.37 52.64 52.64 1.944 686.89 30.68 30.68
0.40 46.56 46.56 1.976 686.94 31.52 31.52
0.42 40.47 40.47 1.996 686.97 32.05 32.05
0.44 39.18 39.18 2.010 686.98 32.39 32.39
0.46 37.88 37.88 2.020 687.00 32.66 32.66
0.48 36.59 36.59 2.027 687.01 32.96 32.96
0.50 35.30 35.30 2.032 687.02 33.16 33.16
0.52 30.34 30.34 2.032 687.01 33.14 33.14
0.54 25.38 25.38 2.023 687.00 32.78 32.78
0.56 20.42 20.42 2.006 686.98 32.31 32.31
0.58 15.46 15.46 1.982 686.95 31.67 31.67
0.60 15.06 15.06 1.955 686.91 30.95 30.95
0.62 14.67 14.67 1.928 686.87 30.24 30.24
0.65 14.28 14.28 1.901 686.83 29.54 29.54
0.67 13.88 13.88 1.875 686.80 28.85 28.85
0.69 13.57 13.57 1.850 686.76 28.08 28.08
0.71 13.26 13.26 1.825 686.73 27.34 27.34
0.73 12.95 12.95 1.801 686.70 26.61 26.61
0.75 12.63 12.63 1.778 686.66 25.91 25.91
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.77 12.38 12.38 1.755 686.63 25.22 25.22
0.79 12.13 12.13 1.734 686.60 24.56 24.56
0.81 11.88 11.88 1.713 686.57 23.44 23.44
0.83 11.62 11.62 1.694 686.55 22.34 22.34
0.85 11.41 11.41 1.676 686.52 21.32 21.32
0.87 11.20 11.20 1.660 686.50 20.38 20.38
0.90 10.99 10.99 1.644 686.48 19.51 19.51
0.92 10.78 10.78 1.630 686.46 18.69 18.69
0.94 10.60 10.60 1.617 686.44 17.94 17.94
0.96 10.42 10.42 1.605 686.43 17.24 17.24
0.98 10.25 10.25 1.594 686.41 16.59 16.59
1.00 10.07 10.07 1.583 686.40 16.05 16.05
1.02 9.92 9.92 1.573 686.38 15.67 15.67
1.04 9.76 9.76 1.563 686.37 15.30 15.30
1.06 9.61 9.61 1.554 686.35 14.95 14.95
1.08 9.46 9.46 1.545 686.34 14.60 14.60
1.10 9.32 9.32 1.536 686.33 14.28 14.28
1.12 9.19 9.19 1.528 686.32 13.96 13.96
1.15 9.06 9.06 1.520 686.31 13.65 13.65
1.17 8.93 8.93 1.512 686.30 13.36 13.36
1.19 8.81 8.81 1.504 686.29 13.08 13.08
1.21 8.69 8.69 1.497 686.28 12.80 12.80
1.23 8.58 8.58 1.490 686.27 12.54 12.54
1.25 8.46 8.46 1.484 686.26 12.29 12.29
1.27 8.36 8.36 1.477 686.25 12.04 12.04
1.29 8.25 8.25 1.471 686.24 11.81 11.81
1.31 8.15 8.15 1.465 686.23 11.58 11.58
1.33 8.05 8.05 1.459 686.22 11.36 11.36
1.35 7.96 7.96 1.453 686.22 11.15 11.15
1.37 7.86 7.86 1.448 686.21 10.94 10.94
1.40 7.77 7.77 1.443 686.20 10.74 10.74
1.42 7.68 7.68 1.438 686.19 10.58 10.58
1.44 7.60 7.60 1.433 686.19 10.42 10.42
1.46 7.51 7.51 1.428 686.18 10.27 10.27
1.48 7.43 7.43 1.423 686.17 10.12 10.12
1.50 7.35 7.35 1.419 686.17 9.97 9.97
1.52 7.27 7.27 1.414 686.16 9.83 9.83
1.54 7.20 7.20 1.410 686.16 9.69 9.69
1.56 7.12 7.12 1.406 686.15 9.55 9.55
1.58 7.05 7.05 1.402 686.14 9.42 9.42
1.60 6.98 6.98 1.398 686.14 9.29 9.29
1.62 6.91 6.91 1.394 686.13 9.16 9.16
1.65 6.84 6.84 1.390 686.13 9.04 9.04
1.67 6.77 6.77 1.386 686.12 8.92 8.92
1.69 6.71 6.71 1.382 686.12 8.80 8.80
1.71 6.65 6.65 1.379 686.11 8.69 8.69
1.73 6.59 6.59 1.375 686.11 8.58 8.58
1.75 6.52 6.52 1.372 686.10 8.47 8.47
Event
Time
(hours) Hydrograph
Inflow
(cfs) Basin
Inflow
(cfs) Storage
Used
(acre-ft) Elevation Basin
Above MSL Outflow
(feet) (cfs) Outflow
Total
(cfs)
1.77 6.47 6.47 1.369 686.10 8.36 8.36
1.79 6.41 6.41 1.366 686.09 8.26 8.26
1.81 6.35 6.35 1.362 686.09 8.16 8.16
1.83 6.30 6.30 1.359 686.09 8.06 8.06
1.85 6.24 6.24 1.356 686.08 7.97 7.97
1.87 6.19 6.19 1.353 686.08 7.87 7.87
1.90 6.14 6.14 1.350 686.07 7.78 7.78
1.92 6.08 6.08 1.348 686.07 7.69 7.69
1.94 6.04 6.04 1.345 686.07 7.60 7.60
1.96 5.99 5.99 1.342 686.06 7.52 7.52
1.98 5.94 5.94 1.340 686.06 7.43 7.43
2.00 5.89 5.89 1.337 686.06 7.35 7.35
2.02 5.84 5.84 1.335 686.05 7.27 7.27
2.04 5.80 5.80 1.332 686.05 7.20 7.20
2.06 5.75 5.75 1.330 686.05 7.12 7.12
2.08 5.71 5.71 1.327 686.04 7.04 7.04
Total Routing Mass Balance Discrepancy is 0.03%
100
- YEAR
Imo,
n
p
Y

