20051881 Ver 1_Complete File_20051010

LPIWA
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Michael F. Easley, Governor
November 22, 2005
Mr. Ken Lindholm
Faith Properties
10410-50OG Park Road
Charlotte, NC. 28210 .
Subject Property: Piedmont Crossing
APPROVAL OF STORM WATER MANAGEMENT PLAN
Dear Mr. Lindholm:
William G. Ross, Jr., Secretary
Alan W. Klimek, P.E., Director
DWQ Project # 05-1881
Guilford County
On November 22, 2005, the Division of Water Quality (DWQ) received the revised storm water
management plan prepared by your engineer, Mr. Ravindra Bissram, P.E. of Jamestown Engineering
Group Inc. This Plan has been reviewed and satisfies the storm water management conditions and the
special conditions of the 401 Water Quality Certification issued on October 19, 2005.
The structural storm water practices as approved by DWQ as well as drainage patterns must be
maintained in perpetuity. No changes to the structural storm water practices shall be made without
written authorization from the Division of Water Quality. Storm water easements shall be recorded for a
distance of at least 10 feet on each side of all storm water conveyances on all lots containing these
structures including future access for maintenance. The storm water easements shall allow for the ability
to maintain the structures, perform corrective actions as described above and shall provide protection of
the structures from potential alternations by future property owners.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act. If you have any questions, please telephone Samuel A. Aghimien. at 919-733-3574.
Sincerely,
Alan W. Klimek, P.E.
CBKlsaa
cc: DWQ Winston-Salem Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Central Files
Ravindra Bissram, Jamestown Engineering Group, 117 East Main Street, Jamestown, NC.27282
401 Wetlands Certification Unit
1650 Mail Service Center, Raleigh, North Carolina 27699.1650 One
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604 NorthCarolina
Phone: [phone]/FAX [phone]/Internet:http!//h2o.enr.state.nc.us/ncwetiands ;Vatimally
An Equal Opportunity/Affirmative Action Employer-50% Recycled/10% Post Consumer Paper
11/22/2005 12:32 3368365478 JAIIESTOWHENG PAGE 01
//4Er JAMESTOWN ENGINEERING GROUP, INC
FAX TRANSMITTAL LEADSHEE'T 17
NUMBER OF PACES INCLUDING, LF.ADSlfEET_
DA TE: TO FAX NUMBER: -gI?73`?&I3
T0=
LOCA7TON: PIZOJ',F.CT.
PROJECT NIiMBF-I?: COMMENTS:
7

117 FAST AlA1N STREET L' L,`' B
P.O. BOX 3G5 1 <: ? D inc JAM?STO?N, NORTH CAROLINA 17282 NOV 2 A, 2
005
T.E',L,EP,EI(7NJr - (3361 13[16-5523
FAX - (33G) 886-547.9 n6A;z _ W;?TER QU
ALITY
E-MAIL ADDRESS - JFGINC(?AOL.COJ?f:7! •:wSJ,; pSTG::',",?,TER6,'I,CN
qlnl

110,11-22-2 005 TUE 00:33 TEL: [phone] NAME: DWQ-WETLANDS P. 1
I1 11"'22!2)005 12:32 3368865478 JAMESTOWNENG PAGE 02
0
(to be provided by D1FQ}
Project No. DV?'Q
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DW StOrmwateI M a n a emccnt P1,an Rcvicc w'- for
cach * complete stormwater management plan includes submittal outlet stnacture1 deta?lssandta fully ex e uasi tcd
design calculations, plans and specifications showing all basin and
operation and maintenance agreement. An incomplete review and approval of the a wiiltresult in a request for additional
proj.
information and will substantially delay final
1. PROJECT INFOILMATION (please complete the following information):
Project Name : Phone Number: j]0) 7LP- 9'IO C -
Contact Person: 1?eand _ rtd_?t?Li?tiswm
For projects with multiple basins, specify which basin this worksheet applies to:_?tslt t )
Basin Bottom Elevation
ti
l 9Sris ft.
8k g_ ft. (average elevation of the floor of the basin)
(elevation of the orifice invert out)
on
eva
permanent Pool E
Temporary Pool Elevation
b ft.
(elevation of the outlet structure invert in)
Permanent Pool Surfacc Area sq. ft. (water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
Drainage Area 143 _ ac.
5 •yt ac. (on-site and off-site drainage to the basin)
Impervious Area
Permanent Pool Volume
l .24 25.r f cu. ft.
2'76 cu, ft.
`a5 (combined volume of main basin and foxebay)
(volume detained on top of the permanent pool)
ume
Temporary Pool Vo ,
ft.
cu
Forebay Volume .
SA/DA used J-1• oti °?.?? (surface area to drainage area ratio)
Diameter of Orifice 2r in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 214 .1008. 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.
A licants I . ials
1---' The temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is greater than 3:1.
_i_7-The basin side slopes are no steeper than 3:1.
N A submerged and vegetated perimeter shelf at less than 6:1 is provided.
1 Vegetation to the permanent pool elevation is specified.
G An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
The foxebay volume is approximately equal to 20% of the total basin volume.
Sediment storage is provided in the permanent pool.
Access is provided for maintenance.
A minimum 30-foot vegetative filter is provided at the outlet.
A site specific operation and maintenance (O&M) plan is provided.
A vegetation management/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the O&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
A responsible party is designated in the 0&M plan.
FORM SWG100 09197 Page 1 of 1
1100-22-2005 TUE 00:33 TEL:[phone] NAME:DWO-WETLANDS P. 2
11/22/2005 12:32 3368865478 JAPIESTOWNENG PAGE 03
Project No. DWQ (to be provided by DWQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
QWO Stotmwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, 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.
I. PROJECT INFORMATION (please complete the following information):
Project Name : Rted,nont P? .Z"11
Contact Person: Andell f)jtprb Phone Number: ( 70¢) 7,D:9Y0S-
For projects with multiple basins, specify which basin this worksheet applies to: j41Q} 6111 -0 2 t t?71?s ubh?,i
Basin Bottom Elevation A ft. (average elevation of the floor of the basin)
Permanent Pool Elevation 460.94 ft. (elevation of the orifice invertl out)
Temporary Pool Elevation ^g52.3 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area I - sq, fl. (water surface area at permanent pool elevation)
Drainage Area (on-site and off-site drainage to the basin)
Impervious Area $,_8R ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume h'7tg2J cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 1.,2JA_ cu. ft. (volume detained on top of the permanent pool)
Forebay Volume ,....-QA000 _ cu. ft-
SA/DA used (surface area to drainage area ratio)
Diameter of Orifice in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
Thu following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1003. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. Ifa requirement has not been met, attach an explanation of
why.
The temporary pool controls runoff from the I inch storm event.
14?w" The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
-An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 209/o of the total basin volume.
Sediment storage is provided in the permanent pool.
Access is provided for maintenance.
A minimum 30-foot vegetative filter is provided at the outlet.
A site specific operation and maintenance (O&M) plan is provided.
r A vegetation management/mowing schedule is provided in the 0&M plan.
Semi-annual inspections are specified in the 0&M plan.
A debris check is specified in the OScM plats to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in 0&M plan.
A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page I of 1
t101J-22-2005 TUE 00:34 TEL:[phone] NAr1E:DWQ-WETLAPIDS P. 3
1.1-'22/2005 12:33 3368865478 JAMESTOWHEtJG PAGE 04
Project No. DWQ (to be provided byD11'Q)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review_
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, 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.
1. PROJECT INFORMATION (please complete the following information):
Project Name : I?reGl•no?ir l7.
Contact Person: 1AJtr&dl 0 ftcVl Phone Number. ( 71YJ 1 72y'9`ktS
er fiend 0 ?1_iI `elyl Nrc.?7
For projects with multiple basins, specify which basin this worksheet applies to: w
Basin Bottom Elevation
Permanent Pool Elevation
Temporary Pool Elevation
Permanent Pool Surface Area
Drainage Arca
Impervious Area
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
SA/DA used
Diameter of Orifice
$43.5-. ft. (average elevation of the floor of the basin)
0H.51L ft. (elevation of the orifice invert out)
65p . 5 R (elevation of the outlet structure invert in)
¢onvt;D
la?9cq. ft
lLl g?_ ac.
ac-
qpr4Q cu. 8.
S 00 * cu. ft.
1,1,90/"
.. 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)
(combined volume of main basin and forebay)
(volume detained on top of the permanent pool)
(surface area to drainage area ratio)
(draw down orifice diameter)
11. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .100S. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. Ifa requirement has not been met, attach an explanation of
why.
The temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
4 A submerged and vegetated perimeter shelf at less than 6:1 is provided.
G Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume.
Sediment storage is provided in the pcrmanent pool.
Access is provided for maintenance-
A minimum 30-foot vegetative filter is provided at the outlet-
A site specific operation and maintenance (O&M) plan is provided.
A vegetation management/mowing schedule is provided in the 0&M plan.
_Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the 0&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in 0&M plan.
- A. responsible party is designated in the 0&M plan.
FORM SWOI00 09197 Page 1 of I
110IJ-22-2005 TUE 00:34 TEL:919733G893 NAME: DWQ-WETLANDS P. 4
11J22/2005 12:32 3368865478 JNIESTOWHENG PAGE 05
Project No. DW (to be provided by D16'Q)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
pWQ Stormwatcr Management Plan Reyicw:
A complete stormwatcr management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreemcnt. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
I. PROJECT INFORMATION (please complete the following information):
Project Name :iP
Contact Person: WColl Otmrlu?? Phone Number: (7441 770 -glcti
For projects with multiple basins, specify which basin this worksheet applies to; + ?T ?oNp ?4
Basin Bottom Elevation g71- Z ft. (average elevation of the floor of the basin)
Permanent Pool Elevation

Temporary Pool Elevation x ft.
'17•?
678.5 -ft, (elevation of the orifice invert out)

(elevation of the outlet structure invert in)
Permanent Pool Surface Area /9 00 sq. ft. (water surface area at permanent pool elevation)
Drainage Area .o ac.
q-q( ac (on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
impervious Area .
Permanent Pool Volume Z9.9003_ cu, ft. (combined volume of main basin and forebay)
Temporary Pool Volume 2?.? - . cu. eft. (volume detained on top of the permanent pool)
Forebay Volume {7 000 -cu. ft.
SA/DA used 1. - °w- (surface area to drainage area ratio)
Diameter of Orifice .fl )_,- _ -in. (draw down orifice diameter)
lI. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. 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.
The temporary pool controls runoff from the 1 inch storm event.
r- The basin length to width ratio is greater than 3:1.
? The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
v The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume.
?- Sediment storage is provided in the permanent pool.
Access is provided for maintenance.
A minimum 30-foot vegetative filter is provided at the outlet.
r A site specific operation and maintenance (O&M) plan is provided.
A vegetation management/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the O&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth)•in O&M plan.
A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page 1 of 1
HOU-22-2005 TUE 00:35 TEL:[phone] NAME:DWO-WETLANDS P. 5
I , 11.2212005 12:32 3368865478 JAPIESTOWNENG PAGE 06
DWO Project
DIVISION OF WATER QUALITY - BIORETEKTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Protect Name : o
Contact Person: Phone Number: 0 -
For projects with multiple basins, specify which basin this wort<sheel applies to: - So Q ohm AtErt " t` errtli G x.51 ! ?? ,,
Permanent Pool Elevation
Temporary Pool Elevation
$4J.S ft.
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
Biorelention Surface Area
Drainage Area
impervious Area
Rational c Coefficient
Size "10
Inlet Velocity
Inlet flow depth
Depth to Ground Water -'
Planting soil lnfiltraion Rate
ImSltu Sol Infiltration Rate
W3 _- sq. ft.
2.7 ac.
?. ac.
n.r.S
n?
O.b? fps
In
fL
t, 0 inJhr.
0. 2 7 in.mr.
It. REQUIRED ITEMS CHECKLIST
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(either 5% in wlsand under drain or 7% in w/o)
(the soil layer down to 4 feet)
(the soil layer below 4 feet or below the sand bed)
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 p,an 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 ex=ted operation arld 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
No vertical sand bed is proposed
The bioretention area is at least 40 feet by 15 feet.
Sheet flow is provided at inlet.
Water table depth is greater than 6 feet. 41.
Minimum of 6' ponding is provided.
,The ponded area will draw down in less then 4 days.
Planting soil infiltration rate is greater than 0.52 in/hr.
The in-situ soil infiltration rate is greater than 0.2 in/hr,
A planting plan with species and densities is provided.
_Mulch layer is specified in plans.
Planting soil meets minimum soil specificafons (NCDENR Stormwater Best Management
Practices Manual, April 1999)
Plan details for the bioretention area provided.
-Plan details for the inlet and outlet are provided.
-An operation and maintenance agreement sign?d and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
* ?Rrrx S WF_X6 1700E "T VAR1043 UXATIoOS ACeP:$5 S % rC 70 1)EPTNS OP' 151 4-0 2W ?-
CT¢oKn1D W+1f6Q--Mltilo NaT r4pPEP?- rN $oWt1? c?cfs.
1100-22-2005 TUE 00:35 TEL:[phone] NAME:DWO-WETLANDS P. 6
11/220'2005 12:22 3368855478 JAMESTO4,JNEHG PAGE 07
DWt7 Project No.
DIVISION OF WATER QUALITY - BIORETENTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the following informaticn):
Project Name
Contact Person: uu++dd\ oy-r- 01 Phone Number (1d'PI 720 - +105
For projects will multiple basins, specify which basin this worksheet applies to: i t ? 10I.A d '
Permanent Pool Elevation
Temporary Pool Elevation
651,5 -ft. -
_. 652..0 ft.
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
Bioretention Surface Area
Drainage Area
Impervious Area
Rational C Coefficient
Size %
14x163 sq. R.
, ac.
x.31 ac.
7 %
Inlet Velocity -1 _I s
Inlet flow depth in
Depth to Ground Water fd ft.-Mr
Planting Scil Infiltration Rate f. ° _ InJhr
In-Situ Soil Infiltration Rate Q X7 inJhr
REQUIRED ITEMS CHECKLIST
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(either 5`.rO in whand under drain or 7 %0 in w/o)
(the soil layer down to 4 feet)
(the soil layer below 4 feet or below the sand bed)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
mquimrnent has not peen met, altach an explanation of why. At a minimum, a complete stormwaler 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 subslantialy delay final review and approval of the project
W No vertical sand bed is proposed
The bioretention area is at least 40 feet by 15 feet
Sheet lbw is provided at in!eL
Water table depth is greater than 6 feet- t
Minimum of B" pending is provided.
The ponded area will draw down in I= than 4 days.
Planting soil infiltration rate is greater than 0.52 Wrr.
The in-situ sod infiltration rate is greater than 0.2 ink.
A planting plan with species and densities is provided.
Mulch layer is specified in plans.
Planting soil meets minimum soil specifications (NCOENR Storrrmater Best Management
Practices Manual, April 1999)
l Plan details for the bioretention area provided.
Plan details for the inlet and outlet are provided.
1l_? An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please nol° that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
?o(L?N4r+ W6gL Voma RT VRIGIous LaCAT1oNS RC0_QSS THC SITE Tb D15VPf OP° IV 4-0 7-Q?.
geou+y WAMIZ TagL Dra POT APPEAR rQ 1ROP-W4 cer,S.
NOIJ-22-2005 TUE 017:35 TEL:[phone] HAME:DWQ-WETLANDS P. 7
Project Name: Piedmont Cr
Project No. DW Q 05-1881
Pond No.
SUBAMITED DESIGN: 1 REQUIRED DESIGN:
11/22/2005
elevations 2.7, average depth status
Bottom of Basin (ft) 837.5
Permanent Pool (ft) 843.5 6 ft. depth ok
Temporary Pool (ft) 845.6 2.1 ft. depth ok

areas
Permanent Pool SA (sq ft) 9860 6654 sq. ft. ok
Drainage Area (ac) 19.3 5019 based on avg depth ok
Impervious Area (ac) 5.48 28.4 % -
volumes
Permanent Pool (cu ft) 26287
Temporary Pool (cu ft) 25276 21406 cu. ft. ok
Forebay (cu ft) 5500 20.9 % ok
other parameters
SA/DA 1.06 0.79 -
Orifice Diameter (in) 2 0.11 cfs drawdown -
Design Rainfall (in) 1 2.7 day drawdown ok
Linearlnterpolation of Correct SAIDA***
6 ft. Permanent Pool Depth
% Impervious SAMA fron (Avg. Depth)
Next Lowest 20 0.59 0.426351927 1.08
Project Impervious 28.4 0.79 0.60 1.37
Next Highest 30 0.83 0.629614604 1.43
3 ft 4
Project Name: Peidmont Cr
Project No. DWQ 05-1881
Pond No.
SUBMITTED DESIGN: 2 REQUIRED DESIGN:
11/22/2005
elevations 2.9 average depth status
Bottom of Basin (ft) 844.4
Permanent Pool (ft) 850.4 6 ft. depth ok
Temporary Pool (ft) 852.3 1.9 ft. depth ok
areas
Permanent Pool SA (sq ft)
16763
10074 sq. ft.
ok
Drainage Area (ac) 16.5 9199 based on avg depth ok
Impervious Area (ac) 8.88 53.8 % -

volumes
Permanent Pool (cu ft) 47921
Temporary Pool (cu ft) 36269 32006 cu. ft. ok
Forebay (cu ft) 9000 18.8 % ok

other parameters
SA/DA 1.06 1.40 -
Orifice Diameter (in) 2.5 0.16 cfs drawdown -
Design Rainfall (in) 1 2.6 day drawdown ok
Linear Interpolation of Correct SA/DA * * *
6 ft. Permanent Pool Depth
% Impervious (Avg. Depth)
Next Lowest 20 0.59 0.520780886 1.08
Project Impervious 53.8 1.40 1.28 2.26
Next Highest 30 0.83 0.745241902 1.43
3 ft 4
Project Name: Peidmont Cr
Project No. DWQ 05-1881
Pond No.
SUBMITTED DESIGN: 3 REQUIRED DESIGN:
11/22/2005
elevations 3.1 average depth status
Bottom of Basin (ft) 843.5
Permanent Pool (ft) 849.5 6 ft. depth ok
Temporary Pool (ft) 850.5 1 ft. depth ok
areas
Permanent Pool SA (sq ft)
28000
6720 sq. ft.
ok
Drainage Area (ac) 14.8 7272 based on avg depth ok
Impervious Area (ac) 5.75 38.9 % -

volumes
Permanent Pool (cu ft) 87434
Temporary Pool (cu ft) 30540 21471 cu. ft. ok
Forebay (cu ft) 17500 20.0 % ok
other parameters
SA/DA 1.69 1.04 -
Orifice Diameter (in) 2.5 0.12 cfs drawdown -
Design Rainfall (in) 1 3.0 day drawdown ok
Linear Interpolation of Correct SA/DA * * *
6 ft. Permanent Pool Depth
% Impervious (Avg. Depth)
Next Lowest 20 0.59 0.650095 1.08
Project Impervious 38.9 1.04 1.13 1.74
Next Highest 30 0.83 0.903585714 1.43
3 ft 4
Project Name: Peidmont Cr
Project No. DWQ 05-1881
Pond No.
SUBMITTED DESIGN: 4 REQUIRED DESIGN:
11/22/2005
elevations 3.0 average depth status
Bottom of Basin (ft) 871.2
Permanent Pool (ft) 877.2 6 ft. depth ok
Temporary Pool (ft) 878.8 1.6 ft. depth ok

areas
Permanent Pool SA (sq ft)
10000
5808 sq. ft.
ok
Drainage Area (ac) 13 5770 based on avg depth ok
Impervious Area (ac) 4.96 38.2 % -

volumes
Permanent Pool (cu ft) 29903
Temporary Pool (cu ft) 22033 18564 cu. ft. ok
Forebay (cu ft) 6000 20.1 % ok

other parameters
SA/DA 1.6 1.03 -
Orifice Diameter (in) 2 0.09 cfs drawdown -
Design Rainfall (in) 1 2.7 day drawdown ok
Linear Interpolation of Correct SAIDA***
6 ft. Permanent Pool Depth
% Impervious (Avg. Depth)
Next Lowest 20 0.59 0.585247 1.08
Project Impervious 38.2 1.03 1.02 1.72
Next Highest 30 0.83 0.82418 1.43
3 ft 4
Project Name: Piedmont Cr
Project No. DWQ 05-1881
Pond No.
SUBMITTED DESIGN: 2 REQUIRED DESIGN:
11/22/2005
elevations 2.9 average depth status
Bottom of Basin (ft) 844.4
Permanent Pool (ft) 850.4 6 ft. depth ok
Temporary Pool (ft) 852.3 1.9 ft. depth ok

areas
Permanent Pool SA (sq ft) 16763 10074 sq. ft. ok
Drainage Area (ac) 16.5 9199 based on avg depth ok
Impervious Area (ac) 8.88 53.8 % -
vohnnes
Permanent Pool (cu ft) 47921
Temporary Pool (cu ft) 36269 32006 cu. ft. ok
Forebay (cu ft) 9000 18.8 % ok
other parameters
SA/DA 2.03 1.40 _
Orifice Diameter (in) 2 0.10 cfs drawdown -
Design Rainfall (in) 1 4.1 day drawdown ok
Linear Interpolation of Corr ect SA/DA***
6 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 20 0.59 0.520780886 1.08
Project Impervious 53.8 1.40 1.28 2
26
Next Highest 30 0.83 0.745241902 .
1.43
3 ft 4
Project No. DWQ Piemont Cr
Project Name: 05-1881
SUBMITTED DESIGN: B-1
11/22/2005
elevations
Permanent Pool (ft) 841.5
Temporary Pool (ft) 842
areas
Permanent Pool SA (sq ft) 4613
Drainage Area (ac) 2.7
Impervious Area (ac) 1.32
Rational C 0.65
Precipitation (in) 0.07
volumes
REQUIRED DESIGN:
0.5 ft. depth
375 sq. ft.
ac
48.9 % impervious
no sand underdrain
Inlet Velocity 0.67 0 fps
Inlet Flow Depth 3.7 in
Depth to Ground Mater 6 6 ft
Planting Soil Infiltration 1 0.52 in/hr
In-Situ Soil Infiltration 0.27 0.00 in/hr

ok
ok
ok
ok
ok
Project No. DWQ Piemont Cr
Project Name: 05-1881
SUBh1IITED DESIGN: B-2
11/22/2005
elevations
Permanent Pool (ft) 851.5
Temporary Pool (ft) 852
areas
Permanent Pool SA (sq ft) 4783
Drainage Area (ac) 2.8
Impervious Area (ac) 1.31
Rational C 0.65
Precipitation (in) 0.07
volumes
REQUIRED DESIGN:
0.5 ft. depth
388 sq. ft.
ac
46.8 % impervious
no sand underdrain
Inlet Velocity 0.67 0 fps
Inlet Flow Depth 4.8 in
Depth to Ground Mater 6 6 ft
Planting Soil Infiltration 1 0.52 in/hr
In-Situ Soil Infiltration 0.27 0.00 in/hr

ok
ok
ok
ok
ok
AT ?q0
?O G
r
O ? 'C
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
October 19, 2005
DWQ# 05-1881
Guilford County
CERTIFIED MAIL: 7003 3110 0003 6489 8186
Return Receipt Requested
Mr. Ken Lindholm
Faith Properties
10410-50OG Park Road
Charlotte, NC 28210
APPROVAL of 401 Water Quality Certification with Additional Conditions
Dear Mr. Lindholm:
Faith Properties has our approval, in accordance with the attached conditions, to place permanent fill in 149
linear feet of perennial stream and to place temporary fill in 30 linear feet of perennial stream and 0.09 acre of
wetlands in order to construct a road crossing and install a sanitary sewer line for the Piedmont Crossing (also
known as Lilliefield Subdivision) single-family and multi-family residential subdivision located on Barrow
Road, in High Point, Guilford County, as described in your application received by the Division of Water
Quality (DWQ) on October 10, 2005. After reviewing your application, we have determined that this fill is
covered by General Water Quality Certification Numbers 3374 and 3402, which can be viewed on our web site
at littp://h2o.enr.state.nc.us/ncwetlands. These Certifications allow you to use Nationwide Permit Numbers 12
and 39 respectively when they are issued by the U.S. Army Corps of Engineers. In addition, you should secure
any other applicable federal, state or local permits before you proceed with your project, including (but not
limited to) those required by Sediment and Erosion Control, Non-Discharge, and Water Supply Watershed
regulations. Also, this approval will expire when the accompanying 404 permits expire unless otherwise
specified in the General Certifications.
This approval is valid only for the purpose and design that you have 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 these Certifications and
approval letter and is thereby responsible for complying with all conditions. If total wetland fill for this project
(now or in the future) exceeds 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
Certifications, as well as the additional conditions listed below:
1. The following impacts are hereby approved as long as all other specific and general conditions of these
Certifications are met. No other impacts, including incidental impacts, are approved:
NorthCarolina
.11alnrnlly
North Carolina Division of Water Quality
Wetlands Certification Unit 1650 Mail Service Center Raleigh, NC 27699-1650 Phone [phone] FAX [phone]
2321 Crabtree Blvd. Raleigh, NC 27603-2260 Internet http//:h2o.enr.state.nc.us/ncwetlands
Customer Service Number: 1-877-623-6748
An Equal Opportunity/Affirmative Action Employer-50°6 Recycled/10%Post Consumer Paper
Mr. Ken Lindholm
Page 2, DWQ# 05-1881
October 19, 2005
I 'IN
Amount Approved Plan Location or Reference
Streams 179 linear feet Unnamed tributaries to Oak Hollow Lake located near Barrow
Road in High Point, Guilford County. Reference: "Overall
Watershed Delineation Map for Lilliefield Subdivision".
Headwater wetlands located near Barrow Road in High Point,
Wetlands 0.09 acre Guilford County. Reference: "Overall Watershed
Delineation Ma for Lilliefield Subdivision".

2. A final, written stormwater management plan must be approved in writing by this Office before the
impacts specified in this authorization occur, per condition No. 4 in General Certification 3402. The
stormwater management plan must include plans and specifications for stormwater management
facilities that are appropriate for surface waters classified as Class WS-IV and designed to remove, at a
minimum, 85% Total Suspended Solids 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 new 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. This stormwater
management plan must be submitted to the Central Office of the Wetlands/401 Certification Unit
in Raleigh within 60 days of receiving this letter.
3. The proposed project must comply with the local water supply ordinance approved by the N.C.
Environmental Management Commission (EMC) as required under the Randleman Lake Water Supply
Watershed Rule (Randleman Buffer Rule): 15A NCAC 02B .0250, Protection and Maintenance of
Riparian Areas, and 15A NCAC 02B .0251, Stonnwater Requirements. (Local Governments include
Archdale, Greensboro, High Point, Randleman, Jamestown, Randolph County and Guilford County.)
4. Appropriate sediment and erosion control measures 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 (available from the Division of Land Resources at NCDENR
regional offices or the central office), whichever is more appropriate, shall be designed, installed and
maintained properly to assure compliance at all times with the North Carolina water quality standards
that are applicable to Class WS-IV waters as described in 15A NCAC 02B .0216 Fresh Surface Water
Quality Standards For Class WS-IV Waters. Such measures must equal or exceed the requirements
specified in the most recent version of the North Carolina Sediment and Erosion Control Manual.
These measures must be maintained on all construction sites, borrow sites, and waste pile (spoil) sites,
including contractor owned and leased borrow pits, which are associated with this project.
5. Sediment and erosion control measures shall not be placed in wetlands or waters to the maximum extent
practicable. If placement of sediment and erosion control measures in wetlands or waters is unavoidable,
orlr. K,:n Lindholm
Page 3, DWQ# 05-1881
October 19, 2005
they shall be removed and the natural grade restored within six months of the date that the project is
completed or, if applicable, within six months of the date that the project is released by the North
Carolina Division of Land Resources.
6. No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas beyond the
footprint of the impacts depicted in the Pre-Construction Notification. All construction activities,
including the design, installation, operation, and maintenance of sediment and erosion control "Best
Management Practices" shall be performed so that no violations of state water quality standards,
statutes, or rules occur.
7. The culvert required for this project shall be installed in such a manner that the original stream profile is
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 the location
of the culvert. The culvert shall be designed and installed to prevent head cutting of the stream. If the
culvert becomes perched, the appropriate stream grade shall be re-established or, if the culvert is
installed in a perched manner, the culvert shall be removed and re-installed correctly. The Applicant
must submit a plan and receive written approval from this Office to address any head cutting that will
occur as a result of this project (e.g., use of cross vanes downstream of the culvert).
8. Where riprap is required for energy dissipation and scour protection, it shall be limited to the minimum
dimensions specified by appropriate engineering calculations. Riprap may only be used below the
normal high water level. The original grade and elevation of the stream's cross-section must be
maintained. Riprap placed in the stream bottom must be inserted into the bottom matrix to a depth
sufficient to provide the thickness of riprap required for scour protection. The elevation of the stream
bottom must not be increased by the placement of riprap. Placement of riprap must not result in
destabilization of the streambed or banks upstream or downstream.
9. All construction activities associated with this project shall minimize built-upon surface area, direct
stormwater runoff away from surface waters, and incorporate best management practices to minimize
water quality impacts. If concrete is used with any fill material, it shall not be allowed to come in
contact with surface waters until it has cured. If any stormwater must be collected for discharge into a
stream channel, it shall not enter the stream as a point source, but shall be slowed and discharged as
sheet flow prior to entering the riparian buffer on either side of the stream.
10. Upon completion of the project, the Applicant shall complete and return the enclosed "Certificate of
Completion" form to notify NCDWQ when all work included in the §401 Certification has been
finished. This certificate should be sent to the 401 /Wetlands Unit of the NC Division of Water Quality
at the address listed on the form. Along with the Certificate of Completion form, please send
photographs upstream and downstream of the culvert site and utility line crossing to document correct
installation.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You
must act within 60 days of the date that you receive this letter. To ask for a hearing, send a written petition
which conforms to Chapter 150B of the North Carolina General Statutes to the Office of Administrative
Hearings, 6714 Mail Service Center, Raleigh, N.C. 27699-6714. This certification and its conditions are final
and binding unless you ask for a hearing.
Mr. Ken Lindholm
Page 4, DWQ# 05-1881
October 19, 2005

This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act. If
you have any questions, please telephone Daryl Lamb in the DWQ Winston-Salem Regional Office at 336-771-
4600, extension 293, or Ian McMillan in the Wetlands/401 Central Office in Raleigh at 919-715-4631.
Sincerely,
Alan W. Klimek, P.E.
AWK/cdl
Attachments
cc: Mr. Todd Tugwell, U. S. Army Corps of Engineers, Raleigh Regulatory Field Office
Winston-Salem DWQ Regional Office
Central Files
Wetlands/401 File Copy
Mr. Wendell Overby, Soil &Environmental Consultants, PA, 236 LePhillip Court, Suite C, Concord, NC
28025
Triage Check List
Date: 10/11/05 Project Name: Piedmont Crossing
DWQ#: 05-1881
County: Guilford
Daryl Lamb, Winston-Salem Regional Office
To:
60-day processing time: 10110105 - 12/08/05
From: Cyndi Karoly Telephone: [phone]
The file attached is being forwarded to you for your evaluation.
Please call if you need assistance.
? Stream length impacted
? Stream determination
Wetland determination and distance to blue-line surface waters on USFW topo maps
? Minimization/avoidance issues
? Buffer Rules (Neuse, Tar-Pamlico, Catawba, Randleman)
? Pond fill
Mitigation Ratios
? Ditching
? Are the stream and or wetland mitigation sites available and viable?
? Check drawings for accuracy
Is the application consistent with pre-application meetings?
? Cumulative impact concern

Comments: As per our discussion regarding revision of the triage and delegation processes,
please review the attached file. Note that you are the first reviewer, so this file will need to be
reviewed for administrative as well as technical details. If you elect to place this project on hold,
please ask the applicant to provide your requested information to both the Central Office in
Raleigh as well as the Asheville Regional Office. As we discussed, this is an experimental, interim
procedure as we slowly transition to electronic applications. Please apprise me of any
complications you encounter, whether related to workload, processing times, or lack of a "second
reviewer" as the triage process in Central had previously provided. Also, if you think of ways to
improve this process, especially so that we can plan for the electronic applications, let me know.
Thanks!
JA,MESTOWN ENGINEERING GROUP, INC.
CIVIL • SANITARY • SURVEYING pp
= 0? ? D
C 117 East Main Street • P.O. Box 365 • Jamestom n, N.C. 27 F ? (;z'
r inc. Telephone [phone] Fax [phone]
Email: .I1:c1NCC?AOL.con[ NOV 1 5 2005
Charles J. Junes, PE & PLS
Daniel W. Pritehctt, PE & PLS
DrivR '4A7E.I2 ?;:AUTY
!'iETL,V+J-S 1.0 STMMWATER 6FW.'CH
November 14, 2005
Re: Piedmont Crossing
401 Permit Supplemental
Information
JEG Number 2004-068
Mr. Samuel Aghimien
NC Division of Water Quality
2321 Crabtree Blvd.
Raleigh, N.C. 27604
Dear Mr. Aghimien:
Per our conversation on Tuesday, November 8, 2005, I have enclosed the following
information you requested:
• Maintenance/operation agreements for (4) wet detention ponds, (2) bio-
retention areas, and (2) level spreaders.
• 401 Wet Detention Basin Worksheets for the four ponds, Bio-Retention Area
Worksheets for the two bio-retention areas, and Level Spreader Worksheets
for the two level spreaders.
• Landscape/plant design plan for the two bio-retention areas.
If any additional information is needed or if you have any questions, please feel free to
contact me at [phone].
Yours very truly,
JAMESTOWN ENGINEERING GROUP, INC.
?a4?J &'Vt-
Ravindra Bissram, P.E.
Janus 13. Ste%en,. PLS • Rich Glover, EIT • James D. Terrell, PIS
IT
WET [WETLAND] DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
[Wetland maintenance wording is bracketed. Please modify the document as appropriate.]
The wet [wetland] detention basin system is defined as the wet [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 wet [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 wet [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 wet [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.
?GDimcnjr
When the permanent-pool. depth reads[-t- •"?i.c?feet in the main pond, the sediment shall be removed.
[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.]
SC' D i,n t;N T
When the permanent-pool depth reads L S'( c.efeet•in the forebay [and micro-pool], the sediment shall
be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation ?cH3,s
Sediment Lvation . 240, 75%
--------- - Sediment Removal Elevation '37,? _
Bottom E e.1,C orfi4.5. --- -------?---------------------------------- --?-'?-g'-? of
FOREBAY MAIN POND
`k i 11" V?,z,, c,_ ,Acs cL `S '. (:' `nom.. Srcc.tiGc tEt-v=
(1 LkS4- LZ C.le(Ln u.k ??lt;cL t-' ZtDlc'kt1 q GL , V6%(a Cti '5, k,' ?,% t? e_ Ptn .? (?l,ic j'C In Oie k,1cun
?Git.I? ?2 i??Q,S ,11 t? ?cu.(li?Y ??{ ?? ? ?fC?•1 ?G?i:i?:?Y iaC'{'j'C??7),
Page 1 of 2
4 1-
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.
[For wetlands: 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 wet [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.
ct)t?
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 DWQ of any problems with the system or prior to any
changes to the system or responsible party. 41'
Print name: 1z ? L - -/, ?/Z 4 Title:

