20051729 Ver 1_Complete File_20070827

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Project Name: Apton Rigde Ph #2
Project No. DW Q 05-1729
Pond No.
SUBMITTED DESIGN: 1 REQUIRED DESIGN:
7/18/2006
elevations 4.7 average depth status
Bottom of Basin (ft) 606
Permanent Pool (ft) 612 6 ft. depth ok
Temporary Pool (ft) 614.97 2.97 ft. depth ok

areas
Permanent Pool SA (sq ft) 83100 83204 sq. ft. check surfac
Drainage Area (ac) 115 49425 based on avg depth ok
Impervious Area (ac) 75.2 65.4 % -
volumes
Permanent Pool (cu ft) 392152
Temporary Pool (cu ft) 265081 266551 cu. ft. check tempo
Forebay(cu ft) 132821 33.9 % checkforebc
other parameters
SA/DA 1.65 1.66 -
Orifice Diameter (in) 5 0.80 cfs drawdown -
Design Rainfall (in) 1 3.8 day drawdown ok
Linear Interpolation of Correct SAIDA***
6 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 60 1.51 0.770813959 1.08
Project Impervious 65.4 1.66 0.99 1.27
Next Highest 70 1.79 1.17114657 1.43
3ft 4

I
Project Name: Apton Rigde Ph tt2
Project No. DW Q 05-1729
Pond No.
SUBMITTED DESIGN: 1 REQUIRED DESIGN.-
7/18/2006
elevations 4.7 average depth status
Bottom of Basin (ft) 606
Permanent Pool (ft) 612 6 ft. depth ok
Temporary Pool (ft) 614.97 2.97 ft. depth ok

areas
Permanent Pool SA (sq ft) 83300 83204 sq. ft. ok
Drainage Area (ac) 115 49648 based on avg depth ok
Impervious Area (ac) 75.2 65.4 % -
volumes
Permanent Pool (cu ft) 392152
Temporary Pool (cu ft) 267000 266551 cu. ft. ok
Forebay (cu ft) 80000 20.4 % ok
other parameters
SA/DA 1.65 1.66 -
Orifice Diameter (in) 5 0.80 cfs drawdown -
Design Rainfall (in) 1 3.9 day drawdown ok
Linear Interpolation of Correct SAIDA * * *
6 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 60 1.51 0.775685954 1.08
Project Impervious 65.4 1.66 0.99' 1.27
Next Highest 70 1.79 1.17522545 1.43
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Afton Ridge
Kannapolis, North Carolina
GEOSCIENCE PROJECT NO. CH04.0387.CV
EROSION CONTROL &
BMP CALCULATIONS
Phase II
' March 24, 2006
17
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reen
HYDRAULIC RESULTS
Discharge
(cfsl Peak Flow
Period hrs Velocity (fps) Area (sgIt) Hydraulic
,'I I Normal
De ih(I
440 6.0 3.44 1279 0.95 1.22
AREA: DESIGN FREQUENCY:
Urue'inforced Vegetation (n-0.0421
S - 0.0100
1? ?l
Bottom
2. Width - 8.00 It 2,0
Not to Scale

Reach Matting Type
Slab?tyAnalysis Vegetation Characteristics
Permissible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type Density Shear Stress
(Psfl Shear Stress
(PSI)
Straight Unrenlorced Vegetation D Bunch 50.75% 3.33 0.76 4.36 STABLE
Soil Clay 0.070 0.064 1.03 STABLE
Back to Input Screen
t
RDJECT NAME: TSD 12
ROM STATION/REACH:
HYDRAULIC RESULTS
Discharge
fcfs Peak Fbw
Pnind s velocity (fps) A ea (sq.lt) Hyd auGe
Radiusffl Normal
De th ft
X34.0 6.0 2.05 21.43 1.32 1.64
LINER RESULTS
DESIGN FREQUENCY:
Uruenfoiced
S-0.0100
1L Bottom J 1
2.0 Width - 8.00 It 2.0
Not to Scale

Reach Matting Type
StabilityAnalysi: Vegetation Characteristics
Permissible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type

1 Density Shear Stress
(psf) Shear Stress
Ips0
Straight Unreinforced Vegetation B Bunch 50-75% 5.73 1.15 5.00 STABLE
Soil Clay 0.070 0.022 3.18 STABLE
Back to Input Screen
ROM STATION/REACH: ITO STATION/REACH:
HYDRAULIC RESULTS
Discharge
lcfs Peak Flow
Pefind hrsl Velocity(fpsl Area(sp.ft) Hydrauli c
Radiusfft Normal
De ihfftl
X2.0 60 1.14 19.33 1.33 311
1001 AM COMPUTED BY:
EA: DESIGN FREQUENCY:
Unreinfoiced Vegetation (n-0.115)
S-0.0050
1 L Bottom 1
2.0 Width - 0.00 It 20
Not to Scale

Reach Matting Type
StabTityAnalysis Vegetation Characteristics
Permissible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type Densely Shear Stress
IPA Shear Stress
(ps0
Straight Unreirduced Vegetation B Bunch 50-75'/. 5.73 0.97 5.91 STABLE
Soil Clay 0.070 0.011 653 STABLE
Back to Input Screen

ROM STATION/REACH: ITO STATION/REACH:
HYDRAULIC RESULTS
Discharge
c(sl Peak Flow
Period (h s Velocrty, (fps]

I
Area (s41t) Hydraulic

Radiu, 1) Normal

De th flt(
22.0 6.0 2.21 9.95 1.00 223
LINER RESULTS
I tU UT:
IEA: IUESIUN FHEUUENI.Y:
Uneinlorced Veoetation fn=0.0471
S = 0.0050
1L Bottom J 1
20 width = 0.00 It 2.0
Not to Scale

Reach Matting Type
StabdrtyAnalysis Vegetation Characteristics
Permissible
Calculated
Safety Facto(
Remarks
Staple Pattern Phase Class Type
I
Density
Shear Sltess
(psf
Shear Stress
IPA
Sttaigl-d Unrelydorced Vegetation D Bunch 5075: 3.33 0.70 4.79 STABLE
Soil Clay 0.070 0.045 1.55 STABLE
Back to Input Screen

North American Green • ECMDS Version 4.3
PROJECT NAME: TSD 14 PRi
HYDRAULIC RESULTS
Discharge
fcfs Peak Flow
Period hrsl Velocity (fpsl A ea (sgftl RHyd aulic
adiusffl Normal
Depth ill
[182 6.0 3.90 4.67 0.55 0 68
NAGEAREA : )DES
S1501n=0.0511
FR
Sam/
1L Bottom 1
2.0 Width - 5.50 It 20
Not to Scale

Reach Matting Type
SlabililyAnalysis Vegetation Characteristics
Permissible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type Density Shear Stress
lpsf Shear Stress
IPSO
Straight S150 Unvegetated 1.75 1.70 1.03 STABLE
Staple D
Back to Input Screen I
ROJECT NAME: TSD 15
ROM STATION/REACH:
HYDRAULIC RESULTS
Discharge
cfs Peak Flow
Period Ms Velocity (fps) Area (sq.lt) Hydraulic
Radius ft Normal
De th N
50.4 6.0 5.26 9.58 0.68 0.79
SC150
MPUTED BY:
DESIGN FREQUENCY.
Sam/
1 L Bottom J 1
2.0 Width . 10.50 ft 2.0
Not to Scale

Reach Matting Type
Stability Analysis Vegetation Characteristics
Permissible
Calculated
Safely Factor
Remarks
Staple Pattern Phase Class Type Density Shear Stress
(PSO Shear Stress
(psf)
Straight SC150 Unvegetated 2.00 1.90 1.01 STABLE
Staple D
Back to Input Screen

E
North American Green •ECMDSVersion 43 3/2712006 103 AAMCOMPUTEDBY:
PROJECT NAME: TSD 16 PROJECT NO.:
FROM STATION/REACH: TO STATION/REACH: DRAINAGE AREA DESIGN FREQUENCY:
HYFIRAULIC RESULTS

Discharge

cfs Peak Flow

Period hrs Veloaty(fps)
I

Area(s4ftl
I

Hydraulic
Rad-usfftl

Normal
Deoth ft
h 7.0 6.0 266 6.33 0.79 1.36
Urueinfoiced Vegetation (n-0.046)
S- 0.0100
1 L Bottom J 1
20 Width - 2.00 It 2.0
LINER RESULTS
r

a
t
d-
I
n

Not to Scale

Reach Matting Type
Stability Analysis Vegetation Characteristics
Permissible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type Density Shear Stress
(psf) Shear Stress
(0)
Straight Unreinforced Vegetation D Bunch 50.751 333 0.85 3.93 STABLE
SOA Clay 0.070 0.054 1.30 STABLE
Back to Input Screen

l orlh American Breen • LIMUS Version 4.3
ROJECT NAME: TSD 16
ROM STATION/REACH: fT
HYDRAULIC RESULTS
Discharge
(cfs Peak Flow
Perind hrs Velocity (fps) Area (sp lt) Hydraulic
Ra6u01 Normal
Depth (fit
17.0 6.0 1.37 1233 1.11 204
20 Width-200(t 20
Not to Scale

Reach Matting Type
Stability Analysis Vegetation Characteristics
Permissible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type

1 Density, Shear Stress
(vsf) Shear Suess
(v.f)
Straight Unrelnforced Vegetation B Bunch 50-75: 5.73 1.27 4.51 STABLE
Soil Clay 0.070 0.014 5.10 STABLE
Back to Input Screen
e
e
e
i
e
a
i
i
ROM STATION/REACH: ITO STATION/REACH:
HYDRAULIC RESULTS
Discharge
fcfs Peak Fbw
Period hrs Velouty (fps) Area (sg It) Hydraulic
Radiusffl( Normal
De th f'
125 0 6.0 3.48 7.18 0.54 0.61
`1 EA:
Unreinforced
S • 0.0300
1L1
Bottom
2.0 Width • 10.50 It 0
Not to Scale

Reach Matting Type
StabiWyAnalysis Vegetation Characteristics
Permiuible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type Densily Shear Stress
(psf) Shcar Stress
(ps0
Straight Unreirdorced Vegetation D Bunch 50-75: 3.33 1.15 2.91 STABLE
Soil Clay 0.070 0.069 1.01 STABLE
Back to Input Screen
6 104 AAM COMPUTED BY:
HYDRAULIC RESULTS
Discharge
(cfs Peak Flow
Pmirxl Ms Velocity(fps) Fuea(sctftj Hydraulic
Radius(f11 Normal
De rh 't
X5.0 6.0 2.05 1217 0.82 0.93
IU :
AREA: DESIGN FREQUENCY:
Unreinfotced Vegetation (n-0.1101
S-0.0300
1IL
Bottom 1
2.0 Width - . 10.50 k
Not to Scale

Reach Matting Type
3tabilityAnalysis Vegetation Characteristics
Permissible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type

1 Density

1 Shear Stress
Ipsf) Shear Stress
IPSO
Straight Unreinlorced Vegetation B Bunch 50-75%1 5.73 1.83 3.13 STABLE
Soil Clay 0.070 0.022 3.15 STABLE
Back to Input Screen

NOdhAmerican Green -ECIdDSVersion 43 3/27/2006 144 AAMCOMPUTEDBY:
PROJECT NAME: TSD 18 PROJECT NO:
FROM STATION/REACH: TO STATION/REACH: DRAINAGE AREA: DESIGN FREQUENCY;
HYDRAULIC RESULTS

Discharge
fcfs Peak Fbw
Period ,his Velocity, (fps) Area (sq.ft) Hydraulic
Radius ft Normal
Depth ff
12.0 6.0 3.27 3.67 0.40 0.46
Urueinforced Vegetation (n-0.055(
S-0.0500
1 L Bottom 1
20 Width-7.00 It 2.0

1
LINER RESULTS

Not to Scale

Reach Malting Type
Slability Analysi¢ Vegetation Characteristics
Permissible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type Density Shear Stress
(psf Shear Stress
Iwl)
Straight Unrein(orced Vegetation D Bunch 50-75: 3.33 1.44 2.31 STABLE
Soil Clay 0.070 0.068 1.02 STABLE
Back to Input Saeen

t
orth Ametican Green • E CM DS Version 4.3 13/27/2006 110 46 AM ICO M PU T E D BY:
ROJECT NAME: TSD 18 PROJECT NO.:
ROM STATION/REACH: TO STATION/REACH: DRAINAGE AREA: DESIGN FREQUENCY:
HYDRAULIC RESULTS
Urueinforced Vegetation (n-0.133)
Discharge
c(s Peak Flow
Period hrs Velocity (lps) Area (sgIt) Hydraulic
RadiusffI Normal
De th fr
12.0 60 1.63 6.55 0.63 0.77
S-0.0500
1 ? Bottom J 1
2.0 Width - 7.00 It 2.0
Not to Scale

Reach Matting Type
StabilityAnalysi: Vegetation Characteristics
Permuible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type

1 Density Shear Stress
(psf) Shear Stress
(psf)
Straight Unreirdorced Vegetation B Bunch 50-75,. 5.73 2.33 2.33 STABLE
Soil Clay 0.070 0.020 354 STABLE
Back to Input Screen
Project No. DWQ (!o he provided by UiVQ)
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): a Project Name : A F'tort Contact Person: 6y ? Phone Number: (104) sZ S ' z00 3
For projects with multiple basins, specify which basin this worksheet applies to:
Basin Bottom Elevation 6o h ft. (average elevation of the floor of the basin)
Permanent Pool Elevation h ?z ft. (elevation of the orifice invert out)
Temporary Pool Elevation 7 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 1 OD sq. ft. (water surface area at permanent pool elevation)
1 Drainage Area i 15- ac. (on-site and off-site drainage to the basin)
Impervious Area 5 ,z ac. (on-site and off-site drainage to the basin)
' Permanent Pool Volume X612, 15Z cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 2 65, 06 I cu. ft. (volume detained on top of the permanent pool)
Forebay Volume i3z 9ZI cu. ft.
SA/DA used ?S (surface area to drainage area ratio)
Diameter of Orifice S 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.
Applicants Initials
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.
" 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.
1 FORM SWG 100 09/97 Page I of I
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Prepared by G. SCOTT GREGORY 3/23/2006
PROJECT: BMP Perm. Pool Volume
DESCRIPTION:
DEVELOPMENT OF STAGE-STORAGE CURVE-PROP. DETN. BASIN
OBJECTIVE: TO ILLUSTRATE THE DEVELOPMENT OF THE STAGE-
STORAGE FUNCTION FOR THIS SITE.
BACKGROUND: THE STAGE-STORAGE FUNCTION RELATES THE ELEVATION
OF THE WATER SURFACE (STAGE) TO THE VOLUME OF THE
WATER STORED (STORAGE).
STAGE-STORAGE EQUATION:
S = Ks*Z^b
S = STORAGE (ft^3)
Z = STAGE (ft)
Ks & b = CONSTANTS FOR PARTICULAR SITE
VOLUME COMPUTATIONS:
COMPUTATION OF ACTUAL STORAGE VOLUME BASED ON CONTOURS
USING AVERAGE END METHOD.
CONTOUR CONTOUR INCREMENTAL ACC. STAGE ACC.
ELEV.(ft) AREA(ft^2) STORAGE(ft^3) STORAGE(ft^3) (ft) STORAGE(ac.ft)
606 55555 0
116255 116255 2.67
608 60700 2
126752 243007 5.58
610 66052 4
149152 392159 9.00
612 83100 6
Prepared by G. SCOTT GREGORY 3/23/2006
Z1 = 2
Z2 = 8
S1 = 172400
S2 = 767400
b = (In(S2/S1))/(In(Z2/Z1))
b = 1.08
Ks = S2/Z2^b
Ks = 81713.72
VALIDATION OF STAGE STORAGE FUNCTION:
ACTUAL ACTUAL COMPUTED
STORAGE STAGE STORAGE
S(ft^3) Z(ft) S(f A3)
172400.00 2 172400.00
357400.00 4 363730.34
555500.00 6 562923.13
767400.00 8 767400.00
0.00 0 0.00
0.00 0 0.00
COMPUTED
STAGE
Z(ft)
2.00
3.94
5.93
8.00
0.00
0.00
THEREFORE THE STAGE STORAGE FUNCTION IS ADEQUATE
i
t
Prepared by G. SCOTT GREGORY 3/23/2006
PROJECT: BMP Water Quality Volume
DESCRIPTION:
DEVELOPMENT OF STAGE-STORAGE CURVE-PROP. DETN. BASIN
OBJECTIVE: TO ILLUSTRATE THE DEVELOPMENT OF THE STAGE-
STORAGE FUNCTION FOR THIS SITE.
BACKGROUND: THE STAGE-STORAGE FUNCTION RELATES THE ELEVATION
OF THE WATER SURFACE (STAGE) TO THE VOLUME OF THE
WATER STORED (STORAGE).
STAGE-STORAGE EQUATION:
S = Ks'Z^b
S = STORAGE (ft^3)
Z = STAGE (ft)
Ks & b = CONSTANTS FOR PARTICULAR SITE
VOLUME COMPUTATIONS:
COMPUTATION OF ACTUAL STORAGE VOLUME BASED ON CONTOURS
USING AVERAGE END METHOD.
CONTOUR CONTOUR INCREMENTAL ACC. STAGE ACC.
ELEV.(ft) AREA(ft^2) STORAGE(ft^3) STORAGE(ft^3) (ft) STORAGE(ac.ft)
612 83100 0
172400 172400 3.96
614 89300 2
185000 357400 8.20
616 95700 4
198100 555500 12.75
618 102400 6
211900 767400 17.62
620 109500 8
SOLVING FOR CONSTANTS Ks & b:
SELECT EXISTING VALUES TO MODEL CONSTANTS BY.

n
u

u

t
1

Sheet1
Calculate Pre-Tc BMP #3 _
r
First 300'sheet flow(grass) manning's n for sheet flow(table 3.1 TR-55)
smooth surfaces conc.,as halt, ravel, or bare soil 0.011
Head= 12.00 Fallow(no residue) 0.05
mannings= 0.24 Cultivated Soils _
P2= 3.12 in Residue cover <20% _ 0.06
Length= 300 ft Residue Ccover>20% _ 0.17
So=HU-= 0.040 ft/ft
Eqn 3.3 TR55
Tt=0.007(nL)^0.8/P^.5"So^.4 Grass
Short grass praire
0.15
Tt= 0.44 hr _ 1 Dense grass 0.24
Bermuda grass fi 0.41
Shallow Concentrated Flow
I I Range 0.13
_
L= 2400
h= 90 ft Woods
s= 0.038 ft/ft Light underbrush 0.4
V=16.1345(s)^0.5 Dense underbrush 0.8
V= rj- 3.124 fps _
T=L/(3600V) (3.15)= 0.213 hr.

i

I
? I I

i
Compute travel time Tc=Tt1 + T t2.... Tn
Tc= 0.653 hr.= 39.18 min.
I

i

3/24/2006

i

r

F-I

t
1

Sheet1
Calculate Post-Tc BMP #3
First 100' manning's n for sheet flow(table 3.1 TR-55)
smooth surfaces(conc.,asphalt, gravel, or bare soil) 0.011
Head= 2.00 Fallow(no residue) - _ 0.05
mannings= 0.24 Cultivated Soils
P2= 3.12 in Residue cover <20% i 0.06
Length= 100 ft Residue Ccover>20% 0.17
So=H/L= 0.020 _
Eqn 3.3 TR55
Tt=0.007(nL)^0.So^.4 Grass
Short grass praire
0.15
Tt= 0.24 hr Dense grass 0.24
_ Bermudagrass
-
- _ - 0.41
7
T
Shallow Concentrated Flow Range ! 0.13

L=1 0 ft Woods
h=1 0.000I ft Light underbrush 0.4
_
s= 0.026 f ft Dense underbrush 0.8
V=16.1345(s)^0.5
V= 2.60 fps
T=U(3600V)= 0.00 hr.

Pipes
length 1 2800
L= 3500
h= 62 ft(culverts flowing full)
ft
ft
V = [0.59/n]DA.66s^.5

pipe= 30 in
n= 0.012
S= 0.01 ft/ft

V= 9.08 fps

T=U(3600V) (3.15)= 0.09 hr.

Compute travel time Tc=Tt1 + T t2.... Tn
Tc= 0.327 hr.= 19.59 min.

f , I
3/24/2006
**+****++t****xx+****+***t*******++*xxx+x
* FLOOD HYDROGRAPH PACKAGE (HEC-1)
JUN 1998
* VERSION 4.1
*
RUN DATE 24MAR0G TIME 09:48:34
+ *
1

x x xxxxxxx xxxxx x
x x x x x xx
x x x x x
xxxxxxx xxxx x xxxxx x
x x x x x
x x x x x x
x x xxxxxxx xxxxx xxx
++*tt*****+ttr*tx*tt*****rxt
*
* U.S. ARMY CORPS OF E]IGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
*•******t**********t********
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFI14ITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSIO
112W OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM

11
t

1

HEC-1 INPUT
LINE ID ....... 1 ....... 2....... 3. ...... 4....... 5 ....... 6 ....... 7 ....... 8....... 9...... 10
1 ID bmp# 3
2 ID Detention Pond -- 2 Year Storm Pre-developed
3 ID GEOSCIENCE GROUP, INC.
4 IT 1 0 0 360
5 IO 5 0 0
6 KK RUNOFF FROM AREA
7 KM 2 YEAR
8 PH 0 0 0.42 0.83 1.45 1.76 1.95 2.28
9 KM 10 YEAR
10 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72
11 KM 25 YEAR
12 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38
13 KM 50 YEAR
14 KM 0 0 0.75 1.62 3.05 3.78 4.20 4.92
15 KM 100 YEAR
16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34
17 KO 0
18 BA 0.18
19 LS 0 79
20 UD 0.39
21 Z2
PAGE 1
* }
FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSION 4.1
* *
RUN DATE 24MAR06 TIME 09:48:34
* *
1
bmp# 3
Detention Pond -- 2 Year Storm Pre-developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRI14T CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
14Q 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDI14G DATE
NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT

U.S. ARMY CORPS OF EIIGI
* HYDROLOGIC ENGI14EERIIIG
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
*
R1 *** *** *** *** *** *** *** *** *** +** *** *** *** *** *** *** *** **+ *** *** *** *** *** *** *** **i *** *** ***
++++++++++++++
* RUNOFF *
FROM
AREA
6 KK + +

' 7 KO ++++++++++++++
OUTPUT CONTROL
VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
11UE EXCEEDS TABLE IN LOGLOG .01667 .01667

[i
6.00000
t

OPERATION STATION
HYDROGRAPH AT RUNOFF
NORMAL END OF HEC-1 ***
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME
FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX S
75. 3.48 13. 13. 13. .18
*' +
* FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSION 4.1
k *
RUN DATE 24MAR06 TIME 09:49:46
+

x x xxxxxxx XXXXX x
x x x x x xx
x x x x x
xxxxxxx xxxx x XXXXX x
x x x x x
x x x x x x
x x xxxxxxx XXXXX xxx
*R*Rk}**R*R}RRRRR*******R?r+
* U.S. ARMY CORPS OF EIIGI
* HYDROLOGIC ENGINEERIIIG
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
*
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW
THE DEFINITIO14S OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRA477 VERSIO
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVE14T DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATIO14 INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
C

a
J

l
1
t

[l

?I

HEC-1 INPUT
LINE ID ....... 1 ....... 2.. ..... 3. ...... 4 ....... 5. ...... 6 ....... 7 ....... 8....... 9...... 10
1 ID bmp #3
2 ID Prop.Det ention Pond -- 10 YEAR STORM Pre-deve loped
3 ID GEOSCIENCE GROUP, INC.
4 IT 1 0 0 360
5 IO 5 0 0
6 KK RUNOFF FROM AREA
7 KM 2 YEAR
8 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28
9 KM 10 YEAR
10 PH 0 0 0.59 1.26 2.36 2.9 3.21 3.72
11 KM 25 YEAR
12 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38
13 K14 50 YEAR
14 KM 0 0 0.75 1.62 3.05 3.78 4.20 4.92
15 KM 100 YEAR
16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34
17 KO 0
18 BA 0.18
19 LS 0 79
20 UD 0.39
21 ZZ
PAGE L

} +
•? FLOOD HYDROGRAPH PACKAGE (HEC-1)
• JUN 1998
" VERSION 4.1
*i RUN DATE 24MAR06 TIME 09:49:46
f «
1
bmp #3
Prop.Detention Pond -- 10 YEAR STORM Pre-developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
' IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME 0559 ENDING TIME
' ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
*#*****«**+*********#****r**
* U.S. ARMY CORPS OF EIIGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
fl *** *** *** *** *** *** *+* *** *** *** *** *** *** *** *** *** *** *** +*+ *** +*+ *** *** *** *+* *** *** *** ***
+}***+*+++++}+
6 KK *
+ RU14OFF *
+ FROM AREA
}*
?7 KO *+«******}*+
OUTPUT C014TROL
VARIABLES
IPRNT 5 PRINT C014TROL
IPLOT 0 PLOT CCNTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
J? UE EXCEEDS TABLE IN LOGLOG .01667 .01667

s

6.00000

OPERATION STATION
HYDROGRAPH AT RUI40FF
*r NORMAL END OF HEC-1 ***
1
r
r
1
r
r
r
r
r
r
r
r
r
r
r
r
RUI40FF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME
FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX S
194. 3.45 33. 33. 33. .18
i M M M M ® ® M ® ® i ® M M ® M M M M
Orifice Size(in) Elev
5.00 612.00 A= sq.ft.
Q=.65a(2gh)^.5 h measured from = 612.21
Opening(H x L (ft.)) Elev
0.66 17 616.00
A= 11 sq.ft.
Q=.65a(2gh)^.5 h measured from = 616.33
Q=3L(h)^3/2 h measured from = 616.00
Box Elev
8.00 ft. 8.00 ft. 618.50
Q=3L(h)^3/2 L= 32 ft.
Q=.65a(2gh)^.5 A= 64 sq.ft.
h measured from = 618.50
Barrel Size(in) Elev
72.00 606.00 A= 28 sq.ft.
Q=.65a(2gh)^.5 h measured from = 609.00
Elev orifice openi ng as a Controling Box as a Controlling Box Total Flow Box Barrel Barrel Contolling Compare Elev
orifice weir Opening orifice weir Cfs Orifice *Pipe(cfs) Barrel Box Vs.Barrel
612.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 255.45 324.40 255.45 0 612.00
614.00 0.95 0.00 0.00 0.00 0.00 0.00 0.00 0.95 329.79 324.40 324.40 0.95 614.00
615.00 1.19 0.00 0.00 0.00 0.00 0.00 0.00 1.19 361.26 324.40 324.40 1.19 615.00
616.00 1.38 0.00 0.00 0.00 0.00 0.00 0.00 1.38 390.21 324.40 324.40 1.38 616.00
617.00 1.56 47.91 51.00 47.91 0.00 0.00 0.00 49.46 417.15 324.40 324.40 49.46 617.00
618.00 1.71 75.63 144.25 75.63 0.00 0.00 0.00 77.34 442.46 324.40 324.40 77.34 618.00
618.50 1.78 86.21 201.60 86.21 0.00 0.00 0.00 88.00 454.58 324.40 324.40 88.00 618.50
619.00 1.85 95.63 265.00 95.63 236.06 33.94 33.94 131.43 466.39 324.40 324.40 131.43 619.00
619.50 1.92 104.20 333.94 104.20 333.84 96.00 96.00 202.12 477.91 324.40 324.40 202.12 619.50
620.00 1.99 112.12 408.00 112.12 408.87 176.36 176.36 290.47 489.15 324.40 324.40 290.47 620.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 324.40 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 324.40 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 324.40 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 324.40 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 324.40 0.00 0.00 0.00
*Pipe flow Mannings Equation, n=0.012,s=0.005 ft/ft
3/24/2006

J

0

Fil

0
N
N
m

«««xxx«xwax«xx+«+++xxx«x«xx+++++xx+txxx«x r•«r««r«««+«+«++«xrr«+xr«ix«
FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF EPIGI
* JUN 1998 * * HYDROLOGIC E14GINEERIIIG
* VERSION 4.1 * * 609 SECOND STREET
x + * DAVIS, CALIFORNIA 95
" 'RUN DATE 24MAR06 TIME 10:49:47 *
* x
w ++x«xx«+++xxxxwx+++x+xxx+xxxxxxxxxxx++ * [phone]
+
++++x«xx«+++xxxxxxxxxwx«wrx«

x x Xxxxxxx xxxxx x
x x x
x x X x x
X xx
x
XXXXXXX xxxx x xxxxx x
x x x x x
x x x x x x
x x XXXXXXX xxxxx xxx
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSIO
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE :GREEN A14D AM PT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM

e

7

t
s

r?

J

HEC-1 INPUT
LINE ID ....... 1....... 2....... 3.. ..... 4. ...... 5.. ..... 6 ....... 7. ...... 8....... 9...... 10
1 ID bmp# 3
2 ID Prop.Pond 10 yr. Storm Post-Developed
3 ID GEOSCIENCE GROUP, INC.
4 IT 1 0 0 360
5 IO 5 0 0
6 KK RUNOFF FROM AREA
7 KM 2 YEAR
8 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28
9 K14 10 YEAR
10 PH 0 0 0.59 1.26 2.36 2.9 3.21 3.72
11 KM 25 YEAR
12 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38
13 Y14 50 YEAR
14 KM 0 0 0.75 1.62 3.05 3.78 4.20 4.92
15 KI4 100 YEAR
16 K14 0 0 0.83 1.78 3.34 4.12 4.56 5.34
17 BA 0.18
18 LS 0 94
19 UD 0.2
20 KK Spillway Routing
21 KM
22 KO 0
23 RS 1 ELEV 612
24 SV 0 3.96 8.2 12.75 17.62
25 SE 612 614 616 618 620
26 SQ 0 0.95 1.19 1.38 49.46 77.34 88 131.43 202.12 290.47
27 SE 612 614 615 616 617 618 618.5 619 619.5 620
28 ST 621 200 3 1.5
29 ZZ
PAGE 1

kw***R*R***#*R**#i***##*##*#iiw**w***Rx##
e ' FLOOD HYDROGRAPH PACKAGE (HEC-1)
JUN 1998 '
• VERSION 4.1 '
f •
• RUN DATE 24MAR06 TIME 10:49:47 :1*** ***r*********x*************#*.Rir x*

Rxx**+#rx+*w+++i#*#wwxww*?wx
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERII;G
* 609 SECOND STREET
• DAVIS, CALIFORNIA 95
* [phone]
w
RRw#xxxRx**iiii*xxRRRw**wsrR
bmp# 3
1 Prop.Pond 10 yr. Storm Post-Developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
1 IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDI14G DATE
NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
1 FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
UE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000
kix iRR #** Rix *R* iii rii iii **w *R* **i R*R *x# *}x *** **R ### RR* RxR *+* iii rir r*R ix# x** +ix **x xRR *#* *#*
#+* x w x* x** r i+
R r
?0 KK * Spillway Routing
* x
*iii*Rx***ri**
22 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE

s
RUNOFF SUMMARY
FLOW 114 CUBIC FEET PER SECOND
TIME 121 HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN
OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA
HYDROGRAPH AT RUNOFF 466. 3.20 58. 58. 58. .18
ROUTED TO 194. 3.53 39. 39. 39. .18
MAXIMUM TIME
STAGE MAX S
619.44 3

PLAN 1 ...............

RATIO
OF
PMF
1.00

*** NORMAL END OF HEC-1 ***

SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 612.00 621.00 621.00
STORAGE 0. 20. 20.
OUTFLOW 0. 467. 467.
MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF
RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS
619.44 .00 16. 194. .00 3.53 .00
}
* FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSION 4.1
JPUN DATE 24MAR06 TIME 10:50:35

X X XXXXXXX XXXXX X
X X
X X X
X X X
X XX
X
XXXXXXX XXXX X XXXXX X
X X X X X
X X X X X X
X X XXXXXXX XXXXX XXX
*
* U.S. ARMY CORPS OF ElGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
+++++++++++++++
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSIO
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
e

J

L,

t
j
J
HEC-1 INPUT
LINE ID ....... 1....... 2....... 3.. ..... 4. ...... 5 ....... 6....... 7....... 8....... 9...... 10
1 ID bmp #3
2 ID Prop.Pond 50 yr. Storm Poct-De veloped
3 ID GEOSCIE14CE GROUP, INC.
4 IT 1 0 0 360
5 IO 5 0 0
6
7 KK
KM RUNOFF FROM AREA
50 YEAR
' 8 PH 2 0 0.75 1.58 3.08 3.75 4 4.8 5.74 6.7
9 BA 0.18
10 LS 0 94
11
12 UD
KK 0.2
Spillway Routing
13 KM
14 KO 0
15
16 RS
SV 1 ELEV 612
0 3.96 8.2
12.75
17.62
17 SE 612 614 616 618 620
18 SQ 0 0.95 1.38 77.34 131.43 290.47
19 SE 612 614 616 618 619 620
20 ST 621 400 3 1.5
21 ZZ

PAGE 1

**ii#R*4fi##R*****fii**#*****##itfiiRRi*#
FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JU14 1998
* VERSION 4.1
:RUN DATE 24MAR06 TIME 10:50:35
*
}##}Ri*k#RR*#*}*kRRR#R*#*1**
* U.S. ARMY CORPS OF E11GI
* HYDROLOGIC ENGINEERIIIG
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
#
1
bmp #3
Prop.Pond 50 yr. Storm Post-Developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
N14III 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
' 14DTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
' FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
?UE EXCEEDS TABLE IN LOGLOG .01667 .01667 24.00000
+++++«++++++++
« +
?2 KK * * Spillway Routing
« +
14 KO OUTPUT CONTROL VARIABLES
IPR14T 5 PRINT CONTROL
IPLOT 0 PLOT C014TROL
QSCAL 0. HYDROGRAPH PLOT SCALE

1
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN
OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA
HYDROGRAPH AT RUNOFF 609. 3.20 79. 79. 79. .18
ROUTED TO 362. 3.43 58. 58. 58. .18
MAXIMUM TIME
STAGE MAX S
620.45 3
t
PLAN 1 ...............
RATIO
OF
PMF
1.00
NORMAL END OF HEC-1 -
1
1
SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 612 .00 621.00 621.00
STORAGE 0. 20. 20.
OUTFLOW 0. 450. 450.
MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF
RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS
620.45 .00 19. 362. .00 3.43 .00
fxxx+++i**+++iiiR*+++xRix:fxxx**xx****+++
FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSION 4.1
R
* 'RU14 DATE 24MAR06 TIME 10:50:35
w R
R ii*tR***#kxRif**iiittRt#iixlR*x*****#*
1
x x xxxxxxx xxxxx x
x x x x x xx
x x x x x
xxxxxxx xxxx x xxxxx x
x x x x x
x x x x x x
x x xxxxxxx xxxxx xxx

* U.S. ARMY CORPS OF E21GI
* HYDROLOGIC E14GINEERIIIG
* 609 SECOND STREET
• DAVIS, CALIFORNIA 95
* [phone]
R***ixxR#***iifiiffffi******
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSIO
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGE14CE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
u

t
r

F

HEC-1 INPUT
' LINE ID ....... 1....... 2....... 3.. ..... 4. ...... 5....... 6....... 7....... 8....... 9...... 10
1 ID bmp #3
2 ID Prop.Pond 50 yr. Storm Post-Developed
3 ID GEOSCIENCE GROUP, INC.
4 IT 1 0 0 360
5 IO 5 0 0
6 KK RUNOFF FROM AREA
7 KM 50 YEAR
8 PH 2 0 0.75 1.58 3.08 3.75 4 4.8 5.74 6.7
9 BA 0.18
10 LS 0 94
' 11
12 UD
KK 0.2
Spillway Routing
13 KM
14 KO 0
15
16 RS
SV 1 ELEV 612
0 3.96 8.2
12.75
17.62
17 SE 612 614 616 618 620
18 SQ 0 0.95 1.38 77.34 131.43 290.47
19 SE 612 614 616 618 619 620
20
21 ST
ZZ 621 400 3 1.5

1

1

PAGE 1
I I
# ' #
* FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSION 4.1
+
jRUN DATE 24MAR06 TIME 10:50:35
t
#r+r«rrr+##t#ra«rr#++#«r r?xx
#
* U.S. ARMY CORPS OF EIIGI
* HYDROLOGIC ENGINEERIIIG
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
#
####rrx+x##*#+a#*x+#x##r#s#x
bmp #3
Prop.Pond 50 yr. Storm Post-Developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
I PRNT 5 PRI14T CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME 0559 ENDING TIME
t ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
JUE EXCEEDS TABLE IN LOGLOG .01667 .01667 24.00000
« *
?2 KK Spillway Routing
* *
14 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE

k

t
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA 114 SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN
OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA
HYDROGRAPH AT RUNOFF 609. 3.20 79. 79. 79. .18
ROUTED TO 362. 3.43 58. 58. 58. .18
MAXIMUM TIME
STAGE MAX S
620.45 3

PLAN 1 ...............

RATIO
OF
' PMF
1.00

*** NORMAL END OF HEC-1 ***

t

1

1

SUMMARY OF DAM OVERTOP PING/13REACH ANALYSIS FOR STATIC14
(PEAKS SHOWN ARE FOR INTEP14AL TIME STEP USED DURING BREACH FORMATION)
INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 612.00 621.00 621.00
STORAGE 0. 20. 20.
OUTFLOW 0. 450. 450.
MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF
RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS
620.45 .00 19. 362. .00 3.43 .00
t
Worksheet
Worksheet for Circular Channel
Project Description
Worksheet BMP 3 OUTFL
Flow Element Circular Chann
Method Manning's Forr
Solve For Channel Depth
Input Data
Mannings Coeffic 0.012
Slope 006000 ft/ft
Diameter 72 in
Discharge 362.00 cfs
Results
Depth 5.03 ft
Flow Area 25.3 ft2
Wetted Perime 13.87 ft
Top Width 4.43 ft
Critical Depth 5.14 ft
Percent Full 83.8 %
Critical Slope 0.005799 ft/ft
Velocity 14.31 ft/s
Velocity Head 3.18 ft
Specific Energ, 8.21 ft
Froude Numbe 1.06
Maximum Disc 382.27 cfs
Discharge Full 355.37 cfs
Slope Full 0.006226 ft/ft
Flow Type supercritical
Project Engineer: Scott Gregory
untitled.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b)
03/24/06 02:14:33 PM Q Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Appendices
30n ----lT
Z
_N
CL
cC
a

O
LO
d50 - )
Discharge (ft3/sec)
Curves may not be extrapolated.
Z, D
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Rcv. 193
8.063
?- -win
AFy ._ r
RCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Michael F. Easley, Governor William G. Ross, Jr., Secretary
Alan W. Klimek, P.E., Director
October 26, 2005
DWQ Project # EXP 05-1729
Cabarrus County
Childress Klein Properties
Attn: Steve Hoots
301 South College Street
Charlotte, NC 28202
Subject Property: Afton Ridge SAQpping Center
APPROVAL OF STORM WATER MANA EMENT PLAN
Dear Mr. Hoots:
The Division of Water Quality (DWQ) has reviewe the Storm Water Management Plan prepared by your
engineer, Mr. Scott Gregory of GeoScience Group. his Plan satisfies the conditions of the §401 Water
Quality Certification.
The structural storm water practices as approved by this Office 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. 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.
One of the conditions of the Express Review Program is that the applicant and/or authorized agent shall
contact the DWQ Express Review Program in writing at the letterhead address lvithin 10 days of the
commencement of construction.
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 contact Cyndi Karoly at 919.9721 or Cynthia Van Der Wiele,
Ph.D. at 919.715.3473.
Sincerely, l
06-vt (a, co4iee,
Cyndi Bell kjlr?oly, Program Manager
C60A- 401 Oversite, Express Review Program
CBK/cvdw
cc: USACE Asheville Regulatory Field Office
DWQ Mooresville Regional Office
DLR Mooresville Regional Office
File Copy
Central Files
Scott Gregory, GeoScience Group, 500 Clanton Road, Suite K, Charlotte, NC 28217
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/ncwetlands naturally
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
Afton Ridge
Kannapolis, North Carolina
GEOSCIENCE PROJECT NO. CH04.0387.CV
EROSION CONTROL &
BMP CALCULATIONS
Phase II
March 24, 2006
i
o(,
(mot-?. ;,;.`

Incorporated
D

67 v0 61)e ?t S
r rr r 7-t ti-L- l?tfl fz C-0r1 5 - z 7•
7-7
(O, S '? Q,a ?2-7 , 5) - ?6,
y GD
/ I)VAIL
r?on, lgoo (7-?, 5) -- 4,?, so D f--3
ELGZ/ /?J?? V DL
?o Z O
? 0 ZSr OO(7 Z S , o? D
Go(') Qzl?15O 1?-71 4 so
3
9ZI4SD 2
TOP T>"ayl = r o
,-r 5C?2 G 2 C,-7 ' o
?> b -T 7-C) ry? = o Z
s , S w r, 6 14 fiq,4f 5)
5,5 = (3.6 A
A = o?? -F;v
v,;,? q= asS
PE- h S7 (.5 (b
I :; D/S??IZ fq -? ?,7- pfz?

5? ¢ X ¢ ?liz 6-7 ?.leF = 5 33 ?L

??/T 1 i`i (, Cc tnr`i /rrC f?1? 7L Sq, y fJ?_
CD, S?Q?)C 5?,4 ZD? cam:
z
Z,Og A, = ??i ADS FT
?? D
OIL

floc . Av-0 ? c,
?CIV
G?6
6v6
'390 ( 5' •A) _ 106, za F-,
a
TOIL D.9D = 6(Z-
, 4 W,
T??

?j o D
l
l?b?, ooh t?i
6/!
,,? l ? F?tiZZL,L?
Z l? O,Z 5?1,4) - //, 9 G'S
7 C? I s
v5 E z?,r

L = --z0
p/ S-C- /Z
4 A = z ;-2'
?/,?
3S
14{cr-?oP- ((,2.4?( 1,g)(8) = '10-D
6 X Q I X ??rZ 87 ?CF g?3 DG
V`7
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
T`,D --;4 t-L
f ? = 1-2
TSD ?' ??

Z z 6-re,
n
?!"l? , d /Z /"C? Ier9 j ° Z', "f-, o t;.
T`7,7 i+ 1«
V/ 6 lS
Tz7 p -?Y- r??-
U`7(% C I-1Rr t t-? ice- Ct r+t r, L B o? ? o.,-? ? s 0
U5G llIO?F. Dbrtirl mGn?' bSGfS C IZ?/o vh 97?.
rt5 D ?' 16
24.
fSt? 3+ 17 l7 ?t DL ?VTviZt FIL L( Irr?-
Y?)r?i.ri 1il?CH A,, F11?{? r? Fj VLHT
A=
?21o : (oIS?( z S CTS
a
V`7v IS ?itOFr? DL2 ?1ir?l
I/iILI?o riyl`?-F, CrIt1"N Di0-orz61r?L /rrp `7r D.
R?1Srrl ?o 7r-Or GtcT-?rrtG-. NEXT ??AAS?=i Wlt,?
pooo1?0 vn0EA:E7, DcTY?Ic_ ?o(Z t?DS THtS
11-1
1
i
i
i
i
1
i
1
i
i
i
1
i
i
1
i
HYDRAULIC RESULTS
Gnchnge
dz Peak Fbw
Peed Velomtypps Wen(sgtq Hy6aukc
R,4,,,fll Normal
C rh P
110 60 3.11 12.79 035 1.22
Pat.
Width. 8.00 It
Not to Scab
Mating TW. Veget~Chnactenslcs
Reach oteLLy Maysi: Permzstb CakJated Safety Fecta Remarks
Stapk Pelrern Phase Cbsf Type 01-y Shear $hezf Shen Stress
(p,,11
?DSII
straight Ua,,Narced Vegetal. D Pv 5075X 311 1 136 STABLE
Sal Cby 0
0.070 0061 109 STABLE
6eck to Inpul Snem
ROM STATION/REACH: (TO STATION/R
HYDRAULIC RESULTS
Discharge
(cfs PeakFbw
Pdiod hrsl Velocity(fps) Area(sq.It) Hydraulic
Radiusffl) Normal
Depth (III
µ4.0 60 2.05 21.43 1.32 1.84
LINER RESULTS
3 E!a
Urxeinfoiced
1L
2.0
GN FREQUENCY:
S-0.0100
Bottom J 1
Width - 8.00 It 2.0
Not to Scale

Reach Matting Type
StabJityAnalysi: Vegetation Characteristics
Permissible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type Density Shear Stress
(psf) Shear Stress
(psfI
Shaight Unrelnf«ced Vegetation B Bunch 50-75%. 573 1.15 5.00 STABLE
Soil Clay 0.070 0.022 3.18 STABLE
Back to Input S cteen
orth American
ROJECT NAME: TSD 13
ROM STATION/REACH: TO STATIOWREACH:
HYDRAULIC RESULTS
Discharge
fcfsl Peak Flow
Period hsl Velocity (fpsl Area tsp It) Hydraulic
Radustfl) IJormal
De thlfrl
02.0 6.0 1.14 19.33 1.33 3.11
LINER RESULTS
Not to Scale

Reach Matting Type
Stability Analysis Vegetation Characteristics
Perrrdssible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type Density Shear Stress
IPSfI Shear Stress
IPsI)
Straight Unreinforced Vegetation B Bunch 5075: 5.73 0.97 5.91 STABLE
Soil Clay 0.070 0.011 653 STABLE
'006 110 01 AM ICO M PU T E D BY:
N0.
AREA: 11 DE
Urueinforced Vegetation (n.0.1
S-0.0050
LBottom
1 2.0 Width - 0.00 It 2 0 1
Back to Input Screen

Iorlh American Green • ECMDS Ve
'ROJECT NAME: TSD 13
R0111 TATION/REACH:
HYDRAULIC RESULTS
Discharge
fcfsl Peak Flow
Period fhrsi Veloaty (fps) Area (s4ltj Hydrauli C
Radusffl) Normal
Depth Ifrf
22.0 6.0 221 9.95 1.00 223
D BY.
ENCY:
Urueinforced
S = 0.0050
1 L Bottom J 1
20 Width = 0.00 It 2.0
Not to Scale

Reach Matting Type
StabilityAnalysi: Vegetation Characteristics
Permissible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type Densily Shear Stress
(pS0 Shear Stress
(pS0
Straight Unreinlorced Vegetation D Bunch 50-75%: 3.33 070 4.79 STABLE
Soil Clay 0.070 0.045 1.55 STABLE
Back to Input Screen
ROJECT NAME: TSD 14
ROM STATION/REACH:
HYDRAULIC RESULTS
STATION/REACH:
Discharge
fcfsl Peak Flow
Pernd hrs Veloctty (fpsj Area (sq.lt) Hydraulic
Radluspr Normal
De th fl
h 8.2 6.0 3.90 4.67 0.55 0.68
10 AM
5150
S - 0.0400
1 L Bottom 1
2.0 Width - 5.501t 2.0
Not to Scale

Reach Matting Type
StabllyAnalysis Vegetation Characteristics
Permissible
Calculated
Safety Factor
Remarks
Slaple Pattern Phase Class Type Density Shear Stress
(psf) Shear Stress
(psf)
Straight 5150 Unvegetated 1.75 1.70 1.03 STABLE
Staple D
Back to Input Screen
(PROJECT NAME: TSD 15 IPROJECT NO.:
FROM STATION/REACH: TO STATION/REACH: DRAINAGE AREA: DESIGN FREQUENCY:
HYDRAULIC RESULTS
Discharge

rfs
I Peak Flow

Period hrsl Velocity (fps) Area (sq ft) Hydraulic

RaJ'w 'I Norma
l
D, "','h R
50.4 6.0 5.26 9.58 0.68 0.79
1L \, ?1
Eottom
20 Width - 10.50 ft 2.0
Not to Scale

Reach Matting Type
StabilityAnalysi; Vegetation Characteristics
Permissible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type Density Shear Stress
(psf) Shear Stress
(psi)
Straight SC150 Unvegetated 200 1.98 1.01 STABLE
Staple D
Back to Input Screen
LCMUS Version 4.J
16
HYDRAULIC RESULTS
Discharge
cfs Peakflow
Per'nd hs Velocity (fps) Area (salt) Hydraulic
afius(Fl Nml
De or a
th fI
D7.0 6.0 266 6.33 0.79 1.36
LINER RESULTS
PROJECT NOV:
DRAINAGE AREA DESIG14 FREQUENC
Urueinforced Vegetation (n-0.048)
S = 0.0100
1 L Bottom J 1
2.0 wdth - 2.00 It 2.0
Not to Scale

Reach Matting Type
S tabilay Analysis Vegetation Characteristics
Permissible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type q Shear Stress
(psf) Shear Stress
(psf)
Straight Unreirdorced Vegetation D Bunch 50-75% 3.33 0.85 3.93 STABLE
S oil Clay 0.070 0.054 1.30 STABLE
Back to Input Screen
IodhAmerican Green • ECMDS Version 4.3
ROJECT NAME: TSD 16
ROM STATION/REACH: FT
HYDRAULIC RESULTS
Discharge
(cfs Peak Flow
Period hrs Velocity (fps) Area (sglt] Hydraulic
Radius(ft Normal
Depth f,
17.0 60 1.37 12.33 1.11 2.04
1033 AM COMPUTED BY:
EA: DESIGN FREQUENCY:
Unev4orced Vegetation (n=0.1161
1 L Bottom J 1
2.0 Width. 2.00 It 2.0
Not to Scale

Reach Matting Type
SlabiGtyAnalysis Vegetatbn Characteristics
Permissible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type Densdy Shear Stress
(psf) Shear Stress
(p-1)
Straigl-t UnreirJorced Vegetation B Bunch 5075: 513 1.27 4.51 STABLE
Soil Clay 0.070 0.014 5.10 STABLE
Back to Input Screen
ROM STATION/REACH: ITO
HYDRAULIC RESULTS
Discharge
(clsl Peak Flow
Period rsl Vetocdy, (fpsl Area (sq It) Hydraulic
Radiua(ftl Normal
Deoth IB
?5 0 6.0 3.48 7.18 0.54 0.61
3EA:
Urvevdorced
1
2.0
FREQUENCY:
S • 0.0300
1
Bottom
Width -10.50 It
2.0
Not to Scale

Reach Mating Type
StablityAnalysis Vegetation Characteristics
Permssible
Calculated
Safely Factor
Remarks
Staple Pattern Phase Class Type

1 Density

1 Shear Stress
(PS I Sheat Stress
(PSO
Straight Urveirdorced Vegetation D Bunch 50-757 3.33 1.15 2.91 STABLE
Sod Clay 0.070 0.063 1.01 STABLE
Back to Input Screen
(PROJECT NAME: TSD 17 (PROJECT NO.:
FROM STATION/REACH: TO STATION/REACH: DRAINAGE AREA: DESIGN FREQUENCY:
HYDRAULIC RESULTS
Discharge
fcfs Peak Flow
Period his Velocity (fps) Area (s41t) Hyd aulic
Ra?usf(q IJormal
De rh (ft
X5.0 6.0 205 12.17 0 82 0.98
2 Widthtto 0.50 ft 2.0
Not to Scale

Reach Matting Type
StabltyAnalysis Vegetation Characteristics
Permissible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type Density Shear Stress
(Psf) Shear Stress
(P-f)
Straight Unreinforced Vegetation B Bunch 50-75% 573 1.83 3.13 STABLE
Soil Clay 0.070 0.022 3.15 STABLE
Back to Input Screen
ROM STATION/REACH: JTO STATIO
HYDRAULIC RESULTS
Discharge
(crs Peak Flow
Period [his) Velocity (fps] Area (sq ltl Hydraulic
Radiusfft Normal
Depth ft
12.0 6.0 3.27 3.67 0.40 0.46
AREA: (DESIGN FREQUENCY:
Uruevdorced Vegetation (n-0.0551
Sam/ \
1 Bottom J 1
20 Width-7.00 ft 2.0
LINER RESULTS
Not to Scale

Reach Matting Type
StabllyAnalysi Vegetation Characteristics
Permissible
Calculated
Safety Factor
Remarks
Stape Pattern Phase
I
Class
Type

1
Density

1
Sheat Stress
(psf)
Shear Stress
(Ps0
Straight Unreirdoiced Vegetation D Bunch 50-75% 3.33 1.44 2.31 STABLE
Sod Clay 0.070 0.068 1.02 STABLE
Back to Input Screen
a
i onn nmen?ur u i ecn • c i,m w v c
ROJECT NAME: TSD 18
ROM STATIONIREACH:
HYDRAULIC RESULTS
0 STATION/R
Discharge
cfs Peak Flow
Period his Velocity (fpsf Area [s4 1t[ Hydraulic
Radiusffl Normal
De th (fi
12.0 6.0 1.83 6.55 0.63 0.77
Unreinfoiced Veoetation fn-0.1
S - 0.0500
1 L Bottom J 1
2.0 Width - 7,00 It 2.0
Not to Scale

Reach Matting Type
Stability Analysis Vegetation Characteristics
Permissible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type

1 Density Shear Stress
(psf1 Shear Stress
(p.0
Straight Unrelnforced Vegetation B Bunch 50-75,. 513 2.33 2.33 STABLE
Soil clay 0.070 0.020 3.54 STABLE
Back to Input Screen
Project No. DWQ (!o he provided by DIVQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
1 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 protect.
1. PROJECT INFORMATION (please complete the following information):
Project Name : >l) Ft?r-t v6 , g
Contact Person: Phone Number: (10 ) ELL Z-003
For projects with multiple basins, specify which basi n this worksheet applies to:
Basin Bottom Elevation 60 ? ft. (average elevation of the floor of the basin)
' Permanent Pool Elevation h 17, ft. (elevation of the orifice invert out)
Temporary Pool Elevation i g • `? 7 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area 63,1 OD - sq. ft. (water surface area at permanent pool elevation)
Drainage Area it S ac. (on-site and off-site drainage to the basin)
Impervious Area 5 ,z ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
' SA/DA used
Diameter of Orifice
Holz, 15Z cu. ft.
Z Gs' 0 6 I cu. ft.
13Z 1 qz1 cu. ft.

5 in
(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)
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.
Applicants Initials
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.
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 SWG 100 09/97 Page I of
Fop
(/DTI4 , C Lc J2?tr L f?li?5 Z6 . `7 /jam
T oT/IL p E?wq r/ rl L-o 14-of- ?
Ur FF-<;, /TE- ifiGZ
- (11(LLTO Pi?oVi??(? DG+J?/ /? "JCr17/0 w c vC (,o Pz=D
42
TC :-7.-C//0 v5
D,?, (--14) = 15,Z 4-
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D?
,,s oin
?? 1ZLG'D 1, X 115-
? ??L
(co
DD

-2;/
6 0601-

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D0 T'cZ P4 r-/C7 VO w v77 0

P-V - o.oS -t o, oa9 T
0. OD
67kiP, ? ?oc,. = (a,6?S? biz 115) _ 6, o? AL- -?'
ZGs,o2) l Fi
,( 1.0? r
2C, 5, v2)
I-7 1-2,,7Z
T!Dv-,i?- Foote - ! tZ -T" z,(? 7 - 6 1zl. ct7
Q LDA l Z?h = (D,G?(p,?36? ?4 q(?) = I I? ?S
I
1 m E 26 D e l t i = Z-2 7fi 51b5 SGC, C?v)(? S 0 °
TCT "' 1'7 GLI

t

Z c? '75, ?c S Z
? o ?t,v 1 X14 ? ; I ? ? c t=

G?/
.
F ' ( - 1 D'D -) 4-
0 - -
V q ?, ooh
n s
X z?

p20 U1Qt?- 7 v
poDL ? o L, .
-Z-0 1 14 41
Z? S, 0?1 FT

uoL, 7'( /?v L-. Gr, ,
AjZr-A
(D? 20 ?o
vg 2 S zoo
Rio ?oSO??
??l 33 ?4
Vdz-,
4- S 77
S5 ??o
'T? oil
Prepared by G. SCOTT GREGORY 3/23/2006
PROJECT: BMP Perm. Pool Volume
DESCRIPTION:
DEVELOPMENT OF STAGE-STORAGE CURVE-PROP. DETN. BASIN
OBJECTIVE: TO ILLUSTRATE THE DEVELOPMENT OF THE STAGE-
STORAGE FUNCTION FOR THIS SITE.
BACKGROUND: THE STAGE-STORAGE FUNCTION RELATES THE ELEVATION
OF THE WATER SURFACE (STAGE) TO THE VOLUME OF THE
WATER STORED (STORAGE).
STAGE-STORAGE EQUATION:
S = Ks" Z^b
S = STORAGE (ft^3)
Z = STAGE (ft)
Ks & b = CONSTANTS FOR PARTICULAR SITE
VOLUME COMPUTATIONS:
COMPUTATION OF ACTUAL STORAGE VOLUME BASED ON CONTOURS
USING AVERAGE END METHOD.
CONTOUR CONTOUR INCREMENTAL ACC. STAGE ACC.
ELEV.(ft) AREA(f "2) STORAGE(ft^3) STORAGE(ft^3) (ft) STORAGE(ac.ft)
606 55555 0
116255 116255 2.67
608 60700 2
126752 243007 5.58
610 66052 4
149152 392159 9.00
612 83100 6
Prepared by G. SCOTT GREGORY 3/23/2006
Z1 = 2
Z2 = 8
S1 = 172400
S2 = 767400
b = (In(S2/S1))/(In(Z2/Z1))
b = 1.08
Ks = S2/Z2^b
Ks = 81713.72
VALIDATION OF STAGE STORAGE FUNCTION:
ACTUAL ACTUAL COMPUTED COMPUTED
STORAGE STAGE STORAGE STAGE
S(ft^3) Z(ft) S(ft^3) Z(ft)
172400.00 2 172400.00 2.00
357400.00 4 363730.34 3.94
555500.00 6 562923.13 5.93
767400.00 8 767400.00 8.00
0.00 0 0.00 0.00
0.00 0 0.00 0.00
THEREFORE THE STAGE STORAGE FUNCTION IS ADEQUATE
Prepared by G. SCOTT GREGORY 3/23/2006
PROJECT: BMP Water Quality Volume
DESCRIPTION:
DEVELOPMENT OF STAGE-STORAGE CURVE-PROP. DETN. BASIN
OBJECTIVE: TO ILLUSTRATE THE DEVELOPMENT OF THE STAGE-
STORAGE FUNCTION FOR THIS SITE.
BACKGROUND: THE STAGE-STORAGE FUNCTION RELATES THE ELEVATION
OF THE WATER SURFACE (STAGE) TO THE VOLUME OF THE
WATER STORED (STORAGE).
STAGE-STORAGE EQUATION:
S = Ks"Z^b
S = STORAGE (ft^3)
Z = STAGE (ft)
Ks & b = CONSTANTS FOR PARTICULAR SITE
VOLUME COMPUTATIONS:
COMPUTATION OF ACTUAL STORAGE VOLUME BASED ON CONTOURS
USING AVERAGE END METHOD.
CONTOUR CONTOUR INCREMENTAL ACC. STAGE ACC.
ELEV.(ft) AREA(ft^2) STORAGE(ft^3) STORAGE(f A3) (ft) STORAGE(ac.ft)
612 83100 0
172400 172400 3.96
614 89300 2
185000 357400 8.20
616 95700 4
198100 555500 12.75
618 102400 6
211900 767400 17.62
620 109500 8
SOLVING FOR CONSTANTS Ks & b:
SELECT EXISTING VALUES TO MODEL CONSTANTS BY.
'J
H-
F
n
1?

C'
a

s

u

LI
n
C

Sheet1
Calculate Pre-Tc BMP #3
r-
? I I r
I I i
First 300'sheet flow(grass) manning's n for sheet flow(table 3.1 TR-55)
s
phalt, gr
smooth surfaces(conc.,a avel, or bar
- e soil)___ 0.011
Head= 12.00
mannings= 0.24 _
_
Fallow(no residue) j
Cultivated Soils ?_
- 0.05
-
P2= 3.12 in Residue cover <20% 0.06
Length= 300 ft
So=H/L= 0.040 ft/ft
Eqn 3.3 TR55
Tt=0.007(nL)^0.8/P^.5*So^.4 _
_
Grass Residue Ccover>20%
_

Short grass praire _ 0.17

0.15
Tt= 0.44 hr

Shallow Concentrated Flow

ange I Dense grass
Bermuda rass
t 0.24
0.41

_ 0.13
L= 24001 ft
h= 901 ft Woods
s= 0.038 ft/ft Light underbrush 0.4
V=16.1345(s)10.5 Dense underbrush 0.8
V= 3.124 fps
T=L/(3600V) (3.15)= 0.213 hr.
I

I

I
-
- I I
I I I

Compute travel time Tc=Tt1 + T t2.... Tn
Tc= 0.653 hr.= 39.18 min.

I I

I I

I
I
3/24/2006

F1

11
r
J

Sheet1
Calculate Post-Tc BMP #3
------ -------- -- -- -------- ---- ------ -- -----
I
First 100' _ manning's n for sheet flow(table 3.1 TR-55)
smooth surfaces(conc.,asphalt, gr avel, or bar e soil) 0.011
Head= 2.00 Fallow(no residue)
mannings= 0.24 Cultivated Soils
P2= 3.12 in Residue cover <20% 0_06
_ -
Length= 100 ft ------] Ccover>20%
Residue 0.1
7
So=H/L= 0.020 ft/ft .
Eqn 3.3 TR55
Tt=0.007(nL)^0.8/P^.5*So^.4 Grass
Short grass praire
Tt= 0.24 hr Dense grass 0.24
Bermudagrass 0.41

Shallow Concentrated Flow Range 0.13

L= 0 ft Woods
h=1 0.000 1ft Light underbrush _ 0.4
s= 0.026 ft/ft Dense underbrush 0.8
V=16.1345(s)^0.5 _
V= 2.60 fps _
T=U(3600V)= 0.00 hr.

+ --
Pipes
length 2800 ft(culverts flowing full)
L= 3500 ft
h= 62 ft
V = [0.59/n]DA.66s^.5

pipe= 30 in
n= 0.012
S= 0.01 ft/ft
I I
I
_
T=U(3600V) (3.15)= V= 9.08

0.09 hr. fps
I
i I
Compute travel time Tc=Ttl + T t2.... Tn
Tc= 0.327 hr.= 19.59 min.

I.
3/24/2006
FLOOD HYDROGRAPH PACKAGE (HEC-1)
+ JUN 1998
* VERSION 4.1
R
•?RUN DATE 24MAR06 TIME 09:48:34
* *

x x xxxxxxx xxxxx
x x x xx
x x x x
xxxxxxx xxxx x
x x x x
x x x x x
x x xxxxxxx xxxxx
x
xx
x
xxxxx x
x
x
xxx
* U.S. ARMY CORPS OF EIIGI
* HYDROLOGIC ENGINEERIIIG
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]

THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRA177 VERSIO
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATI014
KINEMATIC WAVE: NEW FINITE DIFFERE14CE ALGORITHM

t

e
1

r,
HEC-1 INPUT
LINE ID ....... 1 ....... 2.. ..... 3. ...... 4.. ..... 5 ....... 6 ....... 7 ....... 8....... 9...... 10
1 ID bmp# 3
2
3 ID
ID Detention
GEOSCIENCE GROUP, Pond -- 2
INC. Year Storm Pre-deve loped
4 IT 1 0 0 360
5 IO 5 0 0
' 6
7 KK
KM RUNOFF
2 FROM
YEAR AREA
8 PH 0 0 0.42 0.83 1.45 1.76 1.95 2.28
9 KM 10 YEAR
10 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72
11 KM 25 YEAR
12 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38
13 KM 50 YEAR
14 KM 0 0 0.75 1.62 3.05 3.78 4.20 4.92
15 KM 100 YEAR
16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34
' 17 KO 0
18 BA 0.18
19 LS 0 79
20 UD 0.39
21 ZZ
r

PAGE L

wwa++rr+ww++++++r+++++a+++++++t++*x++++**
* , +
* FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSION 4.1
r +
*IRU11 DATE 24MAR06 TIME 09:48:34
+
bmp# 3
Detention Pond -- 2 Year Storm Pre-developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
' NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 HOURS
E14GLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH I14CHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
aaw*a*+a+a**r*r+wra+aw+*rr**
* U.S. ARMY CORPS OF EIIGI
* HYDROLOGIC ENGINEERII;G
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
*
*wx***xt******+xw+xx*****tt*
*1 *** r** *** *** *** *** *** *** *** *** *** *** *** **a *** *** *** *** *** *** *** *** *** *** *** *** *** *** +**

6 txx***********
* RUNOFF *
FROM
AREA
KK * *
*******x***xx*
t 7 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
".SUE EXCEEDS TABLE IN LOGLOG .01667 .01667

6.00000
1

1 OPERATION STATION
HYDROGRAPH AT RUNOFF
*1 NORMAL END OF HEC-1 ***
1
1
1
1
1
1
1
i
1
1
1
1
1
1
RUNOFF SUMMARY
FLOW 114 CUBIC FEET PER SECOND
TIME IN HOURS, AREA Ito SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME
FLOW PEAK G-HOUR 24-HOUR 72-HOUR AREA STAGE MAX S
75. 3.48 13. 13. 13. .18
xxxx«xxxx«xx«xxxxxxxxxxxxxxxxxxxxxxxxxxxx
FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSION 4.1
x
RUN DATE 24MAR06 TIME 09:49:46
« *
« xxx«xx«xxxxxxxxxxxxxxxxxxx«xxxx«xxxxxx

X X xxxxxxx
x x x
x x x
xxxxxxx xxxx
x x x
x x x
' x x xxxxxxx

C

1
s

xxxxx x
x x xx
x x
x xxxxx x
x x
x x x
xxxxx xxx

* U.S. ARMY CORPS OF EIIGI
* HYDROLOGIC ENGIIJEERIIIG
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
x
xx«««««xxx«««««xxxxx«x«««,xx
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSIO
NEW OPTIONS: DAYBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM

r
t
I

I
L?

1
J

HEC-1 INPUT
LINE ID ....... 1 ....... 2....... 3. ...... 4 ....... 5 ....... 6 ....... 7... .... 8....... 9...... 10
1 ID bmp #3
2 ID Prop.Detention Pond -- 10 YEAR STORM Pre-developed
3 ID GEOSCIENCE GROUP, INC.
4 IT 1 0 0 360
S IO 5 0 0
6 KK RUNOFF FROM AREA
7 KM 2 YEAR
8 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28
9 KM 10 YEAR
10 PH 0 0 0.59 1.26 2.36 2.9 3.21 3.72
11 KM 2S YEAR
12 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38
13 KM 50 YEAR
14 KM 0 0 0.75 1.62 3.OS 3.78 4.20 4.92
15 KM 100 YEAR
16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34
17 KO 0
18 BA 0.18
19 LS 0 79
20 UD 0.39
21 ZZ
PAGE 1

rrx+R*f*R#rx***f**Rrr#+x+*#+#r1+r#f++rr+*
* FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSION 4.1
+ R
* RUN DATE 24MAR06 TIME 09:49:46
R R
f r#i+*x144*RiR###1ff***fflf#+*f+**if***
bmp #3
Prop.Detention Pond -- 10 YEAR STORM Pre-developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
N14I17 1 MINUTES IN COMPUTATIO14 INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
14Q 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATIO14 DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
1441##ir#k*kRRR*#*R#k441#}*R
1
* U.S. ARMY CORPS OF E11GI
* HYDROLOGIC ENGINEERI11G
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
4
Rfr#R}#R4R1R1if*1f114####}*#
fl * * * * * * * * * *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *

6 * *
K * RUNOFF *
R
K
* * FROM A
EA
7 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
UE EXCEEDS TABLE IN LOGLOG .01667 .01667

6.00000

OPERATION STATION
HYDROGRAPH AT RUNOFF
NORMAL END OF HEC-1 ***
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME
FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX S
194. 3.45 33. 33. 33. .18
M M M ® ® ® ® M ® M M ® ® ® ® M
Orifice Size in Elev
5.00 612.00 A= sq.ft.
Q=.65a(2gh)^.5 h measured from = 612.21
Opening(H x L (ft.)) Elev
0.66 17 616.00
A= 11 sq.ft.
Q=.65a(2gh)^.5 h measured from = 616.33
Q=3L(h)^3/2 h measured from = 616.00
Box Elev
8.00 ft. 8.00 ft. 618.50
Q=3L(h)^3/2 L= 32 ft.
Q=.65a(2gh)^.5 A= 64 sq.ft.
h measured from = 618.50
Barrel Size(in) Elev
72.00 606.00 A= 28 sq.ft.
Q=.65a(2gh)^.5 h measured from = 609.00
Bev orifice Openi ng as a Controling Box as a Controlling Box Total Flow Box Barrel Barrel Contolling Compare Elev
orifice weir Opening orifice weir Cfs Orifice *Pipe(cfs) Barrel Box vs.Barrel
612.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 255.45 324.40 255.45 0 612.00
614.00 0.95 0.00 0.00 0.00 0.00 0.00 0.00 0.95 329.79 324.40 324.40 0.95 614.00
615.00 1.19 0.00 0.00 0.00 0.00 0.00 0.00 1.19 361.26 324.40 324.40 1.19 615.00
616.00 1.38 0.00 0.00 0.00 0.00 0.00 0.00 1.38 390.21 324.40 324.40 1.38 616.00
617.00 1.56 47.91 51.00 47.91 0.00 0.00 0.00 49.46 417.15 324.40 324.40 49.46 617.00
618.00 1.71 75.63 144.25 75.63 0.00 0.00 0.00 77.34 442.46 324.40 324.40 77.34 618.00
618.50 1.78 86.21 201.60 86.21 0.00 0.00 0.00 88.00 454.58 324.40 324.40 88.00 618.50
619.00 1.85 95.63 265.00 95.63 236.06 33.94 33.94 131.43 466.39 324.40 324.40 131.43 619.00
619.50 1.92 104.20 333.94 104.20 333.84 96.00 96.00 202.12 477.91 324.40 324.40 202.12 619.50
620.00 1.99 112.12 408.00 112.12 408.87 176.36 176.36 290.47 489.15 324.40 324.40 290.47 620.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 324.40 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 324.40 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 324.40 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 324.40 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 324.40 0.00 0.00 0.00
*Pipe flow Mannings Equation, n=0.012,s=0.005 ft/ft
3/24/2006
I

C

t

r

N
v
N
M
k
* FLOOD HYDROGRAPH PACKAGE (HEC-1)
JUN 1998
• VERSION 4.1
«
j RUN DATE 24MAR06 TIME 10:49:47
rrrtttttrrrtttr«rrrrrrtr«i««
* U.S. ARMY CORPS OF EiIGI
* HYDROLOGIC ENGINEERIIIG
* 609 SECOND STREET
• DAVIS, CALIFORNIA 95
* [phone]
«««««««««««««««««««««rrr««««

X X XXXXXXX XXXXX X
X X X
X X X X X
X XX
X
XXXXXXX XXXX X XXXXX X
X X X X X
X X X X X X
' X X XXXXXXX XXXXX XXX
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AI4D HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHA14GED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSIO
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RAT E:GREEN A14D AMPT INFILTRATION
KINEMATIC WAVE: 14EW FINITE DIFFERE14CE ALGORITHM

HEC-1 INPUT
LINE ID. ...... 1 ....... 2....... 3.. ..... 4.. ..... 5.. ..... 6.. ..... 7 ....... 8....... 9...... 10
1 ID bmp# 3
2 ID Prop.POnd 10 yr. Storm Post-Developed
3 ID GEOSCIENCE GROUP, INC.
4 IT 1 0 0 360
5 IO 5 0 0
6 KK RUNOFF FROM AREA
7 KM 2 YEAR
8 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28
9 KM 10 YEAR
10 PH 0 0 0.59 1.26 2.36 2.9 3.21 3.72
11 KM 25 YEAR
12 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38
13 KM 50 YEAR
14 KM 0 0 0.75 1.62 3.05 3.78 4.20 4.92
15 Y14 100 YEAR
16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34
17 BA 0.18
18 LS 0 94
19 UD 0.2
20 KK Spillway Routing
21 KM
22 KO 0
23 RS 1 ELEV 612
24 SV 0 3.96 8.2 12.75 17.62
25 SE 612 614 616 618 620
26 SQ 0 0.95 1.19 1.38 49.46 77.34 88 131.43 202.12 290.47
27 SE 612 614 615 616 617 618 618.5 619 619.5 620
28 ST 621 200 3 1.5
29 ZZ
PAGE 1

k ' FLOOD HYDROGRAPH PACKAGE (HEC-1) '
JUI4 1998 '
VERSION 4.1 '
R *
' 'RUN DATE 24MAR06 TIME 10:49:47
R

* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]

bmp# 3
Prop.Pond 10 yr. Storm Post-Developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
' IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME 0559 E14DIIIG TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 HOURS
EI4GLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
v UE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000
+++++++++++*++
!
?0 KK * * Spillway Routing
+ !
22 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
s
s

RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN
OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA
HYDROGRAPH AT RUNOFF 466. 3.20 58. 58. 58. .18
ROUTED TO 194. 3.53 39. 39. 39. .18
MAXIMUM TIME
STAGE MAX S
619.44 3

PLAN 1 ...............

RATIO
OF
PMF
1.00

*** 140RMAL END OF HEC-1 ***

1
SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION
(PEAKS SHOWN ARE FOR I14TERNAL TIME STEP USED DURING BREACH FORMATION)
INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 612.00 621.00 621.00
STORAGE 0. 20. 20.
OUTFLOW 0. 467. 467.
MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATI014 TIME OF TIME OF
RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS
619.44 .00 16. 194. .00 3.53 .00
*+rRR*r+RR***+t******RR*****k+**+rrrrrxrR
+ *
* FLOOD HYDROGRAPH PACKAGE (HEC-1)
¦? JUN 1998
' VERSION 4.1
+
JRUN DATE 24MAR06 TIME 10:50:35
r*RRR**+rR*RR**+tRRRR*x+***R*+*r*+rrxR

x x xxxxxxx xxxxx x
x x x x x xx
x x x x x
xxxxxxx xxxx x xxxxx x
x x x x x
x x x x x x
x x xxxxxxx xxxxx xxx
*w*****************+*****1**
* U. S. ARMY CORPS OF EllGI
' HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
+
R***r+******+r:xRrR*ww****rt
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIC14S OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE I14PUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSIO
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM

t

t

e

1

HEC-1 INPUT
LINE ID ....... 1....... 2....... 3.. ..... 4 ....... 5....... 6....... 7....... 8....... 9...... 10
1 ID bmp #3
2 ID Prop.Pond 50 yr. Storm Post-Developed
3 ID GEOSCIENCE GROUP, INC.
4 IT 1 0 0 360
5 IO 5 0 0
6 KK RUNOFF FROM AREA
7 KM 50 YEAR
8 PH 2 0 0.75 1.58 3.08 3.75 4 4.8 5.74 6.7
9 BA 0.18
10 LS 0 94
11 UD 0.2
12 KK Spillway Routing
13 KM
14 KO 0
15 RS 1 ELEV 612
16 SV 0 3.96 8.2 12.75 17.62
17 SE 612 614 616 618 620
18 SQ 0 0.95 1.38 77.34 131.43 290.47
19 SE 612 614 616 618 619 620
20 ST 621 400 3 1.5
21 ZZ
PAGE 1
* FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSION 4.1
*
*IRUN DATE 24MAR06 TIME 10:50:35
#
k
* U.S. ARMY CORPS OF E11GI
* HYDROLOGIC ENGINEERIIIG
* 609 SECOI4D STREET
* DAVIS, CALIFORNIA 95
* [phone]

1
bmp #3
Prop.Pond 50 yr. Storm Post-Developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATIO14 DEPTH I14CHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
1JUE EXCEEDS TABLE IN LOGLOG .01667 .01667 24.00000
++++++++++++++
+ +
2 KK * Spillway Routing
+ +
++++++++++++++
14 KO OUTPUT CONTROL VARIABLES
IPP14T 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE

RUNOFF SUMMARY
FLOW 111 CUBIC FEET PER SECOND
TIME 114 HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN
OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA
HYDROGRAPH AT RUNOFF 609. 3.20 79. 79. 79. .18
ROUTED TO 362. 3.43 58. 58. 58. .18
MAXIMUM TIME
STAGE MAX S
620.45 3
PLAN 1 ...............
RATIO
1 OF
PMF
1.00
* NORMAL END OF HEC-1 ***
1
t
1
1
1
1
1
1
1
SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURI14G BREACH FORMATION)
INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 612. 00 621.00 621.00
STORAGE 0. 20. 20.
OUTFLOW 0. 450. 450.
MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF
RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS
620.45 .00 19. 362. .00 3.43 .00

! x
* FLOOD HYDROGRAPH PACKAGE (HEC-1)
+ JUN 1998
+ VERSION 4.1
* +
RUN DATE 24MAR06 TI14E 10:50:35
f !