Modified Puls Routing
Inflow Hydrograph: G:\PROJECT2\JDH\H&H\50YRIN.HYD
Storage/Elevation Curve: G:\PROJECT2\JDH\H&H\HOFF.ES
Discharge/Elevation Curve: G:\PROJECT2\JDH\H&H\HOFFMAN.EO
Basin Bypass Capacity = 0.0 cfs
Starting Pool Elevation = 684.00 feet
Time Interval = 2.083333E-02 hours
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.00 0.00 0.00 0.000 684.00 0.00 0.00
0.02 7.37 7.37 0.006 684.01 0.00 0.00
0.04 14.73 14.73 0.025 684.04 0.01 0.01
0.06 22.10 22.10 0.057 684.09 0.03 0.03
0.08 29.47 29.47 0.101 684.16 0.05 0.05
0.10 33.43 33.43 0.155 684.25 0.10 0.10
0.12 37.39 37.39 0.216 684.35 0.17 0.17
0.15 41.35 41.35 0.284 684.45 0.22 0.22
0.17 45.31 45.31 0.358 684.57 0.27 0.27
0.19 74.15 74.15 0.460 684.74 0.32 0.32
0.21 102.99 102.99 0.612 684.98 0.38 0.38
0.23 131.83 131.83 0.813 685.28 0.44 0.44
0.25 160.66 160.66 1.064 685.65 1.03 1.03
0.27 135.58 135.58 1.312 686.02 6.56 6.56
0.29 110.50 110.50 1.507 686.29 13.19 13.19
0.31 85.42 85.42 1.648 686.48 19.69 19.69
0.33 60.34 60.34 1.735 686.61 24.60 24.60
0.35 54.67 54.67 1.790 686.68 26.28 26.28
0.37 49.01 49.01 1.833 686.74 27.58 27.58
0.40 43.34 43.34 1.864 686.78 28.53 28.53
0.42 37.68 37.68 1.884 686.81 29.11 29.11
0.44 36.48 36.48 1.898 686.83 29.46 29.46
0.46 35.27 35.27 1.909 686.85 29.74 29.74
0.48 34.07 34.07 1.917 686.86 29.96 29.96
0.50 32.86 32.86 1.923 686.86 30.11 30.11
0.52 28.24 28.24 1.924 686.87 30.13 30.13
0.54 23.63 23.63 1.917 686.86 29.95 29.95
0.56 19.01 19.01 1.902 686.84 29.57 29.57
0.58 14.39 14.39 1.880 686.81 29.00 29.00
0.60 14.03 14.03 1.856 686.77 28.26 28.26
0.62 13.66 13.66 1.831 686.74 27.53 27.53
0.65 13.29 13.29 1.808 686.71 26.81 26.81
0.67 12.92 12.92 1.785 686.67 26.11 26.11
0.69 12.63 12.63 1.762 686.64 25.43 25.43
0.71 12.34 12.34 1.741 686.61 24.78 24.78
0.73 12.05 12.05 1.720 686.58 23.83 23.83
0.75 11.76 11.76 1.700 686.56 22.71 22.71
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.77 11.53 11.53 1.682 686.53 21.67 21.67
0.79 11.29 11.29 1.665 686.51 20.70 20.70
0.81 11.06 11.06 1.650 686.49 19.80 19.80
0.83 10.82 10.82 1.635 686.47 18.97 18.97
0.85 10.62 10.62 1.622 686.45 18.19 18.19
0.87 10.43 10.43 1.609 686.43 17.47 17.47
0.90 10.23 10.23 1.597 686.41 16.80 16.80
0.92 10.04 10.04 1.586 686.40 16.18 16.18
0.94 9.87 9.87 1.576 686.39 15.78 15.78
0.96 9.71 9.71 1.566 686.37 15.41 15.41
0.98 9.54 9.54 1.556 686.36 15.04 15.04
1.00 9.37 9.37 1.547 686.35 14.69 14.69
1.02 9.23 9.23 1.538 686.33 14.35 14.35
1.04 9.09 9.09 1.529 686.32 14.02 14.02
1.06 8.95 8.95 1.521 686.31 13.70 13.70
1.08 8.81 8.81 1.513 686.30 13.40 13.40
1.10 8.68 8.68 1.505 686.29 13.11 13.11
1.12 8.56 8.56 1.498 686.28 12.82 12.82
1.15 8.43 8.43 1.491 686.27 12.55 12.55
1.17 8.31 8.31 1.484 686.26 12.29 12.29
1.19 8.20 8.20 1.477 686.25 12.03 12.03
1.21 8.09 8.09 1.470 686.24 11.79 11.79
1.23 7.99 7.99 1.464 686.23 11.55 11.55
1.25 7.88 7.88 1.458 686.22 11.32 11.32
1.27 7.78 7.78 1.452 686.21 11.10 11.10
1.29 7.68 7.68 1.447 686.21 10.89 10.89
1.31 7.59 7.59 1.441 686.20 10.69 10.69
1.33 7.49 7.49 1.436 686.19 10.52 10.52
1.35 7.41 7.41 1.431 686.18 10.35 10.35
1.37 7.32 7.32 1.426 686.18 10.19 10.19
1.40 7.23 7.23 1.421 686.17 10.04 10.04
1.42 7.15 7.15 1.416 686.16 9.88 9.88
1.44 7.07 7.07 1.412 686.16 9.73 9.73
1.46 6.99 6.99 1.407 686.15 9.59 9.59
1.48 6.92 6.92 1.403 686.15 9.45 9.45
1.50 6.84 6.84 1.398 686.14 9.31 9.31
1.52 6.77 6.77 1.394 686.13 9.18 9.18
1.54 6.70 6.70 1.390 686.13 9.05 9.05
1.56 6.63 6.63 1.386 686.12 8.92 8.92
1.58 6.56 6.56 1.382 686.12 8.79 8.79
1.60 6.50 6.50 1.378 686.11 8.67 8.67
1.62 6.43 6.43 1.375 686.11 8.55 8.55
1.65 6.37 6.37 1.371 686.10 8.44 8.44
1.67 6.31 6.31 1.367 686.10 8.32 8.32
1.69 6.25 6.25 1.364 686.09 8.22 8.22
1.71 6.19 6.19 1.361 686.09 8.11 8.11
1.73 6.13 6.13 1.357 686.08 8.00 8.00
1.75 6.07 6.07 1.354 686.08 7.90 7.90
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
1.77 6.02 6.02 1.351 686.07 7.80 7.80
1.79 5.97 5.97 1.348 686.07 7.71 7.71
1.81 5.91 5.91 1.345 686.07 7.61 7.61
1.83 5.86 5.86 1.342 686.06 7.52 7.52
1.85 5.81 5.81 1.339 686.06 7.43 7.43
1.87 5.76 5.76 1.337 686.05 7.34 7.34
1.90 5.71 5.71 1.334 686.05 7.25 7.25
1.92 5.66 5.66 1.331 686.05 7.17 7.17
1.94 5.62 5.62 1.329 686.04 7.09 7.09
1.96 5.57 5.57 1.326 686.04 7.01 7.01
1.98 5.53 5.53 1.324 686.04 6.93 6.93
2.00 5.48 5.48 1.322 686.03 6.85 6.85
2.02 5.44 5.44 1.319 686.03 6.78 6.78
2.04 5.40 5.40 1.317 686.03 6.71 6.71
2.06 5.36 5.36 1.315 686.02 6.63 6.63
2.08 5.31 5.31 1.313 686.02 6.56 6.56
Total Routing Mass Balance Discrepancy is 0.03%
DWQ Project No.
DIVISION OF WATER QUALITY - 401 EXTENDED DETENTION (and POCKET*) WETLAND WORKSHEET
1. PROJECT INFORMATION
Project Name: 1-6 A
Contact Person: _Vb;
For projects with multiple basins,
Permanent Pool Elevation
Temporary Pool Elevation
Permanent Pool Surface Area
Drainage Area
Impervious Area
Forebay Surface Area
Marsh 0"-9" Surface Area
Marsh W-18" Surface Area
Micro Pool Surface Area
Temporary Pool Volume
SAIDA used
Diameter of Orifice
II. REQUIRED ITEMS CHECKLIST
complete the following information):
..-I)---
Ei -t t-Er= Sol Phone Number: M4-) 54-a - 4? c>
y which basin ths worksheet applies to: '>o vn ci 2
448. 0 ft. (elevation of the orifice invert out)
It. 3 ft. (elevation of the outlet structure invert in)
Z,? 2 + sq. ft.
2.42 ac.
1.0 ac.
43(v sq. ft.
4 Q z - sq. ft.
141 sq. ft.
41-7 sq. ft.
4.3 43 cu. ft.
1.93
1.3 in.
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(at permanent pool elevation approximately 15%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 35%)*
(at permanent pool elevation approximately 15%)*
(volume detained on top of the permanent pool)
(surface area to drainage area ratio)*
(draw down orifice diameter)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project
Q The temporary pool controls runoff from the 1 inch rain.
• The basin side slopes are no steeper than 3:1.
A A planting plan for the marsh areas with plant species and densities is provided.
Vegetation above the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The temporary pool draws down in 2 to 5 days.
Sediment storage is provided in the permanent pool.
i A sediment disposal area is provided.
A'QG Access is provided for maintenance.
1r2.- A site specific, signed and notarized operation and maintenance agreement is provided.
A- 16 The drainage area (including any offsite area) is delineated on a site plan.
ArQ(' Access is provided for maintenance.
Plan details for the wetland are provided.
jeU Plan details for the inlet and outlet are provided.
A site specific operation and maintenance agreement, signed and notarized by the responsible party is provided (see
http://h2o.ehnr.state.ne.us/ncweVands/0andm.doc).
* Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS - See pp. 19 and 20 of the NC DENR
Stonnwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh.
HOFFMAN VILLAGE
EXTENDED WETLAND DESIGN POND 2
DRAINAGE AREA = 2.42 ACRES
PERCENT IMPERVIOUS = 46
DETERMINE PERMANENT POOL SURFACE AREA:
FROM TABLE 1:1 WITH A PERMANENT POOL DEPTH OF 3 FEET AND 46 PERCENT IMPERVIOUS:
SA/DA = 1.93
REQUIRED SURFACE AREA = (SA/DA)/100 X DRAINAGE AREA
REQUIRED SURFACE AREA = 0.046706 ACRES =
PROVIDED SURFACE AREA =
FOREBAY AREA =
LOW MARSH AREA =
HIGH MARSH AREA =
MICROPOOL AREA =
436 SQUARE FEET OR
992 SQUARE FEET OR
979 SQUARE FEET OR
417 SQUARE FEET OR
VOLUME TO BE CONTROLLED FROM THE 1 INCH STORM:
RUNOFF VOLUME CALCULATION FROM THE SIMPLE METHOD:
2,035 SQUARE FEET
2,824 SQUARE FEET
15 PERCENT
35 PERCENT
35 PERCENT
15 PERCENT
Rv = 0.05 + 0.009(1) Rv = RUNOFF COEFFICIENT I = PERCENT IMPERVIOUS
Rv = 0.464
VOLUME THAT MUST BE CONTROLLED = DESIGN RAINFALL x Rv x DRAINAGE AREA
VOLUME THAT MUST BE CONTROLLED = 0.093573 ACRE FEET = 4,076 CUBIC FEET
VOLUME PROVIDED AT ELEVATION 669.30 = 4,343 CUBIC FEET
EXTENDED DETENTION STORAGE OUTLET SIZE DETERMINATION:
MAXIMUM HEAD AT EXTENDED DETENTION STORAGE = 1.3 FEET
PEAK OUTFLOW RATE FOR DRAWDOWN TIME OF 48 HOURS:
Qpeak = S/(0.5 x 3600 x 48) WHICH EQUALS: STORAGE x 0.0000116 = 0.050379
REQUIRED ORIFICE AREA: A=Qpeak/(0.6 x (64.4 x h)^0.5
REQUIRED ORIFICE AREA = 0.009177 FEET
DIAMETER OF A CIRCULAR ORIFICE = 2 x (REQUIRED ORIFICE AREA/3.14)"0.5
DIAMETER OF A CIRCULAR ORIFICE = 0.108093 FEET = 1.297111 INCHES
USE 1.3 INCH ORIFICE
HOFFMAN VILLAGE - POND 2
WETLAND DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wetland detention basin system is defined as the wetland detention basin, pretreatment including forebays
and the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wetland detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wetland detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wetland detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
For stormwater wetlands: If the elevation of the marsh areas exceed the permanent pool elevation, the
sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of
soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations.
Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled
for more than two weeks.
When the permanent pool depth reads 668.90 feet in the forebay and 665.80 feet in the micro-pool, the
sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
TOP OF DAM 474•2
SEDIMENT REVOVAL EL.648 \1125%
BOTTOM ELEVATION 448. G FOREBAY MAIN POND
SEDIMENT REVOVAL EL. 6LO 75/.
BOTTOM ELEVATION 25'-
TOP OF DAM G?4'2
MICROPOOL
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
. plants shall be encouraged to grow along the vegetated shelf and forebay berm.
Wetland planting densities in the marsh areas should be maintained by replanting bare areas as needed.
Wetland plants should be encouraged to grow in the marsh areas.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wetland detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name:
Title:G L L
Address:
Signature:
Date:
-T
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
Gh i let , a Notary Public for the State of t c;h/ 7V,
County of A (-?Y5?2 , do hereby certify that I- 1w personally appeared before me this ?? day of o()- , and acknowledge the due
execution of the forgoing wetland detention basin maintenance requirements. Witness my hand and official
seal,
SEAL
My commission expires 7 ?r ?,, < !?, C c
Page 2 of 2
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POND DETAILS
POND INVERT - 668.0
POND TOB =674.0
BERM WIDTH - 8'
FOREBAY BERM HEIGTH - 2(670.00)
FOREBAY BERM WIDTH - 2'
RIP-RAP FLOW THROUGH SPILLWAY WIDTH -,r
SEE SFPARATF SHFFT FnR n1ITI FT CTP1lrT1lRF nFTdli
Bp WETLAND LEGEND
S

•''''' '` MICRO POOL (/- 3' DEEP)
•
L.b4Y?:i

?':•:?:?:? HIGH MARSH (-q-18-DEEP)

ALL NON-HATCHED, NON-FOREBAY
AO--A I[` I eVAI AI AMr[ " trW N
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Project: Hoffinan Village
Pond 2
Planting Plan For Extended Detention Stormwater Wetlands - Use of Existing
Hydric Soil
Soil from the existing wetland areas that have permitted for impacts will be stripped and
stored as feasible for utilization in lining the proposed wetland site. Other topsoil adjacent
to the wetlands may also be suitable. Using these existing soils should hasten the
development of vegetated cover and hydric soil conditions. This is also an excellent use
of an important natural resource.
Many of the recommended planted species currently exist in the vicinity of the area to be
utilized for this function. The majority of the species in the wetlands include Obligate
(OBL) and Facultative Wet (FACW) vegetation. Herbaceous plant species present
include S oftrush (Juncus e ffusus), sedge (Carex s pp.), Duck p otato (Sagitaria 1 atifolia,
Arrow arum (Peltandra virginia), Common Three-Square (Scirpus pungens), Touch-me-
not (Impatiens capensis), Smartweed (Polygonum spp.), and others. Supplemental
plantings will be selected from Table 2.2 "Wetland Plants" (table attached) in the
Stormwater Best Management Practices, NCDENR, April, 1999 based on actual field
conditions, if required. Being that the site is in the vicinity of other wetlands and
floodplain a reas i t i s e xpected t hat t he a rea will b enefit from t he n atural s eed s ources
available. It is expected that herbaceous and scrub/shrub wetland species will rapidly
volunteer in the area.
Planting shall be in naturalistic / random clumps to encourage diversity. Specific plant
species, quantities, and size, which will be utilized for the mitigation sites will be
dependent on availability, cost, time of year in which planting occurs. Control structures
such as sedimentation traps, siltation barriers, and/or at a minimum silt fence will be
utilized as necessary.
Seedinz SpeciFcation for Herbaceous and Cover Crop in Wetland Mitigation Sites
Zone 1 - Wetland areas in temporarily saturated soils or subiect to occasional and brief inundation
Dates Tvves Rate
April 1 - Jul. 15 Red Top Grass
Smartweed
7 lbs/acre
20 lbs /acre
Jul. 16 - Sept. 1 Temporary Crop
Jap. Millet or Sorghum 201bs /acre
(to be followed by permanent mixture)
Sept. 2 - Nov. 1 Smartweed
Red Top Grass
20 lbs /acre
71bs/acre
Nov. 1 - March 31 Temporary Crop 40 lbs /acre
Wheat or Winter Rye
(to be followed by permanent mixture)
The following species may be substituted:
- Bidens connata (Beggar's Tick) and other Biden's species
- Leersia oryzoides (Rice Cutgrass)
- Panicum viratum (Switchgrass)
- Peltandra virginica (Arrow Arum)
Seeding Instructions
1) Seed in the dry period
2) Use of filler, such as sand to dilute the seed to ensure uniform ground coverage
when broadcasting
3) Tree and shrub planting should be completed first before seeding
4) Pure live seed shall be specified and approved prior to planting.
Herbaceous species may with a wetland seed mix which will result in coverage of at least
100 stems per square meter upon germination. Substitutions may be permitted with
approval. Other native grasses or annuals may be selected. No fescue will be used in
wetland areas. Annual grasses shall be utilized for stabilization on surrounding slopes
within Mitigation Area rather than perennials to allow natural succession. If a perennial is
required for erosion control than a mixture shall be selected that allows natural
volunteering to occur.
OUTLET STRUCTURE DESIGN
x
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Basin Storage/Elevation Input
Elevation Storage
(ft) (acre-ft)
668 0
669 0.0728
670 0.1625
671 0.2707
672 0.3994
673 0.5501
674 0.7250
Outlet Structure Configuration
Outlet Structure Configuration for Hoffman Village - Pond 2
Stage 1: Circular Orifice
Invert Elevation = 668 feet
Diameter = .0092 feet
Discharge Coefficient =.6
Stage 2: Rectangular Orifice
Invert Elevation = 669.3 feet
Width = 3 feet
Height = .5 feet
Discharge Coefficient = .6
Stage 3: Outfall Culvert
Invert Elevation = 665 feet
Pipe Diameter = 1 feet
Pipe Length = 60 feet
Pipe Slope =.0167 ft/ft
Manning n = .013
Entrance Condition = SOH
Number of Barrels = 1
U)
F-
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Basin Rating Curve
Outlet Rating Table for Hoffman Village - Pond 2
Basin Basin Riser Box Tailwater Outfall
Water Outflow Water Elevation Culvert
Elevation (cfs) Elevation (ft) Control
668.00 0.00 N/A N/A N/A
668.20 0.00 N/A N/A N/A
668.40 0.00 N/A N/A N/A
668.60 0.00 N/A N/A N/A
668.80 0.00 N/A N/A N/A
669.00 0.00 N/A N/A N/A
669.20 0.00 N/A N/A N/A
669.40 0.30 N/A N/A N/A
669.60 1.53 N/A N/A N/A
669.80 3.61 N/A N/A N/A
670.00 4.85 N/A N/A N/A
670.20 5.82 N/A N/A N/A
670.40 6.66 N/A N/A N/A
670.60 7.40 N/A N/A N/A
670.80 8.08 N/A N/A N/A
671.00 8.70 N/A N/A N/A
671.20 9.28 N/A N/A N/A
671.40 9.82 N/A N/A N/A
671.60 10.34 N/A N/A N/A
671.80 10.83 N/A N/A N/A
672.00 11.31 N/A N/A N/A
672.20 11.76 N/A N/A N/A
672.40 12.19 N/A N/A N/A
672.60 12.61 N/A N/A N/A
672.80 13.02 N/A N/A N/A
673.00 13.42 N/A N/A N/A
673.20 13.80 N/A N/A N/A
673.40 14.17 N/A N/A N/A
673.60 14.54 N/A N/A N/A
673.80 14.89 N/A N/A N/A
674.00 15.24 N/A N/A N/A
EMERGENCY SPILLWAY
ELEV = 673.00
(4' WIDE)
EMBANKMENT STABILIZED -
WITH VEGETATION & EROSION
CONTROL FABRIC
PROPOSED GRADE
SELECT FILL PLACED
IN LAYERS; CONTRACTOR IS
RESPONSIBLE FOR COORDINATION
WITH GEOTECHNICAL ENGINEER
TO DETERMINE SUITABLE MATERIAL
AND PLACEMENT METHODOLOGY
RIP RAP APRON
(CLASS B STONE)
10'x4'x18"
60.0 LF 15" RCP @ 1.67/