Address
ySCJ J

Phone: 23 ( - 8?- `7/- 3 -?- S?21
Signature:
Date:
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.
I, Pearlie R. Hall, Jr. , a Notary Public for the State of North Carolina
County of Gni lford , do hereby certify that
Ken Lindholm
personally appeared before me this 1n day of nTmu mhor , mom , and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
pEARLiE R.
t3()'TARY Pt3L? IC
etllL'FORD COUhi5 I ,
ec ^?`? ? rzs 14, :?so
SEAL
C?J
My commission expires January 14, 2010
Page 2 of 2

Project No. D
(to be provided by DTYQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DW Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, 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.
1. PROJECT INFORMATION (please complete the following information):
Project Name : ?t e-drAon} rossina
Contact Person: Wendel duarbu Phone Number: (10t ) 77?- q}o! '
For projects with multiple basins, specify which basin this worksheet applies to: P00e 4.1 CL111kA'irht S'AW;Vi'>;n)
Basin Bottom Elevation 63q ft.
Pennanent Pool Elevation 813. S ft.
Temporary Pool Elevation 81f5- b ft.
(average elevation of the floor of the basin)
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
Permanent Pool Surface Area sq. ft. (water surface area at permanent pool elevation)
Drainage Area Iq.3 ac. (on-site and off-site drainage to the basin)
Impervious Area 6. y8 ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume _&2W cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume Q5. 27b cu. ft. (volume detained on top of the pennanent pool)
Forebay Volume cu. ft.
SA/DA used 1• o? 040 (surface area to drainage area ratio)
Diameter of Orifice 3/ " in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Enviromnent, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. 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
wiry.
A licants 16ials
art The temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
PLANJIFTOJA submerged and vegetated perimeter shelf at less than 6:1 is provided.
1l? Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
1G _ The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume.
Sediment storage is provided in the permanent pool.
Access is provided for maintenance.
A minimum 30-foot vegetative filter is provided at the outlet.
A site specific operation and maintenance (O&M) plan is provided.
h A vegetation management/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in the O&M plan.
!- - - A debris check is specified in the O&M plan to be performed after every storm event.
--??' A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page 1 of I
.'& c
Form SWG100
Attachment 1
For Pond #1, a submerged and vegetated perimeter shelf is not provided.
Instead of having side slopes of 3:1, slopes were flattened to 4:1. From
flattening the side slopes to 4:1 and removing the shelf, the surface area at
the normal pool elevation increased, thus enhancing water treatment.
t WET [WETLAND] DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
[Wetland maintenance wording is bracketed. Please modify the document as appropriate.]
The wet [wetland] detention basin system is defined as the wet [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 wet [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 wet [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 wet [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.
When the pSe?erent-pool depth reads LL??irl,c feet in the main pond, the sediment shall be removed.
[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.]
?Dim??3r
When the per-manent-pool depth reads feet in the forebay [and micro-pool], the sediment shall
be removed.
BASIN DIAGRAM
(fill in the blanks)
V Permanent Pool Elevation t 5o,.
Sediment moval EdaS7! -------Sedime nt Removal ElevationBottom E vation -------------------------- V it -
7- c'rT4 Bottom F1 vation o
`c,?3:o ,c??Mi uc
FOREBAY MAIN POND
•k 7uN?) ?r Z W,S hk?? ???t5tu "l Lk;A4 N '". `i t `t_,i:CMV)L;w STCe4kc-JC Zcr?
The SWctacic -j'Lcn
ti?nuSr ?JC CL01"Z-V To 1 C,?C??IMCy L-:L, '61iri. C vZ 4' t Cu.vl 0' tpci'jo '")j
IlE'1'CU?IM,)TCLy 3.`? ! 1(1 •}hi! (?c?.:ll I?C?C,.17,
Page 1 of 2
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.
[For wetlands: 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 wet [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.
Coo .u 2
1 acknow-ied-ge 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 part/y.
Print name: e- l .-?.n N h r, //n
Title: 1/1 - -- -? --ter
Address: `15'O 5<?fa cam;<? r ?? ?, /)[e z"?
Phone: 3 -3 3 2, f?
Signature:
Date: //- U
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.
I, Ponr1 i o rz u-,1 I , jr- , a Notary Public for the State of Nnrt-h Carol i na ,
County of Guilford , do hereby certify that Ken Lindholm
personally appeared before me this 10 day of November , 2005 , and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
i-ZOTAV
C-3liLMVID COURT.(: , V-
1A 1=
SEAL

?-FA E R. MALL, R.
I'SDTARY PUDUC
CUILMD COUMr, , no
rVros A-a 14, Z`0410
My commission expires January, 2010
Page 2 of 2
Project No. DWQ (to be provided by DIFQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, 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.
1. PROJECT INFORMATION (please complete the following information):
Project Name : R lmo t ,,ro5si49
Contact Person: Andell Dvprb„ Phone Number: ( 700 ) 720-940.5
For projects with multiple basins, specify which basin this worksheet applies to: E06 FonA AI 2 L ilikk1'cld Smt dlyklw_)
Basin Bottom Elevation 94S.D ft. (average elevation of the floor of the basin)
Permanent Pool Elevation 0.L4 ft. (elevation of the orifice invert out)
Temporary Pool Elevation $52.3 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area I 7iv3 sq. ft. (water surface area at permanent pool elevation)
Drainage Area (J?- ac. (on-site and off-site drainage to the basin)
Impervious Area f?, CS ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
1411q 21 cu. ft.
3 („?_ 4 cu. ft.
-7tp cu. ft.
(combined volume of main basin and forebay)
(volume detained on top of the permanent pool)
SA/DA used
Diameter of Orifice
2.03'/.
LZ) I Vy in.
(surface area to drainage area ratio)
(draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. I fa requirement has not been met, attach an explanation of
why.
The temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
)l Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume.
-? Sediment storage is provided in the permanent pool.
Access is provided for maintenance.
-%A minimum 30-foot vegetative filter is provided at the outlet.
A site specific operation and maintenance (O&M) plan is provided.
A vegetation management/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the O&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page 1 of 1
WET [WETLAND] DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
[Wetland maintenance wording is bracketed. Please modify the document as appropriate.]
The wet [wetland] detention basin system is defined as the wet [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 wet [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 wet [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 wet [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.
7??1m?Nr
When the permanent-pool depth reads Ci, rtll,,C; feet in the main pond, the sediment shall be removed.
[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.]
v 10% u0'( When the peFmanent-pool. depth reads feeHn the forebay [and micro-pool], the sediment shall
be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation S'I11:1
tir 4`i•s
Sediment moval El. 4e,.s 75 a
----------------- ------ Sediment Removal Elevation- _'6H --5 7r%
------------------------------------- ------ ?c?'?:c=
Bottom E vation i i_? -o /o Bottom Elevation bttc
FOREBAY ` MAIN POND
T:ti ?? u3 X10.5 4?.C?, k_k-'icph l,%?thia 5? DIM?fJ? 71 C.??C1 ZL'tl%, ..t?? S1G??c=,Z
ML1 r tae G_GNNcd
Page 1 of 2
f S. 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.
[For wetlands: 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 wet [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.
vc'-eJV n-i
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 DWQ of any problems with the system or prior to any
changes to the system or responsible party. /
Print name: ??- Z-
`
Title:
Address:
Phone:
Signature
i?I e- e-- c--
3G3
e-r
fc r/'?

Date: 11-10-0-5-
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.
I, Pearlie R. Hall, Jr. , a Notary Public for the State of North Carolina ,
County of Guilford , do hereby certify that uQn T i ndLQ m
personally appeared before me this 10 day of November , 2005 , and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
P£ARLIE R. HALL, JR.
NOTARY PUMIC
OUILFORD CQUMYY, ice`
Za 14, M
SEAL

My commission expires January 14, 2010
Page 2 of 2
Project No. DWQ (to be provided by Dil'Q)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWQ Stonnwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, 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.
I. PROJECT INFORMATION (please complete the following information):
Project Name : lei dmonk CroSSina
Contact Person: wtndtl1 tlo'erb, Phone Number: (10q ) 72p-q*6
For projects with multiple basins, specify which basin this worksheet applies to: we-T pond-0a
Basin Bottom Elevation 943 ft. (average elevation of the floor of the basin)
Permanent Pool Elevation Sgq.S ft. (elevation of the orifice invert out)
Temporary Pool Elevation 850 , S ft. (elevation of the outlet structure invert in)
QDYID?1 A'!?
Permanent Pool Surface Area 07 to y4-sq. ft. (water surface area at permanent pool elevation)
Drainage Area 14. ,8o ac. (on-site and off-site drainage to the basin)
Impervious Area 5.-15 ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume (Teo a. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 3n rzi o cu. ft. (volume detained on top of the permanent pool)
Forebay Volume 1'1, 5 no t cu. ft.
SAIDA used 1. b9 % (surface area to drainage area ratio)
Diameter of Orifice (2) 1 We " in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. Ifa requirement has not been met, attach an explanation of
why.
The temporary pool controls runoff from the 1 inch storm event.
l The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
A submerged and vegetated perimeter shelf at less than 6:1 is provided.
' Vegetation to the permanent pool elevation is specified.
i An emergency drain is provided to drain the basin.
J The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
V- ' The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume.
Sediment storage is provided in the permanent pool.
Access is provided for maintenance.
A minimum 30-foot vegetative filter is provided at the outlet.
A site specific operation and maintenance (O&M) plan is provided.
A vegetation management/mowing schedule is provided in the O&M plan.
li Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the O&M plan to be performed after every storm event.
Y A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page 1 of 1
It WET [WETLAND] DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
[Wetland maintenance wording is bracketed. Please modify the document as appropriate.]
- F)GPO?LN T Cf LSD>I? ??
The wet [wetland] detention basin system is defined as the wet [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 wet [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 wet [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 wet [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.
"jGD101CU C It
When the permanent poo depth reads GL_ i `'H.o feet in the main pond, the sediment shall be removed.
[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.]
SLViM cNC
When the permanent- =Ldepth reads CL 16x1`.0 feet-in the forebay [and micro-pool], the sediment shall
be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation ?,j <2
Sediment moval El.
Bottom E vation CTfL-a ;
FOREBAY
76%
Sediment Removal Elevation '&'7qx
Rnttnm Flpvntinn `BrI L0
MAIN POND
____-- G-- To CH
0
S ? l:C.ai:; c
tc?l?) t?y llas c; ?N Di.?-.ic;n;V-o WITH 11 3.0' `- t>1 zr-)C ?" iceAc?U ,
?, LFaLiIIfY L c;,J? ?ltL}?l
fit: jcetiNyG Z ? mLAS5 6C Yrlt1.U LLr?? lrc? Z? t h

Page 1 of 2
'?.;emove 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.
[For wetlands: 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 wet [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.
0PQ-LiA
I ac now a ge 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: A4 .-, r ?-•c /
Address: y
Phone:
Signah
Date:

/- / O --C3 j
//-/0-0-3-
/-
/- _ /I/c 2-7 yNote: 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.
I, Pearlie /R. Hall, Jr. , a Notary Public for the State of North Carolina
County of Guilford , do hereby certify that Ken Lindholm
personally appeared before me this 10 day of November 2005, and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
PIARLIE R. HALL, JR.
NOTARY PUUIC
CIPLPQRD COUNTY, rX
C==3 CO= im 142M
SEAL

My commission expires jan i 903n
Page 2 of 2
Project No. DWQ (to be provided by DiVQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, 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.
1. PROJECT INFORMATION (please complete the following information):
Project Name : Zedmont C m"
Contact Person: Wendell 0s rbu Phone Number: ( X04 ) '77o -9 S
For projects with multiple basins, specify which basin this worksheet applies to: w FT Pozp -ti-14
Basin Bottom Elevation em.0 ft. (average elevation of the floor of the basin)
Permanent Pool Elevation 8'17.2 ft. (elevation of the orifice invert out)
Temporary Pool Elevation 678.8 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area / 0, 817 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 13 •o ac. (on-site and off-site drainage to the basin)
Impervious Area 4•9t, ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume Zcl,, Q 03 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 22.033 cu. ft. (volume detained on top of the permanent pool)
Forebay Volume //, (030 cu. ft.
SA/DA used W % (surface area to drainage area ratio)
Diameter of Orifice (2 1 3/ " in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. 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.
The temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is greater than 3:1.
1! The basin side slopes are no steeper than 3:1.
I? f A submerged and vegetated perimeter shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume.
Sediment storage is provided in the permanent pool.
Access is provided for maintenance.
A minimum 30-foot vegetative filter is provided at the outlet.
A site specific operation and maintenance (O&M) plan is provided.
Y A vegetation management/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the O&M plan to be performed after every storm event.
A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page 1 of 1
BIO-RETENTION AREA 91 OPERATION AND MAINTENANCE AGREEMENT
PIEDMONT CROSSING
Upon complction of site construction and home construction, bio-retention area sliall be constructed and
maintained. Prior to complction of construction activities, Erosion Control measures following NCDENR
BMP's shall be installed and maintained. During the lime which Bio-Retention Area #I is not installed, the
developer shall maintain a bond for the construction of the device. When installed, maintenance of the Bio-
Retention Area is as follows:
Description Method rre uenc Time of Year
Soil
Inspect and Repair Erosion Visual Monthly Montlily
Or anic Layer
Re-nmlch Any Void Areas By Hand Whenever Needed Wlicncvcr Needed
Remove Previous Mulch Layer By Hand Once Every Two or Spring
Before Applying New Layer Three Years
(Optional)
Any Additional Mulch added By Hand Once a Year Spring
Plants
Removal and Replacement of all See Planting 3115 to 4/30 and
Dead and Diseased Vegetation Specifications 10/1 to 11/30
Considered Beyond Treatment
Treat all Diseased Trees and Mechanical N/A Varies, but will Depend on
Shrubs or by Hand Insect or Disease Infestation
Watering of Plant Material Shall By Hand Immediately After N/A
Take Place at the End of Each Day Completion of
for 14 Consecutive Days and After Project
Planting has been Completed
Replacenent of Support Stakes By Hand Once a Year Only Remove Stakes in the
Spring
Replace any Deficient Stakes or By Hand Wlenever Needed Whenever Needed
Wires
I acknowledge and agree by my signature below that I am responsible for the performance of the
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: le---, e ,'- Z- .n cl&
Title: _
Address.
Phone:
Date:

Fy-

Note: The legally responsible party should not be a liomeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
1 Pearl.ie R. Rail, Jr. , a Notary Public for the State of North Xgrolina
County of Guilford do liereby certify that Ken Lindholm personally appeared
before me this 10 day of NevPmhPr 2.n(15__ and acknowledge the due execution of the
foregoing bio-retention area maintenance requirements. Witness my hand and official seal,
My commission expires Jarniary 14, 2010

WTARY PUBtlC
EI. LFORD COUNTY. Wes'
14, =0
DWQ Project No. cqtJ: I g g,
DIVISION OF WATER QUALITY - BIORETENTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : & oK!' Gross?ti.
Contact Person: wo-i-dtA tly""' Phone Number: ( -04) 120 - !3,40S
For projects with multiple basins, specify which basin this worksheet applies to: Bib- 2vlewh.? Ael; (e.?flr'e4r??.4 Subd?+r3;
Permanent Pool Elevation $36.0 ft. (elevation of the orifice invert out)
Temporary Pool Elevation 6141 Is ft. (elevation of the outlet structure invert in)
Bioretention Surface Area 4 6l4 sq. ft.
Drainage Area 2.7 ac. (on-site and off-site drainage to the basin)
Impervious Area 1.32 ac. (on-site and off-site drainage to the basin)
Rational C Coefficient
Size % -1 % (either 5% in wlsand under drain or 7% in w/o)
Inlet Velocity I.H fps
Inlet flow depth 3. h in
Depth to Ground Water =? 7 (, ft.
Planting Soil Infiltration Rate 1.0 inJhr. (the soil layer down to 4 feet)
In-Situ Soil Infiltration Rate 0.17 inJhr. (the soil layer below 4 feet or below the sand bed)
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.
No vertical sand bed is proposed
The bioretention area is at least 40 feet by 15 feet.
Sheet flow is provided at inlet.
Water table depth is greater than 6 feet"
Minimum of 6' ponding is provided.
The ponded area will draw down in less than 4 days.
Planting soil infiltration rate is greater than 0.52 inrnr.
The in-situ soil infiltration rate is greater than 0.2 in/hr.
A planting plan with species and densities is provided.
Mulch layer is specified in plans.
,Planting soil meets minimum soil specifications (NCDENR Stormwater Best Management
Practices Manual, April 1999)
Plan details for the bioretention area provided.
Plan details for the inlet and outlet are provided.
An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
ZoRt wERg DANE ft r VA2rou3 t-OCATIOaS ACWSS 51Tt To -DEPT NS of 15? f'0 ?O
GP_04n1D WAt6R--tELDlb NOT Appr'-A(- 10 ?OWNC? 1pEgS.
BIO-RETENTION AREA #2 OPERATION AND MAINTENANCE AGREEMENT
PIEDMONT CROSSING
Upon completion of site construction and home construction, bio-retention area shall be constructed and
maintained. Prior to completion of construction activities, Erosion Control measures following NCDENR
BMP's shall be installed and maintained. During the tine which Blo-Rctcntlon Area #2 is not installed, the
developer shall maintain a bond for the construction of the device. When installed, maintenance of the Bio-
Retention Area is as follows:
Description Method Frequency Time of Year
Soil
Inspect and Repair Erosion Visual Monthly Monthly
Or anic Layer
Re-mulch Any Void Areas By Hand Whenever Needed Whenever Needed
Remove Previous Mulch Layer By Hand Once Every Two or Spring
Before Applying New Layer Three Years
(Optional)
Any Additional Mulch added By Hand Once a Year Spring
Plants
Removal and Replacement of all See Planting 311 to 4/30 and
Dead and Diseased Vegetation Specifications 10/1 to 11/30
Considered Beyond Treatment
Treat all Diseased Trees and Mechanical N/A Varics, but will Dcpcnd on
Shrubs or by Hand Insect or Disease Infestation
Watering of Plant Material Shall By Hand Immediately After N/A
Take Place at the End of Each Day Completion of
for 14 Consecutive Days and After Project
Planting has been Completed
Replacement of Support Stakes By Hand Once a Year Only Remove Stakes in the
Spring
Replace any Deficient Stakes or By Hand Whenever Needed Whenever Needed
Wires
I acknowledge and agree by my signature below that I am responsible for the performance of the
maintenance procedures listed above. I agree to notify DWQ of any problems with the s}-stem or prior to
any changes to the system or responsible party..
Print Name: 1-- Z, L 1, `' CI ??--?
Title: AA X-' e- :":i -a-,-
Address-
Phone:
Date: Q 7
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.
1 Pearl.ie R. Nall, Jr. , a Notary Public for the State of North Carolina
County of Guilford do hereby certify that Ken Lindholm personally appeared
before me this 10 day of November , 200 and acknowledge the due execution of the
foregoing bio-retention area maintenance requirements. Witness my hand and official seal,
My commission expires -January ill, 2010 .
_ PLAR E R. gal-.., .?+
} ?-a ( NOTARY PUaIC
(y}MRD COUNTY, Fx
C=g*ft c;ka tin A 2=0
DWQ Project
DIVISION OF WATER QUALITY - BIORETENTION AREA WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : eAm."t Crosse --
Contact Person: wehdt,\\ 0 u-er1?v Phone Number: (701h -12,0-1305
For projects with multiple basins, specify which basin this worksheet applies to: gio • V e e4 on Re" -h2, CL.11.1-ffelot
Permanent Pool Elevation M.o ft. (elevation of the orifice invert out)
Temporary Pool Elevation 851.5 ft. (elevation of the outlet structure invert in)
Bioretention Surface Area 11 163 sq. ft.
Drainage Area . 9 ac. (on-site and off-site drainage to the basin)
Impervious Area 1.31 ac. (on-site and off-site drainage to the basin)
Rational C Coefficient 0"'5
Size % 7 % (either 5% in w/sand under drain or 7% in w/o)
Inlet Velocity 1.53 fps
Inlet flow depth ?• Q in
Depth to Ground Water 7 w ft.
Planting Soil Infiltration Rate 1.0 inlhr. (the soil layer down to 4 feet)
In-Situ Soil Infiltration Rate 0.27 inJhr. (the soil layer below 4 feet or below the sand bed)
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
No vertical sand bed is proposed
The bioretention area is at least 40 feet by 15 feet.
Sheet now is provided at inlet.
Water table depth is greater than 6 feet.-t
Minimum of 6' ponding is provided.
The ponded area will draw down in less than 4 days.
/ Planting soil infiltration rate is greater than 0.52 in1hr.
The in situ soil infiltration rate is greater than 0.2 in/hr.
A Eplanting plan with species and densities is provided.
Mulch layer is specified in plans.
Planting soil meets minimum soil specifications (NCDENR Stormwater Best Management
Practices Manual, April 1999)
Plan details for the bioretention area provided.
Plan details for the inlet and outlet are provided.
An operation and maintenance agreement signed and notarized by the responsible party is provided.
Please note that underdrains beneath the planting soil are acceptable in the Piedmont and Mountains
aoa,Nks wEK.E'D°NZ OT ?pe,ous c.ocar,oNS ac,eoss T" C SiTE fb DEPTHS or- IS' do ?A
GQ?uav W,tteQ Ta8LT_ D,D r10T A PP EA a ra '60-1f7 L,o c?S .
) ? LEVEL SPREADER OPERATION AND MAINTENANCE AGREEMENT
1.-V" 55'?CF?9i Q Z*l'? Cr L1l.LILF lll?7 L,iwLL QII?Gnu'? Ce,-,--,3q
The level spreader is defined as an elongated, level threshold, designed to diffuse stormwater runoff.
Maintenance activities shall be performed as follows:
1. After construction and until vegetation has been established, level spreader(s) shall be inspected after
every rainfall. Thereafter, level spreader(s) shall be inspected at least every month and more
frequently during the fall season and after heavy rainfall events:
a. Accumulated sediment, leaves, and trash shall be removed, and repairs made if required.
b. Inspect level spreader(s) for evidence of scour, undercutting, settlement of the structure, and
concentrated flows downhill from the level spreader(s).
c. A level elevation shall be maintained across the entire flow-spreading structure at all times.
Repair or replace the level spreader if it is damaged.
d. Mow vegetative cover to a height of six (6) inches and prune plants if they cover over half of the
level spreader surface.
e. Repair eroded areas and replace/replant dead or damaged vegetation.
2. The contractor should avoid the placement of any material on and prevent construction traffic across
the structure. If the measure is damaged by construction traffic, it shall be repaired immediately.
3. Inspect and repair the collection system (e.g., catch basins, pipes, swales, riprap) four (4) times a year
to maintain proper functioning.
acknowledge and agree by my signature below that I am responsible for the performance of the 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: A-) < --
Address:
Phone: ?-
Signature: t?
Date: l/' / o - 0,;7-
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.
I, Pearlie R. Hall Jr. , a Notary Public for the State of North Carolina ,
County of Guilford , do hereby certify that Ken Lindholm
personally appeared before me this 10 day of Novemher 2005 , and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal, _
FLEARLIE
=TARY PULJI C FEARLIE R. HALL, .f:3.
tY.ttt flMRD COUNTY, ?X UWARY PUIXIC
.,,.. brk t4, =0 aFORD COUNTY, sec
'D: COO 1!= 14, V20
SEAL
e?

My commission expires Januar; 14, 201
Page 1 of 1
DWQ Project
DIVISION OF WATER QUALITY • LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: piedmarii Crosson -
Contact Person: W „daft 0,iuba Phone Number. (7off) 9Zo -`1 `fflS
Level Spreader ID:. opf or= LA u.I C -F 1E#-D OltA
Level Spreader Length 170 ft. (perpendicular to flow)
Drainage Area a2q ac. (on-site and off-site drainage to the level spreader)
Impervious Area 0.12 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope 5. % (6% for forested, leaf littler cover, 8% for thick ground cover)*
grass
Max. Discharge from a 10 Year Storm I ,r( cfs
Max. Discharge to Level Spreader 0 cfs
Filter Strip/Buffer Vegetation ?;l1 ?rA -hK (thick ground cover or grass, canopied forest with leaf litter
I..,? t?lt,.e cbro-J Good groundcover)
Pre-treatment or Bypass Method ?M. LCOAMCN1c
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.
Applicants Ini1jaig
Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
4/ Pre-Form Scour Holes are on flat slopes only
z No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document: L01A)
Bypass method is specified (if applicable) and plan details and calculations are provided (ulA)
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
dischargetNh)
No structures are located in protected buffers. (.NIA)
- Plan details for the bypass and outlets are provide4O I a?
The operation and maintenance agreement includes annual erosion and vegetation repair. N) a
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
LEVEL SPREADER OPERATION AND MAINTENANCE AGREEMENT
L,2?e1 Sprtaaer op'- of vkcDmonT C9-415S1Nc, pe-IVL
The level spreader is defined as an elongated, level threshold, designed to diffuse stormwater runoff.
Maintenance activities shall be performed as follows:
1. After construction and until vegetation has been established, level spreader(s) shall be inspected after
every rainfall. Thereafter, level spreader(s) shall be inspected at least every month and more
frequently during the fall season and after heavy rainfall events:
a. Accumulated sediment, leaves, and trash shall be removed, and repairs made if required.
b. Inspect level spreader(s) for evidence of scour, undercutting, settlement of the structure, and
concentrated flows downhill from the level spreader(s).
c. A level elevation shall be maintained across the entire flow-spreading structure at all times.
Repair or replace the level spreader if it is damaged.
d. Mow vegetative cover to a height of six (6) inches and prune plants if they cover over half of the
level spreader surface.
e. Repair eroded areas and replace/replant dead or damaged vegetation.
2. The contractor should avoid the placement of any material on and prevent construction traffic across
the structure. If the measure is damaged by construction traffic, it shall be repaired immediately,
3. Inspect and repair the collection system (e.g., catch basins, pipes, swales, riprap) four (4) times a year
to maintain proper functioning.
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance
procedures listed above. 1 agree to notify DWQ of any problems with the system or prior to any changes to
the system or responsible party.
Print name:
Title: tA, -, ?'-
z_
Address:
PhnnP•
Signatu
Date:
//- /o- C')
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.
1, Pee ,lie R. Hall Jr a Notary Public for the State of North rgr-ol}na ,
County of Gui 1 fnrd , do hereby certify thatKen-L,indhalM
personally appeared before me this 10 day of Nov?m?Pr 005 , and acknowledge the due
e,Cecution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
FEAKLIE R. KALs, M.
,40TARY PUD SD
GUILMRD COi NV- , KC
C!r' an,M Sjjft, s;m 14, X10
SEAL

My commission expires January I , 2010
Page 1 of 1
DWQ Project No
DIVISION OF WATER QUALITY • LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : PW mnn+ 0_f'os"
Contact Person: We„d_il 0y rb., Phone Number: (70q) 7ZO -alfgs'
Level Spreader ID:. OFF OF p i FDr,oar C, Rossrny Da.tvv
Level Spreader Length a 00 ft. (perpendicular to flow)
Drainage Area 0. r13 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 0-36 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope 3. K % (6% for forested, leaf littler cover, 8% for thick ground cover)*
grass
Max. Discharge from a 10 Year Storm a $ cfs
Max. Discharge to Level Spreader a.g cfs
Filter Strip/Buffer Vegetation CAnrp;j C-oret# w1 (thick ground cover or grass, canopied forest with leaf litter
I rii-er,3rot_4 groundcover)
Go uee
Pre-treatment or Bypass Method _ ?Qe-cQ?zmet?t
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.
Applicants niti
Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document: N(FF
Bypass method is specified (if applicable) and plan details and calculations are provided 01A
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge. Min,
-- No structures are located in protected buffers. NlR
Plan details for the bypass and outlets are provided. 4A
The operation and maintenance agreement includes annual erosion and vegetation repair. NJA
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.

Project Name: Piedmont Cr
Project No. DWQ 05-1881
Pond No.
SUBh11TTED DESIGN: I REQUIRED DESIGN-
11/21/2005
elevations 2.7 average depth status
Bottom of Basin (ft) 834 ---?
Permanent Pool (ft) 843.5 9.5 ft. de check de //
Temporary Pool (ft) 845.6 ft. depth ok
areas
Permanent Pool SA (sq ft) 9860 4969 sq. ft. ok
Drainage Area (ac) 19.3 2772 based on avg depth ok
Impervious Area (ac) 5.48 28.4 % -
volumes
Permanent Pool (cu ft) 26287
Temporary Pool (cu ft) 25276 21406 cu. ft. ok
Forebay (cu ft) 6690 25.4 % check forebc

other parameters
SA/DA 1.06 0.59 -
Orifice Diameter (in) 1.375 0.05 efs drawdown -
Design Rainfall (in) 1 5.8 day drawdown check draws.
Linear Interpolation of Correct SAIDA ** *
9.5 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 20 0.44 0.226255578 1.08
Project Impervious 28.4 0.59 0.33 1.37
Next Highest 30 0.62 0.349479716 1.43
3 ft 4
Project Name: Piedmont Cr
Project No. DWQ 05-1881
Pond No.
SUBMITTED DESIGN: 1 REQUIRED DESIGN:
11/21/2005
elevations 2.7 average depth status
Bottom of Basin (ft) 834
Permanent Pool (ft) 840 6 ft. depth ok
Temporary Pool (ft) 845.6 5.6 ft. depth ok

areas
Permanent Pool SA (sq ft) 9860 6654 sq. ft. ok
Drainage Area (ac) 19.3 5019 based on avg depth ok
Impervious Area (ac) 5.48 28.4 % -

volumes
Permanent Pool (cu ft) 26287
Temporary Pool (cu ft) 25276 21406 cu. ft. ok
Forebay (cu ft) 5500 20.9 % ok

other parameters
SA/DA 1.06 0.79 -
Orifice Diameter (in) 1.375 0.08 cfs drawdown -
Design Rainfall (in) 1 3.5 day drawdown ok
Linear Interpolation of Correct SAIDA * * *
6 ft. Permanent Pool Depth
% Impervious SAMA fron (Avg. Depth)
Next Lowest 20 0.59 0.426351927 1.08
Project Impervious 28.4 0.79 0.60 1.37
Next Highest 30 0.83 0.629614604 1.43
3 ft 4
Project Name: Piedmont Cr
Project No. DWQ 05-1881
Pond No.
SUBMITTED DESIGN: 2 REQUIRED DESIGN:
11/21/2005
elevations 2.9 average depth status
Bottom of Basin (ft) 843
Permanent Pool (ft) 850.4 7.4 ft. depth check depth
Temporary Pool (ft) 852.3 1.9 ft. depth ok

areas
Permanent Pool SA (sq ft) 16763 8383 sq. ft. ok
Drainage Area (ac) 16.5 8335 based on avg depth ok
Impervious Area (ac) 8.88 53.8 % -
volumes
Permanent Pool (cu ft) 47921
Temporary Pool (cu ft) 36269 32006 cu. ft. ok
Forebay (cu ft) 7620 15.9 % check forebe
other parameters
SA/DA 2.03 1.17 -
Orifice Diameter (in) 1.75 0.08 cfs drawdown -
Design Rainfall (in) 1 5.4 day drawdown check dratim
Linear Interpolation of Correct SA/DA * * *
7.4 ft. Permanent Pool Depth
% Impervious SAIDA fron (Avg. Depth)
Next Lowest 50 1.09 1.091412635 1.08
Project Impervious 53.8 1.17 1.16 1.21
Next Highest 60 1.29 1.27022311 1.43
3 ft 4
Project Name: Piedmont Cr
Project No. DWQ 05-1881
Pond No.
SUBMITTED DESIGN. 2 REQUIRED DESIGN-
11/21/2005
elevations 2.9 average depth status
Bottom of Basin (ft) 843
Permanent Pool (ft) 849 6 ft. depth ok
Temporary Pool (ft) 852.3 3.3 ft. depth ok
areas
Permanent Pool SA (sq ft)
16763
9920 sq. ft.
ok
Drainage Area (ac) 16.5 10089 based on avg depth ok
Impervious Area (ac) 8.88 53.8 % -

volumes
Permanent Pool (cu ft) 47921
Temporary Pool (cu ft) 36269 32006 cu. ft. ok
Forebay (cu ft) 9000 18.8 % ok

other parameters
SA/DA 2.03 1.38 -
Orifice Diameter (in) 2 0.13 cfs drawdown -
Design Rainfall (in) 1 3.1 day drawdown ok
Linear Interpolation of Correct SA/DA * * *
6 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 50 1.3 1.331077969 1.08
Project Impervious 53.8 1.38 1.40 1.21
Next Highest 60 1.51 1.52130108 1.43
3 ft 4
Project Name: Piedmont Cr
Project No. DWQ 05-1881
Pond No.
SUBMITTED DESIGN: 3 REQUIRED DESIGN.
11/21/2005
elevations 1.6 average depth status
Bottom of Basin (ft) 843
Permanent Pool (ft) 849.5 6.5 ft. depth check depth
Temporary Pool (ft) 850.5 1 ft. depth ok
areas
Permanent Pool SA (sq ft) 56242 5654 sq. ft. ok
Drainage Area (ac) 14.8 876 based on avg depth ok
Impervious Area (ac) 5.75 38.9 % -
volumes
Permanent Pool (cu ft) 87434
Temporary Pool (cu ft) 30540 21471 cu. ft. ok
Forebay (cu ft) 17500 20.0% ok
other parameters
SA/DA 1.69 0.88 -
Orifice Diameter (in) 1.875 0.07 cfs drawdown -
Design Rainfall (in) I 5.4 day drawdown check draws
Linear Interpolation of Correct SAIDA***
6.5 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 30 0.7 0.150749262 1.08
Project Impervious 38.9 0.88 0.14 1.39
Next Highest 40 0.9 0.13393976 1.43
3 ft 4
Project Name: Piedmont Cr
Project No. DWQ 05-1881
Pond No.
SUBMITTED DESIGN: 3 REQUIRED DESIGN:
11/21/2005
elevations 1.6 average depth status
Bottom of Basin (ft) 843
Permanent Pool (ft) 849 6 ft. depth ok
Temporary Pool (ft) 850.5 1.5 ft. depth ok
areas
Permanent Pool SA (sq ft) 56242 5654 sq. ft. ok
Drainage Area (ac) 14.8 876 based on avg depth ok
Impervious Area (ac) 5.75 38.9 % -