X X XXXXXXX
X X X
1 X X X
XXXXXXX XXXX
X X X
X X X
X X XXXXXXX
XXXXX X
X X XX
X X
X XXXXX X
X X
X X X
XXXXX XXX
R#Riiii***##fif*fYYRR*###f*#
* U.S. ARMY CORPS OF EllGI
* HYDROLOGIC ENGINEERIIIG
* 609 SECOND STREET
+ DAVIS, CALIFORNIA 95
* [phone]

THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRA1477 VERSIO
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGE14CE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION I14TERVAL LOSS RATE:GREEN A14D AMPT I14FILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
HEC-1 INPUT
LINE ID ....... 1....... 2....... 3.. ..... 4. ...... 5....... 6....... 7....... 8....... 9...... 10
1 ID bmp #3
2 ID Prop.Pond 50 yr. Storm Post-Developed
3 ID GEOSCIENCE GROUP, INC.
4 IT 1 0 0 360
5 IO 5 0 0
6 KK RUNOFF FROM AREA
7 KM 50 YEAR
8 PH 2 0 0.75 1.58 3.08 3.75 4 4.8 5.74 6.7
9 BA 0.18
10 LS 0 94
11 UD 0.2
12 KK Spillway Routing
13 KM
14 KO 0
15 RS 1 ELEV 612
16 SV 0 3.96 8.2 12.75 17.62
17 SE 612 614 616 618 620
18 SQ 0 0.95 1.38 77.34 131.43 290.47
19 SE 612 614 616 618 619 620
20 ST 621 400 3 1.5
21 ZZ
PAGE 1
f*#*R*#*#*R**#4*tR****i*itiiiiiiiR*tRt**#
FLOOD HYDROGRAPH PACKAGE (HEC-1) '
* JUN 1998
• VERSION 4.1
R *
• RUN DATE 24MAR06 TIME 10:50:35
R *
«*f*4*t*tf**+ti**f**+++f#*f**iiti***R*
k*****kRt****tRi*RkR***ffi**
• U.S. ARMY CORPS OF EIIGI
* HYDROLOGIC EIJGINEERIIIG
• 609 SECOND STREET
* DAVIS, CALIFORNIA 95
[phone]
R#f****titf**+*++#i+****ifit
I
bmp #3
1 Prop.Pond 50 yr. Storm Post-Developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
1JUE EXCEEDS TABLE IN LOGLOG .01667 .01667 24.00000
f*i *R* *** *** tft iRR iif itt tit t#t tt* *ii *+i fi4 **# **# *fR t** ti* *** *** *Rk *** *i+ t** *R* *i4 *** *** ***
*i*itft4****#t
* *
?2 KK Spillway Routing
* t
****i*iti****t
14 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE

1
t
t
s
i
i
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN
OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA
HYDROGRAPH AT RUNOFF 609. 3.20 79. 79. 79. .18
ROUTED TO 362. 3.43 58. 58. 58. .18
MAXIMUM TIME
STAGE MAX S
620.45 3
t
PLAN 1 ...............
t
RATIO
OF
i PMF
1.00

NORMAL END OF HEC-1 -
i

i
i
i
i
i
i
t
1
1
i
1
t
1
SUMMARY OF DAM OVERTOPPING/BREACH A14ALYSIS FOR STATION
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 612 .00 621.00 621.00
STORAGE 0. 20. 20.
OUTFLOW 0. 450. 450.
MAXIMUM MAXIMUM MAXIMUM MAXIMUI4 DURATION TIME OF TIME OF
RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP I4AX OUTFLOW FAILURE
W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS
620.45 .00 19. 362. .00 3.43 .00
Worksheet
Worksheet for Circular Channel
Project Description
Worksheet BMP 3 OUTFL
Flow Element Circular Chann
Method Manning's Forr
Solve For Channel Depth
Input Data
Mannings Coeffic 0.012
Slope 006000 ft/ft
Diameter 72 in
Discharge 362.00 cfs
Results
Depth 5.03 ft
Flow Area 25.3 ft2
Wetted Perime 13.87 ft
Top Width 4.43 ft
Critical Depth 5.14 ft
Percent Full 83.8 %
Critical Slope 0.005799 ft/ft
Velocity 14.31 ft/s
Velocity Head 3.18 ft
Specific Energ, 8.21 ft
Froude Numbe 1.06
Maximum Disc 382.27 cfs
Discharge Full 355.37 cfs
Slope Full 0.006226 ft/ft
Flow Type supercritical
Project Engineer: Scott Gregory
untitled.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b]
03/24106 02:14:33 PM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
£'90'8
1111 IT 'All
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(oas/Eu) a6lepsia
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saalpuaddd
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1
Afton Midge
Kannapolis, North Carolina
GEOSCIENCE PROJECT NO. CH04.0387.CV
EROSION CONTROL &
BMP CALCULATIONS
Phase II
March 24, 2006
lSt ^
("725
1
+ ` --l L `Incorporated
D

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err( T1 r1-L- Gf2C-0 ?r-M-5

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C,Gt/ A? V D 1?
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QZ,U5D SD
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p(SC%e- 6 2(f,- CoD-7
F-5 r 7T0 vy-) D Z
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5, s = o, 14
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V'7 ?i 0, 5
T?rSCrL = /, 5 65?) = D, Z
t) l 5 at SviZ ?4 -- /,Z t'tz
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11-1?6NaIZ (6z, 4y _ 6)0o _:,

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(?-0 (D, S ) ( -7),/ sclA l - ZD'6 Gf-:
o! (wg? = 2, og ?? - ??? X05 TT
Jr! l?'??3iC- a S/ ZOO Fi Z L'? ? ST ? i Z?r1??/ 6,9 OIL
Il0,?, ?C
Voc, AV-0 It,
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67Y-I? , 4 W,
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0/0 0
v??. ?5? S?oe? pt?•?u?r
- V r(L i ?? ?i`F (,:? T. (f to ll?+N ?L D<S6
ct'??G-7 r+L rr+7D `7c-D,
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2fl v r n ? w? o r? D cm ? (_ ?0 2 rtS D S T?? 5 ?Zv'1.
(M
NofthAmeficanGreen- ECMDSVersion 4.3 3/27/2006 095 AAMCOMPUTEDDY:
PROJECT NAME: TSD 12 PROJECT NO.:
FROM STATION/REACH: TO STATION/REACH: DRAINAGE AREA. DESIGN FREQUENCY:
HYDRAULIC RESULTS
UrueinfoicedVegetation fn-0.0421
Discharge
(cfs Peak Flow
Period[hit Velocity (fps) A ea (sglt) Hydraulic
Radiusffl Noim?
De lh(BI
44.0 6.0 3.44 1279 0.95 1.22
S - 0.0100
1 L? Bottom J 1
20 Width. 8,00 It 2.0
LINER RESULTS
Not to Scale
Matting Type Vegetation Characteristics
Reach SlabiGtyAnalysis Permissible Calculated Safety Factor Remarks
Staple Pattern Phase Class Type Denvty Shear Stress Shear Stress
(p=0 (pS0
Straight Unreinlorced Vegetation D Bunch 5075%: 3.33 0.76 4.36 STABLE
Soil Clay 0.070 0.064 1.09 STABLE
Back to Input Screen

PROJECT NAME: TSD 12 [PROJECT N0.
FROM STATION/REACH: TO STATION/REACH DRAINAGE AREA:
HYDRAULIC RESULTS
Uruevdorced
Discharge
fcfs Peak N"'
Period hrs Velocity (fps) Area (sq lt) Hydraul
Radiusffr No mat
De Ihffl
X34 0 &0 2.05 21.43 1.32 1.04
FREQUENCY:
1
Bottom
20 Width. 8.00 It
1 1
20
Not to Scale

Reach Matting Type
SlabililyAnalysis Vegetation Characteristics
Permissible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type

1 Density Shear Stress
(psf) Shear Stress
(psfl
Straight Unreinforced Vegetation 8 Bunch 50-75% 573 1.15 5.00 STABLE
Soil Clay 0.070 0.022 3.18 STABLE
Back to Input Screen
t
ItJorthAmerican Gteen • ECMDS Version 4 3
PROJECT NAME: TSD 13
FROM STATION/REACH: TO STATION/REACH:
HYDRAULIC RESULTS
Discharge
fcfsl Peak Flow
Period hrsl Velocity (fps) Area (sQ It) Hyd aulic
Radwsffil Notmal
De ih (ft)
?2 0 6.0 1.14 19.33 1.33 3.11
LINER RESULTS
12006 11001 AMICOMPUTED BY:
T NO.:
3E AREA DESIGN FREQUENCY:
Unreinfoiced Vegetation (n-0.115)
S-0.0050
1 L Bottom J 1
2.0 Width - GOO It 20
Not to Scale

Reach Matting Type
StabiLryAnalysis Vegetation Characteristics
Permissible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type Density Shear Stress
(psO Shear Stress
(psfJ
Straight Unreinforced Vegetation B Bunch 5475: 5.73 0.97 5.91 STABLE
Soil Clay 0.070 0.011 6.53 STABLE
Back to Input Screen
e
f
lNorthAmerican Green • ECMDS Version 4 3 1312712006 11001 AM [COMPUTED BY:
PROJECT NAME: TSD 13 PROJECT NO.:
FROM STATION/REACH: TO STATION/REACH: DRAINAGE AREA DESIGN FREQUENCY.
HYDRAULIC RESULTS
Discharge
fcfs
1 Peak Flow
Paired fhrsl Velocity (fpsj Area (sa It) Hydraulic
R "I", "I Normal
Depth ffr
22.0 1 6.0 2.21 9.95 1.00 2.23
Unreinforced
S - 0.0050
1 L Bottom 1
20 Width - 0 00 It 2.0
LINER RESULTS
Not to Scale

Reach Matting Type
otabilityAnalysi. Vegetation Characteristics
Permisstle
Calculated
Safety Factor
Remarks
Staple Pattern Phase C
F lass
Type
Density
Shear Stress
fps0
Shear Stress
(ps0
Straight Unreir?forced Vegetation D Bunch 50-75: 3.33 0.70 4.79 STABLE
Soil Clay 0.070 0.045 1.55 STABLE
Back to Input Saeen
s

North American Green - ENDS Version 4.3 3/27/2006 l0 0AMCOMPUTEDBY:
PROJECT NAME: TSD 14 PROJECT NO.:
FROM STATIOWREACH: TO STATION/REACH: DRAINAGE AREA DESIGN FREQUENCY:
HYDRAULIC RESULTS
51501n=0.0511
Discharge
lcfs) Peak Flow
Period hrsl Velocity (fps) Area (sq IQ Hydraulic
Radiwfft Norma
De ihl??
b B,2 6.0 3.90 4.67 0.55 0.68
S = 0.0400
1 Bottom J 1
2.0 Width. 5.50 It 2.0
Not to Scale

Reach Matting Type
StabilityAnolysi-- Vegetation Characteristics
Perrr?ssible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type Density Shear Stress
(psfl Shear Stress
(psf)
Straight 5150 Unvegetated 1.75 1.70 1.03 STABLE
Staple D
Back to Inpld Screen
ROM STATION/REACH: 110 STATION/R
HYDRAULIC RESULTS
Discharge
I (r_fs Peak Flow
Perod (hrsl Velocity (lpsj Atea (sq ft) Hydraulic
Radusfft Namal
De rh (hl
504 6.0 526 9.53 0.63 0.79
1 06AMICOMPUTED BY:
SC150
Sam/
1 L Bottom J 1
20 Vlkith -10.50 It 2.0
Not to Scale

Reach Matting Type
StablityAnalysis Vegetation Characteristics
Permissible
Calculated
Safely Factor
Remarks
Staple Pattern Phase Class Type Density Shear Stress
(ps0 Sheaf Stress
(PSI)
Straight SC150 Unvegetated 200 1.93 1.01 STABLE
Staple D
Back to Input Screen
Iorth American Green • ECMDS Version 4 3
'ROJECT NAME: TSD 16
ROM STATION/REACH: FT
HYDRAULIC RESULTS
Discharge
fcfs Peak Flow
Period fh s Velocity, (IpsJ

I Area (sq,IQ

I Hydraulic

Radiusffl Normal

Depth IN
h 7.0 6.0 2.66 6.33 0.79 1.36
Nu.
E AREA DESIGI4 FREQUENCY:
Urueitiforced Vegetation (n-0.042)
F
S - 0.0100
1 L Bottom 1
2.0 Width - 2.00 It 2.0
Not to Scale

Reach Matting Type
Stability Analysis Vegetation Characteristics
Perrr"sible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type Density Shear Stress
(psf) Shear Stress
(psf)
Straight Unreinforced Vegetation D Bunch 5075: 3.33 0.65 3.93 STABLE
Soil Clay 0.070 0.054 1.30 STABLE
Back to Input Screen
,ROJECT NAME: TSD 16
ROM STATION/REACH:
HYDRAULIC RESULTS
Discharge
fcfs) Peak Flow
Period rhrs Velocity (fpsJ Area (sglt) Hyd aulic
Rad?usffr Normal
Dr th B
170 6.0 1.37 12.33 1.11 2.04
EA DESIGN FREQUENCY:
Unrei forced Vegetation (n-0.116)
S - 0.0100
1 L Bottom J 1
2.0 Width - 2.00 It 2.0
Not to Scale

Reach Matting Type
Stability Analysis Vegetation Characteristics
Permissible
Calculated
Safely Factor
Remarks
Staple Pattern Phase Class Type

1 Density Shear Stress
(psf Shear SUess
(psf)
Straight Unreinforced Vegetation B Bunch 50-75, 5.73 1.27 4.51 STABLE
Soil Clay 0.070 0.014 5.10 STABLE
Back to Input Screen
t
North American Green • ECMDS Version 4 3 3/27/2006 104 AAM COMPUTED BY:
PROJECT NAME: TSD 17 PROJECT NO.:
FROM STATION/REACH: TO STATION/REACH: DRAINAGE AREA: DESIGN FREQUENCY:
HYDRAULIC RESULTS
Urueinforced Vegetation (n-0.043)
Discharge
fcfs Peak Flow
Period rs Velocity [fps] Area Isq.lt) Hydraulic
Radiusfft Nolmal
De Ih (fl
?5 0 6.0 3.48 7.18 0.54 0.61
S - 0.0300
1 L 1
8 ottom
2.0 Width -10.50 fl 0
Not to Scale

Reach Matting Type
Stability Analysis Vegetation Characteristics
Permissible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type Density Sheal Stress
(psfl Shear Stress
fps0
Straight UnreWaced Vegetation D Bunch 50752 3.33 1.15 2.91 STABLE
Soil Clay 0.070 0.069 1.01 STABLE
Back to Input Screen
ROJECT NAME: TSD 17
ROM STATION/REACH:
HYDRAULIC RESULTS
Discharge
fcfs Peak Fbw
P Velocity (fps)
?5 0 6.0 205 1217 0.82
3 1312712006 11040AMICOMPUTED BY
PROJECT NO.:
TO STATION/REACH: DRAINAGE AREA. DESIGN FREQUENCY:
Area (sa.ly Hydraulic tl Normal Unreinforced Vegetation (n-0.110)
Rad De 1h ill
osferiod(hrs
F
0.93
S . 0.0300
1 L Bottom 1
2.0 Width • 10.50 ft 2.0
Not to Scale

Reach Matting Type
Stability Analysis Vegetation Characteristics
Permissible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type

1 Density

l Shear Stress
(psf) Shear Stress
(psf)
Shaight Unreinforced Vegetation B Bunch 50-75.!.' 5.73 1.83 3.13 STABLE
Soil Clay 0.070 0.022 3.15 STABLE
Back to Input Sueen

'ROJECT NAME: TO 18
ROM STATION/REACH:
HYDRAULIC RESULTS
Discharge
cfs Peak Fbw
Period (his Velocity (fps) Area (sq IQ Hydraulic
Radiu,ffl Nolmal
De Ih B
12.0 6.0 3.27 3.67 0.40 0.46
LINER RESULTS
ESIGN FREQUE14CY:
Urueinforced
S - D.O500
1 L Bottom 1
2.0 Width - 7.00It 20
Not to Scale

Reach Matting Type
StabilityAnalysia Vegetation Characteristics
Permssible
Calculated
Safely Factor
Remarks
Staple Pattern Phase Class Type Density Shear Slress
(psf) Shear Stress
(pS0
Straight UnreirJorced Vegetation D Bunch 50.75% 3.33 1.44 2.31 STABLE
Soil clay 0.070 0.068 1.02 STABLE
Back to Input Screen
ItJorlhAmerican Green • ECMDS Version 4 3 137277006 11046AM ICUMPUTED BY
PROJECT NAME: T S D 18 PROJECT NO:
FROM STATION/REACH TO STATIDWREACH: DRAINAGE AREA: DESIGN FREQUENCY:
HYDRAULIC RESULTS
Discharge
Icfs Peak Flow
Period hs Velocity (tps)

I Area (sq.10

I Hydraulic

Radiu 11 Nal

Deormrhfirl
12.0 6.0 1.63 6.55 0.63 0.77
LINER RESULTS
20 Width-tom 700 It 20
Not to Scale

Reach Matting Type
Stability Analysis Vegetation Characteristics
Permissible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type Density Shear Stress
(psf) Shear Stress
(psi)
Straight Uraeinforced Vegetation B Bunch .5075: 5.73 2.33 2.33 STABLE
Soil Clay 0.070 0.020 3.54 STABLE
Back to input Screen
Project No. DWQ (!u herrnvidedbyWYQ)
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.

t

1. PROJECT INFORMATION (please complete the following information):
Project Name : FICH r' P&?S 8
Contact Person: Phone Number: (104 ) sz S zoo 3
For projects with multiple basins, specify which basin this worksheet applies to:
Basin Bottom Elevation ho 6 ft.
Permanent Pool Elevation b 1Z ft.
Temporary Pool Elevation ('O•C 7 ft.
Permanent Pool Surface Area 83 10 D sq.
Drainage Area k15' ac.
Impervious Area 15 .Z ac.
Permanent Pool Volume
Temporary Pool Volume
Forebay Volume
SA/DA used
Diameter of Orifice
(average elevation of the floor of the basin)
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
ft. (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)
'°l2, 15 Z cu. ft.
2 65, o g 1 cu. ft.
?3z gZ cu. ft.
s in.
II. REQUIRED ITEMS CHECKLIST
(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)
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.
Applicants Initials
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.
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 I of
t
i
1
1
i
1
?1zZl??
//?Tr F3? C ?CfJ?'??.• C- pr'1/J5 r? ? Z 6 , cJ /?
7- 0T/-? L_ per/ -- i i)C- 11417?G?
lit/ (L (? /-?? vE T D C),J f D GtJ ? ? /? ? C,- (7/ O r b
HG/-r PC v LO Gc-D
flyprzD G=??? ? ? C
CnI PEc-, _ -71-?l (f?C-arc v? vi IL , r?/?)
P94?27 Gay = C?4 ?C fj??? m Gw C? r?L?
lJ? V lp CAN / TC
O,?, (rl 4) _ ?5 , Z 4,
l r3??? L? VIOL)-
T ?!> ,?? 7? l3 L L l
D Gl
-7 sz - (S %7
- 1rS
/Op
65 S Fi Y
(? Z I
C?lZ -
Z,'. I
6o6a2-

U-7 0 ivP-,zIc-C Gc 0-v? 7a
p0- T- ; v vow, ,E

eJ - o, 0S -t 0 , 0bg ?
o,os -t 0.oD1(65) = 0,(, -? S
VIP ?,? voL. _ ? ?a 6?s? %?Z ??S) = 6,o? AL F;
Z6S , oa l F,
Vl.q)
17 Z
Tw-•??Poop _ ? ?z ?' z,?i? -- ? 1??, °t7
SAS

??ZO+-•? ?? ? ?crr ?v'r

2 ?? `?? <<l 57- 6, (-7

-27
SO ?C? ?i? Z:?. C (nZ D, ?F S y? lG c? 7D
6z/

?!= y ?( -z) ( (-?, 0 - /,? z,zf )
?/ q t?, ooh
r y Z/?j??L?>
x ? Z ?
i
t
p20 v?9?
Tc," ?oaL- UDt„ = Z6S? ?g1 FT
?5?, Z33 .?i3

c L t-c/ AjocA
,
M,
(06 20 roe
Gig 2 2, OD oD
hr? ?0S0?) 55 7V a
??l 3? 14 1 -? l o-Z 1 Z ?? Z ( F'r oil

Prepared by G. SCOTT GREGORY 3/23/2006
PROJECT: BMP Perm. Pool Volume
DESCRIPTION:
DEVELOPMENT OF STAGE-STORAGE CURVE-PROP. DETN. BASIN
OBJECTIVE: TO ILLUSTRATE THE DEVELOPMENT OF THE STAGE-
STORAGE FUNCTION FOR THIS SITE.
BACKGROUND: THE STAGE-STORAGE FUNCTION RELATES THE ELEVATION
OF THE WATER SURFACE (STAGE) TO THE VOLUME OF THE
WATER STORED (STORAGE).
STAGE-STORAGE EQUATION:
S = Ks*Z^b
S = STORAGE (ft^3)
Z = STAGE (ft)
Ks & b = CONSTANTS FOR PARTICULAR SITE
VOLUME COMPUTATIONS:
COMPUTATION OF ACTUAL STORAGE VOLUME BASED ON CONTOURS
USING AVERAGE END METHOD.
CONTOUR CONTOUR INCREMENTAL ACC. STAGE ACC.
ELEV.(ft) AREA(ft^2) STORAGE(ft^3) STORAGE(ft^3) (ft) STORAGE(ac.ft)
606 55555 0
116255 116255 2.67
608 60700 2
126752 243007 5.58
610 66052 4
149152 392159 9.00
612 83100 6
Prepared by G. SCOTT GREGORY 3/23/2006
Z1 = 2
Z2 = 8
S1 = 172400
S2 = 767400
b = (in(S2/S1))/(In(Z2/Z1))
b = 1.08
Ks = S2/Z2^b
Ks = 81713.72
VALIDATION OF STAGE STORAGE FUNCTION:
ACTUAL ACTUAL COMPUTED COMPUTED
STORAGE STAGE STORAGE STAGE
S(ft^3) Z(ft) S(ff 3) Z(ft)
172400.00 2 172400.00 2.00
357400.00 4 363730.34 3.94
555500.00 6 562923.13 5.93
767400.00 8 767400.00 8.00
0.00 0 0.00 0.00
0.00 0 0.00 0.00
THEREFORE THE STAGE STORAGE FUNCTION IS ADEQUATE
Prepared by G. SCOTT GREGORY 3/23/2006
PROJECT: BMP Water Quality Volume
DESCRIPTION:
DEVELOPMENT OF STAGE-STORAGE CURVE-PROP. DETN. BASIN
OBJECTIVE: TO ILLUSTRATE THE DEVELOPMENT OF THE STAGE-
STORAGE FUNCTION FOR THIS SITE.
BACKGROUND: THE STAGE-STORAGE FUNCTION RELATES THE ELEVATION
OF THE WATER SURFACE (STAGE) TO THE VOLUME OF THE
WATER STORED (STORAGE).
STAGE-STORAGE EQUATION:
S = Ks*Z^b
S = STORAGE (ft^3)
Z = STAGE (ft)
Ks & b = CONSTANTS FOR PARTICULAR SITE
VOLUME COMPUTATIONS:
COMPUTATION OF ACTUAL STORAGE VOLUME BASED ON CONTOURS
USING AVERAGE END METHOD.
CONTOUR CONTOUR INCREMENTAL ACC. STAGE ACC.
ELEV.(ft) AREA(f A2) STORAGE(ft^3) STORAGE(ft^3) (ft) STORAGE(ac.ft)
612 83100 0
172400 172400 3.96
614 89300 2
185000 357400 8.20
616 95700 4
198100 555500 12.75
618 102400 6
211900 767400 17.62
620 109500 8
SOLVING FOR CONSTANTS Ks & b:
SELECT EXISTING VALUES TO MODEL CONSTANTS BY.

t

1

s

t

Sheet1
Calculate Pre-Tc BMP #3
I
First 300'sheet flow(gras
s) manning's n for sheet flow(table 3.1 TR-55)
_
Head= 12.00 smooth surfaces(conc.,asphalt, gravel, or bare soil)
Fallow(no residue) 0.011
0.05
mannings= 0.24 Cultivated Soils
P2= 3.12 in Residue cover <20% 0.06
Length= 300 ft Residue Ccover>20% J 0.17
So=H/L= 0.040 ft/ft
Eqn 3.3 TR55
Tt=0.007(nL)^0.8/P^.5"So^.4 Grass
Short grass praire
0.15
Tt= 0.44 hr Dense grass 0.24
_ Bermudagrass 0.41
Shallow _Concentrated_ Flow
Range
0.13
L= j 2400 ft
h= 90 ft Woods
s=j 0.038 ft/ft Light underbrush 0.4
V=16.1345(s)^0.5 Dense underbrush 0.8
V= 3.124 fps
T=U(3600V) (3.15)= 0.213 hr. _
I i I i I

I

! I

Compute travel time Tc=Tt1 + T t2.... Tn
Tc= 0.653 hr.= 39.18 min.
I

' i

I
i

3/24/2006

FI

Sheet1
Calculate Post-Tc BMP #3
First
1 00' manning's n for sheet flow(table 3.1 TR-55) _
- smooth surfaces(conc.,asphalt, gravel, or bare soil) 0.011
Head= 2.00 Fallow(no residue) 0.05
mannings= 0.24 Cultivated Soils
P2= 3.12 in Residue cover <20% l 0.06
Length= 100 ft Residue Ccover>20% 0.17
So-H/L---:-] 0.020 ft/ft r

Eqn 3.3 TR55
Tt=0.007(nL)"0.8/P^.5*So--A _
Grass

Short grass praire _

0.15
Tt= 0.24 hr Dense grass 0.24
Bermudagrass 0.41
Shallow Concentrated Flow
_ L= I 0 ft
h=i, 0.0001ft Range
Woods

Light underbrush _ 0.13

0.4
s= 0.026 ft/ft Dense underbrush 0.8
V=16.1345(s)^0.5
V= 2.60 fps
T=U(3600V)= 0.00 hr.

Pipes I
length 2800
L= 3500
ft(culverts flowing full)
ft

1 .--
h= 62 ft J
V = [0.59/n]D^.66s^.5

pipe= 30 in _
n= 0.012
I s= 0.01
V= 9.08 ft/ft
fps
_ I I
T=U(3600V) (3.15)= 0.09 hr.

Compute travel time Tc=Tt1 + T t2.... Tn
Tc= 0.327 hr.= 19.59 min.

I
I
3/24/2006
**xxx*t**xtt+xxtttttrtxtttttxtxttxtxxtxrt
FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
• VERSION 4.1 '
+ +
RUN DATE 24MAR06 TIME 09:48:34
+ xtxxt+++x tx xxxt++xttrt+txttrrtt+ttx*tx

x x xxxxxxx xxxxx
x x X x x
x x x x
xxxxxxX xxxx x
x x x x
x x x x x
x x xxxxxxx xxxxx
x
xx
x
xxxxx x
x
x
xxx
t***r*trr*«**tr x t r t x t*x**Itt
* U.S. ARMY CORPS OF EllGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]

THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AI4D -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIO14S DATED 28 SEP 81. THIS IS THE FORTRAIJ77 VERSIO
14EW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM

B

HEC-1 INPUT
LINE ID ....... 1 ....... 2... .... 3. ...... 4.. ..... 5 ....... 6.. ..... 7 ....... 8....... 9...... 10
1 ID bmp# 3
2 ZD Detention Pond -- 2 Year Storm Pre-deve loped
3
4 ID
IT
1 GEOSCIENCE
0 GROUP,
0 INC.
360
5 IO 5 0 0
6 KK RUNOFF FROM AREA
7
8 KM
PH 2
0 YEAR
0
0.42
0.83
1.45
1.76
1.95
2.28
9 KM 10 YEAR
10 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72
11 KP4 25 YEAR
12
13 KM
Kt4 0
50 0
YEAR 0.68 1.47 2.76 3.4 3.75 4.38
14 KM 0 0 0.75 1.62 3.05 3.78 4.20 4.92
15 KM 100 YEAR
16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34
17 KO 0
18 BA 0.18
19 LS 0 79
20 UD 0.39
21 ZZ

J

PAGE L

+ FLOOD HYDROGRAPH PACKAGE (HEC-1)
JUN 1998
VERSION 4.1
* RUN DATE 24MAR06 TIME 09:48:34
' bmp# 3
Detention Pond -- 2 Year Storm Pre-developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
' QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 HOURS
' ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT

* U. S. ARMY CORPS OF EIGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
tit*f+*ttt**ffki**ti**i++tfi
*** f** *** *** *** *** *** **t fit *** *** *** *** fit *** *** t** *** *** *fi *** *** *** *** i+* f** *** *** ***
of#tf**f****t
i f
6 KK * RUNOFF *
t t FROM AREA
?7 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
11UE EXCEEDS TABLE IN LOGLOG .01667 .01667

6.00000

' OPERATION STATION
HYDROGRAPH AT RUNOFF
NORMAL END OF HEC-1 ***
t
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN
FLOW PEAK 6-HOUR 24-HOUR 72-IIOUR AREA
75. 3.48 13. 13. 13. .18
MAXIMUM TIME
STAGE MAX S
# t
FLOOD HYDROGRAPH PACKAGE (HEC-1)
JU14 1998
VERSION 4.1
+ +
RUN DATE 24MAR06 TIME 09:49:46
«
+r+t«ar«#++««#««««««««««««ar++#artea++
RfR+RR#R+#*#*#f**fAiAatAfi
* U. S. ARMY CORPS OF EIIGI
* HYDROLOGIC ENGINEERIIIG
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
#

x x xxxxxxx xxxxx x
x x x x x xx
x x x x x
xxxxxx}{ xxxx x xxxxx x
x x x x x
x x x x x x
x x xxxxxxx xxxxx xxx

THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSIO
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM LOSS RATE:GREEN AND AMPT INFILTRATION

1

? I
HEC-1 INPUT
LINE ID ....... 1 ....... 2... .... 3. ...... 4. ...... 5 ....... 6 ....... 7 ....... 8....... 9...... 10
1 ID bmp #3
2 ID Prop.Detention Pond -- 10 YEAR STORM Pre-developed
3
4 ID
IT
1 GEOSCIENCE
0 GROUP,
0 INC.
360
5 IO 5 0 0
6 KK RUNOFF FROM AREA
7
8 KM
KM 2
0 YEAR
0
0.42
0.83
1.45
1.76
1.95
2.28
9 KM 10 YEAR
10 PH 0 0 0.59 1.26 2.36 2.9 3.21 3.72
11 KM 2S YEAR
12 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38
13 KM 50 YEAR
14 KM 0 0 0.75 1.62 3.05 3.78 4.20 4.92
15 KM 100 YEAR
16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34
17 KO 0
' 18 BA 0.18
19 LS 0 79
20 UD 0.39
21 ZZ

i

s

PAGE 1

« +
FLOOD HYDROGRAPH PACKAGE (HEC-1) f
JUN 1998
VERSION 4.1
+ +
RUN DATE 2414AR06 TIME 09:49:46
«
?r«r+r+w+«++++++++:rrr+rrr+r«rr«rrr+rr«
bmp #3
Prop.Detention Pond -- 10 YEAR STORM Pre-developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
' QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
««w+«wx+r++w«««+««+«ww«rw•xx
* U.S. ARMY CORPS OF EIIGI
HYDROLOGIC ENGINEERIIIG
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
w«+w«+++rrr«w««rww«wwr«.«.ww
«? r«+ r«+ r+« xxx xxx xxx #++ xxx xxx xxx xrr xxx xxx xr« xxx xxx xxx xxx xxx rrr rxx xxx xxx xxx xxx xxx xxx xxx xxx

6 KK ++++++«+rw«rrr
+ +
* RUNOFF *

FROM

AREA

?7 KO rrxrr+rr+rr+rx
OUTPUT CONTROL
VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
JIUE EXCEEDS TABLE IN LOGLOG .01667 .01667

6.00000

OPERATION STATIO14
' HYDROGRAPH AT RUNOFF
NORMAL END OF HEC-1 ***
1

RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN
FLOW PEAK 6-11OUR 24-HOUR 72-HOUR AREA
194. 3.45 33. 33. 33. .18
MAXIMUM TIME
STAGE MAX S
Orifice Size(in) Elev
5.00 612.00 A= sq.ft.
0=.65a(2gh)^.5 h measured from = 612.21
Opening(H x L (ft.)) Elev
0.66 17 616.00
A= 11 sq.ft.
Q=.65a(2gh)^.5 h measured from = 616.33
Q=3L(h)^3/2 h measured from = 616.00
Box Elev
8.00 ft. 8.00 ft. 618.50
Q=3L(h)^3/2 L= 32 ft.
Q=.65a(2gh)^.5 A= 64 sq.ft.
h measured from = 618.50
Barrel Size(in) Elev
72.00 606.00 A= 28 sq.ft.
Q=.65a(2gh)^.5 h measured from = 609.00
Elev orifice Opening as a Controling Box as a Controlling Box Total Flow Box Barrel Barrel Contolling compare Elev
orifice weir Opening orifice weir Cfs Orifice -Pipe(cfs) Barrel Box Vs.Barrel
612.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 255.45 324.40 255.45 0 612.00
614.00 0.95 0.00 0.00 0.00 0.00 0.00 0.00 0.95 329.79 324.40 324.40 0.95 614.00
615.00 1.19 0.00 0.00 0.00 0.00 0.00 0.00 1.19 361.26 324.40 324.40 1.19 615.00
616.00 1.38 0.00 0.00 0.00 0.00 0.00 0.00 1.38 390.21 324.40 324.40 1.38 616.00
617.00 1.56 47.91 51.00 47.91 0.00 0.00 0.00 49.46 417.15 324.40 324.40 49.46 617.00
618.00 1.71 75.63 144.25 75.63 0.00 0.00 0.00 77.34 442.46 324.40 324.40 77.34 618.00
618.50 1.78 86.21 201.60 86.21 0.00 0.00 0.00 88.00 454.58 324.40 324.40 88.00 618.50
619.00 1.85 95.63 265.00 95.63 236.06 33.94 33.94 131.43 466.39 324.40 324.40 131.43 619.00
619.50 1.92 104.20 333.94 104.20 333.84 96.00 96.00 202.12 477.91 324.40 324.40 202.12 619.50
620.00 1.99 112.12 408.00 112.12 408.87 176.36 176.36 290.47 489.15 324.40 324.40 290.47 620.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 324.40 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 324.40 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 324.40 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 324.40 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 324.40 0.00 0.00 0.00
*Pipe flow Mannings Equation, n=0.012,s=0.005 ft/ft
3/24/2006

D

t

k

t
n

0
0
N
Iz
N
Cl)
1
+++++xx++x++++++xxxxx+xxxxxxxxxx+xx++x+++
+ +
FLOOD HYDROGRAPH PACKAGE (HEC-1)
JUN 1998
VERSION 4.1
+ x
RUN DATE 24MAR06 TIME 10:49:47
+
.+x+xxxxxx+xx++++xxxxxxxx+x+x+++++++x++

X X XXXXXXX XXXXX X
X X X X X XX
X X X X X
XXXXXXX XXXX X XXXXX X
X X X X X
X X X X X X
X X XXXXXXX XXXXX XXX
* U. S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGIIJEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
+
+++xx+x+x++xxx+xxxx+xx+xx•++
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSIO
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KI14EMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM

s
HEC-1 INPUT
LINE ID ....... 1 ....... 2....... 3.. ..... 4 ....... 5 ....... G... .... 7. ...... 8....... 9...... 10
1 ID bmp# 3
2 ID Prop.Pond 10 yr. Storm Post-Developed
3 ID GEOSCIENCE GROUP, INC.
4 IT 1 0 0 360
5 IO 5 0 0
6 KK RUNOFF FROM AREA
7 KM 2 YEAR
8 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28
9 KM 10 YEAR
10 PH 0 0 0.59 1.26 2.36 2.9 3.21 3.72
11 KM 25 YEAR
12 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38
13 KM 50 YEAR
14 KM 0 0 0.75 1.62 3.05 3.78 4.20 4.92
15 KM 100 YEAR
16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34
17 SA 0.18
18 LS 0 94
19 UD 0.2
20 KK Spillway Routing
21 KM
22 KO 0
23 RS 1 ELEV 612
24 SV 0 3.96 8.2 12.75 17.62
25 SE 612 614 616 618 620
26 SQ 0 0.95 1.19 1.38 49.46 77.34 88 131.43 202.12 290.47
27 SE 612 614 615 616 617 618 618.5 619 619.5 620
28 ST 621 200 3 1.5
29 ZZ
PAGE 1

wwwwwwwwRw.RwwwwwwR*x*w*RRYY##+*#**#R*«RR
FLOOD HYDROGRAPH PACKAGE (HEC-1) "
JUN 1998
VERSION 4.1 "
k Y
* RUN DATE 24MAR06 TIME 10:49:47
**#++++iYYx*Rx#xii*R*R+*x******xRY+Yx+
*#******#RR#kRR*****Ri#**RY*
* U. S. ARMY CORPS OF E11GI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]

bmp# 3
Prop.Pond 10 yr. Storm Post-Developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
' ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
14DDATE 1 0 ENDING DATE
NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
' STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000
iY* f+« *«* *«« +YY ++* RiY **R +Yf #** YRY ++i *** :YY *R« «+# +** +** *xR Yw# *«« Y+t **« Y#Y Y+* R*« *«« tf* i«* R#R
r +i+fYi**««++YR
* «
20 KK * * Spillway Routing
Y x
Rr+Y++xx#xiRY+
2 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
' IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE

e

RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA Ito SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN
OPERATION STATION FLOW PEAK 6-11OUR 24-HOUR 72-HOUR AREA
HYDROGRAPH AT RUNOFF 466. 3.20 58. 58. 58. .18
ROUTED TO 194. 3.53 39. 39. 39. .18
MAXIMUM TIME
STAGE MAX S
619.44 3
SUMMARY OF DAM OVERTOPPING/BREACH A14ALYSIS FOR STATION
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)

PLAN 1 ...............
1
RATIO
OF
i PMF
1.00
NORMAL END OF HEC-1 `**

1

i
i
i
i
i

INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATIO14 612 .00 621.00 621.00
STORAGE 0. 20. 20.
OUTFLOW 0. 467. 467.
MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATI014 TIME OF TIME OF
RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS
619.44 .00 16. 194. .00 3.53 .00
}}ri###*#iiix#**#*}#iiii}#*#**}*r}}r##}}r rrr}}####}}r rrxri}}}}#}}rxf*
} }
FLOOD HYDROGRAPH PACKAGE (HEC-1) *
U.S. ARMY CORPS OF ENGI
Jul; 1998 * HYDROLOGIC ENGINEERING
* VERSION 4.1 * 609 SECOND STREET
} * * DAVIS, CALIFORNIA 95
* RUN DATE 24MAR06 TIME 10:50:35 *

***#*#**ixi*#tf*#}}*****#**#**##*f*### [phone]
*
rki*x##t#}}R}}}}f*}riff#}xif

x x xxxxxxx xxxxx x
x x x x x xx
x x x x x
xxxxxxx xxxx x XXXXX x
x x x x x
x x x x x x
x x xxxxxxx XXXXX xxx

THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73) HECIDB, AND HECIKW.
HECIGS
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE ,
,
CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRA1477 VERSIO
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: 14EW FINITE DIFFERENCE ALGORITHM

P?
a

n

e

HEC-1 INPUT
LINE ID ....... 1....... 2....... 3.. ..... 4. ...... 5 ....... 6....... 7....... 8....... 9...... 10
1 ID bmp #3
2 ZD Prop.Pond 50 yr. Storm Post-Developed
3
4 ID
IT GEOSCIENCE GROUP,
1 0 0 INC.
360
5 IO 5 0 0
6 KK RUNOFF FROM AREA
7 KM 50 YEAR
8 PH 2 0 0.75 1.58 3.08 3.75 4 4.8 5.74 6.7
9 SA 0.18
10 LS 0 94
11 UD 0.2
12 KK Spillway Routing
13 KM
14 KO 0
15 RS 1 ELEV 612
16 Sv 0 3.96 8.2 12.75 17.62
17 SE 612 614 616 618 620
18 SQ 0 0.95 1.38 77.34 131.43 290.47
19 SE 612 614 616 618 619 620
20 ST 621 400 3 1.5
21 ZZ

t

PAGE 1

*R##R**#xx#xf#x*xxxxx*R*xx##****#t*R****+
# R
FLOOD HYDROGRAPH PACKAGE (HEC-1)
JUN 1998
VERSION 4.1
+ #
1UN DATE 24MAR06 TIME 10:50:35
#?+#xxx*xRRx*RxwR*R*RxRRxxxxxx##+++#+#R
*
###*+x##k**RRRi**fxkk*fR*f*#
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
fx##xxf *RRxRR*RRxx**R*x**#*R
1
bmp #3
Prop.Pond 50 yr. Storm Post-Developed
GEOSCIENCE GROUP, INC.
5 10 OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT C014TROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMI14 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
14Q 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH I14CHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
V?U E EXCEEDS TABLE IN LOGLOG .01667 .01667 24.00000
x+* x** xff xxx *** fix x** *+# *** *** *#+ +*+ *++ **# *R* **R R*# xxx ##* *** **R xxx Rxx *xx *R* #*# R*f #*R R** #**
RRx*xRk**RR*fx
R #
12 KK * * Spillway Routing
* x
xx*xxx**fx*xx*
14 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE

RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA 114 SQUARE MILES
PEAK TII4E OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN
OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA
HYDROGRAPH AT RUNOFF 609. 3.20 79. 79. 79. .18
ROUTED TO 362. 3.43 58. 58. 58. .18
MAXIMUM TIME
STAGE MAX S
620.45 3
SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)

PLAN 1 ...............

RATIO
OF
PMF
1.00
NORMAL END OF HEC-1 ***

e
t

INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 612. 00 621.00 621.00
STORAGE 0. 20. 20.
OUTFLOW 0. 450. 450.
MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF
RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS
620.45 .00 19. 362. .00 3.43 .00

FLOOD HYDROGRAPH PACKAGE (HEC-1)
JUN 1998
VERSION
x 4.1
r
* RU14 DATE 24MAR06 TIME 10:50:35
R
'
x x xxxxxxx
x x x
x x x
' xxxxxxx xxxx
x x x
x x x
x x xxxxxxx

F1

XXXXX X
x x xX
X x
x XXXXX x
x x
x x x
XXXXX xxx
*ti###*#Rxk#fRfR##i Rt*##R1x#
#
* U. S. ARMY CORPS OF E[IGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
x
tif?#f###xx###}#xxt#R*#RxR*x
THIS PROGRAM REPLACES ALL PREVIOUS VERSI014S OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFI14ITI011 OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSIO
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM

t
1

s

HEC-1 INPUT
LINE ID ....... I....... 2....... 3.. ..... 4. ...... 5. ...... 6....... 7....... 8....... 9...... 10
1 ID bmp #3
2 ZD Prop.Pond 50 yr. Storm Post-Developed
3 ID GEOSCIENCE GROUP, INC.
4 IT 1 0 0 360
5 IO 5 0 0
6 KK RUNOFF FROM AREA
7 KM 50 YEAR
8 PH 2 0 0.75 1.58 3.08 3.75 4 4.8 5.74 6.7
9 BA 0.18
10 LS 0 94
11 UD 0.2
12 KK Spillway Routing
13 KM
14 KO 0
15 RS 1 ELEV 612
16 SV 0 3.96 8.2 12.75 17.62
17 SE 612 614 616 618 620
18 SQ 0 0.95 1.38 77.34 131.43 290.47
19 SE 612 614 616 618 619 620
20 ST 621 400 3 1.5
21 ZZ
PAGE 1
e
+ +
FLOOD HYDROGRAPH PACKAGE (HEC-1) f
JUN 1998
VERSION 4.1
+
* RUN DATE 24MAR06 TIME 10:50:35
+«w+++ttt+w«wwtwwwwtttt++.++
+
* U.S. ARMY CORPS OF EIIGI
* HYDROLOGIC ENGINEERI11G
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
+
««w««wttt+++«w++++«w««t+twwt
1
bmp #3
Prop.Pond 50 yr. Storm Post-Developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDI14G DATE
NDTIME 0559 ENDI14G TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH I14CHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
V UE EXCEEDS TABLE IN LOGLOG .01667 .01667 24.00000
++« « «w +t+ +w« +++ +++ +«• ++« +++ +++ +++ r«+ +w+ w+w ««« w«« «++ +«w «w« www ««« «ww +++ «++ ««+ +«« +«« w«« ««« «««
12 KK * * Spillway Routing
« +
14 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE

e

e
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN
OPERATION STATION FLOW PEAK 6-11OUR 24-HOUR 72-HOUR AREA
HYDROGRAPH AT RUNOFF 609. 3.20 79. 79. 79. .18
ROUTED TO 362. 3.43 58. 58. 58. .18
MAXIMUM TIME
STAGE MAX S
620.45 3
SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATIO14
(PEAKS SHOWN ARE FOR I14TERNAL TIME STEP USED DURING BREACH FORMATION)
! LAN 1
...............
P
1
RATIO
OF
1 PMF
1.00
NORMAL END OF HEC-1 ***

1

1

!
1
1
1
1

1
1
1

INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 612 .00 621.00 621.00
STORAGE 0. 20. 20.
OUTFLOW 0. 450. 450.
MAXIMUM MAXIMUM MAXIMUM MAXIMUM DUPATIO14 TIME OF TIME OF
RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS
620.45 .00 19. 362. .00 3.43 .00
t
s
Worksheet
Worksheet for Circular Channel
Project Description
Worksheet BMP 3 OUTFL
Flow Element Circular Chann
Method Manning's Forr
Solve For Channel Depth
Input Data
Mannings Coe ffic 0.012
Slope 006000 ft/ft
Diameter 72 in
Discharge 362.00 cfs
Results
Depth 5.03 ft
Flow Area 25.3 ft2
Wetted Perime 13.87 ft
Top Width 4.43 ft
Critical Depth 5.14 ft
Percent Full 83.8 %
Critical Slope 0.005799 ft/ft
Velocity 14.31 fUs
Velocity Head 3.18 ft
Specific Energ, 8.21 ft
Froude Numbe 1.06
Maximum Disc 382.27 cfs
Discharge Full 355.37 cfs
Slope Full 0.006226 ft/ft
Flow Type supercritical
Project Engineer: Scott Gregory
untitled.fm2 Geosclence Group, Inc FlowMaster v6.0 [614b]
03/24/06 02:14:33 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
Appendices
3p„ -1-111T
V
ON-
iu eu 50 100 200 500 1000
' Discharge (ft3/sec) I gq ??
Curves may not be extrapolated. z
w ? z D A- (? =2(?
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
Rev. 11/93
8.06.3
F-
N
_N
CL
(0
O.
fr
O
Ln
r
a5D-15
WA Michael F. Easley, Governor

William G. Ross Jr., Secretary
North Carolina Depwinicnt of Environment and Natural Resources
October 5, 2005
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Childress Klein Properties
Attn: Steve Hoots
301 South College Street
Charlotte, NC 28202
Subject Property: Afton Ridge Shopping Center
REQUEST FOR MORE INFORMATION-EXPRESS REVIEIV PROGRAM
Dear Mr. Hoots:
Alan W. Klimek, 1'.E. Director
Division of Water Quality
DWQ EXP No. 05-1729
Cabarrus County
Q?c??aee?
OCT i o zoos
DENR - WATER QUALITY
lti'ETLANDS AND STORMMTER ER Xhl
On October 3, 2005 the Division of Water Quality (DWQ) received an stormwater management plan
application through the Express Review Program. Upon further review, the DWQ has determined that
your application is incomplete and/or provided inaccurate information as discussed below. The DWQ
will require additional information in order to process your application to impact protected wetland,
streams and/or buffers on the subject property. Therefore, unless we receive the additional information
requested below, we will have to move toward denial of your application as required by 15A NCAC 2H
.0506 and will place this project on hold as incomplete until we receive this additional information.
Please provide the following information so that we may continue to review your project:
1. The incorrect application form was sent; please refer to
htt ):/1 /h2o.eIn'.'t`its,n_.ti"/nCwetlanrk/dOciitiicnt.,,/f-.xhRoy S\VNM.rdl' for the correct form.
2. Item 4. Addition Project Information, it noted that a 404/401 Permit is required. We believe this
item was checked in error; a 401 Water Quality Certification was issued on July 13, 2005.
3. Under Section III. Project Information, there are discrepancies in the built upon area/percentage
impervious area (70% vs. 80%). Please explain these differences.
4. Item VII. Agent Authorization: this portion was left blank. Do you wish to designate your
consultant, Mr. Scott Gregory of GeoScience, Inc. as the contact person?
5. The engineer initialed the required items checklist on the Stormwater BMP worksheets, but failed
to provide a signed and notarized Operation and Maintenance Agreement.
6. The stormwater management plan provided is unacceptable because Condition 4 of GC 3402 (NW
39) states that in §303(d)-listed watersheds (e.g., Coddle Creek), the stormwater BMPs shall consist
of constructeddands, biace tention, or ponds followed e a fitter strips. I e erenc,e.
lit tw//h2o.cnr.stale. nc.ns/nc?vctIand s/GC3402.nc11'.
401 Oversight I Express Review Permitting Unit
1650 Mall Service Center, Raleigh, North Carolina 27699.1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone]/FAX [phone]/Internet httnJ/h?o.enestate.tic.us/ncwetlnnds
? 5 P!1!!(J
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper
OFFICE USF ONLY
Date lZeceived Fee Paid Permit Number(s)

State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality 101/ Wetlands Unit
EXPRESS REVIEW PROGRAM STORMWA'rER MANAGEMENTAPPLICATION FORM
This form may be pholocopled for use as an original
1. GENERAL INFORMATION
1. Applicant's name; (specify tile. name of the corporation, individual, etc. who owns the project):
G,1-l i c. C> Itt, el rl Pao P e?_ r1 -C, s
2. Owner/SigningOffficcial's name and title (person legally responsible for facility and compliance):
GjT?O Aom S • (.-O r4"s 1 • ?1Tt ? -- ---- -------------
3. Owner Mailing//Address for person listed in item 2 above:
City: 64VAA zt* TZ _ __ State:_ me, Zip: 2$ Z02
Phone Number: (104 ) 34Z' CtW1-ax Number: ( '104 )'M2' qO 7A Fnlail Address_'?'TovE_ Av&'*
GNt ?o a?"i ILf,? t t•t • to,,^
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
14FTON 7- 1DL-e iHg?Q EKG- Cet-+Tf,L -----
5. Location of Project (street address):
0D385 ?,OrNN4POLt5 PtGwK.
City: ILAt414 l"0 Lt1, -__ County:_ (. A60(Ct&v
6. Directions to project (from nearest major intersection):
W0fq ON V-A-m Napow. I?W4 C' Fe T- BS
7. Latitude: ?iS.416ON Longitude: 40, b?6 3aVJ of project
8. Contact person who can answer questions about the project:
Name: &WIM C"Auovjext __ Telephone Number: ( 104 ) 57-!;' 2'003
Fax Number : ?I04• SZS• zo5 ( Email Address : V6'A-OW trA4- `?'? 5cttGE?ytOUP• ?r^
IT. PERMIT INFORMATION:
1. Specify whether project is (check one): ? _New Renewal Modification
9/2004 Version 1.0 Page I of 4
2. If this application is being submitted as tl?e result of a renewal or modification to an existing; permit, list the
existing permit number- and its issue date (if known).
3. Specify the type of project (check one):
Low Density _ ? _I-ilgh Density _____Rcdcvclupntcat __ _ General Permit -___ -Other
4. Additional Project Requirements (check applicable blanks):
_CAMA Major _/-Sedimentation/Erosion Control _ ._404/401 Permit ___ _NPDES Stormwater -Other
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project .
f3 Mn P o H D 5 I_ y G AT T IlrC tf lv rc r-oT- ---- - --
2. Stormwater runoff from this Oct drains to the
3. Total Project Are.. (b 1' $$ -acres
5. How many drainage areas does the project have?
kwowtN
4. Project Built Upon Area:
z
River basin.
$U

6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided In the same format as below.
Basin Information Drainage Area 1 Drainage Area 2
Receiving Stream Name GpP pig C IZ65-1L &ODDt.B GZ?tL
Receiving Stream Class G
Drainage Area IZ (C}?'Z,
Existing Impervious Area 6 ( At, -4 l fk .
Proposed Impervious*Area em. 6 Ac. 11.,q k.
% Impervious* Area (total) ga (-IoM $016p 66 (Te TkNL, L;Vi u D D VT
Inipervious* Surface Area Drainage Area I Drainage Area 2
On-site Buildings 0 060 t=Ty PN I - Coo14t fv-rv $00 SOO t=TZ
On-site Streets V41t,05 -±
On-site Parking At, ± 4 SOD t,
On-site Sidewalks V-A%
Other on-site lot, G p, Z SQL
Off-site -- -
Total: (/(,.r, ig6j, L Total: Vt,-r. t, 4 A,
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
1Z?' Z.
9/2004 Version lA Page 2 of 4
7. How was the off-site impervious area listed above derived? 1`10 0 FF• 5 ITe AIXZA
IV. DEED RESTRICTIONS AND PROTECTIVE COVENAN'TS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built-upon area for each lot must be provided as an attachment,
gaT Avp1i6AFLe. AfplicPcr iaiu- vviAi;'Tin i#3 6w4c2. 11ir.
1. The following covenants are intended to ensure ongoing compliance with state riparian buffer authorization or General
Certifeation numbers cis issued by the Division of 11"eater Quality. These
covenants may not be clianged or deleted without the consent of the State.
2. No more than square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surf ace of swimming pools.
3. Sit'ales shall not be filled in, piped, or altered except cis necessary to provide ilriveway crossings,
-l. Built-upon area in excess of the permitted Into imt regirires a modified hater gticality cerir iccatioit prior to constriic'tion.
5. All permitted runoff from outparcels or future development shall be directed into the permitted starnnvater control
system. These connections to the stormwater controi.rystem shall be performccl in a manner thal nuiiitains the integrity
and performance of the system cis permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable stormwater management supplement form(s) listed below must be submitted for each BMP specified
for this project. The forms are located on the 40I/wetlands unit website.
Bioretenlion Worksheet
Dry Detention Worksheet
Level Spreader Worksheet
Grassed Swale Worksheet
Extended Detention Welland / Pocket Wetland Worksheet
Wet Detention Worksheet
9/2004 Version LO Page 3 of 4
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the DWQ Central Office.
1. Please indicate that you have provided the following requircd information by initialing in the space provided
next to each item, Inn : lti,
• Original and two copies of the Express Review Stornlwater Managenicilt Application
• Signed and notarized Operation and Maintenance Agi-ccillent
• Three copies of the applicable Supplement Fornn(s) for each 13NIII
----
^
• Application processing fee (payable to NCDENR) _ ?ltG-
_
----
• Detailed narrative description of stormwater tre itlment/nuuuigenlcnt _ _ _?
_
• Three copies of plans and specifications, including:
ir
- Developmcnt/Projcct name
- Engineer and firm
- Legend
- North arrow
- Scale
- Revision number S date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands and streams delineated, or a note on plans that none exist
- Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual r firm : ?Gr?t G ??1:%CJ??G • i!iCt???`^Y
Mailing A dress:
,3Q. State: _ /q11 Zip: ?--
City:._ . - w
Phone: ??? Zoo Pax:
VIII. APPLICANT'S CERTIFICATION
1, (print or type name of person listed in General lnfor?matiom item 2) k:::?' `-?v X1"5
certify that the infonnation included on this application forill is, to the best of my knowledge, correct and that the project
will be constructed in conformance with the approved plans, that the required decd restrictions and protective covenants
will be recorded, and that the proposed project complies with the requirements of 15A NCAC 211 .1000
,7
Signature: Date: /O// t/-, ?
9/2004 Version LO Page 4 of 4
WET [WETLAND] DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
[Wetland maintenance wording is bracketed. PI ase modify the document as appropriate.]
smp Pomp Nt
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 permanent pool depth reads (off-5 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.]
When the permanent pool depth reads (rflr feet in the forebay [and micro-pool], the sediment shall
be removed. '
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation ( ( 6
Sediment moval El. btt.5 75%
-------------- -- Sediment Removal Elevation 61.5 75%
--------------------------------------------- -------
Bottom E vation (rrv 5%
FOREBAY MAIN POND
Page t 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.
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: HOOTS
Title: ('OW-rVVvC,-VtO W-A F? ???1 _
Address: ?© 1 "7. Co u?-,660 -?T 6, kY-w TTO Vet L ? ZO -
2-Phone

Signat
Date:
i11 i ii -r-->
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, h" a Notary Public for the State of wZ"
County of (> (? f''??? >>( i t% do hereby certify that 111
and acknowledge the due
personally appeared before me this day of l execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
`?%NDAf e?.,?
s'•? etOT •:
V8LIC -Zi
''?GRQ CoN ?:°°
fflfll
SEAL
My commission expires (c> C' (' ??
Pagc 2 of 2
WET [WETLAND] DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
[Wetland maintenance wording Is bracketed. Please modify the document as appropriate.] m r> It 7--
The wet [wetland] detention basin system is d fined as he wet [wetland] detention basin, pretreatment
including forebays and the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
1. 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 permanent pool depth reads W15 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.]
When the permanent pool depth reads l??q•7S feet in the forebay [and micro-pool], the sediment shall
be removed.
BASIN DIAGRAM
(fill in the blanks)
p Permanent Pool Elevation 0
Sediment val EI.Gl •?S 75%
T----------- -- Sediment Removal Elevation 4•1s 75%
Bottom E vation 414 5% \ ----------------- Bottom Elevation (0 t? t 251
FOREBAY
MAIN POND
Page I 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.
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.
11
Print name: `7 TC?y6 ?AOC 1S
Title: f -t-,-V e ? nv-l M r1 M N Cx .-
Address: 30 1 `5 Obc-u c-ff? ST c(-(- R GD-Ere ?-+ C- za Zo Z
Phone: lo4• *>47-• „'Io00
Signature:
Date
/V

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.
7
' a Notary Public for the State of 'ri% r ?'GL
1
Count of/)')()('j,) y do hereby certify that* '
personally appeared before me this day of and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
•'??,,
N D q
BD ?i
%
5?:: moo'
SEAL
My commission expires 1 1 r i
Page 2 of 2
Project Narrative
During construction, measures will be utilized to limit the impacts. These measures include: 1)
the use of siltation barriers and sediment traps; 2) the use of barricades identifying construction
limits such that unnecessary removal of mature trees does not occur; 3) regular inspection and
maintenance during construction; 4) field testing; of soil for petroleum levels; and 5) pre-
construction meetings.
Appropriate sediment and erosion control practices equaling those outlined in the most recent
version of the "North Carolina Sediment and Erosion Control Planning and Design Manual" will
be required as part of the project specifications governing the proper design to comply with
appropriate turbidity water quality standards. Sediment and erosion control measures placed in
waters will be removed and the original grade restored within two months after the Division of
Land Resources has released the project.
The proposed work should not cause degradation of area water quality, and will not permanently
restrict or impede the passage of normal or expected high flows. Efforts were made to perform
the work during periods of no or low flow.
Water Quality
A complete Stornwater Management Permit Application is submitted to DWQ for the project
site. This application will include a completed DWQ Stormwater Management Permit
Application Form, completed NCDENR DWQ 401 Wet Detention Basin Worksheets for each
basin, an Operations and Maintenance Plan for each basin, and complete design calculations for
each basin in anticipation of requirements that may be presented in any future 401 Water Quality
Certification Approval Letters and/or 404 General Permits for the site. These requirements by
DWQ are anticipated to mandate permanent water quality basins to be installed throughout the
planned development as a means of water quality protection for drainage coming off the site into
adjacent streams and wetlands located on the site and ultimately into Coddle Creek, which drains
to the Yadkin River.
The site currently drains to Coddle Creek. Accordingly, as a means of water quality protection,
permanent water quality basins are proposed to be installed at the site. The basins will be located
on both sides of Coddle Creek, in the south central portion of the property of the planned
development.
Geoscience Group will design the system to collect all stornwater run-off draining; from the
post-developed site, including runoff from the proposed Goodman roadway. The network of
stormwater collection and conveyance devices will direct all stormwater to the forebays of the
pernanent water quality basins.
The basins will be designed to collect and treat the stormwater rLuI-off collected and transported
by the stormwater collection system described above. DWQ Standards will be followed in the
design of the three permanent water quality basins. Accordingly, each will be designed as
permanent wet detention basins. These basins shall remove pollutants from the stormwater
runoff. These pollutants include suspended solids and the pollutants attached to them. In
addition, dissolved pollutants, such as nitrates, will also be removed via planted vegetation
within the basins. All basins will be designed to discharge the stormwater at the regulated rates
dictated by DWQ.
----- _
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SCALE: 1" = 50'
.1?F W ATFR Q. Michael F. Easley, Governor
?? ^ (r William G. Ross Jr., Secretary
1 North Carolina Department of Environment and Natural Resources
Alan W. Klimck, P.E. Director
Division of Water Quality
EXPRESS PERMIT REVIEW PROGRAM
Division of Water Quality
Department of Environmental and Natural Resources
401 Oversight/Express Review Permitting Unit
Street Address: 2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604-2260
Mailing Address: 1650 Mail Service Center
Raleigh, NC 27699-1650
Contact Information: Phone #:
Fax #:
Fax To: Scott Gregory
Steve Hoots
Subject: Afton Ridge Shopping Ctr.
Number of pages including cover sheet:
Notes or special instructions:
919-733-0203
919-733-6893
Fax #: [phone]
704-342-9039
Date:-?bef 14 085-
?'t-? 2?, zoo
Z
The original will be sent in the mail. If you have questions, please contact Cynthia Van Der Wiele at
919-715-3473.
401 Oversight/ Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: http://h2o.cnr.state.ne.us/ncsvctlandsh2.cnstatenes/nc%stlands
NorthCarolina
Alatlrra!!y
An Equal Opportunity/Affirmative Action Employer-500% Recycled/10°a Post Consumer Paper
Project Name: Afton Ridge SC
Project No. DWQ 051729
Pond 2
SUBMITTED DESIGN. REQUIRED DESIGN:
elevations 2.2 average depth status
Bottom of Basin (ft) 614
Permanent Pool (ft) 617 3 ft. depth ok
Temporary Pool (ft) 618.17 1.17 ft. depth ok

areas
Permanent Pool SA (sq ft)
12500
12773 sq. ft.
ok
Drainage Area (ac) 14.2 16663 based on avg depth ok
Impervious Area (ac) 11.36 80.0 % -

volumes
Permanent Pool (cu ft) 94500
Temporary Pool (cu ft) 51550 39690 cu. ft. ok
Forebay (cu ft) 29550 31.3 % check forebc

other parameters
SA/DA 3.36 2.07 -
Orifice Diameter (in) 3 0.18 cfs drawdown -
Design Rainfall (in) 1 3.3 day drawdown ok
Linear Interpolation of Correct SA/DA***
3 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 70 1.79 2.341294118 1.08
Project Impervious 80.0 2.07 2.691.26
Next Highest 90 2.34 3.046588235 1.13
3 ft 4
?OF W A TERQ Michael F. Easley, Governor
Secretary
North Carolina Department of Environment and Natural Resources
Alan W. William G Kl.imek, Ross PJr.,.E. Director
O
Division of Water Quality
October 21, 2005
DWQ EXP No. 05-1729
Cabarrus County
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Childress Klein Properties
Attn: Steve Hoots
301 South College Street
Charlotte, NC 28202
Subject Property: Afton Ridge Shopping Center
REQUEST FOR MORE INFORMATION-EXPRESS REVIEW PROGRAM
Dear Mr. Hoots:
On October 10, 2005 the Division of Water Quality (DWQ) received a revised stormwater
management plan application through the Express Review Program. Upon further review, the DWQ has
determined that your application is incomplete and/or provided inaccurate information as discussed
below. The DWQ will require additional information in order to process your application to impact
protected wetland, streams and/or buffers on the subject property.
Please provide the following information so that we may continue to review your project:
1. Item III Project Information notes that the total project area = 161.88 acres, however, the two
drainage areas do not add up to this total. You must treat stormwater for the entire project;
please account for this difference.
2. The last paragraph of the Project Narrative notes the design of three permanent water quality
basins. The application package you have sent has provided details on two basins. Please
explain this discrepancy.
3. Please redesign Pond Number 2 to retain water for a longer period. The drawdown period is
too brief and must be extended at least 12 more hours.
Please respond within five (5) days of the date of this letter by sending three (3) sets of this
information to me in writing. The Express Review Program is a process that requires all parties to
participate in a timely manner.
This letter only addresses the application review and does not authorize any impacts to wetlands,
waters or protected buffers. Please be aware that any impacts requested within your application are not
authorized (at this time) by the DWQ. Please call Cynthia Van Der Wiele at [phone] if you have
any questions regarding or would like to set up a meeting to discuss this matter.
incere
yndi Karoly,
401 Oversighersight/Express Review Permitting Unit
CBK/cvdty
cc: USACE Asheville Regulatory Field Office
Barry Love, DWQ Mooresville Regional Office
File Copy
Central Files
Scott Gregory, GeoScience, Inc., 500-K Clanton Rd., Charlotte, NC 28217
401 Oversight/ Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone]/ FAX [phone]/ Internet: http://h2o.enr.state.nc.us/ncwetlands
N?otr`? Carolina
AValura!!y
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
f.
D`:VQ EXP 05-1729 Afton Ridge Shopping Center
Subject: DWQ EXP 05-1729 Afton Ridge Shopping Center
From: Laurie Dennison <[e-mail]>
Date: Mon, 24 Oct 2005 07:48:23 -0400
To: [e-mail]
Please see attached the Division of Water Quality's request for more information
related to your recent application. Please note that this message is being forwarded
to you electronically so that you may expedite preparation of your response. Please
do not send your response as a reply to this e-mail or via fax. The hard copy is
being sent via US Mail. All response correspondence is to be mailed via hard copy to
the 401 oversight and Express Permits Unit, 2321 Crabtree Blvd., Raleigh, NC, 27604
unless otherwise noted.
051729AftonRidgeSC(Cabarrus)EXP+hold2.doe
Content-Type: application/msword
Content-Encoding: base64
1 of 1 10/24/2005 7:49 AM
Project Name: Afton Ridge SC
Project No. DWQ 051729
Pond 2
SUBMITTED DESIGN: REQUIRED DESIGN.
elevations 2.2 average depth status
Bottom of Basin (ft) 614
Permanent Pool (ft) 617 3 ft. depth ok
Temporary Pool (ft) 618.17 1.17 ft. depth ok
areas
Permanent Pool SA (sq ft)
42500
12773 sq. ft.
ok
Drainage Area (ac) 14.2 16663 based on avg depth ok
Impervious Area (ac) 11.36 80.0 % -

volnnnes
Permanent Pool (cu ft) 94500
Temporary Pool (cu ft) 51550 39690 cu. ft. ok
Forebay (cu ft) 29550 31.3 % check forebc
other parameters
SA/DA 3.36 2.07 -
Orifice Diameter (in) 4 0.32 cfs drawdown -
Design Rainfall (in) 1 1.9 day drawdown check draws
Linear Interpolation of Correct SAIDA***
3 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 70 1.79 2.341294118 1.08
Project Impervious 80.0 2.07 2.69! 1.26
Next Highest 90 2.34 3.046588235 1.13
3 ft 4
Project Name: Afton Ridge SC
Project No. DWQ 051729
Pond 1
SUBMITTED DESIGN: REQUIRED DESIGN.
elevations 5.6. average depth status
Bottom of Basin (ft) 610
Permanent Pool (ft) 616 6 ft. depth ok
Temporary Pool (ft) 618.88 2.88 ft. depth ok
areas
Permanent Pool SA (sq ft)
102366
100746 sq. ft.
ok
Drainage Area (ac) 112 -2521 based on avg depth ok
Impervious Area (ac) 89.6 80.0 % -
vohunes
Permanent Pool (cu ft) 568720
Temporary Pool (cu ft) 313051 313051 cu. ft. check tempo
Forebay (cu ft) 195300 34.3 % check forebe
other parameters
SA/DA 2.1 2.07 -
Orifice Diameter (in) 5 0.79 cfs drawdown -
Design Rainfall (in) 1 4.6 day drawdown ok
Linear Interpolation of Correct SVDA***
6 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 70 1.79 -0.024583162 1.08
Project Impervious 80.0 2.07 -0.01 i 1.26
Next Highest 90 2.34 0.014266651 1.13
3 ft 4
AFTON RIDGE SHOPPING CENTER
KANNAPOLIS, NORTH CAROLINA
GEOSCIENCE PROJECT NO. CH04.0387. CV
BMP CALCULATIONS
September 23, 2005
Prepared By:
500 Clanton Road, Suite K
Charlotte, North Carolina 28217
Phone [phone] FacsimIIe [phone]

? DWQ STORMWATER MANAGEMENT
' PLAN REVIEW

r

BMP#1
F @ 1E oe[*? D5
SEP 3 0 2005
DENR - WATER QUALITY
V,riLANDSN''+D STOiIViATER ERAINCIi

J

Project No. DWQ (to be provided by DWQ)
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: AI'TdM F-/D6,6
Contact Person: -2C,,rf U7-0boP-?t Phone Number: ('70Q ) Sz5 - 7-003
For projects with multiple basins, specify which basin this worksheet applies to: gYn P -t? I
Basin Bottom Elevation
Permanent Pool Elevation
Temporary Pool Elevation
to t o ft.
(at (o ft.
6111, , g$ 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 10 Z) 3 4, (o sq. ft. (water surface area at permanent pool elevation)
Drainage Area t L Z ac. (on-site and off-site drainage to the basin)
Impervious Area L(o ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume 56 %1Z?) cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume l , o S t cu. ft. (volume detained on top of the permanent pool)
Forebay Volume l`1 5) ?,OD cu. ft.
SAIDA used -?--I (surface area to drainage area ratio)
Diameter of Orifice S 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. I fa requirement has not been met, attach an explanation of
why.
l

L

Annlicants Initials
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.
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.
G A site specific operation and maintenance (O&M) plan is provided.
c
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 stone 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
e
Ti7 51 F
Ci% ?r'n v
I l D Z ? L-
-------- ---
-------- -------------- -
(p/D
VOL
- (i o,??? `??? ?v> = ?, ?? ?G ?-r
---- -- -- 3 40S I
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1?8,z?S,z J

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era {5 Z:?-47
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Sheetl
Calculate Pre-Tc BMP #1

First 300'sheet flow grass) manning's n for sheet flow(table 3.1 TR-55)
_-i i smooth surfaces(conc.,asphalt, ravel, or bare soil 0.011
Head= 2.00 Fallow no residue 0.05
annings= 0.24 '
m Cultivated Soils
_
P2= 3.12 in Residue cover <20% 0.06
- ------ ------
Length= 300 ft
!Residue Ccover>20%
0.17
So=H/L= 0.007 ft/ft
Eqn 3.3 TR55 Grass
Tt=0.007 nL ^0.8/P^.5'So^.4 Short rass raire
' 0.15
Tt= 0.90 hr Dense
grass 0.24
Bermuda grass 0.41
Shallow Concentrated Flow
Range 0.13
L= 1587 ft
h=1 84?ft- - Woods
s=; 0.053 ft/ft
V=16.1345 s ^0.5 Light underbrush
Dense underbrush 0.4
0.8
V= 3.712 fps
T=L/(3600V 3.15)= 0.119 hr.

Compute travel time Tc=Tt1 + T t2.... Tn
Tc= 1.019 hr.= 61.14 min.

--- - --a - - - -- - - -- =- -

I
I I
6/29/2005

L

L
1
r
r
1-1
1

L
Sheet1
Calculate Post-Tc BMP #1

First 100' manning's n for sheet flow(table 3.1 TR-55
smooth surfaces(conc.,asphalt, gr avel, or bar e soil) 0.011
Head= 2.00 Fallow no residue) 0.05
mannin s= 0.24 Cultivated Soils
P2= 3.12 in Residue cover <20% 0.06
Length= 100 ft Residue Ccover>20% 0.17
So=H/L= 0.020 ft/ft
Eqn 3.3 TR55 _ Grass
Tt=0.007 nL ^0.8/P^.5*So^.4 Short grass raire 0.15
Tt= 0.24 hr Dense grass 0.24
Bermuda grass 0.41

Shallow Concentrated Flow Range 0.13

L= 0 ft Woods
h= 0.000 ft Light underbrush 0.4
s= 0.026 ft/ft Dense underbrush 0.8
_ _
V
=16.1345(s ^0.5
_
V= 2.60 fps
T=U 3600V = 0.00 hr.

length 3500 ft culverts flowing full
L= 3500 ft
h= 62 , , ft
V = [0.59/n D^.66s^.5

pipe= 30 in
- ----- - n= 0.012
S= 0.01 ft/ft

V= 9.08 fps

T=U 3600V 3.15 = 0.11 hr.

------ - -
Compute travel time
Tc=Tt1 + T
t2.... Tn
Tc= 0.348 hr.= 20.88 min.

6/29/2005
s
t
Prepared by G. SCOTT GREGORY 8/30/2005
PROJECT: BMP 1 Water Quality Volume
DESCRIPTION:
DEVELOPMENT OF STAGE-STORAGE CURVE-PROP. DETN. BASIN
OBJECTIVE: TO ILLUSTRATE THE DEVELOPMENT OF THE STAGE-
STORAGE FUNCTION FOR THIS SITE.
BACKGROUND: THE STAGE-STORAGE FUNCTION RELATES THE ELEVATION
OF THE WATER SURFACE (STAGE) TO THE VOLUME OF THE
WATER STORED (STORAGE).
STAGE-STORAGE EQUATION:
S = Ks*Z^b
S = STORAGE (ft^3)
Z = STAGE (ft)
Ks & b = CONSTANTS FOR PARTICULAR SITE
VOLUME COMPUTATIONS:
COMPUTATION OF ACTUAL STORAGE VOLUME BASED ON CONTOURS
USING AVERAGE END METHOD.
CONTOUR CONTOUR INCREMENTAL ACC. STAGE ACC.
ELEV.(ft) AREA(ft^2) STORAGE(ft^3) STORAGE(ft^3) (ft) STORAGE(ac.ft)
616 109200 0
223800 223800 5.14
618 114600 2
234750 458550 10.53
620 120150 4
245950 704500 16.17
622 125800 6
127250 831750 19.09
623 128700 7
SOLVING FOR CONSTANTS Ks & b:
SELECT EXISTING VALUES TO MODEL CONSTANTS BY.
Prepared by G. SCOTT GREGORY 8/30/2005
Z1 = 2
Z2 = 7
S1 = 223800
S2 = 831750
b = (In(S2/S1))/(In(Z2/Z1))
b = 1.05
Ks = S2/Z2^b
Ks = 108245.20
VALIDATION OF STAGE STORAGE FUNCTION:
ACTUAL ACTUAL COMPUTED COMPUTED
STORAGE STAGE STORAGE STAGE
S(ft^3) Z(ft) S(ft^3) Z(ft)
223800.00 2 223800.00 2.00
458550.00 4 462712.82 3.97
704500.00 6 707683.06 5.97
831750.00 7 831750.00 7.00
0.00 0 0.00 0.00
0.00 0 0.00 0.00
...THEREFORE THE STAGE STORAGE FUNCTION IS ADEQUATE
Prepared by G. SCOTT GREGORY 8/30/2005
PROJECT: BMP 1 Perm. Pool Volume
DESCRIPTION:
DEVELOPMENT OF STAGE-STORAGE CURVE-PROP. DETN. BASIN
OBJECTIVE: TO ILLUSTRATE THE DEVELOPMENT OF THE STAGE-
STORAGE FUNCTION FOR THIS SITE.
BACKGROUND: THE STAGE-STORAGE FUNCTION RELATES THE ELEVATION
OF THE WATER SURFACE (STAGE) TO THE VOLUME OF THE
WATER STORED (STORAGE).
STAGE-STORAGE EQUATION:
S = Ks*Z^b
S = STORAGE (ft^3)
Z = STAGE (ft)
Ks & b = CONSTANTS FOR PARTICULAR SITE
VOLUME COMPUTATIONS:
COMPUTATION OF ACTUAL STORAGE VOLUME BASED ON CONTOURS
USING AVERAGE END METHOD.
CONTOUR CONTOUR INCREMENTAL ACC. STAGE ACC.
ELEV.(ft) AREA(ft^2) STORAGE(ft^3) STORAGE(ft^3) (ft) STORAGE(ac.ft)
610 65080 0
137480 137480 3.16
612 72400 2
169660 307140 7.05
614 97260 4
177520 484660 11.13
616 80260 6
OutFlows
Orifice Size in Elev
5.00 616.00 A= 0.136
Q=.65a(2gh)^.5 h measured from = 616.21
Orifice Size(in) Elev
0.0 0.00 A= 0.000
Q=.65a(2gh)^.5 h measured from = 0.00
Opening(H x L (ft)) Elev
1 x 4.0 618.75
A= 4.00
Q=.65a(2gh)^.5 h measured from = 619.25
Q=3L(h)^312 h measured from = 618.75
Box Elev
8.00 ft. 8.00 ft. 621.50
Q=3L(h)^3/2 L= 32.00
Q=.65a(2gh)^.5 A= 64.00
h measured from = 621.50
Elev orifice l orifice 2 Opening compare Controling Box OrificeVs Weir Totals Elev
orifice weir Orifice Elev. Opening orifice weir min.flow Cfs
616.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 616.00
617.00 0.63 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.6 617.00
618.00 0.95 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.0 618.00
619.00 1.19 0.00 0.00 1.50 1.50 0.00 0.00 0.00 0.00 2.7 619.00
620.00 1.38 0.00 18.07 16.77 0.00 16.77 0.00 0.00 0.00 18.2 620.00
621.00 1.56 0.00 27.60 40.50 0.00 27.60 0.00 0.00 0.00 29.2 621.00
622.00 1.71 0.00 34.60 70.31 0.00 34.60 236.06 33.94 33.94 70.3 622.00
622.50 1.78 0.00 37.61 87.14 0.00 37.61 333.84 96.00 96.00 135.4 622.50
623.00 1.85 0.00 40.40 105.14 0.00 40.40 408.87 176.36 176.36 218.6 623.00
623.50 1.92 0.00 43.01 124.23 0.00 43.01 472.12 271.53 271.53 316.5 623.50
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
o.o0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
o.oo o.o0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
8/30/2005
*ffx*f#r**i*trrfr***itr#fftrr:##ftrtff #r# *iiit#x««**itffk«x*****#i•tf
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*
' FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGI
* JUN 1998 * * HYDROLOGIC ENGINEERING
* VERSION 4.1 * * 609 SECOND STREET
t * * DAVIS, CALIFORNIA 95
RUN DATE 30AUG05 TIME 09:57:12 +
+ * [phone]
r
x*«trt+«xi*##rttr«+«t*+«#rtftfffrrrtfr #r#r«**#t###*+??##•r##+#x**#

X X XX}SXXXX XXXXX X
X X X X X XX
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X X X X X
X X X X X X
X X XXXX}O x XXXXX XXX
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTMI77 VERSIO
SINGLE EVENT DAMAGE CALCULATION,
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE DSS:WRITE STAGE FREQUENCY,
,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
L

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fR#*ffRR***tif#***#RR#*#Rf *##RRRR**f####R
# FLOOD HYDROGRAPH PACKAGE (HEC-1) *
+ JUN 1998
* VERSION 4.1
IRUN DATE 29AUG05 TIME 15:40:52
*
*wRt#ff#tf###*#*#***#f#R*****###f#iiiiff#

x x xxxxx xx xxxxx x
x x x x x xx
x x x x x
xxxx xxx xxxx x xxx xx x
x x x x x
x x x x x x
x x xxxxx xx xxxxx xxx
####ff###f t*#itt**###tf t#k**
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
+ DAVIS, CALIFORNIA 95
* [phone]
#
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 K240WN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSIO
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM

HEC-1 INPUT
LINE ID ....... 1 ....... 2.. ..... 3. ...... 4.. ..... 5 ....... 6 ....... 7 ....... 8....... 9...... 10
1 ID BMP #1
2 ID Detention Pond -- 2 Year Storm Pre-deve loped
3 ID GEOSCIENCE GROUP, INC.
' 4 IT 1 0 0 360
5 IO 5 0 0
6
7 KK
KM RUNOFF
2 FROM
YEAR AREA
8 PH 0 0 0.42 0.83 1.45 1.76 1.95 2.28
9 KM 10 YEAR
10 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72
11
12 KM
KM 25
0 YEAR
0
0.68
1.47
2.76
3.4
3.75
4.38
13 KM 50 YEAR
14 KM 0 0 0.75 1.62 3.05 3.78 4.20 4.92
15 KM 100 YEAR
16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34
' 17 KO 0
18 BA 0.175
19 LS 0 79
20 UD 0.61
21 ZZ

[1

1

J
PAGE 1

tf*R**f#****f if****+*#*##*#ii#iRff*i*##}i
f? R
* FLOOD HYDROGRAPH PACKAGE (HEC-1) *
* JUN 1998
* VERSION 4.1
* #
•?RUN DATE 29AUG05 TIME 15:40:52
}

BMP #1
' Detention Pond -- 2 Year Storm Pre-developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
' IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
' NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
e NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 HOURS
' ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
' FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
it#R*k##**f**if####*RRRRfk*i
*
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
*. *** *** *** R## ### *** *** *** *** f** *+* *** *** *** *** *** *** *** *** *** **+ *** *** *** *** *** *** *** ***

6 KK * RUNOFF * FROM AREA
# #
7 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
.. UE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000

OPERATION STATION
HYDROGRAPH AT RUNOFF
NORMAL END OF HEC-1 ***
i
1
i
i
I
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME
FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX S
55. 3.75 12. 12. 12. .17
f###irf#xRtrrf*+##rf#tff+t##r++ff*f *A**xR
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* FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSION 4.1
RUN DATE 29AUG05 TIME 15:41:45
t
r rrf#*#rrrrf##Rirr:##r+tr##+##xx+xx#xxx
L
I
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X X XXXXXXX
X X X
X
XXXX X
XXX X
XXXX
X X X
X X X
X X XXXXXXX
XXXXX X
X X XX
X X
X XX XXX X
X X
X X X
XXXXX XXX
*
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
*
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSIO
1 NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
?I
1
1

HEC-1 INPUT
LINE ID ....... 1 ....... 2....... 3. ...... 4. ...... 5 ....... 6 ....... 7 ....... 8....... 9...... 10
1 ID SMP #1
2
3 ID
ID Prop.Detention
GEOSCIENCE GROUP, Pond --
INC. 10 YEAR STORM Pre-developed
' 4 IT 1 0 0 360
5 IO 5 0 0
' 6
7 KK
KM RUNOFF
2 FROM
YEAR AREA
8 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28
9 KM 10 YEAR
10 PH 0 0 0.59 1.26 2.36 2.9 3.21 3.72
' 11
12 KM
KM 25
0 YEAR
0
0.68
1.47
2.76
3.4
3.75
4.38
13 KM 50 YEAR
14 KM 0 0 0.75 1.62 3.05 3.78 4.20 4.92
15 KM 100 YEAR
16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34
17 KO 0
18 BA 0.175
19 LS 0 79
20 UD 0.61
' 21 ZZ

11

PAGE 1

#R*#**ffR*ti*f*i***#if**R******#*ftfftti*
t' f
* FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSION 4.1
*
IRUN DATE 29AUG05 TIME 15:41:45
*
f**fffA**t4fiifi#it*f***fft*ff*ff*tttttf*

BMP #1
Prop.Detention Pond -- 10 YEAR STORM Pre-developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
#
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
R
tf if***fR#iRitt***##*#*#*kRf
*I *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
t fiik*#**#fff*•
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6 KK * RUNOFF *
* * FROM AREA
if******Rif Rff
7 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
UE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000

`' ,III
r
n
n

OPERATION STATION
HYDROGRAPH AT RUNOFF
NORMAL END OF HEC-1
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLAW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME
FLOW PEAK G-HOUR 24-HOUR 72-HOUR AREA STAGE MAX S
143. 3.70 31. 31. 31. .17
fit#f#iff#xxt#tififfx#iiffff tff if i#fff*tx
* FLOOD HYDROGRAPH PACKAGE (HEC-1)
•, i
• JUN 1998
* VERSION 4.1
i t
RUN DATE 30AUG05 TIME 10:45:31
# •
f# ##tff#ff#ittf iffftxt#fttiitf iiiiffff#t

X x Xxxxx xx xxx xx
x x x x x
x x x x
xxxx xxx xxxx x
x x x x
x x x x x
x x xxxxx xx xx xxx
x
xx
x
xxxxx x
x
x
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tttiffttifftf tt##txttttxt#if
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* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
f
f iffttiff#*fitif*tf tffiff##*
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSIO
' NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM

HEC-1 INPUT
LINE ID ....... 1 ....... 2....... 3.. ..... 4.. ..... 5 ....... 6 ....... 7 ....... 8....... 9...... 10
1 ID BMP #1
2
3 ID
ID Prop.Pond 2 yr.
GEOSCIENCE GROUP, Storm Poat-Developed
INC.
t 4 IT 1 0 0 360
5 IO 5 0 0
6
7 KK
KM RUNOFF
2 FROM AREA
YEAR
8 PH 0 0 0.42 0.83 1.45 1.76 1.95 2.28
9 KM 10 YEAR
10 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72
11
12 KM
KM 25
0 YEAR
0 0.68
1.47
2.76
3.4
3.75
4.38
13 KM 50 YEAR
14 KM 0 0 0.75 1.62 3.05 3.78 4.20 4.92
15 KM 100 YEAR
16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34
17 BA 0.175
18 LS 0 94
19 UD 0.21
20 KK Spillway Routing
t 21 KM
22 KO 0
23 RS 1 ELEV 616
24
25 SV
SE 0
616 5.14 10.53
618 620 16.17
622 19.09
623
26 SQ 0 0.6 1 2.7 18.2 29.2 70.3 135.4 218.6 316.:
27 SE 616 617 618 619 620 621 622 622.5 623 623.5
28 ST 624 200 3 1.5
29 ZZ

1
n-

l
I
s

PAGE 1
f
#RRRRR#***iff Rf##***if *RiRfRRR#RiiRRRRiRf
}' R
* FLOOD HYDROGRAPH PACKAGE (HEC-1) •
* JUN 1998
* VERSION 4.1
i
)RUN DATE 30AUG05 TIME 10:45:31
R#***#fR#Ri#iRR#*iifiRiRf Rf*ifii*iff#f

BMP #1
Prop.Pond 2 yr. Storm Post-Developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIM E DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME
ICENT 0559
19 ENDING TIME
CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL T IME BASE 5.98 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
?UE EXCEEDS TABLE IN LOGLOG
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE-FEET
ACRES
DEGREES FAHRENHEIT
.01667 .01667
6.00000
#
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
• 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
#
**fiiifR*R##***#if##i*tiRffR
*? iRR f## #** #ii iRi iff Rf# Rif ffi ##* *** #*R *** ##* *** i*R RiR RR# ### RR# ##i *** RRR *i# *RR R** #*f *#f *fi
*Ri*Ri##i**R##
# #
?0 KK * * Spillway Routing
# *
?22 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE

RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN
OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA
HYDROGRAPH AT RUNOFF 263. 3.22 31. 31. 31. .17
ROUTED TO 23. 4.35 9. 9. 9. .17
MAXIMUM TIME
STAGE MAX S
620.42 4

PLAN 1 .... ...........
1
RATIO
OF
PMF
1.00

*** NORMAL END OF HEC-1 ***

1

1

i
1

!