INV. OUT (15" RCP) = 664.00 \
8'
2/ 2/
-+r TOP DAM 674.90
---- -•-? 100 YR ELEV - 670.02
10 YR ELEV = 669.73
SEE PLAN SHEET FOR LAYOUT
OF MICRO POOL, HIGH MARSH,
LOW MARSH, & FOREBAY.
11 SLAB TOP W/ MANHOLE FOR ACCESS
TOP OF RISER = 670.50
STANDARD 4' DIA. RC MANHOLE 4PERMANENT W.S
(SEE ADDITIONAL RISER DETAIL) ELEV. - 668.00
X16 LF 3" PVC
INV = 668.00 _
INV - 667.00
/? 6" DRAIN - 666.00
.tom X90° ELBOW
I m TRENCH
1- 4.25'X 4.25' ANTI - SEEP
COLLAR
x--16 LF 6" DIP
c ?\\ INV - 665.00
°
INV = 665.00
POND DRAIN VALVE
=> (SHUT-OFF VALVE TO
w ° BE LOCATED NEAR THE
TOP OF THE RISER)
NOTE: DO NOT LOCATE CLOSER
THAN 2' FROM PIPE JOINT
BIVIP 2 -
NTS
WETLAND
POND BOTTOM= VARIES
(MICRO POOL = 665.00
LOW MARSH = 668.00-668.75
HIGH MARSH = 668.75-669.50)
CROSS SECTION
Predevelopment
Peak Flow Calculations
Input Paramenters:
Time of Concentration: 14 minutes
Drainage Area: 2.42 acres
Weighted `C' Factor: 0.25
€t
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0-4
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SCS Segmental Travel Time
Summary for Predevelopment - Pond 2
Segment 1: Overland Flow
L =100 ft, S = 0.07 ft/ft, n =.4, P(2yr/24hr) = 3.12 in
Travel Time =13.2 minutes
Segment 2: Concentrated Flow
L =100 ft, S =.16 ft/ft, Unpaved surface
Travel Time =.3 minutes
Total Travel Time =13.43 Minutes
Rational Formula Hydrograph
SCS 24 - Hour Storm Distribution
2 Year, Type 2 Rainfall: 3.12 inches at Hoffman Village - Pond 2 2yr predevelopment
Time of Concentration: 14 min.
Drainage Area: 2.420 acres.
Weighted 'C' Factor: 0.250
Rainfall Rainfall
Time Incr. Total Intensity Flow
(min) (inches) (inches) (in/hr) (cfs)
0 0.00 0.00 0.00 0.00
14 0.07 0.07 0.29 0.18
28 0.14 0.21 0.60 0.37
42 0.83 1.04 3.58 2.16
56 0.31 1.36 1.34 0.81
70 0.10 1.45 0.41 0.25
84 0.08 1.53 0.34 0.21
98 0.06 1.59 0.26 0.16
112 0.05 1.65 0.23 0.14
126 0.05 1.70 0.21 0.13
140 0.05 1.74 0.19 0.12
At time = 350 minutes, the flow is 0.06 CFS.
Rational Formula Hydrograph
SCS 24 - Hour Storm Distribution
10 Year, Type 2 Rainfall: 4.80 inches at Hoffman Village - Pond 2 10 yr predevelopment
Time of Concentration: 14 min.
Drainage Area: 2.420 acres.
Weighted 'C' Factor: 0.250

Time
(min) Rainfall
Incr. Total
(inches) (inches) Rainfall
Intensity
(in/hr)
Flow
(cfs)
0 0.00 0.00 0.00 0.00
14 0.11 0.11 0.45 0.27
28 0.22 0.32 0.93 0.56
42 1.28 1.61 5.50 3.33
56 0.48 2.09 2.07 1.25
70 0.15 2.24 0.63 0.38
84 0.12 2.36 0.52 0.32
98 0.09 2.45 0.40 0.24
112 0.08 2.53 0.36 0.22
126 0.08 2.61 0.32 0.20
140 0.07 2.68 0.30 0.18
At time = 350 minutes, the flow is 0.09 CFS.
Rational Formula Hydrograph
SCS 24 - Hour Storm Distribution
50 Year, Type 2 Rainfall: 6.48 inches at Hoffman Village - Pond 2 50 yr predevelopment
Time of Concentration: 14 min.
Drainage Area: 2.420 acres.
Weighted 'C'Factor: 0.250

Time
(min) Rainfall
Incr. Total
(inches) (inches) Rainfall
Intensity
(in/hr)
Flow
(cfs)
0 0.00 0.00 0.00 0.00
14 0.14 0.14 0.61 0.37
28 0.29 0.43 1.26 0.76
42 1.73 2.17 7.43 4.50
56 0.65 2.82 2.79 1.69
70 0.20 3.02 0.86 0.52
84 0.17 3.18 0.71 0.43
98 0.13 3.31 0.54 0.32
112 0.11 3.42 0.48 0.29
126 0.10 3.52 0.44 0.27
140 0.09 3.62 0.40 0.24
At time = 350 minutes, the flow is 0.12 CFS.
Rational Formula Hydrograph
SCS 24 - Hour Storm Distribution
100 Year, Type 2 Rainfall: 6.96 inches at Hoffman Village - Pond 2 100yr predevelopment
Time of Concentration: 14 min.
Drainage Area: 2.420 acres.
Weighted 'C' Factor: 0.250