volunnes
Permanent Pool (cu ft) 87434
Temporary Pool (cu ft) 30540 21471 cu. ft. ok
Forebay (cu ft) 17500 20.0 % ok
other paranneters
SA/DA 1.69 0.88 -
Orifice Diameter (in) 2.5 0.14 cfs drawdown -
Design Rainfall (in) 1 2.5 day drawdown ok
Linear Interpolation of Correct SAIDA * * *
6 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 30 0.7 0.150749262 1.08
Project Impervious 38.9 0.88 0.14 1.39
Next Highest 40 0.9 0.13393976 1.43
3 ft 4
Project Name: Piedmont Cr
Project No. DWQ 05-1881
Pond No.
SUBMITTED DESIGN: 3 REQUIRED DESIGN:
11/21/2005
elevations 1.6 average depth status
Bottom of Basin (ft) 843
Permanent Pool (ft) 849 6 ft. depth ok
Temporary Pool (ft) 850.5 1.5 ft. depth ok

areas
Permanent Pool SA (sq ft)
56242
6606 sq. ft.
ok
Drainage Area (ac) 14.8 3205 based on avg depth ok
Impervious Area (ac) 5.75 38.9 % -

volumes
Permanent Pool (cu ft) 87434
Temporary Pool (cu ft) 30540 21471 cu. ft. ok
Forebay (cu ft) 17500 20.0 % ok

other parameters
SA/DA 1.69 1.02 -
Orifice Diameter (in) 2.5 0.14 cfs drawdown -
Design Rainfall (in) 1 2.5 day drawdown ok
Linear Interpolation of Correct SA/DA***
6 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 30 0.83 0.46865083 1.08
Project Impervious 38.9 1.02 0.50 1.39
Next Highest 40 1.05 0.500749262 1.43
3 ft 4
Project Name: Piedmont Cr
Project No. DWQ 05-1881
Pond No.
SUBMITTED DESIGN: 3 REQUIRED DESIGN:
11/21/2005
elevations 3.4 average depth status
Bottom of Basin (ft) 843
Permanent Pool (ft) 849 6 ft. depth ok
Temporary Pool (ft) 850.5 1.5 ft. depth ok

areas
Permanent Pool SA (sq ft)
26000
6606 sq. ft.
ok
Drainage Area (ac) 14.8 7460; based on avg depth ok
Impervious Area (ac) 5.75 38.9 % -
volumes
Permanent Pool (cu ft) 87434
Temporary Pool (cu ft) 30540 21471 cu. ft. ok
Forebay (cu ft) 17500 20.0 % ok

other parameters
SA/DA 1.69 1.02 -
Orifice Diameter (in) 2.5 0.14 efs drawdown -
Design Rainfall (in) 1 2.5 day drawdown ok
Linear Interpolation of Correct SAIDA * * *
6 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 30 0.83 0.920711538 1.08
Project Impervious 38.9 1.02 1.16 1.39
Next Highest 40 1.05 1.187881538 1.43
3 ft 4
Project Name: Piedmont Cr
Project No. DWQ 05-1881
Pond No.
SUBh1ITTED DESIGN: 4 REQUIRED DESIGN:
11/21/2005
elevations 2.8 average depth status
Bottom of Basin (ft) 871
Permanent Pool (ft) 877.2 6.2 ft. depth check depth
Temporary Pool (ft) 878.8 1.6 ft. depth ok

areas
Permanent Pool SA (sq ft) 10817 5716 sq. ft. ok
Drainage Area (ac) 13 5241 based on avg depth ok
Impervious Area (ac) 4.96 38.2 % -
volumes
Permanent Pool (cu ft) 29903
Temporary Pool (cu ft) 22033 18564 cu. ft. ok
Forebay (cu ft) 4630 15.5 % check forebe

other parameters
SA/DA 1.6 1.01 -
Orifice Diameter (in) 1.375 0.04 efs drawdown -
Design Rainfall (in) 1 5.7 day drawdown check drawc.
Linear Interpolation of Correct SA/DA * * *
6.2 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 30 0.83 0.771111214 1.08
Project Impervious 38.2 1.01 0.93 1.37
Next Highest 40 1.05 0.960489045 1.43
3 ft 4
Project Name: Piedmont Cr
Project No. DWQ 05-1881
Pond No.
SUBMITTED DESIGN. 4 REQUIRED DESIGN.-
11/21/2005
elevations 2.8 average depth status
Bottom of Basin (ft) 371
Permanent Pool (ft) 877 6 ft. depth ok
Temporary Pool (ft) 878.8 1.8 ft. depth ok
areas
Permanent Pool SA (sq ft)
10817
5716 sq. ft.
ok
Drainage Area (ac) 13 5241 based on avg depth ok
Impervious Area (ac) 4.96 38.2 % -

volumes
Permanent Pool (cu ft) 29903
Temporary Pool (cu ft) 22033 18564 cu. ft. ok
Forebay (cu ft) 6000 20.1 % ok

other parameters
SA/DA 1.6 1.01 -
Orifice Diameter (in) 2 0.10 cfs drawdown -
Design Rainfall (in) 1 2.6 day drawdown ok
Linear Interpolation of Correct SAIDA ***
6 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 30 0.83 0.771111214 1.08
Project Impervious 38.2 1.01 0.93 1.37
Next Highest 40 1.05 0.960489045 1.43
3 ft 4
Project No. DWQ Piedmont Cr
Project Name: 05-1881
11/21/2005
SUBMITTED DESIGN. 1 REQUIRED DESIGN:
elevations
Permanent Pool (ft) 835 6.5 ft. depth
Temporary Pool (ft) 841.5
areas
Permanent Pool SA (sq ft) 4613 3746 sq. ft.
Drainage Area (ac) 2.7 ac
Impervious Area (ac) 1.32 48.9 % impervious
Rational C 0.65
Precipitation (in) 0.7 no sand underdrain
volumes
Inlet Velocity 1.4 0 fps
Inlet Flow Depth 3.7 in
Depth to Ground Water 6 6 ft
Planting Soil Infiltration 1 0.52 in/hr
In-Situ Soil Infiltration 0.27 0.00 in/hr

check depth
ok
check veloci
ok
ok
Project No. DWQ Piedmont Cr
Project Name: 05-1881
11/21/2005
SUBMITTED DESIGN: 2 REQUIRED DESIGN:
elevations

Permanent Pool (ft) 845 6.5 ft. depth
Temporary Pool (ft) 851.5
areas
Permanent Pool SA (sq ft)
4783
3885 sq. ft.
Drainage Area (ac) 2.8 ac
Impervious Area (ac) 1.31 46.8 % impervious
Rational C 0.65
Precipitation (in) 0.7 no sand underdrain

volumes
Inlet Velocity 1.8 0 fps
Inlet Flow Depth 4.8 in
Depth to Ground lVater 6 6 ft
Planting Soil Infiltration 1 0.52 in/hr
In-Situ Soil Infiltration 0.27 0.00 in/hr

check depth
ok
check veloci
ok
ok
OCT 1 0 2005
't,?TW4D3R410Voiiy;J?TERC'V1?1 October 6, 2005
S&EC #5-1325w1
Environmental Consultants, PA
, Suite C • Concord, North Carolina.,; [phone] • Fax: [phone]
US Army Corps of Engineers
Raleigh Regulatory Field Office
Attn: Todd Tugwell
6508 Falls of Neuse Road, Suite 120
Raleigh, NC 27615
Dear Mr. Tugwell and Ms. Karoly:
NC Division of Water Quality
401 Oversight/Express Permits Unit
Attn: Cyndi Karoly
2321 Crabtree Blvd
Raleigh, NC 27604
Our client, Faith Properties of the Carolinas, requests the use of Nationwide Permits 12 and 39 for
the proposed "Piedmont Crossing" project in High Point, NC. Specifically, this notification
requests impacts associated with development for Tracts B-E of the proposed project. Tracts F-I
have no final designs at this time and wetland/stream impacts are not anticipated for those
parcels. The subject property (including all tracts) is approximately 197-acres in size and located
west of Barrow Road. A signed agent authorization accompanies the enclosed preconstruction
notification. As proposed, Piedmont Crossing will result in the construction of single and
multifamily units as well as a section of Piedmont Parkway to be funded and constructed by the
developer. No other segment of the proposed Piedmont Parkway to be constructed for this
project. The approximate property boundaries are shown on the attached USGS Topo Quad
vicinity map. Surface waters on the property are unnamed tributaries that flow to Oak Hollow
Lake in the Randleman Lake watershed/Cape Fear river basin (WSIV;CA/ WCA.Tier 4). S&EC
has met with regulatory personnel from the USACE and NC DWQ regarding approval of our
wetland delineation and Randleman buffer origin points, respectively.
As proposed construction of Piedmont Crossing will result in impacts to perennial streams,
wetlands, and isolated wetlands. Permanent impacts to perennial streams involve 149 linear feet
for 2 road crossings. A road crossing over the largest perennial stream will involve an arch span
to avoid impacts. Two temporary stream impacts totaling 301f are proposed for sanitary sewer
construction. Proposed wetland impacts associated with lot fill and road crossings total .09 acres.
Impact WI on the attached sheet involving approximately 0.016 acres of wetlands (included in
the .09ac total) has occurred. That impact total fell below USACE and NC DWQ notification
thresholds. Proposed impacts to isolated wetlands total 0.082 acres. The isolated wetland
impacts are below notification thresholds for the NC DWQ.
Proposed impacts to Randleman Lake riparian buffers (50') total 24,510sf for Zoned and
18,170sf for Zone 2, respectively. Buffer impacts are associated with proposed road and sewer
crossings. The crossings occur at perpendicular angles and are exempt under the Randleman
Lake watershed buffer rules. Enclosed with the completed PCN are impervious calculations and
stormwater management plans from the project engineer. Proposed stormwater management
facilities include construction of (4) wet ponds followed by level spreaders and (2) bio-retention
cells. Stormwater management facilities have been approved by the watershed review committee
and follow City of High Point guidelines as well as NC DWQ general certification #3402.
Greensboro Office: Ralei;h Office:
3817-E Lawndale Drive 11010 Raven Ridge Road
Greensboro, NC 27455 Raleigh, NC 27614
Phone: [phone] Phone: [phone]
Fax: [phone] Fax: [phone]
. 7
Attached please find: 1) A completed Pre-construction Notification 2) signed Agent
Authorization Form, 3) USGS topo quad vicinity map, 4) Guilford County Soil Survey map, 5)
Construction plans, 6) Cross-sectional view of arch span, 7) 3 copies of impervious
calculations/stormwater plans, 8) Wetland data forms, and 9) 401 processing fee of $475. Please
call if more copies of the stormwater plans/calculations are needed.
Sincerely,
Wendell Overby
NC Licensed Soil Scientist
Office Use Only: Form Version March 05
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Applicable" 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 ? Express 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: 12,39
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 Ecosystem Enhancement Program (NCEEP) is proposed
for mitigation of impacts, attach the acceptance letter from NCEEP, 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: Faith Properties (Ken Lindholm)
Mailing Address: 10410-50OG Park Road
Charlotte, NC 28210
Telephone Number: [phone] Fax Number:
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: Wendell Overby
Company Affiliation: Soil & Environmental Consultants, PA
Mailing Address: 236 LePhillip Court
Suite C
Concord, NC 28025
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: woverby(a)sandec.com
Page 5 of 13
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: Piedmont Crossing
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN): 180005500000100004, 180005500000100001,
18000550000010000501
4. Location
County: Guilford Nearest Town: High Point
Subdivision name (include phase/lot number): Piedmont Crossing
Directions to site (include road numbers/names, landmarks, etc.):I-40 exit 210 (Hwy 68). Go
South 2.5 miles to Willard Dairy Road Turn right go 1.3 miles to Barrow Road. Property is
across Barrow Road.
5. Site coordinates (For linear projects, such as a road or utility line, attach a sheet that
separately lists the coordinates for each crossing of a distinct waterbody.)
Decimal Degrees (6 digits minimum): 350525°N 79.9912°W
6. Property size (acres): 197
7. Name of nearest receiving body of water: UT Oak Hollow Lake (WSIV CA)
8. River Basin: Cape Fear (03030003)
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at littp://h2o.enr.state.nc.us/admin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: Formerly farming operation with open pastures and woodland.
Two homes occurred on the property. General land use in vicinity is predominantly
residential. A high school and fire station located in very close proximity.
Page 6 of 13
10. Describe the overall project in detail, including the type of equipment to be used:
Tract B-64 single family homes C 1 Phase 1 &2 181 single & multi family units, C Ph 2,3
24 multi family units D Ph 1 & 2 106 single family units E 304 multi family units. Use of
heavyyquipment including _pans, backhoes and trenches required for site preparation.
11. Explain the purpose of the proposed work: Construction of Piedmont Crossing project and
a portion of Piedmont Parkway Thoroughfare
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.No prior determinations or permits known. S&EC's delineation approved
by Andrea Wade (USACE). Site meetings between S&EC USACE and NC DWO have been
held to review wetlands/streams and Randleman buffers.
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.
Future phases predicted but no impacts estimated at this time. Design of future phases have not
been finalized to date (Tracts F-I). No future impacts anticipated for those tracts.
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. Each impact must be
listed separately in the tables below (e.g., culvert installation should be listed separately from
riprap dissipater pads). Be sure to indicate if an impact is temporary. All proposed impacts,
permanent and temporary, must be listed, and must be labeled and clearly identifiable on an
accompanying site plan. All wetlands and waters, and all streams (intermittent and perennial)
should 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 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:Two perennial stream impacts totaling
149 if proposed for road crossings. Wetland impacts totaling .09 acres requested. Impacts to
isolated wetlands total .083 acres. Temporary stream impacts of 301f proposed for sewer xings.
Page 7 of 13
Buffer impacts zone 1 (20,21 0sfl zone 2 (14,65 8)Impacts exempt for proposed road xings.
Impacts for temporaryxings- zone 1 (4 300sfl zone 2 (3 512sf). Exempt for sewer xings.
2. Individually list wetland impacts. Types of impacts include, but are not limited to
mechanized clearing, grading, fill, excavation, flooding, ditching/drainage, etc. For dams,
separately list impacts due to both structure and flooding.
Located within Distance to Area of
Wetland Impact Type of Wetland 100-year Nearest Impact
Site Number Type of Impact (e.g., forested, marsh, Floodplain Stream (acres)
(indicate on map) herbaceous, bog, etc.) ( es/no) (linear feet)
W1 Fill Linear headwater No 0 .016
W2 Fill Linear headwater No 0 .006
W3 Fill/Pipe Linear headwater No 0 .008
W4 Fill Headwater No 0 .05
W5 Fill Headwater No 0 .01
Total Wetland Impact (acres) .09
3. List the total acreage (estimated) of all existing wetlands on the property: 3.45 acres
4. Individually list all intermittent and perennial stream impacts. Be sure to identify temporary
impacts. Stream impacts include, but are not limited to placement of fill or culverts, dam
construction, flooding, relocation, stabilization activities (e.g., cement walls, rip-rap, crib
walls, 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. To calculate acreage, multiply length X width, then divide by 43,560.
Perennial Average
Stream Impact Stream Impact Area of
Number Stream Name Type of Impact
ittent
Intermittent Width Length Impact
(indicate on map) Before (linear feet) (acres)
Impact
S I UT Oak Hollow L Pipe Perennial 4' 74 .007
S2 UT Oak Hollow L Pipe Perennial 3' 75 .005
T1 UT Oak Hollow L Temp Perennial 4' 15 .005
T2 UT Oak Hollow L Temp Perennial 4' 15 .005
Total Stream Impact (by length and acreage) 149 .012
179(+temp) ,022+temp
5. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.). Open water impacts include, but are not limited to
fill, excavation, dredging, flooding, drainage, bulkheads, etc.
Open Water Impact Name of Waterbody Type of Waterbody Area of
Site Number (if applicable) Type of Impact (lake, pond, estuary, sound, bay, Impact
(indicate on ma) ocean, etc.) (acres)
N/A N/A N/A N/A N/A

Total Open Water Impact (acres) N/A
Page 8 of 13
6. List the cumulative impact to all Waters of the U.S. resulting from the project.
Stream Impact (acres): 0.012
Wetland Impact (acres): .09
Open Water Impact (acres): 0
Total Impact to Waters of the U.S. (acres) .102
Total Stream Impact (linear feet): 149
7. Isolated Waters
Do any isolated waters exist on the property? ® Yes ? No
Describe all impacts to isolated waters, and include the type of water (wetland or stream) and
the size of the proposed impact (acres or linear feet). Please note that this section only
applies to waters that have specifically been determined to be isolated by the USACE.
Three isolated wetlands approved by USACE on property totaling 0.2 acres. Proposed
impacts of 083 acres to isolated wetlands for the development.
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.): excavation with installation of riser
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): stormwater
Current land use in the vicinity of the pond: Agriculture or forested.
Size of watershed draining to pond(s): 1-19.3ac, 2-16ac, 3-14.8ac, 4-13ac
Expected pond(s) surface area: 1-.23ac 2-.38ac 3-1.3ac, 4-.25ac
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.Since our involvement with
nroiect chances in road lavout made to avoid additional stream/wetland impacts. Proposed arch
span proposed to avoid impacts to perennial stream Proiect designed to avoid buffer impacts
except for exempt road/sewer crossings at perpendicular angles. Small % of wetland and stream
impact amounts compared to total wetland/stream acreages on site and size of project.
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
Page 9 of 13
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 January 15, 2002, 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 NCEEP 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:/ih2o.enr.state.ne.us/ncwetlands/strmuide.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.
Planning of subdivision to avoid and minimize impacts will serve as mitigation.
Development will utilize stormwater ponds combined with level spreaders as well as
bioretention areas for water quality. Impacts to perennial (mitigable) streams at the
minimum necessary and less than 1501f Impacts to large perennial stream avoided at cost of
bottomless span Road alignments have chanced to reduce proposed impacts Proposed
wetland impacts less than .1 acres. Proposed isolated wetlands impact less than .1 acres.
Project subject to Randleman and water supply buffers. Proposed buffer impacts exempt
2. Mitigation may also be made by payment into the North Carolina Ecosystem Enhancement
Program (NCEEP). Please note it is the applicant's responsibility to contact the NCEEP at
[phone] to determine availability, and written approval from the NCEEP indicating
that they are will to accept payment for the mitigation must be attached to this form. For
additional information regarding the application process for the NCEEP, check the NCEEP
website at http://h2o.enr.state.nc.us/wrp/index.htm. If use of the NCEEP is proposed, please
check the appropriate box on page five and provide the following information:
Amount of stream mitigation requested (linear feet): 0
Amount of buffer mitigation requested (square feet): 0
Page 10 of 13
Amount of Riparian wetland mitigation requested (acres): 0
Amount of Non-riparian wetland mitigation requested (acres): 0
Amount of Coastal wetland mitigation requested (acres): 0
IX. Environmental Documentation (required by DWQ)
1. Does the project involve an expenditure of public (federal/state/local) funds or the use of
public (federal/state) land? Yes ? No
2. If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
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 ?
3. 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 ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
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.
1. Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 02B .0243 (Catawba) 15A NCAC
2B .0250 (Randleman Rules and Water Supply Buffer Requirements), or other (please
identify)? Yes ® No ?
2. If "yes", 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 Multiplier Required
(square feet) Mitigation
1 24,510 3 (2 for Catawba) 0
2 18,170 1.5 0
Total 42,680 0
* Zone I extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
*Buffer impacts for proposed road and sewer crossings are exempt.
Page 11 of 13
3. If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e.,
Donation of Property, Riparian Buffer Restoration / Enhancement, or Payment into the
Riparian Buffer Restoration Fund). Please attach all appropriate information as identified
within 15A NCAC 2B .0242 or .0244, or .0260. Buffer impacts for exempt activities
requiring no mitigation
XI. Stormwater (required by DWQ)
Describe impervious acreage (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. If percent impervious surface exceeds 20%, please provide calculations
demonstrating total proposed impervious level. Calculations for four water quality ponds
attached Delineation maps of watersheds and construction plans of four wet ponds and 2
bioretention areas attached Estimated impervious percents to be treated by pond 1 (28.4%), pond
2 (53.8%), pond 3 (38.9%), pond 4 (38.2% bioretention 1 (50%) bioretention 2 (48%).
Stormwater facilities approved by watershed review committee.
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.
Construction of sanitary sewer lines are proposed for the development.
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application? Yes ? No
XIV. Cumulative Impacts (required by DWQ)
Will this project (based on past and reasonably anticipated future impacts) result in additional
development, which could impact nearby downstream water quality? Yes ? No
If yes, please submit a qualitative or quantitative cumulative impact analysis in accordance with
the most recent North Carolina Division of Water Quality policy posted on our website at
http://12o.enr.state.nc.us/ncwetiands. If no, please provide a short narrative description:In our
opinion project is residential subdivision/amenities that will not result in violation of downstream
water quality standards. Project mandated to conform to water supply rules and Randleman
buffers. On site stormwater controls to be constructed that meet state and local rules.
Page 12 of 13
XV. 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).
J-1v
ic•(-7 105
Applicant/Agent'
(Agent's signature is valid
ignature
Date
if an authorization letter from the applicant is provided.)
Page 13 of 13
oil & Environmental Consultants; P.A
?s
Ptwoc: [phone] Fu [phone]
f 236 LcMip Court Suite C Cook Noah CuoGna 28025
www.SandEC.eotn
AGENT AUTHORIZATION FORM
All Blanks To Be Filled In B The Current Landowner
Name:
.
Address: d Cl/ d ?O tI C- f r ri ?i 4 G/?a MZ -1'6
-7ay_V- 2-(,1,72 -
,
Phone:
Project Name/Description _PlEC7Monl T CRbSG)NCC
Date:
The Department of the Army
U.S. Army Corps of Engineers, Wilmington District
P.O. Box 1890
Wilmington, NC 28402 /
Attu
Field Office: •Ralei?h
Re: Wetlands Related Consulting and Permitting
To Whom It May Concern:
I, the current propg!y owner, hereby designate. and authorize Soil & Environmental Consultants, PA to
act in my behalf as my agent in the processing of permit. applications, to furnish upon request'
supplemental information in support of applications, etc. from this day forward. The P 3 f- day of 1Z, -
This notification supersedes any previous correspondence concerning the agent for this project:. . .
NOTICE: This authorization, for liability. arid prgfessional courtesy reasons, is valid onlyfor
government officials to enter the propety r when accompanied by S&EC staff. You sho nl&&H S&EC
to arrange a site meeting prior to visiting the site.
Print Property Owner's Name Property Owner's Signature _
ca Mr. John Dorney cc Mr. Wendell Overby
NCDENR - DWQ Soil & Environmental Consultants; PA
2321 Crabtree Boulevard
Raleigh, NC 27604 blank agent auth fomLdoc
Greensboro Office: Hickory Arta Office:. Ralci h Office:
3817-E Uwndalc Drive 710 Boston Road 11016 Ravea Ridge Road
Gitensboro, NC 27455 Taylorsville, NC 28681 Raleigh, NC 27614
Phone: [phone] Phone: [phone] Phone [phone]
Cop5TVt (C) 1997, Nbptech, Inc.
Guilford County Soil Survey
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S 86'-5.'-51' E
TRACT "T" 1
500' 250' 0 500' 1000'
- m!'?.('Z_
SINGLE/MULTI-FAI41LY RESIDENTIAL'
(RM-FJ STANDARDS FOR TRACTS C-1,2,3)
AREA C-1 = 36.4 Ac.
AREA C-2.3- 3.0 Ac,t
ISA ALLOTMENT - 15.4 Ac. (457)
MASTER SKETCH PLAN
PIEDMONT CROSSING
DEVELOPED BY
FAITH PROPERTIES OF
THE CAROLINAS, LLC
i;;T'; C" HIGH P011JT
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SITE DATA
- ZONING: CU-PD-MIXED
- REFERENCES: MAP 550, BLOCK 1, LOT 5;
MAP 550, BLOCK 1, LOT 4; MAP 550, BLOCK 1, LOT 1
- TOTAL AREA = 196.6 Ac.±
- No. OF TRACTS = 8
it - TOTAL MAXIMUM NUMBER OF RESIDENTIAL UNITS = 773
- AMOUNT OF COMMON AREA REQUIRED = 19.3 Ac. (2.5/100 UNITS)
- TOTAL AREA OF NON-RESIDENTIAL DEVELOPMENT = 52.4 Ac.
- AMOUNT OF COMMON AREA REQUIRED = 5.2 Ac. (10%)
- TOTAL COMMON AREA REQUIRED = 30.1 Ac.
WATERSHED DATA
- WATERSHED: OAK HOLLOW WCA TIERS 4 AND CITY LAKE GWA
- TOTAL ALLOWABLE ISA = 49.1%
- MAXIMUM PROPOSED ISA = 48.5%
- EXISTING ISA TO BE REMOVED = 0.78 Ac.t TOTAL
EXISTING STRUCTURES = 0.49 Ac,t
EXISTING DRIVES = 0.27 Ac.±
ALLOTMENT TO TRACT 'A' = 0.18 Ac.
REMAINING ALLOTMENTS = 0.60 Ac.
-SOIL TYPE: EnB, EnC, MhB2, MhC2, Co, Ch
-AVERAGE SLOPE: 7%
-DISTANCE TO FLOODWAY: 0 L.F.t
^F',FI n.c
FAITH PPCPERTIES OF THE
CARCL!NAS, LLC.
e%o KEN LINDHOL 1
10410-50 DG PARK RD.
CHARLOTTE, N" 28210
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9, TRACT
RESIDENTIAL UNITS
B-PH-1 64 SINGLE FAMILY
B-PH ®® ®p 6e® ?' \ C1-PH-1,2 181(C-1-PH-1 SINGLE FAMILY)
?,: ?, ?? g ®p 6 g w N, (C-1 PH-2 MULTI-FAMILY)
--? ???-- ® p F 8 L C-2,3 24 MULTI-FAMILY)
"SINGII-FAMILY RtSil) 'r,0J " p p 6 e N
(RS-7 S*ANi)A'DI © © a p ®®® a v D-PH-1 59 SINGLE FAMILY)
t3S\? ©p p 0 g D-PH-2 47 SINGLE FAMILY)
TOTAL AREA-24.0 A p
ISA ALLOTMENT-IC.E Ac. ( 74 -S?? p p p ® E 305 (MULTI-FAMILY)
46, CA F 0
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THE PURPOSE CF THIS OVER;,LL MASTER PLAN S TO DEMOv cIRAiE THE
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Line Bearing Distance
Lt N 86'-45'-27" W 162.38'
L2 S 89'-57'-46" E 133.69'
L3 N 59'-50'-48" W 49.92'
L4 S 29-30'-56" W 50.62'
L5 S 59'-47'-11" E 77.39'
L6 S 1'-43'-19" W 225.61'
L7 S 38'-40'-05" W 61.88'
L8 N 89'-58'-Ot" E 45.39'
L30 N 00'-05'-28" E 14.67'
L31 N 51'-16'-45" W 4.15'
L32 N 14'-58'-36" W 135.74'
L33 S 75•-42'-25" E 90.02'
L34 N 00'-51'-56" W
'
" 54,67'
'
L35 N 00'-51
-56
W 2,52
L36 N 88'-51'-13 W
"
' 165.98,
L37 N 85-12
W
-48 92,14
L38 S 32•-28'-43" W 20.09'
L39 N 87'-37'-15" W 91.06'
L40 S 02'-16'-40 W
'
' 43.49;
L41 -40
S 02'-16
W 16.52
L42 S 87'-59-33 W 148,59'
L43 N 87'-19'-24" W 14.23'
L44 S 19' _31'-23" W 104,17'
'
L45 S 89'-56'-32" E 169.03
L46 S 87'-07'-03" E 219.86'
L47 N 83'-27'-57" W 239.41'
L48 N 86'-28'-44" W 75.78'
L49 S 19'-31'-17" W 85.01'
300' 0 300' 600'
SCALE: 1 3 OQ'
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Wetland & Stream Impact Map
BARROW ROAD
CITY OF HIGH POINT
GUILFORD COUNTY, NORTH CAROLINA
50' 25' 0 so' 100'
SCALE: 1" = 50'
sheet, 2 of
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Wetland & Stream Impact Map
BARROW ROAD
CITY OF HIGH POINT
GUILFORD COUNTY, NORTH CAROLINA
50' 25' 0 50' too'
SCALE: 1 50'
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Wetland & Stream Impact Map
BARROW ROAD
CITY OF HIGH POINT
GUILFORD COUNTY, NORTH CAROLINA
50' 25' 0 50' 100'
Emoll
SCALE: 1" = 50'
Sheet 4- of 5
STRE2`:i'vl '1"0" BE
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Wetland & Stream Impact Map
L L'
BARROW ROAD
CITY OF HIGH POINT
GUILFORD COUNTY, NORTH CAROLINA
50' 25' 0 50' 100'
SCALE: 1" = 50'
r
1,V {+.. i-,hi ? til E:.
PO EE iZr:. C,IT D:
J
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L 49202B O
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u i

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BUFFER iMP4CTS
IONIE 1: 5,577 SP
7 NIE 1,805 SF
A-PI ?t?
1uC?? sUI,I?,EP::
? r

?REA ri T/L; S-E ` -
DISTURBED.
7r-/ L17
C:3 Nn J--
42 '

8~ S.S. PIEDMONT CROSSING DRIVE
MAIN CREEK CROSSING
8" W.L.
*' .•; •;-.. ...:. .... 40' 30' 20' 10' 0 40' Be
71,
77144:•:
i SCALE: 1"=40'
26+95 27+00 27+05 27+10 27+15 27+20 27+25 27+30 27+35 27+40 27+45 27+50

852.50 PROPO SED R AD

850.00
PROP
SED 4
'x10'
CON/ PAN RIDGE
847.50 SYSTE

845.00
D15 RBA CE
HIN
0IT 10' 0

842.50
NO DISTUR 3ANCE
-

WI
IN 10'
OF it [
840.00
TOP
OF 8
NK
K

837.50
FOO ING 7 EXI TING GRADE
835.00 EX D TO ROCK

832.50

g' 3' 0 g' 12' 1 B'
SCALE: 1 " = 6'
Wetland Delineation Performed By: Soil & Environmental Consultants, PA
236 LePhillip Ct., Suite C
Concord, North Carolina 28025
[phone]
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: Barrow Road Date: 10/21103
Applicant/Owner. Faith Properties County: Guilford
Investigator: W. Overby, A. Rollans State: NC

Do Normal Circumstances exist on the site? X Yes No Community ID: Mix-Pine-Hardwood
Is the site significantly disturbed (Atypical Situation)? Yes X No Transect ID:
Is the area a potential Problem Area? Yes X No Plot ID: Upland
(If needed, explain on reverse.)
VEGETATION
Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator
1. Pinus viriginana Tree FACU 9. Pinus echinata Tree FACU
2. Liriodendron tulipifera Tree FAC+ 10.
3. Liquidambar styraciflua Tree FAC 11.
4. Juniperus virginiana Tree FACU- 12.
5. Rubus argutus Herb FACU 13.
6. Acer rubrum Tree FAC 14.
7. Lonicera japonica Herb FAC- 15.
8. Quercus alba Tree FACU 16.
Percent of Dominant Species that are OBL, FACW, or FAC
(excluding FAC-): 40
Remarks: Much of upland in pasture (fescue) or cultivated field.
HYDROLOGY
_ Recorded Data (Describe in Remarks):
Stream, Lake or Tide Gauge
Aerial Photographs
_ Other
X No Recorded Data Available Wetland Hydrology Indicators:
Primary Indicators:
Inundated
Saturated in Upper 12 Inches
Sediment Deposits
Drainage Patterns in Wetlands
Field Observations: Secondary Indicators (2 or more required):
_ Oxidized Root Channels in Upper 12 Inches
Depth of Surface Water: N/A (in.) Water-Stained Leaves
_ Local Soil Survey Data
Depth to Free Water in Pit: N/A (in.) FAC-Neutral Test
_ Other (Explain in Remarks)
Depth to Saturated Soil: N/A (in.)
Remarks:
Wetland Delineation Performed By: Soil & Environmental Consultants, PA
236 LePhillip Ct., Suite C
Concord, North Carolina 28025
[phone]
Project/Site: Barrow Road Plot ID: Upla.-d
cnn c
Map Unit Name Drainage Class: Well
(Series and Phase): Enon Field Observations
Taxonomy (Subgroup): Ultic Hapludalf Confirm Mapped Type? x Yes _ No
Profile Description:
Depth Matrix Color Mottle Color Mottle Texture, Concretions,
inches Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure, etc.
0-4 Ap 10YR 4/2 Sand Loam
4-12 Bt1 2.5Y 5/4 Sand clay loam
12+ Bt2 10YR 5/8 Clay
Hydric Soil Indicators:
Histosol Concretions
Histic Epipedon High Organic Content in Surface Layer in Sandy Soils
Sulfidic Odor Organic Streaking in Sandy Soils
Aquic Moisture Regime Listed on Local Hydric Soils List
Reducing Conditions Listed on National Hydric Soils List
Gleyed or Low-Chroma Colors Other (Explain in Remarks)
Remarks:
L--
I
WFTI ANDS nFTFRMINATION
X
Hydrophytic Vegetation Present? Yes _ No Is this sampling point within a wetland?
Wetland Hydrology Present? Yes x No Yes x No
Hydric Soils Present? Yes x No
Remarks:
Wetland Delineation Performed By: Soil & Environmental Consultants, PA
236 LePhillip Ct., Suite C
Concord, North Carolina 28025
[phone]
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: Barrow Road Date: 10/21103
Applicant/Owner. Faith Properties County: Guilford
Investigator: W. Overby A. Rollans State: NC
Do Normal Circumstances exist on the site? X Yes No Community ID: Headwater
Is the site significantly disturbed (Atypical Situation)? Yes X No Transect ID:
Is the area a potential Problem Area? Yes X No Plot ID: Wetland
(If needed, explain on reverse.)
VP[,-PTe'nnN
Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator
1. Juncus effusus Herb FACW 9.
2. Sambucus Canadensis Herb FACW 10.
3. Salix nigra Tree OBL 11.
4. Carex sp. Shrub FACW 12.
5. Rubus argutus Herb FACU 13.
6. Cyperus strigosis Herb FACW 14.
7. Ludwigia sp. Herb OBL 15.
8. 16.
Percent of Dominant Species that are OBL, FACW, or FAC
(excluding FAC-): 85
Remarks:
HYDROLOGY
_ Recorded Data (Describe in Remarks):
Stream, Lake or Tide Gauge
_ Aerial Photographs
Other
X No Recorded Data Available Wetland Hydrology Indicators:
Primary Indicators:
x Inundated
x Saturated in Upper 12 Inches
Sediment Deposits
Drainage Patterns in Wetlands
Field Observations: Secondary Indicators (2 or more required):
x Oxidized Root Channels in Upper 12 Inches
Depth of Surface Water: 0-2 (in.) Water-Stained Leaves
Local Soil Survey Data
Depth to Free Water in Pit: 0-12+ (in.) x FAC-Neutral Test
_ Other (Explain in Remarks)
Depth to Saturated Soil: 0-12+ (in.)
Remarks:
Wetland Delineation Performed By: Soil & Environmental Consultants, PA
236 LePhillip Ct., Suite C
Concord, North Carolina 28025
[phone]
Project/Site: Barrow Road Plot ID: wetland
JV ILJ
Map Unit Name Drainage Class: Poorly
(Series and Phase): Wehadkee Field Observations
Taxonomy (Subgroup): Fluvaquentic endoaquept Confirm Mapped Type? x Yes No
Profile Description:
Depth Matrix Color Mottle Color Mottle Texture, Concretions,
inches Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure, etc.
0-4 Ap 10YR 5/2 Loam
4-12 Bg 10 YR 6/2 7.5YR 5/8 Few/Distinct Sand clay loam
Hydric Soil Indicators:
Histosol Concretions
_
Histic Epipedon High Organic Content in Surface Layer in Sandy Soils
_
Sulfidic Odor Organic Streaking in Sandy Soils
_
x Aquic Moisture Regime x Listed on Local Hydric Soils List
x Reducing Conditions x Listed on National Hydric Soils List
x Gleyed or Low-Chroma Colors Other (Explain in Remarks)
Remarks:
IAICTI AKIr10 r1CTCDAA1MAT1nkf
x
Hydrophytic Vegetation Present? - Yes No Is this sampling point within a wetland?
Wetland Hydrology Present? x Yes No x Yes No
Hydric Soils Present? x Yes No
Remarks:
L- J
1 r i 1
Wetland Delineation Performed By: Soil & Environmental Consultants, PA
236 LePhillip Ct., Suite C
Concord, North Carolina 28025
[phone]
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: Barrow Road Date: 10/21/03
Applicant/Owner. Faith Properties County: Guilford
Investigator. W. Overby, A. Rollans State: NC