1
1
SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 616.00 624.00 624.00
STORAGE 0. 22. 22.
OUTFLOW 0. 414. 414.
MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF
RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS
620.42 .00 12. 23. .00 4.35 .00
tttk#iiffff****if Rfff*#i**ii*i#*iff####fR
*' f
* FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
+ VERSION 4.1
# +
JRUN DATE 30AUG05 TIME 10:46:05
Rt#tit*RR#¦##f#RRR#R#ttfRtRt##ft*ti*it

*
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
#
x x xxxxxxx xxxxx x
x x x x xx
x x x x x x
xxxxxxx xxxx x xxxxx x
x x x x x
x x x x x x
x x xxxxxxx xxxxx xxx
1 THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSIO
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
e
C
u

a
J
1
F
r

0
H
HEC-1 INPUT
LINE ID ....... 1 ....... 2....... 3.. ..... 4....... 5 ....... 6 ....... 7 ....... 8....... 9...... 10
1 ID BMP #1
2
3 ID
ID Prop.Pond 10 yr.
GEOSCIENCE GROUP, Storm Post-Developed
INC.
4 IT 1 0 0 360
5 IO 5 0 0
6
7 KK
KM RUNOFF
2 FROM AREA
YEAR
8 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28
9 KM 10 YEAR
10 PH 0 0 0.59 1.26 2.36 2.9 3.21 3.72
11
12 KM
KM 25
0 YEAR
0 0.68
1.47
2.76
3.4
3.75
4.38
13 KM 50 YEAR
14 KM 0 0 0.75 1.62 3.05 3.78 4.20 4.92
15 KM 100 YEAR
16
17 KM
BA 0
0.175 0 0.83 1.78 3.34 4.12 4.56 5.34
18 LS 0 94
19 UD 0.21
20 KK Spillway Routing
21 KM
22 KO 0
23 RS 1 ELEV 616
24
25 SV
SE 0
616 5.14 10.53
618 620 16.17
622 19.09
623
26 SQ 0 0.6 1 2.7 18.2 29.2 70.3 135.4 218.6 316.5
27 SE 616 617 618 619 620 621 622 622.5 623 623.5
28 ST 624 200 3 1.5
29 ZZ
C

E

PAGE 1

}tf*iif tf t*}}fffff tfi####f tfttttf Rf*Rt*i*
+ ' #
+ FLOOD HYDROGRAPH PACKAGE (HEC-1)
+ JUN 1998
+ VERSION 4.1
* *
JRUN DATE 30AUG05 TIME 10:46:05
**ft*#**R******f#*}ffffitf lilt********
#f #t***#ff t**#if#fffff #ffR##
+ U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
+ 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
*
1
BMP #1
Prop.Pond 10 yr. Storm Post-Developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
' IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
' IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
' NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 HOURS
' ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
"IUE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000
ft* #** *#f #ff **f **# *f# **# tf* *** *** *** *** *f# fff *** *** *** *** *f* *#* *** *}f **# **f #*t *** *** *** ***
fff******f RtfR
*
?0 KK * * Spillway Routing
t f
*f**ff*i******
22 KO OUTPUT CONTROL VARIABLES
1 IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE

L
v

RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN
OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA
HYDROGRAPH AT RUNOFF 444. 3.22 57. 57. 57. .17
ROUTED TO 140. 3.65 30. 30. 30. .17
MAXIMUM TIME
STAGE MAX S
622.53 3

PLAN 1 ... ............

RATIO
OF
PMF
1.00

*** NORMAL END OF HEC-1 *?•

e
t

t

e

t

SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 616.00 624.00 624.00
STORAGE 0. 22. 22.
OUTFLOW 0. 414. 414.
MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF
RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS
622.53 .00 18. 140. .00 3.65 .00
*##R*****R4iRf***Rf rf **************fRitfi
* FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSION 4.1
f
IRUN DATE 30AUG05 TIME 10:44:04
t**ffrrit#**f##ir*f*t*f rrrfrrrrriftrit
#fffr***f iit**ff#rif lrrr iR**
*
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
t**#ffii**iir#tR##f******f Rt
1
X X xxxxxxx xxxxx x
x x x xx
a XXX x x
xxxxxxx xxxx x xxxxx x
x x x x x
x x x x x x
x x xxxxxxx xxxxx xxx
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECSKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSIO
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
r

a

J
0

t
HEC-1 INPUT
LINE ID. ...... 1 ....... 2....... 3.. ..... 4....... 5 ....... 6 ....... 7 ....... 8....... 9...... 10
1 ID BMP #1
2
3 ID
ID Prop.Pond 50 yr.
GEOSCIENCE GROUP, Storm Post-Developed
INC.
4 IT 1 0 0 360
5 IO 5 0 0
6
7 KK
KM RUNOFF
2 FROM AREA
YEAR
8 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28
9 KM 10 YEAR
10 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72
11
12 KM
KM 25
0 YEAR
0 0.68
1.47
2.76
3.4
3.75
4.38
13 KM 50 YEAR
14 PH 0 0 0.75 1.62 3.05 3.78 4.20 4.92
15 KM 100 YEAR
16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34
17 BA 0.175
18 LS 0 94
19 UD 0.21
20 KK Spillway Routing
21 KM
22 KO 0
23 RS 1 ELEV 616
24
25 SV
SE 0
616 5.14 10.53
618 620 16.17
622 19.09
623
26 SQ 0 0.6 1 2.7 18.2 29.2 70.3 135.4 218.6 316.5
27 SE 616 617 618 619 620 621 622 622.5 623 623.5
28 ST 624 400 3 1.5
29 ZZ
F,
L

E

J
1
e

PAGE 1
t

* #
* FLOOD
? HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSION 4.1
* *
RUN DATE 30AUG05 TIME 10:44:04
*

BMP #1
Prop.Pond 50 yr. Storm Post-Developed
GEOSCIENCE GROUP, INC.
5 10 OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1
IDATE 1 0 MINUTES IN COMPUTATION INTERVAL
STARTING DATE
ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
?UE EXCEEDS TABLE IN LOGLOG
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE-FEET
ACRES
DEGREES FAHRENHEIT
.01667 .01667
6.00000
f##*itif«t#**itf #fffffiff4**
f
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
f

f #
?0 KK * * Spillway Routing
f #
?2 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
J

t

RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN
OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA
HYDROGRAPH AT RUNOFF 590. 3.22 79. 79. 79. .17
ROUTED TO 310. 3.47 51. 51. 51. .17
MAXIMUM TIME
STAGE MAX S
623.47 3

PLAN 1 .... ...........

RATIO
OF
PMF
1.00

*** NORMAL END OF HEC-1 ***

1

1
SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 616.00 624.00 624.00
STORAGE 0. 22. 22.
OUTFLOW 0. 414. 414.
MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF
RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS
623.47 .00 20. 310. .00 3.47 .00
- Am 6?-foe-
Fj = (oZ,q Cv? sb 6 z4- 610) =4 -5, 1
FGj ? I'5 (45,, oo ) = (6, oD0 ---&
(O?( crop = ?-Z, (z)Ci3o - 6'Z.4)
? Cv((,t 0oo
?( = Z Z
Worksheet
Worksheet for Circular Channel
Project Description
Worksheet Circular Channel
Flow Element Circular Channel
Method Manning's Formu
Solve For Channel Depth
Input Data
Mannings Coeffic 0.012
Slope 005000 ft/ft
Diameter 72 in
Discharge 310.00 cfs
Results
Depth 4.69 ft
Flow Area 23.7 ft'
Wetted Perime 13.03 ft
Top Width 4.95 ft
Critical Depth 4.81 ft
Percent Full 78.2 %
Critical Slope 0.004767 ft/ft
Velocity 13.06 ft/s
Velocity Head 2.65 ft
Specific Energ, 7.35 ft
Froude Numbe 1.05
Maximum Disc 348.96 cfs
Discharge Full 324.40 cis
Slope Full 0.004566 tuft
Flow Type supercritical
Project Engineer. Scott Gregory
untitled.fm2 Geoscience Group, Inc FlowMaster v6.0 [614b]
08/30/05 10:55:51 AM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

I DWQ STORMWATER MANAGEMENT

PLAN REVIEW
BMP # 2

t Project No. DWQ (!o be prnvided by 1.) iV(7)
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'TOt-t pi ?L
r

1

Contact Person: 4 e0< Phone Number: (4t* ) 5L5- ?-003
For projects with multiple basins, specify which basin this worksheet applies to: (5M P 0- Z
Basin Bottom Elevation (,(q ft.
Permanent Pool Elevation L7 ft.
Temporary Pool Elevation h ( 9, V7 ft.
Permanent Pool Surface Area g2, 50'D sq. ft.
Drainage Area IA,-I- ac.
Impervious Area 1 1,3 t7 ac.
Permanent Pool Volume q4, 5 b-D cu. ft.
Temporary Pool Volume 51, 55t, cu. ft.
Forebay Volume -Zq, 55D cu. ft.
SA/DA used "77 , 36,
Diameter of Orifice h in.
(average elevation of the floor of the basin)
(elevation of the orifice invert out)
(elevation of the outlet structure invert 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)
H. 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.
1

r

e
he temporary pool controls runoff from the 1 inch storm event.
he basin length to width ratio is greater than 3:1.
he basin side slopes are no steeper than 3:1.
submerged and vegetated perimeter shelf at less than 6:1 is provided.
egetation to the permanent pool elevation is specified.
,n emergency drain is provided to drain the basin.
he permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
he temporary pool draws down in 2 to 5 days.
he forebay volume is approximately equal to 20% of the total basin volume.
ediment storage is provided in the permanent pool.
,ccess is provided for maintenance.
minimum 30-foot vegetative filter is provided at the outlet.
site specific operation and maintenance (O&M) plan is provided.
vegetation management/mowing schedule is provided in the O&M plan.
emi-annual inspections are specified in the O&M plan.
debris check is specified in the O&M plan to be.performed after every storm event.
specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
., responsible party is designated in the O&M plan.
09/97 Page I of I
FORM SWG 100
D
_o E M

2,V'D,,?,

`f Z' 5C)D +-7Z
D, 0,;
1- 0 0 T - --
t?
TUB (+? ? ? V C L . ? ? \? ?, ? ? ? I Z I ? Z = I ? I J ----------
¦ b, 1, 0(, IL - 4-?-, 5-D

.¦ (p t ?) t

- --- -- ------ - -------
-----
-- -- - ----------

-
--

'5D 0
- ---------

-
------- --- -

-- - C1------ , Z SO - _ ` 5 5 C> f---I 0 (L --

10
s-

U-r
- - ---------
?j-?
pz - - -
n --? -----
Z - ?' ?- z ?- ---- -- -- --
? r c
q-7

t
i
I
s

C
L
H2

s
1

C
Calculate re Tc
First 300' manning's n for sheet flow(table 3.1 TR-55)
smooth surfaces conc.,as halt, gravel, or bare soil) 0.011
Head= 11.00 Fallow no residue) 0.05
mannin s= 0.24 Cultivated Soils
P2= 3.12 in Residue cover <20% 0.06
Length= 300 ft
.
. Residue Ccover>20% 0.17
...
......
..
So=H/L= 0.037
ft/ft
Eqn 3.3 TR55 Grass
Tt=0.007(nL ^0.8/P^.5*So^.4 Short grass praire 0.15
Tt= 0.46 hr Dense grass 0.24
Bermuda grass 0.41
Shallow Concentrated Flow
Range 0.13
L= 600 ft
h= 47 ft Woods
s= 0.078 ft/ft Li ht underbrush 0.4
V=16.1345 (S)AO .5 Dense underbrush 0.8
V= 4.516 fps
T=U 3600V (3.15)= 0.037 hr.

Open Cha nnel Flow assume flow 90 cfs
L= 400 ft
h= 14 ft
V = 1.49 R ^2/3 S 1/2 /n 3.25

from analysis of channel r =a/ = 1.3
S= 0.03 ft/ft
n= 0.04
V= 1.49 R ^2/3 S )1/2]/n= 7.68 fps

T=U 3600V (3.15)= 0.014 hr.

Compute travel time Tc=Tt1 + T t2.... Tn
Tc=

Compute travel time Tc=Tt1 + T t2.... Tn
Tc=

0.507 hr. 30.39 min.
Developed by: Scott Gregory
8/30/2005

Sheet1
Calculate Post-Tc BMP y

First 100' mannin 's n for sheet flow(table 3.1 TR-55)
smooth surfaces(conc.,as halt, ravel, or bare soil) 0.011
Head= 2.00 Fallow(no residue) 0.05
mannin s= 0.24 Cultivated Soils
P2= 3.12 in Residue cover <20% 0.06
Length= 100 ft Residue Ccover>20% 0.17
So=H/L= 0.020 ft/ft
E n 3.3 TR55 Grass
Tt=0.007 nL ^0.8/P^.5"So^.4 Short grass raire 0.15
Tt= 0.24 hr Dense grass 0.24
Bermuda grass 0.41

Shallow Concentrated Flow Range 0.13

L= 0 ft Woods
h= 0.000 ft Light underbrush 0.4
S= 0.026 ft/ft Dense underbrush 0.8
V=16.1345 s ^0.5
V= 2.60 fps
T=U 3600V = 0.00 hr.

Pi
12- es
length 1050 ftculverts flowing full
L= 1050 ft
h= 30 ft
V = 0.59/n DA .66s^.5

pipe= 30 in
n= 0.012
S= 0.01 ft/ft

V= 9.08 fps

T=V 3600V (3.15)= 0.03 hr.

Compute travel time Tc=Ttl + T t2.... Tn
Tc= 0.273 hr.= 16.38 min.

8/30/2005
Prepared by G. SCOTT GREGORY 8/30/2005
PROJECT: BMP 2 Perm. Pool Volume
DESCRIPTION:
DEVELOPMENT OF STAGE-STORAGE CURVE-PROP. DETN. BASIN
OBJECTIVE: TO ILLUSTRATE THE DEVELOPMENT OF THE STAGE-
STORAGE FUNCTION FOR THIS SITE.
BACKGROUND: THE STAGE-STORAGE FUNCTION RELATES THE ELEVATION
OF THE WATER SURFACE (STAGE) TO THE VOLUME OF THE
WATER STORED (STORAGE).
STAGE-STORAGE EQUATION: S = Ks*Z^b
S = STORAGE (ft^3)
Z = STAGE (ft)
Ks & b = CONSTANTS FOR PARTICULAR SITE
VOLUME COMPUTATIONS:
COMPUTATION OF ACTUAL STORAGE VOLUME BASED ON CONTOURS
USING AVERAGE END METHOD.
CONTOUR CONTOUR INCREMENTAL ACC. STAGE ACC.
ELEV.(ft) AREA(ft^2) STORAGE(ft^3) STORAGE(ft^3) (ft) STORAGE(ac.ft)
614 26100 0
56700 56700 1.30
616 30600 2
37800 94500 2.17
617 45000 3
Prepared by G. SCOTT GREGORY 8/30/2005
PROJECT: BMP 2 Water Quality Volume
DESCRIPTION:
DEVELOPMENT OF STAGE-STORAGE CURVE-PROP. DETN. BASIN
OBJECTIVE: TO ILLUSTRATE THE DEVELOPMENT OF THE STAGE-
STORAGE FUNCTION FOR THIS SITE.
BACKGROUND: THE STAGE-STORAGE FUNCTION RELATES THE ELEVATION
OF THE WATER SURFACE (STAGE) TO THE VOLUME OF THE
WATER STORED (STORAGE).
STAGE-STORAGE EQUATION: S = Ks*Z^b
S = STORAGE (ft^3)
Z = STAGE (ft)
Ks & b = CONSTANTS FOR PARTICULAR SITE
VOLUME COMPUTATIONS:
COMPUTATION OF ACTUAL STORAGE VOLUME BASED ON CONTOURS
USING AVERAGE END METHOD.
CONTOUR CONTOUR INCREMENTAL ACC. STAGE ACC.
ELEV.(ft) AREA(ft^2) STORAGE(ft^3) STORAGE(ft^3) (ft) STORAGE(ac.ft)
617 42500 0
43750 43750 1.00
618 45000 1
46315 90065 2.07
619 47630 2
48945 139010 3.19
620 50260 3
25790 164800 3.78
620.5 52900 3.5
SOLVING FOR CONSTANTS Ks & b:
SELECT EXISTING VALUES TO MODEL CONSTANTS BY.

Prepared by G. SCOTT GREGORY 8/30/2005
Z1 = 1
Z2 = 3.5
S1 = 43750
S2 = 164800
b = (In(S2-/S1))/(In(Z2/Z1))
b = 1.06
Ks = S2/Z2Ab
Ks = 43750.00
VALIDATION OF STAGE STORAGE FUNCTION:
ACTUAL ACTUAL COMPUTED COMPUTED
STORAGE STAGE STORAGE STAGE
S(11^3) Z(ft) S(ft^3) Z(ft)
43750.00 1 43750.00 1.00
90065.00 2 91130.61 1.98
139010.00 3 139985.74 2.98
164800.00 3.5 164800.00 3.50
0.00 0 0.00 0.00
0.00 0 0.00 0.00
.THEREFORE THE STAGE STORAGE FUNCTION IS ADEQUATE
OutFlows
Orifice Size in Elev
4.00 617.00 A= 0.087
Q=.65a(2gh)^.5 h measured from = 617.17
Orifice Size(in) Elev
0.0 0.00 A= 0.000
Q=.65a(2gh)^.5 h measured from = 0.00
Opening(H x L (ft.)) Elev
0.8 x 12.0 618.20
A= 9.60
Q=.65a(2gh)^.5 h measured from = 618.60
Q=3L(h)^3/2 h measured from = 618.20
Box Elev
4.00 ft. 4.00 ft. 619.00
Q=3L(h)^3/2 L= 16.00
Q=.65a(2gh)^.5 A= 16.00
h measured from = 619.00
Elev orifice 1 orifice 2 Opening Compare Controling Box OrificeVs Weir Totals Elev
orifice weir Orifice Elev. Opening orifice weir minmow Cfs
617.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 617.00
618.00 0.42 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.4 618.00
619.00 0.62 0.00 31.67 25.76 0.00 25.76 0.00 0.00 0.00 26.4 619.00
620.00 0.77 0.00 59.25 86.94 0.00 59.25 83.46 48.00 48.00 108.0 620.00
620.50 0.83 0.00 69.02 125.57 0.00 69.02 102.22 88.18 88.18 158.0 620.50
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
S.00 0.00 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
8/30/2005
#ff*###fftt*«##fi****t*i*«#**#****RRi*i*i
FLOOD HYDROGRAPH PACKAGE (HEC-1) *
JUN 1998
* VERSION 4.1
#
RUN DATE 30AUG05 TIME 13:50:04
*
fif*#««f iffi#«Rt*itif R**f#««
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
i
****#«Riii*#*f****ff*f #f iRf#

X X XXXXXXX XXXXX X
X X X X X XX
X X X X X
XXXXXXX XXXX X XXXXX X
X X X X X
X X X X X X
X X XXXXXXX XXXXX XXX
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSIO
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM

r

LI
r

7
1

C
HEC-1 INPUT
LINE ID ....... 1 ....... 2....... 3. ...... 4.. ..... 5 ....... 6 ....... 7 ....... 8....... 9...... 10
1 ID BMP #'#y
2 ID Detention Pond -- 2 Year Storm Pre-developed
3 ID GEOSCIENCE GROUP, INC.
4 IT 1 0 0 360
5 IO 5 0 0
6
7 KK
KM RUNOFF
2 FROM AREA
YEAR
8 PH 0 0 0.42 0.83 1.45 1.76 1.95 2.28
9 KM 10 YEAR
10 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72
11
12 KM
KM 25
0 YEAR
0 0.68
1.47
2.76
3.4
3.75
4.38
13 KM 50 YEAR
14 KM 0 0 0.75 1.62 3.05 3.78 4.20 4.92
15 KM 100 YEAR
16
17 KM
KO 0
0 0 0.83 1.78 3.34 4.12 4.56 5.34
18 BA 0.0222
19 LS 0 79
20 UD 0.3
21 ZZ
1

C

n
e

PAGE 1
1
FLOOD HYDROGRAPH PACKAGE (HEC-1)
JU2d 1998
* VERSION 4.1
+ +
RUN DATE 30AUG05 TIME 13:50:04
+
+ +++++++++++++++++++++++++++++++++++++++

BMP #jtZ
Detention Pond -- 2 Year Storm Pre-developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIM E DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME
ICENT 0559 ENDING TIME
19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL T IME BASE 5.98 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
*t*##RRfft###if Rf Rriffrrf*#*
x
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
r
rift##RRf++##Rfr#rr#rrfir**i
I *** #** *** *** *** *** *** *** *** *** *** *** *** *** RRR *** . *** *** *** *r+ *** *** *** *#R *** *** *** ***
RRRfrrrrrr+itr
# t
6 KK * RUNOFF * FROM AREA
# r
r+++t##*#rRR##
7 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
UE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000

I
IJ

OPERATION STATION
HYDROGRAPH AT RUNOFF
NORMAL END OF HEC-1 ***
1
1
1
1
e
i
I
I 1
i
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME
FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA STAGE MAX S
11. 3.37 2. 2. 2. .02
Rx#*RRR*t**ff lrx#*Rf iii«1f11ffR«1t*f*R#R*
i
FLOOD HYDROGRAPH PACKAGE (HEC-1) *
JUN 1998
* VERSION 4.1
R #
RUN DATE 30AUG05 TIME 13:50:55
#
**rffRx*#*fitftR***R*******##i«r«Rtrfx
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x x xxxxx xx xxx xx x
x x X X X xx
x x x x x
xxxx xxx xxxx x xxx xx x
x x x x x
x x x x x x
x x xxxxx xx xxx xx xxx
t*#if ttt*##f rR#**##11f #r rRxt
f
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
*
1tt+*##rtf+##f•«trtt•*xxx#««
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSIO
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
s

s
CI
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E
rl

HEC-1 INPUT PAGE 1
LINE ID ....... I ....... 2....... 3. ...... 4. ...... 5 ....... 6 ....... 7 ....... 8....... 9...... 10
1 ID BMP #A %-
2
3 ID
ID Prop.Detention
GEOSCIENCE GROUP, Pond --
INC. 10 YEAR STORM Pre-deve loped
4 IT 1 0 0 360
5 IO 5 0 0
6
7 KK
KM RUNOFF
2 FROM AREA
YEAR
8 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28
9 KM 10 YEAR
10 PH 0 0 0.59 1.26 2.36 2.9 3.21 3.72
11
12 KM
KM 25
0 YEAR
0 0.68
1.47
2.76
3.4
3.75
4.38
13 KM 50 YEAR
14 KM 0 0 0.75 1.62 3.05 3.78 4.20 4.92
15 KM 100 YEAR
16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34
17 KO 0
18 BA 0.0222
19 LS 0 79
20 UD 0.3
21 ZZ

r

Ci

1

t
1
iii**#R###*«*Rf###*******R*#*#i#*****#RR«
FLOOD HYDROGRAPH PACKAGE (HEC-1)
JUN 1998
* VERSION 4.1
* *
RUN DATE 30AUG05 TIME 13:50:55
*
**Rx**#***#**#Ri#x*ww#Rif**#*iRf******

BMP #X S'
Prop.Detention Pond -- 10 YEAR STORM Pre-developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIM E DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL T IME BASE 5.98 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
#
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
#
I *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
«««Riwwwwwwrwx
* i
6 KK * RUNOFF * FROM AREA
x «
##«««#«««wiRww
t 7 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
LUE EXCEEDS TABLE IN LOGLOG .01667 .01667
r_
u
u
0
h-
6.00000
r
0
OPERATION STATION
HYDROGRAPH AT RUNOFF
NORMAL END OF HEC-1 ***
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME
FLOW PEAK G-HOUR 24-HOUR 72-HOUR AREA STAGE MAX S
28. 3.35 4. 4. 4. .02

FLOOD HYDROGRAPH PACKAGE (HEC-1)
JUN 1998 *
* VERSION 4.1
i
RUN DATE 30AUG05 TIME 14:15:01
*

X X XXXXX }x XXX XX X
X X X X X XX
X X X X X
XXXX XXX XXXX X XX XXX X
X X X X X
X X X X X X
X X XXXXX XX XXX XX XXX

*iiit****+fi****+****f*f iffi
i
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
*
#+f*+f+ii*i**ff+++#i+i#*i*ff
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HEC1DB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSIO
NEW OPTIONS: DA14BREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM

J

F",

RRiw*RriR##i#RRRki**#RRR RRtRrRrRfiw#wi#w*
FLOOD HYDROGRAPH PACKAGE (HEC-1)
JUN 1998
* VERSION 4.1
r
RUN DATE 30AUG05 TIME 14:25:19
f
* #t*t#tRir#«##tRr#t«#i«fit#t#R#Rwrw«tw#

I
X X X)DC = XXXXX X
X X X X X XX
X X X X X
XXXX XXX XXXX X XXX XX X
X X X X X
X X X X X X
X X XXXXX XX XXXXX XXX
#Rf wR**R4i*A#Rit######RrfiRw
w
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
+ DAVIS, CALIFORNIA 95
* [phone]
r
###Ri*«Rrw«##Rrr««##«###i?ww
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSIO
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
J
d

r-
L
P4
E
e
J
J

0

r

1

u

r
n

HEC-1 INPUT
LINE ID....... I....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10
1 ID BMP #2
2 ID Prop.Pond 2 yr. Storm Post-Deve loped
3 ID GEOSCIENCE GROUP, INC.
4 IT 1 0 0 360
5 IO 5 0 0
6 KK RUNOFF FROM AREA
7 KM 2 YEAR
8 PH 0 0 0.42 0.83 1.45 1.76 1.95 2.28
9 KM 10 YEAR
10 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72
11 KM 25 YEAR
12 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38
13 KM 50 YEAR
14 KM 0 0 0.75 1.62 3.05 3.78 4.20 4.92
15 KM 100 YEAR
16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34
17 BA 0.0222
18 LS 0 94
19 UD 0.16
20 KK Spillway Routing
21 KM
22 KO 0
23 RS 1 ELEV 617
24 SV 0 1 2.07 3.19 3.78
25 SE 617 618 619 620 620.5
26 SQ 0 0.4 26.4 108 158
27 SE 617 618 619 620 620.5
28 ST 620.5 200 3 1.5
29 ZZ
PAGE 1

*tt4R***#4144*t####ffi44iR*4f44if**i*tiR*
FLOOD HYDROGRAPH PACKAGE (HEC-1)
JUN 1998
* VERSION 4.1
#
RUN DATE 30AUG05 TIME 14:25:19
#
tR*+#*R4R1t#*t*«##**tR4t4**#4*#f44t#4#
4444f*##*ti#t#4ff i*t*4tR*#tt
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
r
1
HMP #2
Prop.Pond 2 yr. Storm Post-Developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
1 FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
It UE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000
fRt *** fii tt* #tR «t4 44# **i *** *4# tot **# *** #4* *** **t *Rt **# f4f #tt ##t *** 444 +f# *** #** f4+ #«R *** *tt
t####ftRt*tff4
t 4
X20 KK * * Spillway Routing
® f f
t##***4**#44t4
22 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE

I i

s
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN
OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA
HYDROGRAPH AT RUNOFF 38. 3.17 4. 4. 4. .02
ROUTED TO 7. 3.65 2. 2. 2. .02
MAXIMUM TIME
STAGE MAX S
618.27 3
e
PLAN 1 ...............

RATIO
OF
PMF
1.00

*** NORMAL END OF HEC-1 ***

I
I
i

SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 617.00 620.50 620.50
STORAGE 0. 4. 4.
OUTFLOW 0. 158. 158.
MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF
RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS
618.27 .00 1. 7. .00 3.65 .00
*#***#*#iiRf*****Rt#ifR**#*rf R#ftrRR+***#
FLOOD HYDROGRAPH PACKAGE (HEC-1)
*i JUN 1998
* VERSION 4.1
+
RUN DATE 30AUG05 TIME 14:25:58
+

e
III
X X XXXXX KX }Cxxxx x
X X X X X KX
X X X X X
XXX XXXX XXXX X XX KXX X
X X X X X
X X X X X X
X X XXXXX XX xxxxx xxx
rii**««ririt««iRriiiiiii+##«
r
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
*
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSIO
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
Fli

?I

r

HEC-1 INPUT
LINE ID....... 1....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10
1 ID BMP #2
2 ID Prop.Pond 10 yr. Storm Post-Deve loped
3 ID GEOSCIENCE GROUP, INC.
4 IT 1 0 0 360
5 IO 5 0 0
6 KK RUNOFF FROM AREA
7 KM 2 YEAR
8 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28
9 KM 10 YEAR
10 PH 0 0 0.59 1.26 2.36 2.9 3.21 3.72
11 KM 25 YEAR
12 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38
13 KM 50 YEAR
14 KM 0 0 0.75 1.62 3.05 3.78 4.20 4.92
15 KM 100 YEAR
16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34
17 BA 0.0222
18 LS 0 94
19 UD 0.16
20 KK Spillway Routing
21 KM
22 KO 0
23 RS 1 ELEV 617
24 SV 0 1 2.07 3.19 3.78
25 SE 617 618 619 620 620.5
26 SQ 0 0.4 26.4 108 158
27 SE 617 618 619 620 620.5
28 ST 620.5 200 3 1.5
29 ZZ
PAGE 1
1 *
+ FLOOD HYDROGRAPH PACKAGE (HEC-1)
JUN 1998 +
+ VERSION 4.1
e
+ UN DATE 30AUG05 TIME 14:25:58
1 R
1 **#*RRff#ttxRRRti***t*Rt*#**#*#tt#####

BMP #2
Prop.Pond 10 yr. Storm Post-Developed
GEOSCIENCE GROUP, INC.
5 10 OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
t ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL T IME BASE 5.98 HOURS
' ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
JJUE EXCEEDS TABLE IN LOGLOG
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE-FEET
ACRES
DEGREES FAHRENHEIT
.01667 .01667
6.00000
f*#**##RR#***xRRRRRR##RRR*x*
* U.S. ARMY CORPS OF ENGI
+ HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
#
#*#t##RRf*x*R*#ft##fix##RRRR
R*t RRR tf* RRR ##R RfR RRR #R# t** RRR R## RRR fR# xR# RRR R*R *#t t*R RR* xxx R## Rxx txR xxx *#* **R R#* x#R #*# tRR
RR#t tRRRR*R#f#
# t
?0 KK * * Spillway Routing
R R
**R#R**#itttt#
22 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE

RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN
OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA
HYDROGRAPH AT RUNOFF 63. 3.17 7. 7. 7. .02
ROUTED TO 24. 3.47 S. S. S. .02
MAXIMUM TIME
STAGE MAX S
618.89 3

PLAN 1 .... ...........

RATIO
OF
PMF
1.00

*** NORMAL END OF HEC-1 ***

SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 617.00 620.50 620.50
STORAGE 0. 4. 4.
OUTFLOW 0. 158. 158.
MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF
RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS
618.89 .00 2. 24. .00 3.47 .00
t**i##**#Rif**##tf#**#f ifRxfRitR+fffR*#**
* *
FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
• VERSION 4.1
i # t
* RUN DATE 30AUG05 TIME 14:18:20
f *
# t**##Rft#Ri#i**#RR*f tfftff***f**#RtR#f

1
x x xxxxx xx xxx xx
x x x x x
x x x x
xxx xxxx xxxx x
x x x x
x x x x x
x x xxxxx xx xx xxx
x
xx
x
xxxxx x
x
x
xxx
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
*
**#f if*+*#Rff*#Rf#RRR#***}ft
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSIO
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM

HEC-1 INPUT
LINE ID. ...... 1....... 2....... 3.. ..... 4....... 5. ...... 6 ....... 7 ....... 8....... 9...... 10
1 ID BMP #2
2
3 ID
ID Prop.Pond 50 yr.
GEOSCIENCE GROUP, Storm Post-Developed
INC.
4 IT 1 0 0 360
5 IO 5 0 0
6
7 KK
KM RUNOFF FROM AREA
2 YEAR
8 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28
9 KM 10 YEAR
10 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72
11
12 KM
KM 25 YEAR
0 0 0.68
1.47
2.76
3.4
3.75
4.38
13 KM 50 YEAR
14 PH 0 0 0.75 1.62 3.05 3.78 4.20 4.92
15 KM 100 YEAR
16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34
17 BA 0.0222
18 LS 0 94
19 UD 0.16
20 KK Spillway Routing
21 KM
22 KO 0
23 RS 1 ELEV 617
24
25 SV
SE 0 1 2.07
617 618 619 3.19
620 3.78
620.5
26 SQ 0 0.4 26.4 108 158
27 SE 617 618 619 620 620.5
28 ST 620.5 400 3 1.5
29 ZZ
C

PAGE 1

ft#f tit**Ritf***tffifttif tfttff#+*t#i+*##
f '
* FLOOD HYDROGRAPH PACKAGE (HEC-1) *
* JUN 1998
* VERSION 4.1
i *
*1RUN DATE 30AUG05 TIME 14:18:20
R
* f#*f**Rftrf*itRrf+**t*****++*+*Rf tt*ft

BMP #2
Prop.Pond 50 yr. Storm Post-Developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL T IME BASE 5.98 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
?UE EXCEEDS TABLE IN LOGLOG
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE-FEET
ACRES
DEGREES FAHRENHEIT
.01667 .01667
6.00000
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
f
++++++++++++++
+ +
rt0 KK * * Spillway Routing
22 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE

RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN
OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA
HYDROGRAPH AT RUNOFF 84. 3.17 10. 10. 10. .02
ROUTED TO 47. 3.37 8. 8. 8. .02
MAXIMUM TIME
STAGE MAX S
619.25 3

PLAN 1 ...............

RATIO
OF
PMF
1.00

*** NORMAL END OF HEC-1 ***

SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 617.00 620.50 620.50
STORAGE 0. 4. 4.
OUTFLOW 0. 158. 158.
MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF
RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS
619.25 .00 2. 47. .00 3.37 .00
`"/ ( ?? /?N Gr40(Z
?x4X lozo - (I?? _ ooa-

? oo?
X= S
burp 2 barrel
Worksheet for Circular Channel
Project Description
Worksheet Circular Channel
Flow Element Circular Channel
Method Manning's Formu
Solve For Channel Depth
Input Data
Mannings Coeffic 0.012
Slope 005000 ft/ft
Diameter 35 in
Discharge 47.00 cfs
Results
Depth 2.27 ft
Flow Area 5.7 ft'
Wetted Perime 6.32 ft
Top Width 2.58 ft
Critical Depth 2.23 ft
Percent Full 75.6 %
Critical Slope 0.005177 ft/ft
Velocity 8.20 ft/s
Velocity Head 1.05 ft
Specific Energ, 3.31 ft
Froude Numbe 0.97
Maximum Disc 54.96 cfs
Discharge Full 51.09 cfs
Slope Full 0.004231 ft/ft
Flow Type Subcritical
Project Engineer. Scott Gregory
untitled.fm2 Geoscience Group, Inc FlowMaster v8.0 [614b]
08/30/05 02:34:07 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
3Do
W - '
Outlet W ? Do a 0.4La 120
pipe
diameter A)l La ! -?- I
110
Tai'w r .SD
' -T. ? 1 ate z 0 c - ::... :?• .I. ???• - -
100 r
j
`h y 80 P cc
PQ?o 70 4 - YI V V-'7 yG
so, I
40 .3
. 1 4''. " . * , 0 *; V.
6-1
- Zz
to ,. ;,. .. .. , . • .. - .. .. ... ., "
?.. ?. t .: t . :. .. _... tit
_:?.;_ - ?:? ?!_ Vii: - -?Z' • a ; ?`' ? '? , ?? •, ? . I i :.: •?_ ..
0
:...I.... I
H'-00
3 10 20 50 100 200 Soo 1000
' Discharge (ft3/sec)
W° •
' Curves may not be extrapolated.
Design Of Riprap Apron Under. Maximum Tailwater Conditions
Figure 8-2
8-6

Appendices

3
0
t Outlet W - Do + La
pipe
diameter (Do)
t [:?La -W
water -- 0.5Do

0
rg`r oti Ppc 60
'Ove
\Y 5
m
2
CI)
a
1 v
C P
V56 I FT

® 3 5 10 20 50 1 0 200 500 1000
OPIM Discharge (0/sec)
3Ib
tL w
CuNes may not be extrapolated. 30
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
1
Rcv. 1193
8.06.3

VICINITY MAP
USGS TOPOGRAPHIC MAP
NRCS SOIL SURVEY MAP
FIELD MAP OF ESTIMATED
WETLAND DELINEATION

r ?' P
`y^y
i L yr s
`Ql
? r .5 .:? 1. - J-??.?? ? ? • ? ` )
s . t?-
? , as _ • •`?:!.
? 1• r?a? i F y, ? ? .?, ?, l/
700. L'-r
3-DTspQub CarysW • V" Dalum &=rttk 1 EMN Seim Wu USCS H S1 Q Scab: 1:1240 asfl:141 Dssa: WGSU
700 Feet
As Shown USGS TOPOGRAPHIC MAP Fgm No.
' 272-Acre Crisco Road Property
Checked br. DAH &M 0 Cabarrus County 2
Drawn by. JoL North Carolina
' Date: 6.10.02 eE?vaiil? Exuitsinnc°s Joh Na: 1354-02-365B
124000
Checked by: i)AI
Drawn by JoL
Date: 06.10.01

272-Acre Crisco Road Property
Cabamis County
North Carolina
Job No.: 1354-02-365B
Figure No.
3
Scale_ NRCS SOIL SURVEY MAP
1:24000 Figure No.
Checked by: DAH 272-Acre Crisco Road Property
Cabarrus County 3
Drawn by. JoL North Carolina
Date: fP.10.01 °:NGNEENNC TESTING
NV1k-- iAEh i, SHV'ICEJ
?srmca??ru^:ra:
?# = FLAG NUMBER
= STREAM/WETLANDS
Scale: Not To Scale
Checked By: DAH
Drawn By: JoL
Date: 6.11.02
Project No. 1354-02-365B
FIELD MAP OF ESTIMATED WETLAND
sma DELINEATION
Approximate Extent and Location
ENGINEERING • TESTING 272-Acre Crisco Road Property
ENVIRONMENTAL SERVICES Cabarrus County, North Carolina
FIGURE
4
1.
? U?SE? D tooS
'Pivo Mir(
I ?5'? ( % lM l r i ?i1 l (?
Pow art ? °? ?
k-1C?,- t Q„-` pt)-r-

7

15,

7_ i7?, ,•? , c? L 0 L v ?{ 5a-C) F i 3
Zo°iD z ?I, ZFD FT 7?
vct-. F" K 1vL 16 r-tD
?- tI llr?2D

OutFlows
Orifice Size(in) Elev
3.00 617.00 A= 0.049
Q=.65a(2gh)^.5 h measured from = 617.13
Orifice Size(in) Elev
0.0 0.00 A= 0.000
Q=.65a(2gh)^.5 h measured from = 0.00
O_pening(H x L (ft.)) Elev
0.8 x 12.0 618.20
A= 9.60
Q=.65a(2gh)^.5 h measured from = 618.60
Q=3L(h)^3/2 h measured from = 618.20
Box Elev
4.00 ft. 4.00 ft. 619.00
Q=3L(h)^3/2 L= 16.00
Q=.65a(2gh)^.5 A= 16.00
h measured from = 619.00
Elev orifice l orifice 2 Opening Compare Controling Box OrificeVs Weir Totals Elev
orifice weir Orifice Elev. Opening orifice weir min.flow Cfs
617.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 617.00
618.00 0.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.2 618.00
619.00 0.35 0.00 31.67 25.76 0.00 25.76 0.00 0.00 0.00 26.1 619.00
620.00 0.43 0.00 59.25 86.94 0.00 59.25 83.46 48.00 48.00 107.7 620.00
620.50 0.47 0.00 69.02 125.57 0.00 69.02 102.22 88.18 88.18 157.7 620.50
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
0.00 o.o0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
10/24/2005
**xkf*xx*!*******f*t**###f*ff**f**xf##ff*
* FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSION 4.1
x *
* RUN DATE 240CT05 TIME 11:03:41
#
X X xxxxxxx xxxxx x
x x x x x xx
x x x x x
xxxx xxx xxxx x xx xxx x
x x x x x
x x x x x x
x x xxxxxxx xxxxx xxx
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
*
xxxxxxx+xxxxxxx+*+xxxxxxx##*
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSIO
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
HEC-1 INPUT
LINE ID....... 1....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10
1 ID BMP #2
2 ID Prop.POnd 2 yr. Storm Post-Deve loped
3 ID GEOSCIENCE GROUP, INC.
4 IT 1 0 0 360
5 IO 5 0 0
6 KK RUNOFF FROM AREA
7 KM 2 YEAR
8 PH 0 0 0.42 0.83 1.45 1.76 1.95 2.28
9 KM 10 YEAR
10 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72
11 KM 25 YEAR
12 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38
13 KM 50 YEAR
14 KM 0 0 0.75 1.62 3.05 3.78 4.20 4.92
15 KM 100 YEAR
16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34
17 BA 0.0222
18 LS 0 94
19 UD 0.16
20 KK Spillway Routing
21 KM
22 KO 0
23 RS 1 ELEV 617
24 SV 0 1 2.07 3.19 3.78
25 SE 617 618 619 620 620.5
26 SQ 0 0.2 26.1 107.7 157.7
27 SE 617 618 619 620 620.5
28 ST 620.5 200 3 1.5
29 ZZ
PAGE 1
* FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSION 4.1
* RUN DATE 240CT05 TIME 11:03:41
* *
+++*rt##+#****x++#*rtrt*##***xx*x*+*#r++*r*+
BMP #2
Prop.Pond 2 yr. Storm Post-Developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
VALUE EXCEEDS TABLE IN LOGLOG
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE-FEET
ACRES
DEGREES FAHRENHEIT
01667 .01667 6.00000
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
*
*x*xx*#*rt*x*###r**#*f#xx#***
*** *** **# x#+ *** rt*f *** *#* #** *** fxf *** *** *** *** k*x *xx *x* #*# #*+ *** *#f x*rt x#* *#* **+ +*f *** *+* +*rt
*
20 KK * * Spillway Routing
* *
22 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN
OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA
HYDROGRAPH AT RUNOFF 38. 3.17 4. 4. 4. .02
ROUTED TO 7. 3.65 2. 2. 2. .02
MAXIMUM TIME
STAGE MAX S
618.27 3
SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
PLAN 1 ............... INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 617.00 620.50 620.50
STORAGE 0. 4. 4.
OUTFLOW 0. 158. 158.
RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF
OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
PMF W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS
1.00 618.27 .00 1. 7. .00 3.65 .00
I *** NORMAL END OF HEC-1 ***

* FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSION 4.1
+
* RUN DATE 240CT05 TIME 11:04:44
+
«xx«++x+«++*+rxxx++++++rxx«x+++++«++rx+rr
X X XXXXXXX XXXXX X
X X X X X XX
X X X X X
XXX XXXX XXXX X XXX XX X
X X X X X
X X X X X X
X X xxxxx x XXXXX XXX
x«««xx«««xxx«««xx«rxr++«r«++
x
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
r
«rrxrrx«xx«««rr+txxxxx««x+xx
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSIO
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
HEC-1 INPUT
LINE ID....... 1....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10
1 ID BMP #2
2 ID Prop.Pond 10 yr. Storm Post-Deve loped
3 ID GEOSCIENCE GROUP, INC.
4 IT 1 0 0 360
5 IO 5 0 0
6 KK RUNOFF FROM AREA
7 KM 2 YEAR
8 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28
9 KM 10 YEAR
10 PH 0 0 0.59 1.26 2.36 2.9 3.21 3.72
11 KM 25 YEAR
12 KM 0 0 0.66 1.47 2.76 3.4 3.75 4.38
13 KM 50 YEAR
14 KM 0 0 0.75 1.62 3.05 3.78 4.20 4.92
15 KM 100 YEAR
16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34
17 BA 0.0222
18 LS 0 94
19 UD 0.16
20 KK Spillway Routing
21 KM
22 KO 0
23 RS 1 ELEV 617
24 SV 0 1 2.07 3.19 3.78
25 SE 617 618 619 620 620.5
26 SQ 0 0.2 26.1 107.7 157.7
27 SE 617 618 619 620 620.5
28 ST 620.5 200 3 1.5
29 ZZ
PAGE 1
}*+f*}}ffff#***}}x}}#*f+*xxxx}}}x*x*}}#f*
* x
* FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSION 4.1
x
* RUN DATE 240CT05 TIME 11:04:44
}f#***x+f##+**xfxxf}f}++***R*#x**xx}*x}}}
BMP #2
Prop.Pond 10 yr. Storm Post-Developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
VALUE EXCEEDS TABLE IN LOGLOG
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE-FEET
ACRES
DEGREES FAHRENHEIT
01667 .01667 6.00000
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
*
*f* **x f#f *ff +*# *f* *** *** *#+ **# *** *** xff }#x x}# }}x }fx *x* f** f}} #}+ f+# *** **x xxx }** **k xf* #+* *x*
*+**********x*
* R
20 KK * * Spillway Routing
* *
22 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN
OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA
HYDROGRAPH AT RUNOFF 63. 3.17 7. 7. 7. .02
ROUTED TO 23. 3.47 5. 5. 5. .02
MAXIMUM TIME
STAGE MAX S
618.90 3
SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
PLAN 1 ............... INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 617.00 620.50 620.50
STORAGE 0. 4. 4.
OUTFLOW 0. 158. 158.
RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF
OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
PMF W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS
1.00 618.90 .00 2. 23. .00 3.47 .00
*** NORMAL END OF HEC-1 ***

* *
* FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSION 4.1
* *
* RUN DATE 240CT05 TIME 11:05:40
* *

X X XXXXXXX XXXXX X
X X X X X XX
X X X X X
XXX XXXX XXXX X XX XXX X
X X X X X
X X X X X X
X X XXXXXXX XXXXX XXX
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
#
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSIO
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
HEC-1 INPUT
LINE ID....... 1....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10
1 ID BMP #2
2 ID Prop.Pond 50 yr. Storm Post-Deve loped
3 ID G EOSCIENCE GROUP, INC.
4 IT 1 0 0 360
5 Io 5 0 0
6 KK RUNOFF FROM AREA
7 KM 2 YEAR
8 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28
9 KM 10 YEAR
10 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72
11 KM 25 YEAR
12 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38
13 KM 50 YEAR
14 PH 0 0 0.75 1.62 3.05 3.78 4.20 4.92
15 KM 100 YEAR
16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34
17 BA 0.0222
18 LS 0 94
19 UD 0.16
20 KK S pillway Routing
21 KM
22 KO 0
23 RS 1 ELEV 617
24 SV 0 1 2.07 3.19 3.78
25 SE 617 618 619 620 620.5
26 SQ 0 0.2 26.1 107.7 157.7
27 SE 617 618 619 620 620.5
28 ST 620.5 400 3 1.5
29 ZZ
PAGE 1
***+******t#R*****+itr***i**i+**f**#*tf#*
*• FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSION 4.1
+ *
* RUN DATE 240CT05 TIME 11:05:40
+ *
BMP #2
Prop.Pond 50 yr. Storm Post-Developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5
IPLOT 0
QSCAL 0.
IT HYDROGRAPH TIME DATA
NMIN 1
IDATE 1 0
ITIME 0000
NQ 360
NDDATE 1 0
NDTIME 0559
ICENT 19
PRINT CONTROL
PLOT CONTROL
HYDROGRAPH PLOT SCALE
MINUTES IN COMPUTATION INTERVAL
STARTING DATE
STARTING TIME
NUMBER OF HYDROGRAPH ORDINATES
ENDING DATE
ENDING TIME
CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE-FEET
ACRES
DEGREES FAHRENHEIT
#
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
*t#r*xxxi**##+tr*x*******x#i
VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000
f** ### #** *** *** **# *** **i rf* **f *** *** #*R r*f *** *** *** *** *** **# **# *** **# ff* *## f** *f* *** *** *it
* *
20 KK * * Spillway Routing
* *
22 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN
OPERATION STATION FLOW PEAK G-HOUR. 24-IIOUR 72-IIOUR AREA
HYDROGRAPH AT RUNOFF 84. 3.17 10. 10. 10. .02
ROUTED TO 47. 3.37 8. 8. 8. .02
MAXIMUM TIME
STACE MAX S
619.26 3
SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
PLAN 1 ............... INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 617.00 620.50 620.50
STORAGE 0. 4. 4.
OUTFLOW 0. 158. 158.
RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF
OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
PMF W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS
1.00 619.26 .00 2. 47. .00 3.37 .00
*** NORMAL END OF HEC-1 ***
6?5 ze A' G to2
?2 CGf`??f???ZO ' (0 14 > 6000
F`7 _ (&ODtD? = cjooa s+
?pOp = Y, (I )C I3v - (o,-.4)
q n o-v
X L )

Dwa d5_-1729
r , '" ^ ^2 Geotechnical, Civil
D 1 Environmental &
Construction Materials
OU Engineering
UL4JLILl?IL DEt:ft
GROUP
LETTER OF TRANSMITTAL
To: Express Review Pernutting Unit DATE: Oct.24, 2005 CH04.0387.CV
1650 Mail Service Center
Raleigh, NC 27699-1650 Afton Ridge Shopping, Center
Cabarius County, NC
Attn: Cynthia Van Der Wiele
We are sending you: F-DAttached F-] Under separate cover
VIA: 0 Overnight 0 Regular Mail
Pick-up E-1 Hand Delivered/Couriered
The following items: Shop Drawings H Prints
HSpecifications Copy of Letter
B Plans El Disks
Change Order Other
Copies Date No. Description
3 Revised Calculations
3 plans
THESE ARE TRANSMITTED as checked below:
s For Approval 11 As Requested Approved as Submitted F-1 Returned for Corrections
For your use For Review and Conunent Approved as Noted
Remarks: In response to your cor nnents:
# 1. Runoff of areas along the creek and near the r/w and property lines cannot physically enter the BMPS. No
Development is proposed in these areas.
12. The statement regarding three water quality basins is referring to two on the north side of Coddle Creek, and
One on the other side which is not being permitted at this time.
#3. We have reduced the water quality orifice to 3 inches, which results in a draw off time of 55 lu-s. Revised
Calculations and plans are attached.
Copy To: Signed: Scott Gregory
500 Clanton Road Charlotte, North Carolina Telephone Facsinule
Suite K 28217 704.525.2003 704.525.2051
?iE? v?1,7 F? D ??IZ???s
Pv-o, o,3
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VOL 15
IL --2 2D
?(? ?g,zs`b -- Z`1155? ?i 3 o(L
FZ-o
OutFlows
Orifice Size(in) Elev
3.00 617.00 A= 0.049
Q=.65a(2gh)^.5 h measured from = 617.13
Orifice Size(in) Elev
0.0 0.00 A= 0.000
Q=.65a(2gh)^.5 h measured from = 0.00
Opening(H x L (ft.)) Elev
0.8 x 12.0 618.20
A= 9.60
Q=.65a(2gh)^.5 h measured from = 618.60
Q=3L(h)^3/2 h measured from = 618.20
Box Elev
4.00 ft. 4.00 ft. 619.00
Q=3L(h)^3/2 L= 16.00
Q=.65a(2gh)^.5 A= 16.00
h measured from = 619.00
Elev orifice 1 orifice 2 Opening compare Controling Box OrificeVs Weir Totals Elev
orifice weir Orifice Elev. Opening orifice weir min.flow Cfs
617.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 617.00
618.00 0.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.2 618.00
619.00 0.35 0.00 31.67 25.76 0.00 25.76 0.00 0.00 0.00 26.1 619.00
620.00 0.43 0.00 59.25 86.94 0.00 59.25 83.46 48.00 48.00 107.7 620.00
620.50 0.47 0.00 69.02 125.57 0.00 69.02 102.22 88.18 88.18 157.7 620.50
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00
10/24/2005
R *
* FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSION 4.1
*
* RUN DATE 240CT05 TIME 11:03:41
*
##*i#*R**f xxx****x**R***R#***###if R**x#RR
X X XXXXXXX KXXXX X
X X X X X XX
X X X X X
XXXX XXX XXXX X XXXXX X
X X X X X
X X X X X X
X X XXXXXXX XXXXX XXX
*
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
*
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSIO
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
HEC-1 INPUT
LINE ID....... 1....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10
1 ID BMP #2
2 ID Prop.Pond 2 yr. Stone Post-Deve loped
3 ID GEOSCIENCE GROUP, INC.
4 IT 1 0 0 360
5 IO 5 0 0
6 KK RUNOFF FROM AREA
7 KM 2 YEAR
8 PH 0 0 0.42 0.83 1.45 1.76 1.95 2.28
9 KM 10 YEAR
10 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72
11 KM 25 YEAR
12 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38
13 KM 50 YEAR
14 KM 0 0 0.75 1.62 3.05 3.78 4.20 4.92
15 KM 100 YEAR
16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34
17 BA 0.0222
18 LS 0 94
19 UD 0.16
20 KK Spillway Routing
21 KM
22 KO 0
23 RS 1 ELEV 617
24 SV 0 1 2.07 3.19 3.78
25 SE 617 618 619 620 620.5
26 SQ 0 0.2 26.1 107.7 157.7
27 SE 617 618 619 620 620.5
28 ST 620.5 200 3 1.5
29 ZZ
PAGE 1

* FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSION 4.1
# *
* RUN DATE 240CTOS TIME 11:03:41
# #
BMP #2
Prop.Pond 2 yr. Storm Post-Developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
N14IN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
VALUE EXCEEDS TABLE IN LOGLOG
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE-FEET
ACRES
DEGREES FAHRENHEIT
01667 .01667 6.00000
*
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
*
+++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ +++
# #
20 KK * * Spillway Routing
+ *
22 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN
OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA
HYDROGRAPH AT RUNOFF 38. 3.17 4. 4. 4. .02
ROUTED TO 7. 3.65 2. 2. 2. .02
MAXIMUM TIME
STAGE MAX S
618.27 3
SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
PLAN 1 ............... INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 617.00 620.50 620.50
STORAGE 0. 4. 4.
OUTFLOW 0. 158. 158.
RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF
OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
PMF W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS
1.00 618.27 .00 1. 7. .00 3.65 .00
*** NORMAL END OF HEC-1 ***
* FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSION 4.1
x ,
* RUN DATE 240CT05 TIME 11:04:44
t
xxx „ xxxx „ t,xxxxxx,x,,,,xxxxxx „ x,xxxxx,
x x xxxxxxx xxxxx x
x x x x x xx
x x x x x
xxxxxxx xxxx x xxx xx x
x x x x x
x x x x x x
x x xxxxxxx xxxxx xxx
,,,x,xxxxx,xxxxxxxxx,,,,,xxx
x
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECO14D STREET
+ DAVIS, CALIFORNIA 95
* [phone]
t
,,,,,xxxxxxxxxxxxxxxxxx,tt,t
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSIO
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
HEC-1 INPUT
LINE ID....... 1....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10
1 ID BMP #2
2 ID Prop.Pond 10 yr. Storm Post-Deve loped
3 ID G EOSCIENCE GROUP, INC.
4 IT 1 0 0 360
5 IO 5 0 0
6 KK RUNOFF FROM AREA
7 KM 2 YEAR
8 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28
9 KM 10 YEAR
10 PH 0 0 0.59 1.26 2.36 2.9 3.21 3.72
11 KM 25 YEAR
12 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38
13 KM 50 YEAR
14 KM 0 0 0.75 1.62 3.05 3.78 4.20 4.92
15 KM 100 YEAR
16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34
17 BA 0.0222
18 LS 0 94
19 UD 0.16
20 KK S pillway Ro uting
21 KM
22 KO 0
23 RS 1 ELEV 617
24 SV 0 1 2.07 3.19 3.78
25 SE 617 618 619 620 620.5
26 SQ 0 0.2 26.1 107.7 157.7
27 SE 617 618 619 620 620.5
28 ST 620.5 200 3 1.5
29 ZZ
PAGE 1

* FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSION 4.1
*
* RUN DATE 240CT05 TIME 11:04:44
# *
BMP #2
Prop.Pond 10 yr. Storm Post-Developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
VALUE EXCEEDS TABLE IN LOGLOG
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE-FEET
ACRES
DEGREES FAHRENHEIT
01667 .01667 6.00000
*
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
*

x +
20 KK * * Spillway Routing
x +
22 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN
OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA
HYDROGRAPH AT RUNOFF 63. 3.17 7. 7. 7. .02
ROUTED TO 23. 3.47 5. 5. 5. .02
MAXIMUM TIME
STAGE MAX S
618.90 3
SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
PLAN 1 ............... INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATION 617.00 620.50 620.50
STORAGE 0. 4. 4.
OUTFLOW 0. 158. 158.
RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF
OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
PMF W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS
1.00 618.90 .00 2. 23. .00 3.47 .00
*** NORMAL END OF HEC-1 ***
*i*fff##ft***k*#*f**#i*#*titif#*#**t*i*t*
k
* FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSION 4.1
# t
* RUN DATE 240CT05 TIME 11:05:40
# #
#*fi**t*RRf**f*#f *f ttRf**#***t*t*t*******
x x xxxxx xx xxx xx x
x x x x x xx
x x x x x
xxx xxxx xxxx x xx xxx x
x x x x x
x x x x x x
x x xxxxx xx xxx xx xxx
R
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
*
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUC
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSIO
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
HEC-1 INPUT
LINE ID....... I....... 2....... 3....... 4....... 5....... 6....... 7....... 8....... 9...... 10
1 ID BMP #2
2 ID Prop.Pond 50 yr. Storm Post-Deve loped
3 ID G EOSCIENCE GROUP, INC.
4 IT 1 0 0 360
5 IO 5 0 0
6 KY RUNOFF FROM AREA
7 KM 2 YEAR
8 KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28
9 KM 10 YEAR
10 KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72
11 KM 25 YEAR
12 KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38
13 KM 50 YEAR
14 PH 0 0 0.75 1.62 3.05 3.78 4.20 4.92
15 KM 100 YEAR
16 KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34
17 BA 0.0222
18 LS 0 94
19 UD 0.16
20 KK S pillway Routing
21 KM
22 KO 0
23 RS 1 ELEV 617
24 SV 0 1 2.07 3.19 3.78
25 SE 617 618 619 620 620.5
26 SQ 0 0.2 26.1 107.7 157.7
27 SE 617 618 619 620 620.5
28 ST 620.5 400 3 1.5
29 ZZ
PAGE 1
{, R
* FLOOD HYDROGRAPH PACKAGE (HEC-1)
* JUN 1998
* VERSION 4.1
* *
* RUN DATE 240CT05 TIME 11:05:40
R *
BMP #2
Prop.Pond 50 yr. Storm Post-Developed
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 360 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME 0559 ENDI14G TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 5.98 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
I VALUE EXCEEDS TABLE IN LOGLOG
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE-FEET
ACRES
DEGREES FAHRENHEIT
01667 .01667 6.00000
* U.S. ARMY CORPS OF ENGI
* HYDROLOGIC ENGINEERING
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95
* [phone]
*
I *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
* +
20 KK * * Spillway Routing
* *
22 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN
OPERATION STATION FLOW PEAK 6-HOUR 24-HOUR 72-HOUR AREA
HYDROGRAPH AT RUNOFF 84. 3.17 10. 10. 10. .02
ROUTED TO 47. 3.37 8. 8. 8. .02
MAXIMUM TIME
STAGE MAX S
619.26 3
SUMMARY OF DAM OVERTOPPING/BREACH ANALYSIS FOR STATION
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
PLAN 1 ............... INITIAL VALUE SPILLWAY CREST TOP OF DAM
ELEVATIO14 617.00 620.50 620.50
STORAGE 0. 4. 4.
OUTFLOW 0. 158. 158.
RATIO MAXIMUM MAXIMUM MAXIMUM MAXIMUM DURATION TIME OF TIME OF
OF RESERVOIR DEPTH STORAGE OUTFLOW OVER TOP MAX OUTFLOW FAILURE
PMF W.S.ELEV OVER DAM AC-FT CFS HOURS HOURS HOURS
1.00 619.26 .00 2. 47. .00 3.37 .00
*** NORMAL END OF HEC-1 ***
155 (So 4-1614o/-7
6 '20,
1,4 ? 7 ot
P-7
oD = XZ ?? >? X30 ' ?a 4)
qL
c
\NArF
0OF
gp Michael N. Easicy, Governor
G
I William G. Ross Jr., secret
r North Carolina Ikp.utnient of Environment and Natural Resources
?
y
f] -- -' -? Alan W. Klimek, 11.13. Director
Division of Water Quality
October 5, 2005
DWQ EXP No. 05-1729
Cabarrus County
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Childress Klein Properties
Attn: Steve Hoots
301 South College Street 8@Q5@8
rlotte, NC 28202
Cha
?D
Subject Property: Afton Ridge Shopping Center OCT D
J 1 0 2005
REQUEST FOR MORE INFORMATION-EXPRESS REVIEIV PROGRAM tt os?r 7-ER 7y
Dear Mr. Hoots: 8%01
On October 3, 2005 the Division of Water Quality (DWQ) received an stormwater management plan
application through the Express Review Program. Upon further review, the DWQ has determined that
your application is incomplete and/or provided inaccurate information as discussed below. The DWQ
will require additional information in order to process your application to impact protected wetland,
streams and/or buffers on the subject property. Therefore, unless we receive the additional information
requested below, we will have to move toward denial of your application as required by 15A NCAC 2H
.0506 and will place this project on hold as incomplete until we receive this additional information.
Please provide the following information so that we may continue to review your project:
1. The incorrect application form was sent; please refer to
lilt h_//h2o,x,.nr.?t its cllan&"/dOC[tirtL,111,41 zh1\'(' _ti\VI\t \_1)LI1• for the correct form.
2. Item 4. Addition Project Information, it noted that a 404/401 Permit is required. We believe this
item was checked in error; a 401 Water Quality Certification was issued on July 13, 2005.
3. Under Section III. Project Information, there are discrepancies in the built upon area/percentage
impervious area (70% vs. 80%). Please explain these differences.
4. Item VII. Agent Authorization: this portion was left blank. Do you wish to designate your
consultant, Mr. Scott Gregory of GeoScience, Inc. as the contact person?
5. The engineer initialed the required items checklist on the Stormwater BMP worksheets, but failed
to provide a signed and notarized Operation and Maintenance Agreement.
6. The stormwater management plan provided is unacceptable because Condition 4 of GC 3402 (NW
39) states that in §303(4)-listed watersheds (e.g., Coddle Creek), the stormwater 13MPs shall consist
of constructed we tiarldSbiure followed fbrested filter strips. a eret e:
httn://h2c?.enr.state.ne.us/ncw? tlandsKG('3402.wl1•.
401 oversight/ E)press Review Permitting Unit
1650 Mall Service Center, Raleigh, North Carolina 27699.1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: htm://h?a?nr.st?te.nc.us/nrwetlnncis
lp'llaticz
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a
An Equal Opportunity/Affirmative Action Employer- 50% Recycledll0% Post Consumer Paper
(?l?Fl(,C IJSI ONLl'
Date Received Fce Paid Permit Number(s)

State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality 101/ Wetlands Unit
EXPRESS REVIEW PROGRAM STORMWA,rElt MANAGEMENT APPLICATION FORM
This four may be photocopied for use as an original
GENERAL INFORMATION
1. Applicant's name (specify the name of the corporation, individual, etc. who owns the project):
I (,D- p- j rt Pf?o @>z TI f 5
2. Owner/Signing Official's name and title (person legally responsible for facility and compliance):
3. Owner Mailing Address for person listed in item 2 above:
.20(. CO u,E &0
ST ' - - - ------------ -- -- -- --
City: CAW.-OTIC State:__ Zip: 2'g Z.o2
Phone Number: (104 ) "M2' 910W-ax_Number: ( 1011 )'M2• gD7A Finail Address: hTOVQ f{oaty
G141Wag" Vf,-1M•t.p"..
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
l4FToN 1ZWL-2 '$HoRP IN G- Cer-+TCL
5. Location of Project (street address):
0 0385 Chr4N4P17t_t5,
City: ILAN Pt" 0 t. t S
_?
County.
(i. Directions to project (from nearest major intersection):
W Fir•t 0" V-A-m m ftvOt.l s PtGw k C' =• ? ?
aW
7. Latitude: • l ON _ Longitude:_-;vsof project
8. Contact person who can answer questions about the project:
Name: If'.W1M L'?IAWOtA, Telephone Number: ( 104 ) 57-5 • 2003
Fax Number : ??• SZS"• ZOS Email Address : ???++-?w . @ G.co 5e1 eECrtouP• C-0-^
II. PERMIT INFORMATION:
1. Specify whether project is (check one): ? _ New - Renewal Modification
P14 W''(' .
9/2004 Version LO Page 1 of 4
2. If this application Is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date (if known)- _
3. Specify the type of project (check one):
Low Density ? High Density ____Rcdcvclopn?cut _,__-General Permit _____-Other
4. Additional Project Requirements (check applicable blanks):
CAMA Major / Sedimentation/Erosion Control 40.1/401 Permit __ _NPDES Stormwater -Other
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-67.18,
III. PROJECT INFORMATION
1. In the space provided below, summarize how Stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project .
f S yh Po H D 5 1 f7e A-*rT 1A C H Zv% Em T
2. Stormwater runoff from this project drains to the
3. Total Project Area: 1(01' $15 acres
kAvwtrq
1. Project Built Upon Are
River basin.
vU %
5. How many drainage areas does the project have? z
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided In the same format as below.
Basin Information Drainage Area 1 Drainage Area 2
Receiving Stream Name CpPpt,E C (L61E1L ?OODt.? C-'L{r:Zl(.
Receiving Stream Class G
Drainage Area lZ ?Cr,Z
Existing Impervious` Area ` At . < 1 At
Proposed Impervious* Area ?? (? ll•a k
%Impervious* Area (total) ga (10'C?'ie- 501tp 6bCTMAL? 6Vlt,pOUT
Impervious` Surface Area Drainage Area 1 Drainage Area 2
On-site Buildings p B?,p Ftz-PN 1 - 0ooV-- Nw 000,5-00 P-TJ-
On-site Streets I, v4t,-o {
On-site Parking A-L_ ± 4 Soo t, F "?.
On-site Sidewalks VA%k'C5
Other on-site Z Flc a Z 1L
Off-site --
Total: V(,?• 4361, Total: V?i`('• (??
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
9/2004 Version LO Page 2 of 4
7. How was the off-site impervious area listed above derived? hI D 0 FF. 5 ITt?
IV. DEED RESTRICTIONS AND PROTE'CT'IVE COVENANTS
The following italicized decd restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built-upon area for each lot must be provided as an attachment.
4r,-r Apph(A La. Apflfc.AUr 1aiu- WlA1"v a vGt 4c-1L :Air-
1. The follotiving covenants are intended to ensure ongoing compliance with state riparian buffer authorization or General
Certification nwnbers as issued by the Division of 1Vatcr Quality. These
covenants may not be changed or deleted without the consent of the Stale.
2. No more than square feet of tiny lot shall he covered by slrucuures or impervious materials.
Impervious materials include asphall, gravel, concrete, brick, stone, slate or similar material but to not include wood
decking or the tivaler surface of swinuning pools.
3. Swales dial/ not be filled in, piped, or altered except as necessary to provide ch•ivelvay crossings.
4. Bitilt- upon area in excess of the perniittecI amounI requires a modified water quality certification prim to construction.
5. All permitted runoff from outparcels or future development shall be directed into lire permitted storilm,ater control
system. These connections to the stormwciter control.systcni shall be perfa•med iu a manner ilicit maintains lire integrity
and performance of the system cis permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable stormwater management supplement form(s) listed below must be submitted for each BMP specified
for this project. The forms are located on the 40I/wetlands unit website.
I3ioretention Worksheet
Dry Detention Worksheet
Level Spreader Worksheet
Grassed Swale Worksheet
Extended Detention Weiland / Pocket Wetland Worksheet
Wet Detention Worksheet
9/2004 Version 1.0 Page 3 oi'4
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. 'File complctc application package should be
submitted to the DWQ Central Office.
Please indicate that you have provided the following required information by initialing in the space provided
next to each item. III i ; y
• Original and two copies of the Express Review Storrnwatcr Management Application
• Signed and notarized Operation and Maintenance Agreement
• Three copies of the applicable Supplement Form(s) for each 13M1'
-__
-
• Application processing fee (payable to NCDENR) ?
- --- ---
• Detailed narrative description of stormwater treatment/many cmcnt
• Three copies of plans and specifications, including:
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location snap with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwatcr control measures
- Wetlands and streams delineated, or a note on plans that none exist
- Existing drainage (including off-site), drainage casements, pipe sizes, runoff ca lculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual r firm :_? (?'?-?U _ ??G • _ 1 G___
Mailing A dress:
City: - --Mo?tjp ?•- - < - State: Zip:
Phone: Fax:
VIII. APPLICANT'S CERTIFICATION
1, (print or type name of person listed in General Information, item 2)
certify that the information included on this application form is, to the best of my knowledge, correct and that the project
will be constructed in conformance with the approved plans, that the required decd restrictions and protective covenants
will be recorded, and that the proposed project complies with the requirements of 15A NCAC 211 .1000
Ir //r s
Signature: N ?, ??r+'S Date: /0/ f/-
9/2004 Version 1.0 Page 4 of4
WET [WETLAND] DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
[Wetland maintenance wording is bracketed. PI aso modify the document as appropriate.]
F2M,P POMP ?t
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:
1. 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 permanent pool depth reads 01- 5 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.]
When the permanent pool depth reads (r((i feet in the forebay [and micro-pool], the sediment shall
be removed. ' '
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 61 6
Sediment L-vation El. &U-5 75%
----Sediment Removal Elevation b11 ,S --- 75%
--- -------
A -------------------------------
Bottom E rv 5% & (0 ©
M_ff„m
1 1) r, °/_
Clo.rofinn
FOREBAY
MAIN POND
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.
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: L7T ? t C)O 5
Title: G'at t?rr?yLTto?-? 1`? am Svc e1'
Address: =7D [ ?. Cps ?G0 -7T" Gt V? Lo TTY I??L ?z0Z
Phon
Signz
Date: i-? i 2 i D
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.
P?> a Notary Public for the State of / )f1.1 i' ( cl%?
County of 11 ("? (I jI f r >, do hereby certify that
personally appeared before me this day of (""'C and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
% v ??•......?
i ' i I
•-n? •
(?
10 '0: ?V=
-
''?.GRQ COV?. ••
SEAL
My commission expires
Page 2 of 2
WET [WETLAND] DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
[Wetland maintenance wording Is bracketed. Please modify the document as appropriate.]
DV0P POM(> irv
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 permanent pool depth reads 0(4*I5 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.]
When the permanent pool depth reads 61t4.7!? feet in the forebay [and micro-pool], the sediment shall
be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation f0 11
Sediment mEI.G1 .15? 75%
--------- Sediment Removal Elevation (e (4.1I 75%
Bottom E 5% ---- ------- -------
Rntfnm Flavafinn 0 q 2 99;0
FOREBAY MAIN POND
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.
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: ` 7 T1-:,05 1AOOg5
Title: 6) µ`?-C P,v?71?i t? N r c ?? CZ__
Address: 30 Gt{???_UD-r-rc ?-? C- Lazo Z
Phone: lv4- >c?z „?i Ooo
Signature:
Date:
/? ;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.
a Notary Public for the State of
County of do hereby certify that
personally appeared before me this _`A day of and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
ON DA
e.
?l o
r
r
r
tic
COU `
SEAL
My commission expires 1 r> I I, ` P
Page 2 of 2
Project Narrative
During construction, measures will be utilized to limit the impacts. These measurers include: 1)
the use of siltation barriers and sediment traps; 2) the use of barricades identifying construction
limits such that unnecessary removal of mature trees does not occur; 3) regular inspection and
maintenance during construction; 4) field testing of soil for petroleum levels; and 5) pre-
construction meetings.
Appropriate sediment and erosion control practices equaling those outlined in the most recent
version of the "North Carolina Sediment and Erosion Control Planning and Design Manual" will
be required as part of the project specifications governing the proper design to comply with
appropriate turbidity water quality standards. Sediment and erosion control measures placed in
waters will be removed and the original grade restored within two months after the Division of
Land Resources has released the project.
The proposed work should not cause degradation of area water quality, and will not permanently
restrict or impede the passage of normal or expected high flows. Efforts were made to perform
the work during periods of no or low flow.
Water Quality
A complete Stormwater Management Permit Application is submitted to DWQ for the project
site. This application will include a completed DWQ Stormwater Management Permit
Application Form, completed NCDENR DWQ 401 Wet Detention Basin Worksheets for each
basin, an Operations and Maintenance Plan for each basin, and complete design calculations for
each basin in anticipation of requirements that may be presented in any future 401 Water Quality
Certification Approval Letters and/or 404 General Permits for the site. These requirements by
DWQ are anticipated to mandate permanent water quality basins to be installed throughout the
planned development as a means of water quality protection for drainage coming off the site into
adjacent streams and wetlands located on the site and ultimately into Coddle Creek, which drains
to the Yadkin River.
The site currently drains to Coddle Creek. Accordingly, as a mcans of water quality protection,
permanent water quality basins are proposed to be installed at the site. Tile basins will be located
on both sides of Coddle Creek, in the south central portion of the property of the planned
development.
Geoscience Group will design the system to collect all stormwater run-off draining from the
post-developed site, including runoff from the proposed Goodman roadway. The network of
stormwater collection and conveyance devices will direct all stormwater to the forebays of the
permanent water quality basins.
The basins will be designed to collect and treat the stornlwater run-off collected and transported
by the stormwater collection system described above. DWQ Standards will be followed in the
design of the three permanent water quality basins. Accordingly, each will be designed as
permanent wet detention basins. These basins shall remove pollutants from the stormwater
runoff. These pollutants include suspended solids and the pollutants attached to them. In
addition, dissolved pollutants, such as nitrates, will also be removed via planted vegetation
within the basins. All basins will be designed to discharge the stormwater at the regulated rates
dictated by DWQ.
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Geotechnical, Civil,
Environmental S
Construction Materials
Engineering
GLOSCILiNCL:
GROUP
LETTER OF TRANSMIT rAL
To: Express Review Permitting Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Attn: Cynthia Van Der Wiele
We are sending you: x Attached 0 Under separate cover
VIA: Overnight Regular Mail
The following items: e Shop Drawings 8 Prints
Specifications Copy of Letter
L)>- t'1 2.161
-DATE: Oct.7, 2005 C1104.0387.CV
Alton Ridge Shopping Center
Cabarrus County, NC
Pick-up E-1 Hand Delivered/Couriered
8 Plans Disks
Change Order RX Other
Copies Date No. Description f L
LI
5 Sets Application Documents

E?rR=1Y ALITY
= OR WATERtERAt
THESE ARE TRANSMITTED as checked below:
x For Approval
For your use
Remarks:
11 As Requested
For Review and Continent
Approved as Submitted
Approved as Noted
Returned for Corrections
Copy To:
Signed: Scott Gregory
:H
500 Clanton Road Charlotte, North Carolina Telephone Facsimile
Suite K 28217 704.525.2003 704.525.2051
O?QF\14 A
9QG M1fichuel N. i:asley, Governor
e _ y William Moss in, Secretary
II North Carolina Du1).utmcnt ul' lnvirunmcnt uii nJ Natural Resources
ces
p - Alan W. Klimek, 11.13. Director
r"" `?? Division of Water Quality
October 5, 2005
DWQ EXI' No. 05-1729
Cabarrus County
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Childress Klein Properties
Attn: Steve Hoots ?
301 South College Street v D
Charlotte, NC 28202 O C T 1
2005
Subject Property: Afton Ridge Sl>iopping Center ttiET( DENR BTOR,RQ?gN
REQUEST FOR MORE INFORMATION-EXPRESS REVIEW PROGRAM
Dear Mr. Hoots:
On October 3, 2005 the Division of Water Quality (DWQ) received an stormwater management plan
application through the Express Review Program. Upon further review, the DWQ has determined that
your application is incomplete and/or provided inaccurate information as discussed below. The DWQ
will require additional information in order to process your application to impact protected wetland,
streams and/or buffers on the subject property. Therefore, unless we receive the additional information
requested below, we will have to move toward denial of your application as required by 15A NCAC 2H
.0506 and will place this project on hold as incomplete until we receive this additional information.
Please provide the following information so that we may continue to review your project:
1. The incorrect application form was sent; please refer to
III th://It2ci.rnr.?t:?t? .nr.us/iu rtl:utd./cltiCt-11I WIN/1?Al? I:L•V_ti\VN1 VI)dI' for the correct form.
2. Item 4. Addition Project Information, it noted that a 404/401 Permit is required. We believe this
item was checked in error; a 401 Water Quality Certification was issued on July 13, 2005.
3. Under Section 111. Project Information, there are discrepancies in the built upon area/percentage
impervious area (70% vs. 8070). Please explain these differences.
4. Item VII. Agent Authorization: this portion was left blank. Do you wish to designate your
consultant, Mr. Scott Gregory of GeoScience, Inc. as the contact person?
5. The engineer initialed the required items checklist on the Stormwater BMP worksheets, but failed
to provide a signed and notarized Operation and Maintenance Agreement.
6. The stormwater management plan provided is unacceptable because Condition 4 of GC 3402 (NW
39) states that in §303(d)-listed watersheds (e.g., Coddle Creek), the stormwater BMPs shall consist
Hand , bioietention, or pond s followed by f c c filter strips. e eret ce.
hthtti)://li2o.cnr.state.nc.us/iicwctlauuis/GC'.34021x11li2o.cnr.state.nc.us/iicwctl:tncis/GC'.34021x11.
401 Oversight/ Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699.1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] /FAX [phone] Internet: http://h?o.enr.st,ito.nc.ua/ncwetlnrids?h?aenst,itoticns/ncwetlnrid

An Equal Opportunity/Affirmative Action Employer- 50% Recyded110% Post Consumer Paper
OFFICE: tISG ONLY
Date Received Fee Paid Pcrmit Number(s)

State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality 401/ Wetlands Unit
EXPRESS REVIEW PROGRAM STORMWA'1 ER MANAGEMENT APPLICATION FORM
This form may be photocopied for use as an original
1. GENERAL INFORMATION
1. Applicant's name (specify the name of the corporation, individual, etc. who owns the project):
el rt PQo P eZ Tt-E 5
2. Owner/Signing Official's name and title (person legally responsible for facility and compliance):
GiTcv6 Aovr S •_ Co HS T • H ?'?-r-t or ac
- --- -- ------ --
3. Owner Mailing Address for person listed in item 2 above:
City: 64V-6vt0TTC _ State: M C--____ Zip: 216 -z, -D Z
Phone Number: ( 104 ) 3q Z • qM4 ax Number: ( ?Oq ) 3?Z• qV 311 I?nail Address: ?lTWe? 900110
G1?t t.p ?? tLt.6 t rt • to,.?
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
A'Flo N tZtDEG •SNv?Q tttG- Ce4.4TeL - -- - -
5. Location of Project (street address):
03 t57 Y-0Vr+t44ot_t5 PVGw'•f. _
City: V`AT4r-L"OLt5_ County:_ C"?PSrmzv
6. Directions to project (from nearest major intersection):
WFirr DN VA-Mf4"ot,ts P"k oFF T• J
7. Latitude: 35. 11l6 ° N __ Longitude: 4013 v W of protect
8. Contact person who can answer questions about the project:
Name: V?Wlrl C t?WELt? _ Telephone Number: ( 104 ) 525 • 2003
Pax Number : 04• SZS"• Z.OS ( Email Address : &Ci DWV%14• a (,•e0 SGt?tGEC,rfotlP• ao"-
II. PERMIT INFORMATION:
1. Specify whether project is (check one): ? New Renewal _ Modification
9/2004 Version 1.0 Page 1 of 4
2. If this application is being submitted as the result of a renewal or modification to an existing; permit, list the
existing permit number and its issue date (if known)
3. Specify the type of project (check one):
Low Density ? High Density _____Redevelopment General Permit ___Other
4. Additional Project Requirements (check applicable blanks):
_CAMA Major -/ Sedimentation/Erosion Control 40.1/401 Permit ___NPDES Stormwater -Oilier
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-67,18.
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project .
_ 2 F5 IM P o H D S_ 07 ' _ A-PrT 1VG M 1WE m T ---- - ------- -
2. Stormwater runoff from this project drains to the k o w t N River basin.
3. Total Project Area: b I' $? acres 4. Project Built Upon Area:_ $a "U
5. How many drainage areas does the project have"? y
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided In the same format as below.
Basin Information Drainage Area 1 Drainage Area 2
Receiving Stream Name GOp pLe 4OPDL'e G 11,
Receiving Stream Class Ci
Drainage Area r z,
(G} Z
Existing Impervious* Area 6 ( At, .4 1 Ac .
Proposed Impervious*Area Ac. I I•a Ike,
06 Impervious* Area (total) gD (-10M B016p 666 TVTWtt. 001 LODyT
Impervious* Surface Area Drainage Area I Drainage Area 2
On-site Buildings 0 BbD FTz PN i - (000 - fvty $00 SOO FTz
On-site Streets 141"',5 t
On-site Parking IQ t, i, 4'500 L
On-site Sidewalks Vm%UU5
Other on-site IBC. G Q. Z AL
Off-site
Total: Ir/(er. 486i,(, A( Total: * Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
9/2004 Version 1.0 Page 2 of 4
7. How was the off-site impervious area listed above derived? _ 140 0 F-'• S iTe A-alraA
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built-upon area for each lot must be provided as an attachment.
gaT Aj7plfcmmLc . Appli ear v-du- voAi Ova a e;w146t .tar.
1. The folloiving covenants are intended to elrsru•e ongoing compliance 11111 state riparian brrffi:r authorization or General
Ccrtlficalion numbers cis is.med by the Division of 11Vater Ql aliiy. Viese
covenants pray not he changed or deleted without the consent of the State.
2. No more than sglulre feet of any lot shall be covered by structures or impervious materials.
lnlperviotrs materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not inchale wood
decking or the water sruf ace of stivilnlning pools.
3. Stales shall not be filled ill, piped, or altered except cis necessary to provide driveway crossings,
q. Il:rllt-upon cn ca !n excess of the prrmllted amount requires ci mucliJied tivertev quality ccvtificutlun prior to collsn action.
5. All permitted rlawJf fr•onl ouIllarc•els or f ranee de velopill ell I shall be directed into the permitted stornnvater control
system. These connections to the stor•nmuter cowrol system shall be perfili-nred in a manner that nrcaintains the integrity
and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable stormwatcr management supplement form(s) listed below mast be submitted for each BNIP specified
for this project. The forms are located on the 401/wetlands unit website.
Bioretention Worksheet
Dry Detention Worksheet
Level Spreader Worksheet
Grassed Swale Worksheet
Extended Detention Wetland / Pocket Wetland Worksheet
Wet Detention Worksheet
9/2004 Version 1.0 Page 3 of 4
VI. SUBMITTAL REQUIRENIL'NTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the DWQ Central Office.
Please indicate that you have provided the following required information by initialing in the space provided
next to each itein. hll 1 ly,
• Original and two copies of the Express Review Stonnwater Management Application
• Signed and notarized Operation and Maintenance Agreement
• Three copies of the applicable Supplement Fonts s for each Bh1P
• Application processing fee (payable to NCDENR) _. ___ (?U
?- - - -
• Detailed narrative description of• stormwater treatment/management _ _
• Three copies of plans and specifications, including:
- Development/Project name
- Engineer and firm
- Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR niunbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands and streams delineated, or a note on plans that none exist
- Existing drainage (including off-site), drainage casements, pipe sizes, runoff ca lculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual r firm
Malling A dress:_
City:. State: (t-- Zip:.
Phone: L?O ZV 0 _ Fax: (-V-10
=l---?--?
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2) Gj-rG tJtoi 40 t;,-r5
certify that the infornation included on this application form is, to the best of my knowledge, correct and that the project
will be constructed in conformance with the approved plans, that the required decd restrictions and protective covenants
will be recorded, and that the proposed project complies with the requirements of 15A NCAC 211 .1000
Signature: "p Date: / 7/
9/2004 Version 1.0 Page 4 of•4
WET [WETLAND] DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
[Wetland maintenance wording is bracketed. P! Vase 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:
1. 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 permanent pool depth reads Ob5 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.]
When the permanent pool depth reads (r(/? feet in the forebay [and micro-pool], the sediment shall
be removed.
BASIN DIAGRAM
(fill in the blanks)
p Permanent Pool Elevation ( b
Sediment moval El. Gtt.5 75%
----------------/111 Sediment Removal Elevation bt??S ----------------------------------------- 1-75%
------
Bottom E vation Grv f 0
Bottom Elevation Lalza/
FOREBAY
MAIN POND
Page f 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.
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.
V% ?oaTS
Print name: 7 C
Title: G'o??<rr?rvr??o?-? F?1??M *z cTt?_
Address: 70 ?. Cow ;G? -7T Gk-V-? TTO I`LL pZ
Phone
Signat
uate: /,at i -r>
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
a Notary Public for the State of
County of ?do hereby certify that
personally appeared before me this i t day of ( \(? ?- r C? /-,-and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
A 80
OO : i
'm
=c7' ;Vz
FSLIC $-1
.,,v?9q,Cpv???.
SEAL
My commission expires
Page 2 of 2
WET [WETLAND] DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
[Wetland maintenance wording Is bracketed. Please modify the document as appropriate.]
I) m P Po rt (> it 7
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 permanent pool depth reads (vAll 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.]
When the permanent pool depth reads (?tq•7'? feet in the forebay [and micro-pool], the sediment shall
be removed.
BASIN DIAGRAM
(fill in the blanks)
p Permanent Pool Elevation
Sediment moval EI.GI .?S 75%
----------------- Sediment Removal Elevation Cr(4.'15 75%
--------------------------------------------- -------
Bottom E vation (e 5% 4
Rnttnm Flavatinn (P t? 1 9S0/
FOREBAY
MAIN POND
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.
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: °'-7 Ttfv6 1Aoo-T
Title: -n ?? ?-C ?v< T1Q)?? M A M N
3o t `7 GbLI.?c 5T ?t 4 . c.o r-rr? ?-+ C . zaZAddress: o Z
Phone: 104- >c?Z n? °oo
Signature:
Date:
/-V/ 7/-0:1'
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 1
??tt r ?? _ e->>r,?
I, Y / ?(-f'?1 a Notary Public for the State of fl',
County of,/ ) i I" do hereby certify that )A personally appeared before me this M day of and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
?%%%%,.1,%N D,c?
%
e
IC .,_
:LAG •. ? •.?
SEAL
My commission expires /.: % i 1 /'> i i ` /
Page 2 of 2
Project Narrative
During construction, measures will be utilized to limit the impacts. 'T'hese measures include: 1)
the use of siltation barriers and sediment traps; 2) the use of barricades identifying construction
limits such that unnecessary removal of mature trees does not occur; 3) regular inspection and
maintenance during construction; 4) field testing of soil for petroleum levels; and 5) pre-
construction meetings.
Appropriate sediment and erosion control practices equaling those outlined in the most recent
version of the "North Carolina Sediment and Erosion Control Planning and Design Manual" will
be required as part of the project specifications governing the proper design to comply with
appropriate turbidity water quality standards. Sediment and erosion control measures placed in
waters will be removed and the original grade restored within two months after the Division of
Land Resources has released the project.
The proposed work should not cause degradation of area water quality, and will not permanently
restrict or impede the passage of nonnal or expected high flows. Efforts were made to perform
the work during periods of no or low flow.
Water Quality
A complete Stonnwater Management Permit Application is submitted to DWQ for the project
site. This application will include a completed DWQ Stormwater Management Pernlit
Application Form, completed NCDENR DWQ 401 Wet Detention Basin Worksheets for each
basin, an Operations and Maintenance Plan for each basin, and complete design calculations for
each basin in anticipation of requirements that may be presented in any future 401 Water Quality
Certification Approval Letters and/or 404 General Pen-nits for the site. These requirements by
DWQ are anticipated to mandate permanent water quality basins to be installed throughout the
planned development as a means of water quality protection for drainage coming off the site into
adjacent streams and wetlands located on the site and ultimately into Coddle Creek, which drains
to the Yadkin River.
The site currently drains to Coddle Creek. Accordingly, as a means of water quality protection,
permanent water quality basins are proposed to be installed at the site. Tile basins will be located
on both sides of Coddle Creek, in the south central portion of the property of the planned
development.
Geoscience Group will design the system to collect all stormwater run-off draining from the
post-developed site, including runoff from the proposed Goodman roadway. The network of
stormwater collection and conveyance devices will direct all stormwater to the forebays of the
pernanent water quality basins.
The basins will be designed to collect and treat the stormwater run-off collected and transported
by the stonnwater collection system described above. DWQ Standards will be followed in the
design of the three permanent water quality basins. Accordingly, each will be designed as
pernanent wet detention basins. These basins shall remove pollutants from the stormwater
runoff. These pollutants include suspended solids and the pollutants attached to them. In
addition, dissolved pollutants, such as nitrates, will also be removed via planted vegetation
within the basins. All basins will be designed to discharge the stormwater at the regulated rates
dictated by DWQ.