Time
(min) Rainfall
Incr. Total
(inches) (inches) Rainfall
Intensity
(in/hr)
Flow
(cfs)
0 0.00 0.00 0.00 0.00
14 0.15 0.15 0.65 0.40
28 0.31 0.47 1.35 0.82
42 1.86 2.33 7.98 4.83
56 0.70 3.03 3.00 1.81
70 0.21 3.24 0.92 0.56
84 0.18 3.42 0.76 0.46
98 0.13 3.55 0.58 0.35
112 0.12 3.68 0.52 0.31
126 0.11 3.79 0.47 0.28
140 0.10 3.89 0.43 0.26
At time = 350 minutes, the flow is 0.13 CFS.
Modified Puls Routing
Inflow Hydrograph: G:\PROJECT2\JDH\H&H\2-2POST.HYD
Storage/Elevation Curve: G:\PROJECT2\JDH\H&H\HOFF2.ES
Discharge/Elevation Curve: G:\PROJECT2\JDH\H&H\HOFFMAN2.EO
Basin Bypass Capacity = 0.0 cfs
Starting Pool Elevation = 668.00 feet
Time Interval = 2.083333E-02 hours
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.00 0.00 0.00 0.000 668.00 0.00 0.00
0.02 0.36 0.36 0.000 668.00 0.00 0.00
0.04 0.72 0.72 0.001 668.02 0.00 0.00
0.06 1.08 1.08 0.003 668.04 0.00 0.00
0.08 1.44 1.44 0.005 668.07 0.00 0.00
0.10 1.63 1.63 0.008 668.10 0.00 0.00
0.12 1.83 1.83 0.011 668.15 0.00 0.00
0.15 2.02 2.02 0.014 668.19 0.00 0.00
0.17 2.21 2.21 0.018 668.24 0.00 0.00
0.19 3.62 3.62 0.023 668.31 0.00 0.00
0.21 5.03 5.03 0.030 668.41 0.00 0.00
0.23 6.44 6.44 0.040 668.55 0.00 0.00
0.25 7.85 7.85 0.052 668.72 0.00 0.00
0.27 6.62 6.62 0.065 668.89 0.00 0.00
0.29 5.40 5.40 0.075 669.02 0.00 0.00
0.31 4.17 4.17 0.083 669.12 0.00 0.00
0.33 2.95 2.95 0.089 669.18 0.00 0.00
0.35 2.67 2.67 0.094 669.24 0.06 0.06
0.37 2.39 2.39 0.098 669.29 0.13 0.13
0.40 2.12 2.12 0.102 669.33 0.19 0.19
0.42 1.84 1.84 0.105 669.36 0.24 0.24
0.44 1.78 1.78 0.108 669.39 0.28 0.28
0.46 1.72 1.72 0.110 669.42 0.40 0.40
0.48 1.66 1.66 0.112 669.44 0.54 0.54
0.50 1.61 1.61 0.114 669.46 0.67 0.67
0.52 1.38 1.38 0.115 669.47 0.76 0.76
0.54 1.15 1.15 0.116 669.48 0.82 0.82
0.56 0.93 0.93 0.117 669.49 0.84 0.84
0.58 0.70 0.70 0.117 669.49 0.84 0.84
0.60 0.69 0.69 0.116 669.48 0.82 0.82
0.62 0.67 0.67 0.116 669.48 0.81 0.81
0.65 0.65 0.65 0.116 669.48 0.79 0.79
0.67 0.63 0.63 0.116 669.48 0.77 0.77
0.69 0.62 0.62 0.115 669.47 0.76 0.76
0.71 0.60 0.60 0.115 669.47 0.74 0.74
0.73 0.59 0.59 0.115 669.47 0.72 0.72
0.75 0.57 0.57 0.115 669.47 0.71 0.71
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.77 0.56 0.56 0.114 669.46 0.69 0.69
0.79 0.55 0.55 0.114 669.46 0.68 0.68
0.81 0.54 0.54 0.114 669.46 0.66 0.66
0.83 0.53 0.53 0.114 669.46 0.65 0.65
0.85 0.52 0.52 0.114 669.45 0.63 0.63
0.87 0.51 0.51 0.113 669.45 0.62 0.62
0.90 0.50 0.50 0.113 669.45 0.61 0.61
0.92 0.49 0.49 0.113 669.45 0.59 0.59
0.94 0.48 0.48 0.113 669.45 0.58 0.58
0.96 0.47 0.47 0.113 669.44 0.57 0.57
0.98 0.47 0.47 0.113 669.44 0.56 0.56
1.00 0.46 0.46 0.112 669.44 0.55 0.55
1.02 0.45 0.45 0.112 669.44 0.54 0.54
1.04 0.44 0.44 0.112 669.44 0.53 0.53
1.06 0.44 0.44 0.112 669.44 0.52 0.52
1.08 0.43 0.43 0.112 669.43 0.51 0.51
1.10 0.42 0.42 0.112 669.43 0.50 0.50
1.12 0.42 0.42 0.112 669.43 0.49 0.49
1.15 0.41 0.41 0.111 669.43 0.48 0.48
1.17 0.41 0.41 0.111 669.43 0.47 0.47
1.19 0.40 0.40 0.111 669.43 0.47 0.47
1.21 0.40 0.40 0.111 669.43 0.46 0.46
1.23 0.39 0.39 0.111 669.43 0.45 0.45
1.25 0.38 0.38 0.111 669.42 0.44 0.44
1.27 0.38 0.38 0.111 669.42 0.44 0.44
1.29 0.38 0.38 0.111 669.42 0.43 0.43
1.31 0.37 0.37 0.111 669.42 0.42 0.42
1.33 0.37 0.37 0.110 669.42 0.42 0.42
1.35 0.36 0.36 0.110 669.42 0.41 0.41
1.37 0.36 0.36 0.110 669.42 0.41 0.41
1.40 0.35 0.35 0.110 669.42 0.40 0.40
1.42 0.35 0.35 0.110 669.42 0.39 0.39
1.44 0.35 0.35 0.110 669.42 0.39 0.39
1.46 0.34 0.34 0.110 669.41 0.38 0.38
1.48 0.34 0.34 0.110 669.41 0.38 0.38
1.50 0.33 0.33 0.110 669.41 0.37 0.37
1.52 0.33 0.33 0.110 669.41 0.37 0.37
1.54 0.33 0.33 0.110 669.41 0.37 0.37
1.56 0.32 0.32 0.110 669.41 0.36 0.36
1.58 0.32 0.32 0.110 669.41 0.36 0.36
1.60 0.32 0.32 0.109 669.41 0.35 0.35
1.62 0.31 0.31 0.109 669.41 0.35 0.35
1.65 0.31 0.31 0.109 669.41 0.34 0.34
1.67 0.31 0.31 0.109 669.41 0.34 0.34
1.69 0.31 0.31 0.109 669.41 0.34 0.34
1.71 0.30 0.30 0.109 669.41 0.33 0.33
1.73 0.30 0.30 0.109 669.41 0.33 0.33
1.75 0.30 0.30 0.109 669.40 0.33 0.33
H
U
Event Hydrograph Basin
Time Inflow Inflow
(hours) (cfs) (cfs)
1.77 0.29 0.29
1.79 0.29 0.29
1.81 0.29 0.29
1.83 0.29 0.29
1.85 0.28 0.28
1.87 0.28 0.28
1.90 0.28 0.28
1.92 0.28 0.28
1.94 0.27 0.27
1.96 0.27 0.27
1.98 0.27 0.27
2.00 0.27 0.27
2.02 0.27 0.27
2.04 0.26 0.26
2.06 0.26 0.26
2.08 0.26 0.26
Storage Elevation Basin
Used Above MSL Outflow
(acre-ft) (feet) (cfs)
0.109 669.40 0.32
0.109 669.40 0.32
0.109 669.40 0.32
0.109 669.40 0.31
0.109 669.40 0.31
0.109 669.40 0.31
0.109 669.40 0.30
0.109 669.40 0.30
0.109 669.40 0.30
0.109 669.40 0.30
0.109 669.40 0.30
0.109 669.40 0.29
0.109 669.40 0.29
0.108 669.40 0.29
0.108 669.40 0.29
0.108 669.40 0.29
Total Routing Mass Balance Discrepancy is 0.02%
Outflow
Total
(cfs)
0.32
0.32
0.32
0.31
0.31
0.31
0.30
0.30
0.30
0.30
0.30
0.29
0.29
0.29
0.29
0.29
U
Modified Puls Routing
Inflow Hydrograph: G:\PROJECT2\JDH\H&H\2-10POST.HYD
Storage/Elevation Curve: G:\PROJECT2\JDH\H&H\HOFF2.ES
Discharge/Elevation Curve: G:\PROJECT2\JDH\H&H\HOFFMAN2.EO
Basin Bypass Capacity = 0.0 cfs
Starting Pool Elevation = 668.00 feet
Time Interval = 2.083333E-02 hours
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.00 0.00 0.00 0.000 668.00 0.00 0.00
0.02 0.55 0.55 0.000 668.01 0.00 0.00
0.04 1.11 1.11 0.002 668.03 0.00 0.00
0.06 1.66 1.66 0.004 668.06 0.00 0.00
0.08 2.22 2.22 0.008 668.10 0.00 0.00
0.10 2.51 2.51 0.012 668.16 0.00 0.00
0.12 2.81 2.81 0.016 668.22 0.00 0.00
0.15 3.11 3.11 0.021 668.29 0.00 0.00
0.17 3.41 3.41 0.027 668.37 0.00 0.00
0.19 5.57 5.57 0.035 668.48 0.00 0.00
0.21 7.74 7.74 0.046 668.63 0.00 0.00
0.23 9.91 9.91 0.061 668.84 0.00 0.00
0.25 12.08 12.08 0.080 669.08 0.00 0.00
0.27 10.19 10.19 0.099 669.30 0.14 0.14
0.29 8.31 8.31 0.115 669.47 0.70 0.70
0.31 6.42 6.42 0.125 669.59 1.45 1.45
0.33 4.54 4.54 0.132 669.66 2.13 2.13
0.35 4.11 4.11 0.135 669.70 2.53 2.53
0.37 3.68 3.68 0.137 669.72 2.77 2.77
0.40 3.26 3.26 0.138 669.73 2.90 2.90
0.42 2.83 2.83 0.139 669.73 2.93 2.93
0.44 2.74 2.74 0.138 669.73 2.90 2.90
0.46 2.65 2.65 0.138 669.73 2.86 2.86
0.48 2.56 2.56 0.138 669.72 2.82 2.82
0.50 2.47 2.47 0.137 669.72 2.76 2.76
0.52 2.12 2.12 0.136 669.71 2.68 2.68
0.54 1.78 1.78 0.135 669.70 2.55 2.55
0.56 1.43 1.43 0.134 669.68 2.37 2.37
0.58 1.08 1.08 0.132 669.66 2.17 2.17
0.60 1.05 1.05 0.130 669.64 1.97 1.97
0.62 1.03 1.03 0.129 669.63 1.80 1.80
0.65 1.00 1.00 0.128 669.61 1.66 1.66
0.67 0.97 0.97 0.127 669.60 1.54 1.54
0.69 0.95 0.95 0.126 669.59 1.47 1.47
0.71 0.93 0.93 0.125 669.58 1.41 1.41
0.73 0.91 0.91 0.124 669.57 1.36 1.36
0.75 0.88 0.88 0.123 669.56 1.30 1.30
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.77 0.87 0.87 0.123 669.56 1.26 1.26
0.79 0.85 0.85 0.122 669.55 1.21 1.21
0.81 0.83 0.83 0.121 669.54 1.17 1.17
0.83 0.81 0.81 0.121 669.53 1.13 1.13
0.85 0.80 0.80 0.120 669.53 1.09 1.09
0.87 0.78 0.78 0.120 669.52 1.06 1.06
0.90 0.77 0.77 0.119 669.52 1.03 1.03
0.92 0.75 0.75 0.119 669.51 1.00 1.00
0.94 0.74 0.74 0.118 669.51 0.97 0.97
0.96 0.73 0.73 0.118 669.50 0.94 0.94
0.98 0.72 0.72 0.118 669.50 0.92 0.92
1.00 0.70 0.70 0.117 669.50 0.90 0.90
1.02 0.69 0.69 0.117 669.49 0.87 0.87
1.04 0.68 0.68 0.117 669.49 0.85 0.85
1.06 0.67 0.67 0.116 669.49 0.83 0.83
1.08 0.66 0.66 0.116 669.48 0.81 0.81
1.10 0.65 0.65 0.116 669.48 0.80 0.80
1.12 0.64 0.64 0.116 669.48 0.78 0.78
1.15 0.63 0.63 0.115 669.48 0.76 0.76
1.17 0.62 0.62 0.115 669.47 0.75 0.75
1.19 0.62 0.62 0.115 669.47 0.74 0.74
1.21 0.61 0.61 0.115 669.47 0.72 0.72
1.23 0.60 0.60 0.115 669.47 0.71 0.71
1.25 0.59 0.59 0.114 669.46 0.70 0.70
1.27 0.58 0.58 0.114 669.46 0.68 0.68
1.29 0.58 0.58 0.114 669.46 0.67 0.67
1.31 0.57 0.57 0.114 669.46 0.66 0.66
1.33 0.56 0.56 0.114 669.46 0.65 0.65
1.35 0.56 0.56 0.114 669.46 0.64 0.64
1.37 0.55 0.55 0.114 669.45 0.63 0.63
1.40 0.54 0.54 0.113 669.45 0.62 0.62
1.42 0.54 0.54 0.113 669.45 0.61 0.61
1.44 0.53 0.53 0.113 669.45 0.60 0.60
1.46 0.53 0.53 0.113 669.45 0.60 0.60
1.48 0.52 0.52 0.113 669.45 0.59 0.59
1.50 0.51 0.51 0.113 669.45 0.58 0.58
1.52 0.51 0.51 0.113 669.44 0.57 0.57
1.54 0.50 0.50 0.113 669.44 0.56 0.56
1.56 0.50 0.50 0.112 669.44 0.56 0.56
1.58 0.49 0.49 0.112 669.44 0.55 0.55
1.60 0.49 0.49 0.112 669.44 0.54 0.54
1.62 0.48 0.48 0.112 669.44 0.54 0.54
1.65 0.48 0.48 0.112 669.44 0.53 0.53
1.67 0.47 0.47 0.112 669.44 0.52 0.52
1.69 0.47 0.47 0.112 669.44 0.52 0.52
1.71 0.47 0.47 0.112 669.44 0.51 0.51
1.73 0.46 0.46 0.112 669.43 0.51 0.51
1.75 0.46 0.46 0.112 669.43 0.50 0.50
Event
Time
(hours) Hydrograph
Inflow
(cfs) Basin
Inflow
(cfs) Storage
Used
(acre-ft) Elevation Basin
Above MSL Outflow
(feet) (cfs) Outflow
Total
(cfs)
1.77 0.45 0.45 0.112 669.43 0.50 0.50
1.79 0.45 0.45 0.112 669.43 0.49 0.49
1.81 0.44 0.44 0.111 669.43 0.49 0.49
1.83 0.44 0.44 0.111 669.43 0.48 0.48
1.85 0.44 0.44 0.111 669.43 0.48 0.48
1.87 0.43 0.43 0.111 669.43 0.47 0.47
1.90 0.43 0.43 0.111 669.43 0.47 0.47
1.92 0.43 0.43 0.111 669.43 0.46 0.46
1.94 0.42 0.42 0.111 669.43 0.46 0.46
1.96 0.42 0.42 0.111 669.43 0.45 0.45
1.98 0.42 0.42 0.111 669.42 0.45 0.45
2.00 0.41 0.41 0.111 669.42 0.45 0.45
2.02 0.41 0.41 0.111 669.42 0.44 0.44
2.04 0.41 0.41 0.111 669.42 0.44 0.44
2.06 0.40 0.40 0.111 669.42 0.43 0.43
2.08 0.40 0.40 0.111 669.42 0.43 0.43
Total Routing Mass Balance Discrepancy is 0.01%
I