Do Normal Circumstances exist on the site? X Yes No Community ID: Riparian wetlands
Is the site significantly disturbed (Atypical Situation)? Yes X No Transect ID:
Is the area a potential Problem Area? Yes X No Plot ID: wetland
(If needed, explain on reverse.)
VEGETATION
Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator
1. Ligustrum sinense Tree FAC 9.
2. Liriodendron tulipifera Tree FAC+ 10.
3. Liquidambar styraciflua Tree FAC 11.
4. Microstegium vimenium Herb FAC 12.
5. Smilax rotundifolia Vine FAC 13.
6. Acer rubrum Tree FAC 14.
7. Woodwardia areolata Herb OBL 15.
8. Salix nigra Tree OBL 16.
Percent of Dominant Species that are OBL, FACW, or FAC
(excluding FAC-): 100

HYDROLOGY
_ Recorded Data (Describe in Remarks):
_ Stream, Lake or Tide Gauge
_ Aerial Photographs
_ Other
X No Recorded Data Available Wetland Hydrology Indicators:
Primary Indicators:
Inundated
x Saturated in Upper 12 Inches
_ Sediment Deposits
x Drainage Patterns in Wetlands
Field Observations: Secondary Indicators (2 or more required):
x Oxidized Root Channels in Upper 12 Inches
Depth of Surface Water: 0 (in.) x Water-Stained Leaves
x Local Soil Survey Data
Depth to Free Water in Pit: 0-12 (in.) FAC-Neutral Test
Other (Explain in Remarks)
Depth to Saturated Soil: 0-12+ (in.)
Remarks:
. r I ,
Wetland Delineation Performed By: Soil & Environmental Consultants, PA
236 LePhillip Ct., Suite C
Concord, North Carolina 28025
[phone]
Project/Site: Barrow Road Plot ID: wetland
SOILS
Map Unit Name Drainage Class: Poorly
(Series and Phase): Worsham Field Observations
Taxonomy (Subgroup): Typic Endoaquult Confirm Mapped Type? x Yes No
Profile Description:
Depth Matrix Color Mottle Color Mottle Texture, Concretions,
inches Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure, etc.
0-5 A 10YR 5/1 Sand Loam
4-15 Bg 10YR 6/1 10YR 5/2 Common/Distinct Clay loam
Hydric Soil Indicators:
Histosol Concretions
Histic Epipedon High Organic Content in Surface Layer in Sandy Soils
Sulfidic Odor Organic Streaking in Sandy Soils
_
x Aquic Moisture Regime x Listed on Local Hydric Soils List
x Reducing Conditions x Listed on National Hydric Soils List
x Gleyed or Low-Chroma Colors Other (Explain in Remarks)
Remarks:
L-
I
WETLANDS DETERMINATION
X
Hydrophytic Vegetation Present? - Yes No Is this sampling point within a wetland?
Wetland Hydrology Present? x Yes No x Yes No
Hydric Soils Present? x Yes No
Remarks:
EROSION CONTROL AND STORM WATER
HYDRAULIC CALCULATIONS
FOR
PIEDMONT CROSSING TRACT •C•
MULTI-FAMILY SECTION
DEVELOPED BY.•
FAITH PROPERTIES OF THE CAROLINAS, LLC
AUGUST, 2005
SAR

S AL
.
a , 1 5
? ._

Ni s

R, @EnW D
O C T 1 0 2005
O. RIR - WATER QUlkLITY
VOU-''os 1 0 S T (rJ? 1FYATER ER lxj l
JAMESTOWN ENGINEERING GROUP, INC.
117 EAST MAIN STREET P. 0. BOX 365
JAMESTOWN, NC 27282
[phone]

EROSION CONTROL AND STORM WATER
HYDRAULIC CALCULATIONS
FOR
PIEDMONT CROSSING TRACT °C°
MULTI-FAMILY SECTION
DEVELOPED BY.•
FAITH PROPERTIES OF THE CAROLINAS, LLC
AUGUST, 2005
o??N SQR l

S AL =
1 65

JAMESTOWN ENCINEERINC GROUP, INC.
117 EAST MAIN STREET P. 0. BOX 365
JAMESTOWN, NC 27282
[phone]
JAMESTOWN ENGINEERING GROUP, INC.
117 E. MAIN STREET
JAMESTOWN, NC 27282
DESIGN OF WATER QUALITY POND NO. 4
e I. GENERAL
A. DESIGN CRITERIA
- \
.y DESIGN IS BASED UPON CITY OF HIGH POINT STORMVATER GUIDELINES
FOR VATER QUALITY AND FLOOD CONTROL. IN CONJUNCTION WITH ENVIRONMENTAL
REGULATIONS, ARTICLE A, SECTION 9-7-5 FOR WATERSHED CRITICAL AREAS.
D. SITE INFORMATION
THE PROPOSED SITE IS LOCATED VITNIN THE OAK HOLLOW GENERAL VATERSHED
GENERAL SITE DATA IS LISTED BELOW:
POND 14
SITE AREA 13.0
OFF-SITE AREA 0.00
TOTAL SITE AREA 13.00
OFF-SITE DRAINAGE AREA 0.00
SITE DRAINAGE AREA 13
DISTURBED AREA 12
S UNITS PROPOSED (MULTI-FAMILY) 51.5
BARROW ROAD WIDENING (FUTURE) 0.69 AC
IMPERVIOUS AREA
SFzUHIT (MULTI-FAMILY) 2200
' IMPERVIOUS AREA (BARROW RD) 0.69
IMPERVIOUS AREA (MULTI- FAHI 2.60
STREETS, SIDEVALKS. POOL 1.67
0 AD.IACENT LOT 9 .00 AC 0.00
TOTAL 4.96
1 i BUILT UPON (FOR SITE DRAINAGE AREA) 38.15i
% BUILT UPON (FOR TOTAL SITE AREA) 38.1S%
DU/ACRE (SITE) 4.0
' IN ACCORDANCE WITH TABLE 7-S-1 A VET DETENTION POND IS REQUIRED
C. VET POND INFORMATION/REQUIREMENTS
VOLUME REQUIREMENTS OF POND 1
' 38.2: IMPERVIOUS e 3.2 ft 1.60/ OF DRAINAGE AREA
POOL SURFACE AREA REQUIRED .016 x 13.00 x 43560 9057 SF
1/8 PERM SED STORAGE .125 x 13.00 x 3630 - 5899 CF
• 112 TEMP SED STORAGE S00 r. 12.00 x 3630 21780 CF
TOTALSEDIMENT STORAGE VOLUME REQUIRED 27679 CF
RUNOFF VOLUME - 1.Oin x Rv x DA vhere Rv - 0.05 + 0.009 (I)
TEMPORARY VOLUME - 1.0 in x 0.39 x 13.00 • 10563 CF

t
D OF ANALYSIS
INFLOW HYDROGRAPHS: SHALL WATERSHED METHOD
PEAK INFLOWS: RATIONAL METHOD
' POND ROUTING: REGRESSION ANALYSIS FOR STAGE STORAGE RELATIONSHIP
DESI
1FL0?. ROGRAPHS
1. PRE-DEVELOPEHEHT
' OFF-SITE AREA 0.00 ACRES
((1/4 AC LOTS) C. 0.35
ON-SITE AREA 13.00 ACRES
(UNIMPROVED) C. 0.35
13.0 ACRES C. 0.35
TIME OF CONCENTRATION
HYDRAULIC PATH VELOCITY LENGTH TIME
SHEEP FLOW S fps 300 ft 600 sec
CHANNEL FLOW 8.0 fps ft sec
600 sec
Tc - 10.0 win
e PEAK FLOW 0 - CIA
I(2) - 4.3 in/hr
I(10) - 5.8 in/hr
I(100) - 9.0 in/hr
Q(2) - 19.6 CPS
Q(10) - 26.4 CFS
Q(100) - 36.4 CFS
t 2. POST-DEVELOPEHEifT
OFF-SITE AREA
((1/4 AC LOTS) 0 ACRES C. 0.35
ON-SITE AREA 38.15: IMPERVIOUS
IMPERVIOUS 4.96 ACRES C. 0.95
LAWN 8.04 ACRES 0.35
SITE DRAINAGE AREA AVERAGE 0.58
' COMPOSITE 13.0 ACRES C. 0.58
TIME OF CONCENTRATION
HYDRAULIC PATH VELOCITY LENGTH TIME
SHEET FLOW S fps 250 ft 500 sec
CHANNEL FLOW 8.0 fps 800 ft 100 sec
' 600 sec
Tc - 10.0 win
' PEAK FLOW I(2) 0 - CIA
- 4.3 in/hr
100) - 5.3 in/hr
I(100)- 8 0 in/hr
Q(2) = 32.4 CFS
0(10) 43.6 CFS
0(100) - 60.2 CPS
' DEPTH OF RUNOFF
2-YEAR 6-HOUR PRECIPATION (P) - 2.52 in
10-YEAR 6-11OUR PRECIPATION (P) - 3.71 in
100-YEAR 6-HOUR PRECIPATION (P) - 4.93 in
CH 83
S - (1000/CN)-30 - 2.05 in
RUNOFF DEPTH(Q¦) - (P-0.2 x S)"2/(P+0.8 x S) - 1.07 in 2-YEAR 6-HOUR RUNOFF DEPTH
RUNOFF DEPTH(Q-) - (P-0.2 x S)"2/(P+0.8 x S) - 2.04 in 10-YEAR 6-110UR RUNOFF DEPTH
RUNOFF DEPTH(Q-) - (P-0.2 x S)"2/(P+0.8 x S) - 3.11 in 100-YEAR 6-HOUR RUNOFF DEPTH
TIME OT PEAK - RUNOFF VOLUME/(I.39 x Op;2-YEAR 18.73 ¦in
TIME OT PEAK - RUNOFF VOLUHE/(1.39 x OP; 10-YEAR 26.40 ¦in
TIME OT PEAK - RUNOFF VOLUME/(l. 39 x Op. 100-YEAR 29.24 win

1

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D. ESTIMATE STORAGE
1. S - (Q(Post)-Q(Pr )) - Tp
S - 7678 CF
2. POND ELEVATIONS/AREA/VOLUME
CUMULATIVE
TEMP\PERM SED STORAGE REQ'D 27679 CF 27679 CF
PERMAHENT STORAGE REQ'D 5899 CF 33578 CF
ESTIMATED STAGE STORAGE 7678 CF 412SS CF
ASSUME POND INVERT (DOTTOH OF POND) 871.0
SEDIMENT STORAGE REQUIRED 5899 CF
WATER QUALITY SURFACE AREA REQUIRED 9057 SF
ACCUMALATED Z
ELEV AREA VOLUME VOLUME STAGE In S In Z
871.00 3629 0 0 0.0
872.00 4480 4047 4047 1.0 8.306 0.000
873.00 5398 4932 8979 2.0 9.103 0.693
874.00 6383 5884 14863 3.0 9.607 1.099
875.00 7434 6902 21764 4.0 9.988 1.386
876.00 8552 7986 29751 5.0 10.301 1.609
877.00 9736 9138 38888 6.0 10.568 1.792
878.00 15143 12340 51229 7.0 10.844 1.946
879.00 16662 15896 67125 8.0 11.114 2.079
800.00 18247 17448 84574 9.0 11.345 2.197
881.00 19899 19067 103641 10.0 11.549 2.303
882.00 21618 20753 124393 11.0 11.731 2.398
883.00 23403 22505 146898 12.0 11.897 2.485
884.00 25000 24197 171095 13.0 12.050 2.565
885.00 28000 26486 197581 14.0 12.194 2.639
886.00 31500 56375 227470 15.0 12.335 2.708
AVERAGE - 10.930 1.964
ASSURE SEDIMENT STORAGE ELEVATION - 874.0
SEDIMENT STORAGE VOLUME PERMANENT - 13911 CF
ASSUME ORIFICE ELEVATION - 877.20
SURFACE AREA PROVIDED - 10817 SF
PERMANENT WATER QUALITY VOLUME 29903 CF
ASSUME RISOR ELEVATION = 878.80
TEMPORARY WATER QUALITY VOLUME - 22033 CF
ASSUME EMERGENCY SPILLWAY ELEVATION - 880.10
ASSUME BARREL INVERT ELEVATION 874.0
3. REGRESSION ANALYSIS SUMMARY OUTPUT PERFORMED ON LAST 8 ENTRIES
vher
b-(sua(ln(Z)-ln(Z))-1/n-sua(ln(Z))-sua(ln(S)))/(su a(ln(Z)"2)-1/n-(sua(ln(S )))"2)
b- 1.77
a-1/n-sua(ln(S))-b/n-sua(ln(Z))
a- 7.45
R"2-(sum(In(Z)-ln(S))-n- In(Z)_ln(S)_)"2/((sun (ln(z )"2)-n-In(Z)_"2)-(sua(In (S)"2)-n- ln(S)_"2)
R"2- 1.00
Ks-3"a
Ks- 1720
SEDIMENT
Z STORAGE
est ELEV
0.00
1.62 874.00
2.54
3.37
4.18
4.98
5.80
6.77
7.88
8.98
10.07
11.16
12.26
13.36
14.49
15.69
874.00
5899 CF REQUIRED
9057 SF REQUIRED
18563 CF REQUIRED
I C. OUTLET STRUCTURES
1. PRINCIPLE SPILLWAY
INVERT ELEVATION z 874.0
' ASSUME RISOR ELEVATION 878.8
SOLVE FOR ROUGH RISOR SIZE @ 26.4 CFS
DIAMETER(in)-Q-12/(Cv-(H"312) •3.14159)
'.... ROUGH DIAMETER -
SOLVE FOR ROUGH BARREL SIZE 31 in
DIAMETER(in)- (Q-4/(3.14159-Cd-(2-g-h)". S)".S
ROUGH DIAMETER - 21 in
ASSUME RISOR DIA - 36 in 36
ASSUME BARREL DIA 24 in 24
ASSUME ORIFICE PLATE DIA 21 in 24
2. EMERGENCY SPILLWAY
SOLVE FOR WEIR LENGTH USE h- 1.0 ft
ASSUME SPILLWAY ELEV - 880.1
L-Q/(Cv-h"3/2)
vhere Q(100) - 60.2 cfs
RISOR Q Q ELEV 878.80 22.6 cfs
' EMERGENCY SPILLWAY Q 37.6 cfs
WEIR LGTR (ft) 13 ft
100-YEAR H.W.L. 880.76
TOP OF DAM
WEIR ORIFICE
ORIFICE -
PRINCIPAL 882.1
EMERGENCY
TOTAL
ELEV RISOR BARREL RISOR SPILLWAY SPILLWAY OUTFLOW
678.0 0.0 22.6 0.0 0.0 0.0 0.0
879.0 2.8 23.2 15.2 2.8 0.0 2.8
879.2 7.9 23.7 21.5 7.9 0.0 7.9
879.4 14.5 24.3 26.4 14.5 0.0 14.5
879.6 22.3 24.8 30.4 22
3 0
0 22
3
' 879.8 31.1 25.4 34.0 .
25.4 .
0.0 .
25.4
880.0 40.9 25.9 37.3 25.9 0.0 25.9
880.2 51.5 26.4 40.3 26.4 0.9 27.4
880.4 62.9 26.9 43.1 26.9 4.9 31.8
880.6 75.1 27.4 45.7 27.4 10.6 38.0
' 880.8 08.0 27.9 48.1 27.9 17.6 45.5
881.0 101.5 28.4 50.5 20.4 25.6 54.0
881.2 115.6 28.8 52.7 28.8 34.6 63.4
881.4 130.4 29.3
ALLOWABLE OUTFLOW 54.9 29.3 • 44.5
26.4 73.8
CFS
t
t
D. ROUTING 2, 10 6 111 YEAR POST-DEVELOPEMENT STORM TDRU POND
' 1. INPUT DATA FOR 2-YEAR STORM
Q(2) 32.4
Tp 18.73
TIME INCREMENT 2.00 min
' Ks 1720
b 1.77
INVERT ELEVATION 871.00
ORIFICE ELEVATION 877.20
RISOR ELEVATION 878.80
PERMANENT STORAGE 65847
EM SPILLWAY ELEV 880.10
TIME INFLOW STORAGE STAGE
' 0.00 0.0 43814 877.20
2.00 0.9 43868 877.20
4.00 3.5 44133 877.23
6.00 7.S 44795 877.28
8.00 12.5 45997 077.37
10.00 17.9 47823 877.51
12.00 23.1 50283 877.70
14.00 27.5 53322 877.93
16.00 30.7 56816 870.18
' 18.00 32.2 60593 878.44
20.00 32.0 64447 878.71
22.00 30.0 68060 878.95
24.00 26.5 70981 879.14
26.00 23.1 72999 879.27
28.00 20.1 74244 879.35
30.00 17.5 74907 879.39
32.00 15.2 75155 879.40
34.00 13.3 75120 879.40
1 36.00 11.5 74898 879.39
38.00 10.0 74559 879.37
40.00 8.7 74151 879.34
42.00 7.6 73708 879.31
44.00 6.6 73252 879.28
' 46.00 S.8 72799 879.25
48.00 5.0 72357 879.23
50.00 4.4 71932 879.20
52.00 3.8 71529 879.17
1 54.00 3.3 71140 879.15
56.00 2.9 70791 879.12
58.00 2.5 70457 879.10
60.00 2.2 70145 879.08
62.00 1.9 69856 879.06
' 64.00 1.7 69587 879.05
66.00 1.4 69337 879.03
68.00 1.3 69106 879.02
70.00 1.1 68891 879.00
' 72.00 0.9 68693 878.99
74.00 0.8 68509 878.98
76.00 0.7 68330 878.96
78.00 0.6 68180 878.95
80.00 0.5 68034 878.94
82.00 0.5 67833 878.94
84.00 0.4 67773 878.93
PEAK INFLOW 32.4 CFS
PEAK OUTFLOW n 14.6 CFS
PEAK ALLOWABLE OUTFLOW 19.6 CFS
PEAK ELEV - 879.40
PEAK STORAGE - 75155 CF

11

WEIR ORIFICE ORIFICE PRINCIPAL EMERGENCY TOTAL
RISOR DARREL RISOR SPILLWAY SPILLWAY OUTFLOW
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
1.7 23.0 13.0 1.7 0.0 1.7
6.1 23.6 19.8 6.1 0.0 6.1
9.9 23.9 23.3 9.9 0.0 9.9
12.5 24.1 25.1 12.5 0.0 12.5
14.0 24.3 26.1 14.0 0.0 14.0
14.6 24.3 26.4 14.6 0.0 14.6
14.5 24.3 26.4 14.5 0.0 14.5
14.0 24.3 26.1 14.0 0.0 14.0
13.2 24.2 25.6 13.2 0.0 13.2
12.3 24.1 25.0 12.3 0.0 12.3
11.4 24.0 24.3 11.4 0.0 11.4
10.4 24.0 23.6 10.4 0.0 10.4
9.5 23.9 22.9 9.5 0.0 9.5
8.6 23.8 22.2 8.6 0.0 8.6
7.8 23.7 21.5 7.8 0.0 7.8
7.1 23.7 20.8 7.1 0.0 7.1
6.4 23.6 20.1 6.4 0.0 6.4
5.8 23.5 19.4 5.8 0.0 5.8
5.2 23.5 18.7 5.2 0.0 S.2
4.7 23.4 18.1 4.7 0.0 4.7
4.2 23.3 17.5 4.2 0.0 4.2
3.8 23.3 16.9 3.8 0.0 3.8
3.4 23.3 16.3 3.4 0.0 3.4
3.1 23.2 15.8 3.1 0.0 3.1
2.8 23.2 15.3 2.8 0.0 2.8
2.5 23.1 14.8 2.5 0.0 2.5
2.3 23.1 14.3 2.3 0.0 2.3
2.1 23.1 13.8 2.1 0.0 2.1
1.9 23.0 13.4 1.9 0.0 1.9
1.7 23.0 13.0 1.7 0.0 1.7
1.6 23.0 12.6 1.6 0.0 1.6
1.4 23.0 12.2 1.4 0.0 1.4

,l
I -,")

1
2. INPUT DATA FOR 10-YEAR STORM
0(10) 44
Tp 26.40 min
TIME INCREMENT 2 00 min
Ks 1720
b 1.77
INVERT ELEVATION B71.00
ORIFICE ELEVATION 877.20
RIGOR ELEVATION 878.60
PERMANENT STORAGE 43814
EM SPILLWAY ELEV 880.10
TIME INFLOW STORAGE STAGE
0.00 0.0 43814 877.20
2.00 0.6 438S1 077.20
4.00 2.4 44033 877.22
6.00 S.3 44499 877.25
8.00 9.2 45368 877.32
10.00 13.7 46741 877.43
12.00 18.7 48687 877.58
14.00 23.9 51245 877.77
16.00 29.0 S4416 878.01
10.00 33.6 58172 878.27
20.00 37.6 62447 878.S7
22.00 40.7 67103 878.88
24.00 42.8 71632 879.18
26.00 43.6 75463 879.42
28.00 43.3 78407 879.61
30.00 41.7 80638 879.74
32.00 39.0 82433 879.85
34.00 35.5 83828 879.94
36.00 32.2 64792 879.99
38.00 29.2 85361 880.03
40.00 26.4 SS578 880.04
42.00 23.9 85480 880.04
44.00 21.7 85104 880.01
46.00 19.7 84480 879.98
48.00 17.8 83637 879.93
50.00 16.1 82601 879.86
52.00 14.6 81395 879.79
54.00 13.3 80040 879.71
56.00 12.0 78659 879.62
58.00 10.9 77439 879.55
60.00 9.9 76428 879.48
62.00 8.9 7SS70 879.43
64.00 8.1 74831 879.38
66.00 7.3 74183 879.34
68.00 6.7 73608 879.31
70.00 6.0 73092 879.27
72.00 5.5 72626 879.24
74.00 S.0 72201 879.22
76.00 4.5 71812 879.19
78.00 4.1 71454 879.17
80.00 3.7 71123 879.15
82.00 3.3 70816 879.13
84.00 3.0 70531 879.11
86.00 2.7 70266 879.09
88.00 2.S 70018 679.07
PEAK INFLOW - 43.65 CFS
PEAK OUTFLOW - 26.00 CFS
PEAK ALLOWABLE OUTFLOW, 26.39 CFS
PEAK ELEV 880.04
PEAK STORAGE 85S78 CF
WEIR ORIFICE ORIFICE PRINCIPAL EMERGENCY TOTAL
RIGOR BARREL RIGOR SPILLWAY SPILLWAY OUTFLOW
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.8 22.8 9.0 0.8 0.0 0.8
7.3 23.7 21.0 7.3 0.0 7.3
1S.3 24.4 26.9 15.3 0.0 1S.3
22.S 24.9 30.6 22.S 0.0 22.S
28.5 2S.2 33.1 2S.2 0.0 2S.2
33.6 2S.S 34.9 25.5 0.0 25.S
37.7 25.7 36.3 25.7 0.0 25.7
40.6 25.9 37.2 2S.9 0.0 2S.9
42.4 26.0 37.7 26.0 0.0 26.0
43.0 26.0 37.9 26.0 0.0 26.0
42.7 26.0 37.8 26.0 0.0 26.0
41.6 25.9 37.S 25.9 0.0 25.9
39.7 2S.8 36.9 2S.8 0.0 2S.8
37.1 2S.7 36.1 2S.7 0.0 25.7
34.1 2S.S 35.1 2S.5 0.0 25.5
30.6 25.3 33.9 25.3 0.0 2S.3
26.9 2S.1 32.4 25.1 0.0 25.1
23.2 24.9 30.9 23.2 0.0 23.2
20.1 24.7 29.4 20.1 0.0 20.1
17.6 24.5 28.1 17.6 0.0 17.6
15.5 24.4 27.0 15.5 0.0 15.5
13.8 24.2 26.0 13.8 0.0 13.8
12.4 24.1 25.1 12.4 0.0 12.4
11.2 24.0 24.2 11.2 0.0 11.2
10.1 23.9 23.4 10.1 0.0 10.1
9.2 23.9 22.6 9.2 0.0 9.2
8.3 23.8 21.9 8.3 0.0 0.3
7.6 23.7 21.3 7.6 0.0 7.6
6.9 23.6 20.6 6.9 0.0 6.9
6.3 23.6 20.0 6.3 0.0 6.3
5.8 23.5 19.4 5.8 0.0 S.8
S.3 23.5 18.9 5.3 0.0 5.3
4.9 23.4 18.4 4.9 0.0 4.9
4.S 23.4 17.8 4.5 0.0 4.5

3. INPUT DATA FOR 100-YEAR STORM
O(100)
Tp
TIME INCREMENT
Ks
b
INVERT ELEVATION
ORIFICE ELEVATION
RISOR ELEVATION
PERMANENT STORAGE
EM SPILLWAY ELEV
TIRE INFLOW STORA
0.00 0.0 4381
' 2.00 0.7 4385
4.00 2.7 4406
6.00 6.0 44S8
' 8.00
10.00 10.5
15.8 1557
1715
12.00 21.7 4940
14.00 28.1 5239
16.00 34.6 5615
18.00 40.8 6067
20.00 46.6 6591
22.00 S1.6 7139
24.00 5S.6 7636
26.00
28.00 58.4
59.9 8061
8160
30.00 60.1 8866
32.00 S8.9 9218
34.00 S6.3 9489
36.00 S2.6 9671
' 38.00 48.2 9770
40.00 44.1 9802
42.00 40.4 9784
41.00
46.00 36.9
33.8 9733
9658
48.00 30.9 9567
50.00 28.3 9466
S2.00 2S.9 9359
54.00 23.7 9247
} 56.00 21.7 9133
58.00 19.8 9016
60.00 18.1 8898
' 62.00
64.00 16.6
15.2 8776
8648
66.00 13.9 8510
68.00 12.7 8360
70.00 11.6 8199
72.00 10.6 8029
1 74.00 9.7 7862
76.00 8.9 7718
78.00 8.1 7604
80.00
82.00 7.5
6.8 7511
7433
84.00 6.2 7367
86.00 5.7 7310
88.00 5.2 7260
90.00 4.8 7216
' 92.00 4.4 7176
94.00 4.0 7140
96.00 3.7 7107
98.00
PEAK INFLOW 3.3 7076
PEAK OUTFLOW
PEAK ELEV -
' PEAK STORAGE

60
29.24 min
2 00 min
1720
1.77
871.00
877.20
878.80
43814
880.10
GE STAGE
4 877.20
S 877.20
1 877.22
8 877.26
8 877.34
1 877.46
2 877.63
4 877.86
3 878.13
5 878.45
6 878.80
3 079.16
6 079.48
6 879.74
1 879.99
5 880.22
1 880.43
1 880.58
4 880.69
5 880.74
1 880.76
6 880.75
0 880.72
0 000.68
4 000.63
6 080.57
2 880.51
7 880.45
3 680.38
8 880.31
1 880.24
2 880.17
6 880.10
S 880.01
3 079.92
4 879.03
3 879.72
0 879.62
8 079.53
6 079.46
3 879.40
6 879.3S
6 879.31
5 879.27
5 879.24
2 079.21
5 879.19
6 079.16
9 879.14
0 879.12
60.21 CFS
43.89 CFS
WEIR ORIFICE ORIFICE PRINCIPAL EMERGENCY TOTAL
RISOR BARREL RISOR SPILLWAY SPILLWAY OUTFLOW
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 22.6 2.3 0.0 0.0 0.0
6.8 23.6 20.5 6.8 0.0 6.8
17.4 24.5 28.1 17.4 0.0 17.4
20.S 25.2 33.1 25.2 0.0 25.2
40.3 2S.9 37.1 25.9 0.0 25.9
52.8 26.S 40.6 26.5 1.3 27.8
64.6 27.0 43.4 27.0 5.6 32.6
74.1 27.4 45.5 27.4 10.1 37.4
80.6 27.6 46.8 27.6 13.5 41.1
84.2 27.8 47.4 27.8 15.5 43.2
BS.4 27.8 47.7 27.8 16.1 43.9
84.7 27.8 47.5 27.8 15.7 43.S
82.8 27.7 47.2 27.7 14.7 42.4
80.1 27.6 46.7 27.6 13.2 40.8
76.9 27.S 46.0 27.S 11.5 39.0
73.3 27.3 45.3 27.3 9.7 37.0
69.5 27.2 44.5 27.2 7.9 35.0
65.6 27.0 43.7 27.0 6.1 33.1
61.7 26.9 42.8 26.9 4.4 31.3
57.8 26.7 41.8 26.7 2.9 29.6
53.9 26.5 40.9 26.5 1.6 28.1
49.9 26.3 39.8 26.3 0.6 26.9
4S.9 26.1 38.7 26.1 0.0 26.1
41.6 2S.9 37.5 25.9 0.0 25.9
37.0 2S.7 36.1 25.7 0.0 25.7
32.3 2S.4 34.5 25.4 0.0 25.4
27.6 25.2 32.7 2S.2 0.0 2S.2
23.1 24.9 30.8 23.1 0.0 23.1
19.4 24.7 29.1 19.4 0.0 19.4
16.7 24.5 27.6 16.7 0.0 16.7
14.S 24.3 26.4 14.5 0.0 14.5
12.7 24.2 25.3 12.7 0.0 12.7
11.3 24.0 24.3 11.3 0.0 11.3
10.1 23.9 23.4 10.1 0.0 10.1
9.1 23.9 22.6 9.1 0.0 9.1
8.3 23.8 21.9 8.3 0.0 8.3
7.5 23.7 21.2 7.S 0.0 7.5
6.8 23.6 20.5 6.8 0.0 6.8
6.3 23.6 19.9 6.3 0.0 6.3
5.7 23.S 19.4 S.7 0.0 5.7
880.76 EMERGENCY SPILLWAY ACTIVATED
98021 CF

t
t
t
E. ORIFICE BOLE
4 -DAY RELEASE
NUMBER OF BOLES 2
AVERAGE SURFACE AREA 13771 SF
DETENTION DEPTH 1.60 FT
a - 0.415/t-A-(h)".S
a - 3.01 SO IN
d - 1.38 IN 1 6/16 in
0 -DAY RELEASE
NUMBER OF HOLES 2
AVERAGE SURFACE AREA 13771 SF
DETENTION DEPTH 1.60 FT
a - 0.41S/t-A-(h)".S
a - 1.51 SO IN
d - 0.98 IN 0 16/16 in
AVE d - 1.18 IN 1 3/16 in
F. FLOTATION OF RIGOR
VOLUME OF RIGOR
ASSUME INVERT ELEV 874.0
ASSUME RIGOR ELEV 878.8
RIGOR DIAMETER - 36 in
V - 3.14159-r'2-h
V 33.9 CF
VOLUME OF BARREL
ASSUME LENGTH - 15.00 ft
BARREL DIAMETER - 24 in
V - 3.14159-r"2-L
V - 47.1 CF
TOTAL VOLUME - 81.1 CF
CONCRETE REQ'D
DISPLACED WATER - 5058 LB
WEIGHT OF CONCRETE (DOUYAHT) - 87.60 LB/CF
CONCRETE REQ'D - 57.7 CF
RIGOR AREA • 7.1 SF
CONCRETE REQ'D - 8.2 LF
ADD IS% SAFETY FACTOR - 9.4 LF
66.4 CF
'
SUMMARY
TOP OF DAM
100-YEAR HIGH WATER
10-YEAR HIGH WATER
EMERGENCY SPILLWAY ELEV
RISOR ELEV
ORIFICE ELEV
INVERT ELEV
SEDIMENT STORAGE REQUIRED
SEDIMENT STORAGE PROVIDED
TEMPORARY WATER QUALITY VOLUME REQUIRED
' TEMPORARY WATER QUALITY VOLUME PROVIDED
SURFACE AREA REQUIRED
SURFACE AREA PROVIDED
RISOR DIAMETER
BARREL DIAMETER
ORIFICE PLATE DIAMETER
ORIFICE HOLE t/DIAMETER
WEIR LENGTH

t

[I
1
1
2 @
882.1
880.8
880.0
880.1
878.80
877.20
874.0
5899 CF
13911 CF
18563 CF
22033 CF
9057 SF
10817 SF
36 in
24 in
21 in
1.38 in
13 ft