__ i i C i' -? ----- ------- ------ -- \ -,--

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(twrIHMo 3M) --
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0 25 50
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SCALE: 1" 50'

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SCALE: 150' /
PS5 - \
/ //,/ ! t 111. _
?OF W ATF9 p Michael F. Easley, Governor
\0 G William G. Ross Jr., Secretary
r North Carolina Department of Environment and Natural Resources
p .? Alan W. Klimek, P.E. Director
Division of Water Quality
October 5, 2005
DWQ EXP No. 05-1729
Cabarrus County
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Childress Klein Properties
Attn: Steve Hoots
301 South College Street
Charlotte, NC 28202
Subject Property: Afton Ridge Shopping Center
REQUEST FOR MORE INFORMATION-EXPRESS REVIEW PROGRAM
Dear Mr. Hoots:
On October 3, 2005 the Division of Water Quality (DWQ) received an stormwater management plan
application through the Express Review Program. Upon further review, the DWQ has determined that
your application is incomplete and/or provided inaccurate information as discussed below. The DWQ
will require additional information in order to process your application to impact protected wetland,
streams and/or buffers on the subject property. Therefore, unless we receive the additional information
requested below, we will have to move toward denial of your application as required by 15A NCAC 2H
.0506 and will place this project on hold as incomplete until we receive this additional information.
Please provide the following information so that we may continue to review your project:
1. The incorrect application form was sent; please refer to
littp:Hh2o.enr.state.nc.us/ncwetlands/documents/Exp_Rev_SWMA.pdf for the correct form.
2. Item 4. Addition Project Information, it noted that a 404/401 Permit is required. We believe this
item was checked in error; a 401 Water Quality Certification was issued on July 13, 2005.
3. Under Section III. Project Information, there are discrepancies in the built upon area/percentage
impervious area (70% vs. 80%). Please explain these differences.
4. Item VII. Agent Authorization: this portion was left blank. Do you wish to designate your
consultant, Mr. Scott Gregory of GeoScience, Inc. as the contact person?
5. The engineer initialed the required items checklist on the Stormwater BMP worksheets, but failed
to provide a signed and notarized Operation and Maintenance Agreement.
6. The stormwater management plan provided is unacceptable because Condition 4 of GC 3402 (NW
39) states that in §303(d)-listed watersheds (e.g., Coddle Creek), the stormwater BMPs shall consist
of constructed wetlands, bioretention, or ponds followed by forested filter strips. Reference:
http://h2o.enr.state.nc.us/ncwetlands/GC3402.pdf.
401 Oversight/ Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] /FAX [phone] / Intemet: http://h2o.enr.state.nc.us/ncwetlands
No One
Carolina
aturally
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/100% Post Consumer Paper

Afton Ridge Shopping Center
Page 2 of 2
October 5, 2005
Please respond within five (5) days of the date of this letter by sending five (5) sets of this information to
me in writing. The Express Review Program is a process that requires all parties to participate in a timely
manner.
If the DWQ feels the Express Review Program is the incorrect review program for your project, then we
may have to return your application and have it reviewed through our regular 401 Water Quality
Certification Program.
This letter only addresses the application review and does not authorize any impacts to wetlands, waters
or protected buffers. Please be aware that any impacts requested within your application are not
authorized (at this time) by the DWQ. Please call Cynthia Van Der Wiele at [phone] if you have
any questions regarding or would like to set up a meeting to discuss this matter.
Sincerely,
014,-t, C.
at?c?'64.
yndi Karoly,
C??401 Oversight/Express Review Permitting Unit
CBK/cvdw
cc: USACE Asheville Regulatory Field Office
DWQ Mooresville Regional Office
File Copy
Central Files
Scott Gregory, GeoScience, Inc., 500-K Clanton Rd., Charlotte, NC 28217
Filename: 051729AftonR1dgeSC (Cabarrus)EXP+hold
DWQ EXP 05-1729 Afton Ridge Shopping Center
1
Subject: DWQ EXP 05-1729 Afton Ridge Shopping Center
From: Laurie Dennison <[e-mail]>
Date: Thu, 06 Oct 2005 10:30:35 -0400
To: [e-mail]
Please see attached the Division of Water Quality's request for more information
related to your recent application. Please note that this message is being forwarded
to you electronically so that you may expedite preparation of your response. Please
do not send your response as a reply to this e-mail or via fax. The hard copy is
being sent via US Mail. All response correspondence is to be mailed via hard copy to
the 401 Oversight and Express Permits Unit, 2321 Crabtree Blvd., Raleigh, NC, 27604
unless otherwise noted.
051729AftonRidgeSC(Cabarrus)EXP+hold.doe
Content-Type: application/msword
Content-Encoding: base64
1 of 1 10/6/2005 10:34 AM
?3n U 55 17 29
OFFICE USE ONLY
Date Received Fee Paid Permit Number
State of North Carolina 0 C T 3 2005
Department of Environment and Natural Resources
Division of Water Quality DENR - WATER QUALITY
WETLANDS AND STORIAVATER BRANCH
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original U D?/] D
1. GENERAL INFORMATION Ilh(U S p 0 2005
1. Applicants name (specify the name of the corporation, individual, etc. who owns the prgLjt?j.?VATER QUALITY
"l L D R15175 li u5 i r-l ? JZo p E e v cn5 !', cTU f,D3 f,ND STM'X6ATER EiiPd1CH
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
'j TeVS HPo-TS . Co r-c 5 TP-VCM o" M A M .t 2-
3. Mailing Address for person listed in item 2 above:
j • ?o ?t,? C?Pi 5 I .
Z
.,01
City: GE+*t?lATtr? State: 1M C, Zip: Z a Za Z
Telephone Number: ( '? ?? ) 2!Q Z• cl DD [?
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
1_1c1!`TOM P,-IPC_X r '7NO?.QIrt(_ (?z rtT:e L
5. Location of Project (street address):
?kp Od 3e,? I.4WHIoL15 PL_WLt
City: 6ytAC-D (%D County: ?N 3 5
6. Directions to project (from nearest major intersection):
W cArr OM V,"Nlip ot, I S PI(GW tf bpr V5 :F
7. Latitude:
Long
of project
8. Contact person who can answer questions about the project:
Name: 4Gol-r (?'?!? ?:dE'?( Telephone Number: (??'1 ) 5 Z 5?' ZOt?j
II. PERMIT INFORMATION:
1. Specify whether project is (check one): _V __New -__Renewal --modification
Form SWU-101 Version 399 Page 1 of 4
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date (if known)
3. Specify the type of project (check one):
/ Low Density High Density Redevelop General Permit Other
4. Additional Project Requirements (check applicable blanks):
_CAMA Major `Sedimentation/Erosion Control 404/401 Permit _NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, summarize how Stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project .
?J'foP.mw?'}T 13 m D?-t cr?? T1 Dtir TO Gor?Tf?C? tZtlrl oFP
TO ?2? • PE5VS > PE12 Cor-A D I I t o r15
2. Stormwater runoff from this project drains to the
3. Total Project Area: I b I• 'boo acres
5. How many drainage areas does the project have? V
4. Project Built Upon Area: 7-0 %
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information Drainage Area 1 Drainage Area 2
Receiving Stream Name GoDDLV, C lzE v- Co DD Ile cEF-e-Q
Receiving Stream Class
Drainage Area I I?i 12
Existing Impervious" Area ?• F}L G AC
Proposed Impervious'Area 91.6 I I q
% Impervious` Area (total) 0-0 g (7
Impervious` Surface Area Drainage Area 1 N' '?p Drainage Area 2
On-site Buildings ZJ0 $60 FT 2-
On-site Streets 1-06 W11 L, ?
On-site Parking ?j 57 14'6- It
On-site Sidewalks t 'j wl t t,?s
Other on-site
Off-site
Total: Total:
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
YAP4,1 H
River basin.
Form SWU-101 Version 3.99 Page 2 of 4
7. How was the off-site impervious area listed above derived? m o m e t A-LIB ON -'S m%53
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built-upon area for each lot must be provided as an attachment.
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit number
as issued by the Division of Water Quality. These covenants may not be
changed or deleted without the consent of the State.
2. No more than square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Stivales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built-upon area in excess of the permitted amount requires a state storm water management permit modification prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormvvater control
system. These connections to the storrmvater control system shall be performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form (s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms.
Form SWU-102
Form SWU-103
Form SWU-104
Form SWU-105
Form SWU-106
Form SWU-107
Form SWU-108
Form SWU-109
Wet Detention Basin Supplement
Infiltration Basin Supplement
Low Density Supplement
Curb Outlet System Supplement
Off-Site System Supplement
Underground Infiltration Trench Supplement
Neuse River Basin Supplement
Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 Page 3 of 4
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Ini 'als
• Original and one copy of the Stormwater Management Permit Application Form
• One copy of the applicable Supplement Form(s) for each BMP
• Permit application processing fee of $420 (payable to NCDENR)ALRC.-,1P'r Mto
• Detailed narrative description of stormwater treatment /management PC / o2T
• Two copies of plans and specifications, including:
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm):
Mailing Address:
City: State: - Zip:
Phone: ( 1 Fax: ( )
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item Z)
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of 15A
NC.A(-.?H innn -.-n n _-- i/ /
Signature:
Date:
Form SWU-101 Version 3.99 Page 4 of 4
Addendum to the Pre-Construction Notification and "Buffer Rules" Application Required for
Projects Submitted Under the
"Express Review Program"
North Carolina Division of Water Quality Version 3.0
January 7, 2004
Email Address: [e-mail]
Purpose: To provide a detailed explanation of the information required by the Division of Water Quality
in order to expedite the review of applications for 401 General Water Quality Certifications, Isolated
Wetland and Stream Permits, and Buffer Rule and Minor Variance Approvals.
Please do not leave any questions unanswered or use terms such as "N/A" without an explanation.
Fees:
Total stream impacts of less than 150 feet and/or total wetland impacts of less than or equal to 1 acre -
$1,000.00.
Total stream impacts of greater than or equal to 150 feet and/or total wetland impacts of more than 1 acre
and projects that include any kind of Buffer Rules Approval -$2,000.00. For stream origin determinations
as required by the Buffer Protection Rules the fee is $200.00 for one or two streams on the same
property, $500.00 for three to six streams on the same property, or $1,000.00 for more than 6 streams on
the same property.
Please read the entire document before attempting to determine the proper fee. Fees are additive for a
particular project.
Things to keep in mind when filling out the application:
A specific answer must be provided for each question. For instance, if a numerical answer is requested
then a numerical answer must be provided along with the supporting information necessary for DWQ staff
to verify that the number is accurate. Likewise, if explanations are presented to justify certain responses,
the explanations must be completely supported by documentation. DWQ staff cannot assume that
unsupported or undocumented information is accurate. "N/A" is not an acceptable answer for any
question since the DWQ Staff reviewing the application must have an opportunity to determine whether or
not any requested information is pertinent.
All forms, guidance, worksheets, applications, etc. used must be the current versions as posted on our
web site at http:h2o.enr.state.nc.us/ncwetlands. There will soon be a web site specifically for the express
review program. Please note that it will be the applicant's or applicant's consultant's responsibility to
verify that the current versions are used. The versions posted on our web site will be considered to be
the current versions.
You are a very important part of the success of this program, if you have suggestions or clarifications
please send your comments to the Wetlands/401 Unit of the DWQ (via email at
401 [e-mail]).
Filling Out the Pre-Construction Notification Application:
The Corps of Engineers (USACE)/DWQ official, joint Pre-Construction Notification (PCN) Application
must be used as a basis for the expedited review process. The completed application should be
presented first the supporting information tabbed and collated in the same order. collated in the same
order. Using a custom format is not recommended. All supporting documentation should be presented
as tabbed appendices in the same order as the application. The open squares ( ) are checklist items.
The following items correspond to the numbering system on the Pre-Construction Notification Form
(PCN):
USE CHECK BOXES TO TRACK PROJECT INFORMATION
SECTION I. PROCESSING
1 &2. The USACE determines which Nationwide, Regional, or General Permit is
required. If you have verified with the USACE which permit they intend to use for
your project or if you already have written approval from the USACE, please
indicate by adding "verified" or "verified, attached", respectively, in the blank next
to the Permit number requested.
Attach the USACE Approval if you have it.
3. It is not anticipated that the expedited process will be requested for this situation.
4. If you propose to impact 150 feet or more of perennial stream or 1 acre or more
of wetland and onsite mitigation is not proposed, it is recommended that you
either locate an acceptable private bank with available credits (with
documentation to show that the bank can and shall provide the credits needed)
or obtain approval from the NCWRP for the entire amount of stream and or
wetland as DWQ will make the final determination as to whether or not mitigation
applies. Please note that the USACE may have different mitigation requirements
and thresholds.
5. State whether your project will require a CAMA Minor, Major or General Permit
and give the status of the permit.
SECTION II - APPLICATION INFORMATION
15 NCAC 2H .5020 reads as follows: "Who Must Sign Applications. The application
shall be considered a "valid application" only if the application bears the signature of a
responsible officer of the company, municipal official, partner or owner. This signature
certifies that the applicant has title to the property, has been authorized by the owner to
apply for certification or is a public entity and has the power of eminent domain. Said
official in signing the application shall also certify that all information contained therein
or in support thereof is true and correct to the best of his knowledge."
Please indicate how the applicant meets the above definition and provide
supporting documentation.
Please provide all of the requested contact information including a fax
number and email address.
2. Please attach the agent authorization letter if the application is not signed by the
applicant. The agent authorization letter must be signed by the applicant. The
applicant's name and position must also be spelled out as many signatures are difficult
to read.
3. Please provide all of the requested contact information including a fax number and
email address.
SECTION III - PROJECT INFORMATION
The following is the most critical of all the information that you must provide. The quality and detail of the
information will often determine the expeditiousness of the review. The following is a checklist of the
types of pertinent information required at a minimum:
Maps and Plans:
The most recent version of the 1:24,000 USGS Topographic Map- Please cleanly
delineate the site boundaries, etc. on the map. If the delineation obscures any of the
features, it is recommended that a clean copy be provided. Please indicate the
quadrangle name. You can go to the USGS web site (http://mac.usgs.gov/maplists/) to
verify the most recent version.
The most recent version of the NRCS Soil Survey Map - (required for projects within
the Neuse River Basin, Tar-Pamlico River Basin and Randleman Lake Watershed and
recommended for all projects) - Please cleanly delineate the site boundaries, etc. on the
map. If the delineation obscures any of the features, it is recommended that a clean copy
be provided. Please indicate the page or map number from which the copy of the map
was made. Copies of the current soil survey and/or soil survey map sheets can be
obtained from the local NRCS County Office (http://www.nc.nres.usda.gov/).
Vicinity map - Please clearly mark the location and approximate boundaries of the
property and project on the map. Please indicate north and scale. Please include
applicable road names or State Road numbers.
The Site Plan - The most critical map to be provided is the site plan. You must provide
full sized plans. The following is the minimum list of plans that are typically needed.
Pre-construction/Pre-existing conditions - This sheet must be scaled and
include all jurisdictional and non-jurisdictional wetland, stream, water features,
State regulated buffers, topographic contours with elevations, approximate extent
and nature of forest, field, landscaped, or other cover. Any existing structures and
impervious area must also be shown. Existing utility lines and easements must
also be shown. Existing roads, culverts, and other pertinent features must be
shown. North arrow and the scale must be shown. Please note that the impact
boundaries on the maps should correspond to the flagged impact boundaries in the
field.
Proposed conditions - These sheets must be scaled and show all existing
jurisdictional and non-jurisdictional wetland, stream, water features, and State
regulated buffers must be underlain on the site plan(s). The plans must show all
built-out structures and impervious cover. The plans must include the final grading
contours with elevations. The plans must indicate all utilities and easements. It is
likely that several versions of the final built-out site plans will be necessary. The
following is a list of layers:
Drainage Plans - Final drainage plans must be included. The plans should include
the locations and pertinent elevations and sizes of the collection system and
drainage ways. All inlets and outlets must also be shown with pertinent elevations.
Scaled stormwater BMPs must also be indicated as required by DWQ rules and
policies. In certain cases, final stormwater management plans must also be
provided, but that will be addressed later in this document.
Plats - The plans must show the location and layout of all sub-divided parcels with
lot identifications. Platted parcels must be developable without further impacts to
jurisdictional and non-jurisdictional wetlands, streams, water features, and State
regulated buffers.
Proposed Impacts - All impacts to jurisdictional and non-jurisdictional wetland,
stream, water features, and State regulated buffers must be shown and labeled on
the site plans. All excavation, fill, flooding, stabilization, and other impacts that will
be conducted in or near jurisdictional and non-jurisdictional wetland, stream, water
features, and State regulated buffers must be indicated.
5
Wetland Impacts (on the site plan):
Precise grading and final elevation contours must be provided. Existing vegetation and
any clearing must be specified.
All subsurface utility lines must indicate the location of anti-seep collars. Construction
detail for anti-seep collars must be provided.
Roadway or other crossings of riparian wetlands may require floodway culverts to
maintain existing hydrological conditions.
When surface drainage features or groundwater recharge areas that feed or would
reasonably feed wetlands that are not to be filled are made impervious, it may be
necessary to direct some stormwater runoff to those areas in order to maintain hydrology.
You must identify these areas and address them. Supporting explanations and discharge
information must be provided to show that the wetland would not be eroded or receive
too much or too little hydrology. In many cases this could help satisfy part of a
stormwater management plan.
Flooding
Draining
Stream Impacts:
Stream impacts must be clearly shown on the plans. The centerline as well as the banks
of the stream must be surveyed or located by GPS for the portion of the stream to be
impacted.
Culverting:
The inlet and the outlet of the culvert should be aligned with the stream as much as
possible. Inlet and outlet elevations and stream bed elevations should be indicated.
Any widening of the stream must be shown with elevations.
The extent of and plan details for all dissipation or grade control devices should be shown
with pertinent elevations.
For shorter culvert sections, such as for road crossings, a longitudinal cross section that
shows the stream bed invert at the inlet and outlet, the existing stream bank elevations
and the invert of the inlet and outlet of the pipe(s) must be provided.
For shorter culvert sections, such as for road crossings, a vertical cross section must be
provided that shows the stream cross section at the inlet and outlet overlain with the
culvert and fill cross section.
For bottomless culverts or other spans, a vertical cross section should be provided that
shows the minimum distance from each span to each stream bank, the stream cross
section, the height of the span above the stream and the minimum distance from the
edge of each footer to each stream bank.
For bottomless culverts or other spans, a plan view must be provided that shows the
location of the spans and the stream banks.
For longer culverts or culverts that will pass beneath substantial impervious cover, it will
be necessary to provide adequate plan detail to show that discharge velocity/energy will
be adequately dissipated.
Aquatic life passage through culverts is typically achieved by placing the invert of the
culvert below the existing bed of the stream per the USACE or North Carolina Wildlife
Resource Commission guidelines. Other methods such as baffles may also be used.
Please be aware that such placement may require the use of grade/velocity control
measures up or down stream of culverts on steeper streams to prevent head-cuts or
stream bed erosion. The culvert placement relative to the stream bed can be indicated
on the longitudinal profile. Grade and velocity control measures must be indicated on the
plan view and typical designs should be provided.
Multiple culverts, wide culverts or sectioned box culverts typically require the use of sills,
off-setting or other means to match the cross section of the existing stream (in order to
maintain stream stability and provide aquatic life passage). A vertical cross section of the
culverts should be shown overlain with the up and downstream stream cross section
including the stream flood-prone area.
Impacts associated with dam construction must indicate and enumerate all fill associated
with the dam foot print, spillway and any bank stream bank stabilization. The length of
stream impounded must also be indicated and enumerated.
Stream Relocations:
Stream relocations must be conducted as specified in General Certification numbers
3402 and 3404 (available on the Wetlands Unit web site). Stream relocation plans must
include:
Morphological measurements (see Appendix B of the Internal Technical Guide for Stream
Work in North Carolina available on the Wetlands Unit web site) - not all of the
measurements are applicable in every instance.
Typical stream cross sections - Typically, a riffle cross section and a pool cross section
that includes the entire flood prone area. The bankfull and flood prove area elevations
should be indicated. Similarly, a riffle cross section of the reference stream(s) should be
provided.
Plan view - Provide scaled plans that show the location of the proposed (preferably with
stationing) and the existing stream. In most instances, the bankfull contours and flood
prone area contours, in stream structures, bank revetments/stabilization, channel plugs,
planting plan, vegetation conditions, stormwater outlets, grade controls, bridges, culverts,
sewer lines, roads, fencing, and easement lines should also be provided.
Longitudinal Stream Profile - A scaled profile that indicates the thalweg , bankfull, and
top of bank elevations should be provided for the design and reference streams. In many
cases, it will also be necessary to show the existing land elevations for the design
stream.
Planting Plan - A planting and/or vegetation management plan should also be provided
that makes use of appropriate native vegetation. The plan should indicate the extent,
density, and species of plants to be provided.
In-stream structure, bank revetment/stabilization, and stormwater outlet typicals -
Detailed, typical plans should be provided for all in stream structures, bank revetments or
stabilization, and stormwater outlets. The typicals should include materials and
specifications as well as relative lengths, positions, and angles.
Sediment transport analysis - A sediment transport analysis should be provided based
on the current, relevant, accepted practices. The sediment transport analysis should be
relevant to the stream bed load type and should predict bed load transport equilibrium.
Permanent conservation easement or similar means of protection must also be provided.
Other Information:
1. The project should always be referred to by this name in all correspondence as well
as the DWQ # once it is provided.
2. This only applies to DOT projects which are not expected to utilize the Express
Review Program.
3. This should be the size of the project as identified by the USACE for 404 Permits or
by the Division of Water Quality for Buffer Approvals and Isolated Wetland Permits.
4. Please provide the name (as depicted on the USGS topographic map and DWQ
Stream Classification Lists) of the nearest water body(ies) to which your project is a
tributary to (e.g. "Neuse River (Falls Lake below normal pool elevation)"). (Do not
simple state "stream", "river", "ocean", "sound" or "lake".) Please provide the "stream
index number" of the named water body or water body section (e.g. "27-(1)"). Also,
please provide the full water quality classification (e.g. "WS-IV NSW CA") of the water
body. This information can be obtained from the DWQ web site
http://h2o.enr.state.nc.us/bims/Reports/reportsWB.html.
5. Please state which river basin and sub-basin that your project is in (e.g. "Neuse River
Basin, NEU01"). This information can be obtained from the DWQ web site
http://h2o.enr.state.nc.us/bims/Reports/reportsWB.htmi.
6. Conditions should also be indicated on the existing site plan where applicable.
Photos (including aerial photos) can be helpful in describing the existing conditions.
7. You must provide an attachment that explicitly describes what the proposed project
will entail from the planning stage to final construction.
8. This can be a simple explanation, but it is critically important because the purpose
dictates how the no practical alternatives is reviewed.
SECTION IV - PR IOR PROJECT HISTORY
Please include copies of all 401 Water Quality Certifications, Isolated Wetland
Permits, Buffer Approvals, USACE Permits, CAMA Permits for the site as well as a
copy of the final approved, site plan.
SECTION V - FUTURE PROJECT PLANS
For projects utilizing the express review process, all impacts both present and
potential future must be indicated. For instance, the location or configuration of
platted lots sometimes suggests that future impacts will be necessary to build,
access, or otherwise develop such lots. Failure to account for such potential impacts
could delay or disqualify a project from the rapid review process. If you believe that
the lot can be developed without impacts, but you anticipate that your assertion may
be questioned, it is recommended that you provide a potential building foot print
and/or grading plan to show that future impacts could be avoided.
SECTION VI - PROPOSED IMPACTS TO WATER OF THE US
It is recommended that the individual impacts be described if there are special things
to note about the impacts. Typically the most important thing is to have detailed
accurate site plans as described above. Please make sure they are clearly labeled.
Please include all proposed temporary impacts.
Also, a current, signed delineation map from the USACE should be provided (if
available) and a map locating the stream origins signed by the appropriate DWQ
Staff must be provided if applicable.
2. Each impact to a wetland must be clearly labeled and identified on the site plan. The
type of impact must be clearly stated. If the impact is temporary, a specific plan must
be described or shown as to how the wetland will be restored. Keep in mind that the
USACE delineates some features as wetlands that DWQ calls streams. Please do
not list any impacts in this table that DWQ would identify as a stream. If there is any
doubt, it is recommended that the impacts be listed as streams.
3. Each impact to a wetland must be clearly labeled and identified on the site plan. The
type of impact must be clearly stated. If the impact is temporary, a specific plan must
be described or shown as to how the wetland will be restored. Keep in mind that the
USACE delineates some features as wetlands that DWQ calls streams. Please list
any impacts in this table that DWQ would identify as a stream. If there is any doubt, it
is recommended that the impacts be listed as streams. Please follow current DWQ
policy with respect to whether a stream is perennial or not. It is recommended that
you assume that a stream is perennial (unless you are positive that it is not) so if
mitigation is required then the appropriate amount of mitigation would be anticipated
or requested from the WRP or private bank. If the WRP or private bank has pre-
approved too short of an amount of stream or if inadequate mitigation is proposed,
then that situation will result in delays.
4. Sometimes it is difficult to determine whether a feature is a modified natural channel
or a ditch, especially in the eastern part of the State. Soils, drainage features,
topography, and similar factors, all are important for making that determination.
5. Other items to address not specifically requested in the application include
downstream sediment starvation, thermal pollution, low flow releases from dams, and
aquatic life passage. Other important considerations are buffer reestablishment or
mitigation around ponds on buffered streams. The site plan should include the
precise elevation contour of the normal pool as well as the dam foot-print. Mitigation
is required for wetland flooding of an acre or greater and for stream fill (if over the
150 foot threshold) under the dam foot-print and any outlet stabilization.
SECTION VI - AVOIDANCE AND MINIMIZATION
Avoidance and minimization are critical aspects of an application particularly if you desire the application
to be processed expeditiously. The following is a check-list of avoidance and minimization questions that
DWQ Staff often look for in applications.
Are there any stream crossings at angles less than 75° or greater than 105°?
Are there any stream crossings that cross two streams above or at the confluence of those
streams?
Are there any stream, wetland, water, and/or buffer impacts other than perpendicular road
crossing near the edges of the property?
Can the stream be relocated as a natural channel design as opposed to culverted or
otherwise filled?
Is any single stream crossed more than once?
Can property access routes be moved or reduced to avoid stream, wetland, water, buffer
impacts?
Can a building, parking lot, etc. be realigned to avoid impacts?
Can the site layout be reconfigured to avoid impacts?
Can headwalls or steeper side slopes be used to avoid/minimize impacts?
Can a retaining wall be used to avoid/minimize impacts?
Can cut de sacs be used in place of a crossing?
Can lots be reshaped or have shared driveways to avoid impacts?
If based solely on the practicable physical possibility, the answer is "yes" to any of the above questions
then you must have to provide substantial and convincing justification as to why the impacts are
necessary. If the impacts are required by a local government or other agency the claim must be
supported with appropriate written documentation from the local government or other agency. Most
projects typically involve the need to justify avoidance and minimization. If this information is not readily
available, then the express review process may not be the appropriate venue to use because the project
may be put on hold at the end of the process. Providing alternative plans (such as plans that avoid the
impact, minimize the impact and the preferred plan, similar those used in environmental assessments)
and explanations as to why the preferred plan is needed and why the alternative plans won't work are
many times helpful in the no practical alternatives review.
SECTION VIII - MITIGATION
Mitigation for the Express Review Program, final mitigation plans must be presented up front. The final
plans (except for plans that propose payment into the Wetlands Restoration Fund, Riparian Buffer
Restoration Fund, private mitigation banks, or similar banking instruments) must contain detailed plans,
specifications, calculations and other supporting data that show that the appropriate mitigation will be
achieved at the ratios required. The design plans must be developed to at least the "90%" level.
Monitoring plans must be final and specific. Any means of permanent protection, such as a permanent
conservation easement must be provided. If you elect to use the WRP or a private mitigation bank, it is
10
recommended that you request the maximum possible mitigation amount that DWQ may require so that
you will not have to get further approval from them on short notice. The WRP and private banks are not
part of the expedited review process and cannot be expected to meet any such deadlines. There will be
no conditional expedited approvals that require final plans at a later date. It is not recommended that
innovative mitigation techniques or greater than 10% preservation be requested as part of an expedited
process.
SECTION IX
If your project requires the preparation of an environmental document under NEPA or SEPA and an
approval letter has not been issued by the State Clearinghouse, then you cannot apply under the
expedited review process. I t is your responsibility to find out if such documentation is required.
SECTION X
There are many aspects of the Buffer Rules that must be addressed in every application, if applicable.
The first and most important thing to keep in mind is that allowable activities that require written Approval
from DWQ triggers a review of the entire project for compliance with the Buffer Rules.
Diffuse Flow & Stormwater Management:
The most common issues that arise involve the requirement for diffuse flow of stormwater
through riparian buffers. Basically one of three things must be indicated in regards to all
"new" stormwater that is collected and subsequently discharged. First, provisions for
diffuse flow through the protected buffer must be made. This usually involves the use of
level spreading devices designed to the latest DWQ guidance on level spreader design,
which is available on our web site. Please keep in mind that it does not matter how far a
discharge point is from a buffer. The stormwater must be flowing in a diffuse manner at
whatever point it eventually reaches the buffer. If the stormwater will not be flowing in a
diffuse manner through the protected buffer at the point it reaches the buffer, then one of
the following options may be allowed:
You may provide a nitrogen removing measure such as a forested filter strip,
grassed swale, stormwater wetland, etc. The measure employed should be
designed according to the NC DENR Stormwater Best Management Practices
Manual or other DWQ Guidance available at http:
//h2o.ehnr.state.nc.us/ncwetlands/mitresto.html. After the nitrogen is treated, the
stormwater can be directly conveyed through the buffer with written DWQ approval.
You may discharge the stormwater to an existing man-made conveyance that
currently conveys stormwater through the protected buffer (assuming the
conveyance was not constructed in violation of the Rules) as long as that
conveyance does not need to be altered to convey the flow. Please remember that
there are no other choices. The following checklist is intended to help insure that
your application will not be deemed incomplete as a result of improper stormwater
design.
Stormwater Management (for Buffer Rules compliance only - Also, see Section XI):
All Stormwater out-falls must be clearly shown and labeled on the site plan for projects in
Buffered watersheds. List each out-fall as labeled: _ 19161"2' P i ' 7
Option 1: Level spreading devices designed to the latest DWQ Guidance, and
devices that merely control velocity but do not provide diffuse flow such as rip rap
dissipators are not proposed. List each of these out-falls as labeled on the site
plan and provide a DWQ worksheet available at
http://h2o.ehnr.state.nc.us/ncwetlands/mitresto.htm1: H# ________
11
Option 2: Nitrogen removing measures designed to DWQ Standards are
proposed for discharges for which diffuse flow through a protected Buffer cannot be
met. List each of these out-falls as labeled on the site plan and provide a DWQ
worksheet available at http://h2o.ehnr.state.nc.us/ncwetiands/mitresto.html:
14 A;
Option 3: The stormwater will be discharged to an existing man-made (not
including modified natural channels) conveyance that carries the stormwater
through the Buffer. The conveyance was not constructed in violation of the Buffer
Rules. List each out-fall as labeled: __________-H ------------------------
All stormwater out-fall must meet one of the options above. (Note: if you cannot check this
box your application will likely not be accepted into the express review process.)
Site Plans:
All applications on properties with DWQ protected buffers must clearly depict the buffers
and any impacts to the buffers on the site plans. The impact maps should clearly depict
both zones of the protected buffers and the proposed impact areas (provided in square
feet).
Surface Water & Buffer Delineations:
Any surface waters subject to DWQ protected buffers must be field located and accurately
depicted on the site plans and impact maps. The width, dimensions and pattern of the
surface water must be delineated. The surface water location must not be taken simply
from a USGS map, soil survey or local municipality's map. The buffers must be measured
from the surface water as required within the applicable buffer protection rule (e.g., all
buffers along streams subject to the Neuse Buffer Rule must be measured from the "top-of-
bank" of the stream and not the centerline of the stream). All streams must be surveyed or
located by GPS and shown precisely on the site plans.
Impact Table:
Please provide additional impact tables that clearly state the area of impact for each
corresponding impact site.
Variances:
Projects that require the Minor and "General" Variances may be eligible for the use of the
Express Review Program. However, Major Variances are not eligible. If your project
requires a Minor or "General" Variance approval, then be sure to attach a completed Minor
or "General" Variance application.
Mitigation:
As opposed to applications that are submitted under our regular process, final mitigation
plans must be presented up front (see requirements for Section VIII above). The mitigation
plans must comply with the applicable buffer mitigation rule.
SECTION XI - STORMWATER
Please provide the following information in regards to potential stormwater requirements:
The total acreage of the site. Jb ( - 6 $_ (acres)
12
The total built-out impervious acreage _ 160,412 _(acres)
The total area that will be disturbed __ (??j___ (acres)
If the total area exceeds 20% imperviousness, the development on the site is uniform in
density, and you are claim that the total impervious area is less than 30%, you must
provide a complete, detailed breakdown of the assumed built-out conditions. The
breakdown must be detailed enough to show that all potential impervious areas are
accounted for.
If there are concentrated areas of development such as multi-family, commercial, cluster,
club houses, etc. that exceed 30% imperviousness and the total imperviousness for the site
does not exceed 30%, a stormwater management plan will likely be required for those
areas that exceed 30% imperviousness.
Stormwater management plans must be complete with a final design and an executed
Operation and Maintenance Agreement. There will be no conditional stormwater approvals
for the express review process that allow for approval of the final plans at a later date.
Worksheets must be provided that are available at
http://h2o.ehnr.state.nc.us/ncwetlands/mitresto.html.
SECTION XII - SEWAGE DISPOSAL
Response must be clear and detailed. Any disposal method that suggests further impacts
may be required other than those shown must be clearly addressed on the site plans.
SECTION XIII
Answering yes to either of these responses automatically precludes you from the express
review process.
SECTION XIV - SIGNATURE
The name, position and/or title of the applicant must be in type or long hand script here with
the signature. It should be the same person as described in Part II.
When applying to use a General Certification it is important to review every condition of the Certification
to determine whether or not your project can and will meet all of the conditions. For each Certification for
which you have applied, you must list the number of each condition and specifically where the information
is provided in the application or how and why the condition will or will not be met if not otherwise
described in the application. The following format is provided for GC 3402 as an example:
GC 3402 for Nationwide Permit
1.
4.
8.
10
11
13
12
13
14
15
16
17
18
Remember, N/A by itself is not an acceptable answer. You must explain why you think something does
not apply.
If you have any questions about these requirements, please email the Express Review Program at
[e-mail] and include your question and phone number and the appropriate staff will
respond as soon as possible.
?
pF \?tATF9 Michael F. Easley, Governor
?
0
William G. Ross Jr., Secretary
r North Carolina Department of Environment and Natural Resources

Alan W. Klimek, P.E. Director
Division of Water Quality
July 19, 2006
DWQ EXP No. 05-1729
Cabarrus County
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Mr. Stephen Hoots
301 S. College Street
Charlotte, NC 28202
Subject Property: Afton Ridge Shopping Center (*x-ref: 05-1068)
EXPRESS REVIEW PROGRAJI A'OTIFICAT10,'\'
Dear Mr. Hoots:
On October 26, 2005, the Division of Water Quality (DWQ) approved your Storm Water Management Plan as
required for the shopping center. Within the approval letter, there is a condition that reads:
Notification of Construction
The applicant and/or authorized agent shall contact the DWQ Express Review Program in writing at the
letterhead address within 10 days of the commencement of construction.
This is a part of the Express Review Program that is required to ensure compliance during construction and post
construction. Therefore, if you have begun construction on your property, you are required to notify this office in
writing by July 28, 2006. If you do not notify this office in writing and construction has started, you are in violation
of the Water Quality Certification Rules as required by 15A NCAC 2H .0507(c).
This letter is to notify you and make you aware of this new condition that has been written into the Water Quality
Regulations for projects issued within the Express Review Program. Please call Lia Myott at [phone] if you
have any questions regarding this matter.
Since y
Cyndi Karoly,
401 Oversight/Express Review Permitting Unit
CBK/lem
cc: Geoscience Group Inc., 500K Clanton Road, Charlotte, NC 28217
USACE, Asheville Regulatory Field Office
DWQ Mooresville Regional Office
File Copy
Central Files
Filename: 051729AflonRidgeSWMP(Cabarrus)EXP+NOT
401 Oversight / Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: http://h2o.enr.state.ne.us/ncwetlands
NoahCarolina
Aaturally
An Equal Opportunity/Affirmative Action Employer -50%Recycled/10%Post Consumer Paper
0F WATF,9 Michael F. Easley, Governor
?
Q
0 C
.
' William G. Ross Jr., Secretary
r North Carolina Department of Environment and Natural Resources

0 -? Alan W. Klimek, P.E. Director
Division of Water Quality
July 19, 2006
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Mr. Stephen Hoots
301 S. College Street
Charlotte, NC 28202
DWQ EXP No. 05-1729
Cabarrus County
Subject Property: Afton Ridge Shopping Center (*x-ref: 05-1068)
EXPRESS REVIEW PROGRARi NOTIFICATION
Dear Mr. Hoots:
On October 26, 2005, the Division of Water Quality (DWQ) approved your Storm Water Management Plan as
required for the shopping center. Within the approval letter, there is a condition that reads:
Notification of Construction
The applicant and/or authorized agent shall contact the DWQ Express Review Program in writing at the
letterhead address within 10 days of the commencement of construction.
This is a part of the Express Review Program that is required to ensure compliance during construction and post
construction. Therefore, if you have begun construction on your property, you are required to notify this office in
writing by July 28, 2006. If you do not notify this office in writing and construction has started, you are in violation
of the Water Quality Certification Rules as required by 15A NCAC 2H.0507(c).
This letter is to notify you and make you aware of this new condition that has been written into the Water Quality
Regulations for projects issued within the Express Review Program. Please call Lia Myott at [phone] if you
have any questions regarding this matter.
Since y
Cyndi Karoly,
401 Oversight/Express Review Permitting Unit
CBK/lem
cc: Geoscience Group Inc., 500K Clanton Road, Charlotte, NC 28217
USACE, Asheville Regulatory Field Office
DWQ Mooresville Regional Office -
File Copy
Central Files
Filename: 051729Af3onRidgeS WMP(Cabarrus)EXP+NOT
401 Oversight / Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: http://h2o.enr.stite.nc.tis/ncwetlands
Nbom.?` Carolina
?vatima!!y
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/] 0% Post Consumer Paper
tS&ME
June 14, 2005
U.S. Army Corps of Engineers
Asheville Regulatory Field Office
151 Patton Avenue, Room 208
Asheville, North Carolina 28801-5006
Attention: Ms. Amanda Jones
401 Wetlands Unit
2321 Crabtree Boulevard, Suite 250
Raleigh, North Carolina 27604-2260
Attention: A/Is. Cyndi Karoly
Reference: Nationwide Permit No. 39
Kannapolis Parkway Development
Cabarrus County, North Carolina
S&ME Project No. 1357-02-365-D
Dear Ms. Jones and Ms. Karoly:

pdg j
:;f1lx?d
S&ME, Inc. (S&ME) is pleased to submit this application for impacts to wetlands and waters of
the U.S. in accordance with U.S. Army Corps of Engineers (USACOE) Nationwide Permit No.
39 and North Carolina Division of Water Quality (DWQ) Notification Requirements. S&ME is
working on behalf of Childress Klein Properties (Childress Klein), who will be considered the
applicant for this permit. Please find enclosed the following:
• A completed Pre-Construction Notification (PCN) and Letter of Authorization to Act as
Agent;
• Figures: Site Vicinity Map. (Figure 1); USGS Topographic Map (Figure 2), 1998 Aerial
Photograph (Figure 3), Proposed Site Layout (Figure 4), Impact Area 1 Plan View
(Figure 5), Impact Area 2 Plan View (Figure 6), Impact Area 3 Plan View (Figure 7),
hmpact Area 4 Plan View (Figure 8) and Proposed On-site Preservation Area (Figure 9);
• Site Photographs;
• USACOE Intermittent Channel Evaluation Forms and DWQ Stream Classification Forms
for affected streams;
• Acceptance letter from the Ecosystem Enhancement Program (EEP);
• Agency scoping letter responses;
• A check for $475.00 (DWQ).
SWE, Inc. [phone]
9751 Southern Pine Blvd. [phone] fox
Charlolle, North Carolina 28273.5560 www.smeinc.com
Nationwide Permit No. 39 S&ME Project Number 1357-02-365-D
Kannapolis Parkway Development June 14, 2005
Project Background
For purposes of this permit application, the subject property is referred to as the Kannapolis
Parkway Development, and is approximately 272 acres in size. Development of the subject
property as proposed has wide public support, and is important to Cabarrus County, an area hit
hard by the recent loss of thousands of manufacturing jobs in the textile sector.
Provided below is a list of pertinent information relating to the site and the permit applicant:
Applicant: Childress Klein Properties
Mailing Address: 2800 One Wacliovia Center, 301 South College Street
Charlotte, NC 28202
Attn: Mr. Steve Hoots
Telephone Number: 704.342.9000
Fax Number: 704.342.9039
Address of Project: North of Interstate 85, west of Kannapolis Parkway, in
Kannapolis, North Carolina.
Closest Waterway: Coddle Creek
River Basin: Yadkin-Pee Dee
County: Cabarrus
Coordinate Location of Site: 35.416°N, 80.683°W
USGS Quadrangle: Kannapolis, NC
The project is identified as USACOE Action ID No. 200431226. The on-site wetlands and
streams were originally delineated by S&ME in June 2002. On June 27, 2002, Mr. Steve Chapin
with the USACOE met S&ME on-site and verified the delineation. Unrelated issues
subsequently delayed Childress Klein from acquiring the property. Accordingly, the project was
put on hold until October 2003. At that time, the jurisdictional boundaries were re-delineated
and mapped for USACOE approval. The USACOE provided a signed map on July 19, 2004.
2
Nationwide Permit No. 39 S&ME Project Number 1357-02-365-D
Kannapolis Parkway Development June 14, 2005
On November 14, 2003, S&ME personnel met with Ms. Cyndi Karoly of DWQ in their Raleigh
Central Office and presented the proposed site layout. Ms. Karoly stated that the proposed
project would require a complete stormwater management plan, approved by their office, prior to
issuance of the 401 Certification. On May 28, 2004, Mr. Alan Johnson of DWQ conducted an
on-site visit. While Mr. Johnson concurred with the majority of the USACOE's determination, a
small minnow was netted from a pool in Stream 2 (Figure 2). Accordingly, Mr. Johnson
determined that DWQ would require mitigation for impacts to Stream 2. Mr. Johnson further
concluded that although the man-made farm ponds on the property were isolated, a small area
(Wetland E - approximately 1,500 square feet [sfJ) adjoining one of the ponds should be
considered isolated wetlands, and impacts to this area identified in the pen-nit application.
In accordance with the PCN requirements and the aforementioned information obtained from the
USACOE and DWQ, we are submitting the enclosed PCN and accompanying support materials
pursuant to the issuance of Nationwide Permit No. 39 and State General Water Quality
Certification 3402.
Project Description
The purpose of the proposed impacts to wetlands and waters of the U.S. is to facilitate
development of the proposed property. The subject property is proposed for development in two
phases. The first phase involves construction of a commercial shopping complex and its
associated support infrastructure in the southeastern portion of the property, near the junction of
Interstate 85 and Kannapolis Parkway (formerly Crisco Road). The shopping center will be
anchored by a 173,900 sf retail super-center. The proposed supcr-center will be flanked by
additional buildings ranging in size from 6,640 sf to 35,000 sf. that will also support retail sales.
Parking and additional, smaller, freestanding commercial buildings will be located south of the
super-center complex.
The second phase of the proposed project involves the construction of an industrial park on the
remainder of the property. The majority of the industrial park will be located on the west side of
Nationwide Permit No. 39 S&ME Project Number 1357-02-365-D
Kannapolis Parkway Development June 14, 2005
Coddle Creek, although two buildings are also proposed for construction on the east side of the
creek. The industrial park will be comprised of a total of eight buildings and their associated
parking and loading/unloading facilities. The buildings are expected to range in size from
approximately 317,000 sf to 180,000 sf.
A central component of the proposed development will be the creation of a 80-foot wide public
roadway through the property. Goodman Road, an existing public right-of-way, will be extended
from its current terminus near the western property boundary, east for approximately 5,100 feet
and tie to Kannapolis Parkway. Extension of Goodman Road will require a single crossing of
Coddle Creek. The crossing will be accomplished through construction of a bridge that will
completely span the creek, and result in no impacts at that location.
Existing Site Conditions
The subject property currently consists primarily of open fields, former pastureland and
woodland. Coddle Creek runs through the central portion of the subject property. Portions of the
property subject to USACOE jurisdiction are limited to Coddle Creek, two perennial tributaries,
two intermittent, unimportant channels, and four wetland areas. One small isolated wetland is
also located on the site, along with three man-made, isolated farm ponds with no surface
connectors of any type. The surrounding area is comprised of a mix of vacant woodland, farm
fields and scattered residential and commercial development.
Joey Lawler of S&ME performed a delineation of the on-site jurisdictional boundaries. The work
was conducted utilizing currently accepted methods for wetland determination, as set forth in the
1987 USACOE Manual for identifying and Delineating Wetland Areas, which states that under
normal circumstances, an area must demonstrate the presence of three components to be
considered jurisdictional: 1) hydrophytic vegetation, 2) hydric soils and 3) wetland hydrology.
The resultant jurisdictional boundary was verified in the field during a June 27, 2002 on-site
meeting with the USACOE, subsequently mapped by a registered land surveyor, and approved on
July 19, 2004. The jurisdictional areas are described in greater detail below.
4
Nationwide Permit No. 39 S&ME Project Number 1357-02-365-D
Kannapolis Parkway Development June 14, 2005
1. Coddle Creek. Coddle Creek is located in the Yadkin River Basin, Subbasin 11, and
DWQ's Stream Index Number for the creek is 13-17-6 (5.5), and the classification is "C"
(no restrictions on watershed development activities). The stream enters the northern
property boundary, and then exits the property at the southern boundary, where it passes
under a bridge at Interstate 85. On average, the bottom width of the stream exceeds
twenty feet. Approximately 4,250 if of Coddle Creek is located on the subject property.
2. Stream 1 - This channel is classified as perennial by both the USACOE and DWQ.
Stream 1 originates at Wetland A and flows east into Coddle Creek. A portion of this
stream is bordered by a small area of riparian wetlands (Wetland B). Stream 1 is
approximately 760 if in length.
Stream 2 - This channel is classified as intermittent and aquatically insignificant
(unimportant) by the USACOE, and perennial by DWQ. Stream 2 originates off-site and,
after passing through a culvert near an existing sewer easement, drains southwest into
Coddle Creek. This stream has been highly impacted by cattle in the past.
Approximately 855 if of Stream 2 is located on the subject property.
4. Stream 3 - This stream was classified by the UASCOE and DWQ as intermittent and
unimportant, and drains southeast into a culvert at Kannapolis Parkway and Interstate 85,
and eventually to Afton Creek. Stream 3 is approximately 263 if in length.
Stream 4 - A perennial channel that drains east into Coddle Creek. This stream is located
just north of Interstate 85, and enters the subject property at the Interstate right-of-way.
Although only a small portion of the stream exists on-site, it is a 2°d order tributary that
was apparently relocated during construction of the Interstate. Approximately 235 if of
Stream 4 is located on the subject property.
On-site wetlands are limited to five areas, described in further detail below:
Wetland A - A former on-site pond that was drained. Existing vegetation consist of
black willow (Salix nigra) and red maple (Ater rubrum). Herbaceous vegetation consists
of soft rush (Juncus effusus) and various invasives. Wetland A is approximately 0.33 acre
in size.
Wetland B - This wetland area adjoins Stream 1, and is approximately 0.04 acre in size.
Typical overstory vegetation consists of red maple, iron wood (Carpinus caroliniana)
and tulip poplar (Liriodendron tulipifera). Herbaceous vegetation is sparse or absent.
Wetland C - This area totals approximately 0.41 acre. Wetland C drains west into Coddle
Creek, and is located just east of an existing sewer easement running parallel to the creek.
The majority of the wetland is located within the existing easement, and is vegetated with
Nationwide Permit No. 39 S&ME Project Number 1357-02-365-D
Kannapolis Parkway Development June 14, 2005
soft rush, cat tails (Typha latifolia), arrowhead (Sagitaria latifolia) and bull rush (Scirpus,
sp.) The remainder of the area is comprised of mature hardwood trees and dense
herbaceous growth.
4. Wetland D - Wetland D consists of a small riparian area in a former pasture near Stream
2, and totals approximately 0.02 acre
Wetland E - Wetland E is located near the fringe of an existing, isolated farm pond near
the southern property boundary, and is not subject to USACOE jurisdiction. DWQ
identified wetland E during an on-site visit of the subject property, and stated that
impacts to this isolated wetland area must be accounted for in the PCN. Wetland E is
approximately 0.03 acre in size.
Figure 4 and Photographs 1 through 6 identify conditions as they currently exist on the site.
Proposed Jurisdictional Impacts
For purposes of this application, the proposed wetland and stream impacts have been broken
down into four Impact Areas, as identified below:
1. Impact Area 1 (Figure 5): This area is located on the west side of Coddle Creek, and
includes approximately 0.33 acre of impact to Wetland A, 0.04 acre of impact to Wetland
B, and impacts to approximately 292 if of Stream 1. These impacts are necessary for
construction of the proposed 80-foot wide public roadway that will link both phases of
the project.
2. Impact Area 2 (Figure 6) is located east of Coddle Creek, near the northern property
boundary, and entails approximately 755 If of impacts to Stream 2. Stream 2 has been
classified as unimportant by the USACOE, and as perennial by DWQ. No wetland impacts
will occur in this area. These impacts are necessary to facilitate construction of a building
pad for two 180,000 sf industrial buildings.
Impact Area 3 (Figure 7) is located east of Coddle Creek, in the central portion of the
property, and entails impacts to approximately 0.01 acre of Wetland C. These impacts are
necessary to facilitate grading associated with construction of the retail portion of the
project.
4. Impact Area 4 (Figure 8) is located near the junction of Kannapolis Parkway and Interstate
85, in the southeastern corner of the property. This area entails impacts to approximately
263 If of Stream 3. Stream 3 is considered unimportant and intermittent by both the
6
Nationwide Permit No. 39 S&ME Project Number 1357-02-365-D
Kannapolis Parkway Development June 14, 2005
USACOE and DWQ. Impacts to isolated wetlands (Wetland E) total approximately 0.03
acre.
Project-wide stream impacts are identified in Table 1 below:
Table 1: On-site Stream Impacts
Stream ID USACOE Classification DWQ Classification Proposed Impact (10
1 Perennial Perennial 292
2 Intermittent/Unimportant Perennial 755
3 Intermittent/Unimportant Intermittent/Unimportant 263
Total On-site Stream Impacts: 1,310
Of the proposed 1,3101f of stream impacts, 263 if are considered perennial (requiring mitigation) by
the USACOE, while 1,0471f are considered perennial by DWQ. The remaining 263 if (Stream, 3)
are not considered perennial by either agency.
Total on-site wetland impacts are identified by Table 2 below:
Table 2: On-site Wetland Impacts
Wetland ID Classification Proposed Impact (acre)
A Adjacent 0.33
B Adjacent 0.040
C Adjacent 0.011
E Isolated 0.033
Total On-site Wetland Impacts: 0.41
Cumulatively, project-wide impacts to jurisdictional wetlands total 0.41 acre. An additional 0.03
acre of isolated wetlands will also be impacted.
7
Nationwide Permit No. 39 S&ME Project Number 1357-02-365-D
Kannapolis Parkway Development June 14, 2005
Protected Species and Historic Properties
In November, 2003, S&ME provided scoping letters to the North Carolina Natural Heritage
Program (NCNHP) and the U.S. Fish & Wildlife Service (USFWS) in Asheville, North Carolina.
The scoping letters included a description of the property, figures detailing the location of the
project area, and a request for comment regarding concerns that the respective agencies may
have on the project. Based on the period of time that has passed since the original scoping letters
were submitted, S&ME will provide copies of the PCN to each of the aforementioned agencies
for additional comment.
At the time of the original scoping letter submittals, both the NCNHP and the USFWS expressed
concern regarding potential impacts to the Carolina darter (Etheostonza collis), a State Special
Concern fish that was identified approximately 0.5 mile downstream of the project area in 1995.
Both agencies indicated that extreme care should be taken to prevent sediment from reaching the
creek, and that proper sediment barriers should be installed. Copies of the agency
correspondence are attached to this PCN.
The NCNHP database identified one federally protected plant species and one federally protected
invertebrate species with a documented population in Cabarrus County, as identified in Table 3.
Table 3: Federally Protected Species with records in Cabarrus County
Common Name Scientific Name Status
Schweinitz's sunflower Heliauthus schweinitzii Endangered
Carolina heelsplitter Lasmigona decorata Endangered
A pedestrian reconnaissance of the subject property was conducted in 2003, and did not identify
Schweinitz's sunflower plants. At the time of the reconnaissance, the property was heavily
grazed by cattle, and conditions were such that suitable habitat for the sunflower was not present.
The record for the Carolina heelsplitter is obscure, meaning the date and/or location of the
original observation is uncertain.
Nationwide Permit No. 39 S&ME Project Number 1357-02-365-D
Kannapolis Parkway Development June 14, 2005
To address the concerns of each agency, Childress Klein has included an on-site mitigation
component to their proposed mitigation plan that will maintain a permanent, vegetated buffer
within the entire floodway of Coddle Creek. The buffer will vary in width from 50 to over 200
feet on either side of the creek, and with the exception of an existing 45-foot utility easement,
will remain vegetated and protected through a deed restriction prepared in accordance with the
USACOE model declaration of restrictions. Additional information is provided in the Mitigation
section of this letter.
Additional water quality protection methods will be implemented through the construction of
permanent water quality basins which will be installed throughout the planned development.
Additional information on the proposed water quality basins is presented in the Water Quality
section of this letter.
With respect to historic properties, S&ME personnel reviewed the National Register of Historic
Places, and identified none within the proposed project site. Accordingly, the proposed project
should not affect properties listed on the National Register of Historic Places.
Avoidance and Minimization
The proposed project has been designed to avoid impacts that are not necessary to ensure its
economic viability. These avoidance measures allowed the project-wide impacts to important
channels to remain limited to less than 300 If, and project-wide wetlands impacts to less than 0.5
acre. Some of the avoidance measures undertaken during the planning phase are described
below:
• Impacts to Coddle Creek will be entirely avoided through use of a bridge crossing that
will completely span the creek, eliminating the need for culverts or other structures in the
channel.
• Marketable high ground located between Coddle Creek, Stream 4 and Interstate 85 will
be left undisturbed, eliminating the need for impacts to Stream 4 or Coddle Creek
resulting from a second crossing.
Nationwide Permit No. 39 S&ME Project Number 1357-02-365-D
Kannapolis Parkway Development June 14, 2005
• The proposed public roadway was shifted northward of its original proposed alignment.
Placement of the roadway as proposed now allows a significant portion of Stream 1 to
remain unaffected.
• The project was designed to impact less than 300 if of stream considered perennial by the
USACOE, and less than 0.5 acre of wetland.
S&ME and Childress Klein have worked closely through meetings and correspondence,
modifying the project to avoid all but necessary impacts, preserve open space, and to utilize the
Coddle Creek corridor as a preservation area.
During construction, measures will be utilized to limit the impacts identified above. These
measures include: 1) the use of siltation barriers and sediment traps; 2) the use of barricades
identifying construction limits such that unnecessary removal of mature trees does not occur; 3)
regular inspection and maintenance during construction; 4) field testing of soil for petroleum
levels; and 5) pre-construction meetings.
Appropriate sediment and erosion control practices equaling those outlined in the most recent
version of the "North Carolina Sediment and Erosion Control Planning and Design Manual" will
be required as part of the project specifications governing the proper design to comply with
appropriate turbidity water quality standards. Sediment and erosion control measures placed in
waters will be removed and the original grade restored within two months after the Division of
Land Resources has released the project.
The proposed work should not cause degradation of area water quality, and will not permanently
restrict or impede the passage of normal or expected high flows. Efforts were made to perform
the work during periods of no or low flow.
S&ME provided the applicant and their design team with conditions pursuant to the State
General Water Quality Certification 3402. Accordingly, the proposed project has been designed
to comply with the conditions specified therein, and construction activities at the site will be
conducted in accordance with applicable conditions of the Nationwide Permit and corresponding
10
Nationwide Permit No. 39 S&ME Project Number 1357-02-365-D
Kannapolis Parkway Development June 14, 2005
401 Water Quality Certification. No wastes, spoils, solids or fills will be placed within
wetlands, waters or riparian areas beyond the limits of those depicted in this PCN application.
Mitigation
To adequately compensate for the unavoidable impacts described in this application, Childress
Klein proposes a multi-faceted mitigation that will incorporate on-site buffering and
preservation, along with in-lieu fee payment to the EEP.
Based on the stream classification calls made by the respective agencies, we anticipate that the
USACOE will require mitigation for impacts to Stream 1 (2921f of impacts) at a 2:1 ratio, and
will not require mitigation for impacts to Streams 2 and 3. We anticipate that DWQ will require
mitigation for Stream 1 (292 10 and Stream 2 (755 If of impacts) at a 1:1 ratio, but will not
require mitigation for impacts to Stream 3. Accordingly, mitigation for 1,0471f of on-site
streams will adequately satisfy the mitigation requirements of both agencies. Table 4 below
identifies the mitigation methods proposed:
Table 4: Proposed Stream Mitigation
Stream ID Appz. Mitigation Anticipated Mitigation
Mitigation Type Amount (lf) Mitigation/Impact Credit
Ratio acre
On-site Preservation/ Buffering 3,800 10:1 380
of Coddle Creek
On-site Preservation/Buffering 230 10:1 23
of Stream 4
Payment to EEP 644 1:1 644
Total Mitigation Credit: 1,047
Childress Klein is proposing the on-site buffering and preservation of the Coddle Creek
floodplain as a means of addressing the comments of the NCNHP and the USFWS. The
vegetated buffer along Coddle Creek will vary in width from 50 to over 200 feet along either
11
Nationwide Permit No. 39 S&ME Project Number 1357-02-365-D
Kannapolis Parkway Development June 14, 2005
side, as depicted by Figure 9. A provision for maintenance of an existing sanitary sewerline
located within the buffer, however, will be made. The buffer will remain vegetated and
protected through a deed restriction prepared in accordance with the USACOE model declaration
of restrictions.
With respect to wetland mitigation, Childress Klein plans to make the appropriate payment to the
EEP. DWQ does not require wetland mitigation for impacts totaling less than 1 acre.
We anticipate that wetland mitigation for impacts to 0.41 acre of wetland will be required by the
USACOE at a 2:1 ratio (0.82 acre). Accordingly, Childress Klein plans to pay the EEP for 1
acre of riparian wetland mitigation credit.
Water Quality
A complete Stormwater Management Permit Application shall be submitted to DWQ for the
project site. This application will include a completed DWQ Stormwater Management Pen-nit
Application Form, completed NCDENR DWQ 401 Wet Detention Basin Worksheets for each
basin, an Operations and Maintenance Plan for each basin, and complete design calculations for
each basin in anticipation of requirements that may be presented in any future 401 Water Quality
Certification Approval Letters and/or 404 General Permits for the site. These requirements by
DWQ are anticipated to mandate permanent water quality basins to be installed throughout the
planned development as a means of water quality protection for drainage coming off the site into
adjacent streams and wetlands located on the site and ultimately into Coddle Creek, which drains
to the Yadkin River.
Greater than 30 percent of the project site is proposed to be developed as impervious area. The
site currently is planned to drain to Coddle Creek. Accordingly, as a means of water quality
protection, permanent water quality basins are proposed to be installed at the site. The basins
will be located on either side of Coddle Creek, in the south central portion of the property of the
planned development.
12
Nationwide Permit No. 39 S&ME Project Number 1357-02-365-D
Kannapolis Parkway Development June 14, 2005
The Site Design Consultant, GeoScience, will design the system to collect all stormwater run-off
draining from the post-developed site, including runoff from the proposed roadway. The
network of stormwater collection and conveyance devices will direct all stormwater to the
forebays of the permanent water quality basins.
The basins will be designed to collect and treat the stormwater run-off collected and transported
by the stormwater collection system described above. DWQ Standards will be followed in the
design of the three permanent water quality basins. Accordingly, each will be designed as
permanent wet detention basins. These basins shall remove pollutants from the stormwater
runoff. These pollutants include suspended solids and the pollutants attached to them. In
addition, dissolved pollutants, such as nitrates, will also be removed via planted vegetation
within the basins. All basins will be designed to discharge the stormwater at the regulated rates
dictated by DWQ.
13
Nationwide Permit No. 39 S&ME Project Number 1357-02-365-D
Kannapolis Parkway Development June 14, 2005
Closing
By copy of this correspondence and completed PCN, we are requesting your acceptance with this
permit application. Again, development of the property as proposed is expected to bring much-
needed jobs to an area that has recently experienced thousands of manufacturing layoffs. Your
timely response to this PCN is appreciated, and if we can provide additional information or
answer questions you may have, please feel free to give us a call.
Sincerely,
S&ME, Inc.
J vier
Nat 1 Resources Project Manager
pop'.
Matthew O'Brien, LSS
Senior Project Manager
Senior Review by Brad McLester, P.E
Branch Manager, V.P.
Attachments
cc Mr. Steve Hoots, Childress Klein
Mr. Alan Johnson, NCDENR Moorseville Regional Office
14
Completed PCN and Letter of Authorization
Office Use Only: Form Version May 2002
r
USACE Action ID No. DWQ No. G
(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
2. Nationwide, Regional or General Permit Number(s) Requested: NWP 39
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ? N/A
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here: ? N/A
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 h U /A
II. Applicant Information a VL0- D
1. Owner/Applicant Information OCT 3? zoos.
Name: Childress Klein Properties
D,EhR-VVATERgUAU1-y
I't
Mailing Address: 2800 One Wachovia Center, 301 South College?Ycl??ra ?'/ATF.1{t,?,;?1
Charlotte, NC 28202
Attn: Mr. Steve Hoots
Telephone Number: 704.342.9000 Fax Number: 704.342.9039
E-mail Address: N/A
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: Joey Lawler, Natural Resources Project Manager
Company Affiliation: S&ME, Inc.
Mailing Address: 9751 Southern Pine Boulevard
Charlotte, NC 28273
Telephone Number: 704.523.4726 Fax Number: 704.525.3953
E-mail Address: [e-mail]
Page I of 14
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: Proposed Kannapolis Parkway Development
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): 4691705722, 4691607342, 4691607543,
4691905703 and 4691911877
4. Location:
County: Cabarrus Nearest Town: Kannapolis
Subdivision name (include phase/lot number): N/A
Directions to site (include road numbers, landmarks, etc.):
From Charlotte, take I-85 towards Concord. Take Exit 52 (Poplar Tent Road). Turn
left at exit ramp. Proceed west to Goodman Road. Turn right. Property is located on
the left side of Goodman Road near its terminus at I-85.
5. Site coordinates, if available (UTM or Lat/Long): 35.416°N, 80.683°W
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): The project area is approximately 272 acres.
7. Nearest body of water (stream/river/sound/ocean/lake):
Coddle Creels Stream Index No. is 13-17-6-(5.5), Class C.
8. River Basin: Yadkin-Pee Dee
(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/.)
Page 2 of 14
9. Describe the existing conditions on the site and general land use in the vicinity of the
project at the time of this application:
The subject property currently consists primarily of open fields, former pastureland and
woodland. Coddle Creels runs through the central portion of the subject property.
Portions of the property subject to USACOE jurisdiction are limited to Coddle Creek, two
perennial tributaries, two intermittent, unimportant channels, and four wetland areas.
One small isolated wetland is also located on the site, along with three man-made, isolated
farm ponds with no surface connectors of any type. The surrounding; area is comprised of a
mix of vacant woodland, farm fields and scattered residential and commercial
development.
Joey Lawler of S&11IE performed a delineation of the on-site jurisdictional boundaries. The
work was conducted utilizing currently accepted methods for wetland determination, as set
forth in the 1987 US USACOE Manual for Identifyint! and Delineating Wetland Areas,
which states that under normal circumstances, an area must demonstrate the presence of
three components to be considered jurisdictional: 1) hydrophytic vegetation, 2) hydric soils,
and 3) wetland hydrology. The resultant jurisdictional boundary was verified in the field
during; a June 27, 2002 on-site meeting; with the USACOE, subsequently mapped by a
registered land surveyor, and approved on July 19, 2004. The jurisdictional areas are
described in greater detail below.
Coddle Creek. Coddle Creels is located in the Yadkin River Basin, Subbasin 11, and
NCDWQ's Stream Index Number for the creek is 13-17-6 (5.5), and the classification is
"C" (no restrictions on watershed development activities). The stream enters the
northern property boundary, and then exits the property at the southern boundary,
where it passes under a bridge at Interstate 85. On average, the bottom width of the
stream exceeds twenty feet. Approximately 4,250 if of Coddle Creek is located on the
subject property.
Stream 1 - This channel is classified as perennial by both the USACOE and DWQ.
Stream 1 originates at Wetland A and flows east into Coddle Creek. A portion of this
stream is bordered by a small area of riparian wetlands (Wetland B). Stream 1 is
approximately 760 if in length.
Stream 2 - This channel is classified as intermittent and aquatically insignificant
(unimportant) by the USACOE, and perennial by DWQ. Stream 2 originates off-site
and, after passing through a culvert near an existing sewer easement, drains southwest
into Coddle Creek. This stream has been highly impacted by cattle in the past.
Approximately 855 if of Stream 2 is located on the subject property.
Stream 3 - This stream was classified by the UASCOE and DWQ as intermittent and
unimportant, and drains southeast into a culvert at Kannapolis Parkway and Interstate
85, and eventually to Afton Creek. Stream 3 is approximately 263 if in length.
Page 3 of 14
Stream 4 - A perennial channel that drains east into Coddle Creels. This stream is
located just north of Interstate 85, and enters the subject property at the Interstate
right-of-way. Although only a small portion of the stream exists on-site, it is a 2°`' order
tributary that was apparently relocated during construction of the Interstate.
Approximately 235 If of Stream 4 is located on the subject property.
On-site wetlands are limited to five areas, described in further detail below:
Wetland A - A former on-site pond that was drained. Existing vegetation consist of
black willow (Salix nigra) and red maple (Acer rubrum). Herbaceous vegetation
consists of soft rush (Juncos effosos) and various invasives. Wetland A is approximately
0.33 acre in size.
Wetland B - This wetland area adjoins Stream 1, and is approximately 0.04 acre in size.
Typical overstory vegetation consists of red maple, iron wood (Carpinus carolinial:a)
and tulip poplar (Liriodendron tolipifera). Herbaceous vegetation is sparse or absent.
Wetland C - This area totals approximately 0.41acre. Wetland C drains west into
Coddle Creek, and is located just east of an existing sewer easement running parallel to
the creek. The majority of the wetland is located within the existing easement, and is
vegetated with soft rush, cat tails (T}hha latifolia), arrowhead (Sagitaria latifolia) and
bull rush (Scirprrs, sl).) The remainder of the area is comprised of mature hardwood
trees and dense herbaceous growth.
Wetland D - Wetland D consists of a small riparian area in a former pasture near
Stream 2, and totals approximately 0.02 acre.
Wetland E - Wetland E is located near the fringe of an existing, isolated farm pond
near the southern property boundary, and is not subject to USACOE jurisdiction.
DWQ identified wetland E during an on-site visit of the subject property, and stated
that impacts to this isolated wetland area must be accounted for in the PCN. Wetland
E is approximately 0.03 acre in size.
10. Describe the overall project in detail, including the type of equipment to be used:
The subject property is proposed for development in two phases. The first phase involves
construction of a commercial shopping complex and its associated support infrastructure
in the southeastern portion of the property, near the junction of Interstate 85 and
Kannapolis Parkway (formerly Crisco Road). The shopping center will be anchored by a
173,900 sf retail supercenter. The proposed supercenter will be flanked by additional
buildings ranging in size from 6,640 sf to 35,000 sf. that will also support retail sales.
Parking and additional, smaller, freestanding commercial buildings will be located south
of the supercenter complex.
The second phase of the proposed project involves the construction of an industrial parts
on the remainder of the property. The majority of the industrial park will be located on
Page 4 of 14
the west side of Coddle Creek, although two buildings are also proposed for construction
on the east side of the creek. The industrial park will be comprised of a total of eight
buildings and their associated parking and loading/unloading facilities. The buildings are
expected to range in size from approximately 317,000 sf to 180,000 sf.
A central component of the proposed development will be the creation of a 80-foot wide
public roadway through the property. Goodman Road, an existing public right-of-way,
will be extended from its current terminus near the western property boundary east for
approximately 5,100 feet and tie to Kannapolis Parkway. Extension of Goodman Road
will require a single crossing of Coddle Creek. The crossing will be accomplished through
construction of a bridge that will completely span the creek, and result in no impacts at
that location.
11. Explain the purpose of the proposed work:
The purpose of the proposed impacts to wetlands and waters of the U.S. is to facilitate
development of the proposed property.
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.
The project is identified as USACOE Action ID No. 200431226. The on-site wetlands and
streams were originally delineated by S&ME in June, 2002. On June 27, 2002, Mr. Steve
Chapin with the USACOE met S&1\ME on-site and verified the delineation. Unrelated
issues subsequently delayed Childress Klein from acquiring the property. Accordingly, the
project was put on hold until October, 2003. At that time, the jurisdictional boundaries
were re-delineated and mapped for USACOE approval. The USACOE provided a signed
map on July 19, 2004.
On November 14, 2003, S&ME personnel met with INIs. Cyndi Karoly of DWQ in their
Raleigh Central Office and presented the proposed site layout. Ms. Karoly stated that the
proposed project would require a complete stormwater management plan, approved by
their office, prior to issuance of the 401 Certification. On May 28, 2004, Mr. Alan Johnson
of DWQ conducted an on-site visit. While Mr. Johnson concurred with the majority of the
USACOE's determination, a small minnow was netted from a pool in Stream 2.
Accordingly, Mr. Johnson determined that DWQ would require mitigation for impacts to
Stream 2. Mr. Johnson further concluded that although the man-made farm ponds on the
Page 5 of 14
property were isolated, a small area (Wetland E - approximately 1,500 sf) adjoining one of
the ponds should be considered isolated wetlands, and impacts to this area identified in the
permit application.
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.
We do not anticipate that the proposed project will result in future impacts to
jurisdictional wetlands or waters of the U.S., and will not require additional USACOE or
DWQ permits.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
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:
Proposed impacts are limited to filling approximately 0.40 acre of wetland (0.36-acre of
adjacent wetlands and 0.04 acre of isolated wetlands). For purposes of this application, the
proposed wetland and stream impacts have been broken down into four Impact Areas, as
identified below:
Impact Area 1 is located on the west side of Coddle Creek, and includes approximately 0.33
acre of impact to Wetland A, 0.04 acre of impact to Wetland B, and impacts to
approximately 292 if of Stream 1. These impacts are necessary for construction of the
proposed 80-foot wide public roadway that will link both phases of the project.
Impact Area 2 is located east of Coddle Creek, near the northern property boundary, and
entails approximately 755 if of impacts to Stream 2. Stream 2 has been classified as
unimportant by the USACOE, and as perennial by DWQ. No wetland impacts will occur in
this area. These impacts are necessary to facilitate construction of a building pad for two
180,000 sf industrial buildings.
Page 6 of 14
Impact Area 3 is located east of Coddle Creek, in the central portion of the property, and
entails impacts to approximately 0.01 acre of Wetland C. These impacts are necessary to
facilitate grading associated with construction of the retail portion of the project.
Impact Area 4 is located near the junction of Kannapolis Parkway and Interstate 85, in the
southeastern corner of the property. This area entails impacts to approximately 263 if of
Stream 3. Stream 3 is considered unimportant and intermittent by both the USACOE and
DWQ. Impacts to isolated wetlands (Wetland E) total approximately 0.03 acre.
2. Individually list wetland impacts below:
Wetland Impact
Site ID
(indicate on map)
Type of Impact Area of
Impact
(acres) Located within
100-year Floodplain*
(yes/no) Appx. Distance
to Nearest
Stream (linear
feet
Type of Wetland
Wetland A Filling 033 No 100 Emergent
Wetland B Fillina 0.04 No 10 Forested
Wetland C Filling 0.01 Yes 50 Emergent/Forested
Wetland E Filling 0.03 No 200 Emergent
* 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps.
List the total acreage (estimated) of all existing wetlands on the property:
Approximately 0.83 acre of wetlands are existing.
Total area of wetland impact proposed: 0.41 acre
3. Individually list all intermittent and perennial stream impacts below: N/A
Stream Impact
Type of Length of Average Width of
Perennial or Intermittent.
Site ID Impact Impact Stream Name Stream Before (please specify)
(indicate on map) (If) Impact
1 Piping 292 Stream 1 4' Perennial
2 Piping 755 Stream 2 3' USACOE - Intermittent
DW - Perennial
3 Piping 263 Stream 3 2' Intermittent
Cumulative impacts (linear distance in feet) to all streams on site: 1,310
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below: All ponds are considered isolated, man-made farm
ponds by both USACOE and DWQ, as determined by on-site evaluation.
Page 7 of 14
Open Water Impact Area of Name Watcrbody Type of Waterbody
Site Number Type of Impact* Impact )
(if applicable) (lake, pond, estuary, sound,
indicate on ma acres bay, ocean, etc.
N/A N/A 0 N/A N/A
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
N/A
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): N/A
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): N/A
Size of watershed draining to pond: N/A
Expected pond surface area: N/A
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The proposed project has been designed to avoid impacts that are not necessary to ensure
its economic viability. These avoidance measures allowed the project-wide impacts to
important channels to remain limited to less than 300 If, and project-wide wetlands impacts
to less than 0.5 acre. Some of the avoidance measures undertaken during the planning
phase are described below:
Impacts to Coddle Creels will be entirely avoided through use of a bridge crossing
that will completely span the creels, eliminating the need for culverts or other
structures in the channel.
Marketable high ground located between Coddle Creek, Stream 4 and Interstate 85
will be left undisturbed, eliminating the need for impacts to Stream 4 or Coddle Creels
resulting from a second crossing.
Page 8 of 14
The proposed public roadway was shifted northward of its original alignment.
Placement of the roadway as proposed now allows a significant portion of Stream 1 to
remain unaffected.
The project was designed to impact less than 300 If of stream considered perennial by
the USACOE, and less than 0.5 acre of wetland.
S&AIE and Childress Klein have worked closely through meetings and correspondence,
modifying the project to avoid all but necessary impacts, preserve open space, and to utilize
the Coddle Creels corridor as a preservation area.
During construction, measures will be utilized to limit the impacts identified above. These
measures include: 1) the use of siltation barriers and sediment traps; 2) the use of
barricades identifying construction limits such that unnecessary removal of mature trees
does not occur; 3) regular inspection and maintenance during construction; 4) field testing
of soil for petroleum levels; and 5) pre-construction meetings.
Appropriate sediment and erosion control practices equaling those outlined in the most
recent version of the "North Carolina Sediment and Erosion Control Planning and Design
Manual" will be required as part of the project specifications governing the proper design
to comply with appropriate turbidity water quality standards. Sediment and erosion
control measures placed in waters will be removed and the original grade restored within
two montlis after the Division of Land Resources has released the project.
The proposed work should not cause degradation of area water quality, and will not
permanently restrict or impede the passage of normal or expected high flows. Efforts were
made to perform the work during periods of no or low flow.
S&ME provided the applicant and their design team with conditions pursuant to the State
General Water Quality Certification 3402. Accordingly, the proposed project has been
designed to comply with the conditions specified therein, and construction activities at the
site will be conducted in accordance with applicable conditions of the Nationwide Permit
and corresponding 401 Water Quality Certification. No wastes, spoils, solids or fills will be
placed within wetlands, waters or riparian areas beyond the limits of those depicted in this
PCN application.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
Page 9 of 14
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.ne.us/ncwetlands/strmili(le.htm].
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.
To adequately compensate for the unavoidable impacts described in this application,
Childress Klein proposes a multi-faceted mitigation that will incorporate on-site
buffering and preservation, along with in-lieu fee payment to the North Carolina
Ecosystem Enhancement Program (EEP).
Based on the stream classification calls made by the respective agencies, we anticipate
that the USACOE will require mitigation for impacts to Stream 1 (293 if of impacts)
and a 2:1 ratio, and will not require mitigation for impacts to Streams 2 and 3. We
anticipate that DWQ will require mitigation for Stream 1 (292 If) and Stream 2 (7551f
of impacts) at a 1:1 ratio, but will not require mitigation for impacts to Stream 3.
Accordingly, mitigation for 1,047 If of on-site streams will adequately satisfy the
mitigation requirements of both agencies. Table 4 below identifies the mitigation
methods proposed:
Proposed Stream Mitigation
Stream ID Appx. Mitigation Anticipated Mitigation Credit
Mitigation Type Amount (If) A`titigation/Impact (acre)
Ratio
On-site Preservation/ 3,800 10:1 380
Buffering of Coddle
Creek
On-site 230 10:1 23
Preservation/Buffering
Page 10 of 14
of Stream 4
Pavment to EEP 644 1:1 644
Total Mitigation Credit: 1,047
Childress Klein is proposing the on-site buffering and preservation of the Coddle Creek
floodplain as a means of addressing the comments of the NCNHP and the USFWS. The
vegetated buffer along Coddle Creek will vary in width from 50 to over 200 feet along
either side, as depicted by Figure 9. A provision for maintenance of an existing sanitary
sewerline located within the buffer, however, will be made. The buffer will remain
vegetated and protected through a deed restriction prepared in accordance with the
USACOE model declaration of restrictions.
With respect to wetland mitigation, Childress Klein plans to make the appropriate
payment to the EEP. DWQ does not require wetland mitigation for impacts totaling
less than 1 acre.
We anticipate that wetland mitigation for impacts to 0.41 acre of wetland will be
required by the USACOE at a 2:1 ratio (0.82 acre). Accordingly, Childress Klein plans
to pay the EEP for 1 acre of riparian wetland mitigation credit.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://h2o.cnr.state.nc.us/wM/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Amount of stream mitigation requested (linear feet): 644
Amount of buffer mitigation requested (square feet): Not Required
Amount of Riparian wetland mitigation requested (acres): 1 acre
Amount of Non-riparian wetland mitigation requested (acres): Not Required
Amount of Coastal wetland mitigation requested (acres): Not Required
IX
Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federaUstate) funds or the use of public
(federal/state) land?
Yes ? No
Page 11 of 14
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
Construction of the proposed state roadway and bridge over Coddle Creels may eventually
involve public funds, but is an activity eligible for a Categorical Exclusion, and does not
require preparation of an environmental document.
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 ? N/A
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.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Neuse), 15A NCAC 213 .0259 (Tar-Pamlico), 15A NCAC 213 .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ? No ® If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet Multiplier Required
Mitigation
1 3
2 1.5
Total
Zone I extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
Page 12 of 14
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or.0260.
The proposed project will fully comply with all local ordinances.
XI. Stormwater (required by DWQ)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
To protect downstream water quality, Childress Klein plans to implement a stormwater
management plan designed to remove 85% TSS, in accordance with the directive of DWQ.
The stormwater management plan is being designed by GeoScience, and shall be approved
by DWQ before the impacts specified above occur.
XIL 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.
The subject property will be connected to existing municipal sewer and water.
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. 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).
The proposed project is expected to bring much-needed jobs to the community that has
been hit hard by a severe economic down-turn resulting from recent textile plant closures.
Page 13 of 14
The applicant requests, therefore, that this permit application be processed in as timely a
manner as agency scUed a perms \