Modified Puls Routing
Inflow Hydrograph: G:\PROJECT2\JDH\H&H\2-50POST.HYD
Storage/Elevation Curve: G:\PROJECT2\JDH\H&H\HOFF2.ES
Discharge/Elevation Curve: G:\PROJECT2\JDH\H&H\HOFFMAN2.EO
Basin Bypass Capacity = 0.0 cfs
Starting Pool Elevation = 668.00 feet
Time Interval = 2.083333E-02 hours
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.00 0.00 0.00 0.000 668.00 0.00 0.00
0.02 0.75 0.75 0.001 668.01 0.00 0.00
0.04 1.50 1.50 0.003 668.04 0.00 0.00
0.06 2.24 2.24 0.006 668.08 0.00 0.00
0.08 2.99 2.99 0.010 668.14 0.00 0.00
0.10 3.39 3.39 0.016 668.22 0.00 0.00
0.12 3.79 3.79 0.022 668.30 0.00 0.00
0.15 4.20 4.20 0.029 668.40 0.00 0.00
0.17 4.60 4.60 0.036 668.50 0.00 0.00
0.19 7.53 7.53 0.047 668.64 0.00 0.00
0.21 10.45 10.45 0.062 668.86 0.00 0.00
0.23 13.38 13.38 0.083 669.11 0.00 0.00
0.25 16.30 16.30 0.108 669.39 0.29 0.29
0.27 13.76 13.76 0.132 669.66 2.15 2.15
0.29 11.21 11.21 0.148 669.84 3.87 3.87
0.31 8.67 8.67 0.158 669.95 4.55 4.55
0.33 6.12 6.12 0.163 670.00 4.86 4.86
0.35 5.55 5.55 0.164 670.02 4.93 4.93
0.37 4.97 4.97 0.165 670.02 4.96 4.96
0.40 4.40 4.40 0.164 670.02 4.94 4.94
0.42 3.82 3.82 0.163 670.01 4.87 4.87
0.44 3.70 3.70 0.161 669.99 4.76 4.76
0.46 3.58 3.58 0.159 669.97 4.64 4.64
0.48 3.46 3.46 0.158 669.95 4.51 4.51
0.50 3.33 3.33 0.156 669.93 4.39 4.39
0.52 2.87 2.87 0.154 669.90 4.24 4.24
0.54 2.40 2.40 0.151 669.87 4.06 4.06
0.56 1.93 1.93 0.148 669.84 3.85 3.85
0.58 1.46 1.46 0.145 669.80 3.61 3.61
0.60 1.42 1.42 0.141 669.76 3.22 3.22
0.62 1.39 1.39 0.138 669.73 2.89 2.89
0.65 1.35 1.35 0.136 669.70 2.61 2.61
0.67 1.31 1.31 0.134 669.68 2.38 2.38
0.69 1.28 1.28 0.132 669.66 2.18 2.18
0.71 1.25 1.25 0.131 669.65 2.02 2.02
0.73 1.22 1.22 0.130 669.63 1.88 1.88
0.75 1.19 1.19 0.129 669.62 1.75 1.75
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.77 1.17 1.17 0.128 669.61 1.65 1.65
0.79 1.15 1.15 0.127 669.60 1.56 1.56
0.81 1.12 1.12 0.126 669.60 1.50 1.50
0.83 1.10 1.10 0.126 669.59 1.46 1.46
0.85 1.08 1.08 0.125 669.58 1.42 1.42
0.87 1.06 1.06 0.124 669.57 1.38 1.38
0.90 1.04 1.04 0.124 669.57 1.34 1.34
0.92 1.02 1.02 0.123 669.56 1.31 1.31
0.94 1.00 1.00 0.123 669.56 1.27 1.27
0.96 0.98 0.98 0.122 669.55 1.24 1.24
0.98 0.97 0.97 0.122 669.55 1.21 1.21
1.00 0.95 0.95 0.122 669.54 1.18 1.18
1.02 0.94 0.94 0.121 669.54 1.16 1.16
1.04 0.92 0.92 0.121 669.53 1.13 1.13
1.06 0.91 0.91 0.120 669.53 1.11 1.11
1.08 0.89 0.89 0.120 669.53 1.08 1.08
1.10 0.88 0.88 0.120 669.52 1.06 1.06
1.12 0.87 0.87 0.119 669.52 1.04 1.04
1.15 0.86 0.86 0.119 669.52 1.02 1.02
1.17 0.84 0.84 0.119 669.51 1.00 1.00
1.19 0.83 0.83 0.119 669.51 0.98 0.98
1.21 0.82 0.82 0.118 669.51 0.97 0.97
1.23 0.81 0.81 0.118 669.51 0.95 0.95
1.25 0.80 0.80 0.118 669.50 0.93 0.93
1.27 0.79 0.79 0.118 669.50 0.92 0.92
1.29 0.78 0.78 0.117 669.50 0.90 0.90
1.31 0.77 0.77 0.117 669.50 0.89 0.89
1.33 0.76 0.76 0.117 669.49 0.87 0.87
1.35 0.75 0.75 0.117 669.49 0.86 0.86
1.37 0.74 0.74 0.117 669.49 0.85 0.85
1.40 0.73 0.73 0.117 669.49 0.84 0.84
1.42 0.73 0.73 0.116 669.49 0.82 0.82
1.44 0.72 0.72 0.116 669.48 0.81 0.81
1.46 0.71 0.71 0.116 669.48 0.80 0.80
1.48 0.70 0.70 0.116 669.48 0.79 0.79
1.50 0.69 0.69 0.116 669.48 0.78 0.78
1.52 0.69 0.69 0.116 669.48 0.77 0.77
1.54 0.68 0.68 0.115 669.48 0.76 0.76
1.56 0.67 0.67 0.115 669.47 0.75 0.75
1.58 0.67 0.67 0.115 669.47 0.74 0.74
1.60 0.66 0.66 0.115 669.47 0.73 0.73
1.62 0.65 0.65 0.115 669.47 0.72 0.72
1.65 0.65 0.65 0.115 669.47 0.72 0.72
1.67 0.64 0.64 0.115 669.47 0.71 0.71
1.69 0.63 0.63 0.115 669.47 0.70 0.70
1.71 0.63 0.63 0.114 669.46 0.69 0.69
1.73 0.62 0.62 0.114 669.46 0.68 0.68
1.75 0.62 0.62 0.114 669.46 0.68 0.68
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
1.77 0.61 0.61 0.114 669.46 0.67 0.67
1.79 0.61 0.61 0.114 669.46 0.66 0.66
1.81 0.60 0.60 0.114 669.46 0.66 0.66
1.83 0.59 0.59 0.114 669.46 0.65 0.65
1.85 0.59 0.59 0.114 669.46 0.64 0.64
1.87 0.58 0.58 0.114 669.46 0.64 0.64
1.90 0.58 0.58 0.114 669.45 0.63 0.63
1.92 0.57 0.57 0.113 669.45 0.63 0.63
1.94 0.57 0.57 0.113 669.45 0.62 0.62
1.96 0.57 0.57 0.113 669.45 0.61 0.61
1.98 0.56 0.56 0.113 669.45 0.61 0.61
2.00 0.56 0.56 0.113 669.45 0.60 0.60
2.02 0.55 0.55 0.113 669.45 0.60 0.60
2.04 0.55 0.55 0.113 669.45 0.59 0.59
2.06 0.54 0.54 0.113 669.45 0.59 0.59
2.08 0.54 0.54 0.113 669.45 0.58 0.58
Total Routing Mass Balance Discrepancy is 0.01%
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Modified Puls Routing
Inflow Hydrograph: G:\PROJECT2\JDH\H&H\2-100PST.HYD
Storage/Elevation Curve: G:\PROJECT2\JDH\H&H\HOFF2.ES
Discharge/Elevation Curve: G:\PROJECT2\JDH\H&H\HOFFMAN2.EO
Basin Bypass Capacity = 0.0 cfs
Starting Pool Elevation = 668.00 feet
Time Interval = 2.083333E-02 hours
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.00 0.00 0.00 0.000 668.00 0.00 0.00
0.02 0.80 0.80 0.001 668.01 0.00 0.00
0.04 1.61 1.61 0.003 668.04 0.00 0.00
0.06 2.41 2.41 0.006 668.09 0.00 0.00
0.08 3.21 3.21 0.011 668.15 0.00 0.00
0.10 3.64 3.64 0.017 668.23 0.00 0.00
0.12 4.08 4.08 0.024 668.32 0.00 0.00
0.15 4.51 4.51 0.031 668.43 0.00 0.00
0.17 4.94 4.94 0.039 668.54 0.00 0.00
0.19 8.08 8.08 0.050 668.69 0.00 0.00
0.21 11.23 11.23 0.067 668.92 0.00 0.00
0.23 14.37 14.37 0.089 669.18 0.00 0.00
0.25 17.51 17.51 0.116 669.48 0.79 0.79
0.27 14.78 14.78 0.140 669.75 3.11 3.11
0.29 12.04 12.04 0.157 669.94 4.45 4.45
0.31 9.31 9.31 0.167 670.04 5.05 5.05
0.33 6.58 6.58 0.172 670.09 5.27 5.27
0.35 5.96 5.96 0.173 670.10 5.34 5.34
0.37 5.34 5.34 0.174 670.11 5.36 5.36
0.40 4.72 4.72 0.173 670.10 5.34 5.34
0.42 4.11 4.11 0.172 670.09 5.27 5.27
0.44 3.98 3.98 0.170 670.07 5.18 5.18
0.46 3.84 3.84 0.168 670.05 5.08 5.08
0.48 3.71 3.71 0.166 670.03 4.99 4.99
0.50 3.58 3.58 0.163 670.01 4.89 4.89
0.52 3.08 3.08 0.161 669.98 4.73 4.73
0.54 2.58 2.58 0.158 669.95 4.52 4.52
0.56 2.07 2.07 0.154 669.91 4.27 4.27
0.58 1.57 1.57 0.150 669.86 4.00 4.00
0.60 1.53 1.53 0.146 669.82 3.72 3.72
0.62 1.49 1.49 0.143 669.78 3.39 3.39
0.65 1.45 1.45 0.140 669.75 3.04 3.04
0.67 1.41 1.41 0.137 669.72 2.75 2.75
0.69 1.38 1.38 0.135 669.69 2.50 2.50
0.71 1.35 1.35 0.133 669.67 2.30 2.30
0.73 1.31 1.31 0.132 669.66 2.12 2.12
0.75 1.28 1.28 0.130 669.64 1.97 1.97
Event Hydrograph Basin Storage Elevation Basin Outflow
Time Inflow Inflow Used Above MSL Outflow Total
(hours) (cfs) (cfs) (acre-ft) (feet) (cfs) (cfs)
0.77 1.26 1.26 0.129 669.63 1.84 1.84
0.79 1.23 1.23 0.128 669.62 1.74 1.74
0.81 1.21 1.21 0.128 669.61 1.64 1.64
0.83 1.18 1.18 0.127 669.60 1.56 1.56
0.85 1.16 1.16 0.126 669.60 1.51 1.51
0.87 1.14 1.14 0.126 669.59 1.47 1.47
0.90 1.12 1.12 0.125 669.58 1.43 1.43
0.92 1.09 1.09 0.125 669.58 1.39 1.39
0.94 1.08 1.08 0.124 669.57 1.36 1.36
0.96 1.06 1.06 0.124 669.57 1.32 1.32
0.98 1.04 1.04 0.123 669.56 1.29 1.29
1.00 1.02 1.02 0.123 669.56 1.26 1.26
1.02 1.01 1.01 0.122 669.55 1.24 1.24
1.04 0.99 0.99 0.122 669.55 1.21 1.21
1.06 0.98 0.98 0.122 669.54 1.18 1.18
1.08 0.96 0.96 0.121 669.54 1.16 1.16
1.10 0.95 0.95 0.121 669.54 1.14 1.14
1.12 0.93 0.93 0.121 669.53 1.11 1.11
1.15 0.92 0.92 0.120 669.53 1.09 1.09
1.17 0.91 0.91 0.120 669.53 1.07 1.07
1.19 0.89 0.89 0.120 669.52 1.05 1.05
1.21 0.88 0.88 0.119 669.52 1.04 1.04
1.23 0.87 0.87 0.119 669.52 1.02 1.02
1.25 0.86 0.86 0.119 669.51 1.00 1.00
1.27 0.85 0.85 0.119 669.51 0.98 0.98
1.29 0.84 0.84 0.118 669.51 0.97 0.97
1.31 0.83 0.83 0.118 669.51 0.95 0.95
1.33 0.82 0.82 0.118 669.50 0.94 0.94
1.35 0.81 0.81 0.118 669.50 0.92 0.92
1.37 0.80 0.80 0.118 669.50 0.91 0.91
1.40 0.79 0.79 0.117 669.50 0.90 0.90
1.42 0.78 0.78 0.117 669.50 0.88 0.88
1.44 0.77 0.77 0.117 669.49 0.87 0.87
1.46 0.76 0.76 0.117 669.49 0.86 0.86
1.48 0.75 0.75 0.117 669.49 0.85 0.85
1.50 0.75 0.75 0.117 669.49 0.84 0.84
1.52 0.74 0.74 0.116 669.49 0.83 0.83
1.54 0.73 0.73 0.116 669.48 0.82 0.82
1.56 0.72 0.72 0.116 669.48 0.81 0.81
1.58 0.72 0.72 0.116 669.48 0.80 0.80
1.60 0.71 0.71 0.116 669.48 0.79 0.79
1.62 0.70 0.70 0.116 669.48 0.78 0.78
1.65 0.69 0.69 0.116 669.48 0.77 0.77
1.67 0.69 0.69 0.115 669.47 0.76 0.76
1.69 0.68 0.68 0.115 669.47 0.75 0.75
1.71 0.67 0.67 0.115 669.47 0.74 0.74
1.73 0.67 0.67 0.115 669.47 0.74 0.74
1.75 0.66 0.66 0.115 669.47 0.73 0.73
' VIN A ?E Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
r Alan W. Klimek, P.E., Director
Division of Water Quality
.? Coleen 11. Sullins, Deputy Director
Division of Water Quality
June 30, 2003
DW Q# 03-0738
Gaston County
Mr. David P. Hill
JDH Capital
3735 Beam Road, Suite B
Charlotte, NC, 28217
APPROVAL of 401 Water Quality Certification with Additional Conditions, Wetland Restoration Program
Dear Mr. Hill:
You have our approval, in accordance with the attached conditions, to place permanent fill in 0.09 acre of jurisdictional
wetlands and 230 linear feet of perennial streams in order to construct the Hoffman Village Retail Center in Gaston County,
as described in your revised application received by the Division of Water Quality (DWQ) on June 17, 2003, and in
additional correspondence received June 26, 2003. After reviewing your application, we have determined that this fill is-
covered by General Water Quality Certification Number 3402, which can be viewed on our web site at
htto:Hh2o.enr.state.nc.us/ncwetlands. This Certification allows you to use Nationwide Permit Numbers 18 and 39 when it is
issued by the U.S. Army Corps of Engineers. In addition, you should get any other federal, state or local permits before you
go ahead with your project including (but not limited to) Sediment and Erosion Control, Non-Discharge and Water Supply
Watershed regulations. Also this approval will expire when the accompanying 404 permit expires unless otherwise
specified in the General Certification.