STORM WATER MAP
PIEDMONT CROSSING
BARROW ROAD
CITY OF HIGH POINT
GUILFORD COUNTY, NORTH CAROLINA
50' 25' 0 50' 100'
SCALE: 1" = 50'
Sheet 1 of 2
/ --- ?- X147 j
129
131 128
130 114 I
!
LE
113
3? : ' CI?C?? ' N 112
110
108109
106`107
4
103 10 105
102
'? 101
b
bSOil nb b0"? v
?- \ DSO %J/ \3/ \
b!
1ao2 I
a N y 0? ?V ?401 v I
-'5'
P it r r ?6?? y l Y
r D
I
I? ,ea 31 T o o'a
N, ° N
VEL SPREA ER ^ I I I _
FOR PONDS 4 DISCHARGE
Q10 =26 CFS I
LENGTH=30 ET I
STORM WATER MAP
PIEDMONT CROSSING
BARROW ROAD
CITY OF HIGH POINT
GUILFORD COUNTY, NORTH CAROLINA
50' 25' 0 50' 100'
SCALE: 1" = 50'
Sheet 1 of 2
N
I
L 4'AV
IV 1
J?
4 LL
840
-1?1 EL SPREA7ARLA
FOR FORESTED SIGN -=---1-0 0 LF/ 1--CS OF FLOW
LENGTH=170 FEET

84?
n
J

OCT 1 0 2005
October 6, 2005
DENR - WATER QUALITY S&EC #5-1325w1
V,7r .ANDS AND STORMWATER 5RA1.1W
Environmental Consultants, PA
. Suite C • Concord, North Carolina 28025 • Phone: [phone] • Fax: [phone]
US Army Corps of Engineers
Raleigh Regulatory Field Office
Attn: Todd Tugwell
6508 Falls of Neuse Road, Suite 120
Raleigh, NC 27615
Dear Mr. Tugwell and Ms. Karoly:
NC Division of Water Quality
401 Oversight/Express Permits Unit
Attn: Cyndi Karoly
2321 Crabtree Blvd
Raleigh, NC 27604
Our client, Faith Properties of the Carolinas, requests the use of Nationwide Permits 12 and 39 for
the proposed "Piedmont Crossing" project in High Point, NC. Specifically, this notification
requests impacts associated with development for Tracts B-E of the proposed project. Tracts F-I
have no final designs at this time and wetland/stream impacts are not anticipated for those
parcels. The subject property (including all tracts) is approximately 197-acres in size and located
west of Barrow Road. A signed agent authorization accompanies the enclosed preconstruction
notification. As proposed, Piedmont Crossing will result in the construction of single and
multifamily units as well as a section of Piedmont Parkway to be funded and constructed by the
developer. No other segment of the proposed Piedmont Parkway to be constructed for this
project. The approximate property boundaries are shown on the attached USGS Topo Quad
vicinity map. Surface waters on the property are unnamed tributaries that flow to Oak Hollow
Lake in the Randleman Lake watershed/Cape Fear river basin (WSIV;CA/ WCA.Tier 4). S&EC
has met with regulatory personnel from the USACE and NC DWQ regarding approval of our
wetland delineation and Randleman buffer origin points, respectively.
As proposed construction of Piedmont Crossing will result in impacts to perennial streams,
wetlands, and isolated wetlands. Permanent impacts to perennial streams involve 149 linear feet
for 2 road crossings. A road crossing over the largest perennial stream will involve an arch span
to avoid impacts. Two temporary stream impacts totaling 301f are proposed for sanitary sewer
construction. Proposed wetland impacts associated with lot fill and road crossings total .09 acres.
Impact W 1 on the attached sheet involving approximately 0.016 acres of wetlands (included in
the .09ac total) has occurred. That impact total fell below USACE and NC DWQ notification
thresholds. Proposed impacts to isolated wetlands total 0.082 acres. The isolated wetland
impacts are below notification thresholds for the NC DWQ.
Proposed impacts to Randleman Lake riparian buffers (50') total 24,510sf for Zone d and
18,170sf for Zone 2, respectively. Buffer impacts are associated with proposed road and sewer
crossings. The crossings occur at perpendicular angles and are exempt under the Randleman
Lake watershed buffer rules. Enclosed with the completed PCN are impervious calculations and
stormwater management plans from the project engineer. Proposed stormwatcr management
facilities include construction of (4) wet ponds followed by level spreaders and (2) bio-retention
cells. Stormwater management facilities have been approved by the watershed review committee
and follow City of High Point guidelines as well as NC DWQ general certification #3402.
Greensboro Office: Ralei;h Office:
3817-E Lawndale Drive 11010 Raven Ridge Road
Greensboro, NC 27455 Raleigh, NC 27614
Phone: [phone] Phone: [phone]
Fax: [phone] Fax: [phone]
Attached please fmd: 1) A completed Pre-construction Notification 2) signed Agent
Authorization Form, 3) USGS topo quad vicinity map, 4) Guilford County Soil Survey map, 5)
Construction plans, 6) Cross-sectional view of arch span, 7) 3 copies of impervious
calculations/stormwater plans, 8) Wetland data forms, and 9) 401 processing fee of $475. Please
call if more copies of the stormwater plans/calculations are needed.
Sincerely,
Wendell Overby
NC Licensed Soil Scientist
Office Use Only' Form Version March 05
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Applicable" 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 ? Express 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: 12,39
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 Ecosystem Enhancement Program (NCEEP) is proposed
for mitigation of impacts, attach the acceptance letter from NCEEP, 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: Faith Properties (Ken Lindholm)
Mailing Address: 10410-50OG Park Road
Charlotte, NC 28210
Telephone Number: [phone] Fax Number:
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: Wendell Overby
Company Affiliation: Soil & Environmental Consultants, PA
Mailing Address: 236 LePhillip Court
Suite C
Concord, NC 28025
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: woverby(@sandec.com
Page 5 of 13
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: Piedmont Crossing
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN): 180005500000100004, 180005500000100001,
18000550000010000501
4. Location
County: Guilford Nearest Town: High Point
Subdivision name (include phase/lot number): Piedmont Crossing
Directions to site (include road numbers/names, landmarks, etc.): 1-40 exit 210 (Hwy 68). Go
South 2.5 miles to Willard Dairy Road. Turn right go 1.3 miles to Barrow Road. Property is
across Barrow Road.
5. Site coordinates (For linear projects, such as a road or utility line, attach a sheet that
separately lists the coordinates for each crossing of a distinct waterbody.)
Decimal Degrees (6 digits minimum): 350525°N 79.9912°W
6. Property size (acres):
7. Name of nearest receiving body of water: UT Oak Hollow Lake (WSIV CA)
8. River Basin: Cape Fear (03030003)
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: Formerly frming operation with open pastures and woodland.
Two homes occurred on the property. General land use in vicinity is predominantly
residential. A high school and fire station located in very close proximity.
Page 6 of 13
10. Describe the overall project in detail, including the type of equipment to be used:
Tract B-64 single family homes C I Phase 1&2 181 single & multifamily units, C Ph 23
24 multi family units D Ph 1 & 2 106 single family units, E 304 multi family units. Use of
heavy equipment including pans backhoes and trenches required for site preparation.
11. Explain the purpose of the proposed work: Construction of Piedmont Crossing project and
a portion of Piedmont Parkway Thoroughfare
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.No prior determinations or permits known. S&EC's delineation approved
by Andrea Wade (USACE). Site meetings between S&EC, USACE and NC DWO have been
held to review wetlands/streams and Randleman buffers.
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.
Future phases predicted but no impacts estimated at this time. Design of future phases have not
been finalized to date (Tracts F-I). No future impacts anticipated for those tracts.
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. Each impact must be
listed separately in the tables below (e.g., culvert installation should be listed separately from
riprap dissipater pads). Be sure to indicate if an impact is temporary. All proposed impacts,
permanent and temporary, must be listed, and must be labeled and clearly identifiable on an
accompanying site plan. All wetlands and waters, and all streams (intermittent and perennial)
should 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 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:Two perennial stream impacts totaling
149 If proposed for road crossings. Wetland impacts totaling .09 acres requested. Impacts to
isolated wetlands total .083 acres. Temporary stream impacts of 301f proposed for sewer xings.
Page 7 of 13
Buffer impacts zone 1 (20,21 0sfl zone 2 (14,65 8). Impacts exempt for proposed road xings.
Impacts for temporary xings- zone 1 (4 300sf) zone 2 (3 512sf). Exempt for sewer xings.
2. Individually list wetland impacts. Types of impacts include, but are not limited to
mechanized clearing, grading, fill, excavation, flooding, ditching/drainage, etc. For dams,
separately list impacts due to both structure and flooding.
Wetland Impact
Site Number
(indicate on map)
Type of Impact Type of Wetland
(e.g., forested, marsh,
herbaceous, bog, etc.) Located within
100-year
Floodplain
( es/no) Distance to
Nearest
Stream
(linear feet) Area of
Impact
(acres)
W1 Fill Linear headwater No 0 .016
W2 Fill Linear headwater No 0 .006
W3 Fill/Pipe Linear headwater No 0 .008
W4 Fill Headwater No 0 .05
W5 Fill Headwater No 0 .01
Total Wetland Impact (acres) .09
3. List the total acreage (estimated) of all existing wetlands on the property: 3.45 acres
4. Individually list all intermittent and perennial stream impacts. Be sure to identify temporary
impacts. Stream impacts include, but are not limited to placement of fill or culverts, dam
construction, flooding, relocation, stabilization activities (e.g., cement walls, rip-rap, crib
walls, 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. To calculate acreage, multi 1 length X width, then divide b 43,560.
Perennial Average
Stream Impact Stream Impact Area of
Number Stream Name Type of Impact or
Intermittent
Width
Length
Impact
(indicate on map) Before (linear feet) (acres)
Impact
S l UT Oak Hollow L Pipe Perennial 4' 74 .007
S2 UT Oak Hollow L Pipe Perennial 3' 75 .005
T1 UT Oak Hollow L Temp Perennial 4' 15 .005
T2 UT Oak Hollow L Temp Perennial 4' 15 .005
Total Stream Impact (by length and acreage) 149 .012
179(+temp) ,022+temp
5. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.). Open water impacts include, but are not limited to
fill, excavation, dredging, flooding, drainage, bulkheads, etc.
Open Water Impact Name of Waterbody Type of Waterbody Area of
Site Number
(if applicable) Type of Impact (lake, pond, estuary, sound, bay, Impact
(indicate on ma) ocean, etc.) (acres)
N/A N/A N/A N/A N/A

Total Open Water Impact (acres) N/A
Page 8 of 13
6. List the cumulative impact to all Waters of the U.S. resulting from the project:
Stream Impact (acres): 0.012
Wetland Impact (acres): .09
Open Water Impact (acres): 0
Total Impact to Waters of the U.S. (acres) .102
Total Stream Impact (linear feet): 149
7. Isolated Waters
Do any isolated waters exist on the property? ® Yes ? No
Describe all impacts to isolated waters, and include the type of water (wetland or stream) and
the size of the proposed impact (acres or linear feet). Please note that this section only
applies to waters that have specifically been determined to be isolated by the USACE.
Three isolated wetlands approved by USACE on property totaling 0.2 acres. Proposed
impacts of 083 acres to isolated wetlands for the development.
8. 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.): excavation with installation of riser
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): stormwater
Current land use in the vicinity of the pond: Agriculture or forested.
Size of watershed draining to pond(s): 1-19.3ac, 2-16ac, 3-14.8ac, 4-13ac
Expected pond(s) surface area: 1-.23ac 2-.38ac 3-1.3ac, 4-.25ac
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.Since our involvement with
nroiect chances in road lavout made to avoid additional stream/wetland impacts. Proposed arch
swan proposed to avoid impacts to perennial stream Project designed to avoid buffer impacts
except for exempt road/sewer crossings at perpendicular angles Small % of wetland and stream
impact amounts compared to total wetland/stream acreages on site and size of project.
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
Page 9 of 13
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 January 15, 2002, 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 NCEEP 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:/ih2o.enr.state.nc.us/ncwetlands/strm,gide.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.
Planning of subdivision to avoid and minimize impacts will serve as mitigation.
Development will utilize stormwater ponds combined with level spreaders as well as
bioretention areas for water quality. Impacts to perennial (mitigable) streams at the
minimum necessary and less than 1501f. Impacts to large perennial stream avoided at cost of
bottomless span Road alignments have changed to reduce proposed impacts. Proposed
wetland impacts less than 1 acres. Proposed isolated wetlands impact less than .1 acres.
Project subject to Randleman and water supply buffers. Proposed buffer impacts exempt
2. Mitigation may also be made by payment into the North Carolina Ecosystem Enhancement
Program (NCEEP). Please note it is the applicant's responsibility to contact the NCEEP at
[phone] to determine availability, and written approval from the NCEEP indicating
that they are will to accept payment for the mitigation must be attached to this form. For
additional information regarding the application process for the NCEEP, check the NCEEP
website at http://h2o.enr.state.nc.us/wrp/index.htm. If use of the NCEEP is proposed, please
check the appropriate box on page five and provide the following information:
Amount of stream mitigation requested (linear feet): 0
Amount of buffer mitigation requested (square feet): 0
Page 10 of 13
Amount of Riparian wetland mitigation requested (acres): 0
Amount of Non-riparian wetland mitigation requested (acres): 0
Amount of Coastal wetland mitigation requested (acres): 0
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state/local) funds or the use of
public (federal/state) land? Yes ? No
2. If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
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 ?
3. 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 ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
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.
1. Will the project impact protected riparian buffers identified within 15A NCAC 213 .0233
(Meuse), 15A NCAC 213 .0259 (Tar-Pamlico), 15A NCAC 02B .0243 (Catawba) 15A NCAC
213 .0250 (Randleman Rules and Water Supply Buffer Requirements), or other (please
identify)? Yes ® No ?
2. If "yes", 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 Multi Required
plien r,r:,. , f. ..
1 24,510 3 (2 for Catawba) 0
2 18,170 1.5 0
Total 42,680 0
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
*Buffer impacts for proposed road and sewer crossings are exempt.
Page 11 of 13
3. If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e.,
Donation of Property, Riparian Buffer Restoration / Enhancement, or Payment into the
Riparian Buffer Restoration Fund). Please attach all appropriate information as identified
within 15A NCAC 2B .0242 or .0244, or .0260. Buffer impacts for exempt activities
requirin.g no mitigation
XI. Stormwater (required by DWQ)
Describe impervious acreage (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. If percent impervious surface exceeds 20%, please provide calculations
demonstrating total proposed impervious level. Calculations for four water quality ponds
attached. Delineation maps of watersheds and construction plans of four wet ponds and 2
bioretention areas attached. Estimated impervious percents to be treated by pond 1 (28.4%), pond
2 (53.8%), pond 3 (38.9%), pond 4 (38.2%) bioretention 1 (50%) bioretention 2 (48%).
Stormwater facilities approved by watershed review committee.
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.
Construction of sanitary sewer lines are proposed for the development
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application? Yes ? No
XIV. Cumulative Impacts (required by DWQ)
Will this project (based on past and reasonably anticipated future impacts) result in additional
development, which could impact nearby downstream water quality? Yes El No
If yes, please submit a qualitative or quantitative cumulative impact analysis in accordance with
the most recent North Carolina Division of Water Quality policy posted on our website at
http://h2o.enr.state.nc.us/ncwetlands. If no, please provide a short narrative description:In our
opinion project is residential subdivision/amenities that will not result in violation of downstream
water quality standards. Project mandated to conform to water supply rules and Randleman
buffers. On site stormwater controls to be constructed that meet state and local rules.
Page 12 of 13
XV. 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).
04_,VChjt (OA - 1 -7 105
Applicant/Agent' Signature Date
(Agent's signature is valid my if an authorization letter from the applicant is provided.)
Page 13 of 13
r 4V
-Soil & Environmental Consitha-it§ PA
f 236 L4UUp Court. Suite C Concord, Nash Carolina 28025 Mow: [phone] Fax: [phone]
ti wwwSandEC.com
AGENT AUTHORIZATION FORM
All Blanks To Be Filled In B The Current Landowner
Name:
Address: / O W 4 ' --5 OtJ C- /?? r ?G ?/ G .?/?o ?f r? , / < Z z- .
Phone: o y ?? L lv ?Z ,:
Project Name/ Description: _PIEDMoN7 CRbSS JnlG
Date: 1-1-3 O V The Department of the Army
U.S. Army Corps of Engineers, Wilmington District
P.O. Box 1890
Wilmington, NC 28402 g I
Attu
Field Office: •Raleigh
Re: Wetlands Related Consulting and Permitting
To Whom It May Concern:
I, the current propgE!y owner, hereby designate, and authorize Sod & Environmental Consultants, PA to
act in my behalf as my agent in the processing of permit applications; to furnish upon request'
supplemental information in support of applications, etc. from this day forward. The f 3 .- day of
-7?
This notification supersedes any previous correspondence concerning the agent for this project. : . .
NOTICE This authorization, for liability and professional courtesy seasons, is valid only for
ta..
government officials to enter the property when accompanied by S&EC staff. You shonld'call S&EC
to arrange a site meeting prior to visiting the site.
Print Property Owner's Name Property Owner's Signature `.`
cc: Mr. John Dorney cc Mr. Wendell Overby t
NCDENR - DWQ Soil & Environmental Con'suJtarits PA
2321 Crabtree Boulevard
Raleigh, NC 27604 bLU& ac-d oath fnxmdoe
Greensboro Office: Hickory Area Office: Ralci Off a:
3817-E Lawndale Drive 710 Boston Road 11016 Raavca,Ridge Road
Greensboro, NC 27455 Taylorsville. NC 28681 Raleigh. NC 27614
Phone: [phone] Phone: [phone] Phone [phone]
Guilford County Soil Survey
w
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o
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'SINGLE%MULTI-FAMILY RESIDENTAL
(RM-FS STANOARDS)
dOTRL AREA - 31.3 Ac.
LA ALLOTMENT - 14.1 Ac. (467)

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=.===_%/

-FAMILY RFSDENTAL 0
15-7 STANtARDS)
,TAL AREA- 24.0 A-
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?l\ TRACT 'i"---
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o (RM-Fi STANDARDS FOR TRACTS C-1,2,3)
j o AREA C-1 = 36.4 Ac.
T AREA C-2,3 - 3.0 Ac.t
?,o ISA ALLOTMENT - 15.4 Ac. (457)
MASTER SKETCH PLAN
!-- UF'
PIEDMONT CROSSING
DEVELOPED BY
FAITH PROPERTIES OF
THE CAROLINAS, LLC
500' 250' 0 500' 1000'
;ALE: 5- 00'
?ITi CF HIGh PrdhIT
i iC','IiJSHIP - GUILFuRD CCUN7i'
NGRTH CAROLIIIA.
I „a u?. ?oo4-osa
_EPTEI.ICEP, 200.
SITE DATA
1 - ZONING: CU-PD-MIXED
- REFERENCES: MAP 550, BLOCK 1, LOT 5;
} MAP 550, BLOCK 1, LOT 4; MAP 550, BLOCK 1, LOT 1
I - TOTAL AREA = 196.6 Ac.t
1 - No. OF TRACTS = 8
I % - TOTAL MAXIMUM NUMBER OF RESIDENTIAL UNITS = 773
- AMOUNT OF COMMON AREA REQUIRED = 19.3 Ac. (2.5/100 UNITS)
1 - TOTAL AREA OF NON-RESIDENTIAL DEVELOPMENT = 52.4 Ac.
- AMOUNT OF COMMON AREA REQUIRED = 5.2 Ac. (10%)
- TOTAL COMMON AREA REQUIRED = 30.1 Ac.
WATERSHED DATA
- WATERSHED: OAK HOLLOW WCA TIERS 4 AND CITY LAKE GWA
- TOTAL ALLOWABLE ISA = 49.1%
- MAXIMUM PROPOSED ISA = 48.5%
- EXISTING ISA TO BE REMOVED = 0.78 Ac.t TOTAL
EXISTING STRUCTURES = 0.49 Ac.t
EXISTING DRIVES = 0.27 Ac.t
ALLOTMENT TO TRACT 'A' = 0.18 Ac.
REMAINING ALLOTMENTS = 0.60 Ac.
-SOIL TYPE: EnB, EnC, MhB2, MhC2, Co, Ch
- AVERAGE SLOPE: 7%
-DISTANCE TO FLOODWAY: 0 LF.f
nr',/EI_(;Prr
FAITH PROPERTIES OF THE
CAROLINAS, LLC°
c/o KENT LINDHCLM
10410-5000 PARK RD.
CHARLOTTE, PIC 25210
PHONE: [phone] _31
TRACT NUMBER OF
RESIDENTIAL UNITS
B-PH-1 64 (SINGLE FAMILY)
Ct-PH-1,2 181(C-1-PH-1 SINGLE FAMILY)
(C-1 PH-2 MULTI-FAMILY)
C-2,3 24 (MULTI-FAMILY)
D-PH-1 59 (SINGLE FAMILY)
D-PH-2 47 (SINGLE FAMILY)
E 305 (MULTI-FAMILY)
F 0
G 0
H 0
1 0
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(ACRES)
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0
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BARROW ROAD

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L37
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L39
L43
L46
L49
Bearing Distance
86'-45-21" W 162.38'
89'-57'-46" E 133.69'
59'-50'-48" W 49.92'
29'-30'-56" W 50.62'
59'-47'-11" E 77.39'
1'-43'-19" W 225.61'
38'-40'-05" W 61.88'
89'-58'-Ot" E 45.39'
00'-05'-28" E 14.67'
51'-16'-45" W 4.15'
14'-58'-36" W 135.74'
75'-42'-25" E 90.02'
00'-51'-56 ; W 54.67
00'-51;-56; W 2.52;
88'-51,-13" W 165.98
85'-12 -48 W 92.14
32'-28'-43" W 20.09'
87'-37'-15" W 91.06'
02'-16;-40 W
" 43.49;
02'-16 -40
W 16.52
87'-59'-33" W 148.59'
8T-19'-24" W 14.23
19'-31'-23" W
'
" 104.17'
'
89'-56
-32
E 169.03
87'-07'-03" E 219.86'
83'-27'-57" W 239.41'
86'-28'-44" W 75.78'
19'-31'-17" W 85.01'
600'
4111, *
W
* r rmS' 840 ;%t-
-- ZONE 1 05 SF!
ZONE ?: 4,w2 .?1
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1 r1 1

Wetland & Stream Impact Map
BARROW ROAD
CITY OF HIGH POINT
GUILFORD COUNTY, NORTH CAROLINA
50' 25' 0 50' 100'
SCALE: 1" = 50'
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Wetland & Stream Impact Map
BARROW ROAD
CITY OF HIGH POINT
GUILFORD COUNTY, NORTH CAROLINA
50' 25' 0 50' 100'
SCALE: 1" = 50'
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Wetland & Stream Impact Map
i+'1` _BARROW ROAD
CITY OF HIGH POINT
GUILFORD COUNTY, NORTH CAROLINA
50' 25' 0 50' 100'
SCALE: 1" = 50'
/ S RL1a?;i T'0 BE
Tl } nP. _'TT 17
DISTURBED:
15 L`?
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EN BOTTOM
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HEADWALLS
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BUFFER -11,11FACTS
ZONE 1: 5,577 S1±
ZONE ',805 SF
Wetland & Stream Impact Map
PIEDvl(D1 J l CFOS.` ,'
BARROW ROAD
CITY OF HIGH POINT
GUILFORD COUNTY, NORTH CAROLINA
50' 25' 0 50' 100'
SCALE: 1" = 50'
sheet 5 or 5
T
?'1ETI?AI? AREA
TO BE RE JOVED:
`?,2 1n
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TO BE X OVED-
/ 511F
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2038/
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LPER`JIOUS APT`
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f
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DISTURBED:
LF
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42 '
' '• : :`:: :., z .:: , : ..
8" S.S. PIEDMONT CROSSING DRIVE
MAIN CREEK CROSSING
8" W.L. 7` n N
N
,... 40' 30' 20' 10' 0 40' 80'

: r
77144-.'
SCALE: J"=40'
26+95 27+00 27+05 27+10 27+15 27+20 27+25 27+30 27+35 27+40 27+45 27+50

852.50 '--,] PROPO
GHAU SED R OAD
J
850.00
PROP
SED 4
'x10'
CON/ PAN RIDGE
847.50 SYSTE M

845.00 .00
0 DIS RBA CE
THIN 10' 0

842.50

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840.00 TOP OF 8 NK

837.50 \
F00 ING TO AO EXI TING RADE

835.00 EXTE ND TO ROCK

832.50

6' a 12' 18'
SCALE: 1" = 6'
Wetland Delineation Performed By: Soil & Environmental Consultants, PA
236 LePhillip Ct., Suite C
Concord, North Carolina 28025
[phone]
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: Barrow Road Date: 10/21/03
Applicant/Owner. Faith Properties County: Guilford
Investigator: W. Overby, A. Rollans State: NC

Do Normal Circumstances exist on the site? X Yes No Community ID: Mix-Pine-Hardwood
Is the site significantly disturbed (Atypical Situation)? Yes X No Transect ID:
Is the area a potential Problem Area? Yes X No Plot ID: Upland
(If needed, explain on reverse.)
VEGETATION
Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator
1. Pinus viriginana Tree FACU 9. Pinus echinata Tree FACU
2. Liriodendron tulipifera Tree FAC+ 10.
3. Liquidambar styraciflua Tree FAC 11.
4. Juniperus virginiana Tree FACU- 12.
5. Rubus argutus Herb FACU 13.
6. Acer rubrum Tree FAC 14.
7. Lonicera japonica Herb FAC- 15.
8. Quercus alba Tree FACU 16.
Percent of Dominant Species that are OBL, FACW, or FAC
(excluding FAC-): 40
Remarks: Much of upland in pasture (fescue) or cultivated field.
HYDROLOGY
_ Recorded Data (Describe in Remarks):
_ Stream, Lake or Tide Gauge
Aerial Photographs
_ Other
X No Recorded Data Available Wetland Hydrology Indicators:
Primary Indicators:
Inundated
Saturated in Upper 12 Inches
Sediment Deposits
Drainage Patterns in Wetlands
Field Observations: Secondary Indicators (2 or more required):
_ Oxidized Root Channels in Upper 12 Inches
Depth of Surface Water: WA (in.) _ Water-Stained Leaves
_ Local Soil Survey Data
Depth to Free Water in Pit: WA (in.) FAC-Neutral Test
Other (Explain in Remarks)
Depth to Saturated Soil: WA (in.)
Remarks:
Wetland Delineation Performed By: Soil & Environmental Consultants, PA
236 LePhillip Ct., Suite C
Concord, North Carolina 28025
[phone]
Project/Site: Barrow Road Plot ID: Uplai+d
crvi c
Map Unit Name Drainage Class: Well
(Series and Phase): Enon Field Observations
Taxonomy (Subgroup): Ultic Hapludalf Confirm Mapped Type? x Yes No
Profile Description:
Depth Matrix Color Mottle Color Mottle Texture, Concretions,
inches Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure, etc.
0-4 Ap 10YR 4/2 Sand Loam
4-12 Bt1 2.5Y 5/4 Sand clay loam
12+ Bt2 10YR 5/8 Clay
Hydric Soil Indicators:
Histosol Concretions
Histic Epipedon High Organic Content in Surface Layer in Sandy Soils
Sulfidic Odor Organic Streaking in Sandy Soils
Aquic Moisture Regime Listed on Local Hydric Soils List
Reducing Conditions Listed on National Hydric Soils List
Gleyed or Low-Chroma Colors Other (Explain in Remarks)
Remarks:
L-
I
WFTI ANnS nFTFRMINATION
X
Hydrophytic Vegetation Present? - Yes No Is this sampling point within a wetland?
Wetland Hydrology Present? Yes x No Yes x No
Hydric Soils Present? - Yes x No
Remarks:
.1 11
Wetland Delineation Performed By: Soil & Environmental Consultants, PA
236 LePhillip Ct., Suite C
Concord, North Carolina 28025
[phone]
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: Barrow Road Date: 10/21/03
Applicant/Owner. Faith Properties County: Guilford
Investigator: W Overby A. Rollans State: NC
Do Normal Circumstances exist on the site? X Yes No Community ID: Headwater
Is the site significantly disturbed (Atypical Situation)? Yes X No Transect ID:
Is the area a potential Problem Area? Yes X No Plot ID: Wetland
(if needed, explain on reverse.)
f nrTA. ^Ll

Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator
1. Juncus effusus Herb FACW 9.
2. Sambucus Canadensis Herb FACW 10.
3. Salix nigra Tree OBL 11.
4. Carex sp. Shrub FACW 12.
5. Rubus argutus Herb FACU 13.
6. Cyperus strigosis Herb FACW 14.
7. Ludwigia sp. Herb OBL 15.
8. 16.
Percent of Dominant Species that are OBL, FACW, or FAC
(excluding FAC-): 85
Remarks:
_ Recorded Data (Describe in Remarks):
_ Stream, Lake or Tide Gauge
_ Aerial Photographs
_ Other
X No Recorded Data Available Wetland Hydrology Indicators:
Primary Indicators:
x Inundated
x Saturated in Upper 12 Inches
_ Sediment Deposits
Drainage Patterns in Wetlands
Field Observations: Secondary Indicators (2 or more required):
x Oxidized Root Channels in Upper 12 Inches
Depth of Surface Water: 0-2 (in.) Water-Stained Leaves
Local Soil Survey Data
Depth to Free Water in Pit: 0-12+ (in.) x FAC-Neutral Test
_ Other (Explain in Remarks)
Depth to Saturated Soil: 0-12+ (in.)
Remarks:
Wetland Delineation Performed By: Soil & Environmental Consultants, PA
236 LePhillip Ct., Suite C
Concord, North Carolina 28025
[phone]
Project/Site: Barrow Road Plot ID: wetland
J%JI"J
Map Unit Name Drainage Class: Poorly
(Series and Phase): Wehadkee Field Observations
Taxonomy (Subgroup): Fluvaquentic endoaquept Confirm Mapped Type? x Yes No
Profile Description:
Depth Matrix Color
Mottle Color Mottle
Texture, Concretions,
inches Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure, etc.
0-4 Ap 10YR 5/2 Loam
4-12 Bg 10 YR 6/2 7.5YR 5/8 Few/Distinct Sand clay loam
Hydric Soil Indicators:
Histosol Concretions
_
Histic Epipedon High Organic Content in Surface Layer in Sandy Soils
_
Sulfidic Odor Organic Streaking in Sandy Soils
x Aquic Moisture Regime x Listed on Local Hydric Soils List
X Reducing Conditions x Listed on National Hydric Soils List
x Gleyed or Low-Chroma Colors Other (Explain in Remarks)
Remarks:
L-
11
urcrt A WIC nCTCDRA1UATI(lN
X
Hydrophytic Vegetation Present? _ Yes No Is this sampling point within a wetland?
Wetland Hydrology Present? x Yes No x Yes No
Hydric Soils Present? x Yes _ No
Remarks:
Wetland Delineation Performed By: Soil & Environmental Consultants, PA
236 LePhillip Ct., Suite C
Concord, North Carolina 28025
[phone]
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: Barrow Road Date: 10/21103
Applicant/Owner. Faith Properties County: Guilford
Investigator. W. Overby, A. Rollans State: NC

Do Normal Circumstances exist on the site? X Yes No Community ID: Riparian wetlands
Is the site significantly disturbed (Atypical Situation)? Yes X No Transect ID:
Is the area a potential Problem Area? Yes X No Plot ID: wetland
(If needed, explain on reverse.)
VEGETATION
Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator
1. Ligustrum sinense Tree FAC 9.
2. Liriodendron tulipifera Tree FAC+ 10.
3. Liquidambar styraciflua Tree FAC 11.
4. Microstegium vimenium Herb FAC 12.
5. Smilax rotundifolia Vine FAC 13.
6. Acer rubrum Tree FAC 14.
7. Woodwardia areolata Herb OBL 15.
8. Salix nigra Tree OBL 16.
Percent of Dominant Species that are OBL, FACW, or FAC
(excluding FAC-): 100

HYDROLOGY
_ Recorded Data (Describe in Remarks):
_ Stream, Lake or Tide Gauge
_ Aerial Photographs
_ Other
X No Recorded Data Available Wetland Hydrology Indicators:
Primary Indicators:
Inundated
x Saturated in Upper 12 Inches
_ Sediment Deposits
x Drainage Patterns in Wetlands
Field Observations: Secondary Indicators (2 or more required):
x Oxidized Root Channels in Upper 12 Inches
Depth of Surface Water: 0 (in.) x Water-Stained Leaves
x Local Soil Survey Data
Depth to Free Water in Pit: 0-12 (in.) FAC-Neutral Test
_ Other (Explain in Remarks)
Depth to Saturated Soil: 0-12+ (in.)
Remarks:
Wetland Delineation Performed By: Soil & Environmental Consultants, PA
236 LePhillip Ct., Suite C
Concord, North Carolina 28025
[phone]
Project/Site: Barrow Road Plot ID: wetland
SOILS
Map Unit Name Drainage Class: Poorl y
(Series and Phase): Worsham Field Observations
Taxonomy (Subgroup): Typic Endoaquult Confirm Mapped Type? x Yes No
Profile Description:
Depth Matrix Color Mottle Color Mottle Texture, Concretions,
inches Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure, etc.
0-5 A 10YR 5/1 Sand Loam
4-15 Bg 10YR 6/1 10YR 5/2 Common/Distinct Clay loam
Hydric Soil Indicators:
Histosol Concretions
_
_ Histic Epipedon High Organic Content in Surface Layer in Sandy Soils
Sulfidic Odor Organic Streaking in Sandy Soils
_
x Aquic Moisture Regime x Listed on Local Hydric Soils List
x Reducing Conditions x Listed on National Hydric Soils List
x Gleyed or Low-Chroma Colors Other (Explain in Remarks)
Remarks:
L-
11
WETLANDS DETERMINATION
X
Hydrophytic Vegetation Present? - Yes No Is this sampling point within a wetland?
Wetland Hydrology Present? x Yes No x Yes No
Hydric Soils Present? x Yes No
Remarks:
L- I
Wetland Delineation Performed By: Soil & Environmental Consultants, PA
236 LePhillip Ct., Suite C
Concord, North Carolina 28025
[phone]
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: Barrow Road Date: 10/21/03
Applicant/Owner. Faith Properties County: Guilford
Investigator: W. Overby, A. Rollans State: NC