Applicau gen ' Sign?afit?re? Date
(Agent's signature is valid only if an authorization letter from the applicant is provided:)
Page 14 of 14
SM LETTER OF AUTHORIZATION
TO ACT AS AGENT WITH
ENGINEERING . TESTING US ARMY CORPS OF ENGINEERS
ENVIRONMENTAL SERVICES
Dale: r V
S&ME Project Name:
Type of Project:
Location:
Business Name:
Mailing Address:
City, State, Zip Code:
TeIepbone No.
Contact:
Project Information
Crisco Road Development
Nationwide Permit I
Crisco Road and Interstate 85, Cabamts County, NC
Property Owner/Representative Inforitiation
Childress Klein Properties
2800 One Wachovia Center
Charlotte, NC 28202 1
704.342.9000
Steve Hoots
Agent Information
Business Name; S&ME, Inc.
Street Address: 9751 Southern Pine Boulevard
City, State, Zip Code: Charlotte, NC 28273 Attn: Joey Lawler
Telephone No. [phone]
Authorization:
I e!jj?? '?? on behalf of
(Co act Signature)
(f4l br rss k?euV frr? t Pehereby authorize
(Name of Landowner or Representative)
S&ME, Inc. to act as agent for wetlands permitting on the above-
referenccd project.
Z8/t0 39dd LHVEbEVOL ZZ:LO 50OZ/80/90
Figures
Deweese
Coddle c-reek
ri i~eser??oir
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Some As Shown VICINITY MAP Figure No.
SM Kannapolis Parkway Development
Checked by: DAH Kannapolis, North Carolina
Drawn by: JoL
Date: 06.05.05 ENGINEERING -
RONMENTAI SERVIC 5 Job No.: 1357-02-365-D

00

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= 700 Feet

scale As Shown USGS TOPOGRAPHIC MAP
Kannapolis Parkway Development
Figure No.
Checked by: DAH
SM Kannapolis, North Carolina
2
Drawn by: JoL -
Date: 06.05.05 ENGINEERING • TESTING
ENVIRONMENTAL SERVICES Job No.: 1357-02-365-D
= 1000 Feet
Checked by: D)
Drawn by: .JOL
Date: 06.05.05
ENGINEERING • TESTING
ENVIRONMENTAL SERVICES
1998 AERIAL PHOTOGRPAH
Kannapolis Parkway Development
Kannapolis, North Carolina
Job No.: 1354-02-365-D
Figure No.
s
16: .C T AREA 2
F , t :r ,•?%? ?? y
IS1i' T ! SEA ? - :' i - ? ? v?' .-.= sa'' /?' fx ??? ? '• ? Y ? ?2 li ?
SEE
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,
WETLAND/STREAM IMPACTED WETLAND/STREAM
SCALE: DATE:
1"=475' 6.9.05 ry ^/..? w. R TNERN PINE a w. PROPOSED SITE LAYOUT
EN/32L OTTE. NC. 28273
PROJECT NO. OR- 81:
PR. 704-523-4726
\ 135702365D GEOSC/JOL ??eed FAY 704-525-3953 KANNAPOLIS PARKWAY DEVELOPMENT
C.EC-U- v,,vll;/.Sdi--;B{C.COaI KANNAPOLIS, NC
FIGURE NO.
4
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WETLAND/STREAM IMPACTED WETLAND/STREAM TOTAL IMPACTS TO STREAM 2 = 755 LF
DATE:
1"= 100, 6.09.05 _?.? 9751 sou NERn PINE eLw.
T N0. DRAWN BY. CHARLOTTE, NC- 28273
-_- _-? PH. 704-523-4726
135702365D GEOSCI/JOL FAX. [phone]
CHECKED BY.
1`iYiVJ.S?h?l;iC.CC?A
IMPACT AREA 2 PLAN VIEW
KANNAPOLIS PARKWAY DEVELOPMENT
KANNAPOLIS• NC

nCJRE NO.
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L??
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is
WETLAND/STREAM IMPACTED WETLAND/STREAM TOTAL IMPACTS TO WETLAND C = 0.011 ACRE
SCALE. 1"=1OD• DATE. 6.9.D5 9751 SOUTHERN PINE BLVD. IMPACT AREA 3 PLAN VIEW FIGURE 10.
?
PR0•IECT NO. GRAAN BY: CHARLOTTE, NO. 28273
_ PH. 704-52}4726
\ 135702365D GEOSCI/JOL of 6ma FAX. [phone] KANNAPOLIS PARKWAY DEVELOPMENT
CHECKED BY. YJilFd.SRt?t::C.CO?.{ KANNAPOLIS. NC

A t \ \ \ \ i \
j
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IMPACTED WETLAND/STREAM TOTAL IMPACTS TO WETLAND E = 0.033 ACRE
TOTAL IMPACTS TO STREAM 3 = 263 LF
SCALE: DATE:
1"=100' 6.09.05 •? 1711 SOU BERN DINE BLVD.
RRO.EC7 NO. DnAMI BY: CHARLOTTE. ? INC. 27.]
?" Rl. 704-523-4726
135702365D GEOSCI/JOLFAX. 701-525-3953
\ CHELAED BY:

\
Ii

IMPACT AREA 4 PLAN VIEW
KANNAPOLIS PARKWAY DEVELOPMENT
KANNAPOLIS, NC
/WETLAND E
i?
r-
FIGURE NO.
8
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111
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PRESERVATION/BUFFER LENGTH OF CODDLE CREEK TO BE LENGTH OF STREAM 4 TO BE
BUFFERED/PRESERVED = 3,800 LF BUFFERED /PRESERVED = 230 LF
DATE:
Bow.
1"=350' 6.09.05 Q ^ ?? e7C sOOTTE. N .
R'll
2 27]
'.T N0. DRA- BY tlPH. 704-523-4728
3951
135702365D GEOSCI/JOL FN. ®??j?¦? FAx. 70h3255-395
LMLLNLD BY: Gl4i'v'1.S3«?CtC.CC?d
i
\'
PROPOSED ON-SITE PRESERVATION AREA
KANNAPOLIS PARKWAY DEVELOPMENT
KANNAPOLIS, NO
RE NO.
9
Site Photographs
? r •tity?,u' r i ?' r *` .? iHr w
y?f iV .. 1`4 7 ILk ?1r? .. to f}lyl,wx _r?y T Ty •.
Photo 2: View of Wetland Area C.
-;r

5hoto 3: View of Codd
06/08/05
Taken by: JoL
Checked by: DAH
Project No. 1357-02-365D
E
S&M
Photo 1: Looking NE across property.
Photo 4: View of Stream 1.
Photo 6: Second view of Stream 2.
SITE PHOTOGRAPHS
Kannapolis Parkway Property
Kannapolis, North Carolina
Photo 5: View of Stream 2.
NCDWQ Stream Classification Form
Project Name: Crisco Road - Childress Klein River Basin: Yadkin County: Cabarrus
Evaluator: J. Lawler - S&ME, Inc. DWQ project No:
Nearest Named Stream: Coddle Creek Date: 6/11/02
USGS QUAD: Kannapolis, NC Lat: 35.415 ° N Lon: 80.684'W
Location/Directions: On I-85 from Charlotte, take Poplar Tent Road Exit, and turn left at top
of ramp. Take next right (Goodman Road) - proceed to end of road.
Property is on the left.
Stream ID: Stream 1 - unnamed tributary of Coddle Creek
*PLEASE NOTE: If evaluator and landowner agree that the feature is a man-made ditch, then use of this form is not necessary.
Also, if in the best professional judgement of the evaluator, the feature is a man-made ditch and not a modified natural stream-
this rating system should not be used*
PRIMARY FIELD INDICATORS: (Circle One Number Per Line)
L (:emmnrnhnlnav
Absent Weak Moderate Strom
1 Is There A Riffle-Pool Sequence? 0 1 2 3
2) Is The USDA Texture In Streambed
Different From Surrounding Terrain? 0 1 2 3
3 Are Natural Levees Present? 0 1 2 3
4 Is The Channel Sinuous? 0 1 2 3
5 Is There An Active Or Relic Flood lain 0 1 2 3
6 Is The Channel Braided? 0 1 2 3
7 Are Recent Alluvial Deposits Present? 0 1 2 3
8 Is There A Bankfull Bench Present? 0 1 2 3
9 Is A Continuous Bed & Bank Present 0 1 2 3
10) Is A 2° Order Or Greater Channel (As
Indicated On Topo Map AndlOr In Field)
Present?
No = 0
Yes = 3
NOTE: It Bed & Bank Caused By Ditching And W1 1 ItUU I Smuostty 1 nen score=u-)
PRIMARY GEOMORPHOLOGY INDICATOR POINTS: 6
H. H arolo Absent weaK tvioaerate atron T
1) Is There A Groundwater Flow/Discharge 0 1 2 3
'resent?
PRIMARY HYDROLOGY INDICATOR POINTS: 2
III- Rinlnav
Absent Weak Moderate Strom
1 Are Fibrous Roots Present In Streambed? 3 2 1 0
2 Are Rooted Plants Present In Streambed? 3 2 1 0
3 Is Peri h ton Present? 0 1 2 3
4 Are Bivalves Present? 0 1 2 3
SECONDARY FIELD INDICATORS: (Circle One Number Per Line)
T_ (Z,-mmnrnhnln(yv
Ali-sent Weak Moderate Stronl?
1) Is There a Head Cut? 0 .5 1 1.5
2) Is There a Grade Control Present in 0 .5 1 1.5
Channel?
3) Does Topography Indicate a Natural 0 .5 1 1.5
Drainage Way?
SECONDARY GEOMORPHOLOGY INDICATOR POINTS: 2.5
IT Hvrlrnln(yv
Absent Weak Moderate Strom
1) Is This Year's (Or Last's) Leaflitter Present 1.5 1 .5 0
in Streambed?
2 Is Sediment or Debris Present on Plants? 0 .5 1 1.5
3 Are Wrack Lines Present? 0 .5 1 1.5
4) Is Water in Channel and >48 Hrs. Since
Last Known Rain? (Note: If ditch indicated in No. 9 0 .5 1 1.5
above, ski this step and No. 5 below*
5) Is There Water Present in Channel during 0 .5 1 1.5
D Conditions or in Growing Season?
6) Are Hydric Soils Present in Sides of
Yes 1.5
=

No-0
Channel or in Head Cut?
SECONDARY HYDROLOGY INDICATOR POINTS: 4.5
III- Biolopv
Absent Weak Moderate StronLy
1 Are Fish Present? 0 .5 1 1.5
2 Are Amphibians Present? 0 .5 1 1.5
3 Are Aquatic Turtles Present? 0 .5 1 1.5
4 Are Crayfish Present? 0 .5 1 1.5
5 Are Macrobenthos Present? 0 .5 1 1.5
6) Are Iron Oxidizing Bacteria/Fungus
Present? 0 .5 1 1.5
7 Is Filamentous Algae Present? 0. .5 1 1.5
SAV Mostly Mostly Mostly Mostly Mostly
OBL FACW FAC FACU UPI,
8 Are Wetland Plants in Streambed? 2 1 .75 .5 0 0
(• NOTE: if Total Absence Of All Plants In Sircambed As Noted Above Skip '/his Step UALLSS SAV Present').
SECONDARY BIOLOGY INDICATOR POINTS: 1.5
TOTAL POINTS (Primary + Secondary) = 23.5
(If Greater Than Or Equal To 19 Points The Stream Is At Least Intermittent)
Signature:
NCDWQ Stream Classification Form
Project Name: Crisco Road - Childress Klein River Basin: Yadkin County: Cabarrus
Evaluator: J. Lawler - S&ME, Inc. DWQ project No:
Nearest Named Stream: Coddle Creels Date: 6/7/02
USGS QUAD: Kannapolis, NC Lat: 35.419 ° N Lon: 80.683'W
Location/Directions: On I-85 from Charlotte, take Poplar Tent Road Exit, and turn left at top
of ramp. Take next right (Goodman Road) - proceed to end of road.
Property is on the left.
Stream ID: Stream 2 - unnamed tributary of Coddle Creels
*PLEASE NOTE: If evaluator and landowner agree that the feature is a man-made ditch, then use of this form is not necessary.
Also, if in the best professional judgement of the evaluator, the feature is a man-made ditch and not a modified natural stream-
this rating system should not be used*
PRIMARY FIELD INDICATORS: (Circle One Number Per Line)
L C.emmornhnlnov
Absent Weak Moderate Strom
1 Is There A Riffle-Pool Sequence? 0 1 2 3
2) Is The USDA Texture In Streambed
Different From Surrounding Terrain? 0 1 2 3
3 Are Natural Levees Present? 0 1 2 3
4 Is The Channel Sinuous? 0 1 2 3
5 Is There An Active Or Relic Flood lain 0 1 2 3
6 Is The Channel Braided? 0 1 2 3
7 Are Recent Alluvial Deposits Present? 0 1 2 3
8 Is There A Bankfull Bench Present? 0 1 2 3
9 Is A Continuous Bed & Bank Present 0 1 2 3
10) Is A 2° Order Or Greater Channel (As
Indicated On Topo Map AndlOr In Field)
Present?
No = 0
Yes = 3
NOTE: [f Bed & Bank Caused By Ditching And W1111UU f Sinuosity 1 hen Score=u-)
PRIMARY GEONIORPHOLOGY INDICATOR POINTS: 9
11. Hydrology Absent weak iviocterate mron
I) Is There A Groundwater Flow/Discharge 0 1 2 3
?resent?
PRIMARY HYDROLOGY INDICATOR POINTS: 2
HL Hinlnnv
Absent Weals Moderate Stronu
1 Are Fibrous Roots Present In Streambed? 3 2 1 0
2 Are Rooted Plants Present In Streambed? 3 2 1 0
3 Is Peri h ton Present? 0 1 2 3
4 Are Bivalves Present? 0 1 2 3
PRIMARY BIOLOGY INDICATOR POINTS: 4
PRINIARY BIOLOGY INDICATOR POINTS: 3
SECONDARY FIELD INDICATORS: (Circle One Number Per Line)
T ('-t mmnrnhnlnav Absent Weak Moderate Stronu
I Is There a Head Cut? 0 .5 1 1.5
2) Is There a Grade Control Present in 0 .5 1 1.5
Channel?
3) Does Topography Indicate a Natural 0 .5 1 1.5
Drainage Way?
SECONDARY GEONIORPHOLOGY INDICATOR POINTS: 2
IT HwIrnlnav
Absent Weak Moderate Strom
1) Is This Year's (Or Last's) Leaflitter Present 1.5 1 .5 0
in Streambed?
2 Is Sediment or Debris Present on Plants? 0 .5 1 1.5
3 Are Wrack Lines Present? 0 .5 1 1.5
4) Is Water in Channel and >48 Hrs. Since
Last Known Rain? (Note: If ditch indicated in No. 9 0 .5 1 1.5
above, ski this step and No. 5 below*
5) Is There Water Present in Channel during 0 .5 1 l .5
D Conditions or in Growing Season?
6) Are Hydric Soils Present in Sides of
Yes
= 1.5

No = 0
Channel or in Head Cut?
SECONDARY HYDROLOGY INDICATOR POINTS: 7
TTT_ Rinlnav
Absent Weak Moderate Strom
1 Are Fish Present? 0 .5 1 1.5
2 Are Amphibians Present? 0 .5 1 1.5
3 Are Aquatic Turtles Present? 0 .5 1 1.5
4 Are Crayfish Present? 0 .5 1 1.5
5 Are Macrobenthos Present? 0 .5 1 1.5
6) Are Iron Oxidizing Bacteria/Fungus
Present? 0 .5 1 1.5
7 Is Filamentous Algae Present? 0 .5 1 1.5
SAV Mostly Mostly Mostly Mostly Mostly
OBL FACW FAC FACU UPL
8 Are Wetland Plants in Streambed? 2 1 .75 .5 0 0
(*NOTE: q Total Absence UJ All Plants In 31rcainbea As NO(ca Above )kip /IJ(s 31Cp Ut%LCJJ 3A V rresenl-).
SECONDARY BIOLOGY INDICATOR POINTS: 3
TOTAL POINTS (Primary + Secondary) = 23
(If Greater Than Or Equal To 19 Points The Stream Is At Least Intermittent)
Signature:
NCDWQ Stream Classification Form
Project Name: Crisco Road - Childress Klein River Basin: Yadkin County: Cabarrus
Evaluator: J. Lawler - S&AIE, Inc. DWQ project No:
Nearest Named Stream: Coddle Creels Date: 6/7/02
USGS QUAD: Kannapolis, NC Lat: 35.412 a N Lon: 80.667°W
Location/Directions: On I-85 from Charlotte, take Poplar Tent Road Exit, and turn left at top
of ramp. Take next right (Goodman Road) - proceed to end of road.
Property is on the left.
Stream ID: Stream 3 - unnamed tributary of Afton Creek
*PLEASE NOTE: If evaluator and landowner agree that the feature is a man-made ditch, then use of this form is not necessary.
Also, if in the best professional judgement of the evaluator, the feature is a man-made ditch and not a modified natural stream-
this rating system should not be used*
PRIMARY FIELD INDICATORS: (circle Otte Number Per Line)
T_ C:emmnrnhnlnsrv Absent Weals Moderate Stronu
1 Is There A Riffle-Pool Sequence? 0 1 2 3
2) Is The USDA Texture In Streambed
Different From Surrounding Terrain? 0 1 2 3
3 Are Natural Levees Present? 0 1 2 3
4 Is The Channel Sinuous? 0 1 2 3
5 Is There An Active Or Relic Flood lain 0 1 2 3
6 Is The Channel Braided? 0 1 2 3
7 Are Recent Alluvial Deposits Present? 0 1 2 3
8 Is There A Bankfull Bench Present? 0 1 2 3
9 Is A Continuous Bed & Bank Present 0 1 2 3
10) Is A 2° Order Or Greater Channel (As
Indicated On Topo Map AndlOr In Field)
Present?
No - 0
Yes = 3
NU I L: It 13cd S Bank Caused by Uncning Ana wt I IuUU t :5muosity t nen score=u-)
PRIMARY GEONIORPHOLOGY INDICATOR POINTS: 5
II. Hydrology Absent Weak Nlo(lerate 6trong
l) Is There A Groundwater Flow/Discharge U 1 2 3
'resent?
PRIMARY HYDROLOGY INDICATOR POINTS: 0
TTT_ Rinlnav
Absent Weals Moderate Strom
1 Are Fibrous Roots Present In Streambed? 3 2 1 0
2 Are Rooted Plants Present In Streambed? 3 2 1 0
3 Is Peri h ton Present? 0 1 2 3
4 Are Bivalves Present? 0 1 2 3
PRIMARY BIOLOGY INDICATOR POINTS: 4
SECONDARY FIELD INDICATORS: (Circle One Number Per Line)
T C.Pmmnrnhnlnav
Absent Weak Moderate Strong
1 Is There a Head Cut? 0 .5 1 1.5
2) Is There a Grade Control Present in 0 .5 1 1.5
Channel?
3) Does Topography Indicate a Natural 0 .5 1 1.5
Drainage Way?
SECONDARY GEOMORPHOLOGY INDICATOR POINTS: 4
TT_ Avrlrninav
Absent Weak Moderate Stronu
1) Is This Year's (Or Last's) Leaflitter Present 1.5 1 .5 0
in Streambed?
2 Is Sediment or Debris Present on Plants? 0 .5 1 1.5
3 Are Wrack Lines Present? 0 .5 1 1.5
4) Is Water in Channel and >48 Hrs. Since
Last Known Rain? (Note: If ditch indicated in No. 9 0 .5 1 1.5
above, ski this step and No. 5 below*
5) Is There Water Present in Channel during 0 5 1 1.5
D Conditions or in Growing Season?
6) Are Hydric Soils Present in Sides of
Yes
= 1.5

No U
=
Channel or in Head Cut?
SECONDARY HYDROLOGY INDICATOR POINTS: 4
TTT Rinlnav
Ahcent Weak Moderate Strong
1 Are Fish Present? 0 .5 1 1.5
2 Are Amphibians Present? 0 .5 1 1.5
3 Are Aquatic Turtles Present? 0 .5 1 1.5
4 Are Crayfish Present? 0 .5 1 1.5
5 Are Macrobenthos Present? 0 .5 1 1.5
6) Are Iron Oxidizing Bacteria/Fungus
Present? 0 .5 1 1.5
7 Is Filamentous Algae Present? 0 .5 1 1.5
SAV Mostly Mostly Mostly Mostly Mostly
OBL FACW FAC FACU UPI,
8 Are Wetland Plants in Streambed? 2 1 .75 .5 0 0
(* NOTE: U Total Absence OJAII Plants In Strcambed As Noted Above Skip Iles Step UALCSS JAV I-resent-).
SECONDARY BIOLOGY INDICATOR POINTS: 1.5
TOTAL POINTS (Primary + Secondary) = 19
(If Greater Than Or Equal To 19 Points The Stream Is At Least Intermittent)
Signature:
r ?
- ' fpti-
ACTION ID
INTERMITTENT CHANNEL
EVALUATION FORM

APPLICANT NAME j ]??7f t/ tJ} DATE 10S
PROPOSED CHANNEL WORK (i.e., culvert, relocation, etc.) ti' ((n/f
1VATERBODY/RIVER BASIN `/ J JP / COUNTY/CITY ADo
RECENT WEATHER CONDITIONS
P SP NP Observation Comments or Description
Fisli/Shellfish/Crustaccans Present
Banthic Macro Invertibartes
Amphibians Presnt/Brccding
e2 SR
Algae and/or Fungus (water quality function)
Wildlife Channel Use (i.e. tracks, feces, shells, other)
Federally Protected Species Present (Discontinue)
Riffle/Pool Structure
Stable Streambanks
Channel Substrate (i.e. gravel, cobble, rock:, course
sand)
Riparian Canopy Present (SP=/> 5011* Closure)
Undercut Banks/lnstream Habitat Structure
Flow in Channel
Wetlands Adjacent to/Contig. With Channel
(Discontinue -S??-K (S S'?
Persistent Pools/Saturated Bottom (June thru
September)
Seeps/Groundwater Discharge (June thru September)
Adjacent Floodplain Present
Wrack Material or Drift Lines
Hydrophytic Vegetation in/adjacent to channel
Important to Domestic Water Supply? YIN
Does Channel Appear On A Quad Or Soils Map? YIN
Perennial Channel (stop) mportant Channel: '-7W TIF PROJECT MGR- Initials:
Intermittent Channel proceed} Unimportant Channel: . LF
Ephemeral Channel (no jd) (attach map indicating location of important/unimportant channel)
Ditch Through Upland (no jd)
Evaluator's Signature:
(ifothertha O . p t agcy
t
1
_ .r
P = Present SP= Strongly Present NP = Not Present 1114198
t
,t?prt
ACTION ID
INTERMITTENT CHANNEL
EVALUATION FORM
APPLICANT NAIVE
PROPOSED CHANNEL WORK (i.e., culvert, relocation, etc.)
nt?1r ^Ik?sl'A
? Y7 Li ? fW
DATE
Al ao 406-0
WATERBODY/RIVER BASIN Ift r,, ?/ COUNTY/CITY
i/1 V r T I .
RECENT WEATHER CONDITIONS
P SP NP Observation Comments or Description
Fish/Sliellfish/Crustaceans Present
Banthic Macro Invertibartes
Amphibians Presnt/Brecding
Algae and/or Fungus (water quality function)
Wildlife Channel Use (i.e. tracks, feces, shells, other)
e derally Protected Species Present (Discontinue)
ifflc/Pool Structure
Stable Strcambanlcs
Channel Substrate (i.e. gravel, cobble, rock, course
sand)
Riparian Canopy Present (SP=t> 50% Closure) EEO
-Undercut Banks/Instream Habitat Structure
low in Channel
Vctlands Adjacent to/Contig. With Channel
(Discontinue) l
Persistent PooWSaturntcd Bottom (June thru
Sc 'tcmbcr)
ceps/Groundwatcr Discharge (June thru September)
Adjacent F]oDdplain Present
Vrack Material or Drift Lines
Hydrophytic Vegetation in/adjacent to channel
Important to Domestic Water Supply? YIN
Does Channel AppearOn A Quad Or Soils Map? YIN
Perennial Channel
Intermittent Channel
Ephemeral Channel
Ditch Througli Upland

?? s r
. ??? ???rPres
ent SP= Strongly Present NP = Not Present
.:(Stop) Important Channel: LF PROJECT MGR. Initials:
proceed) Unimportant Channel:-LF
(no jd) (attach map indicating location of important/unimportant channel)
(no jd)
Evaluator's Signature:
(if other than ojcct u r

11/4/98

ACTION ID
INTERMITTENT CHANNEL
EVALUATION FORM

APPLICANT NAAIE -f /jam ?S C? ( *6 2-
PROPOSED CHANNEL WORK (i.e., culvert, relocation, etc.) A P4
WATERBODY/RIVER BASIN r COUNTYICITY ?ry??-?rG
RECENT WEATHER CONDITIONS
P SP NP Observation Comments or Description
Fish/Shellfish/Crustaceans Present -
Banthic Macro Invertibartcs 1(
Amphibians Presnt/Breeding I
Algae and/or Fungus (water quality function) l
Wildlife Channel Use (i.e. tracks, feces, shells, other)
Federally Protected Species Present (Discontinue)
Riffle/Pool Structure
Stable Strcambanks
Channel Substrate (i.e. gravel, cobble, rock, course
sand)
Riparian Canopy Present (SP=/> 561a Closure) r
Undercut Banks/instrcam Habitat Structure
Flow in Channel l
Wetlands Adjacent to/Contig. With Channel
(Discontinue)
Persistent Pools/Saturated Bottom (June thru
September) d
Seeps/Groundwater Discharge (June thru September)
Adjacent Floodplain Present
Wrack Material or Drift Lines
Hydrophytic Vegetation inladjacent to channel
, b
Important to Domestic Water Supply? Y/N
Does Channel Appear On A Quad Or Soils Map? Y/N
Perennial Channel (stop) Important Channel: t.r ricwn?.i ln?lc uuuuia:
Intermittent Channel proceed) Unimportant Channel:
Ephemeral Channel (no jd) (attach map indicating loco ' o imp rt t/unimportant channel)
Ditch Through Upland (no id)
Evaluator's Signature:
(if other than =.E: p;?je manager
vU ('?S
P = Present SP= Strongly Present NP = Not Present 11/4/98
Acceptance Letter from EEP
mb-10` 0b 10'c5 tEU7J-1&1N1i-=r oIurlucc.tn 1-10J rW4 U-11L1
Joey Lawler
S& ME
P.O. Box 7668
Charlotte, NC 28241-7668
Project: Crisco Road Property
rb-14.

June 8, 2005
County: Cabarrus
The purpose of this letter is to notify you that the North Carolina Ecosystem Enhancement Program (NC EEP) is willing to
accept payment for impacts associated with the above referenced project. please now. that this decision does not assure that
the payment will be approved by the permit issuing agencies as mitigation for project impacts. It is the responsibility of the
applicant to contact these agencies to dotcrmiuo if payment to the NC EEP will be approved.
This acceptance is valid for six months from the date of this letter. It we have not received a copy of the issued 404
Permit/401 Certification `within this time frame, this acceptance will expire. It is the applicant's responsibility to send
copies of the 404/4011CAMA permits to NC EEP. Once NC EEP receives a copy of thcA04 Permit and/or the 401
Certification an invoice will be issued and payment must be made.
Based on the information supplied by you the impacts that will be mitigated are summarized in the following table.
River Basin Wetlands Stream Buffer Buffer
Cataloging (Acres) (Linear Peet) Zone 1 'Zone 2
Unit (Sq. Ft.) (Sq. Ft.)
Riparian Non-Riparian Coastal Marsh Cold Cool Warm
Catawba 1.0 0 0 0 0 1,200 0 0
03040106
Upon receipt of payment, EEP will talc responsibility for provlding the compensatory mitigation for the permitted impacts
up to a 2:1 ratio, (buffers, Zone 1 at a 3:1 ratio and Zone 2 at a 1.5:1 ratio). The magnitude of the compensatory mitigation
will be as specified in the Section 404 Permit and/or 401 Water Quality Certification, and/or CAMA Permit. The mitigation
will be performed in accordance with the Memorandum of Understanding between the N. C. Department of Environment and
Natural Resources and the U. S. Army Corps of Engineers dated November 4, 1998.
If you have any questions or need additional information, please contact Carol Shaw at [phone],
Eiam Gilmore, PE `
Director
cc: Cyndi Karoly, Wetlands/401 Unit
Stave Chapin, USACOE - Asheville
Allen Johnson, DWQ Regional Office - Mooresville
File
katorl4fs... E ... Prot"' Oar State
OEM
North Carolina Ecosystem Enhancement Program, 1652 Mail Service Center, Raleigh, NC 27699-1652 / 919-715-0476 / www.nceep.net
Agency Scoping Letter Responses

AN;
? wn
NCDEN
North Carolina Department of Environment and Natural Resources
Michael F. Easley, Govemcr
December 17, 2003
NMr. Joey Lawler
S&ML, Inc.
9751 Southern Pine Blvd.
Charlotte, NC 23273
Subject: Proposed Crisco Road Industrial Park; Concord, Cabarrus County
S&NIE Project No. 1357-02-365-D
Dear Mr. Lawlcr:
William G. Ross Jr., Secretary
gnun has a record for the Carolina darter (Ethe asronra collis) front
The Natural Heritage Pro
Coddle Creek at SR 1394. This is a Stale Special Concern fish, and it is also a Federal Species
of Concern. Three individuals were captured in March 1995; thus, we assume that the species is
still present in Coddle Creek, not only next to the bridge, but for an undetermined distance above
and below the bfidge (and possibly within the project site). As this location lies less than 1/2-
mile downstream from the proposed site, and as Coddle Creek itself bisects the project area,
there is the potential for hann to be done to this population. Therefore, extreme care needs to be
taken to prevent sedimentation from reaching the creek, and proper sedimentation barriers should
be installed.
You may wish to check the Natural Heritage Program database website at
<www.nes?arks.nctlnht?!search.htrnl> for a listing; of rare plants and animals and significant
natural communities in tite county and on tilt; topographic quad map. Please do not hesitate to
contact meat 919-715-6697 if you have questions or need further inforntation.
Sincerely,
Harry E. LeGrand, Jr., Zoologist
Natural Heritage Program
HEL/lrcl
One
1601 Mail Service Center, Raleigh, No nh Carolina 27699-1601 NorthCauoli/na
Phone: [phone] FAX: [phone] Internet: v8ia.enr.state.nc.uslENRI ?1?Vt111+?11 ??
.alC:D r r..ry; ?;ccAc5ci d:yur•`0°'b Rt-yccatio%Pestcns-rvrPau ;J
` ?r,„r cF r
4??CH 7 ,P

United Mates Department of the Interior
NISI I AND WILDLIFE SERVICE
ZVNho ille Field Ofticc
160 Ldllcoa sirco
A:?hecillc.,?,:rthC;?ri,lina 28$01
December 31, 2003
Mr. Joey Lawler
Project Manager
S&ME, Inc.
P.O. Box 7668
Charlotle, North Carolina 282.11-7663
Dear Mr. Lawler:
Subject: Proposed Crisco Road Industrial Park, Concord, Cabamis County, North Carolina
(S&ME Project No. 1357-02-365-D)
In your letter of November 26, 2003 (recei ved on December 9, 2003), you requested our
comments on the subject project. We have reviewed the information you presented and are
providing the following; comments in accordance with the provisions of the Fish and Wildlife
Coordination Act, as amended (16 U.S.C. 661-667c), and section 7 of the Endangeired Species
Act of 1973, as aincndcd (16 U.S.C. 1531-1513) (Act).
Without it description of the habitat within the proposed project area, we are unable to assess the
species that could potentially be affected by the proposed project. Therefore, enclosed is a list of
species from Cabarrus County that are oil the Federal List r?f'Endungered and Threatened
thildlije and Plants and federal species of concern that may occur in the project impact area. We
recommend surveying the project area for these species and any others that may Occur in suitable
habitat within the project area before any further planning; or on-the-ground activities to ensure
that no adverse impacts occur to these species. Federal species of concem are not legally
protected under the Act and arc not subject to any of its provisions, including section 7, unless
they are fomially proposed or listed as endangered or threatened. We are including these species
in our response to give you advance notification. Tile presence or absence of these species in the
project impact area should be addressed in any environmental document prepared for this project.
We are very concerned about the potential impacts this project could have on Coddle Creek,
which bisects the property. The Carolina darter (Etheosionia collis collis), a federal species of
concern, is known both upstream and downstream of the project area and likely occurs within the
project area. Additionally, adopting ordinances that protect wide forested riparian corridors and

the 100-year floodplain and that adequately treat storm water in development areas is essential to
the protection of water quality and aquatic habitat in developing landscapes. We strongly
recommend undisturbed forested buffers for all intermittent streams, perennial streams, and
wetlands. We recommend minimum buffers of 50 feet on intermittent streams and 100 feet on
perennial streams. Buffer minimums should be doubled on streams known to contain, or
influence waterways that contain, federally protected species. Additionally, the North Carolina
Wildlife Resources Commission has developed a "Guidance Memorandum to Address and
Mitigate Secondary and Cumulative Impacts to Aquatic and Terrestrial Wildlife Resources and
Water Quality" that we support and encourage you to use. It can be accessed at
I ify).- Mvrvw.nmvildlife.org/pg07_ivildlifespeciescoilll)g7c'3_hn1)11Cts.pdf.
Executive Order 11988 requires federal
agencies (or there designated nonfederal
representative) to consider and protect
floodplain functions. A considerable
portion of the project area is within the
100-year floodplain (see Figure 1). We
believe the recent examples of flooding in
eastern North Carolina highlight the
importance of avoiding the "... long- and
shoil-term impacts associated with the
occupancy and modification of
floodplains ..." and that we should "avoid
direct and indirect support of floodplain
development ...." Increased impervious
area causes higher peak flows and lower
low flows, the destabilization and erosion
of stream banks and strcarnbeds, as well as
other adverse effects. Storm water also
carries contaminants from rooftops,

O ?Do(!

Figure 1. Project Area Floodplain (From
Cabarrus County On-line GIS)
driveways, lawns, and roadways into
streams. These and any other potential impacts to the aquatic system need to be assessed. This is
particularly important in Cabarrus County and adjacent Mecklenburg County because between
1984 and 2001, Mecklenburg County lost more than 22 percent of its tree cover and 22 percent of
its open space and, over that same time period, the county's impervious surfaces increased by
127 percent, now totaling more than 61,000 acres (American Forest, 2003, Urban Ecosystem
Analysis, Mecklenburg County, North Carolina, page 8). Cabarrus County is likely experiencing
similar growth, particularly in the southern portion of the county.
At this stage of project development and without more specifics about construction locations or
techniques, it is difficult for us to assess potential environmental impacts (direct, indirect, and
/ / to
r
y4 `k
`l
2

cumulative). We therefore recommend that any environmental document prepared for this
project include the following:
1. A complete analysis and comparison of the available alternatives (including a
no-build alternative).
2. A description of the fishery and wildlife resources within existing and
required additional rights-of-way and any areas, such as borrow areas, that
may be affected directly or indirectly by the proposed project.
The acreage and a description of the wetlands that will be filled as a result of
the proposed project. Wetlands affected by the proposed project should be
mapped in accordance with the Federal Manual forldentifying rind
Delineating Jurisdictional Wetlands. We recommend contacting the
U.S. Army Corps of Engineers to determine the need for a Section 404 Clean
`'Dater Act permit. Avoiding and minimizing wetland impacts is a part of the
U.S. Army Corps of Engineers' permitting process, and we will consider
other potential alternatives in the review of any permits.
4. The extent (linear feet as well as discharge) of any watercourses that will be
impacted as a result of the proposed project. A description of any streams
should include the classification (Rosgen 1995, 196) and a description of the
biotic resources.
5. The acreage of upland habitat, by cover type, that will be eliminated because
of the proposed project.
6. A description of all expected secondary and cumulative environmental
impacts associated with this proposed work.
7. A discussion about the extent to which the project will result in the loss,
degradation, or fragmentation of wildlife habitat from direct construction
impacts and from secondary development impacts.
3. Mitigation measures that will be employed to avoid, eliminate, reduce, or
compensate for habitat value losses (wetland, riverine, and upland) associated
with any phase of the proposed project.
We also recommend that: (1) the disturbance of stream and wetland areas be avoided to the
maximum extent possible; (2) stringent erosion and sedimentation controls be installed and
maintained in order to prevent unnecessary impacts to aquatic resources within and downstream
of the project site; and (3) in cases where work within stream and wetland areas cannot be

avoided, the stream or wetland be restored to a habitat value equal to or greater than that which
was disturbed.
We appreciate the opportunity to provide these comments. If we can be of any assistance or if
you have any questions, please do not hesitate to contact Mr. Allen Ratzlaff of our staff at
828/258-3939, Ext. 229. In any future correspondence concerning this project, please reference
our Log Number 4-2-04-058.
Sincerely,
/'L' P ?fe ,
Brian P. Cole
Field Supervisor
Enclosure

ENDANGERED, THREATENED, AND CANDIDATE SPECIES AND FEDERAL
SPECIES OF CONCERN, CABARRUS COUNTY, NORTH CAROLINA
This list was adapted from the North Carolina Natural Heritage Program's County Species List. It is a
listing, for Cabarrus County, of North Carolina's federally listed and proposed endangered, threatened,
and candidate species and Federal spccics of concern (for a complete list of rare species in the state,
please contact the North Carolina Natural Heritage Program). The information in this list is compiled
from a variety of sources, including field surveys, museunts and herbaria, literature, and personal
communications. The North Carolina Natural Heritage Program's database is dynamic, with new records
being added and old records being revised as new infornation is received. Please note that this list
cannot be considered a definitive record of listed species and Federal species of concern, and it should
not be considered a substitute for field surveys.
Critical habitat: Critical habitat is noted, with a description, for the counties where it is designated or
proposed.
Aquatic species: Fishes and aquatic invertebrates are noted for counties where they are known to occur.
However, projects may have effects on downstream aquatic systems in adjacent
counties.
COMMON NAME SCIENTIFIC NAME STATUS
CABARRUS COUNTY
Vertebrates
Carolina darter Etheostonta collis collis FSC
Invertebrates
Pee Dec crayfish ostracod Dactylocythere peedeensis FSC*
Carolina heelsplitter Lasnnigona decorata Endangered**
Vascular Plants
Schweinitz's sunflower Nelianthus schircinitzii Endangered
Heller's trefoil Lotus helleri FSC
KEY:
Status Definition
Endangered A taxon "in danger of extinction throughout all or a significant portion of its range."
Threatened A taxon "likely to become endangered within the foreseeable future throughout all or a
significant portion of its range."
FSC A Federal species of concern--a species that may or may not be listed in the future (£orncrly
C2 candidate species or species under consideration for listing for which there is insufficient
information to support listing).
Species with 1, 2, 3, or 4 asterisks behind them indicate historic, obscure, or incidental records.
*Historic record - the species was last observed in the county more than 50 years ago.
**Obscure record - the date and/or location of observation is uncertain.
***lncidentalimigrant record - the species was observed outside of its normal range or habitat.
*'*'liistotic record - obscure and incidental record.
Norcnnbcr 12, 2003 Page 1 of I
DATASHEETS
The NGS Data Sheet
Pagel of 3
See file dsdata.txt for more information about the datasheet.
DATABASE = Sybase PROGRAM = datasheet, VERSION = 7.28
1 National Geodetic Survey, Retrieval Date = SEPTEMBER 29, 2005
FA4538 ***********************************************************************
FA4538 HT MOD - This is a Height Modernization Survey Station.
FA4538 DESIGNATION - M 022
FA4538 PID - FA4538
FA4538 STATE/COUNTY- NC/MECKLENBURG
FA4538 USGS QUAD - CORNELIUS (1993)
FA4538
FA4538 *CURRENT SURVEY CONTROL
FA4538
FA4538* NAD 83(1986)- 35 22 41.76916(N) 080 50 37.09275(W) ADJUSTED
FA4538* NAVD 88 - 249.76 (meters) 819.4 (feet) GPS OBS
FA4538
FA4538 LAPLACE CORR- 2.58 (seconds) DEFLEC99
FA4538 GEOID HEIGHT- -30.74 (meters) GEOID03
FA4538
FA4538 HORZ ORDER - FIRST
FA4538
FA4538.The North Carolina HARNS have been completed but,
FA4538.due to contractual restrictions, coordinates for these stations
FA4538.will NOT be published in the near future. In the interim, the
FA4538.published coordinates in North Carolina will not be
FA4538.consistent with the Continuously Operating Reference Stations
FA4538.(CORS). The HARN coordinates for these stations are available
FA4538.upon request. Contact Gary Thompson(919-733-3836).
FA4538.
FA4538.In addition, the published North Carolina positions
FA4538.(NAD 83 (1986)) are NOT consistent with those determined in
FA4538.adjacent state readjustments. The discontinuity between stations
FA4538.located in North Carolina and those in adjacent states
FA4538.which have been adjusted to the HARN may be as much as 5
FA4538.decimeters. This will result in a significant loss of accuracy
FA4538.over lines crossing such state borders.
FA4538
FA4538
FA4538.The horizontal coordinates were established by GPS observations
FA4538.and adjusted by the National Geodetic Survey in November 1991.
FA4538
FA4538.The orthometric height was determined by GPS observations and a
FA4538.high-resolution geoid model using precise GPS observation and
FA4538.processing techniques.
FA4538
FA4538.The Laplace correction was computed from DEFLEC99 derived deflections.
FA4538
FA4538.The geoid height was determined by GEOID03.
FA4538
FA4538; North East Units Scale Factor Converg.
FA4538;SPC NC - 182,179.488 442,107.745 MT 0.99987502 -1 03 50.7
FA4538;SPC NC - 597,700.54 1,450,481.83 sFT 0.99987502 -1 03 50.7
FA4538;UTM 17 - 3,915,004.214 514,202.426 MT 0.99960249 +0 05 25.9
FA4538
FA4538! - Elev Factor x Scale Factor = Combined Factor
http://www.ngs.noaa.gov/cgi-bin/ds_radius.prl 9/29/2005
DATASHEETS
Page 2 of 3
FA4538!SPC NC - 0.99996562 x 0.99987502 = 0.99984065
FA4538!UTM 17 - 0.99996562 x 0.99960249 = 0.99956813
FA4538
FA4538 SUPERSEDED SURVEY CONTROL
FA4538
FA4538 NGVD 29 (11/20/91) 250.0 (m) 820. (f) GPS OBS
FA4538
FA4538.Superseded values are not recommended for survey control.
FA4538.NGS no longer adjusts projects to the NAD 27 or NGVD 29 datums.
FA4538.See file dsdata.txt to determine how the superseded data were derived.
FA4538
FA4538_U.S. NATIONAL GRID SPATIAL ADDRESS: 17SNV1420215004(NAD 83)
FA4538_MARKER: DD = SURVEY DISK
FA4538_ SETTING: 7 = SET IN TOP OF CONCRETE MONUMENT
FA4538_SP_SET: CONCRETE POST
FA4538_ STAMPING: M 022
FA4538_MARK LOGO: NC0870
FA4538_ MAGNETIC: 0 = OTHER; SEE DESCRIPTION
FA4538_ STABILITY: C = MAY HOLD, BUT OF TYPE COMMONLY SUBJECT TO
FA4538+STABILITY: SURFACE MOTION
FA4538_ SATELLITE: THE SITE LOCATION WAS REPORTED AS SUITABLE FOR
FA4538+SATELLITE: SATELLITE OBSERVATIONS - March 24, 2004
FA4538
FA4538 HISTORY - Date Condition Report By
FA4538 HISTORY - 1988 MONUMENTED HOBBS
FA4538 HISTORY - 19970315 MARK NOT FOUND USPSQD
FA4538 HISTORY - 20030911 GOOD NGS+SS
FA4538 HISTORY - 20040324 GOOD USPSQD
FA4538
FA4538 STATION DESCRIPTION
FA4538
FA45381DESCRIBED BY HOBBS AND ASSOCIATES 1988
FA45381STATION IS LOCATED MECKLENBURG COUNTY, 16.1 KM (10.00 MI) NORTH OF
FA45381CHARLOTTE.
FA4538'TO REACH THE STATION FROM THE INTERSECTION OF U.S. HIGHWAY 21 AND S
FA4538'.R.2136 (GILEAD ROAD), PROCEED SOUTH ON U.S. HIGHWAY 21 FOR 3.54 KM
FA45381(2.20 MI) TO STATION ON WEST RIGHT-OF-WAY OF U.S. 21. STATION IS 7.83
FA4538'M (25.69 FT) S75W OF THE CENTERLINE OF U.S. 21, 18.28 M (59.97 FT)
FA45381SOUTH OF THE CENTERLINE OF THE SOUTH ENTRANCE TO THE TABOR INN, AND
FA4538122.91 M (75.16 FT) N70E OF A UTILITY POLE ON THE EAST RIGHT OF WAY OF
FA45381U.S. 21.
FA4538'TO REACH THE AZIMUTH MARK FROM THE GPS STATION, PROCEED SOUTH ON U.S.
FA4538121 FOR 0.96 KM (0.60 MI) TO THE MARK IN THE WEST RIGHT OF WAY OF THE
FA45381ROAD, 2.24 M (7.35 FT) S82W OF THE EDGE OF PAVEMENT. THE AZIMUTH
FA45381MARK IS COMPASS BEARING S12E AND DISTANCE 890.36 M (2921.12 FT) FROM
FA4538'THE GPS STATION. THE AZIMUTH MARK IS STAMPED 222.
FA4538
FA4538 STATION RECOVERY (1997)
FA4538
FA45381RECOVERY NOTE BY US POWER SQUADRON 1997
FA4538'MARK NOT FOUND.
FA4538
FA4538 STATION RECOVERY (2003)
FA4538
FA4538'RECOVERY NOTE BY NATIONAL GEODETIC SURVEY 2003 (SML)
FA45381RECOVERED AS DESCRIBED
FA4538
FA4538 STATION RECOVERY (2004)
FA4538
FA4538'RECOVERY NOTE BY US POWER SQUADRON 2004 (LFH)
littp://www.ngs.noaa.gov/cgi-bin/ds_radius.prl
9/29/2005
DATASHEETS
FA4538'MARKER WAS REPORTED NOT FOUND BY USPSQ IN 1997.
*** retrieval complete.
Elapsed Time = 00:00:01
littp://,,NAvNv.ngs.noaa.gov/cgi-bin/ds_radius.prl
Page 3 of 3
9/29/2005
r 2 d
SGtIU-113M-r1MO:3Wdll 26E922ZGT6:-Gl 9t;,:TT HOW 5002-2T-d:1S
INITIAL INTEREST IN PARTICIPATION IN THE EXPRESS REVIEW PROGRAM
WITHIN THE 401 OVERSITE/EXPRESS PERMITTING UNIT
September 1, 2004
Version 3
?- (P 17 29
Applicant Name: Childress Klein Properties
Applicant Address: 301 S. College St. Charlotte, NC 28202
Applicant's phone number: 704-342-9000
Fax number: 704-342-9039
Applicant's email address: Steve_Hoots@Childressklein
Consultant Name (if applicable): ?,!?
GeosCl nce rou Inc"
Consultant address (if applicable): 500-K Clanton Road, Charlotte, NC 28217
Consultant's phone number: 704-525-2003
Fax number: 704-525-2051
Consultant's email address: [e-mail]
Type of action requested under the Express Review Program (check all that apply):
(" 401 Water Quality Certification ? Stream Origin Determination
? Isolated Wetland Permit # of Determinations Requested
? Riparian Buffer Approval ? Intermittent/Porennlal Determination
Stormwater Management Plan # of Determinations Requested
? Mitigation Plan
? stroam ? Wetland Buffars (check all aGprepriate)
Name of Project: Afton Ridge Shopping Center
Total project acreage +1- 162 North of Coddle Ck.
County: Cabarrus?
Total built out impervious area: 100.96 (acres)
Nearest named stream (from USGS topo map): Coddle Creek
Please provide a brief description of this project (attach site plan if available):
Proposed Extensi n of Goodman Road Public ROW with retail sho in center and office re t urant and
Warehouses re
ZO 'd TZ: ST 5007 7T das TS07-SZS-t70? : xej ci IQ?g 30Pd3I0S039
2, 'd
SONTU31'l-Ol10:3WUN 268922i6T6:-131 !t7:TT [10111 S008-2T-d3S
Please attach a map of site location using USGS 1:24,000 map and county soil survey.
Location of project site - please include reference to the county, nearest name town and highway number:
Southwest quadrant of 1-77 and Kannipolis Parkway
Proposed impacts:
Acres of 404 wetlands: 0.41
Acres of isolated wetlands:
Linear feet of streams: 292
Linear feet of Isolated streams: 1018
Square feet of protected stream buffers:
Has consultant or applicpnt attended any DWQ-sponsored training sessions in the past two years? If so, please list
which ones.
Has any DWQ staff visited the site? , if yes, please provide DWQ staff name, `ko?4? $aM and
date of visit'
Which other environmental permits from other agencies will be needed for this project? Please list the permits and
issuing agencies below:
Does this project require approval under the State Environmental Policy Act or National Environmental Policy Act?
Is this project an After-the-fact application or has this project received a previous Notice of Violation from DWQ?
Does this project require approval of a Variance from the NC Environmental Management Commission?
Are you aware of any local controversy concerning this project? If so, please describe the controversy and any
measuras that have been taken with respect to public involvement.
This form must be sut?mittod via email (Go aer ress a n . n .t faxed (919-733-6393) or hand-delivered to the Parkvie•u Building, 2321
Crabtree Blvd., Raleigh, NC 27604. Applicants who are selected to participate in the Express Review Program will be notified via email or fax
within 2 days. Successful applicants will then be instructed regarding detailed procedures for full application (Plesso Nose: Submittals of the review
packages on Friday after 12:00 pin will be stamped as rowivad on the next business day).
Please contact Debble Edwards at 919-733-9502 if you have any questions regarding this form.
2
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Forth Carolina 7
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Figure Nu.
1:24000 NRCS SOIL SURVEY MAP
272-Acre Crisco Road Property
Checkedby bAH Cab=us County
-' --'- I SM I?rtiwn by JoL North Carolina 3
Date: 06.10.01 ENVIIRONME AL SERVICPS Job No.: 1354-02-3658
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500-K Clanton Road
Charlotte, North Carolina 28217
[phone]
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GEOSC1ENCE GROUP, INC.
From
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o Comments:
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o CHARLOTTE
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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
September 14, 2005
EXPRESS REVIEW ACCEPTANCE LETTER
Childress Klein Properties
Attn: Steve Hoots
301 South College Street
Charlotte, NC 28202
Fax #: [phone]
Project Name: Afton Ridge Shopping Center
Cabarrus County
On September 12, 2005, the 401 Oversight/Express Permitting Unit of the Division of Water Quality received a
Fax/email request from Scott Gregory, GeoScience Group, Inc., regarding a project known as "Afton Ridge
Shopping Center" for acceptance into the Express Review Program. This letter advises you that your project will
be accepted into the Express Review Program once the following items are received:
1) The application fee of $2,000.00 [made payable to the North Carolina Division of Water Quality];
2) Five (5) complete and collated copies of the PCN Application + Addendum;
3) Five (5) copies of all site plan information pertaining to this project (please refer to the Addendum
http://h2o.enr.state.ne.us/ncwetlan(is/appad(15.pdf);
4) Three (3) copies of the stormwater management plan application
[http://h2o.enr.state.nc.us/ncwetlands/documents/Exp_Rev_SWMA.pdf] and all information required on the
stormwater application form (plans, worksheets, operation & maintenance agreement, etc.)
Thank you for your attention to this matter. Please keep in mind that the clock for this project will not start until
receipt of the completed application package and required fee are received.
If you have any questions or wish to discuss these matters further please do not hesitate to call Cyndi Karoly at
919-733-9721 or Cynthia Van Der Wiele at 715-3473.
Sincerely,
an W. Klimek, P.E., Director
AWK/cbk/cvdtiv
cc: DWQ Mooresville Regional Office
File copy
Central Files
Scott Gregory, GeoScience Group, Inc., 500-K Clanton Rd., Charlotte, NC 28217
401 Oversight/ Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: http://h2o.enr.state.ne.us/ncwetlands

Filename: SA2005 Express Acceptance letters\AftonRidgeShoppingCtr.doc
Noy` Carolina
Naturally
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/l0% Post Consumer Paper
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m5 DED tN OM XrRI6 ?:w S E P 3 0 2005
SEQSCIENCE D:: M • WATCR QUALITY
SROUP V.'cTLR,AANOsTO MATERER?'Gf
LETTER OF TRANSMITTAL
To: Express Review Permitting Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Attn: Cvnthia Van Der Wiele
We are sending you: x0 Attached 0 Under separate cover
VIA: 0 Overnight F-1 Regular Mail
The following items: R Shop Drawings x Prints
Specifications Copy of Letter
Geotechnical, Civil,
Environmental &
Construction Materials
Engineering
DATE: Sept. 29, 2005 CH04.0387.CV
Afton Ridge Shopping Center
Cabarrus County, NC
7 Z
F7Pick-up a Hand Delivered/Couriered
Plans H Disks
B Change Order Other
Copies Date No. Description

3 Sets Plans and applications
3 Sets Calculations
1 Check

THESE ARE TRANSMITTED as checked below:
For Approval
For your use
Remarks:
As Requested
x For Review and Comment
E Approved as Submitted
Approved as Noted
Returned for Corrections
Copy To:
Signed: Scott Gregory
500 Clanton Road Charlotte, North Carolina Telephone Facsimile
Suite K 28217 704.525.2003 704.525.2051
PRJ 017000-01 Char Industrial Operations AP REORDER FT9ois U TUDit"o.s964.4slssoaseai eas;e>>so
VND NCWETS001 CHECK# 396441
Date Tnvaice Amount T)?-chictinn Tot--al
9/16/05 PERMIT EXPRESS CHDD: AR WETLANDS PERMIT 09-0149 002 2,000.00 2,000.00
L C ?En 0W
rt '1 OCT Zoos
DENR - WATER QUALITY
titi'FTLANDS AND STORtAVATER BRAN
I
September 19, 2005 TOTALS
UNITED STATES POSTAL SERVICE
LISPS
• Sender: Please print your name, address, and ZIP+4 in this box •
NC DENR Division of Water Quality
401 Oversight/Express Unit
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604
First-Class Mail
Postage & Fees Paid
Permit No. G-10
¦ Complete items 1, 2, and 3. Also complete
item 4 if Restricted Delivery is desired.
11 Print your name and address on the reverse
so that we can return the card to you.
Attach this card to the back of the maiipiece,
or on the front if space permits.
1. Article Addressed to:
r:
dr. Stephen Ho`
Wl S. College S 'reet
'-harlotte,NC 28,02
)WQ# 05-1729-Caburrus
A. Signature
X
B. Received by (Printed Name)
©.Age?ft
C. Date of Deliven
D. Is delivery address different from item 1? ? Yes
If YES, enter delivery address below: ? No
3. Service Type
Certified Mail ? Express Mail
Registered jo Return Receipt for Merchandise
? Insured Mail ? C.O.D.
4. Restricted Delivery? (Extra Fee) ? Yes
!. Article Number -
(rransfer from service label) 7006 0 810 0002 3962 1634
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i / ~ ~ GQI ` / i rr /r / ~ ~ ~ 1 \ 1 r6~ / y~..,~ ~ 1. Contact CabarrW EC ~ or for on efts meethg / / r 1 f 1 r rr I I I t 11,E I l \ ' / / r 1 r / / ! I ! / f r j r / i I 1 1 1 1 1 l 1 + rw
r / 11 + I r r r r~ ! 1 j l i 1 111 1 11 1l 1 111\ I 1 1 i % i i /l / / / ! I I 1 r 1 ) I r I I I I 1 111 1 111 t1 ~ \
ass Au ust 2005 ~ ~ 1 1 , ' ~ r. / 2. All sediment and eroelNl control devhes slidl be ~IStalled in the first pho 9 \ G ~ ~ `L ~ : ; \ 11 Q err ? r r r / / r l 1 + 1 r / / I j I 1111 11 111 ~ \ ~ ~ / : / % % f/ l r / f1 t ! 1 r f / /r I 1 r 1 \ 1 1 1 1 11 1 1 \ 1 l r + 1 , ~ f I r 1 r,! /l , 1 1 1, 1,111 \ ~1 1~ x d, I
invent bas~fs, bm ond, temp, construction entrance, temp apt ditches \ k I______-~,, / / r ; / I / /r , 1 r , I / r/ , / r 1 + 111 11 1 I \ ' / r ~4~-.
3. Instill alt fences, temr? eed ~ P P she erns, deorh anlr o. newaary to hetall then e__, / 8c other meoeune a sAlwrn on ill 9 ~ / -G / r r / r ! ~ f f t ~ / I 1 1 1 \ 1 , / / r t r / r ! 1 iil 1 \ 1 ~ ! r l r ' / r/ i / / f / r / I / 1 I tr / I I r + ! 11111\ 1 ' r ,1 ~ 1 j
devices. 1 ? IEMP.SILT FENCE ~ ~ i ~ , / ~ / / ~ r / / 1 , 1 / / I ! r r ! 1 1 1 1 I I 1 1 1 ~ ~ ! r r I I 1 1 f f ! 1 1 / i I I r 1l 11 I I rf I \r / , / / ~ 1 ! I ! r / 1 1 I 11 r ~ 1~1 ~ 1! l
basins installin sl a ~ ~ ~ 1~ _ _ / ' ,r' ~ 1 , ,f ~ 1/ r r 1 r J+ y y l I' ' I ~ !r 1 I / r / r r 1 1 11 i ~ 1 1 l
3a. As fill is placed roles TSD'S as well to drab to sediment ~ 9 oP DTLSHLC4.2 ~ , / ,r ct s to a as fill elevations rise. ` ~ / rr ' ~ / / r / r / / / 1 / ~ r r r l l 11 \ \ i ' r l f / / r I t r r 1 I l 1 / 1. \ I r 1fl / / / 1 1 1/ l / I l/ l 1 1 1 r l+~\\ + ~ r r d r
drains and adding se ion pip , / ~ ~ ~ ! . I ~
' ; / / / I ? I l r / / ; r I r ~ 1 \ r \ \ \ it ~ I
~dfltdn eralon control devices as needed. ,1 + ~ ~ ' ~ , ' i % ~ / r 1 r r" /ii-J r / / f J ~ 7R ~ ~r\
Stabilize site as areoe an brought to finished grads (seeding lC mulchhg) 1 ~ _ / 5. ,
urbed areas. 1 L ~ / J' 6. When dl proposed grade are established, seed and mulch dl diet ~ L ~ ~ , I lr..~' / / ? / f / 1 r /r r„ / / ~7! I 1 III 1/
/ / / ,r r. / / / f ~ /1 ! / - 1 1, / 1 f/ / / 1 ( ~tlt I f
constructed h accordance with the Caborrus Co. Standards ` / ; ; 7. All erosiorf control meoeune shall be rr- ~ ~ , / / , r / r / I ~ / / / , / ,r/~! f / 1 ~ / / / /
Best Management PlbctioN ganud And Procedures, U.S. r--- r ' , / 1 ' ~ f Department of Agriculturei, U.S. Soil Conservation Service. , ! / f / I/ / /f / ~ ? /
y , , control \ ~ ~ , ; / / / , / / / / / r, , / / / / f / / / r' / 1 / i / I /r// I ,.rte . .1 /:ir. J/ ' ~i/~/ y
8. The contractor shill ey and conthuoualy maintain all erosion ~ , . , / / / ; ~ ~ ~ , ! / /
devices and structures to 111hlmize erosion. The contractor shall maintain close ~ f, ~ / / , ater erosion oontrd in actor so that periodic 1-- / / ; contact with the Cd>arrue County Stormw ep % / / / r~ ~+e ~ rr % / /1 !t/' ~ //i ~-y i/% % ~Jf ~".l'`-..-~i 1 _ ~ a~~' r' / i / /I, / / , ~ / - f /','J/ ' / I I f~-.~ / / -J ~ ti ~ ~ ~~rriivi'i / i 4 / / / / / / r
t a riots et es of construction. ~ TEMP tYHDPE o 1x , / ; i , inspections can be performed a pprop erg 1 ~ 1 , / / , ' / ~ / / I ~~_r''~ / 1 I f ? / /lrri//.../ i i r,, \ r,~ ~ '.~%i'/ / f~~ r / / / / / / / r / / r / , , , / / /it /r' . ~ / /
9. rovai of this an it not an authorfzatlon to grade 1 .1 ~ . • ~ / ; , ; +~pP ~ ust have written ..-r / / / / ! ad cent properties. When fWd conditions warrorlt offatte gradhg, contractor m ~p,~~~ 1 / ! / , ' / / / r''r// / / / / / / / / / r / / ~ / r ,//r/ / r
p r , lesion from the owner before oceeding. ENTRANCE, SEE / ~ , P~ ~ DILSHT.C~2 ; / / / /
/ r ~ ,~r / ~ / l ~y/ . ! / / / / / r/' / / / / ! / / ' .ROCKi ~ / ~i/ / / / ~ ~ / ~/~r~ / / f r/r / r / ~r
/ 'V ~ / ~ ,J ! ~ 1 ~ i ? / ~ 1 v ~1 / rr r ~ / ~ / / / / / r/'ir~~ h /
, `,i / I y ,
/ ...J +i / / f ~ ~ ` J r r ,
PROJECT NARRATIVE - ~ ' ; ' J` / / / r !r / ~ / Jr'/~~/ T' / / i ~ ,Yr f / f 'ri r / r ~.r<l i~ mar/ . r/ /.•%'•~.i/%y" /
1l ~ 1 i JY / tad west of Coddle Croak.. The denuded ~ is approxknatdy 95 acres. ` ~ ; ' The project is loco 'n rainfall ~ ~ ' ' . / / ~ I ,.r r f /I r/ r ~ ~ j/ ~~/ice/l/ ? /
The tam ors erosion confrd measures wNl be placed on-site to control sediment runoff dun g / ~ P rY / / / / 1/~ / ~ r// I / .V /I I / !
ensures detention ond, aedirnent trap, temporary silt ditch, etc.) was designed using ~ , ~j • ~ . „ / events The erosion control m , ( P ~ J , - ,r' / /mar !r~//r.\.i y/ ,r .~.//y~j r// rrr/;. ~ ,
the Cabarrus Count Development Standards 10-year storm eve~it. The contractor wfll monitor the r/ t fk„~~ f ~ Y / / / .L.~ /~lI f i'~i /
tam measures ly and dean-out measures as required. Permanent measures will be ~,r ~ p°~ ant t ` laced on-site to contrd etormwater runoff once the site becomes stabilized. The penman ~,,y ,,f f ~ \
P wlll indudo: storm drain pipers, catch basins, energy diaslpaters and pavement/curbs and y ' ~ ; measures ~ 1 ! ' r/ 4i ~i rr, + , , j r
gutters. 1 / /
f ~ ~ ,S , /r i~ ,/ir" a /~i /r /
~ ~ / ' J r,, f /i% i / ~ ~ ,I / / ,f/~/I/~ Iii'/ yy'/„'i%•' r. j/ /I ~i/ r / r ~ / fr
' ' 'r /''/r ~ ~r~r air'
A -,/,..,f 10° ° 50 10° zoo ~ -800-632-4949. ITS THE LAW.
-CALL CENTER ~ /'/Aim r'/r/~''. / ~f`y- l~ Il%// % ' '
ORE YOU DlG STOP. CALL THE NC ONE . , „ NOTE. BEF

LI
NE TABL E
LINE BEARI NG DISTANCE L1 N34'11'27"W 69.42
L2 N35'18'OO"W 76.03 °
~ N21'31'11"W 67.80
L4 N2O'55'59"W 29,15 c3~
L5 N29'46'11"W 110,62
L6 " ~ ~ N6O 2312 W 13.88 L7 N16'16'O1"W 62.00 U
u- L8 N29'45'38"W 46.79 c i-~ c< , ~o~° ~
L9 N28'29'44"W 81,94 c~ ~ ~b
L1O © - - N30'30'40"W 44,80 '~o y J~
L11 " r; ' N48'13 52 W 20.46 L12 N0T23'51 "E 12.56 ~ g0
r_ L13 N33'32'32"W 83,98 0 P~ 0
L14 " 4 N28'1O 59 W 52.01 ~w~
L15 N42'31'17"W 43.40 '~•:7 ® 85
L16 N66'23'48"W 35.40
L17 N69'O7'56"W 61,11 L18 N73'56'21 "W 36.06 A
L19 N4O'26'O5"W 21,36
L2O N72'58'37"W 68.89
L21 N79'O5'21 "W 84,77
L22 N79'51'O6"W 93,20 L23 N75'36'57"W 67,15 1 C~ ~ ~
L24 N84'5O'58"W 61,62 <
L25 N61'58'OO"W 35.63 t~ ,15 ~ +v+ 85 4~ G b\ ,9 ~ ~ ~ ° E~ gp Y aI" . ~ ~ ~
L26 S24'1O'O6"E 55.89 4 p9, \ yo , ~~El ~ ~ Cp ~p , 4a4 ~ \ , 56 ~l
L27 S41'O6'5O"E 39.88 V a ~ po' pRLCrfE ~
L28 S14'33'18"W 116.68 L29 S34'47'58"W 82.31 ~~,a ~ CH S 1
L3O 553'35'19"W 69.05 S ~ a ~ ~ R . ~ cS ~ ~
L31 S26'O8'47"W 85.55 8 9 ~ 1, 8 h VI ~ Y F CINITY MAP ~
L32 S21'1O'4 "W 125.61 S9' 4~~ S
L33 SO3'39'5O"E 137,21 'a9, 4 ~ ~ w
L34 S 5'12'55"E 37.13 L35 09' 18'23"E 64.85 ~ ~ ~ ~F \ V
L36 73'41'04"E 56,05 °ti \ ~J ~
L37 N7 '1 '00"E 51,39 C~ fi~ , \ ~ ~ W
L36 N38'4T57"E 37.00 ' ,~5, 3g E ~`~r ~ a E4 . ~ , 'E \ a
L39 N73'42'i6"E 40,34 L4O N85'43'09"E 43,04 QpY G z~ , o V 4 p ~ 4 h'S5 g p~ 3'~ 0 Apl ~ ~ ~ ~ ~ ° 3 51 1 cu
L41 S85'27'26"E 46.01 Cp 1~ \ ~ ~ ~
L42 N34'44'41 "E 106,57 ~ \ 0~ ~ w ~ y
L43 N 1'20'14"E 90.38
L44 N4T26'36"E 43.40 t 29
L45 N64'26'34"E 68.50 L46 N79'39' 3"E 48.43
L47 S3O' 15'30"E 32.71
L48 S31'25'3O"W 33,84 a 0~~
L49 S28'49'38"E 40.67 F r \ \ ,
L5O S67'3O'12"E 39.58 L51 S82'37'11"E 126.04 ~ ~ ,r ,
L52 81'44'1 "E 39.85 0 1~5 p551~~
" Q. L53 S241OO6 E 47,92 E y, 4 Z~;~ ' ~s
~ 20 L54 S62'O9 31 W 40.17 " ~ E 1 ~ , 0
L55 4'33'09"E 10.46 " ''S~ ~ ~ . ~g \ 5~ 04 ~
L58 '15 6yo~ S24 33 09 E 22.90 ~ a32 ~ L57 N76'42'12"E 83,61 6 ,i'' ~6 4g 9\` ~
L58 N73'18'O4"W 66.56 ~1 5 ~ , s W A V / $L 11 ~i ~
L59 N38'46'16"W 83,69 S 5 ~ Z 7 5 ES 5 s \ \ W 5 ~ ~
L6O N28'17'44"E 132.30 1L G ~ 19 Cg ~ - ~ 4 9 s\ z _J C 6 A ,
L61 NO1'51'3O"E 68,66 BOUNDARY SURVEY BY RB PHARR & ASSOC, L62 S38'38'51 "E 123.46 ~ ~ ,a \ , ~ 1 W ~ g ~
L63 N41'22'41 "W 91.35 ~.•r 1~ o ~ 1 ~ , 4 ti ~ W U
,fir 64 N45'12'2O"W 84.13 ~ ~ ~ W A ~Nrn
L65 ,~,J N42'28'O2"W 152.69 Q AL log o'~ ~
VET' 265 ~~ar CURVE RADIUS ARC BEARING CHORD 0 G. o ~ U
C1 397.25 21.1 " ~ , 4 ~1+~'" 5 N275O11 W 21.14 gply 6q6 1 1 ~ ~ Z - ~
9 ~ ^~~~n
'a I L.L n ,o
n L.I_