This approval is only valid for the purpose and design that you described in your application. If you change your
project, you must notify us in writing and you may be required to send us a new application for a new certification. If the
property is sold, the new owner must be given a copy of the Certification and approval letter and is thereby responsible for
complying with all conditions. If total wetland fills for this project (now or in the future) exceed one acre, compensatory
mitigation may be required as described in 15A NCAC 2H .0506 (h). For this approval to be valid, you must follow the
conditions listed in the attached certification, as well as the additional condition listed below:
1. Deed notifications or similar mechanisms shall be placed on all lots with remaining jurisdictional wetlands and waters or
areas within 50 feet of all streams and ponds on the property. These mechanisms shall be put in place within 30 days of
the date of this letter or the issuance of the 404 Permit (whichever is later). A sample deed notification format can be
downloaded from the 401/Wetlands Unit web site at.http://h2o.enr.state.nc.us/ncwetiands ;
2. An additional condition is that a final, written stormwater management plan (including a signed and notarized Operation
and Maintenance Agreement) shall be approved in writing by this Office before the impacts specified in this Certification
occur per Condition No. 4 in GC.No. 3402. The stormwater management plan must include plans and specifications for
stormwater management facilities that are appropriate for surface waters classified as Class C and designed to remove
85% TSS according to the most recent version of the NC DENR Stormwater Best Management Practices Manual.
These facilities must be designed to treat the runoff from the entire project, unless otherwise explicitly approved by the
Division of Water Quality. Also, before any permanent building is occupied at the subject site, the facilities (as approved
by this Office) shall be constructed and operational, and the stormwater management plan (as approved by this Office)
shall be implemented. The structural stormwater practices as approved by this Office as well as drainage patterns must
be maintained in perpetuity. No changes to the structural stormwater practices shall be made without written
authorization from the Division of Water Quality;
3. The culverts required for this project shall be installed in such a manner that the original stream profiles are not altered
(i.e. the depth of the channel must not be reduced by a widening of the streambed). Existing stream dimensions
(including the pattern and profile) are to be maintained above and below locations of each culvert. The culverts shall be
designed and installed to allow for aquatic life movement as well as to prevent head cutting of the streams. If any of the
existing pipes are or become perched, the appropriate stream grade shall be re-established or, if the pipes installed in a
perched manner, the pipes shall be removed and re-installed, correctly; Aw*%,
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (httn://h2o.enr.state.nc.us/ncwetlands)
NORTH CAROLINA-DIVISON OF WATER QUALITY
401 WATER QUALITY CERTIFICATION
SUMMARY OF PERMITTED IMPACTS AND MITIGATION REQUIREMENTS
In accordance with 15A NCAC 2 H.0500, Mr. David P. Hill of JDH Capital has permision as outlined below to fill
0.09 acre of wetlands and 230 linear feet of perennial streams in order to construct the Hoffman Village Retail Center in
Gaston County, North Carolina. All activities associated with these authorized impacts must be conducted with the
conditions listed in the attached certification. THIS CERTIFICATION IS NOT VALID WITHOUT THE ATTACHMENTS.
COMPENSATORY MITIGATION REQUIREMENT
WETLAND RESTORATION PROGRAM
LOCATION: Hoffman Village Retail Center
COUNTY: Gaston
BASIN/SUBBASIN Catawba (03-05-01-02)
Impacts:
0.09 acre of wetlands
230 linear feet of perennial streams
As required by 15A NCAC 2H .0506, and the conditions of this certification, you are required to compensate for
the above impacts through the restoration, creation, enhancement or preservation of wetlands as outlined below prior to
conducting any activities that impact or degrade the waters of the state.
Mitigation:
230 linear feet of perennial streams by WRP required for the 401 Water Quality Certification. In correspondence dated
June 26, 2003, the WRP indicated that up to 460 linear feet of stream mitigation will be conducted by VVRP if necessary
for the 404 Permit.
Note: Linear foot requirements proposed to be mitigated through the Wetland Restoration Program must be rounded
to the nearest foot and acreage requirements must be rounded to one-quarter acre increments according to 15 2r
.0503(b).
One of the options you have available to satisfy the compensatory mitigation requirements is through the payment
of a fee to the Wetlands Restoration Fund per NCAC 2R .0503. If you choose this option, please sign this form and mail it
to the Wetlands Restoration Fund at the address listed below. An invoice for the appropriate amount of payment will be
sent to you upon receipt of this form. PLEASE NOTE, THE ABOVE IMPACTS ARE NOT AUTHORIZED UNTIL YOU
RECEIVE NOTIFICATION THAT YOUR PAYMENT HAS BEEN PROCESSED BY THE WETLANDS RESTORATION
PROGRAM.
Signature Date
WETLANDS RESTORATION PROGRAM
DIVISON OF WATER QUALITY
1619 Mail Service Center
RALEIGH, N.C. 27669-1619
[phone]
Jun 29 03 08:43a Leonard Rindner
North Carolina
Department of Environment and Natural Resources
Michael F. Easley, Governor
William G. Ross Jr., Secretary
June 26, 2003
Leonard S. Rindner, PWS
Environmental Planning Consultant
3714 Spokeshave Lane
Matthews, NC 28105
Subject: Project: Hoffman Village
County: Gaston
704 847 0185 p.2
ern
NCDENR
The purpose of this letter is to notify you that the North Carolina Wetlands Restoration Program (NCWRP) is
willing to accept payment for stream impacts associated with the subject project. Please note that the decision by
the NCWRP to accept the mitigation requirements of this project does not assure that this payment will be
approved by the U.S. Arrny Corps of Engineers and the N.C. Division of Water Quality Wetlands/401 Unit. It is
the responsibility of the applicant to contact these agencies to determine if payment to the NCWRP for impacts
associated with this project is appropriate.
This acceptance is valid for six months from the date of this letter. If we have not received a copy of the issued
404 Permit/401 Certification within this time frame, this acceptance will expire.
Based on the information supplied by you in a letter dated June 25, 2003 the stream restoration that is necessary to
satisfy the compensatory mitigation requirements for this project is summarized in the following table. The
maximum amount of rnitiQation that the NCWRP will accept for this project is also indicated in this table.
Stream
(linear feet) Wetlands Riparian
(acres) Riparian Buffer
(ftz}
Impacts 230
Mitigation Maximum 460
The stream mitigation will be provided as specified in the 401 Water Quality Certification and/or Section 404
Permit for impacts associated with the subject project in Cataloging Unit 03050101 (Impact in Cataloging Unit
03050102) of the Catawba River Basin. The mitigation will be performed in accordance with the Memorandum
of Understanding between the N.C. Department of Environment and Natural Resources and the U.S. Army Corps
of Engineers dated November 4, 1998.
If you have any questions or need additional information, please contact Carol Shaw at [phone].
Sincerely,
Rol',?
Ronald E. Ferrell,
Program Manager
cc: Cyndi Karoly, Wetlands/401 Unit
Steve Chapin, USACOE-Asheville
Allen Johnson, DENR Regional Office .Mooresville
file
Wetlands Restoration Program 1619 Mail Service Center Raleigh, NC 27699-1619
[phone] Fax: [phone]
O?WATF9
C r ?'?vgg -y
P
;r
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan Klimek, P.E., Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
June 25, 2003
DWQ # 03-0738
CERTIFIED MAIL - RETURN RECEIPT REQUESTED Gaston County
JDH Capital
Attn: Mr. David P. Hill
3735 Beam Road, Suite B
Charlotte, NC 28217
Dear Mr. Hill:
On June 17, 2003 the Division of Water Quality (DWQ) was notified by receipt of your
application regarding your plan to fill waters for the purpose of constructing Hoffman Village in Gaston
County. Approval from DWQ is required to disturb these areas. Please provide 7 copies of the
following information and refer to the DWQ # listed above in your reply. Please show these on maps of
suitable scale (for instance 1" = 100 feet) so we can begin to determine your projects' compliance with
15A NCAC 2H.0500.
1. Please provide a copy of your approval letter from the Wetland Restoration program
indicating whether they will perform mitigation for this project.
2. Is there enough area set aside to construct stormwater facilities to treat the entire impervious
area? Please provide calculations.
Please telephone Cyndi Karoly at 919-733-9721 if you have any questions or would require
copies of our rules or procedural materials. This project will remain on hold as incomplete in
accordance with 15A NCAC 2H .0505(c). The processing time for this application will begin when
this information is received. If we do not hear from you by writing or by fax at [phone] within
three (3) weeks we will assume you no longer want to pursue the project and will consider it
withdrawn.
Sincerely,
J?
JRD/bs
cc: Mooresville DWQ Regional Office
Asheville Corps of Engineers
Central Files
John R. Dorney
401 Water Quality Certification Program
File Copy
Len Rindner
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (http://h2o.enr.state.nc.us/ncwetiands