Do Normal Circumstances exist on the site? X Yes No Community ID: Mix-Pine-Hardwood
Is the site significantly disturbed (Atypical Situation)? Yes X No Transect ID:
Is the area a potential Problem Area? Yes X No Plot ID: Upland
(If needed, explain on reverse.)
VEGETATION
Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator
1. Pinus viriginana Tree FACU 9. Pinus echinata Tree FACU
2. Liriodendron tulipifera Tree FAC+ 10.
3. Liquidambar styraciflua Tree FAC 11.
4. Juniperus virginiana Tree FACU- 12.
5. Rubus argutus Herb FACU 13.
6. Acer rubrum Tree FAC 14.
7. Lonicera japonica Herb FAC- 15.
8. Quercus alba Tree FACU 16.
Percent of Dominant Species that are OBL, FACW, or FAC
(excluding FAC-): 40
Remarks: Much of upland in pasture (fescue) or cultivated field.
HYDROLOGY
_ Recorded Data (Describe in Remarks):
_ Stream, Lake or Tide Gauge
_ Aerial Photographs
_ Other
X No Recorded Data Available Wetland Hydrology Indicators:
Primary Indicators:
Inundated
Saturated in Upper 12 Inches
Sediment Deposits
Drainage Patterns in Wetlands
Field Observations: Secondary Indicators (2 or more required):
_ Oxidized Root Channels in Upper 12 Inches
Depth of Surface Water: WA (in.) Water-Stained Leaves
Local Soil Survey Data
Depth to Free Water in Pit: N/A (in.) FAC-Neutral Test
Other (Explain in Remarks)
Depth to Saturated Soil: N/A (in.)
Remarks:
Wetland Delineation Performed By: Soil & Environmental Consultants, PA
236 LePhillip Ct., Suite C
Concord, North Carolina 28025
[phone]
Project/Site: Barrow Road Plot ID: Upla*d
Czn!! C
Map Unit Name Drainage Class: Well
(Series and Phase): Enon Field Observations
Taxonomy (Subgroup): Ultic Hapludalf Confirm Mapped Type? x Yes No
Profile Description:
Depth Matrix Color Mottle Color Mottle Texture, Concretions,
inches Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure, etc.
0-4 Ap 10YR 4/2 Sand Loam
4-12 Bt1 2.5Y 5/4 Sand clay loam
12+ Bt2 10YR 5/8 Clay
Hydric Soil Indicators:
Histosol Concretions
Histic Epipedon High Organic Content in Surface Layer in Sandy Soils
Sulfidic Odor Organic Streaking in Sandy Soils
Aquic Moisture Regime Listed on Local Hydric Soils List
Reducing Conditions Listed on National Hydric Soils List
Gleyed or Low-Chroma Colors Other (Explain in Remarks)
Remarks:
WETI ANDR DETERMINATInN
X
Hydrophytic Vegetation Present? - Yes _ No Is this sampling point within a wetland?
Wetland Hydrology Present? Yes x No Yes x No
Hydric Soils Present? - Yes x No
Remarks:
-1 11
Wetland Delineation Performed By: Soil & Environmental Consultants, PA
236 LePhillip Ct., Suite C
Concord, North Carolina 28025
[phone]
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: Barrow Road Date: 10/21/03
Applicant/Owner. Faith Properties County: Guilford
Investigator: W Overby A. Rollans State: NC
Do Normal Circumstances exist on the site? X Yes No Community ID: Headwater
Is the site significantly disturbed (Atypical Situation)? Yes X No Transect ID:
Is the area a potential Problem Area? Yes X No Plot ID: Wetland
(If needed, explain on reverse.)
\I?A TYI\I
VL.VL-I r%I IV 1\
Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator
1. Juncus effusus Herb FACW 9.
2. Sambucus Canadensis Herb FACW 10.
3. Salix nigra Tree OBL 11.
4. Car-ex sp. Shrub FACW 12.
5. Rubus argutus Herb FACU 13.
6. Cyperus stri_gosis Herb FACW 14.
7. Ludwigia sp. Herb OBL 15.
8. 16.
Percent of Dominant Species that are OBL, FACW, or FAC
(excluding FAC-): 85
Remarks:
J vr%nr%l !1!_v
111 ulwwv 1
_ Recorded Data (Describe in Remarks):
_ Stream, Lake or Tide Gauge
_ Aerial Photographs
Other
X No Recorded Data Available
Wetland Hydrology Indicators:
Primary Indicators:
x Inundated
x Saturated in Upper 12 Inches
Sediment Deposits
Drainage Patterns in Wetlands
Field Observations: Secondary Indicators (2 or more required):
x Oxidized Root Channels in Upper 12 Inches
Depth of Surface Water: 0-2 (in.) Water-Stained Leaves
_ Local Soil Survey Data
Depth to Free Water in Pit: 0-12+ (in.) x FAC-Neutral Test
_ Other (Explain in Remarks)
Depth to Saturated Soil: 0-12+ (in.)
Remarks:
Wetland Delineation Performed By: Soil & Environmental Consultants, PA
236 LePhillip Ct., Suite C
Concord, North Carolina 28025
[phone]
Project/Site: Barrow Road Plot ID: wetland
SOILS

Map Unit Name Drainage Class: Poorl y
(Series and Phase): Wehadkee Field Observations
Taxonomy (Subgroup): Fluvaquentic endoaquept Confirm Mapped Type? x Yes No
Profile Description:
Depth Matrix Color Mottle Color Mottle Texture, Concretions,
inches Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure, etc.
0-4 Ap 10YR 5/2 Loam
4-12 Bg 10 YR 6/2 7.5YR 5/8 Few/Distinct Sand clay loam
Hydric Soil Indicators:
Histosol Concretions
_
Histic Epipedon High Organic Content in Surface Layer in Sandy Soils
_
Sulfidic Odor Organic Streaking in Sandy Soils
_
x Aquic Moisture Regime x Listed on Local Hydric Soils List
x Reducing Conditions x Listed on National Hydric Soils List
x Gleyed or Low-Chroma Colors Other (Explain in Remarks)
Remarks:
L-
I
wGTI none n=TG0MINeTI(1N
X
Hydrophytic Vegetation Present? - Yes No Is this sampling point within a wetland?
Wetland Hydrology Present? x Yes No x Yes No
Hydric Soils Present? x Yes No
Remarks:

Wetland Delineation Performed By: Soil & Environmental Consultants, PA
236 LePhillip Ct., Suite C
Concord, North Carolina 28025
[phone]
DATA FORM
ROUTINE WETLAND DETERMINATION
(1987 COE Wetlands Delineation Manual)
Project/Site: Barrow Road Date: 10/21/03
Applicant/Owner. Faith Properties County: Guilford
Investigator. W. Overby, A. Rollans State: NC
Do Normal Circumstances exist on the site? X Yes No Community ID: Riparian wetlands
Is the site significantly disturbed (Atypical Situation)? Yes X No Transect ID:
Is the area a potential Problem Area? Yes X No Plot ID: wetland
(If needed, explain on reverse.)
VEGETATION
Dominant Plant Species Stratum Indicator Dominant Plant Species Stratum Indicator
1. Ligustrum sinense Tree FAC 9.
2. Liriodendron tulipifera Tree FAC+ 10.
3. Liquidambar styraciflua Tree FAC it.
4. Microstegium vimenium Herb FAC 12.
5. Smilax rotundifolia Vine FAC 13.
6. Acer rubrum Tree FAC 14.
7. Woodwardia areolata Herb OBL 15.
8. Salrx nigra Tree OBL 16.
Percent of Dominant Species that are OBL, FACW, or FAC
(excluding FAC-): 100

HYDROLOGY
_ Recorded Data (Describe in Remarks):
_ Stream, Lake or Tide Gauge
_ Aerial Photographs
_ Other
X No Recorded Data Available Wetland Hydrology Indicators:
Primary Indicators:
Inundated
x Saturated in Upper 12 Inches
Sediment Deposits
x Drainage Patterns in Wetlands
Field Observations: Secondary Indicators (2 or more required):
x Oxidized Root Channels in Upper 12 Inches
Depth of Surface Water: 0 (in.) x Water-Stained Leaves
x Local Soil Survey Data
Depth to Free Water in Pit: 0-12 (in.) _ FAC-Neutral Test
_ Other (Explain in Remarks)
Depth to Saturated Soil: 0-12+ (in.)
Remarks:
,' r
Wetland Delineation Performed By: Soil & Environmental Consultants, PA
236 LePhillip Ct., Suite C
Concord, North Carolina 28025
[phone]
Project/Site: Barrow Road Plot ID: wetfand
SOILS
Map Unit Name Drainage Class: Poorly
(Series and Phase): Worsham Field Observations
Taxonomy (Subgroup): Typic Endoaquult Confirm Mapped Type? x Yes No
Profile Description:
Depth Matrix Color Mottle Color Mottle Texture, Concretions,
inches Horizon (Munsell Moist) (Munsell Moist) Abundance/Contrast Structure, etc.
0-5 A 10YR 5/1 Sand Loam
4-15 Bg 10YR 6/1 10YR 5/2 Common/Distinct Clay loam
Hydric Soil Indicators:
Histosol Concretions
_
_ Histic Epipedon High Organic Content in Surface Layer in Sandy Soils
Sulfidic Odor Organic Streaking in Sandy Soils
_
x Aquic Moisture Regime x Listed on Local Hydric Soils List
x Reducing Conditions x Listed on National Hydric Soils List
x Gleyed or Low-Chroma Colors Other (Explain in Remarks)
Remarks:
11
1
WETLANDS DETERMINATION
X
Hydrophytic Vegetation Present? Yes No Is this sampling point within a wetland?
Wetland Hydrology Present? x Yes No x Yes No
Hydric Soils Present? x Yes No
Remarks:
EROSION CONTROL AND STORM WATER
HYDRAULIC CALCULATIONS
FOR
LILLIEFIELD SUBDIVISION
DEVELOPED BY.•
FAITH PROPERTIES OF THE CAROLINAS, LLC
APRIL, 2005
O`??N,ESS ROB -
io -
C1tJ?; • .2. ,
JAMESTOWN ENGINEERING CROUP, INC.
117 EAST MAIN STREET P. 0. BOX 365
J"ESTOWN, NC 27282
[phone]
P@113ZINWE" D
OCT 1 0 Zoos
DENR - WMER QUALITY
, ETL`? DS A.ND STG Z'.",',,kTER E,j;;; Cfi

EROSION CONTROL AND STORM WATER
HYDRAULIC CALCULATIONS
FOR
LILLIEFIELD SUBDIVISION
DEVELOPED BY.-
FAITH PROPERTIES OF THE CAROLINAS, LLC
APRIL, 2005
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JAMESTOWN ENGINEERING CROUP, INC.
117 EAST HAIN STREET P. 0. BOX 365
JAMESTOWN, NC 27282
[phone]
' JAHESTOUN ENGINEERING GROUP. INC.
117 E. HAIN STREET
JAHESTOWN, NC 27262
DESIGN OF VATER QUALITY POND NO. 1
' GENERAL
t. DESIGN CRITERIA
DESIGN IS BASED UPON CITY OF HIGH POINT STORMYATER GUIDELINES
' FOR WATER QUALITY AND FLOOD CONTROL. IN CONJUNCTION WITH ENVIRONMENTAL
REGULATIONS. ARTICLE A. SECTION 9-7-S FOR WATERSHED CRITICAL AREAS.
B. SITE INFORMATION
THE PROPOSED SITE IS LOCATED WITHIN THE OAK HOLLOW GENERAL WATERSHED
' GENERAL SITE DATA IS LISTED BELOW:
POND $1
' SITE AREA 12.7
OFF-SITE AREA 6.60
TOTAL SITE AREA 19.30
OFF-SITE DRAINAGE AREA 6.60
SITE DRAINAGE AREA 12.7
DISTURBED AREA 12.7
S UNITS PROPOSED 52
IMPERVIOUS AREA SF/UNIT 3000
UNITS 3.S8
STREETS, SIDEWALKS, POOL 1.90
0% ADJACENT LOT @ 6.60 AC 0.00
TOTAL 5.48
% BUILT UPON (FOR SITE DRAINAGE AREA) 28.40%
% BUILT UPON (FOR TOTAL SITE AREA) 43.16%
' DU/ACRE (SITE) 4.1
IN ACCORDANCE WITH TABLE 7-5-1 A WET DETENTION POND IS REQUIRED
' C. WET POND INFORMATION/REQUIREMENTS
VOLUME REQUIREMENTS OF POND 1
28.4% IMPERVIOUS @ 3.9 ft 1.06% OF DRAINAGE AREA
POOL SURFACE AREA REQUIRED .011 x 19.30 x 43560
1/8 PERM SID STORAGE .125 x 19.30 x 3630
+ lit TEMP SED STORAGE .500 x 12.70 x 3630
TOTALSEDIMENT STORAGE VOLUME REQUIRED
RUNOFF VOLUME - 1.Oin x Rv x DA vhere Rv - 0.05 + 0.009 (I)
it
TEMPORARY VOLUME - 1.0 in x 0.31 x 19.30
li
D. METHOD OF ANALYSIS
INFLOW HYDROGRAPHS:
PEAK INFLOWS:
POND ROUTING:

III

SMALL WATERSHED METHOD
RATIONAL METHOD
REGRESSION ANALYSIS FOR STAGE STORAGE RELATIONSHIP
8897 SF
8757 CF
23051 CF
31808 CF
21410 CF
POND 91 DESIGN
HYDRDGRAPHS
A. INFLOV
1.

PRE-DEVELOPEMENT
OFF-SITE AREA 6 60 ACRES
(<1/4 AC LOTS) C• 0.3S
ON-SITE AREA 12.70 ACRES
(UNIMPROVED) C. 0.35
19.3 ACRES C. 0.3S
/
TIME OF CONCENTRATION
HYDRAULIC PATH VELOCITY LENGTH TIME
SHEET FLOV 15 fps 300 it 600 sec
CHANNEL FLOV 8.0 fps it sec
600 sec
Tc 10.0 min
PEAK FLOW Q CIA
I( in/hr
' 1(10) 5 5 6 8 in/hr
I(100) - 8.0 in/hr
Q(2) - 29.0 CFS
0(10) - 39.2 CPS
Q(100) - S4.0 CPS
2. POST-DEVELOPEMENT
OFF-SITE AREA
((1/4 AC LOTS) 6.6 ACRES C. 0.65
ON-SITE AREA 28.40: IMPERVIOUS
IMPERVIOUS 5.48 ACRES C. 0.95
LAVN 7.22 ACRES 0.35
SITE DRAINAGE AREA AVERAGE 0.61
COMPOSITE 19.3 ACRES C. 0.62
TIME OF CONCENTRATION
HYDRAULIC PATH VELOCITY LENGTH TIME
SHEET FLOW 5 fps 250 it S00 sec
CHANNEL FLOW 8 0 fps 800 it 100 sec
600 sec
Tc 10.0 min
PEAK FLOW Q - CIA
I(2) 4.3 in/hr
I(10) 5.0 in/hr
' I(100)• 8 0 in/hr
Q(2) 51.7 CFS
0(10) = 69.7 CFS
1 Q(100) - 96.2 CFS
DEPTH OF RUNOFF
2-YEAR 6-HOUR PRECIPATION (P) • 2.S2 in
10-YEAR 6-HOUR PRECIPATION (P) 3.71 in
100-YEAR 6-HOUR PRECIPATION (P) = 4.93 in
CH • 83
S = (1000/CN)-10 • 2.05 in
RUNOFF DEPTH(Q•) _ (P-0.2 x S)"2/(P+0.8 x S) • 1.07 in 2-YEAR 6-HOUR RUNOFF DEPTH
RUNOFF DEPTH(Q•) • (P-0.2 x S)"2/(P+0.8 x S) • 2.04 in 10-YEAR 6-HOUR RUNOFF DEPTH
RUNOFF DEPTII(Q•) _ (P-0.2 x S)'2/(P+0.8 K S) • 3.11 in 100-YEAR 6-HOUR RUNOFF DEPTH
TIME OT PEAK = RUNOFF VOLUHF/(1.39 x Qp,2-YEAR 17.40 min
TIME OT PEAK • RUNOFF VOLUMF/(1.39 x Qp.10-YEAR 24.53 min
TIME OT PEAK = RUNOFF VOLUME/(1.39 x Qp'100-YEAR 27.17 ¦in

ESTIMATE STORAGE
1. S - (Q(Post)-Q(Pre)) - Tp
S . 13593 CF
POND ELEVATIONS/AREA/VOLUME
2
. CUMULATIVE
TEHP\PERH SED STORAGE REQ'D 31808 CF 31008 CF
PERMANENT STORAGE REQ'D 8757 CF 40565 CF
ESTIMATED STAGE STORAGE 13593 CF 54159 CF
ASSUME POND INVERT (DOTTOH OF POND) . 834 0
SEDIMENT STORAGE REQUIRED 8757 CF
WATER QUALITY SURFACE AREA REQUIRED 8897 SF
ACCUHALATEC Z
ELEV AREA VOLUME VOLUME STAGE In S In Z
834.00 128 0 0 0.0
835.00 429 264 264 1.0 S.S75 0.000
836.00 905 652 916 2.0 6.820 0.693
837.00 1556 1216 2132 3.0 7.665 1.099
838.00 2372 1950 4082 4.0 8.314 1.386
839.00 3352 2848 6930 5.0 8.844 1.609
840.00 4469 3897 10827 6.0 9.290 1.792
841.00 5771 5106 15933 7.0 9.676 1.946
842.00 7258 6500 22433 8.0 10.018 2.079
843.00 8931 8080 30513 9.0 10.326 2.197
844.00 10789 9845 40359 10.0 10.606 2.303
845.00 12833 11796 S21SS 11.0 10.862 2.398
846.00 15049 13926 66081 12.0 11.099 2.485
847.00 17432 16226 82307 13.0 11.318 2.565
848.00 19982 18692 101000 14.0 11.523 2.639
849.00 22700 21327 122326 15.0 11.714 2.708
850.00 2SS49 64085 146392 16.0 11.894 2.773
AVERAGE - 11.040 1.964
ASSUME SEDIMENT STORAGE ELEVATION - 839.6
SEDIMENT STORAGE VOLUME PERMANENT - 9260 CF
ASSUME ORIFICE ELEVATION - 843.50
SURFACE AREA PROVIDED - 9860 SF
PERMANENT WATER QUALITY VOLUME - 26287 CF
ASSUME RISOR ELEVATION . 845.60
TEMPORARY WATER QUALITY VOLUME . 25276 CF
ASSUME EMERGENCY SPILLWAY ELEVATION . 848.30
ASSUME BARREL INVERT ELEVATION . 839.6
3. REGRESSION ANALYSIS SUMMARY OUTPUT PERFORMED ON LAST 8 ENTRIES
vhere
b-(sum(ln(Z)-ln(Z))-1/n-sum(ln(Z))-sum(ln(S)))/(sum(In(Z)^2)-1/n-(sum(ln(S)))^2)
b- 2.69
a-1/n¦sum(ln(S))-b/n-sum(ln(Z))
a. 4.43
R^2-(sum(In(Z)-ln(S))-n-ln(Z)_ln(S)_)^2/((sum(ln(z)^2)-n-ln(Z) _^2)-(sum( ln(S)^2)-n-ln(S)_^2)
R^2- 1.00
Ks-e^a
Ks. 84
SEDIMENT
Z STORAGE
est ELEV
0.00
1.53
2.44
3.34
4.25
5.17 839.60
6.10
7.OS
8.00
8.97
9.96
10.95
11.96
12.98
14.01
15.04
16.08
839.60
8757 CF REQUIRED
8897 SF REQUIRED
21410 CF REQUIRED
C. OUTLET STRUCTURES
1. PRINCIPLE SPILLWAY
INVERT ELEVATION = 839.6
' ASSUME RISOR ELEVATION 845.6
SOLVE FOR ROUGH RISOR SIZE 9 39.2 CFS
DIAMETER(in)-0•12/(Cv-(H'3/2)- 3.14159)
ROUGH DIAMETER - 22 in
SOLVE FOR ROUGH BARREL SIZE
DIAMETER(io)- (Q-4/(3.14159-Cd -(2-9-h)'. 5)'.S
ROUGH DIAMETER - 25 in
ASSUME RISOR DIA 36 in 48
ASSUME BARREL DIA 24 in 30
ASSUME ORIFICE PLATE DIA 21.0 in 30
2. EMERGENCY SPILLWAY
SOLVE FOR WEIR LENGTH USE h- 1.0 ft
ASSUME SPILLWAY ELEV - 848.3
L-Q/(Cv-h'3/2)
Q(
where 96.2 cfs
E
RISOR
RISOR Q 0 ELEV
865.60 =
25.9
cfs
' EMERGENCY SPILLWAY Q 70.3 cfs
WEIR LGTH (ft) 23 ft
100-YEAR H.W.L. 849.05
TOP OF DAM - 850.3
e WEIR ORIFICE ORIFICE PRINCIPAL EMERGENCY TOTAL
ELEV RISOR BARREL RISOR SPILLWAY SPILLWAY OUTFLOW
845.6 0.0 25.9 0.0 0.0 0.0 0.0
' 845.8 2.8 26.4 15.2 2.8 0.0 2.8
846.0 7.9 26.9 21.5 7.9 0.0 7.9
846.2 14.5 27.4 26.4 14.5 0.0 14.5
846.4 22.3 27.9 30.4 22.3 0.0 22.3
' 846.6 31.1 28.4 34.0 28.4 0.0 28.4
846.8 40.9 28.8 37.3 28.8 0.0 28.8
847.0 51.5 29.3 40.3 29.3 0.0 29.3
847.2 62.9 29.8 43.1 29.8 0.0 29.8
847.4 75.1 30.2 45.7 30.2 0.0 30.2
' 847.6 88.0 30.6 48.1 30.6 0.0 30.6
847.8 101.5 31.1 50.5 31.1 0.0 31.1
848.0 115.6 31.5 52.7 31.5 0.0 31.5
848.2 130.4 31.9 54.9 31.9 0.0 31.9
' ALLOWABLE OUTFLOW 39.2 CFS
i
i
1
1
1
1
D. ROUTING 2. 10 S 100 YEAR POST-DEVELOPEHENT STORM THRU POND
' 1. INPUT DATA FOR 2-YEAR STORM
Q(2) 51.7
T 17 40
TIME INCREMENT 2 00 ¦in
' Ks 84
b 2.69
INVERT ELEVATION 834.00
ORIFICE ELEVATION 843.50
RIGOR ELEVATION 845.60
PERMANENT STORAGE 60831
EH SPILLWAY ELEV 848.30
WEIR ORIFICE ORIFICE PRINCIPAL EHERGENCY TOTAL
TIME
00
0 INFLOW STORAGE
0 35SS5
0 STAGE
843.50 RIGOR
0.0 BARREL
0.0 RIGOR
0.0 SPILLWAY
0.0 SPILLWAY
0.0 OUTFLOW
0.0
.
2.00 .
1.7 35655 843.51 0.0 0.0 0.0 0.0 0.0 0.0
4.00 6.5 36142 843.56 0.0 0.0 0.0 0.0 0.0 0.0
6.00 13.7 37354 843.68 0.0 0.0 0.0 0.0 0.0 0.0
8.00 22.6 39534 843.88 0.0 0.0 0.0 0.0 0.0 0.0
10.00 31.9 42801 844.18 0.0 0.0 0.0 0.0 0.0 0.0
12.00 40.4 47134 844.55 0.0 0.0 0.0 0.0 0.0 0.0
14.00 47.0 S2375 844.97 0.0 0.0 0.0 0.0 0.0 0.0
16.00
00
18 50.9
51
6 58246
64179 845.41
845.83 0.0
3.5 0.0
26.S 0.0
16.4 0.0
3.5 0.0
0.0 0.0
3.5
.
20.00 .
48.9 69177 846.17 13.3 27.3 25.7 13.3 0.0 13.3
22.00 43.4 72564 846.39 21.7 27.9 30.2 21.7 0.0 21.7
24.00 37.3 74425 846.50 26.7 28.1 32.4 26.7 0.0 26.7
26.00 32.2 75293 846.56 29.1 28.3 33.3 28.3 0.0 28.3
28.00 27.7 75488 846.57 29.7 28.3 33.5 28.3 0.0 28.3
30.00 23.9 75184 846.55 28.8 28.3 33.2 28.3 0.0 28.3
32.00 20.5 74458 846.51 26.8 28.1 32.4 26.8 0.0 26.8
34.00
36
00 17.7
2
15 73555
72618 846.45
846.39 24.3
21.8 28.0
27.9 31.4
30.2 24.3
21.8 0.0
0.0 24.3
21.8
.
38.00 .
13.1 71687 846.33 19.4 27.7 29.1 19.4 0.0 19.4
40.00 11.3 70789 846 27 17.2 27.6 27.9 17.2 0.0 17.2
42.00 9.7 69939 846.22 15.1 27.4 26.8 15.1 0.0 15.1
44.00 8.4 69143 846.17 13.2 27.3 25.6 13.2 0.0 13.2
46.00 7.2 68406 846.12 11.6 27.2 24.5 11.6 0.0 11.6
48.00 6.2 67727 846.07 10.1 27.1 23.4 10.1 0.0 10.1
50.00 5.4 67105 846.03 8.8 27.0 22.4 8.8 0.0 8.8
52.00
54
00 4.6
4
0 66536
66018 845.99
96
845 7.7
6.7 26.9
26.8 21.3
20.4 7.7
6.7 0.0
0.0 7.7
6.7
.
S6.00 .
3.4 65547 .
845.93 5.8 26.7 19.5 5.8 0.0 5.8
58.00 2.9 65119 845.90 5.0 26.7 18.6 5.0 0.0 5.0
60.00 2.5 64729 845.87 4.4 26.6 17.7 4.4 0.0 4.4
62.00 2.2 64376 845.85 3.0 26.5 16.9 3.8 0.0 3.8
64.00 1.9 64055 845.82 3.3 26.S 16.1 3.3 0.0 3.3
66.00 1.6 63764 845.80 2.9 26.4 15.4 2.9 0.0 2.9
68.00 1.4 63499 845.79 2.5 26.4 14.7 2.5 0.0 2.5
70.00 1.2 63258 845.77 2.2 26.3 14.0 2.2 0.0 2.2
72.00 1.0 63040 845.75 1.9 26.3 13.4 1.9 0.0 1.9
74.00 0.9 62840 845.74 1.6 26.3 12.8 1.6 0.0 1.6
76.00 0.8 62659 845.73 1.4 26.2 12.2 1.4 0.0 1.4
78.00 0.7 62494 845.72 1.2 26.2 11.6 1.2 0.0 1.2
' 80.00 0.6 62344 845.71 1.1 26.2 11.1 1.1 0.0 1.1
82.00 0.5 62207 845.70 0.9 26.1 10.6 0.9 0.0 0.9
84.00 0.4 62081 845.69 0.8 26.1 10.1 0.0 0.0 0.8
PEAK INFLO W i 51.7 CF S
PEAK OUTFLOW 28.3 CFS
PEAK ALLOWABLE OUTFLOW 29.0 CFS
PEAK ELEV - 846.57
PEAK STORAGE - 75488 CF
' 2. INPUT DATA FOR 10-YEAR STORM
Q(10) 70
Tp 24.53 in
TIME INCREMENT 2.00 Rxn
Ks 84
' y 2.69
INVERT ELEVATION 834.00
ORIFICE ELEVATION 843.50
RISOR ELEVATION 845.60
PERMANENT STORAGE 35555
EM SPILLVAY ELEV 848.30
TIME INFLOW STORAGE STAGE
' 0.00 0.0 35555 w 843.50
2.00 1.1 35623 843.51
4.00 4.5 35960 843.54
6.00 9.8 36817 843.62
8.00 16.8 38410 843.78
10.00 24.9 40909 844.01
12.00 33.7 44423 844.32
14.00 42.6 48997 844.70
16.00 50.9 54605 845.14
18.00 58.2 61148 y 845.62
20.00 64.0 67845 846.08
22.00 67.9 73632 846.45
24.00 69.7 78688 846.77
26.00 69.1 83523 847.05
28.00 66.4 88084 847.31
30.00 61.5 92126 847.54
32.00 55.5 95464 847.72
34.00 49.9 98065 847.85
' 36.00 44.9 99999 847.96
38.00 40.4 101338 848.02
40.00 36.3 102149 B48.07
42.00 32.7 102489 848.08
' 44.00 29.4 102411 848.08
46.00 26.4 101962 848.06
48.00 23.8 101184 848.02
50.00 21.4 100115 847.96
52.00 19.2 98789 847.89
'
J 54.00 17.3 97238 847.81
56.00 15.6 95488 847.72
58.00 14.0 93566 847.61
60.00 12.6 91494 847.50
' 62.00 11.3 89292 847.38
64.00 10.2 86979 847.25
66.00 9.2 84573 847.11
68.00 8.2 82088 846.97
70.00 7.4 79539 846.82
72.00 6.7 76939 846.66
74.00 6.0 74336 846.50
76.00 5.4 72121 846.36
78.00 4.9 70434 846.25
80.00 4.4 69114 846.16
82.00 3.9 68056 646.09
84.00 3.5 67192 846.04
86.00 3.2 66473 845.99
' 88.00 2.9 65866 845.95
PEAK INFLOW - 69. 74 CFS
PEAK OUTFLOW - 31. 68 CFS
PEAK ALLOVABLE OUTFLOJ- 39. 18 CFS
' PEAK ELEV 848 .08
PEAK STORAGE - 102489 CF

VEIR ORIFICE ORIFICE PRINCIPAL EMERGENCY TOTAL
RISOR BARREL RISOR SPILLVAY SPILLVAY OUTFLOW
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.1 26.0 S.1 0.1 0.0 0.1
10.4 27.1 23.6 10.4 0.0 10.4
24.5 28.0 31.4 24.5 0.0 24.5
39.1 28.8 36.7 28.8 0.0 28.8
54.4 29.4 41.0 29.4 0.0 29.4
69.7 30.0 44.5 30.0 0.0 30.0
83.8 30.5 47.4 30.5 0.0 30.5
95.8 30.9 49.5 30.9 0.0 30.9
105.3 31.2 51.1 31.2 0.0 31.2
112.4 31.4 52.2 31.4 0.0 31.4
117.4 31.6 53.0 31.6 0.0 31.6
120.4 31.6 53.4 31.6 0.0 31.6
121.7 31.7 53.6 31.7 0.0 31.7
121.4 31.7 53.6 31.7 0.0 31.7
119.7 31.6 53.3 31.6 0.0 31.6
116.8 31.5 52.9 31.5 0.0 31.5
112.9 31.4 52.3 31.4 0.0 31.4
107.9 31.3 51.5 31.3 0.0 31.3
102.2 31.1 50.6 31.1 0.0 31.1
95.9 30.9 49.5 30.9 0.0 30.9
88.9 30.7 48.3 30.7 0.0 30.7
81.5 30.4 46.9 30.4 0.0 30.4
73.8 30.2 45.4 30.2 0.0 30.2
65.9 29.9 43.7 29.9 0.0 29.9
57.8 29.6 41.9 29.6 0.0 29.6
49.7 29.2 39.8 29.2 0.0 29.2
41.7 28.9 37.5 28.9 0.0 28.9
33.9 28.5 35.0 28.5 0.0 28.5
26.5 28.1 32.3 26.5 0.0 26.5
20.5 27.8 29.6 20.5 0.0 20.5
16.3 27.5 27.4 16.3 0.0 16.3
13.2 27.3 25.6 13.2 0.0 13.2
10.8 27.1 23.9 10.8 0.0 10.8
9.0 27.0 22.5 9.0 0.0 9.0
7.5 26.9 21.2 7.5 0.0 7.5
6.4 26.8 20.1 6.4 0.0 6.4

3. INPUT DATA FOR 100-YEAR STORM
1 0(100) 96
Tp 27.17 t in
TIME INCREMENT 2 00 ¦in
Ks 84
b 2.69
INVERT ELEVATION 834.00
ORIFICE ELEVATION 843.50
j RIGOR ELEVATION 845.60
PERMANENT STORAGE 35555
EM SPILLWAY ELEV 848.30
TIME INFLOW STORAGE STAGE WEIR ORIFICE ORIFICE PRINCIPAL EMERGENCY TOTAL
RISOR BARREL RIGOR SPILLWAY SPILLWAY OUTFLOW
0.00 0.0 35555
35632 843.50
51
843 0.0
0.0 0.0
0.0 0.0
0.0 0.0
0.0 0.0
0.0 0.0
0.0
2.00
00
4 1.3
5.1 36012 .
843.55 0.0 0.0 0.0 0.0 0.0 0.0
.
00
6 11.1 36982 843.64 0.0 0.0 0.0 0.0 0.0 0.0
.
8
00 19.2 38799 843.81 0.0 0.0 0.0 0.0 0.0 0.0
' .
00
10 28.7 41672 844.08 0.0 0.0 0.0 0.0 0.0 0.0
.
12
00 39.3 45756 844.43 0.0 0.0 0.0 0.0 0.0 0.0
.
14
00 50.4 51141 844.88 0.0 0.0 0.0 0.0 0.0 0.0
.
16
00 61.4 57847 845.39 0.0 0.0 0.0 0.0 0.0 0.0
' .
18.00 71.6 65479
72892 845.92
41
846 5.7
22.6 26.7
27.9 19.3
30.6 5.7
22.6 0.0
0.0 5.7
22.6
20.00
00
22 80.6
87.9 79909 .
846.84 42.9 28.9 37.9 28.9 0.0 28.9
.
24.00 93.0 87230 847.26 66.8 29.9 43.9 29.9 0.0 29.9
00
26 95.8 94910 847.69 93.8 30.8 49.2 30.8 0.0 30.8
' .
00
28 96.0 102661 848.09 122.4 31.7 53.7 31.7 0.0 31.7
.
30
00 93.6 109935 848.46 150.1 32.5 57.5 32.5 3.7 36.1
.
32
00 86.9 115624 848.73 172.2 33.0 60.2 33.0 16.9 49.9
.
34
00 82.0 119061 848.89 185.7 33.3 61.7 33.3 27.2 60.6
.
36.00 74.6
8
67 120593
120830 848.96
97
848 191.7
192.6 33.5
33.5 62.4
62.5 33.5
33.5 32.3
33.1 65.8
66.6
38.00
40
00 .
61.6 120297 .
848.95 190.5 33.5 62.3 33.5 31.3 64.8
.
42
00 55.9 119334 848.90 186.7 33.4 61.9 33.4 28.1 61.5
.
44.00 50.8 118151 848.85 182.1 33.3 61.3 33.3 24.4 57.6
' 46.00 46.2 116867 848.79 177.0 33.1 60.8 33.1 20.5 53.6
00
48 42.0 115551 048.73 171.9 33.0 60.2 33.0 16.7 49.7
.
00
50 38.2 114237 848.66 166.8 32.9 59.6 32.9 13.1 46.0
.
00
52 34.7 112942 848.60 161.7 32.8 59.0 32.8 9.9 42.7
1 .
54.00
6
0 31.5
28
6 111669
110414 848.54
848.48 156.8
151.9 32.6
32.5 58.4
57.7 32.6
32.5 7.1
4.5 39.7
37.1
.0
5
58
00 .
26.0 109168 848.42 147.1 32.4 57.1 32.4 2.4 34.8
.
00
60 23.6 107914 848.36 142.3 32.3 56.5 32.3 0.8 33.1
.
62.00 21.5 106623 848.29 137.4 32.1 55.8 32.1 0.0 32.1
' 64.00 19.5 105227 848.22 132.1 32.0 55.1 32.0 0.0 32.0
00
66 17.7 103626 848.14 126.0 31.8 54.3 31.8 0.0 31.8
.
00
68 16.1 101842 848.05 119.3 31.6 53.3 31.6 0.0 31.6
.
70.00 14.7 99898 847.95 112.0 31.4 52.2 31.4 0.0 31.4
72.00
00 13.3
12
1 97811
95600 847.84
847.72 104.3
96.3 31.2
30.9 50.9
49.6 31.2
30.9 0.0
0.0 31.2
30.9
74.
00
76 .
11.0 93281 847.60 87.9 30.6 48.1 30.6 0.0 30.6
.
78.00 10.0 90870 847.47 79.4 30.3 46.5 30.3 0.0 30.3
80.00 9.1 88379 847.33 70.7 30.0 44.7 30.0 0.0 30.0
' 82.00 8.3 85821 847.18 62.0 29.7 42.8 29.7 0.0 29.7
84
00 7.5 83208 847.03 53.4 29.4 40.7 29.4 0.0 29.4
.
86.00 6.8 80550 846.88 44.9 29.0 38.5 29.0 0.0 29.0
88
00 6.2 77858 846.71 36.6 28.6 35.9 28.6 0.0 28.6
' .
90.00 5.6
5
1 75140
72527 046.55
38
846 2B.7
21.6 28.2
27.9 33.1
30.1 28.2
21.6 0.0
0.0 28.2
21.6
92.00
94.00 .
4.6 70595 .
846.26 16.7 27.6 27.7 16.7 0.0 16.7
96.00 4.2 69148 846.17 13.2 27.3 25.6 13.2 0.0 13.2
98.00 3.8 68037 846.09 10.8 27.1 23.9 10.8 0.0 10.8
' PEAK INFLOW • 96.19 CFS
PEAK OUTFLOW - 66.61 CFS
PEAK ELEV 848.97 EMERGENCY SPILLWAY ACTIVATED
' PEAK STORAGE - 120830 CF
1