- S 8937'00: E- 881.19' (TOTAL) ~ ~o ~ Z ~~O -
8 - E 4 22,1-2 ~ 828.1 ~ X44"E,,,~- N 84'223 3.0 ~v W
N15?~ Cs z J
~ 313.5 q~ ~3
r~ 43 ^ ~ I,'
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ti N86'0 420. ' ,.~-••~OXIMP~E
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ED AS TEMP. SEDIMENT BA ~ SIN, X57 STONE 3~ RIP-RAP 4 I ~ 3/4 0 HILT(
SEE TEMP.INLET PROTECTI -66 t-72 RCP ®0.57 ON DETAIL THIS SHEET. s,4 oN cLASS I BOND < HVA-STD ANCHOR ~ Rip-RAP EMBEDE ~ , 1 , (2) REQ D PER
REMOVE SEDIMENT PERIODI CO CALLY, NO LESS THAN ON NCRETE ANCHOR DE-wA CONCRETE ~ ~ r CONN, TER BASE ~ ANGLE
CE A MONTH. , WHEN PERMINENT GROUND 2 x22 x ' HDLE ~ I s1o L6x " " ~ DEADMAN ~ 6x1 2x8 CONN. ANGLE
COVER IS ESTABLISH 22 (SEE DTL. THIS SHT. ED, REMOVE ) ALL SEDIMENT AND SEED A " z 3000 psi ~I.
ND MULCH. 6 STONE BASE W b
COMPACTED SUBGRADE SECTION A-A ' < . , I ~ ~ ~ ~ o
TEMP d ~ o .FILTER DETAI ~ L FOR BMP 1 ~ U yW < OO
NOT TO SCALE ~ a ~ ~ d I ~ • , C
NOT TO SCALE ~M c ~ ~K
i ~ e #4 ~ 72 O.C. , . ~ ~ ~ m m It)
~ < , ~ ~ ~ ~o 0 1 =
10' 10' ~ r, LI , < ~ ~ ~ J I Y ~
~ 6:1 SLOPE i ~ < ~'G
10' CREST=620 ® 6:1 SLOPE ~ c ~ •~I ~ t
c' ~ • < M r i \ ~ .fi
#57 WASHED STONE 2 OUTLET CREST=619 3 <r A A ~ EPOXY
, 1~ ~1 0.8 x3 PENING 4 SIDES BOND ~ W '
FOREBAY ELEV=616 INVERT - ow 1f~ 't; Y;
ELEV.-618.20 c^., ~ 'C7 fi tll a r: , ~ _ a
~ NORMAL POOL =617 SE_ ~ ZNN~ ( ~ ~ O O o'aya i
2 2 4 ~ ORIFICE=617 -I 1 1 ~ O c aq a
are`r HaES t~~ ~ ~ ~ ' x a m ~f~~. _ r,~~~. U y~ e
4'x4'(INSIDE DIM. PR - 4 PVC DRAT ) E CAST BOX 1 N 36 CONCRETE FE )NCRETE FES ~ ~ • . ~
WALL THICKNESS = 6" SEE - 614 RIP RAP DE Z - ~ , IP RAP DETAIL BELOW ~
INV=613.85 PAN F q ~
N i~. i ~ . , . , OTES: 1. ALL EMBANKM \ ~ ~ ENTS SHALL BE SEEDED I ~ ~ ~ ~ ~ ~ i 313.85 ~ ~ ' a
MMEDIATELY ~ ~ ~ UPON COMP \ LETION. w w 1.5' o ~ 1.5
2. POND TO BE ~ /,r, ~,/,r, ~~/,r USED AS TEMP. SEDIMENT CLASS I o SEE SECTION RIP-RAP 8' X57 STONE 3'
BASIN, SEE TEMP.INLET PROTE -30 t-36 RCP ®0.57 ON CLASS I a ? 818 RIP-RAP w 1' t LBx8x1/2 x8
CTION DETAIL THIS SHEET. ~ CONN. ANGIE 15' TkP. FOR B
REMOVE SEDIMENT PERIODI CON CALLY, NO LESS THAN CRETE ANCHOR ONCE A MONTH. , DE-WATER
WHEN PERMINENT GROUND 1x8 x8' COVER IS ESTAB I (SEE DTL. THIS SHT. L SHED, REMOVE ) 814 HOLE m w l ro ~
ALL SEDIMENT AND SEED A " ND MULCH. 6 STONE BASE W 2 C ~
W U) 8' e' e' e SECTION A-A z
COMPACTED SUBGRADE t ~ f-- W Li
TEMP. FILTER DETAIL FOR BMP 2 PLAd. z W NOT TO SCALE
W
NOT TO SCALE CN C H ry 00,
U ~ W Li
n
C~
U TRASH RACK OF TUBE t " z O
ALUM. ®12 O.C. p ry
TOP BOX ANCHORED TO BOX n I PV L_L.. C PIPE TH I S ZE
OF ORIFICE n
~ LL N L.1_
z = z
WATER SURF CE I W ' w
WATER SURFACE z •
a:
~~v<- W
',~~t~,, k ~
~
W i cry
c,~ ' V
W w
I ry
, 0
z z
W r~: _ z
F-- z z
W
U NOT T 0 SCALE U
J' N4 BARS 'A' 1. Al~; EXPOSED CONCRETE TO BE CHAMFERED 1'
A J' 2. CONCRETE TO BE J800 P.S.I Y SPACED 0' O.C. - J, EXPOSED JOINTS SHALL BE CONCAVE TOOLED. MINIMUM WEIGHT
W ~ 4. M AR g~ JOINTS SHOULD BE BETWEEN J/8' AND RING B8 L8S 5 'THICK.
X S. C CRETE BRICK MAY BE USED IN LIEU OF HARD COVER 86 LBS X - 1/2' C NON CLAY BRICK. JUMBO
« MAINTENANCE STANDARDS FOR EXTENDED DETEN Operation and Maintenance w~ ~ a ~ B PERMRTED, BRICK WILL
T10N AND WET PONDS POND MAINTENANCE R TM` °N ~ ~ e c e r o w EQUIREMENT$ z , +,o , z ,e• s~, x• z+ e• ~ ~ s . K w ~ ~ 0. F 8'-0' IN HEIGHT OR LESS USE B' WALL OVER io 8' ' IN HEIGHT USE 12' WALL TO 0'-0' FROM TOP _1~,~ ,~,;7'~"':'~-
1. Routine maintenance la vital to the ro er o er Protect Name: AFTON RIDGE BMP 12 3 " z v ,e „ s+ e + + e ' ,o• P P p ction of Protect Number: a• x• s+• ~ e• ,z• ' 0 WALL AND 8' WALL FOR THE REMAINING 6'-0 , .o ~ 7. ALt; JUNCiXN1 BO%ES OVER 3'-B' IN DEPTH SHALL 0 `a"• .
Sediment to be removed when SOli of forebo the wet detention basin (Schueler, 1987 + e• ,e• y volume is Mar and DNR ~ PP• 4.13-4.17; Res onsible Party: CHILDRESS KLE~N o,.___ x '8 " " ' + ,e filled and/or when 20X of the oermanen+ ~~„i Yl , 1986). No fWO ennrln P (704)649-onnn + . 1/2 OF E-I 3- e' BQPROVIDED WITH STEPS 1'-2' ON CENTERS, STEPS °i SWW, BE-IN l~CORDANCE WITH STD. 20.12. MANHOLE _J_. _ ~ ~ ~ . `LC ~r: . , ~ t A
~ ! w A
.wunla 10 P v •no aulne, YYL every 41 2 e1 42 ee ]2 4e 21 1 1 ' ea gn a orage volume must account for volume lost on w require maintenance at some point and their Address: 301 S.COLLEGE ST.CHARL 2° ~rcnlnu lu noun N1TH STEPS. I - ` V`~ IA ,V' Y e. urnn
to sediment storage), maintenance Heads will vary with the size OTTE, NC 28213 ° , 2 ~ ~ ~ e4 + e , type of e : eo 2 s e x u• L watershed, location, etc, I. Ina e + 2 o ~ • 9, ~ X ,
pact monthly, or after every runoff-producin ° ` Sediment traps shall be cleaned out when filled. 9 °0' n' e4 °e n ,z x• L ~ ~ o i- . F FRAME AND COVER M 10. PIPE IN STORM DRA1N STRUCTURE T A °
rainfall event, whichever comes first e u ,2 ee ~ 2, Adequate funding is one of the most Im ortan STD. 20.10 _PLAN OF COVER S LICK EVEN WITH THE INSIDE WALL, G OUED AND A ~ , i/2 OF E , B SHED SMOOTH, DUMOHD PATTERN " ~I i ,
No woody vegetation shall be allows (n a successful operation and m P t factors d to grow on the DNR, 1986 , aintenance program (Maryland o) Remove debris from the trash rack. embankment without spacial design provisions, ) r FlNISHED SURFACE ~ ~ 11, Wy P HOLES SHALL BE PLACED IN BACK W ~-----~----F A STONE DRAIN CONSISTING OF 1 (ONE) CUBIC FOOT ''/I•'' ~
REINFORCING C I I OF NUMBER 7BM STONE CONTAfNED IN , .~t° A 8AC OF POROUS FAjRIC SHALL BE PLACED AT EACH WEEP HOLE. `fr°+a i1::~'"~ .t~
b) Check and clear the orifice of an obatruc ~ ro v eNt Other vegetation shall ba cut when it exceeds 18" 3• Deelgnotlon of a reaponeible port lea la Y flans. If a ,a in Y( ) Important to pump la used as the drawdown m height unless port of planned landsca In . assure proper inspection and maintenance. echanlam, check for pum 1° 4 2--0 4 12' 12' 12. ALL STABS S - - - I.-..+...~ r HALL BE FORMED.
P q operation, P ,e . , , _ f rr E I _ _ _ SECTION D-D DIMENSIONS OF BOZ
24' 4 r ~ Debrla shall be removed from btoak 4. Estimated annual o eratlon an x 4 a- Inq Inlet and outlet P d maintenance (OdcM) costa c) Check the pond side ai ea• re ` I ' AND PIP RONF. I I SEE COVER DETNL BELOW E y_4• o~
atructurea and from oreae of o for wet detention basins of op move trash re a1r 3/ 4 ~-e 4 r-e• p tentlal clogging, 5X of conatructlon coats were oreae Defare the next rainfall ~ P eroded 42 4 4-J 4 4-2 found in a survey conducted by the State of Mar event. ~ ~ 4 INLET I I MANHOLE PIPE SPAN WIDTH HEIGHT SIZE BARS t'_tt_]/e' Dill OUTLET i' S-1/2' D A B H t'-tt' I A I E F N0. LENGTH _tro, olA
viand on ~ -e 4 Y-e• The control shall be kept structurally sound free their wet detention basins (Mar and DNR 19 ~ ~ e-° 4 e'-2 I I CROUP 42' 4'-e' 4'-e' 4'-9' 6'-0' p'-O' 22 b'-0' ~/e. /2' I-~/4•
erosion, and functloni from addition the ~ ~ 86, P9,37), In d) If the pond le operated with a ve ~ eo ng as designed, NUPR study in Washin ton, getoted filter, check ~ °'-e• + e'-e - - I ,_O. p'-0' S'_J• p'-4' p'-4' 24 p'-1' 1 S4' '-p' S'-e' S'-0' B'-10' p'-f0' 2p p'-7'
coats to be 57~ of cone q DC estimated OdcM the filter for sediment accumulation, erosion an 1/ °'-2' truotlon oasts (Metropditan operation of the flow s read d proper n 4 a-e 4 e~-e• Psrlodla removal of dead vsgstotion shall be Washington COG, iN3, Chapter 3 , P er mechanism, Repair is ~ ~ • ~ ~ 1\4' ROUT 7' 4' 2e 7'-1'
acaom Ilsh ~ necessary. p sd. , , t \ ~ p' ~e'-e' p'-p' e'-9' T-10' T-10' 30 T-T t/2' Du, y 0 STEPS p' ,/2' RAaUS
5, A study of Mar and YI basins found that, in general, ~ • No standing water la allowed within extended detentio People had more favorable impressions of wet d ~ ,r o.c. ro erns ,rah r,~;R c MANHOLE FRAME TO BE SET t'-t0-~fg' aA- TOP 1AEW IN 1/2' OF CEMENT MORTAR 2'-~/e' at-----...
n basins, were less like) to throw etention I II. Quarterly w ro• eves ~T ,r oe ~ pond unlNt Dealgn ~6 Is selected, Y litter in the •IYAS AT 1Z' ON tlJlliR 12' ON C~JIER ~ GRGUT
more likely to clean and erform m, and were B' sECTION a-a
these basins when th P routine maintenance on a) inspect the collection a tam i.e. i An annual fnspectlon is required, reports to be ke t b Ys ( ,catch basins, P Y the Bevel men eY were provided a prominent position in piping, greased awalee for ro owner, op t (Maryland DNR, 1986. ) p per functioning, Clear 'r>~ MANHOLE RING AND
accumulated trash basin ra COVER } v R AI FOR SLAB TYP
i In for 9 tea and basin bottoms, and check The alts should be Inspscbd and debrb removed 6• ~ Permanent easement must be rovide P P 9 obetructlona, TINY-Y ~ E CATCH BASIN
wary major storm, after aoceaa for maintenance, P d to assure easy Cara should be taken to secure all - b) Check and inlet C N appropriate legal agreements for the ea P pipes for undercutting, replace 0 CRETE HEAD' ;BETE HEADWA
All apeoial considerotlon mainten cement. riprap, and repair broken pipes. LL WITH SPLASH PAD B R I C K JUNCTION BOX
will be listed in the credit o once reaponalbnitiee 7, A benchmark for pplication, to ndlment removal should be eatabllahed c) Reseed reseed - 4 t, 2 TH R ~n xwa
assure adequate storage for avatar qualit and Hood if o g awalee, Including the vegetated filter control functions. y pplicoble, twice a year as necessary, Re air eroded U 6 6 P 90.T IPE ~>r ~ A~
areas immediately. P Inspections 8. The male MAIN. B TRASH RACK OF 2` TUBE
tenance needs of any particular wet and are highly dependent on the condition of the P I i 1~ ALUM.(THICKNESS~0.25) 0 12` O,C.
1. North Carolina's atormwater rules re uire annual contributes watershed that III. Every 6 months inspections by the re ulat(n a en q runoff to the pond. Maintenance should olwa 1. CLASS OR MEDIAN SIZE OF RIPRAP AND LENGTH, WIDTH AND DEPTH OF APRON ANCHORED TO BOX W/ 12'x4` TO BE DESIGNED BY THE ENGINEER.
9 g g cy of wet detention panda include minimitinq eroelon problems and ollu ~ as o minimum. More frequent inspections by the land own the pond from the c P tent export to a) Remove accumulated sediment from 2, 2.OMfT ~ n - -
or pond operator are strong) encoura ed er, ontributing watershed. outlet structure, the bottom of the 3, liit•j, LINK-SE4 NODULAR SEAL
proper operation of a w y q to ensure the et detention pond. Local govemmenta 9• Again, one must remember that w can require more frequent Inapectlona, and all loco) cod teaks are identlfle hne general maintenance b) Check the pond de th at variou RIPRAP SHOULD EXTEND UP BOTH SIDES OF THE APRON AND AROUNp THE END G~RGAAR DPE1eNG ~ ~ ~ NDDEL 82:5-800 (S1AN~I.ESS OF THE PIPE OR CULVERT AT THE DISCHARGE OUTLET AT A MAXIMUM SLOPE OF r' ~ STFfl) 10 BE N~'A'!!'p 2:1 AND A HEIGHT NOT LESS THAN TWO THIRDS THE PIPE DIMIETER OR 1T~ERAyCE ~ ~ CONFORtiI ~ ~
ea d here, actual needs wnl vary from alto depth la reduce P a points In the pond. If should be consulted. to alto. In d to 75X of orl 41A' lNr(_~ n,', ~ INSTRUCI1pNS AH," 'pl iFlCATIONS. CULVERT HEIGHT, 'n:~«
general, plant must indicate what operation and will ba re~nave gins) design depth, sediment maintenance actions are needed ,what criteria d to at least original design depth, NlAlION SPEdfNAiTgNS. '~~'•S PSI-iHUNDERU~ ` !~;i~-SEAL i-800-42J-2410 4. THERE SHALL BE NO OVERFLOW FROM THE END OF THE APRON TO THE + ~ ~ ~ SURFACE OF THE RECEMNG CHANNEL THE AREA TO BE PAVED OR RIPRAPPED - -
2. The Olvielon of Environmental Mano ement and to determin will be used local govemmenta have Bevel ~ 1swral a when these actions are necessary, and who is SHALL BE UNDERCUT SO THAT THE INVERT OF THE APRON SHALL BE AT THE ? u 7. SAME CRAPE (FLUSH) WITH THE SURFACE Of THE RECEMNG CHANNEL THE J n
aped Inapectlon sheets that rtiponalble for these actions. Exam lee of serve as checklists for Inepectore, At a minimum, on should be included on P Items that IV. General APRON SHALL HAVE A CUfOiF OR TOE WALL AT THE DOWNSTREAM END, "
inapectlon should Include review of the follow Include an Operation and Molntenonce plan lnq. ,but are not limited to the followin : Mow th b. THE WIDTH OF THE END Of THE APRON SHALL BE EQUAL TO TH - E BOTTOM n ,
9 e aide elapse, Hat including normally submer ed obstruction of the inlet and outlet devices b trash a, Debris and litter contr vegetated shelf, according to the season. M g P.~ WIDTH OF THE RECEMNG CHANNEL MAXIMUM TAPER TO RECEMNG CHANNEL 8:1 SPLLSIY ~X , 41," 0. ALL SUBGRADE FOR STRUCTURE TO BE COMPACTED TO sa5% OR GREATER,
Y of checks for inlet, outlet and height will be 6", axlmum grass and debris, orifice obstruction after B ~ T. THE PLACING OF FlLL, EITHER LOOSE OR COMPACTED IN THE RECEMNG STEP$ 0 18` O.C. I 1 ~ L CHANNEL SHALL NOi BE ALLOWED.
excessive eroelon or aedimentatlon in or oroun every d the storm producing runoff. Cott I 8. NO BENDS OR CURVE$ IN THE ~ ^RIZONTAL ALIGNMENT OF THE APRON WILL
basin, b. Proviaiona for routin of a, and other indigenous wetland craddnq or tattling of the dam o ache a vegetation management/mowing and encoura ed ahP~ the plants, ors BE PERMITTED. ."v ;•d• ' y';
Buie for these g 9 pond perimeter; however, they must be deterioration of inlet ar outlet I ea octiv( removed when the cover P P ~ flea, Y the entire surface area of the pond. W 8. ANY DISTURBED AREA FROM END OF APRON TO RE"iEVIN'; CHANNEL ' '"r - NATURAL GRADE MUST BE STABILIZED, a ~
condition of the emergency spillway, c. Chacka ever 6 month stability of aide-al ea Y s, or more frequently, for. The orifice I 0 I so A ~ W ~ -
oP 1, sediment bu~dup and the need for remov a d~,s".')read to draw dawn the pond in 2-5 da l_ up and downttreom channel condltlons an ai, if drawdown is r,ot accom i' h Ys ~t~ I~~ RIP RAP a'"`y, 0I _ H II I .T DI - -
d 2. erosion along the bank and the need for ~ Is .ed in that time, the system ma i' ~ ~ , hereb woody vegetotlon In ar on the dam. reseeding be clogged. ?he s:~urce of the cl Y y acknowledge that I am the or atobllization and, ;f necesear ell egging must be found and financially responsible part for mointe DEPTH I I ~ Y' RODNEY HUNT I I
y, a urinated. detention and, I will y nonce of this 3. An exam le In ec reseeding schedule, P perform the maint p ep flan sheet follows: 3, eroelon at the inlet and ou above, as art of th enance as outlines 12'x12' I SLUICE GATE
flat and methods of All components of t=~:a ~atention cn S r P e Certificate of Compliance with atabfllzation, p d system must be ke t In to mwater la one r ei d for t DISSIPATOR CHART OR EWAL DIA. PIPE DISCHARGE ~ W
goad working o.>d®r. P his protect. 4. seepage through the dam, and ~ Noy Ma;~ DISS,;y H DEPTH D ~ (INSTALt.EC PER i ?a wasHEO sroNE (INCHES) (CFS ~ ) (FT FT F 50 ~ MANUFACTURERS -_..IAYER DF FiLrER FABRIC ) ( ) (T) (FT)
_ 5. ~ / ~ , operation of any velvet ar mach Signature: r,~ elver apical components. Date:_ ~ ~ SPECIES d, Agreement ei ed and not NOTE- Pi~yEMJ~AMETE~T RIP-RA ~ 5FEviFlt,nf10n1S
SPACING SIZE to erform ~ orized by the reaponeible party V, Special Re uirementa P the teaks q _ I
SST RUSH ~ specified In the pion, including inspectlona, 0 36 44 4 ' ' • , . t / I , l '
2 I GAL operation, and any needed maintenance , • . 24 38 T ' n 11~ ; ' y. - ~ , : f.;. , • J:.r• ~ ~ r. ~ t ' ,.w r < . ~ 44 4 1 0.T . i •.1h, .'~iS r.a ,•l~~ ti . ~`',r ~ , J," I j,. Y ~ J
! _ ~ ~ Count ~ ~ 'dL~~i ubiic for khe State of , ° CU GRA55 ~ ' . ~ t ~ i ~ i ~ ~ r..
Yof, i AL ~ : , ~ certify to ; r ,t ~ , , Pin ~ appeared b rpa" 11'• , _ i_;l SEE SECTpN ' I;~ 5 48 ' i . - ' _ 88 26 30 ~ 3 1.2 1,0'
~ ~ day oft ~ ~ AR f?W ARUM ~ t~-. acknowl ! f e fare oih ~ ~ 7' ` I: ` t
! .~2 instrument Wltn t g g g ELEVAT BO 0 V 225 SECTIO ~ N . 44 4 A 1,5 1,2 -
l :m« ; •
~ ;'r~a~ a ~ ~ ~ 80 338 38 4 , 4 4 1,5 1.2 e ~ • ._.H n-._ NQ~ ;CAST I
r ~ . ~ ~ ~ , a} pry aarnm# " '"w. ~ NOT TO SCALE STiEICT?,glE SHAD, HAVE JOM17'S SEALS MNTH w a
~r, R ~ P p ~ Dlf t%f~~ 1ME F~1~ OF 0 tiMIG lIUBF~.R GA'~iEiS WHfG11 MEET F\ ~ P t 4 A,fiTit C- i R01 3p STO. SF~ ~ I C4, 9P ATE LOW Piri~' t
} ~i a `T" ~^+fr*;,.. t , . dl+R,tt 9~ICT!F~ Sf~AU, iIE ATTA~y TO GiACYA~! PER I r -r° '111E1A1«L 4~1'AIL9 A1~! ~ , s~_ s» I ~CO'!!;~ ~ . A ~'1R41~GTE11iAt I I
~ '
it

~10.~'J
~o' t0' I I CREST=623.97
~ 6:1 SLOPE ~ 6:1 SLOPE N
A A
#57 WASHED STONE OUTf_ET CREST=621.50 1~ ~1
1'x4'OP NING CONCRETE
FOREBAY ELEV=615 INVERT ELEV.=618J5 PROTECTION
-?'1 6" OF CONN.
• NORMHL POOL =616 5"0 ORIFICE=616 ' , ~ \ \ ANGLE \ n
2 2 8'x8'QNSIDE DIM.) PRE-CAST BOX CONCRETE WINGWAIL ~ ~ ~ r WALL THICKNESS = 6" /SEE RIP-RAP DETAIL • L < 3/4 ~ HILTI KWIK . WINGWALL(SEE DETAIL BELOW) PRECAST ~ : ' „ n
coNC. eox ~ ' ' BOLT, 4~ EMBEDED 3AP DETAIL BELOW ~ < 2 REQ D PER
~ 4"PVC DRAIN 610 INV=609.67 ;7 ANGLE
i CLASS I EXPANSION 'n 3/4 ~ HILTI RIP-RAP • 4 ° ~ I I HVA-STD ANCHOR ~
NOTES: 1. ALL EMBANKMENTS SHALL BE SEEDED IMMEDIATELY ~ y57 STONE 3' BOND EMBEDE ~ ~ ' ON CLASS I t < (2) REQ D PER
UPON COMPLETION. ~ ~ ~ -66'f-72"RCP ~ 0.5~ 614 RIP-RAP CONCRETE '1'' ~ < CONN.ANGLE 15" ~ 1 t n n ~ a
2. POND TO BE USED AS TEMP. SEDIMENT BASIN, DE-waTER BASE : , L6x6x1 2x8 CONN. ANGLE
SEE TEMP.INLET PROTECTION DETAIL THIS SHEET. CONCRETE ANCHOR sto H0~ DEADMAN ' < ~ L ~
3000 psi ~ ~
REMOVE SEDIMENT PERIODICALLY, NO LESS THAN ONCE A MONTH. 2'x22'x22'(SEE DTL. THIS SHT.) ' h
WHEN PERMINENT GROUND COVER IS ESTABLISHED, REMOVE 6"STONE BASE W/ SECTION A-A ~ ' • L< < ~ ~ M
ALL SEDIMENT AND SEED AND MULCH. COMPACTED SUBGRADE TEMP. FILTER DETAIL FOR BMP 1 ~ ~ ~ ~ t
NOT TO SCALE i , ~ ~ <K
LONGITUDINAL SECTION BMP 1 EA.WAY TBcB ~,I r ~ 't ~ I s
iNOT TO SCALE t ~
v ' ' G . <I i , ~ <
W
10' V
10' gyp' I~ CREST=620 ~ EPOXY
~ 6:1 SLOPE ~ 6:1 SLOPE ~ ~ W A A BOND ~ ~
V a~a
N ~~~N~ - / ~ u~Nd
#57 WASHED STONE OUTLET CREST=619 ~ t r ~1 SECTION ~Z~~?~ OI ~ ~YOO~g
0.8'x3'OPENING (4 SIDES) I~ ~ CiO~^b
FOREBAY ELEV=616 INVERT ELE .=618.20 3/18'0 HOLES ~ ~ ~
• NORMAL POOL =617 3"0 ORIFICE=617 N
~ Z
2 2 4'x NSIDE DIM.) PRE-CAST BOX 36"CONCRETE FES F ETE FES ° V
~r WALL THICKNESS = 6" /SEE RIP-RAP DETAIL tAP DETAIL BELOW P ~ N ~ ~ ~ ~ a e c
~ 4"PVC DRAIN 614 INV=613.85 / 1.b' JM 1.JN i ~ ~ ~5 0
r c SEE SECTI 8" CLASS I
RIP-RAP ~ ~ y57 STONE 3' "r
NOTES: 1. ALL EMBANKMENTS SHALL BE SEEDED IMMEDIATELY ON CLASS I ~ k ~ CONN. ANGLE
UPON COMPLETION. -30't-36"RCP ~ 0.5% 616 RIP-RAP TYP. FOR 8 15" ~ ,
2. POND TO BE USED AS TEMP. SEDIMENT BASIN, DE-WATER io ' LL
SEE TEkSF.ItiL~T PRviECTiO+ DE"Ir:iL THiS :;HEM"i. CONCRETE ANCHOR 814 ~ 'w ' I V / W
REMOVE SEDIMENT PERIODICALLY, NO LESS THAN ONCE A MONTH. 1'x8'x8'(SEE DTL THIS SHT.) I+ 2 88 88 z W
SECTION A-A
WHEN PERMINENT GROUND COVER IS ESTABLISHED, REMOVE 6"STONE BASE W/ z~
ALL SEDIMENT AND SEED AND MULCH. COMPACTED SUBGRADE TEMP. FILTER DETAIL FOR BMP 2 W
NOT TO SCALE U
LONGITUDINAL SECTION BMP 2 ~ W
NOT TO SCALE U
TRASH RACK OF TUBE z n
ALUM. ®12 O.C. _ ANCHORED TO BOX
TOP BOX
PV PIP THE :31ZE C E
OF ORIFlCE Z
2 W WATER SURFACE rr nn z
v! J WATER SURFACE
W
rrnn V1
W
O Z
z
z-
LL
NOT TO SCALE
GENERAL N
~4 BARS "A' 1. ALL EXPOSED CONCRETE 10 BE CHAMFERED 1" A 3' " Z. ALL caoNCRETE 10 BE JBOO PS.I MINIMUM WEIGHT
M SPACED 6 O.C. 3. ALL EXPOSED J0911'8 SHALL BE CONCAVE TOOLE0. 0 RING 96 L8S
4. MORTAR JOINTS BIpULO 8E BETWEEN 3/B' AND COVER 86 LBS 9' S/B' THICK.
x X 1/2' !S. CO MON CUYCKBRICIG JUMBOEBRICK WILIOF HARD
~ PERMCTED. o B. FOR 6'-0" W HEIDNT OR•LESS USE B' WALL OVER ,,.,~1)'41001hf'f
k-A In 47CY:YT INC 1~ Wlll m ¦_n mnu mo +I 1~-1-1/!' _ _ . IA.
oeetm°'a ro OF WtILL AND B' WNl FOR 1HE F57i1NNNG 8'-0',~' p "+;N ~~a
WfLL Oln IN NN. hK, CY1 CIA. N A B C E F O N K Y 7. ALL JIVNC110N BOXp OVER 3'-8` IN DEPTH SHALL ~ ,~w~ QP a a,
Operation and Maintenance POND MAINTENANCE REQUIREMENTS s + , ,e• s~, so• u e• ~ , r , ,o• 1 2' OF E-I BE Pf~ONDi~ Wlill STEPS t'-2' ON CENTERS, STEPS tiw ~ S / SHALL BE IN ACCORDANCE WRH STD, 20,12, MANHOLE ° ~ ' y. ~ ~ • M OPdJi~IG TO ALIAII WItH STEPS, . •
MAINTENANCE STANDARDS FOR EXTENDED DETENTION AND WET PONDS s~ ~'u• ~e• so• s° e• ~s• 4. 4• r s, ia• 1. Routine maintenance is vital to th Pro)oct Name; AFTON RIDGE BMP 1,2, Pro)ect Number. ,o , , e e proper operation of , S. omR 0 AL ~ ° " ( a w
the wet detention basin (Schueler, 1987, pp, 4.13-4.17; R onsible Part . CHILDRESS KLEIN Phone Number. [phone] 4t 01 ~ ~ ,s „ Y e, omtt ~ ~ 10x5 m ~ o q q a;
Sediment to be removed when 50x of foreba volume la Ma and DNR 1986. No two ends are the cram but ever ~ Y ° y ~ ) P y 301 S.COLLEGE ST.CHARLOTTE NC 28213 ° ~ ~ e4 ~ ~ u ~ , filled and/or when 20X of the permanent pod volume la pond will require maintenance at some point, and their Address; F ~ 10. ALL PfPE IN STORM DRNN STRUCNRE TO BE ,e,e~A,r`+eqe V,w L FRAME AND COVER PLAN OF COVER STRU('K EVEN WRH TF~ INSIDE WALL, GROUTED AND tINMOND PATmtN 4~ e, GI~lti,.e e
titled (design storage volume must account for volume lost ma~tenance needs wnl vary with the size, type of °1 :s u , e. , , F sm, zo,fo BRUSHED SMOOTH. , o ~ 1/2' OF E ~ 11, WEEP HoLES SHALL BE PLACED IN BACK WALL. J~j S. CAS-d~eo°
to sediment atom e . I. In act month) or after a runoff- roducin ~ 9) watershed, location, etc. sP y ~'y P 9 A STOifE DRAIN CONlISRND OF 1 (ONE) CUBIC FOOT O;r+ ~~Vt FINISHED SURFACE I OF NIJIA~R 78M STONE CONTAINED N A BAO OF POPAUS 1101{B~
ralnfdl event, whichever comes first Sedknent traps shall be droned out when titled, 2, Adequate landing b one of the moat Important factoro FRONT 1`f~ 1, FABRIC SHALL BE PLACED AT EACH WEEFP HOLE.
In a successful operation and maintenance program (Maryland a) Remove debris from the trash rack. ~INFORCwc o 12' 12" 12 ALL STABS SNNl IE FORMED, _ _ ~ T ~ PLAN VIEW
No woody vegetation fall be allowed to grow on the DNR, 1986), ~ - - - SECTION D-D p Bo% E I I - - AND PIPE REINF, OIA
embankment without ecial deaf n revisions, b Chedt and dear the orifice of an obstructlona. If a No ~r. 9 P y ,e 4 4 1'-N' 3. Designation of a responaibie party(ies) le important to pump ie used os the drawdown mechanism, check for pump ,e 4 -a . r-s• I I SEE COVER DETAIL BELCW PIPE SPAN WIDTH IB1GIlT SDY BARS t'-tta/e' pA
Other station shall be cut when it exceeds 18" (n erot~m, u• 4 -w 4 'ro9 assure proper inspection and maintenance. oP 4 . , INLET I - I MANHOLE 1' S-1/2" D A. ! N E F N0. LENGTH -t~, t =1t DK 6 I A I OUII.ET GROUT 42' 4'-8" 4'-1' 4'-S' 0'-O' S'-0' 22 5' ~ /2'
halght unless part of planned landacaping. ee 4 - , a'-e• I - I I 'M' S'-0' -0' 8'-3' 0'-4' S'-4' 24 0'-1'
4. Estimated annual operation and maintenance (O&M) costa c) Check the pond skis slopes; remove trash, repair eroded °s + 4-r , 4-s Debrla shall be removed from bloddnq inlet and outlet for wet detention bales of 5X of construction cab wero areas before the next rainfall event. b ° ~ + +'-e' I ' " 5+• 5'- • '-e' B'-e• e'-10' e'-lo' 2B e'-~'
64 4 6 4 -Z ~ arose of potentkl dogging. found In a survey conducted by the State of Maryland on - a 4 ,'_o• eo' c'- e'-D' e'-3• r-+' r-+• 2e r-1' _ 1\+' ~ 8' 8'--T 8'-8' 8'-9' T-10' T-10' 30 T-T F t/Y OIA -tie' PAS, o
their wet detention baslna (Maryland DNR, 1986, pg.37), In d) If the pond le operated with a vegetated filter, check ~ ° -r , The control shall be kit structurally sound, free from addition the NUPR study in Washington, DC estimated O&M the fitter for sediment accumulation, erosion and proper M ' ' ~ , ' ~ G STEPS B .M. _..y -
erosion, and functioning as designed, coats to be 5X of construction costa Metro ditan operation of the flow spreader mechanism, Repair la ; , , ' o ~ MANHOLE FRAME TO BE SET 1'-10-3/e' ou ~ N 1/2' OF CEMENT MORTAR 2-Sro• ~
( P ~ Washington COG, 1983, Chapter 3), necessary. GROG SECTION A-A
Periodic removal of dead vegetation shall be , ,s• as ewe AT ,r oN CalAl accom liahed. ~ w ~ AT ,s• off cane i AT t7 off COfAI e^
P 5. A study of Moryiand basins found that, In general, people had more favorable improselona of wet detention II. Quarterly ~M°'~~'' I•~t',.~~ MANHOLE RING AND COVER •~1'~'
No standing water h allowed within extended detention basins, were less likely to throw litter In them, and wsro SIDE VIEW covER DETAIL FOR SLAB TYPE CATCH &4SIN_
pond unless Design ~8 b selected. more likely to dean and perform routine malntenana on a) Inspect the cdlaction system (i,a, catch basins, these baslna when they wero provided a prominent position in PiPM9. 9rowed awalea) for proper functioning, Clear SECTION Y-Y ~
An annual inspection b refired, reports to be kept by the development (Maryland DNR, 1988), accumulated trash basin grates and basin bottoms, and check
owner. piping for obstructlona. CONCRETE HE~DW~ BRICK JUNCTION BOX , ,„r ETE HEI~DWALL WITH SPLASH PAD „ „ ~/~„~r,~
6, A permanent easement must be provided to ossuro easy e e ehou be inspected and debris removed after access for maintenance. Caro should be taken to sscuro all b) Check pond inlet pipes for undercutting, replace i 4' BOLL 40!lDF9 ~ 42 THRU 66 ~ IPE ~B ,
every major storm. appropriate legal agreements for the easement. riprop, and repair broken pipes. J,
All special consideration maintenance responsibtlitles 7. A benchmark for sediment romoval should be establbhed c) Reseed grassed swalas, including the vegetated ftlter 1' 1RAfH RACK OF 2' TUBE
wtll be Meted in the credit application. to assuro adequate storage for water qudity and flood if applicable, twice a year as necessary. Repair eroded MIN, a AL!<Ni,(1HIgWESS¦0,25'~ 012' O,a
contrd functions. areas immediately. ANCiIORED 1'0 BO% W/ 12'x4' 1, CLASS OR MEDIAN SIZE OF RIPRAP AND LENGTH, WIDTH AND Dd~Rl OF APRON
TO ~ DESIGNED BY THE ENGINEER, , UNK-SEAL MODULAR SEAL
In~ectlona 8. The maintenance needs of any particular wet pond aro highly dependent on the condition of the watershed that III. Every B months z. z.oMIT ta~ ,r,~ ~ ~ sYSIEM Mona ~-eoD (srA~LESs
1, North Carollna'e atormwater rules require annual contributes runoff to the pond. Maintenance should always . oposKG s¢E s~'1 To eE IKSrAUm PER uFac-SEAL 3. PoPRAP SHOULD E%TdVD UP BOTH SIDES OF THE APRON AND AROUND THE END 31 CONFOIIM ~ ~ 8L51RlICIIONS AND SPECIFICATIONS.
In ectlona b the ro latin en of wet detention ends include minimizing erosion problems and polutant export to a) Remove accumulated sediment from the bottom of the °P y ~ gag ~ P the pond from the contributin watershed, outlet structure, Of THE PIPE OR CULVERT AT THE DISCHARGE OUTLET AT A MAXMUM SLOPE OF ~ ?:t} P51-TiN1FIDERUFIE UNK-SEAL 1-800-423-2410 2;1 AND A HEIGHT NOT LESS THAN Two THIRDS THE PIPE DIAMETER OR p, , ~
a a minimum. Moro frequent Inapectione by the land owner, 9 or pond operator are strongly encouraged to anauro the b Check the and d th at various oints in the 3 CULVERT HdCHi. 4, THERE SHALL BE NO OVdiFLOW FROM THE END OF THE APRON TO THE ~ ~1 ~
r er erotlon of a wet detention end, Local ovemmen 9' Again, one must remember that while general maintenance ) P ep p pond, If p op op P 9 to tasks are Identified he actual needs wNl from site depth la reduced to 7576 of original deal n de th, sediment SURFACE OF THE RECEMNG CHANNEL THE AREA TO BE PAVED OR RIPRAPPED ro t,;7ru, SHALL BE UNDERCUT SO THAT THE INVERT OF THE APRON SHALL BE AT THE +~'f~
can roqulro more froquent tnepectlona, and all local codes ~ ~ g P SMIE GRADE (FLUSH) WITH THE SURFACE OF THE RECEMNG CHANNd- THE r~,r~ APRON SHALL HAVE A CUTOFF OR TOE WALL AT THE DOWNSTREAM END, ' SPNLWW 80X
should be consulted. to site, In general, plane must indicate what operation and will be removed to at least original design depth. maintenance actions are needed ,what criteria wM be used 5, 1HE WIDTH OF THE END OF THE APRON SHALL BE EQUAL lO THE BOTTOM ~4~4;
2. The Division of Envlranmental Management and several to determine when these actions are necessary, and who is WIDTN OF THE RECEMNO CHANNEL, MAXIMUM TAPdT TO RECEMNO CHANNEL 5,1
responaibie for these actions. Examples of items that IV. General local governments have developed inspection sheets that should be included n B. ALL SUBGRADE FOR SIRUCNRE TO BE COMPACTED TO 95% OR GREATER. ~ STEPS o Ts' ac, ~ B 7, THE PLACING OF FlUq dMER LOOSE OR COMPACTED IN THE RECEINNG ~ "t1•
serve as checklists for inspectors. At a minimum, an on a Operation and Maintenance plan ins action should include rev(ew of the fdlowin ; include, but are not limited to the following. Mow the aide slopes, not including normally submerged P 9 vegetated shelf, according to the season. Maximum grass L CHANNEL SHALL NOT BE ALLOWED, ' ; e:
8, ND BENDS OA CURVES IN THE HORIZONTAL ALIGNMENT OF THE APRON WILL ' BE PERMRTED, ,ty"~
a. Debris and litter control checks for inlet, outlet and height will be 6". obstruction of the inlet and outlet devices by trash orifice obstruction after eve r~ ~
and debris, ry excessive erosion or aedimantatlon in or around the storm producing runoff. Cattails, and other indigenous wetland plants, are W 8, ANY DISTURBED AREA FROM ENO OF APRON TO RELIEVING CHANNEL NA111RAL GRADE MUST BE STABILIZED, A : ,~4 5.
basin, b. Provisions for routine vegetation management/mowing and encouraged along the pond perimeter, however, they must ba D50 ~ .'J
cracking or aetUin of the dam, a schedule for these removed when they cover the entire surface area of the pond. 9 activ(tles. H deterioration of inlet or outlet pipes, c. Checks ever 6 month The orifice is desi ned to draw dawn the and in 2-5 der . RIP RAP 't" I I ;;!''i RODNE~ HUNT 12 x12 H DEPTH
condition of the emer enc s ulwa , y s, or more froquently, for. 9 P yB 9 y P y 1. sediment buildu and the need for removal If drawdown la not accomplished in that time, the system ma i' ,hereby acknowledge that I am the 'ic+ SLUICE GATE OR EQUAL
stability of side-slopes, P ~ y flnanclally responsible party for maintenance of this DISSIPATOR CHART i (INSTALLED ~R i
u and downstream channel condltiona and 2. erosion along the bank and the need for reseeding be dogged, The source of the dogging must be found and ~ P or atabtlization and, if necessa a eliminated. detention pond. I w(II perform the maintenance as outlines woody vegetation in or on the dam. r ry~ above, as part f he Certiflcat of Compliance with DIA, PIPE DISCHARGE L W H ~ MANUFACTURERS DEPTii D
weeding schedule, Stormwater I Ions el for this ro ct, 4' ~5 WASHED STONE DISS,~ (INCHES) (CFS) 50 - i SPECIFlCAl10NS) FT F•~ FT F ~ LAYER OF FlL1ER FABRIC ~ ~ ~ ~ ~ ~ ~ RIP-RAP ~
3. erosion at the inlet and outlet and methods of All components of the detention pond system must be kept In ~ P 1e roRl ulNl,~u 3, An example Inspection sheet follows: stabtlizatlon cod workin order. PIPE c 9 g Q Z ,d~ NOR; MINIMUM H~2 3 ~ r PIPE DIAME~ 1 72 326 30 18 4 1,5 0.6 ~ ,
Signature; Date, 4. seepage through the dam, and SECTION B-B 72 140 38 44 4 L5 1.2 ' • w +r,1 , r „e„r: ' r , , . „ r ,1 , 1 S i} y. , e 1 1,;'' a. 1`I~S~J ~r ';,N tJ~~ 1''! .h '1.'.9+' ~ 4...` I'~,f~ 2 ~ .;1•, ~,,,?'.•,,;\1,• t~':,.',i ~jey,t<.. 'y'r,ti'd .,'V'' t,f~.li~,ititb+t,'',p;Y~~':• .l't'", +}{'f;.i~•, ,e a !:!~•rr 1 r.+' «i.,i •„+4 ' jlrrr'V , r ,~,r,e,.h,,,a i, +p~~, M.',tY~•, ~r;"'•'+;te ,,,A:,'~' w ~ ~r,: , 't ,j .',Y t•; t~,w ,;{r~ ,rr + ~ ,r'", r,! 1 r}"• rh ,r.. 4 ~ ~•t,'~ , 4f ,,q t
5, operation of any valves or mechanical components. ya.r'.,rw,.,, ,fi vin';~,Mx~~ 'I:!'!q;,'',., }~n~''~,n,,a+'.,. 't; '•=t«t'~. P.~h•;, " 4: 't"+~t''~tt~ 3 36 24 38 44 4 1 0.T ,tsr'M?v y., 'A~, ~
d. Agreement signed and notarized by the reapona~le party V. Special Requirements , SPEGIFS SPACING SIZE perform the tasks 4 15 3 10 6 1 ,5 0,5 - .
s ecifled In the Ian lnclud(n (na ectlons ues P P 9 P ~ I, 'il~gljpry Public for the State of . QI~,~ L ~ ' ,
SOFT RUSH 2~ I GAL operation, and any needed maintenance . ~ County of /~'1 v dp h eby certif that y ~ , ~ 5 48 ELEVATION ~ 96 26 30 3 1.2 1.0 A
AL person ly appears a orb ma ~ day of SECTION ~ 6 60 225 38 44 4 1.5 1.2'
nd ackn ~ ue RICE CUTGRASS 3 , l93• aovi~l~ dk ut~pn of the foreg n I GAL instrument, Wltp :m ~ d pffl I seal, •
~ c~: A 7 60 238 38 44 4 1,5 1,2' NOT TO SCALE I
ARR W ARUM ~ ~ U 0 2.5 I GAL . r . ~ : . ; :m: a :a, NOTES PRECAST S11tUC1URE SHALL HAVE JOINTS SEALED WI1H 0-RING RUBBER GASKET5 WHICH MEET
SOFT-STEM BULRUSH 4 ~1, I GAL :,2 , / ~ ~ " .N~ • OR EXCEED THE REQUIREMENTS OF ASTM C-381 'S1D. SPECS. TOR CONCRETE LOW PRESSURE PIPE'
I GAL a) My commisal66,, ~ RIP -RAP APR 0 N OUTLET STRiJC1URE SHALL BE ATTACHED TO DEADMAN PER nNDALL DETAILS AND SPECIFCAIICH,S BY A UNCEN~D STRUCTURAL ENGINEER,
'a,, CO +~+nnnew AT PIPE OUTLETS

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r - - % ~ / 584 / ~ ; I I 1 s. B 432 PG. ~ 1 , oN NOTE PER D , 1 , DEMOUTI ~ ~ , pM i / 1 / 1 / i / ~ I i I l ~ / 1 ~ ~ 1 / I 11 \ \ \ 1 1111\ \ \ \ \ \ i i i 1 I ~ / / / 1 / / 1 , / / / I 1 1 1 \ I I \ 1 1 1 \ \ ~ \ / / l 1
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g , OG \ \ , G ,ee°~ ~ ! TAMING ALL PERMITS REQUIRED ' " ~ ~ TRACTOR IS RESPONSIBLE FOR 0 1. CON ~ ~ ~ 1 ~ ~ , , , / / j / 1 r ~ I I I I f I ! 1 / / I 1 1 1 1 1j11 11 \ \~I I\ ~ I_ I I I ` V / / ! I I f 1 I / I I I \,\1 11 1\ \ 1 f . \
~ ~ ~ ON THIS SITE. OF THE STRUCTURES LOCATED \ 1 ; ?1 \ ~ / / ; ~ ~ AND REMOVAL ~ / . / / / / / ! / . / 1 I i I r / I ~ I I I \ \ 1 1 1 \ 11 ~ \ \ ? I I I ' / / / / / 1 / / / / 1 i 1 r / / l I I i \ I 1 111 1 1 1 I ~ . \ A I)1 1 + ~
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THE LOCAL UTILITIES THE REMOVA 1 1?_ ONSIBLE FOR COORDINATNG WITH \ 1 I______ ' ' I / / , , l / , I I r / 1 ! 1 . / r 1 I 111 11 \1 1 I 1 \ •I I 1 ~ \ /
CONTRACTOR IS RESP - ~ ~ 2' SEWER LINES. P__ POWER POLES, WATER LINES, AND ~ / ~ , / / / , / I / 1 / 1 I I 1 1 / i Ill 1 11 1 1 I 1 1 f l II 1 ~l I 1 I , / l ! / / / ~ I / / / ! I I I I 1 ! 1 1111 1111 I I I 11 1 I I 1 1 1 1 / / I ! ! , / I/ / 1 ! 1 I I r f / ~ I l l 1 X 1 1 1 ; I I ts` t rl) 1 1 11 1 -
OF LIGHT POLES, \ ~ G / / / ! ! / ~ / Il / ~ 1 1 f / I ) 1 1 1 11 I I i l \ \ I I 1 \ 1 I i I 1 r / r / l I I l I ! I l\\ 1 ! 1 1 1 / r
IRED TO REMOVE PAVEMENT AS - / / REQU \ ~ _ MENT AS ~ TING PAtlE \ _ / / i / / f` 1 / I 1 1 / ! / 1 1 1 l \ \ 1 1 i, / t ! 1~ /1 f / i ~ / ~ ~ i f / ! ~ l Il j ~ ~ / ! j / 1 ! 1 11 \ \ \ \ 11 I / 1~ 1I` 1 \1 I /
ACTOR TO SAW CUT EXIS - ONTR / / ~ ~ / / / 1 / j l / ' / / ~ /1 ~ / r / I 1\ 1111 ~ I (rl •1 ~/jr i I I , , / / / / / ~ 1/ , I ~ 1 I 1 I I \ \ \ ? I + 1 \ / 1 pit / I ' !
1 REQUIRED. ~ - / /
1 OM AVAILABLE ~
OUND UTI TIES WAS OBTAINED FR 1 ~ 1 ~ / ~ , CONCERNING UNDERGR ~ 1 _ i 4. INFORMATION CTOR MUST DETERMINE THE T THE CONTRA `1 1' ' / ' r/.1 / j/ / J r / ~ r ll , I 1 I 1 \ , 1 1 ( ~ \ /
D LOCATIONS WHEN POSSIBLE, B ~ ORDS AND FIEL HAND AT ~ _ , REC BY DIGGING TEST PITS BY 1
ATION OF ALL EXISTING UTILITIES ~ / EXACT LOCATION AND ELEV THAN SPECIFIED ON 111 / ,
r,, IF CLEARANCES ARE LESS 1 1 , WELL IN ADVANCE OF TRENCHIN y , ALL CROSSINGS IGN ENGINEER AND THE ~ / , / - r' / r' / / / / / ~ f 1 / tV ~ 1-\ 1 / / I j 1 1 1111 I)II / / r' / % r'' / r'' / % / / l ' r' / / / / -1 I 1. / I / / / / ! I 1 ~ 11/ /
" CHEVER IS LESS, CONTACT THE DES E PLAN OR TWELVE (12 WHI 111 ~ T'H / / j / % r''r / r'' ~ j ~ l / j / / / ~/~j % j 9°a• 11 I i' Fri i/,' /
TH CONSTRUCTION. ,
OWNER PRIOR TO PROCEEDING WI ~ / I / / / / 1~, / / / / / r/ / / /r/ir //~i-i 1-,//
NT I 1 / % ' AIN LINES ASPHALT PAVEME y / / , TING STORM DR ~ , / / _ ~ I / / / , / / / ~ r f _ ,'_---ter / rrr / /,r / / / ? / / / r/rr i i
ACTOR SHALL REMOVE ALL EXIS / , , , 5. THE CONTR FERE WITH THE WORK ~R ONDITION WHICH WILL INTER ~ ~ / /
RB AND ANY OTHER EXISTING C ~ • Rio- / CONCRETE CU ( ~ / / S. ~ / / / ~ I /
S PROPOSED ON THESE PLAN \R / , 11 , . / / / / / / / _ / / / / / / / 11 / / ,r / ~i r rr r r / / / / / / / / / ~ / / / ~ //r-/ , / / r'//~ it r,/,~i /
A STATE, AND LOCAL I` / ; / ACCORDANCE WITH ALL FEDER L, 1 ,1 \ , ~ / , I / / / r , / / / l , / , , / ' ^1 / /mss
ITION SHAU_ BE PERFORMED IN I ~ / 6. DEMOL l 1 / / / / / / l / / / / / / / / / / / / / 1~ / / i i' i~ce' /
REQUIREMENTS. / / / / / / / / / / / / / % / 'g/ it r~'i' r%r X % / , / / / ~ / / , / / / 1 err i ~ rr \ / / i-
CENSED TRANSFER ~ - / / / ; E SITE AND DELIVERED TO A LI 1 1 ~ , /
IS SHALL BE REMOVED FROM TH „1 ~ , / 7. ALL DEER , , ,
STATION OR LANDFILL. i . ; ~
ELOCATED SHALL BE ~ / ' ; TIES HAVE BEEN REMOVED OR R ~ ' ~ ~ ~ TRENCHES WHERE EXISTING UTIU , / / y / i' ' r- / / / ///r I\ / i~/~ r'rri'/ /
8. THE ANDARD PROCTOR. 1 ~ RECOMPACTED TO 95~ ST 1, ,
48 HOURS PRIOR TO ' / 1 r ~1' / / / / - r/ 1 / //./i
PERTINENT UTILITY COMPANIES '1~\ . 1~,~' CONTRACTOR SHALL NOTIFY ALL MPANIES TO MINIMIZE \ - 9' THE DINATED WITH LOCAL UTILITY CO / / / / 1 ~ /!JJ tiI''/'/ iii'''/ iri. / ,/jam.-~/j' ~
MOLITION WORK SHALL BE COOR ANY DE / / , / / i / ,r ~ / / / / / ~ ~ - / / / / / r,/~, , rr ~ /
IMPACTS ON UTILITY DOWN T1ME. - + h / / / / / ! / //r/ //~/r ~ r r r /
DISPOSED OF IN ` ~ ~ ' N SITE IT SHALL BE REMOVED AND I1, , / ' 0, IF ANY ASBESTOS IS FOUND 0 S / / 1 STATE AND LOCAL REGULATION r / / / / /i /i ~i/ ~ r r ~ / / / / / \ / / / j/// / ice/ /'j~~` /i~ r ' r'i i'~'ii' x '
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lE'~IP.SILT 1 FENCE 1 1 , T1'PICAI, SEE ` ' ~ 7. ,
, DTI.SHT.C4 2 ' / ,r ' 7 / 4
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1 ,1 ~ - 6 b , , '9 Q G
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~ 1 ~ . . PLACED: RAISE 1'1..7 ~ ~ ~ / • r y . ~ ;tihTH,•cRAO~ '
ro~P.corisTRUCnaN 1 \ , arn~wc~, sEE / 7 / : : : , ,
DiLSHT.C4.2 ' ~ \ / t~. / ,fb o
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/ _ 4 .7 i l,,,,. .ROCK CHEd( DAAi / ~ ~ ~ , ~ , " ~ ' T ..f r' ' TYPICAL r rf i ~ / / ~ /
~ ~ ~ ~ ' , i (SEE DEjIJt:SHT.$~2j'.r•, • -r
~ ~ V: l~ i ~~.i \ ' i ` ~ ;i • ~ : , % : / , ' ~ . ; . 7 ,O / 5
1 i 1 ~ :l- `
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/ / . \ / ~
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100 0 so 100 200 400 ~ . , f ~ r r' /
AT 1-800-632-4949. ITS THE LAW.
NOTE: BEFORE YOU DIG STOP. CALL THE NC ONE-CALL CENTER ~ ~ • r' / ' . - / /~y , , /
~ : ~ _ ~ 6..30 ..g20 e2Q ~

10' PROP GRADE ~
10' 10' I~ CREST=623.98 N 8 , a c o o
~ 6:1 SLOPE C 6:7 SLOPE A CONCRETE HEADWALL A
x/57 WASHED STONE OUTLET CREST=621.50I~ 1 r -l t
6" PERFORATED PIPE
6"xOPENING FOREBAY ELEV=615 INVERT ELEV.=619.00 TO EXTEND THRU • RETAINING WALL
~ ~ 2'ALUM.AHGLE WELDED PROVIDE ANIMAL SCREEN
• NORMAL POOL =616 5°0 ORIFICE=616 24'X24' ACCESS OPENING AT PIPE OUTLET
10'
2 2 8'x8'(INSIDE DIM.) PRE-CAST BOX CONCRETE WINGWALL(S tr WAIL THICKNESS = 6" /SEE RIP-RAP DETAIL B UINGWALL(SEE DETAIL BELOW) GRAVEL FlLTER
P DETAIL BELOW ~j 1~N EXIST. GRADE MIN, 1Y COMPACTED FILL rn
~ 4"PVC DRAIN 610 INV=609.67 r
AND FILTER DRAIN,SEE / DRAIN,SEE DTL.BELOW aASS I ~ ~
~i7 STONE 3' RIP-RAP ~ F ~
NOTES: 1. ALL EMBANKMENTS SHALL BE SEEDED IMMEDIATELY ON CLASS I 7 STONE 814 RIP-RAP i~ T
UPON COMPLETION. ~ 15' d ~ r n oE_WATER TRASH RACK DETAIL
2. POND TO BE USED AS TEMP. SEDIMENT BASIN, -66't-72°RCP 0-RING ~ 0.5% HOLE NOT TO SCALE FlLTER FABRIC eto ~ (MIRAFl N0.140N
SEE TEMP.INLET PROTECTION DETAIL THIS SHEET. CONCRETE ANCHOR m OR EQUAL) ~
REMOVE SEDIMENT PERIODICALLY, NO LESS THAN ONCE A MONTH. 2'x25'x25'(SEE DTL. THIS SHT.) 2 0 g~ c
WHEN PERMINENT GROUND COVER IS ESTABLISHED, REMOVE 6"STONE BASE W/ ~ 8 PERFORATED PIPE
ALl SEDIMENT ANO SEED AND MULCH. COMPACTED SUBGRADE TEMP. FILTER DETAIL FOR BMP ~1 NotES: NOT TO SCALE i. O-RING PIPE SHALL MEET ASTM C-78 AND SHALL MEET OR EXCEED ASTM C-361
IMTH JOINTS MEETING ASTM C-443. Io
LONGI DINAL SECTION BMP 1 S 2. ALL PERFORATED DRAIN PIPES TO ~ CAPPED AT ENDS. ~ ~ ~
CON ~ CRETE
NOT TO SCALE PROTECTION
" OF CONN. W 6
~j ~10.,'.J • , ~ ~ \ \ ANGLE V
' ~ 3/4"~ HIL11 KWIK PRECAST ~ ~ ~ r BOLT, 4"EMBEDED
10' k gyp' I I CREST=620 ~ 6:1 SLOPE ~ 6:1 SLOPE CONC. BOX + W
A , (2) REQ D PER A ANGLE V 9~
X57 WASHED STONE ~ OUTLET CREST=619 ~ tf? 11 EXPANSION " 'I 3/4 ~ HILTi m • 4 • I ' ~ HVA-STD ANCHOR I ~ ~
0.8'x3' ~ ' NING 4 SIDES BOND •R O ~ ~ • a` €MBEDE 2 RE 'D PER o~g"~ Q L~-1 ~ o . < o
FOREBAY ELEV=616 IN TELEV.=618.20 CONCRETE a CONN.ANGLE 3/16"f H ~ ~r~gp
BASE I : , ~ L6x6x1 2"x8" CONN. ANGLE
~ RMAL POOL =617 3°0 ORIFICE=617 <•c I y z "t
3000 pai " ~ ~ o E FES F
p 2 4'x4~(INSIDE DIM.) PRE-CAST BOX 36"CONCRETE FES 11-' SEE RIP-RAP DETAIL B 14 4°PVC DRAIN 614 WALL THICKNESS = 6" INV=613.85 • ~ 'DETAIL BELOW P1A~ L. ' ' ` • ' ~ ~ ' . ~ aN
~ • a ~ .c<L M , 1.8 1.5
AND FILTER DRAIN,SEE . DRAIN SEE DTLBELOW ' . ~ , ~~r ~ o sEE sECn 6• •
i CLASS I ~ , . LK r RIP-RAP < 4' 'c , ~ L8>~x)
N57 STONE 3' ~ M . ~ : < OD W ~1 ON CLASS I ~ ~ Z ' O:C. ~ y r . x ~ CONN. ANGLE
NOTES: 1. ALL EMBANKMENTS SHALL BE SEEDED IMMEDIATELY . L r 'c . I Oi T1'P. FOR 8 ste RIP-RAP EA.WAY,T&B, a, , , ~
UPON COMPLETION. 30't-36"RCP 0-RING ~ 0.5~ DE-WATER c r I r ~
2. POND TO BE USED AS TEMP. SEDIMENT BASIN, HOLE 't v " ~ , ~ M r • • ~
SEE TEMP.INLET PROTECTION DETAIL THIS SHEET. CONCRETE ANCHOR . W J-- '
REMOVE SEDIMENT PERIODICALLY, NO LESS THAN ONCE A MONTH. 2'x8'x8'(SEE DTL. THIS SHT.) W r _ _
WHEN PERMINENT GROUND COVER IS ESTABLISHED, REMOVE 6"STONE BASE W/ SECTION A-A \ \ ZJ
/ EPOXY ply, ~ ~ . TEMP. FILTER AIL FOR BMP 2 BOND / W DET \ ~
AlL SEDIMENT AND SEED AND MULCH. COMPACTED SUBGRADE NOT TO SCALE
~ W
LONGITUDINAL SECTION BMP 2 ~
U
NOT TO SCALE TRASH RACK OF TUBE z
8'MIN. " ALUM. 012 O.C. _
A A ANCHORED TO BOX n t_i_ TOP BOX LL
PVC PIPE THE SIZE
~ 1 CREST=621 OF ORIFlCE
~ 6 ~ SLOPE O 6 SLOPE Z
I W
7 WASHED STONE OUILET CREST=618.50 ~ 1 r" 11 WATER SURFACE z J
8"x4.25' OPENING 4 SIDES o WATER SURFACE
FOREBAY ELEV=611 IN ELEV.=616
W , (n . ~e~.
• 812 5"m ORIFICE@612 72"CONC. WINGWALL(SE ~ ' 8'x8'(INSIDE DIM.) PRE-CAST BOX SNV=605.53P DETAIL B ~ 4"PVC DRAIN 606 ALL THICKNESS = 6" /AND FILTER DRAIN,SEE NGWALL(SEE DETAIL SHT.C4.2) _
J DETAIL BELOW(DISS.#8)
cuss I
~i7 STONE 3' RIP-RAP W )RAIN,SEE DTL.THIS SHT. oN cuss I ~
812 RIP-RAP 18'
DE-~111R Q
z z J
NOTES: 1. ALL EMBANKMENTS SHALL BE SEEDED IMMEDIATELY -?I ! 2 Z
UPON COMPLETION. 7g't-72"RCP O O.6R Z -
2. POND TO BE USED AS TEMP. SEDIMENT BASIN,
SEE TEMP.INLET PROTECTION DETAIL THIS SHEET. CONCRETE ANCHOR TEMP. FILTER DETAIL FOR BMP ~3
REMOVE SEDIMENT PERIODICALLY, NO LESS THAN ONCE A MONTH. 2'x26'x26'(SEE DTL. THIS SHT.) Nor To scALE NOT TO SCALE SrEdEBAL~ffS;
WHEN PERMINENT GROUND COVER IS ESTABLISHED, REMOVE 6"STONE BASE W/ k BAgs .A. T. ALL EXPOSEq CONCRETE TD ~ cIM?N~ 1'
ca z Au ooNCRErE >n ec 3eoo P.S.1 MINIMUM WEIGHT Y s. Au E%POSED ~ IIMtL 8E CONCAVE 100LE0.
ALL SEDIMENT AND SEED AND MULCH. COMPACTED SUBGRADE ~ 4, MCRTAR JOR11S >ff+oul~ ~ eEtW~N s/N' AND RRJC es Les COVER 88 ~ TH~K. LBS
a coNCRErE eRR* ~ et uem R+ LIEU aF HARD
LONGI'i~lDINAL SECTION BMP 3 X X '/2 wMwoN cur e~ac ~RReo eroac w~. eE ~+mED. '
~ FEN e'-E W 4lf01R GII IFSS LLSE NNLI_ diEA ..cLSIliSP90te. _ ~
NOT TO SCALE E t a, ~ ' - 6'-0' N HEIGM U~ 1!" MYLL TO 0'-0' FliW~1.TGP r' n a WALL AND e" MIL roR iNE REMADpNC 6'-O'. Ct • `~~e
MYL qR N III, 7. ALL JUNCTION B01WE OVER S'-6" IN DEPTH SHALL wen t~~ a ~ N
11K 00. aN N A I C E F 0 M N M Operation and Maintenance POND MAINTENANCE REQUIREMENTS + +r of ar a r ~ , r r r + ,r ~ , BE PROVIDED wrDl ilFt/ 1'-2' aN Cf111E1S. srEPB ^ `i a°' ~CG , ° •k• u b /2 OF ELI pIM1 BE IN AI,xORDMICE WRH STD. 20.12. MANHOLE ~ N . ° F''
~ MAINTENANCE STANDARDS FOR EXTENDED DETENTION AND WET PONDS Pro Name: AFTON tBDGE BMP 1 3 pro r ao• II• r it r r OPENRIO 7O ALIAII WRH 61EPS. ~ r_ ~ a omR p ~ ~ a ~~-rY1
1. Routine maintenance le vltd to the er Ion Of ~ jest Number. , , Prof oP~ ~f ro o ni Y B. anR '~dIG.. ~ ;
the wet detention bash (Schuler, 1987, pp. 4.13-bly) R le Part . CHILDRESS KLEIN Phone Number. (~~)g42-9000 , S~Ilment to be romoved why 50X of foreba Y y volume is Maryland DNR, 1988). No two ponds are the same, but every 301 S.COLLEGE ST.CHARLOTTE m o A A " . .eLAd ~ 1a ALL PEKE IN sraRM duNl sTRUCTI~IE ro BE ; r~ a,,~ ^Y~.
Bled and/or when 20X of the permanent pod volume b pond will roquke maMtenance at come point, and their Addrs~ , NC 28213 F FRAME AND COVER PLAN OF COVER BIRUCIt EVEN WRH DE E'ISIDE WALL, OROUIED AND owairo PA1E1N o t f", v STD. 20.10 ''!d L<i a11N1aa° ,VJ.O BRUSHED SMOOTH, , ` w
filled (design storage volume must account for volume lost maintenance needs wNl vary with the size, type of , r to sediment I. In monthl or after runoff- cin ~ /2 ~ ~ 11, w ~ ~ P~Aw~ 1D1 eAGC~ ~ ~gtr C~1 e,{~d
~9e)• watershed, location, eta % ~Y P~ 9 ralnfdl event, rAdoirever Domes first FEISFIFD SURFACE ~ a NUMBER 7BM fo°NWED`OM A !AD a POROUS ?tJi16{19 ,EgQNi VIEW RR1MC SHALL BE MAC At tACN WEEP HOLE
Sediment trope shall be leaned out when filled. 2. Ad uata fundin N site of the most im octant 12' 12" 14. ALL SLABS 9WY1 BE POIIiND,
~ 9 P a Remove the trash q o in a successful operwtl0n and maintenance program d ) debrN ~ ro~• No woody vegetation shall be allowed to grow on the pNR, ig88), ~ Y ~ T T - - - SECTION D-D DIMENBIONB a BDIc
embankment without specld design provisions, ~ b) Check and clear the otHtce of any obstructions If a ~ I - I - - ~ ~ RETNF. ~ I I SEE COYER DETAIL BELOW ME EPMI WDnII IBIOMI ~ BARS '-It-s~•' p?
3. Designation of a rNponaible party((es) is imporbnt pump h aced a the drowdown mechanism, c~edk for pump ~ ~ WLET I I ' 6-1/2' A B H F NO. LENOTH 1/0' t1 OK
Other anon shaA be cut when R exossds 18" M station. • ~ ~ assure proper inepeotbn and maintenance. oP ~ ~ height IMIIe1e part of pkexnd iarlde0aptrlq. 4 4 : I I ounEi GROUT 4'-6' 4'-6" 4' 1'-0' 22 6'-i' /a' I -
EetMnated anre~d ion and maintenance 0l~M ` c) Check the pond side dopes; remove trash, repair eroded . 4 ~ ~t ~ ) . I I -O' B'-0' -4 -4' 24 B'-1' ( -B' 6'-B' b' 1'-10' 26 B'-T'
Debris ehaA be removed from bloakinq Inlet and ouWt for wet dstentlon baeMn of 5X of construction oast aroos before the next rok~fdl event. +a . + 4 4~-r ~ 4 ? ~ struoturee and Thom areas of potenttd doggM9• found h a survey oondlabd by the State of Maryland' 4 ~
their wet detention baste (Maryland ONR, 1986, ~ d) If tM pond M operobd wNh o vegetated iNter, aheak r• . r 1~4 -6" B'-B' 6'-1' -10" T-10' 30 T-T ~ 1/Y RIGHTS ~ 4 6'
The control shall be kept structurally sound, free from oddltlon the Nt~lt study to Washington, DC eat the ~ ~ eedmsrrt aoourrwlatbn, Koolau and proper • S CTION X-X FRMIE ~ a ~ t'-~~ ~
erosion, and functtonMg as designed. cab to bs ~ of aomtructton costa (Metropolitan ~ ~ m~~• ~p~?' N ~ ~ ~ BI 1 a CEMENT MORTAR a GROUT SECTION A-A
Waehkigtan 0001 1983,, Chapter 3). ~ necessary. Periodic removal of dead tation shall be r 1r ~ . ,r awe Ar ,r al csnli ~ , TOP NEW Y ON CBIq B'
w awe a it oN cENIEa accomplished. 5• A study of basins found that, In gsnerd, ; a~R , MANHOLE RING AND COVER
people had moro kngwslons of wet debit II. Quarterly No standing water le dlowed within extended detention bade, were less likely a throw Ntbr M them, and .1 H~ ~1•~ t.,r7 • J„ COVER DETAIL FOR SLAB TYPE CATCH BASIN
pond unlea Design ~8 1e selected. moro Iikly to dean and perfam routbn InaMlbnanoe a) lntpsot the cdlection system (ls., catch basins, SECTION Y-Y
these basins when they wets provided a p1+11Mi11nt in PiP~9. 9?nsaed awdea) for proper funettontng. Clear
An annul inspection is required, roports to be kept by the development (Maryland DNR, 1988). accumulated trash bae~ grabs and bode bottoms and check owner. piping for abetfuotlone. BRICK JUNCTION BOX
6. A ermanent easement must be rovided to ~ CONCRETE HEADWALL HEADWALL WITH SPLASH PAD „ _
The site should be in acted and debris romoved after P P ocean ~ b Check tAlet sp access for maintenance. Can should be taken to aeoun all P~ l~ ~ ~9? every maJor storm. approprisb (pd agr+ssrnenb 1br !M easernsnt. tiptop, and npatr broken pipes, 42 THRU 66 PIPE
All special canalderotlon maintenance reaponaibilitiea 7. A b~chmark for sediment removal drould be establi c) Reaead grassed awdes, Including the vegetated fitter ,RASH RACN
wpl be Meted In the kxedlt application. to aeuro adequate storage for water qudfty and flood if applicable, twla a yew as nekbeaary. Repair eroded ~ areas immediately. B SEE DETAB.
1. CIASS oR MEDYW sIZE a Rr+RAP MID lENO1H, N1DRI AND DEPTH a APRON TO BE DESIGNED BY THE ENDRMER, ,
8, the molnbnana needs of any particular wot pond ! Inepactlons h hl d tan the condition of the watershed IN. Every 6 months uNU-SFx MoDUUR ~u. 2 2.oYaT Sti STSiEEI MDDEL 87LS-800 (5TiY1~E5S
19 Y ~ ' SR]3~ TO BE E+ISTAIlED PER UM(-SFJIL 3. RIPRAP SHOULD EXTEND UP BOTH SE1ES a THE APRON MO MIDUIO THE END 'y gL51t61C'1I0N5 AND SPET~1CA110NS.
1. North Carolina's stormwater rules uiro annual contributes runoff to the pond. Maintenance should ~ incude minimizing erosion problems and polutant a) Remove aooumulotsd sediment from the bottom of the inspections by the roqulating agency of wet detention ponds the and from the antr~utin watershed, outlet structure, OF THE PIPE OR CULVERT AT 1HE dSpIARCE OUTLET AT A MAXEJUM SLOPE a PSI-1f1NpEti~E ~ UtN(-SEN.1-800-423-2410 2:1 AND A HEIGHT NOT LESS THAN 1W0 THIRDS THE PIPE OY4METER OR •,r
as a minknum. Moro frequent inspectlone by the land owner, P g 3 CULVERT HEIGHT. + '~~,r
or pond operator aro strongly encouraged to en~ro the 9. A ain,.one must rwnernber that while eneral ma a b) Check the pond depth at various bin the and. If 4. THERE SHALL BE NO OVERFLOW FR011 THE END OF THE APRON TO THE n Y'W n SURFACE OF TIES RECfMNG CHMBIEL. THE AREA 1O BE PAVED OR RIPRAPPED A.;
proper operation of a wet detention pond, local govemmenb g 9 intMen P tasks an klentlfNd bent actual needs will vary from sIM depth is roducad to 75X of orlglnal depth, esdknent can require more frequent inapecttons, and dl local odes to sib. M must indicate what eratbn wnl be removed to at least orlglnd design depth, SIIALI. ~ UNDERCUT SO THAT THE E1YE'RT a TFIE APRON MIAIL BE AT THE SAME GRADE (FIU~ WITH 1HE SUAFIYCE a THE RECETYBIG CFIANNEL, T1ff C
should be consulted. mo'd' ~ °p ~ M'RON SW41 WIVE A CUTOFF OR 10E WILL AT iNE DOWNSTREAM END. -M ~ R
maintenance aatlaa an needed ,what criteria wNl be uil~d Q 1HE WERH a THE END a THE APRON BHML BE EQUAL to nIE BDTTDYI } SPELWU' BOX WE1TH a 11E RECENRIO CFgNNEL MA>OMUYI TAPER TO IIk1~NRi0 CHAIMML ~1 ,~w,
2 The Dhddon of Envlronmentd Man ement and oeverol to dstsrtn~e when thew oatlona aro necessary, and while a9 responeble for these aotlone. Examples of items that IV. General local govemmenb have developed inspection sheets that should be Inducted on an erotion and Maintenance ~ w~ •~L~ 0. ALL SUBGRADE FOR STRUCRIRE 1O BE COMPACTED TO i6f1 OR GREATER,
serve a cheddiste for inspectors At a mtnknum, an ~ ~ B s'TEPS a ~e' as 7. THE PLACING of EITHER LoosE oR COMPACTED IN THE RECEIVING ~'f'' FEl, L CHANr1El. SHALL Nor eE ALLOWED. . w~~ ,
in ectlon should Indude roview of the fdlow~ Mduda but an not Iknlted to the fdlowing: Mow the dde slopes not tndudtng normally submerged cep ~ vegetated shelf,"according to the season. Maximum grass & NO BENDS oR CURVES IN THE HORIZONTAL ALIG1prENT OF THE APRON wu1 'tyf•
a, Debrb and Utter control chedka for inlet, outlet and height wnl be 8 . obstruction of the inlet and outlet devices by trash orifla obstruction after BE PERMTIIED. A
and debris, ~Y Cotta and other in B. ANY OISTUREIEO AREA FROM END OF APRON 10 RECIENNG CHANNEL x'•:,}{ w NATURAL GRADE MUST BE STABEJZED, A
exk~eeive erodon or sedimentation in or around the ~0~ P~dnq runoff. ua digenous wetland plant, aro basin b. Providons for routine vegetation management/mowing and encouraged long the pond perimeter, however, they must be M'`y, D :'{.s
craddn ~ or settlin of the dam a schedule for these removed when they cover the tiro outface aroa of the pond, g g activities. x ~ ;:a:
deteatoration of inlet or outlet ptpas, c. Cheda e 8 month or moro uenti for The oriflc.e Is designed to draw down the pond M 2-5 da ``~L t~ ~Y a ~q Y, Ys ~i H i RIP I "y~ RODNEY HUNT pEpD{ 12'x1 DISSIPATOR CHART SLUICE CATS
condition of the emergency spillway, 1. sediment buNdu and the need for removal If drawdown la not accomplished in that time, the a em ma l' ,hereby acknowledge that I am the etabllft of side-d es, P ~ y ffnandall roe oneible art for ma~tenance of this OR EQUAL DIR. PIPE DISCHARGE L W H DEPTH D~ I INSTALLED PER
Y op 2. erosion along the bank and the need for roaeedbq be dogged. The source of the dogging must be found and y P P Y up and downstream channel conditlona and or atabllization' and If necessa a dtmincted• detention pond I wNl perform the maintenance ao outlines (INCHES) (CFS) p I RIP-R MANUFACTURERS
woody vegetation in or on the dam. ry' above, a part of the Certificate of Compliance with reseeding schedule, Stormwabr laticna Ived for thM I sPECIFICAnoNS) 4" ~ sroNE 1 72 326 30 18 4 1.5 0.6' I
3. eralon at the k~let ad au9et and methods of All components of the detention pond oyatem muot be kept in NOn?I ?sstuu N• 3. An example inspection sheet follows: stabilization, good working order. ~ ~+a NDTO MEIMUM H¦2 ~I of FILTER FABitlC P~ 2 72 140 38 44 4 1.5 1.2
.Z ,off Signature Date; 4. seepage through the dam, and - 'i 'l .i '!t 1'.~".h+'}5r••:.Mtrn;yr, i1t ! i.~. ~a,~!•'1'~, tAa ~•~,..,r. ,ha .t., 3 36 24 38 44 4 1 0.7' ~ ~'Jr''~y•~,s ~~a •.r ~r .•f.; !{,t:: .w~:~,~. r-l+.. , i.t+ ,1:. ~ ~ Y A. I'r fy. ,d 1 T • f ?t K 'II•J L•tt '~',r,'.'.
5. operation of any valves or mechanical componenll,~ `AI ~1 ~ .,7 ~ 1 I,? ~ ,1'~•N~N,ry'\ ~ II. }.•1. w Y~• f•N,1* Jt.h•; 1 f4f,,}. {a Y;1•, 1'1 yf Hr«. ~ .•,ti ~ I+ I~~~J~„ •.e+fl~, g+ f/ . SV!•r. ~~,r,{ r• ! Iti hTd,. 1 .Yh yy.4,~K..~ ~~w . It Pty,.'•1' •,Mi..7l NH IM• 1 • ' /.t 74•,t A'.f.~' «~I ~~v . at t•, ~~?.~,•ri4.., Ii ti~ . rl ~,N ~r~•V. h. ,v ~l
d. Agreem~t signed and notarized by the responsible parbr V, Special Requirements SPECIES SPACING SIZE to perform the tasks 4 15 3 10 6 1 ,5 0.5 ~ '
Iuirp ~ ' specified in the plop, inducting tnspectiona, I, d3 Public for the State ~ f 5 48 96 26 30 3 1.2 1,0' ~
SOFT RUSH 2' I GAL operation, and sty needed maintenance County o 40' certlf that . ELEVATION
m. Y Y ~/!'U ~ r I GA personally appear be a me fr;p2 day of r 6 60 225 38 44 4 1.5 1.2 A SECTION
RICE CUTGRASS 3 ,~19 ,and ackno. ge the foregoing I GAL instrument Witn m and a o c seal, 7 60 238 38 44 4 1.5 1.2' •
ldF •Z•
:n'sA G~ ARROW ARUM 2.5 I GAL : ~81.~ 1 NOT TO SCALE 8 72 194 20 26 4 1.5 0,6 N01~ PRECAST SqE ~,w, ~yE JOINTS SEALED Tr1TH O-RING RUBBER GASKETS WHICH MEET
SOFT-STEM BULRUSH 4 I GAL ~ OR E%CEED 1HE REgINIIflAEIWTS OF ASTM C-361 "STD. SPECS. FOR CONCRETE LOW PRESS PIPE"
I~A' ••N N•• ~ I I N. I GAL a) My commission ~ ~ RIP -RAP APR 0 N OUTLET STRUCTURE SHALL ~ ATTACHED TO oEADMAN PER nNDAIL DETAE.S AND
~~hia ~ SPECIFCAi10NS BY A LBiCEHSED STRUCTURAL ENCEEEER,
AT PIPE OUTLETS