JUN 1 7 2003 L F 3 U i A .
d?
i"Y
m d , Z?oa rP- 41; . 1
Hoffman Village-, s,
Gaston County, North Carolina
Joint Application Form and Supporting Documentation for
NATIONWIDE PERMITS THAT REQUIRE NOTIFICATION
TO CORPS OF ENGINEERS
NATIONWIDE PERMITS THAT REQUIRE
SECTION 401 CERTIFICATION CONCURRENCE
Prepared For.
Mr. David P. Hill
JDH Capital
3735 Beam Road, Suite B
Charlotte, NC 28217
Prepared By:
Leonard S. Rindner, PWS
Environmental Planning Consultant
3714 Spokeshave Lane
Matthews, NC 28105
[phone]
*Subject to verification by the USACE and NCDWQ
Date : 6/2003
1
Office Use Only: Form Version May 2002
USACE Action ID No. DWQ No.
(If any particular item is not applicable to tors project, please enter °NOt Appucaoie or -N/A .)
1. Processing
1. Check all of the approval(s) requested for this project:
? Section 404 Permit ? Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
? 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: 18,39
3. If this notification is solely a courtesy copy because written approval for the 401 Certification is
not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page 4),
and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: Mr. David P. Hill
Mailing Address: JDH Capital
3735 Beam Road Suite B
Charlotte NC 28217
Telephone Number: 704 357 1220 Fax Number: 704 357 00184
E-mail Address:
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter must
be attached if the Agent has signatory authority for the owner/applicant.)
Name: Leonard S. Rindner, PWS
Company Affiliation: Environmental Planninp, Consultant
Mailing Address: 3714 Spokeshave Lane
Matthews NC 28105
Telephone Number: 704 846 0461 Fax Number: 704 847 0185
E-mail Address: rindnerna bellsouth net
Page 1 of 8
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local.
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Hoffinan Village Retail Center
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN)
4. Location
County: Gaston County Nearest Town: Gastonia
Subdivision name (include phase/lot number):
Directions to site (include road numbers, landmarks, etc.):
Intersection of Hoffman Road and Gaston Day School
5. Site coordinates, if available (UTM or Lat/Long): 35.2261N.80.1345W
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): 30.00 Acres
7. Nearest body of water (stream/river/sound/ocean/lake): Catawba Creek
8. River Basin: Catawba
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at htti)://h2o.enr.state.nc.us/admin/mgps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: Former agricultural and woodland
Page 2 of 8
10. Describe the overall project in detail, including the type of equipment to be used:
Proposed commercial site parking retaining walls and stormwater management facilities.
General construction and grrading_equipment will be utilized
11. Explain the purpose of the proposed work: Devel9p commercial center, prepare grades for
building parking construction of retaining walls
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
Jurisdictional Determination meetings and discussions conducted with Steve
Chapin (USAGE) and Samar Bou-Ghazale (NCDWO)
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
Additional impacts are not expected
VI. Proposed Impacts to Waters of the United States/Waters of the State
it is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
Page 3 of 8
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts: Filling, of 230 if of intermittent
to perennial stream and small area of wetlands to create commercial area, construct retainin
wall The spring is proposed to be dgylighted beyond the retaining wall.
2. Individually list wetland impacts below:
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
es/no) Distance to
Nearest Stream
(linear feet
Type of Wetland***
A-NWP 39 Fill 0.04 ac No + 100 feet PEM1C - disturbed
B - NWP 18 Fill 0.05 ac Yes +0-2001 PFOI C