I E. ORIFICE HOLE
4 -DAY RELEASE
NUMBER OF HOLES 2
AVERAGE SURFACE AREA 12036 SF
DETENTIOH DEPTH 2.10 FT
a - 0.415/t•A•(h)".5
a - 3.02 SQ IN
d - 1.39 IN 1 6/16 in
8 -DAY RELEASE
NUMBER OF HOLES 2
AVERAGE SURFACE AREA 12036 SF
DETENTION DEPTH 2.10 FT
a - 0.415/t-A-(h)".5
a - 1.51 SQ IN
d - 0.98 IN 0 16/16 in
AVE d - 1.18 IN 1 3/16 in
FLOTATION OF RISOR
VOLUME OF RISOR
ASSUME INVERT ELEV - 839.6
ASSUME RISOR ELEV • 845.6
RISOR DIAMETER 36 in
V - 3.14159-r'2•h
V 42.4 CF
VOLUME OF BARREL
ASSUME LFI;= - 1S.06 ft
BARREL DIAMETER - 24 in
V - 3.14159•r'2-L
V - 47.1 CF
TOTAL VOLUME - 89.5 CF
CONCRETE REQ'D
DISPLACED VATER SS87 LB
VEIGHT OF CONCRETE (DOUYANT) - 87.60 LB/CF
CONCRETE REQ'D - 63.8 CF
RISOR AREA • 7.1 SF
CONCRETE REQ'D = 9.0 LF
ADD 15% SAFETY FACTOR 10.4 LF
73.3 CF

SUMMARY
1 TOP OF DAM
100-YEAR HIGH VATER
j 10-YEAR HIGH VATER
EMERGENCY SPILLVAY ELEV
RISOR ELEV
' ORIFICE ELEV
INVERT ELEV
SEDIMENT STORAGE REQUIRED
SEDIMENT STORAGE PROVIDED
' SURFACE AREA REQUIRED
SURFACE AREA PROVIDED
RISOR DIAMETER
BARREL DIAMETER
ORIFICE PLATE DIAMETER
ORIFICE HOLE $/DIAMETER
VEIR LENGTH

2 2
850.3
849.0
848.1
848.3
845.60
843.50
839.6
8757 CF
9268 CF
8897 SF
9860 SF
36 in
24 in
21 in
1.39 in
23 It
' JAMESTOWN ENGINEERING GROUP, INC.
117 E. MAIN STREET
JAMESTOWN, NC 27282
DESIGN OF WATER QUALITY POND NO. 3

I•'. 1
/ORAL
._,
A. DESIGN CRITERIA
DESIGN IS BASED UPON CITY OF HIGH POINT STORMWATER GUIDELINES
FOR WATER QUALITY AND FLOOD CONTROL, IN CONJUNCTION WITH ENVIRONMENTAL
REGULATIONS, ARTICLE A, SECTION 9-7-5 FOR WATERSHED CRITICAL AREAS.
9. SITE INFORMATION
THE PROPOSED SITE IS LOCATED WITHIN THE OAK HOLLOW GENERAL WATERSHED
GENERAL SITE DATA IS LISTED BELOW:
'
POND •3
SITE AREA 13.3
OFF-SITE AREA 1.50
TOTAL SITE AREA 14.60
OFF-SITE DRAINAGE AREA 1.50
SITE DRAINAGE AREA 13.3
DISTURBED AREA 13.3
• UNITS PROPOSED 53
IMPERVIOUS AREA SF/UNIT 3000
UNITS 3.65
STREETS, SIDEWALKS, POOL 2.10
07. ADJACENT LOT a 1.50 AC 0.00
TOTAL 5.75
1 BUILT UPON (FOR SITE DRAINAGE AREAI 36.657.
' % BUILT UPON <FOR TOTAL SITE AREA) 43.23%
DU/ACRE (SITE) 4.0
' IN ACCORDANCE WITH TABLE 7-5-1 A WET DETENTION POND IS REQUIRED
7
C
WET POND INFORMATION/REQUIREMENTS
.
VOLUME REQUIREMENTS OF POND 1
' 36.9% IMPERVIOUS a 3.0 ft 1.691 OF DRAINAGE AREA
-
POOL SURFACE AREA REQUIRED •017 x 14.60 x 43560
10865 SF
1/6 PERM SED STORAGE .125 x 14.80 x 3630 6716 CF
112 TEMP SED STORAGE -500 x 13.30 x 3630 24140 CF
TOTALSEDIMENT STORAGE VOLUME REQUIRED 30855 CF
RUNOFF VOLUME = 1.0in x Rv x DA where Rv = 0.05 + 0.009 (I)
TEMPORARY VOLUME = 1.0 in x 0.40 x 14.80 = 21472 CF

' D. METHOD OF ANALYSIS
INFLOW HYDROGRAPHS: SMALL WATERSHED METHOD
PEAK INFLOWS:
POND ROUTING: RATIONAL METHOD
REGRESSION ANALYSIS FOR
STAGE STORAGE RELATI
ONSHIP
II, 01 DESIGN
f
_
A. INFLOW HYDROGRAPHS
' 1• PRE-DEVELOPEMENT
OFF-SITE AREA 1.50 ACRES
(<1/4 AC LOTS) C= 0.35
ON-SITE AREA 13.30 ACRES
(UNIMPROVED) C. 0.35
14.6 ACRES C= 0.35
TIME OF CONCENTRATION
' HYDRAULIC PATH VELOCITY LENGTH TIME
SHEET FLOW •5 fps 300 ft 600 sec
CHANNEL FLOW 6.0 fps ft sec
600 sec
' Tc = 10.0 min
PEAK FLO W Q = CIA
' I(2) 4.3 in/hr
I(10) = 5-8 in/hr
I(100) = 6.0 in/hr

j2(2) = 22.3 CFS
9(l0) = 30.0 CFS
Q(100) = 41.4 CFS

2• POST-DEVELOPEMENT
OFF-SITE AREA
(<1/4 AC
ON-SITE LOTS) 1-S ACRES
AREA 38.85% IMPERVIOUS C. 0.35
i
IMPERVIOUS 5.75 ACRES C. 0.95
LAWN 7.55 ACRES 0.35
SITE DRAINAGE AREA AVERAGE 0.61
' COMPOSITE 14.6 ACRES C. 0.56
TIME OF CONCENTRATION
HYDRAULIC PATH VELOCITY LENGTH TIME
' SHEET FLOW 5 fps 250 ft 500 sec
CHANNEL FLOW 6.0 fps 600 ft 100 sec
600 sec
' Tc = 10.0 min
PEAK FLO W Q CIA
I(2) 4.3 in/hr
' I(10) = 5.8 in/hr
I(100)= 8.0 in/hr
Q(2) 37.1 CFS
Q(10) _ 50.1 CFS
Q(100) = 69.0 CFS
' DEPTH OF RUNOFF
2-YEAR 6-HOUR PRECIPATION (P) = 2.52 in
10-YEAR 6-HOUR PRECIPATION (P) = 3.71 in
100-YEAR 6-HOUR PRECIPATION (P) = 4.93 in
' CN - 83
S = (1000/CN)-10 = 2.05 in
RUNOFF DEPTH(Q=) _ (P-0.2 x S)A2/(P-0.6 x S) = 1.07 in 2-YEAR 6-HOUR RUNOFF DEPTH
RUNOFF DEPTH(Qs) _ (P-0.2 x S)•2/(P.0.6 x S) - 2.04 in 10-YEAR 6-HOUR RUNOFF DEPTH
' RUNOFF DEPTH (Q=) _ (P-0.2 x S)?21 P+0.8 x S) = 3.11 in 100-YEAR 6-HOUR RUNOFF DEPTH
TIME OT PEAK RUNOFF VOLUME/(1.39 x Qp 2-YEAR 16.59 min
TIME OT PEAK = RUNOFF VOLUME/(1.39 x Qp 30-YEAR 26.21 min
' TIME OT PEAK = RUNOFF VOLUME/(1.39 x Qp 100-YEAR 21.03 min

ESTIMATE STORAGE
1. S = (Q(Post)-Q(Pre)) * Tp
S = 8901 CF
2. POND ELEVATIONS/AREA/VOLUME
CUMULATIVE
TEMP\PERM SED STORAGE REQI D 30655 CF 30655 CF
PERMANENT STORAGE REQ'D 6716 CF 37571 CF
ESTIMATED STAGE STORAGE 8901 CF 46472 CF
ASSUME POND INVERT (BOTTOM OF POND) = 643.0
SEDIMENT STORAGE REQUIRED 6716 CF
WATER QUALITY SURFACE AREA REQUIRED 10665 SF
ACCUMALATED Z
ELEV AREA VOLUME VOLUME STAGE In S In Z
843.00 6092 0 0 0.0
844.00 13577 9588 9586 1.0 9.168 0.000
845.00 16436 14984 24572 2.0 10.109 0.693
646.00 16363 17391 41962 3.0 10.645 1.099
647.00 20360 19353 61315 4.0 11.024 1.386
646.00 22426 21365 82700 5.0 11.323 1.609
649.00 24561 23485 106165 6.0 11.573 1.792
650.00 26765 25655 131640 7.0 11.769 1.946
851.00 36266 31396 163237 6.0 12.003 2.079
852.00 36816 37535 200772 9.0 12.210 2.197
653.00 41434 40116 240869 10.0 12.392 2.303
654:00 44120 42-770 283659 11.0 12.556 2.396
655.00 46674 45490 329149 12.0 12.704 2.465
656.00 49696 46279 377429 13.0 12.841 2.565
857.00 52591 51136 426566 14.0 12.966 2.639
658.00 55552 105196 482624 15.0 13.067 2.708
AVERAGE = 12.069 1.964
ASSUME SEDIMENT STORAGE EL EVATION = 846.5
SEDIMENT STORAGE VOLUME PERMANENT = 33557 CF
ASSUME ORIFICE ELEVATION = 649.50
SURFACE AREA PROVIDED = 56242 SF
PERMANENT WATER QUALITY VOLUME = 67434 CF
ASSUME RISOR ELEVATION = 650.50
TEMPORARY WATER QUALITY VOLUME = 30540 CF
ASSUME EMERGENCY SPILLWAY ELEVATION = 651.50
ASSUME BARREL INVERT ELEVATION 846.5
3. REGRESSION ANALYSIS SUMMARY OUTPUT PERFORMED ON LAST 7 ENTRIES
Where
b=(sum(ln(Z)*ln(Z) 1-1/n*sum(ln(Z))*su m(ln(S)))/(s um(ln(Z)A2)-1/ns(sum(l n(S)))•2)
b= 1.57
a=1/n*sum(ln(S))-b/n*sum(ln(Z))
as 6.76
RA2=(sum (In(Z)*In(S))-nsIn(Z)_ln(S)_) A2/((sum(ln( Z) .2)-n*ln(Z)_ •2)*(sum (In(S)•2)-n*ln(S)_•2)
RA2- 1.00
Ks=era
Ks= 6371
SEDIMENT
Z STORAGE
est ELEV
0.00 646.50
1.30
2.36
3.32
4.22
5.10
5.46
6.66
7.66
8.97
10.07
11.17
12.26
13.40
14.53
15.67
646.50
6716 CF REQUIRED
1066S SF REQUIRED
21472 CF REQUIRED
C. OUTLET STRUCTURES
1. PRINCIPLE SPILLWAY
INVERT ELEVATION 846.5
ASSUME RISOR ELEVATION = 850.5
SOLVE FOR ROUGH RISOR SIZE i 30.0 CFS
DIAMETER(in)=Qs12/(Cw*(H-3/2)s 3.14159)
ROUGH DIAMETER = 41 in
SOLVE FOR ROUGH BARREL SIZE
DIAMETER(in)- (0s4/(3.14159sCd :(2sgsh). .5)•.5
ROUGH DIAMETER = 24 in
ASSUME RISOR DIA 36 in 36
ASSUME BARREL DIA 24 in 24
ASSUME ORIFICE PLATE DIA 24 in 24
2. EMERGEN CY SPILLWAY
SOLVE FOR WEIR LENGTH USE h= 1.0 ft
ASSUME SPILLWAY ELEV = 651.5
L-Q/(Cwsh•3/2)
where Q(100) 69.0 cfs
RISOR Q i ELEV 850.50 = 26.2 cfs
EMERGENCY SPILLWAY Q = 42.6 cfs
WEIR LGTH (ft) 14 ft
100-YEAR H.W.L. 851.90
TOP OF DAM = 853.5
WEIR ORIFICE ORIFICE PRINCIPAL EMERGENCY TOTAL
ELEV RISOR BARREL RISOR SPILLWAY SPILLWAY OUTFLOW
650.5 0.0 26.2 0.0 0.0 0.0 0.0
850.7 2.6 27.1 15.2 2.6 0.0 2.6
650.9 7.9 27.9 21.5 7.9 0.0 7.9
851.1 14.5 28.7 26.4 14.5 0.0 14.5
851.3 22.3 29.5 30.4 22.3 0.0 22.3
851.5 31.1 30.3 34.0 30.3 0.0 30.3
851.7 40.9 31.0 37.3 31.0 2.7 33.7
851.9 51.5 31.7 40.3 31.7 7.6 39.3
852.1 62.9 32.4 43.1 32.4 13.9 46.4
652.3 75.1 33.1 45.7 33.1 21.5 54.6
652.5 88.0 33.8 48.1 33.6 30.0 63.8
652.7 101.5 34.5 50.5 34.5 39.4 73.9
652.9 115.6 35.2 52.7 35.2 49.7 84.8
653.1 130.4 35.8 54.9 35.8 60.7 96.5
ALLOWABLE OUTFLOW = 30.0 CFS
II
t

r

D. ROUTING 2. 10 L 100 YEAR POST-DEVELOPEMENT STORM TNRU POND
1. INPUT DA TA FOR 2-YEAR STO RM
Q(2) 37.1
TO 16.54
TIME INCREMENT 2.00 min
Ks 6371
b 1.57
INVERT ELEVATION 643.00
ORIFICE ELEVATIO N 849.50
RISOR ELEVATION 650.50
PERMANENT STORAG E 151532
En SPILLWAY ELEV 651.50
TIME INFLOW STORAGE STAGE
0.00 0.0 120992 649.50
2.00 1.0 121055 849.50
4.00 4.1 121363 849.51
6.00 6.7 122132 649.54
6.00 14.5 123529 649.59
10.00 20.6 125646 649.66
12.00 26.7 126496 849.75
14.00 31.6 132009 849.67
16.00 35.4 136038 650.00
16.00 37.0 140361 650.14
20.00 36.6 144797 850.24
22.00 34.1 149039 650.42
24.00 30.1 152674 850.54
26.00 26.1 156129 650.64
28.00 22.7 156759 650.73
30.00 19.6 160819 650.79
32.00 17.2 162361 650.84
34.00 14.9 163520 650.67
36.00 13.0 164307 850.90
36.00 11.3 164807 850.91
40.00 9.6 165075 850.92
42.00 8.5 165156 850.92
44.00 7.4 165096 650.92
46.00 6.5 164922 850.91
46.00 5.6 164663 650.91
50.00 4.4 164341 650.90
52.00 4.2 163974 850.89
54.00 3.7 163577 850.87
56.00 3.2 163159 850.66
58.00 2.6 162732 650.65
60.00 2.4 162300 850.63
62.00 2.1 161871 850.82
64.00 1.6 161446 650.61
66.00 1.6 161034 850.60
68.00 1.4 160631 850.76
70.00 1.2 160242 650.77
72.00 1.0 159666 650.76
74.00 0.9 159506 850.75
76.00 0.8 159160 850.74
78.00 0.7 158830 850.73
60.00 0.6 158514 850.72
62.00 0.5 156214 850.71
64.00 0.5 157926 650.70

PEAK INFLOW 37.1 CFS
PEAK OUTFLOW = 8.5 CFS
PEAK ALLOWABLE OUTFLOW 22.3 CFS
PEAK ELEV 650.92
PEAK STORAGE = 165156 CF
WEIR ORIFICE ORIFICE PRINCIPAL EMERGENCY TOTAL
RISOR BARREL RISOR SPILLWAY SPILLWAY OUTFLOW
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.3 26.4 7.0 0.3 0.0 0.3
1.7 26.8 12.9 1.7 0.0 1.7
3.3 27.2 16.2 3.3 0.0 3.3
4.6 27.4 18.3 4.8 0.0 4.8
6.1 27.6 19.8 6.1 0.0 6.1
7.1 27.6 20.6 7.1 0.0 7.1
7.6 27.9 21.4 7.6 0.0 7.8
8.2 27.9 21.6 8.2 0.0 8.2
6.5 28.0 22.0 8.5 0.0 8.5
6.5 26.0 22.1 6.5 0.0 6.5
6.5 26.0 22.1 6.5 0.0 6.5
6.3 28.0 21.9 8.3 0.0 8.3
6.1 27.9 21.7 6.1 0.0 6.1
7.8 27.9 21.4 7.6 0.0 7.8
7.5 27.6 21.1 7.5 0.0 7.5
7.1 27.6 20.6 7.1 0.0 7.1
6.7 27.7 20.4 6.7 0.0 6.7
6.4 27.7 20.1 6.4 0.0 6.4
6.0 27.6 19.7 6.0 0.0 6.0
5.7 27.6 19.3 5.7 0.0 S.7
5.3 27.5 16.9 5.3 0.0 5.3
5.0 27.5 18.5 5.0 0.0 5.0
4.7 27.4 18.1 4.7 0.0 4.7
4.4 27.4 17.7 4.4 0.0 4.4
4.1 27.3 17.3 4.1 0.0 4.1
3.4 27.3 17.0 3.9 0.0 3.9
3.6 27.2 16.6 3.6 0.0 3.6
3.4 27.2 16.2 3.4 0.0 3.4
3.2 27.1 15.9 3.2 0.0 3.2
3.0 27.1 15.5 3.0 0.0 3.0
2.6 27.1 15.2 2.8 0.0 2.8
'
2. INPUT DA TA FOR 10-YEAR ST ORM
9(10) so
Tp 26.21 min
TIME INCREMENT 2.00 min

, Ks 6371
t
b 1.57
INVERT ELEVATION 643.00
ORIFICE ELEVATION 649.50
RISOR ELEVATION 850.50
PERMANENT STORAGE 120992
' EM SPILLWAY ELEV 651.50
TIME INFLOW STORAGE STAGE
0.00 0.0 120992 649.50
2.00 0.7 121035 649.50
4.00 2.8 121247 649.51
6.00 6.2 121766 849.53
' 6.00 10.7 122799 649.56
10.00 15.9 124394 649.62
12.00 21.7 126653 849.69
14.00 27.7 129619 649.79
e 16.00 33.5 133294 849.91
18.00 38.9 137640 850.06
20.00 43.4 142579 650.22
22.00 46.9 146002 650.39
24.00 49.2 153735 850.57
26.00 50.0 159427 650.75
28.00 49.5 164665 650.91
30.00
32.00 47.5
44.3 169264
173017 851.05
651.16
34.00 40.2 175665 651.25
36.aa 36.4 177932 651.31
36.00 33.0 179292 651.35
1 40.00 29.9 160095 651.37
42.00 27.1 160452 651.36
44.00 24.5 180456 651.36
46.00 22.2 160193 651.37
46.00 20.1 179720 651.36
50.00 18.2 179091 651.34
52.00 16.5 176350 651.32
54.00 14.4 177530 651.29
56.00 13.5 176657 651.27
58.00 12.2 175753 651.24
60.00 11.1 174634 851.21
62.00 10.0 173913 851.19
64.00 9.1 172999 651.16
66.00 6.2 172101 651.13
68.00 7.4 171224 651.11
70-Oa 6.7 170371 651.08
72.00 6.1 169545 651.06
74.00 5.5 168749 851.03
76.00 5.0 167984 651.01
76.00 4.5 167249 850.99
80.00 4.1 166546 650.96
62.00 3.7 165873 650.94
84.00 3.4 165231 650.42
86.00 3.1 164616 850.91
66.00 2.6 164035 650.69
PEAK INFLOW = 50.05 CFS
' PEAK OUTFLOW = 25.72 CFS
PEAK ALLOWABLE OUTFLOW 30.04 CFS
PEAK ELEV = 651.38
PEAK STORAGE = 180456 CF
WEIR ORIFICE ORIFICE PRINCIPAL EMERGENCY TOTAL
RISOR BARREL RISOR SPILLWAY SPILLWAY OUTFLOW
0.0 0.0 11.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 a-a 0.0
0.0 0.0 B-0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 B.0 0.0 0.0 0.0
a.o 0.0 0.0 o.B 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 9.0 a-a a-a 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.6 26.5 8.9 0.6 0.0 0.6
3.8 27.3 16.9 3.8 0.0 3.8
8.1 27.9 21.7 8.1 0.0 6.1
12.6 26.5 25.2 12.6 0.0 12.6
16.7 26.9 27.6 16.7 0.0 16.7
20.0 29.3 29.4 20.0 0.0 20.0
22.5 29.5 30.6 22.5 0.0 22.5
24.2 29.7 31.3 24.2 0.0 24.2
25.3 29.6 31.8 25.3 0.0 25.3
25.7 29.6 31.9 25.7 0.0 25.7
25.7 29.6 31.9 25.7 0.0 25.7
25.4 29.6 31.8 25.4 0.0 25.4
24.6 29.7 31.5 24.8 0.0 24.8
24.0 29.6 31.2 24.0 0.0 24.0
23.0 29.6 30.8 23.0 0.0 23-a
22.0 29.5 30.3 22.0 0.0 22.0
21.0 29.4 29.6 21.0 0.0 21.0
19.9 29.3 29.3 19.9 0.0 19.9
18.8 29.2 26.8 16.6 0.0 18.8
17.7 29.0 28.2 17.7 0.0 17.7
16.6 26.9 27.6 16.6 0.0 16.6
15.6 28.6 27.1 15.6 0.0 15.6
14.7 28.7 26.5 14.7 0.0 14.7
13.7 28.6 25.9 13.7 0.0 13.7
12.9 26.5 25.4 12.9 0.0 12.9
12.0 26.4 24.8 12.0 0.0 12.0
11.3 28.3 24.3 11.3 0.0 11.3
10.5 28.2 23.7 10.5 0.0 10.5
9.6 28.2 23.2 9.6 0.0 9.8
9.2 26.1 22.7 9.2 0.0 9.2
8.6 28.0 22.2 6.6 0.0 8.6
6.0 27.9 21.7 8.0 0.0 8.0
7.5 27.6 21.2 7.5 a-a 7.5

3. INPUT DATA FOR 100-YEAR STORM
9(100)
Tp
TIME INCREMENT
Ks
6
INVERT ELEVATION
ORIFICE ELEVATION
RISOR ELEVATION
PERMANENT STORA GE
EM SPILLWAY ELE V
TIME INFLOW STORAGE
0.00 0.0 120992
2.00 0.6 121040
4.00 3.2 121280
6.00 7.0 121892
6-Oa 12.2 12304
10.00 16.3 12467
12.00 25.2 12744
14.00 32.6 13095
16.00 40.1 13531
16.00 47.2 14055
20.00 53.8 14662
22.00 59.5 15339
24-DO 64.1 16050
26.00 67.2 16746
26.00 66.6 17392
30.00 66.8 17%3
32.00 67.3 18451
34.00 64.2 16866
36.00 59.7 19211
38.00 54.6 19475
40.00 49.4 1%56
42.00 45.7 19773
44.00 41.8 19829
46.00 38.2 19637
48.00 34.9 19805
50.00 31.9 19741
52.00 24.2 19650
54.00 26.7 19539
56.00 24.4 19411
58.00 22.3 19269
60.00 20.4 19116
62.00 18.6 18954
64.00 17.0 16764
66.00 15.6 16606
66.00 14.3 18420
70.00 13.0 16233
72.00 11.9 16056
74.00 10.9 17897
76.00 10.0 17747
78.00 9.1 17606
60.00 6.3 17479
62.00 7.6 17356
84.00 7.0 17246
86.00 6.4 17140
88.00 5.8 17041
90.00 5.3 1694q
92.00 4.9 16861
94.00 4.4 16779
96.00 4.1 16702
98.00 3.7 1662
PEAK INFLOW =
PEAK OUTFLOW =
PEAK ELEV =
PEAK STORAGE _
69
29.03 min
2.00 min
6371
1.57
843-00
649.50
650.50
120992
851.50
STAGE
649.50
849.50
849.51
849.53
3 849.57
2 849.63
6 849.72
7 649.64
7 849.96
5 850.15
0 650.34
5 850.56
9 850.78
4 850.99
0 851.19
9 851.36
0 851.50
1 851.62
9 651.72
1 851.80
7 651.65
3 651.68
5 651.90
4 851.90
4 851.89
1 853.67
7 651.85
2 851.82
0 651.76
2 851.74
4 651.69
4 851.65
4 651.60
7 651.55
1 651.49
4 851.44
6 651.38
2 851.34
7 651.29
6 851.25
5 651.21
9 851.16
2 851.14
7 651.31
9 851.08
1 851.05
9 651.03
9 851.00
7 850.96
99 850.96
69.04 CFS
39.35 CFS
WEIR ORIFICE ORIFICE PRINCIPAL EMERGENCY TOTAL
RISOR BARREL RISOR SPILLWAY SPILLWAY OUTFLOW
0.0 0.0 0.0 0.0 0.0 0.0
a.a 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.a 0.0 0.0 0.0 0.a 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.4 26.5 6.2 0.4 0.0 0.4
4.6 27.4 18.0 4.6 0.0 4.6
10.7 28.3 23.9 30.7 0.0 10.7
17.7 29.0 26.2 17.7 0.0 17.7
24.7 29.7 31.5 24.7 0.0 24.7
31.1 30.3 34.0 30.3 0.0 30.3
36.9 30.7 36.0 30.7 1.3 32.0
42.0 31.1 37.6 31.1 3.1 34.2
46.0 31.4 36.8 31.4 4.9 36.2
46.6 31.5 39.5 31.5 6.2 37.8
50.6 31.7 40.0 31.7 7.1 38.6
51.5 31.7 40.3 31.7 7.6 39.3
51.6 31.7 40.3 31.7 7.6 39.4
51.1 31.7 40.2 31.7 7.4 39.1
50.1 31.6 39.9 31.6 6.6 38.5
48.7 31.5 39.5 31.5 6.1 37.7
46.9 31.4 39.0 31.4 5.3 36.7
45.0 31.3 36.5 31.3 4.4 35.7
42.6 31.1 37.9 31.1 3.5 34.6
40.6 31.0 37.2 31.0 2.6 33.5
36.2 30.8 36.5 30.6 1.7 32.5
35.8 30.6 35.7 30.6 0.9 31.5
33.3 30.4 34.8 30.4 0.3 30.7
30.7 30.2 33.9 30.2 0.0 30.2
26.2 30.0 32.9 26.2 0.0 28.2
25.9 29.8 32.0 25.9 0.0 25.9
23.6 29.6 31.1 23.8 0.0 23.6
22.0 29.5 30.3 22.0 0.0 22.0
20.3 29.3 29.5 20.3 0.0 20.3
16.7 29.1 28.7 16.7 0.0 16.7
17.3 29.0 26.0 17.3 0.0 17.3
16.0 26.9 27.3 16.0 0.0 16.0
14.9 26.7 26.6 14.9 0.0 14.9
13.6 28.6 26.0 13.8 0.0 13.6
12.8 28.5 25.3 12.6 0.0 12.6
11.9 26.4 24.7 11.9 0.0 11.9
11.1 26.3 24.1 11.1 0.0 11.1
10.3 28.2 23.6 10.3 0.0 10.3
9.6 26.1 23.0 9.6 0.0 9.6
851.90 EMERGENCY SPILLWAY ACTIVATED
196374 CF
t
t
E. ORIFICE HOLE
4 -DAY RELEASE
NUMBER OF HOLES 2
AVERAGE SURFACE AREA 30540 SF
DETENTION DEPTH 1.00 FT
a 0.415/t*As(h)w.5
a = 5.28 SQ IN
d = 1.83 IN
8 -DAY RELEASE
NUMBER OF HOLES 2
AVERAGE SURFACE AREA 30540 SF
DETENTION DEPTH 1.00 FT
a = 0.415/t*A=(h)A•5
a = 2.64 SQ IN
d = 1.30 IN
AVE d = 1.57 IN
F. FLOTATION OF RISOR
VOLUME OF RISOR
ASSUME INVERT ELEV =
ASSUME RISOR ELEV
RISOR DIAMETER =
V = 3.14159irA2th
V = 28.3 CF
VOLUME OF BARREL
i
1
1
1
1
1
1
i
ASSUME LENGTH =
BARREL DIAMETER =
V = 3.14159:r•2:L
V = 47.1 CF
TOTAL VOLUME
CONCRETE REQ'D
DISPLACED WATER
WEIGHT OF CONCRETE (BOUYANT)
CONCRETE REQ'D
RISOR AREA
CONCRETE REQ'D
ADD 15% SAFETY FACTOR
1 13/16 in
1 5/16 in
1 9/16 in
846.5
650.5
36 in
15.00 ft
24 in
= 75.4 CF
= 4705 LB
= 67.60 LB/CF
= 53.7 CF
= 7.1 SF
= 7.6 LF
= 8.7 LF
61.6 CF

e SUMMARY
TOP OF DAM
300-YEAR HIGH WATER
10-YEAR HIGH WATER
' EMERGENCY SPILLWAY ELEV
RISOR ELEV
ORIFICE ELEV
INVERT ELEV
SEDIMENT STORAGE REQUIRED
SEDIMENT STORAGE PROVIDED
SURFACE AREA REQUIRED
1 SURFACE AREA PROVIDED
RISOR DIAMETER
BARREL DIAMETER
ORIFICE PLATE DIAMETER
ORIFICE HOLE #/DIAMETER
WEIR LENGTH

2 a
853.5
651.9
851.4
851.5
650.50
841.50
846.5
6716 CF
33557 CF
10865 SF
56242 SF
36 in
24 in
24 in
1.83 in
14 ft
JAMESTOWN ENGINEERING GROUP, INC.
117 E. MAIN STREET
JAMESTOWN, NC 27282
DESIGN OF WATER QUALITY POND NO. 2
GT""'RAL
DESIGN CRITERIA
DESIGN IS BASED UPON CITY OF HIGH POINT STORMWATER GUIDELINES
' FOR WATER QUALITY AND FLOOD CONTROL, IN CONJUNCTION WITH ENVIRONMENTAL
REGULATIONS. ARTICLE A. SECTION 9-7-5 FOR WATERSHED CRITICAL AREAS.
B. SITE INFORMATION
THE PROPOSED SITE IS LOCATED WITHIN THE OAK HOLLOW GENERAL WATERSHED
GENERAL SITE DATA IS LISTED BELOW:
POND $2
SITE AREA 16.5
' OFF-SITE AREA 0.00
16.50
TOTAL SITE AREA
OFF-SITE DRAINAGE AREA 0.00
SITE DRAINAGE AREA 16.5
DISTURBED AREA 16.5
s UNITS PROPOSED (MULTI-FAMILY) I1S.S
s UNITS PROPOSED (SINGLE FAMILY) 10
IMPERVIOUS AREA SF/UNIT (SINGLE FAMILY) 3000
SF/UNIT (MULTI-FAMILY) 2200
IMPERVIOUS AREA (SINGLE FAMI 0.69
IMPERVIOUS AREA (MULTI- FAMI 5.83
UNITS (TOTAL) 6.52
SIDEWALKS. POOL
STREETS 2.36
,
0%: ADJACENT LOT @ .00 AC 0.00
TOTAL 8.88
% BUILT UPON (FOR SITE DRAINAGE AREA) 53.83:
% BUILT UPON (FOR TOTAL SITE AREA) 53.83:
DU/ACRE (SITE) 7.6
IN ACCORDANCE WITH TABLE 7-5-1 A WET DETENTION POND IS REQU IRED
C. WET POND INFORMATION/REQUIREMENTS
1 3
VOLUME REQUIREMENTS OF POND 1
8% IMPERVIOUS @ 3.4 ft
53 2.03% OF DRAINAGE AREA
.
POOL SURFACE AREA REQUIRED .020 x 16.50 x 43560 - 14573 SF
1/8 PERM SED STORAGE .125 x 16.50 x 3630 7487 CF
29948 CF
1 1/2 TEMP SED STORAGE S00 x 16.50 x 3630
37434 CF
TOTAISEDIMENT STORAGE VOLUME REQUIRED
RUNOFF VOLUME - 1.0in x Rv x DA where Rv - 0.05 + 0.009 (I)
CF
0 in
1 x 0.53 x 16.50 - 32012
.
TEMPORARY VOLUME -