ANNEL IN A 0 ao
'r 'r ~ 0"
5 ~~~I°Q ~ W ~ ~ ~ ~ 8
~ ~ i r-~',,, 0 J ~ ~ TOP OF BERM s• ~ I' FREEAOARD (Mal,) ° ~ ~ 50-24 -
:ti': RIP RAP = = Hxal YAITET: (Mw) I DEPTH= I - SPAL~Y c~sr is
r •:'rF rs gat 4 as~on 3
I~` n ' - sooaA:xt sRxacE """x' Q MAxIMIJM LEVEL DF SEDWEtR CiFAN ouT STAKE H. ~ 12' RS WASHED STONE ~ I B' MAX
0 3.1 V ~ (CLF??1 BASIN Olrt WHEN THIS LEVEL REAp1EA)
I~1 ~ ~ n„~ 4 r z /2
_ ( a-+x~a 4" ~5 WASHED STONE a-~x~a ~ ~
. ~ 6 LAYER OF FLTER FABRIC SECTION THROUGH BASIN AND FLTER
~ ~
_ ~I r «~,aR2 s~~ ~
(a ~ ~ cuarr RIP RAP uP ~ (to• Mal. PoP RAP ~ 4 4
SIDES ~ SPILLWAY-~ NOT TO SCALE I I ~ ~ ~ ~1
f ~ _ x 1 SILT FENCE T BASIN SECTION ABavE
t. PREPARE SOIL ! INSTAl111O ROLLED EROSg11 CORIROL PRODtIC1S (IF1ri'.1 wGIJOINC MI1' I~CkYSAIR' A91tJ0111p1 Di USE FfAIIRER NID SEED. NO7C w1lt7ti t19nO cEU,-o-sEm oo raE stm PIIFSAgm APfi? cEl1,-0-~ MIST RISTAIIiD 1MM pMA! ~ DOlnl, EA ~ x~ ~ r n • r
e~erol~+D TaiIE ~-aPO~RrIaR ~ T~~aI~. ~A olvwrirl~~sRE~. w~ml erRa~~a~ AwNlMiox.AAmuit rbraq~OAVA~ar N nR°t~~ ry' r;!'.T.. .:Fix N Tit / ~ ~.Crf !,=~~F:•a~yt~r.;
tlonw a' rHE 7REIIaL 1M~1 Alq CaYiLT 71iE rlaaa AilEll SUEU111. APPtY SEDD ro CO1rAGtlD SOL MO Pau REIINNfr (~O cr) Pat11aN a Rt9CP'. ttAa( olax 9EED AEb GOtIIMC7W 901. SBaAE aECr'• Orl;II aowclEO sat. NID1 A ROw OF SpR,p/AAAEMS 9PAC® APPROOtWTEtr (]0 tl!) ACROSS 111E qDM d• »ffi RECV'a ~,,,D,,,, COMPACTED BERM RAP APRDN THROUGH H 'J=~~:~~`sy.=.~~-~•~..° ~ ( ~I / ~ " KENO of DISNRBED AREA ,;;,;y,,!~.~r~~~' ~„tis.,:•~"•f, s wn9+F10 STONE FILL SLOPE SEED & MULCH ~ M / ~ro ;L,,,,;,1,:; ~ ~ ~
a RaL CDRER AECP'. w OR1Q.'ROH Or NNt}Jt RAw w eanatl Or owlRa RaLY. 1RIL ultlOll rArH A.r1toEEIrMa sDE AraRIST 7iK SOA. s1MrAOE. ML . AFTER CONSTRUCTION ~
REr!'. MUST ~ SBaRIlLY P1~10m ro aaL S1RtEACt ar llAOlq srA~tls/saR1s N AoPROPPoAIE lAGN1010 N OtoEw M 711[ STAPLE PATIEAN aROC N1MA 11lIC lltE OOT STS101 . AMtp/RMtR 1110119 aE E1AC01 TMtOIIGII EACH Of 71[ OQAR[D OOIS 00~aNORIO ro TH[ AaPROPNAI[ STAEIL PA1TaNA 1100 MIN ° wLE waralal ~ ~ ss~ qq
k ooRSepIIAt I1aor• eo a1eR oa 1TAQ waH A - r (lo a -ti's aq aroaAr. tpt A oouae Row aP SrAPLts sTAOaRED po a+9 NAllf ARp 4 (10 C1D ON Genet 10 Flea S. 0~ ~ (IS dQ 1RDE TAylpl~jRpOl{L COt/AI,R TFE iIENCq AF7p1~ iAWIA1O,OF SrAPID/AANp NI~IYIIELT tY (30 C1Q AWRf w A r (1S QQ D 4' (10 pQ ~ 8 S 12" MIN. 2 ~ x (r LaN.
. e' (,s a4 FLOW x~. sir FENCE 1 ELEVATION OF BERM AND FILTER , ~
a A91A1aR R87• MqT !E oleaNlm MEIgIMWatE Y - s• (s d1 -tits C10 (oEr'EHaHO pt IIIIS4 7~ AIO STAatED. 7. M 110) F1uw PJIYMIE APPt1OMlgaiti A~t fJM,I!Jf OAT 0 REaxrM~EO AT JO ro 10 EDDE (S Y - la t4 artERaNS. USE A txnletti: ROw a: STAF1a9 SEE CHART ATA ~ DF AAIIO D BLOCK g
antmwD ra aq AEwAr Alto ~ tro a9 a eeEln oEet tHRRE wA7rH aV THE aURIIEI. s n~l EIO a n[ Raa~. tu1E K ARC+tolto MaN A Icon oP STAPLES/~TAIfES A~PRO1a1MeY I>< p1 an APART w A r (7s ~ t>EFr x r pa tx+ 1 ~ x r pa a+ ~ / / ~ eASIN aSTURBEp sTaRADE SURF.AREA sroRAr~ TOP aF BERM aoTraM ~ ~ ~ c
01x011 AIO o01aMCi MMi tMdal AEIlw fTAllald ARU REauREO DEPTH ~ ElEV. EIEY. H L T w x
" i~~oaE aol~ aalanoHa, nt wt a sRwu a sDwE LaaNa 01000E 7ww r Us aA nw aE Il~oairEn m EEaEnY ARaIaE ne Iror'. r. I as Ac , mso sr s' eeo ess r ,7 a' r
Mae 1 6._0. TYP.
~1 p11g1 IONR ~ 1aRmaHD~ uMt sPAaRC sHaRD eE Al7ERED ~ ~ ~ n 1loccss+Ar ro At3A0 STivtFS ro SECURE 71IE SEED do MULCH CHANNEL
a PRaleclm NNIEIt uHE CRTOCII PaHrs AIANC 1IE CiWNEl ARIFACE c. awwa ern7atl/stx » w tuosE sot, coHOnlaHS, 711E USE OF STAPLE NATURAL GROUND UNE - + AFTER DIGgNG DITT;FI
sLUPE vERncES at STAKE tDwTHS txa'ArER 71u?I r (tis an) HAr 1 W
~ DEPTH To eE DES~cNEO WIDTH TO BE DESIGNED GRAVEL AND RIP RAP SEDIMENT BASIN V r ~ r
i I BY ENgNEER MINIMUM 12 DEPTH} BY ENGINEER ~ :,--.:r.<;; ~ Y .:x>
(SEE CHART 8 LOW) (SEE CHART BELOW) ~ ` „ a 0 [:L ~ :t M3.3h r
OR EQUAL ~ <.y
NOT TO SCALE PROJECT SIDE r. `
10' OUC11Iat IRON GRATE I GRAZE
0 MN I ~,~7 D!!ON INOM-rA1TE11 FREEBOAND YMLABIE 3NRL~AY CREST NOR LOIODI SAY to.2a ,.rD.ze SILT DITCH CHART
' vArMals y.,~ Posr 8' MAX
REMOYA~E 1RASH RACK IS OPTIONAL KITH MUITET ADAIIORS FOR EASE IN MAR~ITENANCE. ~ LEFT RIGHT CHANNEL Q10 FLOW MIN. BOTTOM VELOGTY NOTE Posr DITCH ~ DEPTH DEPTH WIDTH T HIGH HAZARD sllr FENCE w
t' MIN. TO CMP RISER Cfl~RR11~GAiED~POLYEIHYLENE ANII-VORTEX PLATE SGIEDIILE 40 OMv SIDE SLOPE SIDE SLOPE SLOPE(R} (CFS) FT.) FT.) FT. (FPS) ''°G•01' A~ i HOG WIRE ANO 6"
1RASH RACK P~ P~ STAEgMED RISER CREST - WASHED STONE ON PROJECT - ~ SIDE OF FENCE
1 ) pIAwARG ~ 29.7 SQ Nldl 10" YARD INLET DETAIL CAfINICS N1E RAtED FoR ualT i9.7 SQ a1G1 ~ C1IMIGE CAUTION FENCE .tl J V ,~5 WASHED STONE
Y CMP PERFORATED RISER TRAFFIC N SEDIMENT CIFJw OUT ELEV. ?1ED FOR 1N11T ON PROJECT !OE OF - ~ a ~ 91LT FENIX ~
{REF. NOTE-s, srD. No. so.oa) No_PERFORATIONS (FOR PAVED AREAS, PEDESTRIAN TRAFFlC) °UAUT" MAiO~1AL ooNFdw to AsT11 Ale - Q111! sae v. 91AU. ~ Tr Are -0.N! sae •
ABOVE 5TONE 10'RIP-RAP APRON NOT TO SCALE PA1NT4 CA911NG5 A?K F1atla~ AR[ F1aIws11N NN L.L uNr , . q
Z 'STONE FILTER 1 3 t NI1N A ILACK PAINT / L /3 L lV V / W
~ THE INIXIE ORAa1 CAN BL USED TO 1Gx5, Z 2 AN OOS1N10 LINE 8Y USE CF ~ : z ~ W
A Nsfl1 AND A TEL ANCHOR SKIRT 6" MINIMUM II
10T1GM ~ BASBV THE NNJNE ORAW CAN eE U9E0 AT THL 1[dMMlO 01 A OIIAIN UNI t~ _ Z J
D .1r~!'ti • , ^.~r. . ~ / ~ i .r~ 019CHARf~ PIPE {BARREL) a tX e•~ ~w{~1~I.y~ I~ 1 r ~ W N ; t~
~~I U ~ W
CONC. ANCHOR ANTI-SEEP DOLLARS 01C~ s DATA R1sES ~ m T EMPORARY WETLANDS F N IN a. E C G
BLOCK U RATED I~
SIRMACE SEDIMENT SEDarENi APPROX. BARREL. PEN( DRANU~EA~9~2.5 ~ DEp1 RISER BARREL BARREL. D S Y N Y e ELEV ~ BOTr. TOP ARA SroRAGE 5TORACE BARRFl. INVERT dSCMN1GE NaTER1AL~ CnST maN BASIN OWIETIIt OUIMETER SLOPE R~INREIV REQUIRED FRONDED LENGTH OUT CFS talslltrn HATERTAL SIIAII as sa n+a1 AROUND SWIM PERIMETER U »I Z
co7~IN ro AsrN A18 - CLAtS 30 Biwa. ~ rN A1e -Buss Boa
. , IDE ^ PADVT~ CASTINGS ARE FUeQSI[D , , . , KITH A BLACK PA/1T s ARE F1Medl1[D PAOrT
,;A r 9ASa1 a1J11E DRAIN 13' CAST IRD~1 GRATE 1
8~FJ01 FIA'M N GRATE ry
lo' INLa!! DRAW 72' oeA1E eASw , . L.L. Z
^ Oevdo ment Mana er P 9 I LL.~
-Revise and Resubmit -Not Reviewed -•„_A roved as Noted _A roved z PP PP (f ~ _J
I ApAPtORS aN Project Architect
. , _Revise and Resubmit -Not Reviewed ,Approved as Noted Approved ^
~ t.:~ . . , , ~J..~ Prolect Engineer (M) ~
wATER1KiHT AOAPTgIS BASH 5 15'CMP 10 CMP 1X 0.87' 4'x4' 8' J2' QG! d 34' 801.e1 !1 6' y(~ 81O 1111! 18500 d Y51d0 AvARJIBLL FOR ALL _Revse and Resubmit -Not Reviewed Approved as Noted -Approved (n
41511 6 ~~aA tY 1X 0.61' 4'X1' JI' 101 PLASTIC PPINO SYSIFIIS a1<INE DRAIN ~+P e' r /tz IDIOe 1/11ao 18J000 se' 10374 zoe Pro' ct En ineer E
15x15 TYPICAL _YARD INLET INSTALLATIONS ` -Revise and Resubmit -Not Reviewed A roved as Noted A r _ pp _ pp oved
TINICAL alsrAU.A1taN a oRAa+ eASN AND . . „ ~.1..~ P rolect Engineer (S)
1Na1E o11MN -,.Revise and Resubmit -Not Reviewed -Approved as Noted -Approved
'FIELD VERIFY BOTTOM ELEV. WHEN POND IS DRNNED. INCREASE RISER HEIGHT ~ RSOINRED 1D KEEP OESK~1 ELEV.
r~ z Approved only for conformance of the site construction documents to Tar et Devdo er z g .P ~
guide, Edition 2.4 and the Target bu1ding documents. Consultant Is solely responsible _ z
for completeness, occuracy, and dNnensrons on the site construction documents. f-
STEEL. POST 8' MAX. U
GENTLE SLOPES ~ ' STEEP SLOPES A„~„D NMI[ FaEaNc
i 100 Ibs/acre tall fescue FAQ
SEEDING 30 Ibs/acre Sencea lespedeza # g WOVEN F1.TER FABRIC F
MIXTURE 80 Ibs/acre of toll fesue (unswrified otter August 15) ~ ~ ~ FLOW MIN. BOTTOM
10 Ibs/acre Kobe lespedeza o N DITCH RIGHT CHANNEL Q10 DEPTH DEPTH WIDTH VELOgTY NOTE SIDE SLOPE SIDE SLOPE SLOPE{36) (CFS) (FT,) (FT.) (F7•,) (FPS)
FALL• August 25 -October FALL: August 25 - October 13 -
Late winter: February 15 -April 15 Lote winter: February 15 - 15 os~' TSD12 2:1 2:1 1.0 44 1.8 2.3 8 3.4 C; ~ b ~5, uF: 0
n ANCHDR SIORr r 10eAUN SEEDING To extend spring seeding into June, add To extend spring seeding into add r
15 Iba acre hulled BeTmud ss 15 Ibs acre hulled Bermu • ~ ~ r ~aEeE usEn TSD13 2:1 2:1 O.SO 22 3.1 3.6 0 2.2 : ~ • a ~.a r
DA / ~ / ~ ovER TuaaoWN. Overseedin of Kobe lespedeza over fall-seeded OveTSeedin of Kobe les edeza fall-seeded • v tit-'~ti. g
9 9 P toll fescue is very effective. tall fescue is ve effective. 2:1 2:1 4.0 18.2 0.7 1.2 5.5 3.9 5 1 C'.2.ra V m y t Y
ry 1. FN.TER FA~tIC FF?ICE SHN.L BE A MNMNMi 0? 32' N1 WIDTN MID slm PosT ~ sHAU HAVE A Mueti+IlM aF 8 UNE wmES wrtN 12' STAY SPAdNG. ~--WINE FENCING TSD15 Z:1 2:1 4.0 50.4 0.8 1.3 10.5 5.3 6 ~ F ~k'~,' d . .,7},1 r J e
SEEDING Apply lime and fertilizer per soil rests, or 4000 Apply lime and fertilizer per soif~fMts, or 4000 ~ wOvEN FlLTER FABRIC eE USED WHERE SILT FENCE IS TO REMNN FAelec
FOR A PERIOD aF MORE THAN 30 DAYS. AMENDMENTS Ibs/acre limestone and 1000 Ibs/acre 10-10-10 Ibs/acre limestone and 1000 I acre 10-i0-10 ~ wASHao sroNE TSD16 2:1 2:1 1.0 17 2 2.5 2 2.7 Hopp-powN ST~cES ~ < ~i~,? S, CPS- ~~a~ ~l'enuoas+t`
3. STEEL POSTS SHALL BE S'-O• Fi HEK;flT AND BE OF THE fertilizer. fertilizer. ~ st~F-FASnENFR ANCxE srEEL TYPE. ~ ~ TSD17 2:1 2:1 3.0 25 1.0 1.5 10.5 3.5 `
. 4. WRIE FENCNIG SWILL 8E AT LEAST i10 GAGE WITH A MINIMUM OF ~ ~Y TSD18 2:1 2:1 5.0 12 0.8 1.3 7 3.3 d
e uNE W~IES wnH IY srAY sPAaNC. NOTE 1 ooRRUCAT€o
s. TURN SILT FENCE UP SLOPE AT ENDS. Ground Cover-- Wherever land disturbing activity is undertaken on o tract comprising mare than one (1~ acre, a ground TSD19 2:1 2:1 2.0 10.5 0.5 1.0 4 4.0 ~ ~ ~
e. WIRE MESH SHALL BE MIN. S3 GAGE WITH MA%IMUM 1Y oPENMlGS. cover sufficient to restrain erosion must be planted or provided within 15 working days or 90 calendar dye. ~ AHD MASHED sronE ~ REaAREO ANO Na~A oN PLANS ~eII: ANaloa saRr TS020 2:1 2:1 6.0 10.5 0.5 1.0 4 4.0 6
A AT TDE of SuoPES GRFATETt THAN TO FEET wRrlrx (2:I sLOPq 6• Mw.1uM TSD21 STAEMRE 2:1 2:1 1.0 92 1.06 1.6 18 3.4 aun>rr
NOTE 2 , a ~ DBelo® LYIS WHERE AN uNpSTURBED BUFFER a so FIST CII lCSS SAY MNNTENIWCE NOTES:
Graded slopes and fills-- Within 15 working days or 30 calendar d , ar OOmpletion of an hoN of in ,whichever ~ Y P g I, FILTER BARRIERS SHALL BE MISPBCRD K TH[ FIINidAI1Y NOTE: 1 ALL SILT DITCHES TO CONFORM TO C.M.L.D. STD. 30.05. ` ` Y
eriod is shorter, slo es shall be lasted or otherwise rovided wi v r ~ o~wo! FEIKS: ~ AT BACK of SILT FENCE ~ PARTY OR HIS P P P p th ground c0 e , devices, or structures,, lent to restrain s Fr.) WHEN cRaDaVC Is AWACE1Qf ro SW7M BUFFERS PONSIBLE NIMEDY?Tr1Y M10t tACM RARIFALL AMD AT LEAST DAILY DURNC PRDLDNaD RANFALL 2) ALL DITCHES TO HAVE 0.5' OF FREEBOARD ABOVE FLOW DEPTH.
erosion. (IIVOI ro swel BUFFER GUIDELINES). ANY REPAgtS NEEDFA SHALL ~ MADE NIMEDWIO.T
z. sHaxa THE FABRIC oECaMPOSE aR BECOME INEFFecrnE PTIOR 1D M OID of TiIE OfPECTED USABLE LIFE AND THE BARRIER STILL a N~[r, TN! 3) LINE CHANNEL WITH NAG SC1506N OR EQUAL
FABRIC OMLL BE REPLACED PROMPTLY. 4) MINIMUM DEPTH IS MEASURED FROM DITCH BOTTOM TO TOP OF BERM.
3. 0!a!q lIDYLD ~ RWDVm MIDI DEP091TS REACH APPROIL wIV nt Hoa+r a ns eIIwDI. AMF smlleNF mPasn R6iAlINO IN 5 UNE BOTTOM 150' 1MTH NAG S150 OR EQUAL
FIAC[ AF16I TIIE !lT FDIC[ I! IOlgwm WIALI R DRS~D TD OOIMIfM 1a lIR COlIMq OIMDE. PRFPAI® AIO 6) UNE BOTTOM 150' YMTH NAG SC150 OR EQUAL
No
NOT TO SCALE
T MP E 0 RARY I TFNC L E E
v~ td•0" SEE sm. r esa.as FDR eENERAI, NOTES.
1. A AAlIUZED ENTRANCE PAO Oi ~ 1NASHEO STONE OR RAIL ROAD BALLAST SHALL BE LOCATED WHERE r ~ ~ " t ~7p0 p 2.p1 y-rpr 10" Qa
TEMPORARY SEEDING FOR WARM AND COOL SEASON ENTER ~ THE ~ A Pueuc S,II~Er. 1 D~,,,on~rn " . 2 " " o
2. FlLTER FABRIC OR COMPACTED CRUSHER RUN STONE SHALL BE USED AS A SASE FOR THE CONSTRUC110N ENTRANCE. \ ~ R~1Z ~-1 b ~ Z-Y1 ! ! flll FACE FILL FACE 2 Hew t"~ -1 ~ FILL FACE 00 = z
3. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ~ ~ _ ° C) ~ = 1-V1 67A. FACE " "V"! 1'-e" N ORAL NOTES: ~ ~t D ~ "V p p" w Lt
EARLY SUMMER SEASON STEEP SLOPES ONTO PUBLIC STREETS OR EXISTING PAVEMENT. THIS MAY REQUIRE PERIODIC TOP DRESSING MATH ADDITIONAL STONE AS CONDITIONS WARRANT AND REPAIR OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. I' >rlOMENT s pwNe L ~ _ wASi~ / WHO I e: a F-U 00 1. sEDIIENT SHALL BE REMOVFL AND iRAP ~ ~ = O .n " n N1 ! "N' Q H
RE5T0100 1 Rt5101~0 10 113 ORIg11AL DN4ENSIONS ~ O M ~ ~ t " , " " "z" r = ~ Z ~ MIEN 111E SEDlgIT HAS ACCUMULATED r ~7 = o a m . 1 3 OIA. OeAU~ V1 1 • B ! T4 ~~LL,M.J
4. ANY SEDIMENT SPILLED, DROPPED, WASHED, OR TRACKED ONTO PUBLIC STREETS MUST 8E REMOVED IMMEDIATELY. TIt SEEDING Ih ~ 1o I/x n1E omai oEPnl aF THE TRAP. A~ STryiACE e' A9ovE ! I NALL o°ao D AREA 'A ~ ~ _ FLOW LINE n Z , e~
40 Ibs/acre of German millet 120 Ibs/acre Rye (grain I 5. WHEN APPROPRIATE, WHEELS MUST BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTERING A PUBLIC STREET. WHEN MIXTURE 80 Ibs/acre of toll fesue 80 Ibs/acre tall fesue WASHING IS REQUIRED, IT SHALL BE DONE IN AN AREA STABILIZED WITH CRUSHED STONE WHICH DRAINS INTO AN t ~ 2 REMDYED SEDIMENT SHALL ~ OfP09TE n ~ ~ ~ ~ o ' ~ M
TN A 91JATAE APPROVED SEDIMENT BASIN Stf 510. N0. 30.11& t1ANNER TM, N A 913TABlE AREA ANO Nt SUCH A Z - r ev U a d ~ MANNER THAT IT MILL NOT ERODE.
d. COOT MAY REOINAE A STANDARD COMMERCIAL DRIVEWAY (STD. 10.24 dt 10.25) TO a Nay 1 -August 15 October 25 - DeCNnbeF 30 AOCESS THE CONSTRUCTION SITE IF THE DRIVEWAY IS ON A THOROUGHFARE. Fn+ANa a rape e a S1RUCTURE SHAD.lN:INSPECTED BY m CONS'f. JT. Ht "
ACENT , EMANCIALLY RESPONSIBLE PARTY OR SA~REA~ '-1 ~ e ~-0 SECTION - AA
AND REPAIR ~ ~ ~ ELEVATION SECTION - BB ~ eAaN
SEEDING Refertilize if growth is not fully adequate. Between December 30 - FebruoFlt 15, Tar ~ ao~cTl ~ oONbIRUCr+oN OPERAnONS SHALL BE CARRFA ' ~ ~ eIU OF wTEnw. FOR EIIOwALL
add 50 Ibs/acre of annual Nye lespedeza. PuBU an TN aIa DATES c smEEr ~ ~ M SUCH A MANNER THAT EROSipI AND m ~ , " REINF. STEEL 1 PIPE J ~i"J S 0 w?101 FDUUnaH art MINIMIZe"Q. M ~ Y e" rt TOP 1. eoTTOr BAR SIZE LENGTH N0. I~ rJ
Apply 4000 Ibs/acre strove or equivalent Apply 4000 Ibs/acre straw or equhrolent J / ~ O Z Z ttl1,- , ! aM. 81 ~4 5'-8" 4 ~ a S. iNE ~AMIENT TRAP SHALL BE REMOVED AND ~ 15
h droseedin . h droseedin . Q°~G a ~ Y 9 Y 9 ~ AREA , • SOIL STABftJL1TiON FABRIC WN HAS '7f !a O ~ A1E AREA STABkIZEO M?IEIt THE ORAINACE ~ 0 r I "z eAAt IN Ert #4 4'-6" a i2 ~ D Y NAS BEFIT PROPERLY STABl1ZFA. W H 1 ~ ~ ~ ~ PIPE NOT
RIDER p WASHED S1OI~ & al LAROETt N."Q~ _ • r a z~ & ON LARGER ORAINACE AREAS RIP RAP MAY PAN VI W Z n = o o t347t » e1NNM1 G1 #7 9 -8 2 40 Z W n
SEEDING Apply lime and fertilizer per soil rests, or 2000 Apply lime and fertilizer per sail n»ta, ar 2000 ~ REa~Ra RI ~ ~ 2 8 H O R IEGIARED UNDER THE wAS11ED STONE. I I- O T! r "
AMENDMENTS Ibs/acre limestone and 750 Ibs/acre 10-10-10 Ibs/acre limestone and 750 Ibs/OaTe 10-10-10 fertilizer. fertilizer. 1°0 NOTE: U m ~ - ~ H2 #4 5.g 2 7 W. O NOTE: LEAVE GRATE OFF STRUCTURE BUT STORE ON SITE D • ~ " w
sra~ v n z ~ H:i #4 3 -5 4 9
- w w Rqr a ~ • ~ io ( 6" N1 #5 3 -il 14 57 0 ~ • ~ 1~ '1 ( ~ A7 3 •5 8 18
24 MIN. -o t7 v •a, I TAPER DETAIL a Z ; BASIN '11 ~ p y 7" t " 6 BPA. ! FILL FACE r " G ~ N
_z to m RI ~ a ePA, p 9 2 SPA. ! x'-e" ssR. a-v2. 2-va, 2-Va 2-va Ti ~ i4 -6 6 58 ~ V
~ U ~ J 5 D e" ~ " g~.ljy N pARe IM TOP AID FACE 2-H1, 1•N3 T4 #4 6'-9" 6 27 i- L+,1 O m ~ 3-a aoTroll OF FOOTIIq + ~ " • T #4 2'• " V1 ~ J $ CTIQIV A-A o Z • , FAC~EA. ! 1 -3 FILL ~ 5 6 40 67 W C7
0] o_ RIO PLAN 3 NI, 1-H2, 1•H3 V2 4 s~rRA. F t V7 #4 7'•3" 6 29 y V H
O Z ~ ~ 2~Yx, t~Va, V2 #4 5'-10" 10 39 s? ~ W
STONE INLET SEDIMENT TRAP f~ ~ s ~ , " e" v3 #4 s-o s 20 n ~ Dc 2 ~ 11 1-0 2
A a1+1" 1 I Va #4 a'-1" 8 t6 w Z tOi. va
rr + a ~ z2 3••a N1 V5 #4 3 -2 6 13 ly
~ T b 2'-to' a" Zi #6 4`-8" 6 42 ~ • " a a » r~ - Z2 #5 4'-0" 6 25
STABILIZED CONSTRUCTION ENTRANCE ~ a -r T4 H2 a'.xi" " I~ rzr 23 #4 3'-4" 6 13 i • 1 i.- ~ 5-N1
SEASONAL 4-N2 H3 Y-10" n rr !SPA.
ET 2 OF 2 rrHu BARS N BARS rrz1f BARS ! REINf, 5[EEL LBS. 555
83 WING ELEVATION CON.IC.s. tXl. YDS 7.5 2 aF x 8.39
838.39

~10.~'J
10' I I CREST=623.97
~ 6:1 SLOPE ~ 6:1 SLOPE
A A ~ p
#57 WASHED STONE OUTLET CREST=621.50 1r 311
1'x4'OPENING Q
FOREBAY ELEV=615 INVERT ELEV.=618.75 CONCRETE PROTECTION
• NORMAL POOL =616 5"0 ORIFICE=616 -?I 6" F-~I--- OF CONN.
~ \ ANGLE "
8'x8'(INSIDE DIM.) PRE-CAST BOX CONCRETE WINGWAL WALL THICKNESS = 6" ~ SEE RIP-RAP DETAI ~ 4"PVC DRAIN gip INV=609.67 E WINGWALL(SEE DETAIL BELOW` < 3/4 HILTI KWIK J PREC I ~ " AST I„ BOLT, 4 EMBEDED
RAP DETAIL BELOW ?~9N coNC. sox ,
. , (2) REQ D PER 67 . ~t < ANGLE
I ' ~ ,~r c1 3 4"~ HILTI cLASS I EXPANSION " , , / RIP-RAP g ' 4 I HVA-STD ANCWOR
NOTES: 1. ALL EMBANKMENTS SHALL BE SEEDED IMMEDIATELY ~'i7 STONE 3 OND EMBEDE ON CLASS I t< (2) REQ'D PER
UPON COMPLE110N. 6,a RIP-RAP CONCRETE r' < CONN.ANGLE
-66~t-72"RCP ~ 0.5% 2. POND TO BE USED AS TEMP. SEDIMENT BASIN, DE-WATER BASE 'I ~ " " ~ a
SEE TEMP.INLET PROTECTION DETAIL THIS SHEET. CONCRETE ANCHOR HaE ' ' ~ L6x6x1 2x8 CONN. ANGLE s1o DEADMAN r I, ~
REMOVE SEDIMENT PERIODICALLY, NO LESS THAN ONCE A MONTH. 2'x22'x22'(SEE DTL. THIS SHT.) J-- P . 3000 si ' s ~ ~ ~
WHEN PERMINENT GROUND COVER IS ESTABLISHED, REMOVE 6"STONE BASE W/
S CTION A-A ~ ' . c< L ~ M to °
ALL SEDIMENT AND SEED AND MULCH. COMPACTED SUBGRADE ' TEMP. FILTER DETAIL FOR BMP ~1 ~ , .I~'' t;~ t
NOT TC SCALE I, .
LONGITUDINAL SECTION BMP 1 ~ ~
~ ~ ~ ' r ~c
NOT TO SCALE L ~ G < < Y Y ,I r' I
' • ~ M ~ ~ ~ 4'. . • <I
10'
r V
~a~ to' I~ CREST=620 ~ 6:1 SLOPE ~ 6:1 SLOPE
EPOXY A A / ~ W BOND
an
#57 WASHED STONE OUTLET CREST=619 ~ 1f? 311 N
0.8'x~'OPE ING 4 SIDES t6 SECTION ~ dl o
FOREBAY ELEV=616 INVERT ELE .=618.20 rrYY''A'a F+~ L.GI `
3/16'i H v sit ~ ~ ri
? NORMAL POOL =617 3"~ ORIFICE=617
oD r' ~ N~ ` . ~ ~ .t
2„ ~ ~ 4'x NSIDE DIM.) PRE-CAST BOX SEECRIPC R P DETAI ~ 4"PVC DRAIN 6~ 4 BETE FES ~ i; ~
WALL THICKNESS = 6" RAP DETAIL BELOW PIS ~ ' ~ a
INV=613.85 35 ~ ~.a• a" t.a
i \ ° SEE SECTI ' B» CLASS I °
X57 STONE 3' RIP-RAP a ?
NOTES: 1. ALL EMBANKMENTS SHALL BE SEEDED IMMEDIATELY w "t / ON CLASS I f ~ CONN. ANGLE 8fe RIP-RAP ~ TYP. FOR 8
UPON COMPLETION. " -30't-36"RCP ~ 0.5% 15'
2. POND TO BE USED AS TEMP. SEDIMENT BASIN, DE-WATER ~ ' HOLE
SEE TEMP.WLEi pROTECiION DETAIL THIS SHEET. CONCRETE ANCHOR 814 m •ti
REMOVE SEDIMENT PERIODICALLY, NO LESS THAN ONCE A MONTH. 1'x8'x8'(SEE DTL. THIS SHT.) --I V / W
WHEN PERMINENT GROUND COVER IS ESTABLISHED, REMOVE 6"STONE BASE W/ ~ 8'9" 8'8 Z W SECTION A-A -
Z
ALL SEDIMENT AND SEED AND MULCH. COMPACTED SUBGRADE TEMP. FILTER DETAIL FOR BMP ~#2 L1J
NoT ro scaLE
LONGITUDINAL SECTION BMP 2 ' ~ W
NOT TO SCALE
TRASH RACK OF TUBE " Z
ALUM. ®12 O,C. _ LL
ANCHORED TO BOX TOP BOX I LL
PVC PIPE THE SIZE n L_L
OF ORIFlCE
z
w WATER SURFACE
rn Z WATER SURFAC V J E
L1J rr nn V1
V1
0 rn
VI
L1J
L~
i 0
Z Z
z
I
NOT TO SCALE
GENE~R L NOTES:
3' ~4 BARS .A. 1. ALL E%POSED CONCRETE TO BE CHAMFERED 1'
I` y A SPACED e' o,c. 3. ~ ~NCRERE 10 BE 3600 P,s,l MINIMUM WEIGHT ALL E%POSED JOINTS SHALL BE CONCAVE TOOLED. f6NG 96 l8S
~ 4. MORTAR JOINTS SHOULD BE BETWEEN 3/6' AND 9' S/6' THICK. COVER 86 L8S
X X 1/1' 6. COI;M0I~CLAYCBRIC~KY JUMBO ~tICKUW~EI~ HARD
BE PERMITTED. t 0 6. FOR B'-0" IN HEIGHT OR LESS USE 8" WAL. OVER 111111111 '
m 8'-0' IN HEIGHT USE 12' WALL TO 6'-D' FROM TOP -1//' ,,,1111 IIhjI OF WALL AND 6 WALL FOR THE REMNNNC 8 -0 . Q ~N ti
7. ALL JUNCTION 80%ES OVER S'-6` IN DEPTH SHALL 3_ ~P " o
on..nr~M ~~d u..t~~..~..~... Doan uuu~cu.unr mtiimc..ti.c ,n ,a o.n i^~ a „ ~ M• nr v~ i BE FRONDED WITH STEPS 1 -2' ON CENTERS. STEPS I I ~ e, _a ~r S. •e
r ~ mnn.,~nrv•vV n~w~m,.mu~,a 21 2J , J, 24 e e 4 4 1 12 A TENANCE STANDARDS FOR EXTENDED DETENTION AND WET PONDS J• Jo' 24• , 1~ in - ' SNALL BE IN ACCORDANCE WTTH STD 2012 MANHOLE : ~ : V' ' f OPENING TO A1JGN WRH 51EPS, ~ y
Protect Name: _ AFTON RIDGE BMP 1,2, Project Number. ~ Jo e' ,r 4• e• 2, ,e• 1. Routine malntenance Is vital to the proper operation of 44 ,2 ,e + ,o 8. om!t p AL ~ " c
the wet detentlon basin (Schueler, 1987, pp, 4.13-4.17; Re~onaibie Party: CHILDRESS KLEIN Phone Number. [phone] 61 ~ ~ 21 e + ' Sediment to be removed when 507G of forebay voume is Maryland DNR, 1986). No two ponds are the same, but ever e Y B, omit ~ 0~~5 ~ .v m ~ o
filled and/or when 2076 of the permanent pool volume is and will r uire i y Address; 301 S.COLLEGE ST.CHARLOTTE, NC 28213 e + ab e4 ~ a~ 2 e e Js• L 1 10. ALL PIPE IN STORM DR,UN S1RU A A ' m L FRAME AND C M CTURE TO BE ~A."V+~?' OVER PLAN OF COVER STRUCK EVEN WITH THE INSIDE WALL, GROUTED AND DUAIOND PATIFSet ~ ~ •+NGINE~+ vv~
filled desi n at P eq ma ntenance at come point, and their v ( g orage volume must account for volume lost maint~anca needs wtll vary with the si:e, t e of ° to sediment atoroge). watershed, location, etc, pest monthly, or after every runoff-producin F ~ STD. 20,10 BRUSHED SMOOTH. e•++.+. ~,e 1/2' OF E 11, WEEP H ~
~ L Ins n ~ , J e• +2 , 4s• 9 rainfall event, whichever comae flrot ~ ~ aLEB sNALL BE PLACED IN BACK wALL. S. CA~~ o flNISHED SURFACE m I A 5TONE DRAIN CONSISTING OF 1 (ONE) CUBIC FOOT I1F111014~},~~Y~
Sediment trope shall be cleaned out why filled. 2 Adequate funding is one of the moat Important facture OF NUMBER 78M STONE CONTNNED IN A BAD OF POROUS I FRONT VIES 1 FABRIC SHALL eE PLACED AT EACH WEEP HOLE
in o aucceaful operation and maintenance program (Maryland a) Remove debris from the trash rack. ReNFORaNC o No woody vegetation shall be dlowed to grow on the DNR, 1988). ew ro• e~w 12" 12' 12, ALL'SLABS SHALL BE FORMED. _ I'"''~ I
embankment without apeclal design provlelona. b) Check and dear the orifice of any obstructions If a ~ - - - - SECTION D-D DIMEN~oNS aF BOX I - - Rt7NF.
" 3. Designation of a responsible party(lea) la Important to pump le used as the drawdown mechanism, check for pum ;e 4 2-J 4 r r~ I I SEE COVER DETAE. BELOW AND PIPE BARS t - to E'~
Other vegetation shall be cut wh°n It exceeds 18 in assure ro er erotion. P 2+' 4 r-o 4 2 p p Inspection and maintenance, op height unless part of planned landaca in . + Ja + J'- • INLET I - I MANHOLE ~ ~ PIPE PAN WIDTH HEIGHT SIZE ~,'-tt/outK d I I OUTLEF 5-1/2 D~ ' A B. H~ E F N0. LENGTH -1/e P
P 9 Je' 4 J-e 4 J'-e' x 4. Estimated annual operation and malntenance (OdcM) costa ~ c) Check the pond side slopes; remove trash, repair eroded 42 4 4a• 4 4-2 I -p I GROUT 42 -8' 4'-8 4 -9 8'-0' A'-0' 22 6 -A / I i 48' -0' 0'-0' S'-3' 8'-4' B'-4' 24 e'-1"
Debrta shall be removed from blodtinq inlet and outlet 'for wet detention baaina of 5X of construction coats ware areas before the next rainfall event. b 4 4-e + 4'-e• structures. and from areas of potential clogg(ng, found In a survey conducted by the State of Ma~'y~and on e4 ` ° ` a'-2
00' 4 e'-e' 4 e'-e' their wet detention basins (Maryland DNR, 1988, pg.37), In d) If the pond is operated with a vegetated filter, check ae e- e'-r rl'''+'d• 60' -O' 6'-0' e'-3' T-4" r-4' 28 T-1" 1 4' ~ '-b' B'-8' 8'-9' T-10' T-1 " 3 - t/Z• U0. i ~ 0 0 7' 7' f/s' RIaU9
The control shall be kept structurally sound, free from addition the NUPR study (n Washington, OC estimated 0&M the fitter for sediment accumulation, erosion and ro er 72 4 e- 4 -e' ~ t STEPS ~B• ~ e ECTION X-X MANHOLE FRAME TO BE SET 1'-to-3/B' pA
erosion, and functioning as designed. coats to be 596 of construction coats (Metropolitan operation of the flow spreader mechani~n. Repair is . , ~'i1'" Y.. ~ IN 1/2' OF CEMENT MORTAR 4-~/e ~
Washington COG, 1983, Chapter 3). necessary. Periodic removal of dead vegetation shall be 4 eu, ,r o,c. ews ~r ,r on ~ TOP NEW ~ GROUT SECTION A-A
accomplished. 5. A study of Maryland baeina found that, In eneral, ~ w 'c' ~ 12' ox AT ,rat cENIBt Br
eo le 9 II, art p p had moro favorable Impreaalona of wet detentlon ~ ~Y No standing water la allowed within extended detention basing, wero leas likely to throw litter in them, and were SIDE VIEW ''"I'it'~' I•,'Si'? MANHOLE RING AND COVER
pond unleae Design X18 la selected, more likely to dean and perform routine maintenance on i a) Inspect the cdlection system (i.e., catch basins, FOR SLAB TYPE CAT COVER DETAIL CH BASIN
these basins when they were provided a prominent poaitlon in piping, greased awalea) for proper functioning. gear SECTION Y-Y ~
An annual lnapection is required, reports to be kept by the development (Maryland DNR, 1988). accumulated trash basin grates and basin bottoms, and check owner,
piping for obstructions. 6. A permanent easement must be provided to aeaure easy CONCRETE HE,4DW~ BRI CK JUNCTION BOX ETE HEADWALL WITH SPLASH PAD „
The alts should be lnapected and debrla removed after acceea for malntenance Care should be taken to secure dl b) Chedc pond inlet pipes for undercutting, replace every major storm. appropriate legal agreements for the easement. riprap, and repair broken p(pea. ~4 ~14T 1'hi~ 42 THRU 66 PIP E
All special conalderotlon maintenance reaponalbilitiea 7. A benchmark for aedlment removal should be eatabllahed ~ c) Reseed grassed swales, includin the stated filter 9 ~9 1 TRASH RACK OF 2' TUBE `:"j'
will be Iiated in the credit application, to aasuro adequate storage for water qudlty and flood ' if applicable, twice a year as necessary Repair eroded MIN. B ALUM. THIgOVESS¦0.2b" 012" O.a
contrd functions areas immediately. I~ - ANCHORED TO BOX W 12 x4 Jq ~ 1, CLASS OR MEDUW SIZE OF RIPRAP ANO LENGTH, WIDTH AND DEPTH OF APRON
In~ectiona 8. The malntenance needs of any part(cular wet pond aro TO BE DESIGNED BY THE ENGINEER. " N ,
highly d~endent on the condition of the watershed that III. Every 6 months 2, 2.OMR ':e ~ ~ LINK-SEAL MODUUIR SEAL SYS1E11 MODEL 82LS-800 (STANIESS !~;r: CBigAAR OPEN8IG TO 8E PJRN
1. North Cardtno'e atormwater rules require annual contributes runoff to the pond. Maintenance should always inapectlona by the regulating agency of wet detention undo Include minimizing erosion problems and pdiutant export to a) Remove accumulated sediment from the bottom of the 'r 5"+ FnR PEE OUIIhT, OPENNG SD1: ~r+,r S1EEl) TO BE INSTN1fD PER LNK-SEAL 3. RIPRAP SHOULD EXTEND UP BOTH SIDES OF THE APRON AND AROUND THE END ~1+~~ TOIFRNN~ ~ ~ ~ , 4 ~S ~ ~ OF THE PIPE OR CULVERT AT THE DISCHARGE OUTLET AT A MAXIMUM SLOPE OF fi ~ T!•.' S
as a minimum, e P the pond from the contributing waterohed, outlet structure, Mar frequent inspections by the land owner, 21 AND A HEIGHT NOT LESS THAN TWO THIRDS THE PIPE DMAIETER OR •^+r PSI-TININDERUNE / UNK-SERI t-B00-423-2410
or pond operator are strongly encouraged to ensure the 3 CULVERT HEN;HT, , A',5 AIlATION SPEC8ICATDN$, +4i; 4. THERE ,r~'f' " ty}"'" SHALL BE NO OVERFLOW FROM THE END OF THE APRON TO THE ,1'(y;. ro 5„,.tit
proper operation of a wet detentlon pond. Local ovemmenta 9. Again, one must remember that while general malntenance b) Check the pond depth at various polnta in the pond. If g tasks are ida~tifled here, actual needs wfll from alto depth to reduced to 7576 of orl final deaf n de th sediment can require moro frequent inspections, and all local codes ~Y 9 9 P SURFACE OF THE RECEMNG CHANNEL THE AREA TO BE PAVED OR AIPRAPPED n SHALL BE UNDERCUT SO THAT THE INVERT OF THE APRON SHALL BE AT THE ~;s.r,
should be consulted. to alts. In general, plena must indicate what operation and will be removed to at least original design depth. SAME GRADE (FLUSH} WRH THE SURFACE OF THE RECEMNO CHANNEL THE APRON SHALL HAVE A CUTOFF OR TOE WALL AT THE DOWNSTREAM END. '''er+
maintenance actions are needed ,what criteria wNt be used 5, THE WIDTH OF THE END OF THE APRON SHALL BE EQUAL TO THE EIOTiOM i~i ~ ~ ~
2. Tha Division of Env(ronmental Management and several to determine when these actions are necessary, and who is local governments have developed inspection sheets that responsible for these actlona. Examples of items that IV, General N7DTH OF THE RECEMNG CHANNEL MAXIMUM TAPER TO RECEIVING CHANNEL 5;1 ,`;i;'
serve as chadclfata for inspectors. At a minimum, an should be included on an Operation and Maintenance plan 8, ALL SUBGRADE FOR STRUCTURE TO BE COMPACTED TO A5% OR GREATER. B sTEPS o 1B' ac. 7, THE PLACING OF FlLL, EITHER tAOSE OR COMPACTED IN THE RECEIVNG y~'y
inapectlon should include review of the following: Include, but are not 1lmited to the following: Mow the aide elopes, not including normally submerged vegetated shelf, accord(ng to the season. Maximum grass L CHANNEL SHALL NOT BE ALLOWED. ,'y
obstruction of the inlet and outlet devices by trash a Dabria and litter control checks for inlet, outlet and height will be 6". 8. NO BENDS OR CURVES IN THE HORIZONTAL ALIGNMENT OF THE APRON WILL { +t! BE PERMITTED, r,,,,~
and debris, orifice obstruction after every ts,, W 9. ANY DISTURBED AREA FROM END OF APRON TO RELIEVING CHANNEL
excessive erosion or aedimentatlon In or around the storm producing runoff. Cattails, and other (ndigenoua wetland plants, aro NATURAL GRADE MUST BE STABILIZED, A
basin, b. Provialons for routine vegetation management/mowing and encouraged along the pond perimeter, however, they must ba cracking or settling of the dam, a schedule for these romoved when they cover the entire surface area of the pond. p ,;;f~
deterioration of inlet or outlet pipes, activ(tiea N H I RIP RAP I RODNEY HUNT DEPTH 12"x12
condition of the emergency apylway, c. Checks every 6 months, or more frequently, for. The orifice is designed to draw down the pond in 2-5 days. 1. sediment buildup and the need for removal, If drawdown is not accomplished in that time, the system may I' ,hereby acknowledge that I am the atab111ty of aide-slopes, flnanciall rea onaible art for maintenance of this 'r:'' SLUICE GATE
up and downstream channel conditions, and 2, erosion along the bank and the need for reseeding be clogged. The source of the dogging must be found and y P P Y DISSIPATOR CHART t ~ ~ (INSTALLED PER
or stabtlizatlon and, If neceasa eliminated. detentlon pond. I will perform the maintenance as outlines woody vegetation in or on the dam, ry~ a above, as art f he Certlflcat of Com Ilance with reseeding schedule, P P DISS.# DIR. PIPE DISCHARGE L W H DEPTH D I MANUFACTURERS
3. An exam le Ins ection ah t 3, erosion at the Inlet and outlet and methods of All components of the detentlon pond a tem must be ke t in Stormwater ~ I ions five for this project. p p ee follows: atabilizati ood works ~ P P+aE o~i 4' ~5 WASHED STONE (INCHES) (CFS) F F FT 50 i SPEgFlCATIONS) LAYER OF FlLTER FABRIC ( ) RIP-RAP ~ NOTE PIPE DIMIEIER 1 72 326 30 18 4 1.5 0.6' - ~ , ~
on, g ng order. SI nature: Q Z .CIS
4. seepage through the dam, and 9 Date. 5, operation of any valves or mechanical components SECTION B-B ' ` 2 \I r~ 4•+ty+'y!~!'d.I ~f;,m'' 1..+:'1'.' h" '.S ,r.' ,4..~. ~"y~~ 72 i,/ 1!', lr Mr' ti 1 r~,'•' '+'+1.'. .r Sn r .1 I• ? 140 38 44 4 1.5 1.2 ~ , ' , ~,r': ~ , ' + ~,~f'; 1' •'d'. i; {.yl ~'O, , 1'" 1 'S7+ ".ti ~ 1 r"'"f4 n~4.~K7. Y.' + I'+'1'I';' :'L;~'b, 1' ;h.5 ,x/14 V,+", ~.,T ir'ir'l ,+r .~'~'+I~/qN'"N~J• I h 1r'if.'iy75'~': r/''r'a~ ..A.+.'~.1. r~+,.~. h. ~!"y t f'',''r,
"L /~f 1?, i.. •ii 7„L .~ly~+5';f V.ll; f11 „~ut'S '1..~ I ~i" 1..1•; I~~" Y h. FwJ ~,"t,Y;~ 4.'„ ~~LM '!Y i'•5/~: 3 24 38 44 4 1 7' ~u • .,i,'r 51'+'.: I . ; ,,',4~.~.a ' 5',' ,.Ir•.:+r:", , ' , ~i5~'S~',,r;.; u: t' w{:
SPECIES d. Agreement signed and notar(zed by the responatble party Special Raquirementa 51SACiNG SIZE to perform the tcaka ~ 4 15 3 10 6 1 .5 0,5 SEF SF^~ION
apeciflad in the plan, including inspections, ~ J,~„-, ,
SOFT RUSH I GA operation, and any needed maintenance 6 'Np~pry Publ(c for the State of Q~j 2 L Count of h eb certif ' Y v dy y y that ?,012J~, ~ 5 48 96 26 30 3 1.2 1.0' ELEVATION A
I GAL perao ly appears a orb ma ~ day of RICE CUTGRASS 3 I GAL nd acknaoNldZlpb ue • cut~pn of the forego n SECTION 6 60 225 38 44 4 1.5 1,2'
Instrument. Wltp ; m ~~pd yffidfpl seal, •
_ • • ARROW ARUM 2.5 I GAL : ~ ; A • ; U 7 60 238 38 44 4 1.5 1.2' NOT TO SCALE
:r: ~ • SOFT-STEM BULRUSH 4 ;cn : 6 ; I GAL ~t• NOTES; PRECAST STRUCTURE SHAH HAVE JONVTS SEALED IMTH D-RING RUBBER GASKETS NHICH MEET
.,2 , I GAL ~ ~ OR E%q:EO THE REQUIREMENTS OF ASTM C-381 "S1D. SPECS. FOR CONCRETE LOW PRESSURE PIPE'
a) My commisaidq ~ G RIP -RAP APR 0 N OUTLET STRUCTURE SHAH BE ATTACHED To DEADMAN PER nNDAII DETAILS AID SPEgFCATIONS BY A LINCENSED STRUCNRAL ENGINEER.
e+nn~u~a AT PIPE OUTLETS

J

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ONTRACTOR IS RESPONSIBLE FOR OBTAINING A 1\ a 1 rl r ~ I / ,~~!~>,~~:.,Y.~,.~„,..r -ry LL PERMITS REQUIRED FOR THE DEMOLITION ' • \ 1 / ? 1 J' / r , I l! ~ l r I I I I / i l\ I I 1111\1 , \ \ 1 \ (r d~/rl ! I l % ' ~ l ' l l l 1 I ~ I II 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 11 1\\ ` 1 y`' 1`-- ~ 1111 / ! I , ~ ! / , I / I I I I I 1 I t 1 ` \ ~ 1 ' I 1 11 1 ' \ I ' ` \ / I! Ii(u
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PAVEMENT AS RE UIR ` \ ~ / Q ED TO REMOVE PAVEMENT AS ~ _ ~ / REQUIRED. - / / . / / 1 / / . , 1 i I 1111 \ I 1 \ \ \ \ / ! I / / / I 1 / l / I / / 1 I 1 \ 111 1 I 1 \ ` ! r 1 1 /
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~ PER ~ t I ~ DB. 4
32 PG I • ~ .584 ~ t t r r'~ ! 1 ~ r , r 1 ~ ~ i ! i ' r 1 I i 1 J ? 11 ' r i1 111 I I ~ 11~ \ r ? i , I i I i I, I I , , , ,
INITIAL EROSION OON earn p~{~~S-~~JCTION ~aLiENCE \ 1 y + . ~ { ~ , / / r ~ / i 1 ~ /r i~~ i! r{/ i l~ 1 J i i l !j 1 l l i 1 y t t i1 t ~ I I \ I;.--. I / r , , , / , I 1 , I , ( , I i I , + i + 1 1 , t , Ct I 1 ~ t I 1 / i / j 1 ~ f I/ I 1 I I 1 !il 1`til,t 11,1 1 A 1
1. Contact Cabarrus EC In Q{ epector for on site meeting ~ G ~ r- ~ ~ , r % ~ / I / i 1 ! ! l J 1 I I I} 1\ 1 1 1 1 11 1 11 11 i t ` ~ti,`~/ / / / ~ 1 f / / j I l l t 1 ~ 1 1 1 1 !
~ f i i I 1 r ! r j ~ I / 1` 1 1 X 1} 1 11 i1 1 + / / / r r / ~ I ' I / / / r r I I 1 i 11111 111 1
2. All sediment and erosion control devices shall be installed in the first phases - Au ust 2005 ' ~ t r t ` G' ~ . ' ~ • 9 \ G t t t` - f / / l { 1 1 / / / j 1 / I i ? t ~ 1111 11 \\\1 \ I / , J / t / r / ! r / r ! ! , l l 1 1 , 111 ,11 \ \ \ /
3. Install silt fen tem .sediment ~1 ~ t ~ ~ / / / / r /r ~ / j ! i ( J ! r J ! 1 1 I I I I, I t 1 1 l i f 1 l1\ + ~ ~ 0
ces, p basins, bmp pond, temp. oanstruction entrance, tamp silt ditches ~ ~ ~ other measures as shown on the plans, Bearing only as necxssory to instill these I----- ~ rr ~ r / r ~ / 1! J I ! I 1 ! f J j / i ! I I i 111 1 111 1 1 1 ~ _ \ / = r! J i/ / J 11 i 1 111 lli 1\11 \ rrr ; /r / r ( r t 1 I ! 1 111 1 1 1 l \ \ 'rl J J r /
devices. ~ / r / ~ , , I I I ! r 1 ' r r 1 ! 1 1 1 111 Itl t~ '0 1 t 1 J rr / i r / , r` r I 1 1 i / / f I i 1 ~ 11 1` 1 \ 1 1 \ \ ~ \ !j fl ' / ff r' i / ~ / ! j / / I ~ ! i i i 1 i f1111 1l I I1 X / 1, I '
~ i T~N'.S~T FENCE \I~ ~ / f / ! ~ / { 1 / 1 t / I / 1 j ! IIL1111 I l } \ ~ J~, / / / r,rr i f/ ~ { ! / / 1 ! / f ! f 1 , J I 1 11 1 1 1 \ \ l.r r 1 ~ . C
3a. Aa fill is placed raise TSD'S as well to drain to sediment basins, installing slope ~ ; ~ ~ / ,ter r/ rf ~ fr / ! j 1/ I ~ r % / ! ! f t / I r Fllltytl I ~ Ir ! / ! E r r/ l / ~ / r / I 1 1 l i l t i i I I I j r 1 1 !t
drama and adding sections to pipe as fill elevations rye. DTirSHT.C4.2 , 1~ ' f ,r f/ J/ ' r ~f ~ j` / / / / f i I j I 1 r r 4?i~It l~ I 1 ? `l f s I 1 1 J 1 f L
r a , a \ ~ / ~ , ' /rr rr'" i / J ' / ; i l , ; r ! J J ' ; ~ t ~ ~ l1 /J r I rr f 1 f ~ / ` l 1 1 1 r/ rrr /'r f`" j 1 t I/ / 1 / ! ~ I ! I / ~ J 1, i l\ \ I I l 1 I l rr rr / rrf / , / / I ! r/ ~ 1 / ~ / I 1 ! ! 1\\\ 1 f r \ j / rll !
4. tktalntain erosion control devices as needed. ~ t ~ r- 1 / r/ / r' / rr rrrr r/ % ! i 1~ } J t ~ ! 1 ~ j \ ~ 11 ( ` !/r !J ll 1
5. Stabilize site as areas are brou t to fini ~ / / / / / / rl / i I ,r . J r \ \ ~ . , , r t 1 I 1 1 1 I r I
gh shed grade. (seeding do mulcti(ng) + fr rr' rrr i ~ % ! 1 r" /I ~ r /f ~ I I J , \ 1 J I 1 / / r' rr / / r / I ri r,rr lily- / / J I J I ~ \ 111 ,
6. when dl proposed grades are estbblished, seed and mulch all disturbed areas. + ~ t / r' r ~ , / / 1 r// r / /if i % f_J / ~ ~ r--,~ / / I 1 PROfi.SED. N ~i ! ~ ~ {U r J _r~ / ri f/ / ~ /,.~.//o/ J /rI / / 1 r~I/ //i- / .~.Zj 1 f ~ (1 1!
/ /r r„rr r r/ r/ //f l ! ~ wf~/~,`~,r "7 ~ 1 f t /y ,rr / r/f f,''/r.+ l rr / r"r % i //,\~~-j/ ~ r / / ,/J l I l 1 ,r , ~ C
7. All erosion control measures shah be 15 ~ constructed in accordance with the Cabarrus Co. Standards ; / ' f r'~r r"r ~ r / ! 7 r! / ~ 1 / f/ I 1 ~ , \ ~ r r~ r.. J I \ +,q r+ /
Best Manag~nent Practices tklanual And Procxdures, U.S. ' _ / Department of Agriculture, U.S. Soil C~servation Service. / f / rr r / / / r rr / / / , I, ~r.. / 171 I J 1 III if / / j f rr0' / rr r f / / / ~ r/ ! rr ~ / - \ L - rr? / / I , l It Il / / / / / / / / / / 1 I r / / t 1 i~I / r / r/ rr ~ ~ ~ / / rr''r / I ~ l / ~ / / / / - - 'y / l , f 1 1 1 !fl J! f f r
i ~ / / , rr, / i rr / r? / / / J / r / f / -•~/?~f 'rr ~ ~ ! J i J / v mar/ rrr J
8. The contractor shill dill entl and con y r`' ~ % % 9 Y tinuoudy maintain all erosion control \ ~ / , ~ / r f// / _ rr / / I ~ j l I / / / ~_r / / wlS 1 1 r}'!tlr /J J /r / / / f , f J
devices and structures to minimize erosion. The contractor shall maintain close ~R ~ / i / r / . , / / contact with the Cabarrus County Stormwater erosion control inspector so that periodic / / / rrr r ! / I / " "i\ ? •~u~~y~~ ice.' rr rr/ ! / rr ~ I . , / r f f / f " `1` f.~F~~"r "'7" 1~~ fr / / / fr -.._~r f f / / / f / rte/ ..J ? / f / f r .~f J
inspections can be performed at o riots at es of con ~ / ' ~ i PProP ag struction. (~1 / / , / rf 1 1 / / •/y i r..r /rr l ..,R/,l ~ .._rrrf i / %ir ~r•rr y rrr j f 'truer r , / ~ _ / rr J I /r r/ /i fr~ _r" lf.~ Jl~ ~wl,_ -f^t r"r •i~~+ , ,rx J - L~
. TEMP 12'HDPE Q! 1X .r' ; / i ~ t't ~ , , / / ~ ~ / I / , ~ I rr / / ~ I r rf ~ r/ / / „~f r'~ ^ ^ „J'w+y~ - ,,.ii ~~r /lam' ~ r % r ~ r r / / rrr ! 1 ~ / / / , rrr I / 1l\ I~ rri rri r ~r•..r ~/rr I ~ ! / % '-"~r / ! r f ~ / / / f/ / f %f,.-i , /n\1 ..rrii~rr J ~r'r~ r•''.r/r /
9. Approval of this plan k not an authorization to grade 1 ~ ~ ~ , adjacent properties. when field canditbns warrant offsfte radio contractor 1 ~ • / r r / / / / / J . / ri%/ r r r/ f r \ ~Y~~~'rr iiirr r~.or r,,, /rr / / ~ ~
lesion fr g 9. must have writt~ / / / , r` ~ perm om the owner before proceeding. 7EwIP.CCNSTRUCTi ~ - ~ / , , / l / / r f / / r ~ f r rrr" / / r / / ! ~ `rrfr , / r / / ///f /I rrr / /i r/.r / i f / / r/ f ffr.. / rr^ / f `r r/ / / /
ENIRAN ' / ~ / r CE; SEE , i / j ~ ~,~r/ /f / / / i j//' rrr . ~ /ri rrr~;r• .,l` /r / / / / / / / / / / / ~ / v / r 1 / r 1 /
i / % / / I / /I ~ / r J,frr ~ fr/ y~ r"/r /rr ~y~ r / / rrrr / ~ / / f / / J ~~yOr . ^r it r~ /ff / f
f / / j ! ~ 1 i r rr ~ 1/ r / I , / ~ / / `+T i / r ~ r/ ~r f /"r'"r f / r / / / / / ~ rrr / r
+ i r / 'V / / L'r f j / rrrr r / r~~. /r.. ~firf ? /ff f
r % , 1 • / rr ~ / / ! / /rr /~r~ . L / fr / ! I rr' r f ~ / r ~irrrr / r r / / ! / ` l r" r~ / rrrr /f r
1 , PROJECT NARRATIVE 1, ,r~ , / / r/ r+r rr % f/ r// / 1 r "'r„"r3°'~ ~rrri''f r / r/ % ' I ~ ~rr,r rr i / S / r .Fi ri / / rii'.rr % ' / ~ r.
, , The project 1s located west of Coddle Creek.. The denuded yea is approximatd 95 acres. f~~ ' ~ ; / • / / / I r r r~ di / / i' (lti / rf d 'rr. r! / / / j / r / J /11 r r rf/rr,i r/ /l f 1 f f / { , r ,,.rrr / /
Y t ~ : . r' ~ The temporary erosion control measures will be placed on-site to control sediment runoff Burin rainfall ~ ~ ~ ~'f r ~ r , j f , r / / ~ J rr ~ /i f / / / % / r'r r ~ 1 / ?,,/jf / i r / ~.r i 'fir / / a`I~ ,r
events. The erosion control measures, (detentim pond aed~nent traps, temporary sit d3tch~ ett r~ ~ ~ , i f / j ~r { -.l r ~ 1 ij / .G/i / /
the Cabarrus Count Detrel ment Stan - ~ / • • . Y op docile 10-year storm event. The contractor will monitor the ~ ~ ~ / . r rr ff r / /l f/ / rrrr ,rrS"~~rs~: ./'i~~r~r / / • 'rrr / r / fri/ r r ~r~~~' r%ir~rf% / ~ ~ „r r•
tem ors measures ~ - p ry p~'todically and dean-out measures as requ~ed. Permanent measures will be y ~ / ~ placed on-site to contrd stormwater runoff once the site becomes stabilized. The permanent ,y' / ' / / r / / I~!/`,rri / rrf rte"//''~~ r / / / ..//rte/i/,..-r ,rf f. .s rte. , /L
L measures will indude: storm drainage pipes, catch basins, ener dies aters and a ` i ! Jjrr/ ...r3'f" / ~~r f rrrrrriir / ~ /I r \ / ~ , ~r ///rr mar/ ~ ~~rrr r.~r %~~~r~i i rri, / f ,//"rte
tt~Q 9Y ~ p vement/curbs and ~ , / , I / / / 1f/f~/j ~ f~'"~,. ~~ri ir.. \ / f /err rr r'. /~///!f/% ~ r' ~ •rrrr/irrrrrr .1' / / / / l it// r rr rte; ~ rr r /rrr / /
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' AT 1-800-632-4949. IT'S THE LAW. ~ "~`-'r%-:- ~.,rir/ rrrr ~ ,,y--,r,.- /err ~`r f ff r/ /if/ i/f ..rfrf~r Jrrrrrr J / f/
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. _ NOTE: BEFORE YOU DIG STOP. CALL THE NC ONE-CALL CENTER R-; r' ' .
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1 ENTRANCE, SEE i / , 9
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• AT 1-800-632-4949. ITS THE LAW. k / /
NC ONE-CALL CENTER ~ NOTE: 6EFORE YOU DIG STOP. CALL THE ~ ,,,,6~.,,,, , .~~o ~ .
,

~ o' PROP, GRADE ~9
~ ~ ~
~ 6~~ SLOPE 10' I~ CREST=623.98 @ 6:1 SLOPE 00 A A CONCRETE HEADWALL - ~
#57 WASHED STONE OUTLET CREST=621.50I~ 7IZ 311 6" PERFORATED PIPE
6°xS~OPENING To ExIENO TNRu
FOREBAY ELEV=615 INVERT ELEV.=619.00 • RETAINING WALL
e NORMAL POOL =616 5°0~ ORIFICE=616 ~ ~ ~ 2'ALUM.aNGLE We1DEO PROVIDE ANIMAL SCREEN 24'%24' ACCESS OPENING AT PIPE OUTLET
10'
2 Z 8'x8'(INSIDE DIM.) PRE-CAST BOX CONCRETE WINGWALL( 1r WALL THICKNESS = 6" /SEE RIP-RAP DETAIL ~ 4"PVC DRAIN 610 INV=609.67 WINGWALL(SEE DETAIL BELOW) ~ GRAVEL FlLTER
~P DETAIL BELOW py~N Ewsr. c~ADE MIN. 12" COMPACTED FlLL ~
~ ~
AND FILTER DRAIN,SEE %i / / ~ DRAIN,SEE DTL.BELOW aASS I ~ ~
X57 STONE 3' RIP-RAP ANGIOR TO STRUC11A1[ ~ ~
NOTES: 1. ALL EMBANKMENTS SHALL BE SEEDED IMMEDIATELY ON CLASS i
UPON COMPLETION. 814 RIP-RAP ~.t7 STONE T5' ~ ? N M
-66't-72"RCP 0-RING ~ 0.5% 2. POND TO BE USED AS TEMP. SEDIMENT BASIN, oE_WATER TRASH RACK DETAIL dJ ~ FlL1ER FABRIC HOLE NOT TO SCALE
SEE TEMP.WLET PROTECTION DETAIL THIS SHEET. CONCRETE ANCHOR B10 Q\ (MN2AFl N0.140N
REMOVE SEDIMENT PERIODICALLY, NO LESS THAN ONCE A MONTH. 2'x25'x25'(SEE DTL THIS SHT.) -?I m OR EQUAL) N 2 N
Qi~ O i CTION A-A ~
WHEN PERMINENT GROUND COVER IS ESTABLISHED, REMOVE 6"STONE BASE W/ 8 PERFORATID PIPE
ALL SEDIMENT AND SEED AND MULCH. COMPACTED SUBGRADE TEMP. FILTER DETAIL FOR BMP ~1 NOTES.
NOT TO SCALE 1. 0-RING PIPE SHALL MEET AS1M C-76 AND SHALL MEET OR EXCEED ASTM C-361
LONGITUDINAL SECTION BMP 1 WI1H JOINTS MEETING AS1'M C-443. ~ Io 5
2. ALL PERFORAIID DRAIN PIPES TO BE CAPPED AT ENDS. ~ ~ x
NOT TO SCALE CONCRETE
PROTEC110N
10' " OF CONN. W 6 \ \ ANG V
I' \ N < /4 ~ HILII KWIK
PRECAST + • r BOLT, 4"EMBEDED CONC. BOX ~ W
~ 610 SLOPE 10' I~ CREST=620 ~ 6:1 SCOPE A . , (2) REQ D PER , A
ANa.E V 9~ Sr < < " ai aiG~Nm
EXP S " ~ 3/4 / HILTI t~ ~ AN ION 4 I , , ~ ~ ~
#57 WASHED STONE OUTLET CREST=619 ~ 1~ ~1 0.8'x3'OPENING (4 SIDES BOND HVA-STD ANCHOR QI o •~a- EI~BEDE 2 REQ'D PER
W o "p
FOREBAY ELEV=616 INVERT ELEV.=618.20 CONCRETE 4<r' < CONN.ANGLE a/16'+ ~ $$zQ~~~ t ~ - If~tJ~4b BASE I • ~ L6x6x1 2"x8" CONN. ANGLE
? NORMAL POOL =617 3"4 ORIFICE=617 DEADMAN ~ m ~ ' . ~ r •
3000 pai • ~
2 z 4'x4'(INSIDE DIM.) PRE-CAST BOX 36"CONCRETE FES fE FES F . ~ ~
-It 1r /SEE RIP-RAP DETAIL ~ 4"PVC DRAIN 614 HALL THICKNESS = 6" INV=613.85 .P DETAIL BELOW ~ , n , r M ~ c< L ' r T 1.S' 6 Lb
. 8
AND FILTER DRAIN,SEE i \ ' DRAIN SEE DTL.BELOW , < ~ <<r ~ o sEESECn 6b a~ I I ~:•t
RIP-RAP < , 4' r' Kr • ? L8x8x1 116' ~7 STONE 3' a • , . . m
NOTES: 1. ALL EMBANKMENTS SHALL BE SEEDED IMMEDIATELY ON CLASS I ~2 '0.~. + y • , L a CONN. ANGLE . G r 't . I Df TYP. FOR a BTe RIP-RAP EA.WAY,Tt4c6r •I, , , ~ ~
UPON COMPLETION. ~ ~ ~
2. POND TO BE USED AS TEMP. SEDIMENT BASIN, -30~t-36"RCP 0-RING ~ 0.5% DE WATER ~ ~ r. • ~ 1 r ~ I L ' LL
SEE TEMP.INLET PROTECTION DETAIL THIS SHEET. CONCRETE ANCHOR eT HOLE • • ~ M ~ • <I • ~ ' „ ~ . ;r. , W ~.I I-- < • s . t sa
REMOVE SEDIMENT PERIODICALLY, NO LESS THAN ONCE A MONTH. 2'x8'x8'(SEE DTL. THIS SHT.) < M I- _ W
SECTION A-A \ \
WHEN PERMINENT GROUND COVER IS ESTABLISHED, REMOVE 6"STONE BASE W/ Z J EPOXY P.I.AN,
ALL SEDIMENT AND SEED AND MULCH. COMPACTED SUBGRADE ~ TEMP. FILTER DETAIL FOR B / W BMP ~2 OND ~ ~ NOT TO SCALE N
L.L
LONGITUDINAL SECTION BMP 2
.a~LStJJidTI
NOT TO SCALE TRASH RACK OF TUBE z
" ALUM. 012 O.C. _
8'MIN. nn A A ANCHORED TO BOX
TOP 80X LJ..
PVC PIPE THE SIZE
~ 6 SLOPE O 6 ~ SLOPE ~ CREST=621 OF ORIFlCE Z
= W WATER SURFACE z
7 WASHED STONE OUTLET CREST=618.50 ~ I ~ r J WATER SURFACE
8"x4.25' OPENING 4 SIDES o
FOREBAY ELEV=611 INVERT ELEV.=616 W rn
• 612 5"0 ORIFlCE~612 72"CONC. NANGWALL(S SEE RIP-RAP DETAIL ~ INV=605.53 V! . P1Ati 1NGWALL(SEE DETAIL SHT.C4.2) -
P DETAIL BELOW(DISS.#8)
~ r 8'x8'(INSIDE DIM. PRE-CAST BOX CLASS I V
~7 STONE ~ RIP-RAP W DRAIN,SEE OTL.THIS SHT. ~
~ 4"PVC DRAIN 6Q6 WALL THICKNESS = 6" /AND FILTER DRAIN,SEE oN a.ass I 812 RIP-RAP
15' ; 3,.. DE-WA1ER
HOLE z 808 z
NOTES: 1. ALL EMBANKMENTS SHALL BE SEEDED IMMEDIATELY J _
UPON COMPLETION. 78't-72'RCP • 0.6% Z 2
2. POND TO BE USED AS TEMP. SEDIMENT BASIN, ~ ~ SECTION A-A
SEE TEMP.INLET PROTECTION DETAIL THIS SHEET. CONCRETE ANCHOR
REMOVE SEDIMENT PERIODICALLY, NO LESS THAN ONCE A MONiH. 2'x26'x26'(SEE DTL. THIS SHT.) TEMP. FILTER DETAIL FOR BMP ~3 Nor To scaLE NOT TO SCALE
GENERAL NOTES:
WHEN PERMINENT GROUND COVER IS ESTABLISHED, REMOVE 6"STONE BASE W/ ~4 BARS 'A• 1. ALL E%P05ED OONCt~TE iD BE CIIANFERED 1' s• 2, Au corw'RE1E 1n aE ~eoo PS,I MINIMUM WEIGHT Y' ~ sPACIm e• ac. a uL Esc~o9EO ,IOraS! tlwl BE coNCAV~ inrnm.
ALL SEDIMENT AND SEED AND MULCH. COMPACTED SUBGRADE I ~ 4. MORTAR JOBf13 SH01'AD IE BEINkEN 3/8' AND R8r6 98 LBS
.L~ COVER 88 LBS B. 8/8 1HICK.
LONGITUDINAL SECTION BMP 3 - ~ b CONCRETE BRK2f MAY !USED IN LIEU OF HARD X X COMMON CLAY 81tlCK'N JIMO BRICK WILL .t
BE PERMITTED. O 8. PDR 8'-0' qi HElgTfpT IESS USE B' WALL OVER ,~pClttatt;t
NOT TO SCALE ,R ' n B'-0' B~ HEIGHT USA i!' MWl TO 8'-0' FTK1M ~'IOP "+/ti' ~ ~?,oe OF WALL AND E' WALL TOR TIIE REMABI1tG 8'-0. 0 a~ <<s •e
11ML OY. OY. Y A a C E i 0 W K Y ~.wn a.nca YrVf ~-o n Ycr~n .w a 1 2' OF E~•I BE FRONDED WTDI 1'-2' ON CENTERS. STEPS _ ~ ,o N y'~ e ~,J t''
Operation and Maintenance POND MAINTENANCE REQUIREMENTS 21 " 'r tD' 1 >e/ 4 4 1 t CE S DARDS FOR EXTENDED DETENTION AND WET PONDS r >r ~ m• r t 4° 4• r z+ ,r H / SHALL BE IN WTO1 STD. 20.12. MANHOLE ti ; NC OPENING TO ALIGN STEPS A f o ~
1. Routine mainta~ance h vital to the tlon of Probst Name: AF1~ON RIDGE BMP 1,2,3 Probst Number. , ,a PrcP~ cPero o° .o
the wet detention basin (Schuler, 1987, pp. 4.13-4.17; Responsible Part . CHILDRESS KLEIN Phone Number. [phone] : Y o ~R ~ ~Oir.~ ,
Sediment to be removed when 50X of foray volume la Maryland ONR, 1988). No two ands aro the sam but Y tilled and or when 20X of the ermana~t ool volume 1a P a ~Y Add 301 S.COIIEGE ST•CHARLOTTE, NC 28213 a + a e< a ~ u / P P pond wNi require maintenance of some point, and thek ress: P1AN to. Au PIPE IN sTaB+ sTaucT1A~ m ~ r~ ,.,F. ~ FRAME AND COVER " PLAN OF COVER SRTIXX{ EVEN WRH NIpDE WNl, GROUTED AND GUYOID PArtow oe ct~~°°.•GIN~ r •'t'~~;'o'
F filled design storage voume must account for vdume lost maintenance needs will vary with the size, type of F STD. 20.10 ~ ~ BRUSHED SMOODL I!`er~~ ©y~eo,~° ~ 1/2 OF E ~ ~ 11. WEEP HOLES SHALL PLACED RI BACK WALL ~A+G S'• V^~~L. a~~C
to sediment storage). location e{c, I. In monthl , or after a runoff- rodudn o~ ' ' ' 'r ~ Y ~Y P 9 T- Fro A srDNE DRMN of 1 (oNE) alelc Fool +r„ 110i1rs+ i OF NUMBER 78M CONTlIR1ED IN A BAG OF POROUS ~
rainfall event, whichever comes ftrot Sediment trope shall be leaned out when filled. 2. Adequate tundbq is one of the most irnpartant iocEors I L FABRX; SHALL BE P AT EACH WEEP HOLE ' + 12 ALL SLABS 8iMLL ~0114D.
in a aucceaeful operation and maintenance program (Maryiond a) Remove dsbrN from tM troah rode ~ a • 1r 1r I--+--I r ~ PIAd.~OEb!
No woody vegetation shall be allowed to grow on the pNR, 1986), ~ ~ rR v ew embankment without specid design provisions, b) Check and dear the orMoe of any obstructions If a - .SECTION D-D ou~TrsaNS ~ I - I ~ ~ REiHF. ~
3. Deebnation of a respansble party(iea) is Important to pump b used a• the drawdown mechanism, check for pump ; i i'-r I I SEE covER DL1aL BELDW PIPE SPAN wrong H61 >psE BARS '-tta(e' qA
Other vegetation shall be cut where ft exceeds 18" In oseuro M Ion and maintenance. operation. z< 4 , ~ 4 4 NS.ET I - I LNNIOLE ' 5-1/2' D A B H E F N0. lE1+GTFl 1/!' -11 ON •
height unless part of planned laidacaping. - 4 4 J'-a' x I I GROUT 42' 4'-B' 4'-S' 4' -0' e'-O' 22 b'-S' 3 /z' 4 I - I I 4B' b'-0' b'-0' b'- -4' 6'-4' 24 b'-1'
b Estlmoted annul operation and maintenance (Odewl) ooeb c) Check the d side slopes; remove trash, repair coded 4 -r . Debrla shill be removed from blocking Inlet and outlet for wrot balls ~ ~ ~ canetructlon k~ttf were areas before a next rainfall event. 4 4 r~ I ~ 64' b'-!' b'-S' S'- -10' S'-10' 26 8'-T' eo' e'-o' e'-0• b'- T''-4' 7'-4. 28 ~'-1•
structures and from arena of potential dogging, found M a survey conducted by the State of Maryland on " 4 ; 1~4 • e'-b' e'-e• b'- T'-1a r-1o• ~ T-T• 1/Z• 1/s• Ru>~s
their wet detention basins (Maryland DNR, 1988, 37), M d) If the pond b operated with a vegetated filter, ahedk , The control shill be kept structurally sound, free from addition the NUPR study in Washington, DC estkn OdkM the filter far sedknent accumulation, erosion and propx 4 • e' siEPS '-10-~/!' TAA
, Bros on, an functionfig as deeigned, costa to be 5X of ca~struction costa (Metropalkan operation of the flow spreader mechanhm. RepaM is ~ , , • , ; o - FRAME TO BE SET pyl ~ bt' OF CEMENT MORTAR
Washington COG, 1983, Chapter 3), necessary. v, : ; Periodic removal of dead vegetation shall be SECTION A-A
accom IIsE1ed. ~'r 'o' ews Ar;r one ~ P 5. A study of Maryland basins found that, in general, r tY ON Cfl1IEA S° MANHOLE RING AND COVER
people had more favorable Mnpressiona of wet detention II. Quarterly rr. u'y,~r'
No standing water is allowed within extended detention basins, were less likely to throw Iftter to than, and were pond unleae Design ~6 1s selected, more Ipkely to dean aid perform routine maintenance on a) Inspect the collection system (i.a, catch basins, FOR SLAB TYPE CATCH BASIN . ~Q~(ER DETAIL SECTION Y-Y m
these baatns when they were provided a promMant poeklon M p(pMg, grassed awales) for proper functioning. Clear
An annual inspection is required, reports to be kept by the development (Maryland DNR, 1988). axumulated trash basin grates and basin bottoms, and diedk
owner. piping fa obstructions CONCRETE HEADWALI BRICK JUNCTION BOX. 'E HEADWALL WITH SPLASH PAD „ „ _
8. A permanent eaeemait must be provided to oswro easy The site should be inspected and debris removed after ackxes for maintenance. Caro should be taken to secure dl b) Check pond Inlet pipes for undercutting, replace 42 THRU 66 PIPE
every major storm. appropriate legd agreements for the easanent, rlprap, and repair broken ptpea
All special conaid~ation maMtenance rosponaibpitles 7. A benchmark for sediment removal should be established c) 'Reseed grossed swdee, IndudMg the vegetated filter TRASH .RACK
will ba Ilatad In the kxbdlt application. to assure adequate storage fa water quality and flood If applicable, twice a year as necessary. Repay eroded MN. B SEE oETAB.
control functions areas immediately. cuss oR MEDWI saE of RIPRAP Ate LENGTH, WIDTH MID DEPTH of APRON
To aE oESICNm er T1~ ENGNEER , „ LAN( SEAL LggANt SEAL
Inspections 8. The maintenance needs of any particular wet pond aro highly dependent an the condition of the watershed that III. Every 6 months I " Sf'S1a1 MOf1El. 8215-B00 (SriIE~SS 2, zauT +~tr;, gRdIUR iD BE
1. North Carolina's atormwater rules uire annual contrbutee runoff to the pond, MaMtenance should always 'M 1+ FOR PB~E WIH.1. KG~1~17 ~ -•~I ~ ~ YID-JLI7. 3. RBtRAP SHOIAD EXTEND UP BOTH SIDES OF THE APRON AND AROUND THE END ;~'~'f TOIFRANCE,I310 COIE~(Bl TO °,~;4 NISTRUCIIDNS AND SPEO~ICATEMIS. OF THE PEE OR CULVERT AT 1HE DISCEIAAGE OUDET AT A WU(NUM SLOPE OF , t, , • t
t s e ~ include m(nlmizing erosion problems and polutant ex ort to a) Remove accumulated sediment from the bottom of the n p ctions by the rocyJiatMg agency of wet detention ponds e P outlet structure. ,n. OF9P~G11~ P~-nIUVDERIJKE / ldNf-SFaI 1-BOD-423-2410 2:1 AND A HEXiNT NDT LESS THAN 1WD THDIDS THE PIPE DW+ETER oR i'•rS CULVERT IE16fn: ~F,~
as a minimum. Moro frequerit Mapections by the land owner, th pond from the kx~ntrbuttng watershed. or pond operator aro strongly encouraged to ensure the s . „ 4, THERE SHALL BE NO OVERFlAW FROM THE END ~ THE APRON TO THE 4 i+: • n ~;'it
ro er tlon of a wet detention ond. Locd ovemments 9, Again, .one must ranember that while gaierol maintenance b) the pond depth at various points M the pond If P P ~ P 9 t~ka are identtfted here, actual needs will from site d~th M reduced to 75X of origind lee d th, sediment SURFACE OF THE RECEMNG CNANNEL THE AREA Tb BE PAVED OR RIPRAPPED a•; ^ SHALL BE UNDERCUT SO TW4T THE INVERT OF THE APRON SHALL BE AT TtIE
can roquMe more frequent tnapectlona, and all local codes ~ ~ ~ should be consulted to site In general, plena must Indicate what operation and will be ranoved to at least original design depth. SAME GRADE (FLUSH) WI1H THE SURFACE OF THE AECENBIG CHANNEL THE APRON SHALL HAVE A CUTOFF OR TOE WALL AT THE DOWNSTREAM END.
maintenance actions aro needed ,what aiterla will be used •!'~s,. SPWW0.' BOIL 5. THE WERH OF 111E END OF THE APRON SHALL BE EQUAL TO THE BOTNM
2. The Division of Environmental Managernent and several to determine when these actlona aro necessary, and who b WDTH OF 111E RECENR+O CHANNEL MAXIMUM TAPER TO AECEMNO CHANNEL b;1 •~yrr ~ a AU. suBGRADE FOR STRUCTURE 1O BE COMPACTED TO 55711 OR GREATER. ; _
local governments have devdo ed in tlon sheets that reapons(ble for these actions Examples of Items that 1V, P ~ should be included on an Operation and Maintenankx Ian serve as chockllsta for inspectors. At a minimum, an i u P Mow the Bided a not lndudin normal) eubm B sTEPS ~ ~e' a1z 7. THE PLACR{G FILL, E11}IER LOOSE OR COMPACTED IN THE REIfENING y'•t'`,,
tnepection should include review of the following: nil de, but are not limited to the folowing: cP s. 9 Y ~ L CHANNEL SHALL NDT BE ALLOWED. '
vegetated shelf," according to the season. Maximum gross a, Debris and litter control checks for inlet, outlet and height will be 6 . 8. NO BENDS OR CURVES pl THE HORRONTAL THE 1 ALW'NMENT OF APRON WILL BE PERMRIID. .ly /
obstruction of the inlet and outlet devices by trash orifice and debris, ctlon after every r~ W B. ANY D AREA FROM END OF APRON TO RECIEVR{G CHANNEL ~
storm producing runoff. Cattails, and other Mdlgenoue wetland plants, are excessive erosion or sedimentation in or around the b. Provisions for routine encouro aloe the ond erimeter however the must be NATURAL GRADE MUST BE 5TAB0JZED, A , w~ y
basin, vegetation managanent/mowing and 9~ 9 P P ~ ~ Y a schedule for these removed when they cover the entire surface area of the pond. ,s Ob0 ;:1:
cradking or settling of the dam, acttvttiea x deterioration of Inlet ~ outlet pipes, The orlftce is deal Heil to draw down the ond in -5 t~ H I RP RAP I , ~ RODNEI' HUNT pEpTM r,: 1Yx12
condition of the emer c a Chedca every 8 months, or more frequently, for. 9 p 2 days gal y apiliway, 1. sediment bupdu and the ne If drowdown M not accom Ilshed in that time, the a em ma I' ,hobby acknowledge thot I am the DISSIPATOR CHART rt ~
atabllity of side-slopes, P ed for removal, P ~ Y ftnancloll r onatblo art for maintenance of this 2 erosion alon the bank and the need for reseedin be dogged. The source of the dogging must be found and Y Q°p P y up and downstream channel conditions, and g g eliminated. detention pond. I will perform the maintenance as outlines DISS.~ DIA. PIPE DISCHARGE L W H DEPTH D50 ~ ALLED PER (INCHES) (CFS) F ~
woody vegetation in or on the dam. or stabil(zatton and, if necessary, a above, as art of the Certiftcate of Com Ilance with MANUFACTURERS RIP-RA ; sPEaFlCAnoNs 4' ~5 WASHED STONE 1 72 326 30 18 4 1.5 0.6' ~
reseeding schedule, P P 3. erosion at the Inlet and outlet and methods of All components of the detention pond system must be ke t in Stortnwat~ lotions ived for this project. Xa~: w~wtuu i
3. An example inspection sheet follows: P ~ stabilization, good working order. . ~ , D~ N07E. ~ DYER OF FlLTER FABRIC ~ 2 72 140 38 44 4 1.5 1.2' . ~
Signature Data 4. seepage through the dom, and SECTION B-B {,1 t 1 ' 'f :'•.+?a'+r'•' fi'.r ` • rrn y~. ; p .r . t • ~ ' ~ v+y,•, r o- S„ r ~ ~ ! 3 36 24 38 44 4 1 0.7' .,r y.~*7~';1 ~ ~ ,.H~'y .,?~'r:.ti~ ',L.;~,;,~; r« .~~i.h:'~ ,~'%+:>a'~~~: •S . /I ?V• •,.t•,T ~ji,w .Y'! ,h,•1 J: 1 1} '~~1 r .4' v ~ 4 ~ ,~31~~
5. operation of any valves or mechanical components d. Agreement signed and not~ized b the rea oneible art' Special Requirements ti ..µ,.~.Ts ,Ir:"•r'r N.r ~•°i ~ r, ?'ti'v,.t,. L,, s=',:~Y•~,~,+y y1, "154aKCitT,11~~'•?'.'•~•"• h •'!,~}itf•~y' 4 15 3 10 6 1 5 0. :u r .t i • .v .1. aio(•, s• , ~I~ie';:~:•:~'• {,;t/ 5
SPECIES y P P Y SPACING SIZE to perform the tadka auu~ ~
apeciffed (n the plan, tnduding inapectiona, i, ~ Public for the State f ~ ~ 5 48 96 26 30 3 1.2 1.0' ~
SOFT RUSH 2' I GAL operation, and any needed maintenance County o 40' certif that m. Y Y ~J ~ r ELEVATION r 6 60 225 38 44 4 1.5 1.2' A SECTION
I GAL personally appear be me ;p~. ~ day of
RICE CUTGRASS 3 I GAL ,JI'9 ,and ackno of the foregoing instrument. Wltn ~ m end a o , ~ seal, 7 60 238 38 44 4 1.5 1.2' ' ~
:A~ cZ: NOT TO SCALE
ARROW ARUM 2.5 I : A~ LtG ; GAL : 8 SOFT-STEM BULRUSH 4 I GAL ~4••• c' 8 72 194 20 26 4 1,5 0.6' NOTfS: PRECAST SiRUCnA7~ SHALL NAVE JOINTS SEALED WITH D-RING RUBBER GASKET'S WHICH MEET
,,F OR EXC® THE REQUDitTiplTS DF ASTM C-301 'STD. SPECS. FOR CONCRETE LOW PRESSURE PB~E' OUTLET STRUCTURE SHALL ~ ATTACHED TT) DEADMAN PER nNDALL DETAILS AND
I GAL c) My commiaelon ~ RIP-RAP APRON SPEdFCAnONS BY A LBVCaBED S1T{UCTURAL ENGINEER.
NiN~r ~ AT PIPE OUTLETS