A 1 d' f 11
* List each impact separately and identify temporary impacts. Impacts include, but are not lrmrted to. mechan ize c earurg., gra
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at hM://www.fema.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: 2.50 acres a-pprox.
Total area of wetland impact proposed: 0.09 acres (.04 acres previously disturbed by Road
Construction by others)
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact
Site Number
(indicate on ma)
Type of Impact* Length of
Impact
(linear feet)
Stream Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
lease s eci )
A- NWP 39 Fill 230 If UT of Catawba Creek 315to Per to Int.
(important)

* List each impact separately and identity temporary impacts. impacts include, out UFU 11VL 1llll11GU w. a.U--- -- u,?w....... ,.y-,..y,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
Page 4 of 8
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
,
www.usss.eov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.top)zone.com
www.mapguest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 2301f
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below: NA
Open Water Impact
Site Number

(indicate on ma)
Type of Impact* Area of
Impact

(acres) Name of Waterbody

(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
etc.
bay, ocean, )

* List each impact separately and identify temporary impacts. impacts mciuae, nut are not 1-vu w: uu, excava,nu,y u., r...&
flooding, drainage, bulkheads, etc.
5. Pond Creation
if construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The plan was modified to avoid and minimize the wetlands in the floodplain, especially the
important Bottomland Hardwood Wetland in the floodplain A very large retaining wall is being
proposed as the result of floodplain regulations required by Gastonia. As a result of this over
99% of the wetlands in the floodplain are avoided. Catawba Creek is on the 303d list, therefore
Page 5 of 8
an extended stormwater wetland in proposed The spring will be daylighted into the wetlands and
the extended detention wetland will discharge into the wetland in a diffuse manner.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining, wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/newetlands/strmgide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
The large wetland adiacent to Catawba Creek will be protected within common open
space in the Catawba Creek floodplain Stream mitigation is proposed to be conducted by use
of the NCWRP The Wiring will be daylighted into the wetland area.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at hLtp://h2o.enr.state.nc.us/wry/index.htm. If use of
Page 6 of 8
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information: NA
Amount of stream mitigation requested (linear feet): 230 linear feet
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX.
X.
Environmental Documentation (required by DWQ) NA
Does the project involve, an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes ? No ?
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North - Carolina Environmental Policy Act (NEPAJSEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
Proposed Impacts on Riparian and Watershed Buffers (required by DWQ) NA
It is the applicant's (or agent's) responsibility to determine, delineate and map all :impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 213 .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ? No ? If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 3
Page 7 of 8
2 1.5
Total
* Zone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or.0260.
XI. Stormwater (required by DWQ)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
An extended stormwater detention wetland is proposed. The extended detention wetland is
expected to be approximately 1.00 acre however plans and specification will be submitted to
NCDWQ for approval
XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
CMUD
XIII. Violations (required by DWQ) NA
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer 13,'ules?
Yes ? No ?
Is this an after-the-fact permit application?
Yes ? No ?
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
Applicant/Agent's Signature pate f
s signature is valid only if an authorization letter from the applicant is provided.)
Page 8 of 8
LEONARD S. RINDNER PWS
Environmental Planning Consultant 3714 Spokeshave Lane
Professional Wetland Scientist Matthews, NC 28105
Land Planning Tele: [phone]
Fag [phone]
June 13, 2003
Mr. Steve Chapin
US Army Corps of Engineers - Reg. Field Office
151 Patton Avenue - Room 208
Asheville, NC 28801 - 5006
Mr. John R. Dorney
Division of Water Quality - NCDENR
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604
Mr. Samar Bou-Ghazale
NCDENR - Division of Water Quality
919 North Main Street
Mooresville, NC 28115
Re: Hoffman Village - Commercial Center, Gastonia, NC - ±30 Acres
Dear Sirs:
On behalf of my client, JDH Capital, I am requesting the eligibility to utilize Nationwide Permit #39 and
Nationwide Permit #18 to develop a commercial at the intersection of Hoffman Road and Gaston Day
School Road. The proposed project plans were modified from early schematics to minimize impacts to the
floodplain and the wetland areas adjacent to Catawba. Creek. The develop is proposing a significant
retaining wall to avoid impacts to the floodplain as required by the City of Gastonia. Stormwater treatment
for this project will be designed and implemented according to NCDENR requirements. Prior to
submitting this application, the project was reviewed with Samar Bou-Ghazale of NCDENR and
Steve Chapin of the USACE to review the site plan, and discuss the alternatives. The permit
application and supportive documentation reflects the findings of these discussions. The spring will
be "daylighted" to the wetland areas to be preserved.
Summary of Waters of the U.S.
Wetland delineation was conducted to determine the actual extents and surveyed for planning and study
purposes.
Methodology
Preliminary identification and delineation of the Jurisdictional Waters on the site were determined
according to the Corps of Engineers Wetland Delineation Manual, Technical Report Y-87-1, 1987, with
Appendices. Preliminary data gathering included. review and interpretation of topographic maps; USDA
Soil Conservation Survey; aerial photographs, and preliminary site visits to selected areas. Then the
Routine On-Site Determination Method was utilized to determine the upper boundary of the wetlands. In
order to make a positive wetland determination indicators of hydrophytic vegetation, hydric soil, and
wetland hydrology must be identified as described in the manual. The wetland boundary and surface
waters were identified in the field were reviewed and verified by the USACE (Steve Chapin).
General Wetland Classification and Description
The site is within drainage areas of an unnamed tributary of Catawba Creek and Catawba Creek in the
Catawba River Basin. Catawba Creek is listed on the 303d list of impaired waters. The current land-use is
undeveloped woodland areas. The woodlands are in secondary succession, however there are some large
2
specimens. The wetland areas can be classified as Palustrine Broad Leaved, Scrub Shrub Temporarily
Flooded, and Emergent areas (PFOIA, PSS1A, PEM1C). The hydric soil indicators included gleyed and
low chroma conditions, and concretions. The site includes Chewacla soils. These soils are map units which
may have inclusions of hydric soils according to the Natural Resource Conservation Service, Technical
Guide- Section II-A-2, June 1991. The intermittent to perennial stream have important aquatic value.
Characteristics include evidence of persistent pools; amphibians and macro-invertebrates; evidence of
wildlife utilizing the stream; and rocky, gravelly, and sandy channel substrate.
Vegetative Communities
A majority of the site is in various stages of field succession from formerly farmed areas and woodland in
succession from timbering activities.
Bottomland Hardwood/Headwater Forest
The Bottomland Hardwood and Headwater Forests on this site have developed in the moderately sloping
drainage ways. Species, which occur in these areas, include willow oak, sweetgum, red maple, hackbern?,
red maple, green ash, black willow, and other typical species that tolerate these wet and shallow root
conditions.
Open Field
This includes all cleared non-wetland areas dominated by herbaceous plants. These have been periodically
mowed and are dominated by pasture grasses and perennial herbs including broomsedge, goldenrod, and
bush clover. Other areas have been undisturbed for longer and are in transition to dominant species such as
blackberry, greenbriar, redcedar, pines, and saplings.
Mixed Forest
The non-wetland forested areas of the site are dominated by mixed forest. The Mixed Forest is
characterized by a mixture of canopy species of pines and hardwoods. Small areas within these forest areas
may have a predominance of pine or hardwoods. Pines include shortleaf pine, Virginia pine, and loblolly
pine, with eastern redcedar. Hardwoods include pine, sweetgum, red maple, red oak, white oak, tulip
poplar, hickory, and other common species. The subcanopy contains saplings and seedlings of canopy
species. Other subcanopy species include black cherry, holly, dogwood, elm, and privet. Woody vines
common in the understory include poison ivy, muscadine grape, honeysuckle, and other herbaceous and
woody species.
Hydrophytic Vegetation has been identified according to the National List of Plant Species That Occur in
Wetlands: Southeast (Region 2), US Department of the Interior, Fish and Wildlife Service.
Jurisdictional Waters of the U.S. and Description
1) Approximate Wetland (PFOlA, PSS1A, PF01C)* + 2.500 acres
2) Perennial treams (+ 1,000 If) + 0.500 acres
3) Perennial to Int. Streams (+ 2301f) + 0.050 acres
4) Disturbed Headwater Wetlands + 0.040 acres
Total Jurisdictional Waters* + 3.090 acres
* Below Headwaters
Results of preliminary Discussions with USACE and the NCDWQ
The developers are committed to creating an environmentally responsible project. The plan and
commitments made in this section reflect a positive response to the preliminary discussions,
determinations, and concerns of the regulatory agencies. Except for temporary construction and
development impacts, we believe that the proposed project with the proposed mitigation will not cause
significant cumulative impacts to the ecological functions or values of Jurisdictional Waters of the United
States.
Proposed Impacts - Nationwide Permit#I8 and #39
1) Approximate Wetland (PFOIA, PSS1A, PFO1C)* + 0.050 acres
2) Perennial Streams `+ 1,000 If) + 0.000 acres
3) Perennial to Int. Streams (+ 2301f) + 0.050 acres
4) Disturbed Headwater Wetlands + 0.040 acres
Total Jurisdictional Waters* + 0.14 acres
Minimization of Construction Impacts
The following Best Management Practices will be employed to minimize impacts to Jurisdictional Waters.
These will include:
a) Siltation Barriers; Sediment Traps and Diversion Ditches
b) Barricades to define construction limits to sensitive sites and to protect trees
c) Methods to prevent short-term impacts will be inspected regularly and maintained during
construction of the project.
d) Project construction will strictly adhere to an approved Sedimentation and Erosion Control Plan.
Best Management Practices will include utilizing siltation trapping ponds and other erosion
control structures where appropriate. Impacts from hazardous materials and other toxins to fish
and aquatic life such as fuels will be avoided by not permitting staging areas to be located near
surface waters.
e) As required by the 401 Water Quality Certification conditions, measures will be taken to prevent
"live" or fresh concrete from coming into contact with waters until the concrete has hardened.
MITIGATIONPLAN
The mitigation plan is proposed to minimize the loss of streams and wetlands by the proposed
development. The wetland complex will be avoided and will be protected in common open space in the
Catawba Creek floodplain. The developer is proposing to utilize the North Carolina Wetlands Restoration
Program to meet the stream mitigation requirements.
Mitigation for Stream Impacts
Stream Mitigation
To meet restoration mitigation requirements for stream impacts by grading, the developer is proposing to
contribute $46,000 to the North Carolina Wetland Restoration Program (230 if X $200/if).
STORMWA TER MANAGEMENT PLAN
A Stormwater Management Plan will be designed and implemented for the project to meet the 401 Water
Quality Certification requirements. Extended stormwater detention facilities shall be the primary treatment
system. The Stormwater Management Plan will include facilities that will attenuate the first inch of rainfall
over a 24-hour period from most of the developed portions of the site. Water will be released over a 2 to 5
day period to the existing wetland area.. Discharge velocity of the outclass will be less than 5 cfs. The
extended storm water wetlands will be designed per the guidelines in NCDENR Stormwater Best
Management Practices, April 1999.
Within the area required to serve as an Extended Detention Wetland the permanent pool of water
will be sized as closely as possible using the Table 1.1 in the Stormwater Best Management Practices,
NCDENR, April, 1999. 4
Requirement of the detention of the runoff from the 1" storm for a period of 2 to 5 days.
70% of the area required will be designed as a marsh with a depth of 0 - 18", with an equal
distribution of area between 0" to 9" and 9" to 18". A small pool area (15% of the required surface area)
will be located near the outlet.
It is expected that herbaceous and scrub/shrub wetland species will rapidly volunteer in the area.
Many of the recommended species currently exist in the area to be utilized for this function. Supplemental
plantings will be selected from Table 11.2 in the Stormwater Best Management Practices, NCDENR, April,
1999 based on actual field conditions.
Use of Existing Hydric Soil
Soil from the existing wetland areas that have permitted for impacts will be stripped and stored as feasible
for utilization in the proposed extended detention wetland site. Other topsoil adjacent to the wetlands may
also be suitable. Using these existing soils should hasten the development of vegetated cover and hydric
soil conditions. This is also an excellent use of an important natural resource. Many of the recommended
planted species currently exist in the vicinity of the area to be utilized for this function. The majority of the
species in the wetlands include Obligate (OBL) and Facultative Wet (FACW) vegetation. Herbaceous
plant species present include Softrush (Juncus effusus), sedge (Carex spp.), Duck potato (Sagitaria latifolia,
Arrow arum (Peltandra virginia), Common Three-Square (Scirpus pungens), Touch-me-not (Impatiens
capensis), Smartweed (Polygonum spp.), and others. Supplemental plantings will be selected from Table
11.2 in the Storm water Best Management Practices, NCDENR, April, 1999 based on actual field
conditions, if required. Being that the site is in the vicinity of other wetlands and floodplain areas it is
expected that the area will benefit from the natural seed sources available. It is expected that herbaceous
and scrub/shrub wetland species will rapidly volunteer in the area.
PROTECTION FROM FUTURE DEVELOPMENT
Development of the protected areas will be deed restricted. Restrictive covenants or similar mechanisms
will be developed for approval by the USACE and/or NCDWQ.
Protection from Future Development
Remaining streams and wetlands will be protected in common open space. As required, deed notifications
or similar mechanisms will be placed on all lots with remaining jurisdictional wetlands and waters or areas
within 50 feet of al streams and ponds on the property.
COMPLIANCE WITH WETLAND REGULATIONS
In accordance with Title 15 NCAC 2H.0500, the following DEED NOTIFICATION shall be recorded in
the County Registry prior to the conveyance of lots. Said Deed Notification shall apply to (name
of subdivision), lot numbers in County, North Carolina as shown on plans titled (subdivision
name) prepared by ( name of designer) dated
date:
"A portion of this lot has been determined to meet the requirements for designation as a regulatory
wetland. Any subsequent fill or alteration of this wetland shall conform to the requirements of the
state wetland rules adopted by the State of North Carolina in force at the time of the proposed
alteration. The intent of this provision is to prevent additional wetland fill, so the property owner
should not assume that a future application for fill would be approved. The property owner shall
report the name of the subdivision in any application pertaining to said wetland rules. This
covenant is intended to ensure continued compliance with wetland rules adopted by the State: of
North Carolina and, therefore, benefits may be enforced by the State of North Carolina. This
covenant is to run with the land and shall be binding on all Parties and all persons claiming under
them."
5
(Signature)
Owner's name
Address
City, state, zip
Phone Number: L?
STATE OF NORTH CAROLINA COUNTY
I, , a Notary Public of the State of North Carolina,
County, hereby certify that owner personally appeared before me this day and executed by
above certification.
Witness my hand and notarial seal, this day of
2003
(Notary public)
My commission expires
THREATENED & ENDANGERED SPECIES
Federally listed plant and animal species with endangered or threatened status are protected under the
Endangered Species Act of 1973. The US Fish and Wildlife Service has identified Schweinitz's sunflower
and the Carolina heelsplitter. Schweinitz's sunflower thrives in full sun characteristic of succession fields,
margins, and forested openings. Based on a review of the site habitat conducive to support the SchweiniV s
sunflower is not present in the project area. The Carolina heelsplitter is a freshwater mussel, which prefers
shaded areas either, in a ponded portion of a small stream or in runs along steep banks with moderate
current. Primary habitat is waters less than three feet deep with a soft mud, muddy sand, or shady gravelly
substrate. It is normally restricted to protected silted areas or under banks especially associated with
obstructions such as stumps or fallen trees. Its current distribution according to the U.S. Fish and Wildlife
Service is limited to portions of two streams -- Goose Creek and Waxhaw Creek - and a small river
originating from rural areas in Union County. Therefore it is not expected to occur on this site.
AQUATIC HABITAT
The aquatic systems in the project area consist of tributaries in the Catawba River Basin. A variety of
wildlife is supported by these systems including mammals, birds, reptiles, amphibians, fish, insects,
mollusks, and crustaceans. Therefore strict adherence to an approved erosion and sedimentation control
plan will be maintained during the construction period in order to control degradation of water quality
downstream and protect the areas to be preserved. The Carolina Darter (Etheostoma collis) is a fish that
inhabits small streams such as those found in the project area. This species has a federal status of Proposed
Special Concern and a state status of Special Concern. The species prefers small clear streams of less than
15' width with moderate to swift current and a sand/gravel benthic composition. It apparently tolerates a
wide range of water quality conditions and vegetation types adjacent to the streams and appears resistant to
pollution. Therefore, strict adherence to an approved erosion and sedimentation control plan will be
maintained during the construction period in order to control degradation of water quality.
CULTURAL RESOURCES
The project site is disturbed from previous construction activities adjacent to the roads. The State Historic
Preservation Office may review of the USGS maps at the Office of State Archaeology and the Survey and
Planning Office of the North Carolina Department of Cultural Resources to determine if sites are indicated
on the National Historic Register within the study area.
6
CONCLUSION
Based on the value of the jurisdictional waters and wetlands on this site, the developer through sensitive
site planning has chosen to balance the site's economic viability with its environmental value and
permitability. The goal of the Site Plan and Mitigation Plan is to help balance the environmental
consequences of this development by protecting waters downstream of the project and to preserve and
enhance important wetland and stream habitats on the site.
Please contact me if you have any questions or require additional explanation. Thank you for your
consideration.
Card S. Rindner, PWS
Environmental Planning Consultant
LEONARD S. RINDNER, PWS
Environmental Planning Consultant 3714 Spokeshave Lane
Professional Wetland Scientist Matthews, NC 28105
Land Planning Tele: [phone]
Fax [phone]
June 4, 2003
W. David P. Hill
JDH Capital
PO Box 19868
Charlotte, 28219
Re: Wetland/Stream Regulatory Review - Commercial Center at SE quadrant of Gaston
Day School and Hoffman Road Intersection, ± 30 Acres, Gastonia, Gaston County, NC
Dear Mr. Hill:
As you have requested, I have evaluated the site and the proposed plan of the commercial center
as it relates to wetlands and streams regulated by the United States Army Corps of Engineers and
the North Carolina Department of Environment and Natural Resources - Division of Water
Quality. In my review I have noted that you and your planners have proposed to overwhelmingly
avoid and minimize impacts to the important wetlands associated with the Catawba Creek
floodplain. Over 99% of the wetlands on this site are not impacted by the proposed project.
Impacts are limited to an intermittent stream and a very small area of wetlands. This is an
environmentally sensitive solution that protects wetlands with important water storage, bank
stabilization, pollutant removal, and aquatic resource values.
Based on my evaluation, it appears that the project should qualify for the Nationwide Permits
according to current regulations from the United States Army Corps of Engineers and the North
Carolina Department of the Environment and Natural Resources - Division of Water Quality.
Based on discussions with Mr. Steve Chapin of the United States Army Corps of Engineers and
Mr. Samar Bou-Ghazale of the North Carolina Division of Water Quality it is likely that a
Nationwide Permit application would be approved with the appropriate mitigation and
stormwater management conditions. The stormwater management conditions of the permit will
meet or exceed local requirements for stormwater treatment.
Please let me know if you have any questions. Thank you again for including me in your project
feonard S. Rindner, PWS
Environmental Planning Consultant
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1. Article Addressed to: -Es S UC4
JDH Capital
3735 Beam Road, Suite B
Charlotte, NC 28217
DWQ# 03-0738 - Gaston
A. Signature/
X ? Agent
? Addressee
B. Received by (Printed Name) C. Date of Delivery
6 3a-a
D. Is delivery esg?Tifferent fromtitem 1? ? Yes
d YES, enter d! belq?v; ? No
/.['? n[fI?\ ?
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3.
? Registered Receipt for Merchandise
? insured Mail ? C.O.D.
4. Restricted Delivery? (Extra Fee) ? Yes
2. Article Number 7002 2 410 0003 0275 1239
(Transfer from service label)
PS Form 3811, August 2001 Domestic Return Receipt 2ACPP'
,,a Detall incomplete 1%
? Please provide a location map for the project.
p . Please show all stream impacts including all fill slopes, disslpators, and bank stabilization on the site plan.
? Please show all wetland impacts including fill slopes on the site plan.
? Please indicate all buffer impacts on the site plan.
? Please indicate proposed lot layout as overlays on the site plan.
? • Please indicate the location of the protected buffers as overlays on the site plan.
? Please locate all Isolated or non-Isolated wetlands, streams and other waters of the State as overlays on the site plan.
?. Please provide cross section details showing the provisions for aquatic life passage..
? Please locate any planned sewer lines on the site plan.
? Please provide the location of any proposed stormwater management practices as required by GC
? Please provide detail for the stormwater management practices as required by GC
c Please specify'the percent of project imperviousness area based on the estimated bullt-out conditions.
•Q Please indicate all stormwateroutfalls on the site plan-
c3 Please Indicate the diffuse flow provision measures on the site plan. .
? Please Indicate whether or not the proposed Impacts already been conducted.
Avoidance and/or Minimization Not Provided
v The. a on the plans does not appear to be necessary. Please eliminate the or provide additional information as to why .
It Is necessary.for this project
3 This Office belfaves that the . labeled on the plans as can be moved or reconfigured to avoid the impacts to the Please
revise the plans to avoid the Impacts,
This Office believes that the `IabWedon the plans ?? can be moved or reconfigured to minimize the Impacts to the Please.
revise the plans to minimize the impacts.
The stormwater discharges at the location on the plans labeled will not provide diffuse flow. through the buffer because Please
revise the plans and provide calculations to show that diffuse flow will be achieved through IN entire buffer. If It is not possible to aohieva dNffuse
flow through the entire buffer then. it may be necessary to provide stormwater management pfactices that remove nutrients before the stonmvater
can be dlacharged through the buffer. .
that
The application fee was insufficient because over 150 feet of stream andlbr over 1 acre of wetland impact was requested. Please provide $ _
This additional fee must be received before your application can be reviewed.
Please complete Section(s) on the application.
Please provide a signed copy of the applicafion.
Please provide 'copies of the application, copies of the site plans and other supports Information. ?G 2 ?P/?
igatlon ???? ?°? lpY i 0 yeS U a r
'of compensatory tnitigaffon is required for this project. Please provide a compensatory mitigation plan. The plan must conform .
to the requirements in 15A NCAC 2H.0500 and must be appropriate to the type of impacts proposed
Please indicate which 404 Permit the USACE would use to authorize this project.
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