I
I'

METHOD OF ANALYSIS
D
.
INFLOW HYDROGRAPHS: SMALL WATERSHED METHOD
' PEAK INFLOWS: RATIONAL METHOD
REGRESSION ANALYSIS FOR STAGE STORAGE
RELATIONSHIP
POND ROUTING:
P,,,.d it DESIGN
A. INFLOW HYDROGRAPHS
1. PRE-DEVELOPEMENT
OFF-SITE AREA 0.00 ACRES
C. 0.35
(<1/4 AC LOTS)
ON-SITE AREA 16.50 ACRES
(UNIMPROVED) C.
16.S ACRES C. 0.35
0.35
TIME OF CONCENTRATION
HYDRAULIC PATH VELOCITY LENGTH TIME
1 SHEET FLOW 5 fps 300 ft 600 sec
CHANNEL FLOW 8.0 fps ft sec
600 sec
Tc 10.0 sin
Q - CIA
PEAK FLOW
1(2) 4.3 in/hr
I(10) - S.8 in/hr
' I(100) 8.0 in/hr
Q(2) 24.8 CFS
Q(SO) 33.5 CFS
Q(100) - 46.2 CFS
2. POST-DEVELOPEMENT
OFF-SITE AREA
(<1/4 AC LOTS) 0 ACRES C. 0.35
ON-SITE AREA 53.83: IMPERVIOUS
IMPERVIOUS 8.68 ACRES C- 0.95
LAWN 7.62 ACRES 0.35
SITE DRAINAGE AREA AVERAGE 0.67
COMPOSITE 16.S ACRES C. 0.67
TIME OF CONCENTRATION
HYDRAULIC PATH VELOCITY LENGTH TIME
SHEET FLOW S fps 2S0 ft S00 sec
CHANNEL FLOW B.0 fps 800 ft 100 sec
600 sec
Tc - 10.0 sin
PEAK FLOW Q CIA
1(2) 4.3 in/hr
I(10) - S.S in/hr
8 0 in/hr
I(100)-
-
0(2) 47.7 CFS
Q(10) - 64.4 CFS
0(100) - BB.8 CFS
DEPTH OF RUNOFF
2-YEAR 6-HOUR PRECIPATION (P) - 2.52 in
10-YEAR 6-HOUR PRECIPATION (P) - 3.71 in
100-YEAR 6-HOUR PRECIPATION (P) - 4.93 in
' CH - 83
S . (1000/CN)-10 - 2.05 in
YEAR 6-HOUR RUNOFF DEPTH
2
RUNOFF DEPTH(Q-) - (P-0.2 x S)"2/(P+0.8 x S) • 1.07 in -
RUNOFF DEPTH(Q•) - (P-0.2 x S)"2/(P+0.8 x S) - 2.04 in 10-YEAR 6-HOUR RUNOFF DEPTH
RUNOFF DEPTH(Q•) - (P-0.2 x S)"2/(P+0.8 x S) - 3.11 in 100-YEAR 6-HOUR RUNOFF DEPTH
TIME OT PEAK - RUNOFF VOLUME/(1.39 x Qp:2-YEAR 16.11 sin
TIME OT PEAK - RUNOFF VOLUMF/(1.39 x Qp.10-YEAR 22.71 sin
TIME OT PEAK - RUNOFF VOLUME/(1.39 x Op. 100-YEAR 2S.1S sin

1
D. ESTIMATE STORAGE
1. S - (Q(Post)-Q(Pre)) • TP
S - 13749 CF
POND ELEVATIONS/AREA/VOLUME
2
. CUMULATIVE
j
TEMP\PERM SID STORAGE REQ'D 37434 CF 37434 CF
PERMANENT STORAGE REQ'D 7487 CF 44921 CF
ESTIMATED STAGE STORAGE 13749 CF 58671 CF
ASSUME POND INVERT (DOTIOM OF POND) 843.0
SEDIMENT STORAGE REQUIRED 7487 CF
VATER QUALITY SURFACE AREA REQUIRED - 14573 SF
ACCUHALATID Z
ELEV AREA VOLUME VOLUME STAGE In S In Z
843.00 4056 0 0 0.0
844.00 5081 4559 4559 1.0 8.425 0.000
845.00 6180 5622 10180 2.0 9.228 0.693
846.00 7368 6765 16946 3.0 9.738 1.099
847.00 8642 7997 24942 4.0 10.124 1.386
848.00 10095 9359 34301 5.0 10.443 1.609
849.00 11828 10950 45251 6.0 10.720 1.792
850.00 13623 12715 57966 7.0 10.968 1.946
851.00 21473 17400 71,366 8.0 11.230 2.079
652.00 23900 22676 98042 9.0 11.493 2.197
853.00 26463 25171 123212 10.0 11.722 2.303
854.00 28637 27543 150755 11.0 11.923 2.390
855.00 31119 29869 180625 12.0 12.104 2.485
856.00 32500 31807 212432 13.0 12.266 2.565
857.00 35000 33742 246174 14.0 12.414 2.639
858.00 38000 70428 282860 15.0 12.553 2.708
AVERAGE - 11.078 1.964
ASSUME SEDIMENT STORAGE ELEVATION 847.0
SEDIMENT STORAGE VOLUME PERMANENT =
21986 CF
ASSUME ORIFICE ELEVATION 850.40
SURFACE AREA PROVIDED - 16763 SF
PERMANENT VATER QUALITY VOLUME - 47921 CF
ASSUME RISOR ELEVATI02l 852.30
1 TEMPORARY VATER QUALITY VOLUME =
36269 CF
ASSUME EMERGENCY SPILLVAY ELEVATION 853.70
ASSUME BARREL INVERT ELEVATION 847.0
3. REGRESSION ANALYSIS SUMMARY OUTPUT PERFORMED ON LAST 8 ENTRIES
where
b-(sus(ln(Z)•ln(Z))-1/n•sum(ln(Z)).sum(ln(S)))/(sua(ln(Z)'2)-1 /n•(sun (ln (S)))"2)
b. 1.83
a-1/n-sum(ln(S))-b/nmsum(In(Z))
a- 7.49
R"2-(sus(In(Z)+ln(S))-n•ln(Z)_ln(S)_)"2/((sua(ln (z)"2)-n+ln(Z) _"2)-(sus( ln(S)"2)-n +ln(S)_"2)
R"2. 0.99
Ks-e"a
Ks- 1798

I
SEDIMENT
Z STORAGE
est ELEV
0.00
1.66 847.10
2.58
3.41
4.21
5.01
5.83
6.68
7.71
8.90
10.09
11.27
12.44
13.59
14.73
15.89
847.10
7487 CF REQUIRED
14573 SF REQUIRED
32012 CF REQUIRED
C. OUTLET STRUCTURES
1. PRINCIPLE SPILLWAY
INVERT ELEVATION 847.0
ASSUME RISOR ELEVATION 852.3
SOLVE FOR ROUGH RISOR SIZE P 33.5 CFS
DIAMETER(in)-Q-12/(Cv-(H"3/2)• 3.14159)
ROUGH DIAMETER - 33 in
SOLVE FOR ROUGH BARREL SIZE
DIAMETER(in)- (Q-4/(3.14159-Cd -(2-9-h)". 5)".5
ROUGH DIAMETER - 24 in
ASSUME RISOR DIA - 36 in 36
ASSUME BARREL DIA 24 in 24
ASSUME ORIFICE PLATE DIA 22 in 24
2. EMERGEN CY SPILLWAY
1 SOLVE FOR WEIR LENGTH USE h- 1.0 ft
ASSUME SPILLWAY ELEV = 853.7
L-Q/(Cv-h'3/2)
vhere Q(100) - 88.8 cfs
RISOR 0 @ ELEV 852.30 26.4 cfs
EMERGENCY SPILLWAY 0 62.S cfs
WEIR LGTH (ft) 21 ft
100-YEAR H.Y.L. 854.30
TOP OF DAM 855.7
' WEIR ORIFICE ORIFICE PRINCIPAL EMERGENCY TOTAL
ELEV RISOR BARREL RISOR SPILLWAY SPILLWAY OUTFLOW
852.3 0.0 26.4 0.0 0.0 0.0 0.0
8S2.S 2.8 27.0 15.2 2.8 0.0 2.8
852.7 7.9 27.6 21.5 7.9 0.0 7.9
852.9 14.S 28.1 26.4 14.S 0.0 14.S
853.1 22.3 28.7 30.4 22.3 0.0 22.3
853.3 31.1 29.3 34.0 29.3 0.0 29.3
853.5 40.9 29.8 37.3 29.8 0.0 29.8
853.7 51.S 30.3 40.3 30.3 0.0 30.3
853.9 62.9 30.9 43.1 30.9 S.4 36.2
854.1 7S.1 31.4 45.7 31.4 1S.2 46.6
BS4.3 88.0 31.9 48.1 31.9 27.9 59.8
854.5 101.5 32.4 50.5 32.4 42.9 75.3
854.7 115.6 32.9 S2.7 32.9 60.0 92.9
BS4.9 130.4 33.4 54.9 33.4 78.9 112.3
ALLOWABLE OUTFLOW - 33.5 CFS

D. ROUTING 2. 10 & 100 YEAR POST-DEVELOPEHENT STORH TRRU POND
1 INPUT DATA FOR 2-YEAR STOR K
O(2) 47.7
T 16.11
TINE INCREMENT 2.00 in
Ks 1798
b 1.83
INVERT ELEVATION 843.00
ORIFICE ELEVATION 850.40
RISOR ELEVATION 852.30
PERKAHEHT STORAGE 106177
EX SPILLWAY ELEV 853.70
WEIR
ORIFICE
ORIFICE
PRINCIPAL
EMERGENCY
TOTAL
INFLOW STORAGE STAGE RISOR BARREL RISOR SPILLWAY SPILLWAY OUTFLOW
TIKE
0
00 0
0 69907 850.40 0.0 0.0 0.0 0.0 0.0 0.0
.
.
8
00 1
2 70015 850.41 0.0 0.0 0.0 0.0 0.0 0.0
.
.
9
00 6
4 70537 BS0.44 0.0 0.0 0.0 0.0 0.0 0.0

I .
.
6
00 14
6 71825 850.51 0.0 0.0 0.0 0.0 0.0 0.0

a .
.
00 23.6
8 74116 850.64 0.0 0.0 0.0 0.0 0.0 0.0
II .
7
00 32
10 77496 BS0.83 0.0 0.0 0.0 0.0 0.0 0.0
.
.
5
00 40
12 81889 BS1.07 0.0 0.0 0.0 0.0 0.0 0.0
.
.
8
00 45
14 87064 851.34 0.0 0.0 0.0 0.0 0.0 0.0

1 .
.
16.00 47.7 92674 851.63

92
851 0.0

0
0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0 0.0

0.0
18.00 46.1 98307 . . 0
0
2
00 41
20 103547 852.17 0.0 0.0 0.0 0.0 0.0 .
.
.
00 35.1
22 108074 852.39 0.8 26.6 10.2 0.0 0.0 0.8
.
00 29.9
24 111674 BS2.S6 4.1 27.1 17.4 4.1 0.0 4.1
' .
00 25.4
26 114301 852.68 7.4 27.5 21.1 7.4 0.0 7.4
.
00 21.6
28 116090 852.77 9.9 27.7 23.2 9.9 0.0 9.9
.
00 18.4
30 117208 852.82 11.5 27.9 24.5 11.5 0.0 11.5
.
00 15.7
32 117810 852.84 12.5 28.0 25.1 12.5 0.0 12.5
.
00 13.3
34 118031 852.85 12.8 28.0 25.3 12.8 0.0 12.8

' .
00 11.3
36 117977 852.85 12.7 28.0 25.3 12.7 0.0 12.7
.
00 9.7
38 117730 852.84 12.4 28.0 25.0 12.4 0.0 12.4
.
00 8.2
40 117354 852.82 11.8 27.9 24.6 11.8 0.0 11.8

I .
00 7.0
42 116896 852.80 11.1 27.9 24.1 11.1 0.0 11.1
.
9
00 5
44 116389 852.78 10.3 27.8 23.6 10.3 0.0 10.3
II .
.
00 S.1
46 115059 852.75 9.5 27.7 22.9 9.5 0.0 9.5
.
00 4.3
48 115323 852.73 8.8 27.6 22.3 0.8 0.0 8.8
.
00 3.7
50 114794 852.71 8.0 27.6 21.7 8.0 0.0 8.0

) .
52.00 3.1 114279
113765 852.68
66
852 7.3

7
6 27.5

27.4 21.0

20.4 7.3

6.7 0.0

0.0 7.3

6.7
- 54.00 2.7
00 2.3
56 113314 .
852.64 .
6.1 27.4 19.8 6.1 0.0 6.1
.
00 1.9
58 112868 852.62 5.5 27.3 19.1 S.S 0.0 S.5
.
00 1.6
60 112449 BS2.60 S.0 27.3 18.5 S.0 0.0 5.0
.
00 1.4
62 112055 852.58 4.6 27.2 17.9 4.6 0.0 4.6
.
00 1.2
64 111687 852.56 4.1 27.1 17.4 4.1 0.0 4.1
.
00 1.0
66 111344 852.54 3.8 27.1 16.8 3.8 0.0 3.8
.
00 0.9
68 111024 BS2.53 3.4 27.1 16.3 3.4 0.0 3.4
' .
70.00 0.7 110727
110450 852.52
50
852 3.1
6
2 27.0
27.0 15.8
15.3 3.1
2.8 0.0
0.0 3.1
2.8
72.00 0.6
00 0.5
74 110193 .
BS2.49 .
2.6 26.9 14.9 2.6 0.0 2.6
.
00 0.4
76 109954 852.48 2.4 26.9 14.4 2.4 0.0 2.4
.
00 0.4
78 109732 852.47 2.2 26.9 14.0 2.2 0.0 2.2
.
00 0.3
80 109527 852.46 2.0 26.8 13.6 2.0 0.0 2.0
.
00 0.3
82 109335 852.45 1.8 26.8 13.2 1.8 0.0 1.8
.
84.00 0.2 109158 852.44 1.7 26.8 12.8 1.7 0.0 1.7
PEAK INFLOW 47.7 CFS
' PEAK OUTFLOV 12.8 CFS
PEAK ALLOWABLE OUTFLOW 24.8 CFS
PEAK ELEV - BS2.85
' PEAK STORAGE - 118031 CF

I
L
2. INPUT DATA FOR 10-YEAR STORM
0(10) 64
Tp 22.71 %in
TIME INCREMENT 2.00 ¦in
Ks 1798
b 1.83
INVERT ELEVATION 843.00
ORIFICE ELEVATION 850.40
RISOR ELEVATION 852.30
PERMANENT STORAGE 69907
E34 SPILLWAY ELEV
8S3.70
TIME INFLOW STORAGE STAGE
0.00 0.0 69907 850.40
2.00 1.2 69981 850.40
4.00 4.8 70342 850.43
6.00 10.5 71259 850.48
8.00 17.8 72955 850.57
10.00 26.2 75594 050.72
12.00 35.1 79271 850.93
14.00 43.7 83999 051.18
16.00 S1.5 89713 851.48
e 18.00 57.8 96271 851.82
20.00 62.2 103470 852.17
22.00 64.2 110860 852.52
24.00 63.9 117622 852.84
26.00 61.1 123098 853.08
28.00 56.2 127092 853.26
30.00 50.2 129953 853.39
32.00 44.8 132094 853.48
34.00 39.9 133593 853.54
36.00 35.6 134525 853.58
38.00 31.7 134958 8S3.60
40.00 28.3 134951 853.60
42.00 2S.2 134556 853.59
44.00 22.5 133822 853.55
46.00 20.1 132791 853.51
48.00 17.9 131499 853.45
50.00 16.0 129980 853.39
52.00 14.2 128265 853.31
i 54.00 12.7 126444 853.23
56.00 11.3 124728 853.16
58.00 10.1 123228 853.09
60.00 9.0 121904 853.03
' 62.00 8.0 12072S 852.98
64.00 7.2 119668 BS2.93
66.00 6.4 118716 852.89
68.00 5.7 117853 852.85
70.00 5.1 117067 852.81
' 72.00 4.5 116349 852.78
74.00 4.0 115691 852.7S
76.00 3.6 115087 852.72
I 78.00 3.2 114530 852.69
,
I 80.00 2.9 114016 052.67
I 82.00 2.6 113540 852.65
84.00 2.3 113100 852.63
86.00 2.0 112691 852.61
' 88.00 1.8 112312 852.59
PEAK INFLOW - 64. 40 CFS
PEAK OUTFLOW - 30. 09 CFS
PEAK ALLOWABLE OUTFLOW, 33. 50 CFS
' PEAK ELEV 853. 60
PEAK STOR AGE - 134958 CF

WEIR ORIFICE ORIFICE PRINCIPAL EMERGENCY TOTAL
RISOR BARREL RISOR SPILLWAY SPILLWAY OUTFLO9
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
3.3 27.0 16.0 3.3 0.0 3.3
12.2 28.0 24.9 12.2 0.0 12.2
21.6 28.7 30.1 21.6 0.0 21.6
29.3 29.2 33.4 29.2 0.0 29.2
35.2 29.S 35.5 29.5 0.0 29.5
39.9 29.8 37.0 29.8 0.0 29.8
43.2 29.9 38.0 29.9 0.0 29.9
45.3 30.0 38.6 30.0 0.0 30.0
46.3 30.1 38.9 30.1 0.0 30.1
46.3 30.1 38.9 30.1 0.0 30.1
45.4 30.0 38.6 30.0 0.0 30.0
43.7 30.0 38.1 30.0 0.0 30.0
41.4 29.8 37.4 29.8 0.0 29.8
38.6 29.7 36.6 29.7 0.0 29.7
35.3 29.S 35.5 29.5 0.0 29.5
31.7 29.3 34.2 29.3 0.0 29.3
28.0 29.1 32.9 28.0 0.0 28.0
24.6 28.9 31.5 24.6 0.0 24.6
21.8 28.7 30.2 21.8 0.0 21.8
19.4 28.5 29.1 19.4 0.0 19.4
17.3 28.4 28.0 17.3 0.0 17.3
15.5 28.2 27.0 15.5 0.0 15.5
13.9 28.1 26.0 13.9 0.0 13.9
12.S 28.0 25.1 12.5 0.0 12.5
11.3 27.9 24.3 11.3 0.0 11.3
10.2 27.8 23.S 10.2 0.0 10.2
9.3 27.7 22.0 9.3 0.0 9.3
8.4 27.6 22.0 8.4 0.0 8.4
7.7 27.S 21.3 7.7 0.0 7.7
7.0 27.5 20.7 7.0 0.0 7.0
6.4 27.4 20.1 6.4 0.0 6.4
5.8 27.3 19.5 5.8 0.0 5.8
5.3 27.3 18.9 S.3 0.0 S.3
4.9 27.2 18.3 4.9 0.0 4.9

3. INPUT DATA FOR 100-YEAR STORK
0(100) 89
Tp 25.15 %in
TIME INCREMENT 2.00 ¦in
Ks 1798
b 1.83
e INVERT ELEVATION 813.00
ORIFICE ELEVATION 850.40
J RISOR ELEVATION 852.30
PERMANENT STORAGE 69907
EM SPILLWAY ELEV BS3.70
TIME INFLOW STORAGE STAGE
0.00 0.0 69907 850.40
2.00 1.4 69990 850.40
4.00 5.4 70398 850.43
6.00 11.9 71438 850.49
8.00 20.4 73376 850.60
10.00 30.4 76422 850.77
12.00 41.2 80719 851.01
14.00 S2.3 86330 851.31
16.00 62.8 93238 851.66
18.00 72.3 10134S 852.07
' 20.00 80.0 110316 652.SO
22.00 85.4 119194 852.91
24.00 88.4 126995 853.26
26.00 88.6 134067 8S3.S7
' 28.00 86.0 140698 053.85
30.00 80.9 145983 654.07
32.00 73.7 149373 854.21
34.00 66.S 151086 BS4.28
36.00 60.0 151595 854.30
' 38.00 S4.1 1S1317 854.29
40.00 48.8 150549 854.26
42.00 44.0 149487 854.21
44.00 39.7 1482SS 854.16
46.00 35.8 146932 854.11
48.00 32.2 145564 BS4.OS
50.00 29.1 144179 853.99
S2.00 26.2 142788 853.94
54.00 23.6 141394 853.88
i 56.00 21.3 139990 853.82
58.00 19.2 138560 853.76
60.00 17.3 137055 8S3.69
62.00 15.6 135406 853.62
64.00 14.1 133S86 853.54
66.00 12.7 131618 BS3.46
68.00 11.5 129520 053.37
70.00 10.3 127311 853.27
72.00 9.3 125207 8S3.18
74.00 8.4 123409 853.10
76.00 7.6 121880 053.03
78.00 6.8 120564 852.97
80.00 6.2 119417 852.92
82.00 S.6 118410 852.87
84.00 5.0 117S17 852.83
86.00 4.5 116720 852.79
88.00 4.1 116003 852.76
90.00 3.7 115356 052.73
' 92.00 3.3 114767 852.70
94.00 3.0 114230 652.68
96.00 2.7 113738 852.66
98.00 2.4 113286 852.64
PEAK INFLOW - 88 .83 CFS
PEAK OUTFLOW = 59 .74 CFS
WEIR ORIFICE ORIFICE PRINCIPAL EMERGENCY TOTAL
RISOR BARREL RISOR SPILLWAY SPILLWAY OUTFLOW
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
0.0 0.0 0.0 0.0 0.0 0.0
2.7 27.0 15.1 2.7 0.0 2.7
14.7 28.2 26.S 14.7 0.0 14.7
29.1 29.1 33.3 29.1 0.0 29.1
44.3 30.0 38.3 30.0 0.0 30.0
59.9 30.7 42.3 30.7 3.4 34.1
73.2 31.3 45.3 31.3 13.4 44.7
82.0 31.7 47.0 31.7 21.8 53.4
86.6 31.8 47.9 31.8 26.4 58.3
87.9 31.9 48.1 31.9 27.8 S9.7
87.2 31.9 48.0 31.9 27.1 58.9
85.1 31.8 47.6 31.8 24.9 56.7
82.3 31.7 47.1 31.7 22.1 S3.7
79.1 31.6 46.4 31.6 18.9 50.4
75.6 31.4 45.8 31.4 15.6 47.0
72.1 31.3 45.0 31.3 12.S 43.8
68.5 31.1 44.3 31.1 9.5 40.7
65.1 31.0 43.S 31.0 6.9 37.8
61.6 30.8 42.7 30.8 4.5 35.3
58.2 30.7 41.9 30.7 2.4 33.1
54.7 30.5 41.1 30.5 0.8 31.3
51.1 30.3 40.2 30.3 0.0 30.3
47.3 30.1 39.1 30.1 0.0 30.1
43.2 29.9 30.0 29.9 0.0 29.9
38.8 29.7 36.6 29.7 0.0 29.7
34.3 29.4 35.2 29.4 0.0 29.4
29.7 29.2 33.S 29.2 0.0 29.2
2S.6 28.9 31.9 2S.6 0.0 25.6
22.1 28.7 30.4 22.1 0.0 22.1
19.3 20.S 29.1 19.3 0.0 19.3
17.0 28.3 27.8 17.0 0.0 17.0
15.1 28.2 26.7 15.1 0.0 15.1
13.4 28.1 25.7 13.4 0.0 13.4
12.0 27.9 24.8 12.0 0.0 12.0
10.8 27.8 23.9 10.8 0.0 10.8
9.7 27.7 23.1 9.7 0.0 9.7
8.0 27.6 22.4 8.8 0.0 B.B
8.0 27.6 21.6 8.0 0.0 8.0
7.3 27.5 21.0 7.3 0.0 7.3
6.6 27.4 20.3 6.6 0.0 6.6
6.0 27.4 19.7 6.0 0.0 6.0
PEAK ELEV 854.30 EMERGENCY SPILLWAY ACTIVATED
' PEAK STORAGE - ISiS9S CF

I E. ORIFICE HOLE
4 -DAY RELEASE
NUMBER OF BOLES 2
AVERAGE SURFACE AREA 19089 SF
DETENTION DEPTH 1.90 FT
a - 0.415/t.h.(h)".5
a . 4.55 SQ IN
d . 1.70 IN 1 11/16 in
8 -DAY RELEASE
NUMBER OF HOLES 2
AVERAGE SURFACE AREA 19089 SF
DETENTION DEPTH 1.90 FT
a - 0.415/t-A-(h)".5
a - 2.27 SQ IN
d - 1.20 IN 1 3/16 in
AVE d - 1.45 IN 1 7/16 in
FLOTATION OF RISOR
VOLUME OF RISOR
ASSUME INVERT ELEV - 847.0
ASSUME RISOR ELEV - 052.3
RISOR DIAMETER - 36 in
V - 3.14159-r"2•h
V 37.5 CF
VOLUME OF BARREL
ASSUME LENGTH . IS.00 ft
BARREL DIAMETER - 24 in
V - 3.14159-r"2•L
V . 47.1 CF
TOTAL VOLUME = 84.6 CF
CONCRETE REQ'D
DISPLACED PATER 5278 LB
VEIGHT OF CONCRETE (BOUYANT) - 87.60 LB/CF
CONCRETE REQ'D - 60.3 CF
RISOR AREA - 7.1 SF
CONCRETE REQ'D - 8.5 LF
ADD IS% SAFETY FACTOR - 9.8 LF
69.3 CF
t
t
t
SUMMARY
TOP OF DAM
100-YEAR HIGH WATER
10-YEAR HIGH WATER
EMERGENCY SPILLWAY ELEV
RISOR ELEV
ORIFICE ELEV
INVERT ELEV
SEDIMENT STORAGE REQUIRED
SEDIMENT STORAGE PROVIDED
SURFACE AREA REQUIRED
SURFACE AREA PROVIDED
RISOR DIAMETER
BARREL DIAMETER
ORIFICE PLATE DIAMETER
ORIFICE HOLE S/DIAMETER
WEIR LENGTH
2
855.7
BS4.3
BS3.6
853.7
852.30
850.40
847.0
7487 CF
21986 CF
14573 SF
16763 SF
36 in
24 in
22 in
1.70 in
21 ft
o?o? W A r?RQ?
>_ b,u-.G,
-1
CERTIFIED MAIL: 7003 3110 0003 6489 8186
Return Receipt Requested
Mr. Ken Lindholm
Faith Properties
10410-50OG Park Road
Charlotte, NC 28210
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
October 19, 2005
DWQ# 05-1881
D R ford County
OCT 2 1 2005
DENR - WATER QUALITY
?VETW,DS AND STO Rl WATER BRANCH
APPROVAL of 401 Water Quality Certification with Additional Conditions
Dear Mr. Lindholm:
Faith Properties has our approval, in accordance with the attached conditions, to place permanent fill in 149
linear feet of perennial stream and to place temporary fill in 30 linear feet of perennial stream and 0.09 acre of
wetlands in order to construct a road crossing and install a sanitary sewer line for the Piedmont Crossing (also
known as Lilliefield Subdivision) single-family and multi-family residential subdivision located on Barrow
Road, in High Point, Guilford County, as described in your application received by the Division of Water
Quality (DWQ) on October 10, 2005. After reviewing your application, we have determined that this fill is
covered by General Water Quality Certification Numbers 3374 and 3402, which can be viewed on our web site
at http://12o.enr.state.nc.us/ncwetlands. These Certifications allow you to use Nationwide Permit Numbers 12
and 39 respectively when they are issued by the U.S. Army Corps of Engineers. hi addition, you should secure
any other applicable federal, state or local permits before you proceed with your project, including (but not
limited to) those required by Sediment and Erosion Control, Non-Discharge, and Water Supply Watershed
regulations. Also, this approval will expire when the accompanying 404 permits expire unless otherwise
specified in the General Certifications.
This approval is valid only for the purpose and design that you have 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 these Certifications and
approval letter and is thereby responsible for complying with all conditions. If total wetland fill for this project
(now or in the future) exceeds 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
Certifications, as well as the additional conditions listed below:
1. The following impacts are hereby approved as long as all other specific and general conditions of these
Certifications are met. No other impacts, including incidental impacts, are approved:
Na` Caroli
ona
Ntcrrally
North Carolina Division of Water Quality
Wetlands Certification Unit 1650 Mail Service Center Raleigh, NC 27699-1650 Phone [phone] FAX [phone]
2321 Crabtree Blvd. Raleigh, NC 27604-2260 Intemet httpl/ h2o.enrstate nc.us/ncwetlands
Customer Service Number: 1-877-623-6748
An Equal OpportunitylAffirmative Action Employer- 50% Recycled/10% Post Consumer Paper
Mr. Ken Lindholm
Page 2, DWQ# 05-1881
October 19, 2005
Amount Approved Plan Location or Reference
Streams 179 linear feet Unnamed tributaries to Oak Hollow Lake located near Barrow
Road in High Point, Guilford County. Reference: "Overall
Watershed Delineation Map for Lilliefield Subdivision".
Headwater wetlands located near Barrow Road in High Point,
Wetlands 0.09 acre Guilford County. Reference: "Overall Watershed
Delineation Ma for Lilliefield Subdivision".

2. A final, written stormwater management plan must be approved in writing by this Office before the
impacts specified in this authorization occur, per condition No. 4 in General Certification 3402. The
stormwater management plan must include plans and specifications for stormwater management
facilities that are appropriate for surface waters classified as Class WS-IV and designed to remove, at a
minimum, 85% Total Suspended Solids 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 new permanent building is occupied at the subject site, the facilities (as approved by this
Office) shall be constructed and operational, and the stonnwater 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. This stormwater
management plan must be submitted to the Central Office of the Wetlands/401 Certification Unit
in Raleigh within 60 days of receiving this letter.
3. The proposed project must comply with the local water supply ordinance approved by the N.C.
Environmental Management Commission (EMC) as required under the Randleman Lake Water Supply
Watershed Rule (Randleman Buffer Rule): 15A NCAC 02B .0250, Protection and Maintenance of
Riparian Areas, and 15A NCAC 02B .025 1, Stonnwater Requirements. (Local Governments include
Archdale, Greensboro, High Point, Randleman, Jamestown, Randolph County and Guilford County.)
4. Appropriate sediment and erosion control measures 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 (available from the Division of Land Resources at NCDENR
regional offices or the central office), whichever is more appropriate, shall be designed, installed and
maintained properly to assure compliance at all times with the North Carolina water quality standards
that are applicable to Class WS-IV waters as described in 15A NCAC 02B .0216 Fresh Surface Water
Quality Standards For Class WS-1V Waters. Such measures must equal or exceed the requirements
specified in the most recent version of the North Carolina Sediment and Erosion Control Manual.
These measures must be maintained on all construction sites, borrow sites, and waste pile (spoil) sites,
including contractor owned and leased borrow pits, which are associated with this project.
11
5. Sediment and erosion control measures shall not be placed in wetlands or waters to the maximum extent
practicable. If placement of sediment and erosion control measures in wetlands or waters is unavoidable,
Mr. Ken Lindholm
Page 3, DWQ# 05-1881
October 19, 2005
they shall be removed and the natural grade restored within six months of the date that the project is
completed or, if applicable, within six months of the date that the project is released by the North
Carolina Division of Land Resources.
6. No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas beyond the
footprint of the impacts depicted in the Pre-Construction Notification. All construction activities,
including the design, installation, operation, and maintenance of sediment and erosion control "Best
Management Practices" shall be performed so that no violations of state water quality standards,
statutes, or rules occur.
7. The culvert required for this project shall be installed in such a manner that the original stream profile is
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 the location
of the culvert. The culvert shall be designed and installed to prevent head cutting of the stream. If the
culvert becomes perched, the appropriate stream grade shall be re-established or, if the culvert is
installed in a perched manner, the culvert shall be removed and re-installed correctly. The Applicant
must submit a plan and receive written approval from this Office to address any head cutting that will
occur as a result of this project (e.g., use of cross vanes downstream of the culvert).
8. Where riprap is required for energy dissipation and scour protection, it shall be limited to the minimum
dimensions specified by appropriate engineering calculations. Riprap may only be used below the
normal high water level. The original grade and elevation of the stream's cross-section must be
maintained. Riprap placed in the stream bottom must be inserted into the bottom matrix to a depth
sufficient to provide the thickness of riprap required for scour protection. The elevation of the stream
bottom must not be increased by the placement of riprap. Placement of riprap must not result in
destabilization of the streambed or banks upstream or downstream.
9. All construction activities associated with this project shall minimize built-upon surface area, direct
stormwater runoff away from surface waters, and incorporate best management practices to minimize
water quality impacts. If concrete is used with any fill material, it shall not be allowed to come in
contact with surface waters until it has cured. If any stormwater must be collected for discharge into a
stream channel, it shall not enter the stream as a point source, but shall be slowed and discharged as
sheet flow prior to entering the riparian buffer on either side of the stream.
10. Upon completion of the project, the Applicant shall complete and return the enclosed "Certificate of
Completion" form to notify NCDWQ when all work included in the §401 Certification has been
finished. This certificate should be sent to the 401/Wetlands Unit of the NC Division of Water Quality
at the address listed on the form. Along with the Certificate of Completion form, please send
photographs upstream and downstream of the culvert site and utility line crossing to document correct
installation.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You
must act within 60 days of the date that you receive this letter. To ask for a hearing, send a written petition
which conforms to Chapter 150B of the North Carolina General Statutes to the Office of Administrative
Hearings, 6714 Mail Service Center, Raleigh, N.C. 27699-6714. This certification and its conditions are final
and binding unless you ask for a hearing.
Mr. Ken Lindholm
Page 4, DWQ# 05-1881
October 19, 2005
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act. If
you have any questions, please telephone Daryl Lamb in the DWQ Winston-Salem Regional Office at 336-771-
4600, extension 293, or Ian McMillan in the Wetlands/401 Central Office in Raleigh at 919-715-4631.
Sincerely,
Alan W. Klimek, P.E.
AWK/cdl
Attachments
cc: Mr. Todd Tugwell, U. S. Army Corps of Engineers, Raleigh Regulatory Field Office
Winston-Salem DWQ Regional Office
Central Files
Wetlands/401 File Copy
Mr. Wendell Overby, Soil &Environmental Consultants, PA, 236 LePhillip Court, Suite C, Concord, NC
28025