ANNEL IN A 0 tp
r
~ (!slog L Oerwl ~ I ~ ~ ~~i; ~a
c~ I~ ~ - o J ~ 0 D a raP aF aow s' FREEEOAiM) ~ ~ z
~0=24 "1 I~ ~ RIP RAP DEPTH= _ oESN~+ wcN wATpt (aM)
4 I 3• I sFN~wAT cRESr ~ ~ ~.s'
~ (1•a1 (iNla9
0 • ~ ~ 3. - SECII1kM SnORAGE r IIAx. tY /s wASNm sroNE~ e' aAx. NA>aau+ LEVEL. Or sEON~~Nr a~+ our STANE
I-~-I i ~ 4-po ~ (CLEAN BASNI OUr 1NEN N. ~ ~ 1 9 TINS ll•1IEl REAp1ED)
0 ( 2 ~
1 •_s• 4" ~5 WASHEO STONE
I- ai s~ 1v a 1~~, 1 a-via LAYER OF FLTER FABRIC ~ ~
111 to SECTION THROUGH BASIN AND FLTER ~ a"
.i. r ~
~ \ I ~ d . ~ aASS I oR 2 5 ~ B
` . . cARRr RP RAP LIP s (ro' YNL ~ ~ ~ 90E5 OF SPRLwAT~ NOT TO SCALE I I ~ ~ ~
r ~ x
1. PREPM SOIL Bff01E NSTALIJNC IIDUID END3IDN Cd11ROL PAODIICIS (IEr/d, E1CUaING Mlr NECE.CCSARI' APPLEJ1110N aF LAIE, FERINJZER AND SEE0. w»t: NNF)1 U9YC CEtiA.-O-sEID OD MOr SLID PN6INLD AIE? CYL-O-SEFb WST BE wSTILIED YAIN P~Ppt 3100 OO.M. a>:D, / SET FOICf T BASIN SECiKxI IBOVE j 1 8 N h ? •
2. Ea70N Ar llt 1DP a iME CIwNwL EA' NIQgIN10 tE[ ROC?'• w A d_ (1S O~ DEEP x 8' (1S C~ N~(111pIL11 YNN tp- ~0 pF F~r• EXmaED 6rpa AE UP-SLaE iORfIDN a llt 11OK~L NIL71011 TILE fYxp'~ N'11N A RON a YTAp~/SY 1PNgJWA10.r~IE rJO CY~ w 11E M ~1. . WC' l...' YCr M 11E j'~i:.i4~ t'rtfi:: i!=r.fl;(~~;
tar1DY a nE >w~. Y•L17NL AN0 CoIrvCY TF[ 11101DI1 Arms SMPIINP APPLY SEED ro COYPAL76 >O~AYD r01D now•I1a i~ {]o 09 PDRIaN a aaP'• aial a+tl1 s® Ala CD1/A~YW l01. St01Al[ Ilecr• DYeI COIrACrED sx. wIM A Row a sEAr1a/a7ANiS sacm APPRDIAWTE1r 1s' (JO aq ACROSS nE NOM a 111t 16~'a P aF COMPACTED BERM f ~.44`..tt±.;~t`r: ~';{gr,., ' (JD °Q / E~ RIP RAP APRON iIN1000N R ` ~ kri; ~S ~,••`a.^. +S wASFIFA 510NE
Nou collar ad. w o•1DeIIDY a wwol na w earlw a aYYYn. NNL WN+oLL NIIN A/rApPlNlt sot ADYIISr EIK SDIL s1NPACL ALL IIDOP'• Yusr ar< seaNmr ?A~tOlm ro solL 3ulwAU sr RArwD aDlrtES/stw¢s w APPINw1Nwt 1oG110INi Aa alaNY N1 1IK SYARE PAila•1 DUaE FILL SLOPE SEED M ~~,M~.' ~';~''1;4~'`:""c & ULCH ~ „ / ~ ~TO ENO of oe?uReoo AREA _ ~ : ;~:c.+:;.,,',~;,o" AFTER CONSTRUCTION • ..a.~"~•:a. • • ~
061 U!q M DOE Sra101 . SfME1S/STANp y101AD BL rIACID TNI1011p1 EApI a 11K C0110lD OOIS C01al.1PDIa•10 ro 1!( APPNOPINAIt SIAPLt PA1101Na a. Tact ~ NElC1'• oa o•tR Eta (slNnac smEl 1NM A ~ - C (1o CY -1s CY) alerAr. us: A oousF AO.1 ar SDwLlS SdOCENED (10 M rA+tE varoNN MIN. 0~,,,~ ~ °
APARE ANO 4 (10 D1Q ON CENA7t 10 SECURE Rya S. DEEP ~ (IS OI) NNE 1161C1L~BAC>Q:NL COlir>t.4 M 116N11 NIG RMM0.a SfMID/SfMO] /iPPR~NY\1F1Y 12' (~0 pl) APMf tl A 6' (1S QQ ra (rN M -'~tT ~ °i'~y ~ ~
A (is °4 '1 FLOW 12 MIN. 2 x (7 aln. ~R..=. s+LT cpRrt
a AoAlcExr RBY• Yuri EE o1aN,vPED APPIID1aY1toY Z' - s' (S DY -1iS OIQ posoloNq dl Aarr'• irrq A110 snlnID, is, 7. w llCll FID~ CV•N116• APPUD111pNati A STAPLE CI6;R aLa a waicDlr6oID AT ip IO •0 10pr p Y - 12 14 N1161Y11s USE A DOUwF RDw a sGPSES 1 (~/~T ELEVAIlON OF BERM ANO FILTER ~ ~ a srAxts ~
f saooEllm • po a0 AMRf AND ? (1a CY) ON CN1D01 OYe1 ewE1t wnM a ns aMYRn. a Tm mNtlYa ala a TNt RtcP'• Ylgr K ANCl1ol1® wRN A law a aAPLWsrAlas AvrNmvwnr 1t (a0 M APAIR w A r (1s DY) o®x r (1s al oArA el.oac ~ ~xr rs 1
NNx RIe1a~ aYawta. Ala Daw+1cT M TAOla1 AF1a1 sTAruYa • ~ ~t ( aq ~ wl omuReED sraua aRS;.ARU sroRAC[ ror a etRAl eorrDa ~ pq ~ I Y O Yyy~ G
uxYt solL adaNan. n1t uat a srAPLE oe 3TAKt tDwnls oREATEx THMI e' ps aO lur eE • ro PROPONx ARC410R nE RFXP'a ARU 0lP1N i ELEY. ELEV. H L T W x 7'a aN AC 1 IIBO ~ ~ QNO 6SS 1 r0' I' 6' 7
NOrt 6'-0" TYP. W
A CINIICAL POwq ` MOR~Iw1, afA15[ arraYO a1IDIAS 6 ALmIID N •ti aeNAa r YaDtasMr ro ASSOw fiwIEN m aaaAlc TN[ V
c a PwaltDlm +ww~ult atlaw yawn A~alo nt aYE•a sulrAx a ~ » w boat so< A1t a uwu SEED do MULCH CHANNEL NATURAL GROUND UNE - ,w:;
alE mwt La11ONa°0Nq~4ilNilYll e~is YAr AFTER DIGGING DITCH ' W
DEPTH TO BE DESIGNED wIOTH To eE DES~cNEO GRAVEL AND RIP RAP SEDIMENT BASIN .
V , i gNEER MINIMUM 12 DEPTH 8Y ENGINEER ~
SEE CHART 8 LOw ~ ro { ) (SEE CHART BELOW) o of + N
OR EQUAL L:L ~ sa3, li.tl ~ 1 > ~ ~
4•MI"' NOT TO SCALE X ~ c: PROJECT SIDE G ; ;
Ta aF DAY 10' oucnLE IRaN o>tATE ~ CRATE
lE1T9AY CREn FOR LENOIH 3PNJJIYIY OESKIFI HIGH-wATEA 0.5' fREEBOIRD MIN. A~1~ A NL~ABtE 4 TF1ftJ 12' O•~ 'nape SILT DITCH CHART
r VArtIOUS TYPES OF dITlE1S REMOYA8I,E TRASH RACK Is OP(IONAL NITH wA1ER116HT ADAPTORS
1' MIN. FOR EASE Na MANTENANCE. SOAR-~ SEDER .4J ~ ~ POST 9' Mme' LEFT RIGHT CHANNEL Q10 BO OM VELOgTY NOTE sTEEI Posr -F DITCH
MIlIAED 10 CMP RISER .~_~-VORIEX PUTS OORRUCA pp,YETHYLfJa; SCIImUIE~ ONiY ~ D VND SIDE SLOPE SLOE SLOPE SLOPE(7n (CFS) ~ {FPS) TAB HIGH HATARD SILT FENCE W
AIlFR CRE6T TRASH WICK 2 2 ql~ pym ~ STANDARD z HOG WIRE ANO 8" ~ WASHED STONE ON PROJECT
l r ~ ~ oRAwAREA - 2s.~ so. DIC41 Y 10" YARD INLET DETAIL 1a R„~ ~ uDHT 29.7 Sa RICH _ . SIDE OF FENCE ORANGE cAUnoN FENCE ~ b WASHED STONE
H SEDIMENT CLEAN OIR ELEV. CMP PERFORATED RISER NFIEEL LOAD TRAFFIC ~ ~ ~ ~TEp FOIL UGHT ON PROJECT SIDE OF ~ ~ FFIC of
(Rer. NOIt-3, StTl. N0. ~0.03> No-PERFnRAnoNS (FOR PAVED AREAS, PEDESTRIAN TRAFFlC) ~~n! MAIEINAL SHAD. ABOVE STQNE IO'RIP-RAP APRON NOT TO SCALE PA~tIT~CA51DIG5 AAE FURNSFIFA ~ ~ SILT FENCE , ~ ~ Iri Ma -CLASS J01
Z ~S NUSFIEO ARE FURNI9IFA N
STaNE FlLTER I/3 L 1/3 L KITH A BI,Apc PAINT CLEAN OUT anT , L.t_ . , ,
Z 2 TMTFR0~05~ ~LwE~BY U~ ~ tom' ~ VJ W
A RISER AND A TEE ~ ~ THE NUKE GRAIN CAN Ea: USED AT Z _ W ANCHOR SKIRT
f, , THE BEGINNDIC OF A DRAW UNE s' MINNJUN . Z J
p , •`,"r'; • 019p1ARCE PIPE (BARREL) 0 1X !<'BF1sl ~ W N
•G ~ L.l... U
conc. ANCr+art Arm-SEEP couARs s DATA BLOCK ~ m ~ W ,
STANDARD 01-201 RATED TEMPORARY W ETLANDS F N IN E C G a. 11 RATED
BASIN ~ BARREL BARREL, SURFACE SEDIMENT SEDIMENT APROO%. BARREL PEAK DRAiNAREA ¦ 92.5 SQ D'ICN ETER DIAMETER SLOPE D S Y H Z' d< ELEV L BOTT. TOP AREA STORAGE STORAGE BARREL INVERT OISTSaaARGE NATERIAL~ CAST p20N zs ~ nrcN AROUND SWIM PERIMETER U D20N
REQUIRED REQURED PRaNOED IENG(H OUT CFS - awLtrn NATT7TIAL SHALL . . CDIFTRN TD ASTN AFB -CLASS ~ - 'IAL ~+ALL. Z
1!E . _ FMDLfi CASTDIGS ARE FUrtQSIED TN a+e -CLASS 3q CARE FUeQSFES . ; , ~ T
HITII A !LACK PAINT „ - 'f _ • PAINT _ J~ L.L L..L
. , , - BA9r1 DtA1E ORAw 15' CAST IRO~1 GRATE . N ataTE n L_l_
, . r 0' ItA11E lz' ORAw BASw 1 DRAM . Z

Devdo ment Ma p Hager I 11J
I ADAPTORS TON MT MIL - -Revise and Resubmit -Not Reviewed _ roved as Noted A roved APP _ Z PP (n J
Pro' t Architect ~ ~
-Revise and Resubmit -Not Reviewed -Approved as Noted _Approved W
eASIN s Ts'txlP lo~a+P lx ae7' 4'X4' eo2 , ~ 8' S'(~ 810 Gala 18500 d 9!110 d 31 801.88 MDlTEN11CMT ADAPTORS AVAa1.A0•E FOR ALL Pro t En ineer M ~ 9 / -
PUS11C PPtiC SYSTE)AS D1l1NE DRAIN aWl d ~~aA 16'awp lx abTr 4'TI4' 8' 8' 4. 38' 804 812 90806 100920 183000 28' 803.72 208 ; ' ' -Revise and Resubmit -Not Reviewed -Approved as Noted -Approved (n
1.5x15 TYPICAL YARD INLET INSTALLATIONS Project En sneer E) . ;s 9 ~ ~
TYAICAL t+srAU.ATIaN a oRAw eASrl Ara _"Revl~ and Resubmit -Not Reviewed _A roved as Noted _A roved PP PP W
wlwE o1uNr1 Pro' t En Ineer S Q.. J~ 9 /
"FIELD VERIFY BOTTOM ELEV. WHEN POND IS ORNNED. INCREASE RISER HEIGHT AS REQUIRED TO DE51CN ET.EV. Revise and R mi esub t -Not Reviewed -Approved as Noted -Approved
0 oved onl Z Appr . , y for conformance of the site construction documents to Tar et Devdo er Z
N A id dltion .4 n g P e, E 2 a d the Target building documents. Consultant is solely responsible
or com letenes r Z p s, accu acy, and dlmenslons on the site construction documents.
5IEEL POSE 8' MAX GENTLE SLOPES STEEP SLOPES . , U
wlaE FENCING wa4E FEIICINC
100 Ibs/acre tall fescue
SEEDING 30 Ibs/acre Sericea lespedezo _ F''~
80 Ibs/acre of tall fesue wD~n FTL]ER FA09C ~ MIXTURE {unscanfied after August 15) ~ ~ R FLOW MIN. BOTTOM
10 Ibs/acre Kobe lespedeza o ~ ~ N DITCH LEFT IGHT CHANNEL Q10 TH VELOgTY NOTE ~ D DEPTH WIDTH
FALL: Au ust 25 -October 9 FALL: August 25 -October 15 SIDE SLOPE SIDE SLOPE SLOPE{~L} (CFS) (FT.) FT,) {FPS)
Late winter: February 15 -April 15 Late winter: February 15 -April 15 ,V~~e4rtf .rt t TSD12 2:1 2:1 1.0 44 1.8 2.3 8 3.4 ;k~ C, .
d ANCHOR SKIRT B' NNNMUM SEEDING To extend spring seeding into June, add To extend spring seeding into June, odd b o a.
w uEU aF aluTrwc slMaar. e' aF c' • TS013 2:1 21 O.SO 22 3.1 3.6 0 2.2
DATES 15 Ibs/acre hulled Bermudagross 15 Ibs/acre hulled Bermudagroas 1s wAS~D sroNE MAY BE t191rD Overseedin of Kobe I °~'~NDOWN' g espedeza over fall-seeded Overseeding of Kobe lespedeza owr fall-seeded 's
toll fescue is very effective. tall fescue is very effective. GFNER~ NO1FS: 2:1 2:1 4.0 18.2 0.7 1.2 5.5 3.9 5 ~nr 1C: ~.a d
1. FLIER FABRIC FpICE SHAD. ~ A IIIF111Uw OF 32' IN wID1H ANO ~ . SHAH HAVE A wE+R~nR~i OF 6 t?1FE WIRES WITH 12' STAY SPACING. WIRE FENpNG TS015 2:1 2:1 4.0 50.4 0.8 1.3 10.5 5.3 6 ~ ~ '•.F~,,rrtt *~1~c~,~k;~ , ~ d
SEEDING Apply lime and fertilizer per soil rests, or 4000 I Time and fertilizer r soil is r 4 z. wD~E1F FlLTER FABRIC BE I1SED WHERE SLr FENCE Is To RE11NN z APP Y pe res 0 000
Ibs/acre limestone and 1000 Ibs/ocre 10-10-10 Ibs acre limestone and 1000 Ibs acre 10-1 Q-10 ~ A moo ~ way ~N 30 0'~' s FA~c AMENDMENTS / / a s?m. Posrs ' IN H is wASHm sroNE TSD16 2:1 2:1 1.0 17 2 2.5 2 .7 a,, . ~V . ~9,IV 2 Nan•-oowN srA~s S. CAS- ~,a
f il' StiAll BE S'-0 EK;!{T ANO ElE OF THE ~ ~ v ert 1zer. fertilizer. s!V-FASIENpt ~ ~ttitgittig~ TSD17 2:1 2:1 3A 25 1.0 1.5 10.5 3.5 ° , , : _ ~ ,
o~ 4. WIRE FENCING SHALL ~ AT LEAST X10 CAGE wml A wlnuww of ~Y TSD18 2:1 2:1 5.0 12 0.8 1.3 7 3.3
6 LINE wml 1 ' ~ t~ NOTE ~ w~ 2 . ~o
Ground Cover-- Wherever land i r ' s. TURN SILT FENCE UP SLOPE AT Eros. d Stu bing activity is undertaken on a tract comprising more than ane (1) acre, a graund g, wESH sHAU ~ wIN. sa WITH wuaw TSD19 ~ ~ 2:1 2:1 2.0 10.5 0.5 1.0 4 4.0 PEE. sEf atan ~ srz~
GAGE UM 12' OPENNIGS. cover sufficient to restrain erosion must be planted or provided within 15 working days or 90 colendar days. ,yq y.~ wLl ~ p~~D ~yiD iotED off PUU+S ANCHaR saaT TSD20 2:1 2:1 6.0 10.5 0.5 1.0 4 4.0 6
wHEr~ A AT TOE Di SLOPES t;RFA1fR TIIMI 10 FEET vERnPx (2:1 SLOPE) ~ """"~"i TSD21 2:1 2:1 1.0 92 1.06 1.6 sTA~~
NOTE 2 EL AT oEialDm LNAIS WHERE AN uNpSfUReED SUFFER IS so FEET qt LEYS Ay~tAY MAINTENANCE NOTES: 18 3.4
Graded slopes and fills-- Within 15 working days or 30 calendar days, or completion of any phase of grading, whichever e. ORANGE SAFETY FENCE IS REOINRED AT EfACK Oi Silt FENCE 1• BARRIERS sw~u BE INSPECtED Err THE iN1ANgAlLY
period is shorter, slopes shall be planted or otherwise provided with ground cover, devices, or structures sufficient to restrain g y~ ~ ~ SwMi RESPDNSreLE PARIY OR HIS AGENT 1MiFAlATELY Ai1ER EACH ) RAINFALL AND AT IFAST DNLY DUfWC PROLONaEO RAINFALL erosion. (R6ER T'0 SwW BUFFER GuloEUNES). ,wy REPARS NEEDED SHAH BE MADE RiYEDIATELT: NOTE: 1 ALL SILT DITCHES TO CONFORM T 0 C.M.L.D. STD. 30.05.
2) ALL DITCHES TO HAVE 0.5' OF FREE60AR0 ABOVE Fl.OW DEPTH.
2 SHOULD THE iAE1RIC DECOMPOSE oR BEOOwE R~IEFFECD~E PRIOR TO THE END OF THE E%PECIED USAGE liE AND THE BAF!!llfR STILL R NECESSARY, THE 3 UNE CHANNEL YMTH NAG SC150BN R 0 EQUAL
FABRIC SHALL BE REPl11CEA PROAPILY. 4) MMNMUM DEPTH IS MEASURED FROM DITCH BOTTOM TO TOP OF BERM.
3. SEDMIENT OE.POS115 SHOULD ~ R>EMOYFA w11DF DEPOS115 REACH APPRO>L FNLF THE HEIGHT ai THE BAF>RIER. ANr SEDIMENT DEPOSITS REWiMMNG M • S) UNE BOTTOM 1 SO' w11H NAG S150 OR EQUAL
PIAL:E AF1ER THE SIIT FENCE IS RE110bEp SHM.L RE DRE'SSEp TO OONFOITM 6) UNE BOTTOM 150' WITH NAG SC150 OR EQUAL
TO THE EIOSIINO GRADE, PREPARED AND SEEDED.
NOT TO SCALE
TEMPORARY I T F S L ENCE
N°rES:
N~ td•0" 't 8EE 8T0. M tlSS.~.S FOIL 9ENlRAI NOrEa. -I O H" Z N M t " ~
1. A STABILIZED ENTRANCE PAO OF /5 WASHED STONE OR RAIL ROAD BALUST SHALL BE LOCATED WHERE TEMPORARY SEEDING FOR WARM AND COOL SEASON TRAFFlC WILL ENTER oR LEAVE THE coE15TRUCnaN SITE oNro A Pueuc STREET. 1 DHp~ = 2.81 2-"6' p• ~
2 FlLTER FABRIC OR COMPACTED CRUSHER RUN STONE SHALL BE USED AS A BASE FOR THE CONSTRUCTION ENTRANCE. t- 71 fA a B 2-Yt • 0" Flu ' " ~ ~ m= FACE Y FILL R p H~ U
3. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING Of SEDIMENT ~ > t~ nu FACE "-'a ~z N ~Q ~ oo z ~ t.ri stet. ?Ait[
EARLY SUMMER SEASON STEEP SLOPES ~ ONTO PUBLIC STREETS ~ EXISTING PAVEMENT. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITION ~ 1. SEAMiENT SH GENERAL OTES: ( ~1 8EE "v"Q t'•e" ~ ~ . ~ e ~ "Y ! 9" W LL= P ~ C I t- O 1. SEONIENT SHALL BE REMOVED AND TRAP 2 H r 91 A ~ • Nt P 9" "N• Q V'
STONE AS CONDITIONS WARRANT AND REPAIR OR CLEANWT OF ANY MEASURES USED TO TRAP SEDIMENT. RESiO~D n RESTORED 7D ITS ORILiIiAI, ONIE11a0NS O a ~ " , , " " . F = Z w
4. ANY SEDIMENT SPILLED, DROPPED, WASHED, OR TRACKED ONTO PUBLIC STREET'S MUST BE REMOVED IMMEDIATELY. WHIN ~ s SEEDING 40 Ibs acre of Germon mill ~ 1~ ~ wltEll THE sttpllMOtr HAS ACgtLNlLA1m I Q ~z o m s i 9 OIA. N~INB v1 • 1 •e t Ot.,. O TO 1/2 1LLE K~01 DEPIIt OF THE TRAP. Q\ ~ St~tACE ~ ~ D ~ 0' Asort 0 N T4 ~ LLO ~ J
/ et 120 Ibs/acre Rye (groin) 5. WHEN APPROPRIATE, WHEELS MUST BE CLEANED TO REMOVE SEONIENT PRIOR TO ENTERING A PUBLIC STREET. WHEN 2 REL101E0 SB I RE $0 Ibs/acre of tall fesue 80 Ibs/ocre tall fesue WASHING IS REQUIRED, IT SHALL BE GONE IN AN AREA STABILIZED WITH CRUSHED STONE WHICH DRAINS INTO AN M A suTABI AREA ~ a ~ 1 FL.Dw MME a ° ~ ~ 2 REMt>Vf0 seDlwoiT SHALL eE oEPOSTE ^ ~ F~ , - ao " ~ e z ~ ~
~ APPROVED SEDIMENT BASIN SEE STD. N0. 30.118. WANNER THA Ni A SUITABLE AREA ANO NI SUCN A ' $ ~ ~ ev ~ U Tw 0.t"t MANNER THAT IT MN.1. NOT ERODE. S'~ B"•"T o ' W ~
- ,j 6. CDOT MAY REQUIRE A STANDARD COMMERgAL DRIVEWAY (STD. 10.24 dt 10.29) TO a THE sTRUCTT : e" ~ " . ~ D 3. THE STISlCTUAE SHALL BE NiSPEC1ED BY CONST. JT. 81 ! ! a
May 1 -August 15 October 25 December 30 ~ ACCESS THE CONSTRUCTION SITE IF THE DRIVEWAY IS ON A THOROUGHFARE. ~ NIS At~411T A THE FlNA%CIALLY IESPONSIBLE PARTY OR S7oRaGE ~ g a~,0. HIS ACIIIT At1FR EAQI smRr EVENT ~ ~ SECTION - AA
AND RFPAN7 i~A,,~ M„~ ~ ~ ELEVATION SECTION - BB .J
SEEDING Refertilize if growth is not fully adequote. Between December 30 -February 15, 100' MIN. 4. CONSIRUCIIp1 OPERATIONS STALL 9E GARBED ' ~ ~ BILL of wTERw. FOR EMOwAII.
DATES add 50 Ibs/acre of annual Kobe lespedezd. auT ~ ~ PUBLIC STREET WATER Polo OUT M AIGI A MANNER THAT EItOSON AND ~ m " g,•D, 4' REINI`. STEEL ~ pI~ J wAIER Fa1t111oN ARE MtNMIRED. ~ ~ M p'•8 TY 1OF A e~
Apply 4000 Ibs/acre straw or equivalent Apply 4000 Ibs/acre straw or equivalent s THE SEDIOI J m ~ alw SIZE LENGTH N0. ~aart g hE SEOIOIT TRAP SHALL BE REMOVED ANO / O Z Z 11lf~- t ! ! i " Q
hydroseeding. hydroseeding. j E>osnec cRauNO ~ s THE AAEA 3TABIltZED MHEN THE DRAWACE ~ ~ O I MM IN • Bl L1~4 5 -8 4 t 5 C \`~y t' , "
Spl STABEJIATION FABRIC BASNI ~ 1 UNDER p WASHED STONE Q ON LARaetl BASH t1A: QN PROPERLY STABRIffD. ~ N ~ M t t~ ~ FOOTINe ~ ~ S PIiE NDf B2 ~a 4 -6 4 12 LL ~ Y NA , " N ~ z a7 ' ~ BiIORN G1 ;T7 9 -8 2 40 Z
SEEDING Apply lime and fertilizer per soil rests, or 2000 Apply lime and fertilizer per soil rosts, or 200b eE REauIRm & ON LAtA'~t DRAINAGE AREAS RIP RAP MAY 1 ~ ~ Z 'or ' t t1Sti ~ : ~ " W o BE REOlN1ED UNDER THE WASHED STONE. ~ 1 m M1 ~4 7 - 10 4
AMENDMENTS Ibs/ocre limestone and 750 Ibs/acre 10-10-10 Ibs/acre limestone and 750 Ibs/acre 10-10-10 100' MIN. Nq~; ~ fertilizer. fertlizer. I fA _ Td iLae 2 8 I-r O !it ~ -t = H2 ~a 5'-s" 2 T W O NOTE: LEAVE GRATE OFF STRUCTURE BUT STORE ON SITE prate N y D H.1 r1~4 '3'-5" 4 1"r w
~ taoa - <,<~ N A z ~ ~ t q 9 o W o.
~ - - - - w - $ .O ~ Nt ~ 3'-t1" 57 L-t ~ Ro„ i G~ ~ ~ Z ~ I e r 14 O OC r ~ 1. I " V O.
w 24 MIN, b t3 0 •a~ TAPER DETAIL ~ i4 3.5 8 18 ~ Z , CATOH H ~ I Q ~ .
_i ~ BASIN m m ~ r Y ' s sPA. ! e" ~ e 9PA. • s" Ftu FACE T1 Na 14'-8" 6 58 ~ V
~ U co J 5~ ~ D "M' BARa IN lOP AIO 2 SPA. ! 2.8 STA. 3-V2. 2•vs, 2 v4 Z-V6 ~ " m m ~ e' s'-s• eoTTDM of FDOTIIrr vACE z-Ht, t Lp T4 ,~a 6 -9 6 27 H w
0] 7 SECT10N A-A La h ; , ~ BPA. ! t'-3" FIlI ~ • TS LTa 2'-tl" N ~ ~ 40 87 m z PLAN FACE 3-H1, 1•H2, 1•H3 4 aPA. ! 1'-8" , " ~ W O
Q. iD Z 'n N2 Y2 sm. FACE Vt X14 T •3 6 29 O V H
7C O ~I ~ p•Y2, t•VS, V2 N4 5'-10" 10 39 Z O STONE INLET SEDIMENT TRAP ~ o z ~ " t•v+. ~-v5 ~ " z zt +'"r' a ~ ~4 5 0 6 20 n~ Ic
D 312` V4 4'-1" Z Z O r ~ v4 era 6 16 w ~
r ~ o " ~ a'•N Nt vs v5 +w 3'-2" s 13 W
~ ~ a Z3 1r•10' e" Zl Nt3 4'-8" 6 42 ~ •
STABILIZED CONSTRUCTION ENTRANCE Ht s'a" ~ ~ - Z2 N5 4'-0" 6 25 H2 s'•tt" 1'•t" t-~ J 5-N
' SEAS NA 0 L 1 s.N2 H3 Y-10" n r, 8 SPA.
ET 2 OF 2 "H" BARS N "Z" BARS " ° AE
WING ELEVATION I~' s55 838.39 caN.rc.s. a~. vns T.5 SLEET x of 2
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GOODMAN R ( 1 / / r ~ 1 I I , 11 1 1 1 1 111 1 1 I h \ ~ I r l I \ \ I ~ J 1 I 1 11 ! I I + I I 11 1 1, 1 1}11111\ 1 _ \a\ \ 11//, 1// \ \ { ~ l I / 1 ! 1 1 I1 I 1 1 , 1 I II \ 1 \ 111
OAD 60 / PUBLIC R m i / i 11 r \ r 1 / ~ ~ ~ , ( ( ( r ~ OR r I 1 1 1 / . l ! l I + I 1 I I 1 1 1 1 1 1 1 I I I 111 \ \ r l / \ ! 1 /1i 1 I 1 1 ) 1 , r l 1 I I I I 1 1 ! I \ 1 1 1 1 1111\ 1 \ ~1 \ ~ \ I ~ I
- ___--i"'~ ~ i DEMOLITION NOTES: PER DB. ~ . . ~ ; I I 1 ~ s ti~-,. ~ 432 PG. 1 , 584 ~ r / / , l/ r l I 1 1 1 1 I 11 I 1 1111111111111\I\`, 1 ~ \~\\1 ~ /fl / / / / , , ! / , I 1 I 1 ! 11 I I l 1 1 1 1 1 11111 I P \ I \ / IU 1/
1 1 / I / ~ 1 / 1 / / 1 I I I I I 1 1 1 1 1 1 1 1 1 11 i, 1 1 1; 1 1 \ I~^ / / ~ / I / / , / / 1 I ~ i I \ 1 1 \ \ 1 1 1 l 11 i 1 l 1\ , ! / 1 \ w , : ~ I / . / / I I I / / / ! , I I 1 1 \ \ 1 \ \ + 11,1+ 1 1 \ \ !li 1
~ ~ 1. CONTRACTOR IS RESPONSIBLE FOR OBTAINING ALL PERMITS REQUIRED FOR THE DEMOLITION , I 1~ ~ , /r % / / / / / / / 1 1 / / l r 1 I ~ I I I , \ 11 1 , 11 11 11 11 1\\\ 1\ r, 1 /I I I 1
AND REMOVAL OF THE STRUCTURES LOCATED ON THIS SITE. \ R , ~ .e ; / , . / , 1 / ' l I l / / l ' l r I I I ' \ 1 1 111 111 \ I`~-_/~ \ 1 / ~ ! J ~ I < / / , , ! r / / I / 1 / / / l 1 / I I I 1 11111 tl1 \1\\\ \ \ / / 1
\ 1 \ , ' ; ; / / / J r / / ! I ( I 1 / 1 ~ 1 , I I I I 1 11 1 11 1 1 \1 \ \ I 1 dl~ : \ / / / / / / / I 1 I I I I / 1 , /1 J I I I 1 111,1111 \ \ I 1 Ilr.^ \ !
. CONTRACTOR IS RESPONSIBLE FOR COORDINATING WITH THE LOCAL UTILITIES THE REMOVAL ~ ~ 11 1 Q ; 2 1 1 / , I I r 1 I r/ 1 I i I 1 1 1.1 1'111 1 y\\ 1 \ -1 I I , u 1' 1-. ~ / / ~ , I r / 11 / 1 , / 1 1 i i 1 1 111 ` 1 \ \ i ~ 1 \ \ 1 1 1 1 \
OF LIGHT POLES, POWER POLES, WATER LINES, AND SEWER LINES. ~ , ~ / / , , , ~ I / / , , 1 , , , i , 1 x\111\,, 1 \ 111 , ~ \ \ , Ill I 1 ; ,
\ / / , ~ / / / { 1 /l / 1 / / 1 , 1 ~ 1 111 \ 111 \ 1 i i \ \ \ 1 ! { ~ I \ 1 / ' / / / / / / ! 1 ! I I 1 1 '1\1 \ 1 \ 1 \ /
1 3. CONTRACTOR TO SAW-CUT EXISTING PAVEMENT A6 REQUIRED TO REMOVE PAVEMENT AS \1 / / / / / / l ) / / 1 / / / / l 1 1 1 11 11 1 5 1 1 1 1 \ J 1 1 1 , { i ~ , , / / / , , I I f 1 / 1 1 11 \ , \ \ ~7 11 ~ I 1 / / / / / / / r 1 , / / / / 1 1 1 / , I I 1 111 1 I I \ I 1 ill I /
/ , _ ; / O~ / ! l l i l I l % / f 1 I 1 1 % % 1 1 1 1 I I 1 1 1 1 1 1 1 I \ 4{ I 1 I 11 / 1 , ~ / l ! , I ~ , / , / ~ ! 1 / ! I 111 11 I 1 I 1 ~ f I 1 1 1 I /
REQUIRED. 1~ / , / r/ / p~ / / / f 1 / ! / / ! J 1 1111 I 1111 1 1 ~ < r.l 1 ` ~ / ' r' / / I ! / r l / / I I 1 ! I 1 1 1 I l\\ \ 1 1 \ 1 1 1 1 1 1 ?
r / / l / I / / % l I / r. n / 1 1 % / / ! 1 1 I `1 ~ 1\\ ~ I j r,1 / 1 ~ i / / j j / I I i ! ~ f / / / j / 1 / I 11\ \ Iljt II ~ I\ / 1 11 I / <
M AVAILABLE / / 4. INFORMATION CONCERNING UNDERGROUND UTiLITIE$ WAS OBTAINED FRO , / / / / / I~ 1 , J 1 I \ \ \ \ \ 1 1 1 \ I / I / / / / / 1 11 I 1 ! 1 I / ~ \ Il t1 \ / 11 Ill .1 I / / / , / r l ( ! ~ / / 1 I ! \ \ 1 \ \1111 \ i 1 1 I~( I / /
RECORDS AND FIELD LOCATIONS WHEN POSSIBLE, BUT THE CONTRACTOR MUST DETER NE THE \ \ ~ /
EXACT LOCATION AND ELEVATION OF ALL EXISTING UTILITIES BY DIGGING TEST PITS BY HAND AT 1?- / 1 ~ ~ / r' / / , /rv/ /J / / 1 I I I 1 III\\\` ` / / / ~
ALL CROSSINGS WELL IN ADVANCE OF TRENCHING. IF CLEARANCES ARE LESS THAN SPECIFIED ON / , ~rl
THE PLAN OR TWELVE (12 WHICHEVER IS LESS, CONTACT THE DESIGN ENGINEER AND THE ~ , ~ ~ , ~ / / / / , / ! 1 I / / 1 / / / I I I , \ 111 . Il / I / ' ?
OWNER PRIOR Tb PROCEEDING WITH CONSTRUCTION. ~1, / ~ / / , / / / , / / / 1 _ I I / / 1 I i ~i l Ill / / ~
/ ;
5. THE CONTRACTOR SHALL REMOVE ALL EXISTING STORM DRAIN LINES, ASPHALT PAVEMENT, i / / ; ' / , / f
y 1 / ~ / / / RK ~ / CONCRETE CURB, AND ANY OTHER EXISTING CONDITION WHICH WILL INTERFERE WITH THE WO R / ~ i / / / /'mar' ' ' / / / / / ' / V^_~ ' / / / ' + ' ~
r , , , / AS PROPOSED ON THESE PLANS. ~ ~ /
11 ~ , , ~ , ,
J / ~ / . ~ / ~ ~ , / < / / / 1 r 1 ! / / / //'_-r' / ..r~i/iii' / r i / ~ ? /
A BE P RFORMED IN ACCORDANCE WITH ALL FEDERA STATE AND LOCAL ~ II ~ , - / 6. DEMOLITION SH LL E ~ , - / , 1 k ~ /
REQUIREMENTS. - I\\ ~ ; ' / ; / , / / / / / /
' 7. ALL DEBRIS SHALL BE REMOVED FROM THE SITE AND DELIVERED TO A LICENSED TRANSFER ~ / - / / / / / / / / / / / r/ / r //r /
STATION OR LANDFILL. - ~ i / / i' / / / / / / / / / / / / / ~i' / Y / / / / / r / / / / / / / ~ / / / / / / / / / ~ r /i' / / / / / ~ / l ' / / / / / / / / / r iii' , / ,
\ / / ~ / ~ 1 y,6~ , / / / r r' / , / / / f~ / ~ ,//~~r,r \ / /~r Y ~ / / / / r r r / /
~ / / 1.! 8. THE TRENCHES WHERE EXISTING UTILITIES HAVE BEEN REMOVED OR RELOCATED SHALL BE / , , / , ~ , / , / I , / l ( / I Yi' r ~ r~r, , f.•'
R PR TOR. ~ ~ ' COMPACTED TO 95~ STANDA D OC l ~ ~ - P / l / / / r' / / / / / / / / l ~~r r /irr,/ / /
y , , / r / /
TOR SHALL NOTIFY ALL PERTINENT UTILITY COMPANIES 48 HOURS PRIOR TO + 1 9. THE CONTRAC B COORDINATED WITH LOCAL UTILITY COMPANIES TO MINIMIZE
ANY DEMOLITION WORK SHALL E ' r\ ~ 1 ~ IMPACTS ON UTILITY DOWN TIME. ' / / / / / 1 ~ / / / mar/ ri i'i~...~s /
,
10, IF ANY ASBESTOS IS FOUND ON SITE IT SHALL BE REMOVED AND DISPOSED OF IN . ~ ~j ~ . / , ~ f i~,/ iii/~~' .':'ii i ~ \ ~ / G// / /
ACCORDANCE WITH ALL FEDERAL STATE, AND LOCAL REGULATIONS. 1 - ~ / I /A. . / / / / / / , ~,/\\i ,/~j ,//~~i'ii' '
' / / l~//~//~ i''~ ii'i'/~''~' .Y / / / •
11. REMOVE ALL EXISTING ASPHALT FROM SITE. ~ ~ ~ / ~ - / , i' i''r r r,. /i,/r / /
~ / 12. REMOVE ALL EXISTING CONCRETE BEYOND EXISTING SIDEWALK, ~ i ~ ri :/ij/ r i t i t r ?//~^iri //i rr ^ % / f / / / i / / / / r r / / r ij' \ /
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AT 1-800-632-4949. ITS THE LAW. y: . / ; / / / / ~ ~ r J.,~ 62Q
i U DIG STOP. CALL THE NC ONE-CALL CENTER ' r.~-!, NOTE: BEFORE YO ~ 6~ . ,
i

i'°~ PROP, GRADE
N ~ r ~ ~
~ ~ p• CREST=623.98 ° o o ~ CONCRETE HEADWALL
~ 6:1 SLOPE OO 6:1 SCOPE A A
#57 WASHED STONE OUTLET CREST=621.50I~ 1 ~ ~ 1 6• PERFORATED PIPE TO EXTEND THRU
6"x5'OPENING RETAINING WALL PROVIDE ANIMAL SCREEN
FOREBAY ELEV=615 INVERT ELEV.=619.00 ~ "1 ~ 2 AT PIPE OUTLET
v NORMAL POOL =616 5"0 ORIFICE=616 24"X24' ACCESS OPENING 10'
2 2 8'x8'(INSIDE DIM.) PRE-CAST BOX CONCRETE WING~VALL(S -lt 1r WALL THICKNESS = 6" /SEE RIP-RAP DETAIL B ~ 4"PVC DRAW 6t0 INV=609.67 +INGWALL(SEE DETAIL BELOW) , GRAVEL FlLTER
DETAIL BELOW P~ ~T• BADE MIN. 1Y COMPACTED FlLL ~ ~ ~
~~j / \ AND FILTER DRAIN,SEE
DRAIN,SEE DTL.BELOW - ~ arss I ~ ~
RIP-RAP ~ ~ ~i7 STONE 3' TO ~
NOTES: 1. ALL EMBANKMENTS SHALL BE SEEDED IMMEDIATELY ~ ~ ~ ' % ON CLASS I X57 STONE 814 RIP-RAP ~ ' a ~
UPON COMPLETION. -66'±-72°RCP 0-RING Q 0.5% 1s_ TRASH RACK DETAIL DE WATER ~ ~ FlLTER FABRIC
2. POND TO BE USED AS TEMP. SEDIMENT BASIN, NOTE Nor m scue Q'~' (MEtAFl N0.140N s1o •
SEE TEMP.W~ET PROTECTION DETAIL THIS SHEET. CONCRETE ANCHOR n OR EQUAL) ~ ~I c o
REMOVE SEDIMENT PERIODICALLY, NO LESS THAN ONCE A MONTH. 2'x25'x25'(SEE DTL. THIS SHT.) 2 ~ ~ o
SEC110N A-A ~ ~ » ~
WHEN PERMINENT GROUND COVER IS ESTABLISHED, REMOVE 6"STONE BASE W/ 6 PERFORATED PIPE
ALL SEDIMENT AND SEED AND MULCH. COMPACTED SUBGRADE TEMP. FI R DETAIL FOR BMP 1 1. O-RING PIPE SHALL MEET ASTM C-78 AND SHALL MEET OR EXCEED ASTM C-361 NOT TO SCALE
WITH JOINTS MEETING AS'IM C-M3, I; ~ s
LONGITUDINAL SECTION BMP 1 2 ALL PERFORATED DRAIN PIPES TD EIE CAPPED AT ENDS. ~ ~ ~
CO
NOT TO SCALE PR
" W 8 OF
V 1. ~ \ AN • \ "
I,~ < 3/4 0 HILTI KWIK P~CAST ' , 1 " 80LT, 4"EMBEDED
~0~ ~p~ CREST=620 CONC. BOX ? e
~ 6:1 SLOPE ~ 6:1 SLOPE A , , RE4 D PER ?-.I • A , • V 9~ ~ ~ < ~ 5~~~~
' i1 i~ 4 d HILII ~ ~ ~ ~a
EXPANSION 4» 1 . , I o K A-STD ANCHOR ~ ~ oa BOND EMBEDE ~ a~^^~
#57 WASHED STONE OUTLET CREST=619 ~ 1 r -11 0.8~x ~ NING 4 SIDES - ' ~ REQ D PER W o " a 'fz ~ .
E ~ < < " C .ANGLE ~ aha•~ h~a~ ~ c m
FOREBAY ELEV=616 INVERT ELEV.=618.20 BASE 1 ' • L6x6x1 2"x8" CONN. ANGLE i • . ~ ~ •
? NORMAL POOL =617 3"0 ORIFICE=617 DEADMAN • ~ ~ z "w
3000 si 1 ~ _ p F
2 4'x4'(INSIDE DIM.) PRE-CAST BOX 36"CONCRETE FES .1 , . J ' DETAIL BELOW PLAN. • , ' ~ M a a•
?lt 1r I WALL THICKNESS = 6" /SEE RIP-RAP DETAIL B 4"PVC DRAIN INV=613.85 ts• La • • f 0
1 6~4 AND FILTER DRAIN,SEE ~ • ~ 1.1, , A sEE SECn 8. ~RAIN,SEE DTL.BELOW • ,
Gass I , • ' CK_ r RIP-RAP < , M' ~ f ~ L8x6x1/2"x6
/57 STONE 3' ' ~ ' , ~ . IC y, CONN. ANGLE oN aass i ~4 ~ 12 •O:C. ~ , , ' , ~ R T1fP. FDR e I
NOTES: 1. ALL EMBANKMENTS SHALL BE SEEDED IMMEDIATELY ~ 818 RIP-RAP EA.WAY,T~CB; .1, ~ ~
UPON COMPLETION. ~ -30'f-36"RCP 0-RING ~ 0.5~ 1a• < < DE-WA1ER ~ 1 ~ ~ LL r '
2. POND TO BE USED AS TEMP. SEDIMENT BASIN, HOLE v ~ ao ~ i . 814 • ! ~ • (n W
SEE TEMP.INLET PROTECTION DETAIL THIS SHEET. CONCRETE ANCHOR , . 8" 8 Z • W
REMOVE SEDIMENT PERIODICALLY, NO LESS THAN ONCE A MONTH. 2'x8'x8'(SEE DTL. THIS SHT.) z I ~ . M
• Z J SECTION A-A / EPOXY PLAN.
WHEN PERMINENT GROUND COVER IS ESTABLISHED, REMOVE 6°STONE BASE W/ W ~ BOND ~ TEMP. FILTER DETAIL FOR BMP #2 ~
ALL SEDIMENT AND SEED AND MULCH. COMPACTED SUBGRADE NOT TO SCALE
LONGITUDINAL SECTION BMP 2 SECTION
U
NOT TO SCALE TRASH RACK OF TUBE z »
ALUM. • 12 O.C. _ A A ANCHORED TO BOX
8'MIN. TOP BOX
PVC PIPE THE SIZE
CREST=621 OF ORIFlCE Z
~ 6 ~ SLOPE O 6 SLOPE
I W
WATER SURFACE Z J WATER SURFACE
7 WASHED STONE OUTLET CREST=618.50 ~ t r 311
8"x4.25' OPENING 4 SIDES o W
FOREBAY ELEV=611 INVERT ELEV.=616 PLC
• 612 5"0 ORIFlCE=612 72"CONC. WINGWALL(SE 2 8'x8' INSIDE DIM. PRE-CAST BOX SEE RIP-RAP DETAIL B ~ ) / INV=605.53 V V WA DETAIL SHT.C4.2 U) G LL(SEE ) _J
DETAIL BELOW(DISS.#8) (n CLASS I
RIP-RAP j W
? 11 ~ r ALL THICKNESS = 6" AND FILTER DRAIN,SEE 0 4'PVC DRAIN 606 ~i7 STONE 3 ~ ~ nn 1-1. )RAIN,SEE DTL.THIS SHT, sass I
eTS R~-RAP I 1I~
x ral~at Z Hq.[ z
NOTES: 1. ALL EMBANKMENTS SHALL BE SEEDED IMMEDIATELY z 2
UPON COMPLETION. 78't-72"RCP ~ 0.6% SECTION A-A I'
2. POND TO BE USED AS TEMP. SEDIMENT BASIN, LL s 1
SEE TEMP.INLET PROTECTION DETAIL THIS SHEET. CONCRETE ANCHOR NOT TO SCALE
REMOVE SEDIMENT PERIODICALLY, NO LESS THAN ONCE A MONTH. 2'x26'x26'(SEE DTL. THIS SHT.) NOT SC
IARS .A• 1. ALL EXPDSED R1 BE CHAYfERED 1' k 2. ALL ooNORr:TE To ' 71DO PSJ MINIMUM WEIGHT
WHEN PERMINENT GROUND COVER IS ESTABLISHED, REMOVE 6`STONE BASE W/ Y ~ SPACED e' ac. a. ALL EXPOSm eE coNOAVE TOOLED. RING oa Les
ALL SEDIMENT AND SEED AND MULCH. COMPACTED SUBGRADE ~ 4. MORTAR JONIIS R BETWEEN 3/B' AND S/8' THICK. COVER e8 LBS
5. CONCRETE ePoac I~~R usED p+ uEU ~ wuro y - 1 COLNION CUY eRK'A4 ~AENO BRK~K WILL X X ~ r eem.~n.
r1All~ITI If11AI AI CC/~TI/'1At D\I~~ Z
LVIVVI I VVIIVI`1L JL1r I IVIV UIVIf- ~1 ~ ~ ! ~ a FDRr1'-o• W 1Ifl0~~ LESS USE B' WALL OVER 4,{{{{NIi:CIP;p rp '
, b'-0 W HEIOM I~ 11' WN.L TO b'-0' FROM TOP ~ e~ ''I e OF WALL AND 0' YT~1L 10R THE REMNNING b'-0', p .e e
NOT TO SCALE wru our s, YW. . w~h S)~ ` S+ P ALL ~IRICTIDN ~'-e IN DTpnl sIULL r ~ ` c b
iKIL OK 00. N A O C L F O W K Y r~. 1 ' OF E-1 ~ FRONDED WITH 1'-2' ON CENTERS. S1EPS ^ N ~'F /2 1HALL BE IN WOH STD. 20.12. NANIIOIE ~ : C y OPENING TO AVON 111111EPS. ~ ' ^,f t' o ~
erotton and Maintenance POND MAINTENANCE REQUIREMENTS = ; °t n. ~ ; r + r ; it OP a ann o ~ a rte.,! .
MNNTENANCE STANDARDS FOR EXTENDED DETEN110N AND WET PONDS Pro,Ject Name: AFtnN RIDGE Bt,iP 1,2,3 Project Number. r r ,r r r s, , • 1. Routine maintenance b vitd to the proper operation of . 'fdlt..''. d Y 1. qnR ~ '
the wet detention basin Schuller, 1987, pp. 4.13-4.17; R sN~le part , CHILDRESS KLEIN Phone Number. (7')842-9000 s, ( Y o ~ A A r ~ ° to AU. PIPE IN sTalu OM11 siR~tuRE to BE 0 a~~
Sediment to be removed when 50X of forobay veluma to M aid DNR, 1988). No two ponds aro the same, but every e< L aM 301 S.COLLEGE ST.CHARLOTTE, NC 28213 filled and/or when 20X of the permanent pod volume is pond will requiro maintenance at sonro point, and their Addre~ F FRAME AND COMA " Pt1W DF COVER 1TRlIC1( EVEN WRH ns NNDE WNl, GROUTED AND twTOtN o' C ~ e,,~'Ihl1-r.• ~ r~.w`+ STD. 20.10 1RUSHm SM001FL ld~I~~~ +co.va° ' rr S'. ~H~a ``eoti
tNled (design storage volume must account for voume lost ma~tenance needs wNi vary with the size, typs of o~ + r + , ~ w /2' aF E b ~ T'' ~sra+E~o OF N(a q ct~c Fnor eA~~ ~a~ ~ I 11111{H{{
to sediment storoge). watershed, location, eta I. Inspect monthly, or after every runoff-producing OF NUMBER 71M M A BAG OF POROUS 1 FABRIC SIWl BE FAOH WEEEP IpLE FROM V7t'W 12. ALL SLABS SHALL BE IMRD.
rainfall event, whichever comes flrat Sediment traps shall ba deanad out when fNled 2. Adequate funding to one of the moat important factors ~ ° 12' T2'
to a wkxxieeful operation aid maintenance program (Maryland a) Remove debris from the trash rack, ~ ~ v ~ 1-~?t-~1 - SECTION D-D aM
No woody vegetation shall be allowed to grow on the DNR, 1988). ~ I _ ~ REiNF. -e o I I SEE COVOI DE7All BEl,0Y1 PIPE SPAN M1D1H IQE BATS
embankment without special design provielone. b) Check and deer the orffice of any obstructions If a , 3. Designation of a reeponaWe party(lee) le important to pump k+ used as the drawdown mechanism, check for pump + + + INI~r I _ I MNIHOTE I I ' 6-1/t' D A B F ND. LENOTII 3Po ~ 4,
e station she a cut when it exceeds 18` In eratlon. + + 0th r veg it b aseuro proper Mspectlon and maintenance. oP + + I 42' 4'-b' 4'-B' 4' S'-0' 22 b'-S' ( ~ I 48' 8'-0' b'-0' S' S'-4' 24 0'-1'
height unless part of planned landacaping. + + rte' I I ~ 64' b'-b' b'-b' b" /'-70' Zd 0'-T' ao• e'-D' e'-a e' r-4' 2e r-~•
4. Estimated annul operation cell ma&ktenance (OdaM) cosh c) Check the pond aids elopes; ramous trash, r~air eroded + + + Debris shall ba removed from blocking inlet and outlet for wet detention basins of 5X of consbuction cosh wen areas befOn the next rainfall event, e 4 ` i _ f•.. • • • e' • e' _{o• sD r-T• />e' rucnls 1~4 • Tr-0 -e - r
structures and from areas of potential dogging. found in a curve conducted by the State of and on + + Y ~ _ Tr '-~o->fA' Tla
their wet detention basins (Maryland DNR, 198a pg.37), In d) If the pond is oparoted with a vegetated fNter, chedk - the filter tar sediment axumulatlon, erosion and r er ` ` , r • , , . The k~ntrol shall be kept structurally sound, free from addition the NUPR study in Washington, DC estimated Od:M p °p ~ • o SECTION X X ~ ~ ~ ~ a,, G ~ caENr MDRTAR
erosion, and functionin as deal ned. coats to be 5X of construction costa M itan operation of the flow spreader mechanism. R~alr is ~ . r.:.~•••~. ~ • 9 9 (etropol SECTION A-A
Washington COG, 1983, Chester 3). n~~Y• b is" ot, co~t~t TDP NEW e'
Periodic removal of decd vegetation shall be ~ ""'r eves Ar ,ter ox a>~ w accomplished. 5. A study of Marytand basins found that, M general, ,;s,;•. ~ MANHOLE RING AND COVER
people had maro favorable improalons of wet detention II. Quarterly 3~ FOR SLAB TYPE CATCH BASIN S~Y.EB..GETeII
No standing water 1s allowed within extended detention basins, were less likely to throw Utter In them, and wero sECnoN Y-Y
pond unless Deatgn ~6 is aelect~. moro likely to dean and perform routkie maintenance on a) Inspect the cdlection system (t.e„ catch basins, these baeMe when they wero provided a prominent posftlon In piP~a swales) for proper functionMg. Clear
An annual inspection Is required, reports to be kit by the development (Maryland DNR, 1988). accumu ated trash basin grates and basin bottoms, and chedk BRICK JUNCTION BOk
owner. PiPM9 ~ obstructions CONCRETE HEADWALL E HEADWALL WITH SPLASH PAD 11 11
6. A permanent eaeernent must be provided to assure easy The site should be Inspected and debris removed after access for maintenance. Caro should ba taken to secure all b) Check pond Mlet pipes for undercutting, replace 42 THRU 66 PIPE
every major storm. appropriate legal agreements for the easement. riprap, and ropa~ broken plea. TRAIN RAac
All special consideration maintenance reeponaibNittea 7. A benchmark for eedknent removal should be establhhed c) Reseed grassed awelea, including the vegetated filter
wNl be hated In the kxedit applicatton• to asauro adequate storage for water qudRy and flood if applicable, twice a year as necessary. Repair eroded 1 ~ pETAN. nay T',IAtM a7 MEDMII II~E OF Rlrrlw AIO ~M 7ND1H A10 OP11 OF A}10N
control functiaia areas immediately. 7o K Ofl101RD Tn 111E ENNS~. ' +s UNf-e~~L MOaNN! SFN.
2. 2,a/T ) 57181EY 1111. X15-100
In ectlons 8. Tho maintenance needs of a,y particular wet pond aro ~ highly depend~t on the condition of the watershed that III. Every 8 months 1D ~ IiSfKJJED l1K-dill 4 ~ A1D SPI>CF1CI{Ip115. 3. RR'RAP SHOULD E1TIE17D UP 10711 SqO 01 iNE A7NION AIO A101N011E 00 k r •
1. North Carolina's atormwater rules uire annual contributes runoff to the pond. Maintenance should always OF THE PIPE OR CULN]tT AT 11E DISCIIAAOE OUnfT AT A NAfEM1111A'E dr ~ ' ,ft .7,~ P51-TMAOEAUHE / LNNf-SFA 1-800-4?3-2410 2:1 AND A HEIGHT NOT LESS 1lINI TWO THIRDS iNE PIPE OIAMEIFR OR ;n, ' v
~ includo minimizing erosion problems and polutant export to a) Remove accumulated aedtma~t from the bottom of the Inspections by the rogulating agency of wet detention ponds the cell from the contr~utln watershed. outlet structure. CULN7iT HEIt41L ;+w~ t~
as a minimum. Moro frequent k~spections by the land owner, p 9 or pond operator aro strongly encouraged to ensuro the g, A sin, .one must remember that whDe eneral maintenana b) Check the pond depth at various points in the pond If 4. THERE SHALL BE NO OVERFLOW FROM TILE END OF THE APRON TO 1HE / " ;~u n SURFACE OF TFE RECEA7NG CHANNEL 1HE AREA TO BE PANS OR RIPItAPPED
proper operation of a wet detention pond. local govermmente 9 9 th a educed to 75X of on lnal deal n d th, sediment SIIN.L BE 111~ERCLR SO 1ilAT TIE NIYERT OF TiE APRON SHALL BE AT 1HE " SALE ORAaE T11i 1IE SURFACE OF THE AETEA1110 C1WJfEl. TIE , ~
can uke ma•e uent (n ect(ona and all local codes tasks aro Ider~tlfled here, actual needs wNl mry from efts 9 9 eP ~ ~ ~ to site In generd, plans must indicate what operation and wN be nmoved to at least original design depth. APRON pMLI NAME anon a1 ra WNL a 1iE ooawllRUw 0!SL SPIINM 101 TL THE M1DTH OF 111E END ar THE AfIpN NNLL 1c 101ML 10 M 107f011 taw,
should be consulted. maintenance actions aro needed ,what criteria will be used pp~~ WID1H of 11E RECEhMlO autl+o. MA111AN1 iFr011o REOQ1W10 CMANIlL 8ti
2. The Division of Environmental Mana ement aid several to datarmine where these actions aro necessary, and who N 9 responsible for these actions Examples of Items that IV. Generd J..Yi]t] ,wM~ e. ALL SUBORAOE FOR STRUCTURE 1O TE Ca1PAOlED TO 9517 OR GREATER. ST~10 ~ 10' 0,0:
local governments have developed tn~ection sheets that should be induded on an Operation and Maintenance an B 7. THE PLNpNO OF FILL. EITHER LOOSE OR COMPACTED N THE RECEMNG L GRANTEE SIWl NOT BE ALL0N7ia
serve as cheddiata for k~a taro. At a minimum, an ~ ~ indude, but aro not limited to the fdlowinq: Mow the Bide slopes, not incuding normally submerged inspection should Mdude review of the fellowing: vegetated shelf, acxording to the season. Maximum gross S. NO 808 OR GIRV7S TN THE HORRONTAL ALIONLIEId OF TIE APRON Y0LL { ti,
a. Debris and litter control chedca for inlet, outlet and height wNl be 8`. BE PERM1177FD. " w
obstruction of the inlet and outlet devices by trash orlflce obstruction after G. ANY DISRIRBET) AREA FROM END OF APRON 10 MCTLV110 pMNNT•1 ~+i' r W NATURAL GRADE {dLST BE STABElZE0. ~ ,
and debris, ~ CattaN and other Indl moue wetland loots aro excessive erosion or sedimentation in or around the atorrn producing runoff. ~ 9 P y .ti D~ ;;.r
b. Provisions for routine vegetation management/mowing cell encouraged along the pond perimeter, however, they must be s basin, a schedule for these removed when they cover the entfro surface area of the pond. RIP RAP RODNEY HUNT
cradking or settling of the dam, acttvltiea " doterioration of inlet or outlet pipes, c. adka eve 6 months or moro uentl The orlflce to designed to draw down the pond in 2-5 days ~w ~ ' ~?1 SWICE LATE DISSIPATOR CHART ql
condition of the em en Nlwa , ~ ry ~ y' ~ I, ,hereby adknowiedge that i am the DIA, PIPE DISCHARGE L W H DEPTH D ~ ~ DISS.~ (INCHES) (CFS) ~ ~ ~
a~ ~ ~ y 1. sediment buNdup and the need far romoval, If drawdown M not accomplished In that time, the system may flnandally responsible party for maintenance of this etabAtty of side-slopes, 2. erosion along the bank and the need for reseeding bo dogged. The source of the dogging must be found and detention and. I wNl edam the maintenance as outlines RIP-R i MANUFACTURERS I SPE10f1CATN~
up and downstream channel conditlona, and eliminated p p wood station in a on the dam. or stabNization•and, N necessary, a above, as part of the Certiflcate of Compliance with 4' ~ sASFEO sTDNE 1 72 326 30 18 4 1.5 0.6'
y ~ reseeding schedule, Stormwater ulations ived for this project. ran~ F 3. erosion at the inlet and outlet and methods of All components of the detention pond system must be kept to uTER of FILTER FABRIC HorE; ~ H• a 2 72 140 38 44 4 1.5 1.2'
3. An example lnspectlon sheet fellows: cod worWn ardor. . ~i • D~ stabilization, g 9 Signature. Date: SECTION B-B h' ; ? i r a! i , :r',1" r+'T+, br ;n v+: ~If'.• +r.+ ~.i l.•tt"• ~y..,J f r'''ig. ~ 4~ 3 36 24 38 44 4 1 0.7 ~rA,i.v~`•''~,T ^ ` '.i<<:~'«.+~: q , ! y +..~}rh "''•'d•,''•ri~`.•
4, seepage through the dam, and 'yti .k''ji, h >r ' ~ ~M,..', " i•~.h : ~4 ~~.v;+~i .1 ~.rS~~!tY~'/' r"•f" S f 1t 4 ~ l '~1 Lr 4 .i• . ~ S 1.: ww. ~ • H; dN~,~•1 ~ t'4' t .u rN+ ~ 'kr•~ t •.v• .1.. a,~4•.r s.. I%'r';~;•.~' CA,
5. operation of any valves or mechanical components d. Agreem~t signed and notarized by the roaponsible party V. Special Requirements , 4 15 3 10 6 1 .5 0.5 SEE SEC110N
SPECIES SPACING SIZE to perfam the tacks nuFS,, ~ 5 48 96 26 30 3 1.2 1.0
eclfled in the Ian, indudtn in ectlons, ' Public for the State f eP P 9 sP I, d3 ~ ELEVATION 6 60 5 38 44 4 1.5 1.2' A 22 SECTION
+ operation, and any needed malntenanca Count o 4o roby certify that I GAL y ~ r SOFT RUSH 2 personally appear be, a me ~•.,p'i. ~ day of /J~;?~~ v r
I GAL ,~I9 ,and adkno a f the foregoing 7 4 4 1.5 1.2' ~ 60 238 38 4
RICE CUTGRASS 3 I GAL instrument. Wltn' kn _nd a o, ctdF seal, NOT TO SCALE
. :z- A G ` ~BI•~ • 8 72 194 20 26 4 1.5 0.6' NOTES PRECAST STRUCTURE SHALL HAVE JOIITS SEALED 7STH 0-TING RUB~R GASKETS WHICH MEET
ARROW ARUM 2.5 I GAL ~ SEAL. OR E1~D THE RET~NREtrfEHTS OF ASTEI 0-401 `S1D, SPECS. FCR CONCRETE Low PRESSURE PIPE'
SOFT STEM BULRUSH 4 I GAL OUTLET STRIICTUTIE SHALL BE ATTACHED TO OEAD11A11 PER RNDALL DETAILS AND RIP-RAP APRON SPECIFCARONS BY A LINCETI9ET! 8TRUCTURAL ENONIEER.
I GAL a) My commission 'sass ~
AT PIPE OUTLETS

A
ANNEL ALA 0 tb
~ nsioo ns`~n t 0 I 8
~ , ~ 0 D a TOP aF eERw s' r FREETNIIFlO (uIN.) » ~ ~ z 50=24 -`1 I~ ~
•tit 3 oESwu WATER {INN) RIP RAP DEPTH= I = r T s
4 I sPUwu? caESr ~ 1 ~ 3
(U a) t~ 1 'J = SELIA1ENt SfoRACE ""x'
~ 0 0 • 1 12' /5 wASNED sroNE~ e' Ia~L IfAlaNl11 LEVEL. OF SEDIMEW CLEAN OI1T SUKE H. ~ ~ 7 1 (aEAN eASxl olrt wNFn
. I I ~ j ~ i' Io MM ° TINS LEVFJ. REACHED) A
~ 1 /2
1 1 _ 2.~. 4" ~5 WASHED STONE j
I a-IZla ,1 ra' ~P PaP d a ~xn a LAYER OF FILTER FABRIC ~
X11 SECTION THROUGH BASIN AND FLTER ~ ~
~I r o
L ~ (1d alas ~ oR z 6 ~ B
I CARRY RP RAP uP (10' INN. RIP RAP ~ °1 N T aoES av sPlllalAr-~ ~ ~ $ 0 TO SCALE ~ I I ~
0 • ~1 x
r. PRFPNt ~ AF3ORE 1aO~11,01C ROU.ED OIDSION COMROL I. ~ wQ~x~i ~ ~11~ ~ IAA. ~ NOTE: MMe IIKIO CflL-0-9EtD ~ 1101 >tm AIfA ~~.--0-~ ~S< ~ w~ ~ P~PQ S~ X11. ~ ~ sKr ~ T eASa+ sECnon AeouE
~ip~D e"'EEYarao i'"uP-u~o~ aN'I"~'a i aloAriN~1°~° . w°~°ml ~ ~'a°s~~11OSC11~~1sp'~"s" o~Amx""100°yi'~'~~orc~'0iv°~ a°i n~'
emror or nt 1RENa1. EALIPNL ANO o0M1iCT e[ lnelrl Arne srArlMm ArPlx s®ro aar~cl~ soa,wo rao eoMwna r~ {w os PoRroN a R~P'¦ Fi1Cf OVER TEED Attl OOIMM0h9 901. StL11RE REEIr'¦ OVER OOIPACIED 90a'MN A RON a 9rARts/slxKS 9MQD APPIIDJOWIELY 12• (30 a) ql 111E J .:.1~ ;~i-4;~Y,n'•t.~i..•~G~Y:v7. PORTION ar COMPACTED BERM ~ R '~~k;~~;e eF ~s wA91ED sroNE
ACADS9 r1E MOM a TIIE RE7J'R i Rau collEa Itp~'¦ w artctxlN a MOER RDM w tonoM a Cw¦ooll. RtI7'o MLL INOloI1 MM AvAIl0r11A1t sot Anwar lit s0a s11RFACG ALL FILL SLOPE SEED & MULCH ~ ~ / ~ ~ asru~EO ARC • ~Ntte,;... ' L ALL 2 0 ~ ~.+.lr. , ~ r. akr,^ O ~ k
N~P'¦ MUA K Y I1~S1plO TO 90L 9U1ACt EI/ 1lACRq 9URES/S1AItS N ArrlgrMlt LOGMOIa K 9101N w M RAPIE PAl1FR11 CIIVJE. MOI U9t1011[ OOr 91'S1p1 . 9EM~11.T?9rA1Q9 ]NOIXD K HACtO 1VN000I GQI 0/ 11[ OOL0110 OOE9 0011llOlpq 10 Ti NPROPItlAIf 9TMl,t PAfRIrL AFTER CONSTRUCTION T, ~ ~ > TAPId PATRIrL MIN. ~ ~
a nACE ooNSEgmt eEOr'¦ o0 o1~R oa slnE) MiN A 4' - er (10 cM -19 Clh OV171N. ust A DdMIE ROM a surLES SrAOOERED 4' (ra QO ArART ANO ? (ro al a cone m 9Ea1~"t 01Rt~'¦. m 4• {la an
s. aaL tENO1N EDGE a I~A'¦ At lOP OF 9D[ 9(DPES MUST ~ ANCNpfD MIN A RON a RAPlJ15/S1ANE9 APPROxIWiE1Y 1t' (JO CII) APART w A 6' (rs M omP x r ps aq 1IOE mENp~ a~clMU ANO col~ACr M 1REncN AflEV1 sTAVUIa A 6' (rs M 12 MIN. 2 x [r FLOW sat FENCE
a ADlACE1R REDP'¦ 11ISr et altRlArrm NPIIm1IYtaY Y - S' p CM -itJ M 0 ON aECP'¦ nrq Ana 9rAPLFD. 7. w Ilpl rtOn Cr1YM8 APPIIOMIOIMiA A ANIE Clltdc 30r EI eEOOMMpEIED AT Jo 1O /o r00r (0 N - 12 M) wr6HAts. usE A oOUBIE ROM aF 9TAPLE9 1 ELEVATION OF BERM AND FILTER ~ ~ nAP~ SEE CHART - - > ~
srACCaIEO po aq AvwEr ANO • (ro a4 aN tonal oya amt MOM a llt aw+la. DATA BLOCK ~ ~S
a 1NE la1YWIl ENO a RE RBCP'¦ lust eE ANp10RFD rn11 A ROM a srAPLES/srAlt9 APPRaaweLY rY (30 M APART w A e' {IS aq DEEP x 1• {IS cM) Mot molol. EelEO#L ANO COIiMCr Nt 1RD1C11 AFIER STAAJNG x r {IS a1 1 astuaeEO sroRACa: suaF.AREA SroRACE TOP of BEnI eoTra+ ~ + / ~ X ~ Y P
NotE: ~ w LOOSE 901E CdAItIONS. 11IE iRE a STIPIE OR STAKE lDM;111S CRFAiFR 11YY1 8' (1S OIQ MAY a[ NtrlSlNll' to PROPEFaY ANCHOR n1E AEC9'¦, ARLA REOIARED NOOUNtO OfJPM i QJIY. ELEV. H l i w x S.9 AC 1 f1e0 s 100 6SS I I' 7
i w 6 -0 TYP. W
NOIC• ' CR1kA1l POMS • NORpp10~ AAr{t ~Va7fq lIOIAD ~ AL10m
A OV~lAP9 Atp lfiYa I NEOKtAM R1 ALLON tOgfJ 10 fmA[ M a PROVa,1a1 MODI IMR C11RG~ PoEa9 MONO M aMp16 sulrAx SEED do MULCH CHANNEL NATURAL GROUND UNE - ! '
a aMNMa aNroM/ax » w LaosE soa~1~Op11~ 11R a 9ENLc sLaPt rvnlas aR 9rANE IFeOMS QW01 iNIIM r~19 MID' AFTER DIGGING DITCH ~
r~`` 1~•r DEPTH TO BE DESIGNED WIDTH To eE DES~GNEO GRAVEL AND RIP RAP SEDIMENT BASIN 1~ ~:=K:,:;,
V r l ~V ~ ..~.~x,: Y ENGINEER MINIMUM 12 DEPTH) BY ENGINEER (J) ~
} m .w:iic;~ SEE CHART 8 LOW ~ ~ ` ART (SEE CH BELOW) ° p~ ~ , ~`w
OR EQUAL 3 .4'
4•M'"• NOT TO SCALE , . Y A , PRaECT DoE , .
TOP of oAM N GRATE
- 5' FR MIN. OaET~Np OUAET 10. OUCTAF IRON GRAZE DESK01 HIGH WATER 0. EEBOARD ApAPTgtS AVAILABLE SP0.IYMY CREST FOR lENG1H SPILLWAY 4 TNRU 11' 10.28
r"~~2° SILT DITCH CHART
Y VARIOUS IYPES DF OUTLETS REMOVABLE 1RASN RACK IS OP110NAL ~ WA1[R11GHT ADAPTORS w I srEE?. Paw r riAx M N BOTTOM STEEL POST
S' MIN. FOR EASE IN MNNTENANCE. ,u WELDED lO CMP RISER ~-ViDRra PLATE lEQ PDO~pEiHYLOEE DITCH LEFT RIGHT CHANNEL Q10 D TH fH VEI.OGTY NOTE •u ~ D WIDTH TAPE HIGH HAZARD SILT FENCE W SIDE SLOPE SIDE SLOPE SLOPE(X) (CFS) FT.} FT.) FT.) (~S) '~0M' °"m0N Hoc wl AN s' • RE o
r~,J~TRASH RACK 2 2 R18pVC ~ STAI~ARD z WASHED STONE ON PROJECT
RISER CREST ,r DRNNAREA . NCH 29.7 94 plGl o: SIDE OF FENCE ORANGE CAUfl011 FENCE ~ J V ,iJ'5 WASHED STONE
10 YARD INLET DETAIL cASnNCS ARE RATED FOR uO1T Y cMP PERFORATED RISER wNm. LOAD TRAFFlC CITED FOR UOIT ON PROJECT 910[ OF ~ a
H SED1A1~ ~1° FOR PAVED AREAS P TRIAN TRAFFIC auAUTr. MAl[IBAL SHALL (REF. NDTE-s, sro. No. ~o.oa) No-PET~Rw1nG((s ( EDES ) IFFlC SILT FENCE , ~ W IAL SNAIL h :
10'RIP-RAP APRON ~ A31M Ab - ABOVE STONE NOT TO SCALE vANT: CASIRIOS ARt NRIMSHm AM Ale - CLAD ~ _ , I AR[ FlMM115Hm
Z f5 WASHED WTM A BLACK PANT STONE FlL1ER 1/3 L i/J L IA>hr _ q W
CI.EMI OUi THE MUNE GRAN CAN BE USCG TO Lam, J!3• ; z
Z 2 tER AN E>0511ND LINE BY USE a A RISER AIA A TEE F- _ L1J ANCHOR SKIRT
THE NONE DRAIN CAN BE USED AT BOTR)M Of BASIN THE BECINEENC dF A DRAIN UNE m 6' MINIMUM II Z J
try ~r---rr ' ' dSCHARGE PIPE (BARR0.) o i x ems' FIAW t~ W
•4• . OO - - o _ U o ~ W
CONC. ANCHOR ANTI-SEEP COLLARS ~1~
s DATA BLOCK ~ ~ T EMPORARY WET N F N I ~ LADS ECNG
suRFACE sEdMENr 5EpE1ENT APPROX 6ARREL PEAK srANDARD 01-20) RATED DRADWIREA •92.3 sn DR]( RISER D S Y H 2: g EL.EV L BOTT. TOP AREA STORAGE 51ORACE 8ARR0. INVERT dSCNNiGE RArm ~s sa n~ai AROUND SWIM PERIMETER U
NATERIAU CAST DLQI BASIN DIAMETER dAMETER SLOPE REOIDRET) REOItRER PROVIDER IENGiH OUT CTS OUALITri MATERUIL SHALL T DlDN RUL SNAIL
CONFORM TO ASTN A48 -CLASS 3 < TEE _ : , A ~ S STM A48 -CLASS 30B iS ARE FUeBSiEe :
VITH A BLACK PAINT PAINT ' ' ` LL
_ ~ BASIL NLNE DRAM t5' CAST IRON GRATE !I GRATE
, x. Z
1a• INLINE DRAM Y GRAN eASN , _ . ~
_ Devdo ment Mana er P 9 = ~.L~
1 ADAPTORS , -Revise and Resubmit -Not Reviewed - roved as Noted _A roved z APP PP _J
Pro' t Architect _ ~
-Revise and Resubmit -Not Reviewed -Approved as Noted -,Approved ~..L.~
BASDI g 15"L~IP tO~CIP 1X 0.8'/ 4'X4' 8' s, 32' 802 610 41818 49300 d ffi430 d 34' 601.88 96 WATERTki(T ADAPTORS (80~ AVAILABLE FOR ALL Protect Engineer (M) ~ : „
PIPNG S1'SIEAIS INLNVE ORNN . _Revse and Resubmit -Not Reviewed -Approved os Noted -Approved
BASIN 6 24~aRP 1S'anp iX 0.81' 4'X4' 8' 6' 4' 806 R{' 604 812 9080.5 106920 18,1000 28' 803.72 206 15x15 TYPICAL YARD INLET INSTALLATIONS . Pro' t En ineer E 0 1~ 9 ~
TYPICAL NSTAW1na1 OF ' -Revise and Resubmit Not Reviewed roved as Noted A r - -APP - PP oved : ~..L.~
GRAIN 8A9N ANO INLINE DRAIN : Project Engines' (S) ~
~FIElO VERIFY BOT(OM ELEV. WHEN POND IS ORA(NED. INCREASE RISER HEIGHT AS REQUIRED lO DESK21 ELEV. TRevise and Resubmit -Not Reviewed -Approved as Noted -Approved
I-- i z Approved onl for conformance of the site construction documents to Tar et Devdo er z Y 9 P J
guide, Edition 2.4 and the Target binding documents. Consultant is solely responsible
Z for completeness, accuracy, and dimensions on the site construction documents.
y.~ Past e' MAX S(EEi.. POSE LL , U
GENTLE SLOPES STEEP SLOPES 1,~ FFNCIND
100 Ibs/acre toll fescue F,,~ SEEDING 30 Ibs acre Ssricea les edezo
/ p ~ FLOW MIN. TT
R 80 Ibs/acre of tall fesue (unscorified after August 15) FAa~c ~ i` MIXTU E ~ 10 Ibs/acre Kobe lespedezo R R 80 OM T LEFT IGHT CHANNEL Q10 VELOgTY NOTE Dl CH ~ TH D TH WID
SIDE SLOPE SIDE SLOPE SLOPE(7n (CFS) FT. FT. FT. (FPS) ) ) ( ,~S~~~e~~ ,ca ?
FALL: August 25 -October FALL: August Z5 - October 15
Late winter: February 15 -April 15 Late winter: February 15 -April 15 ° N ANGiOR SIORr ~ MNRNIM TSDt2 2: t 2:1 1.0 44 1.8 2.3 8 3.4 C, b
SEEDING To extend spring seeding into June, add To extend spring seeding into June, add N Lev ~ euRrNC e• ~ ~~~'.'ci:' TSD13 2:1 2:1 0.50 22 3.1 3.6 0 2.2 ~ ~ ;
15 the ~n,•ro hi,Hnr( Rnrmiir(nnrnee 15 the ~nnrs Fu diva Clnrn„„Inn?nse 115 1¦~Cin 4~ WY Ri 11471 s „ ~.a a
DATES .V , V~ VV.V ..V„VV vV....VVVy. VVV .V . V~ VV.V ~.V.iVV YV„IIV VVyI V.I.i ^WiTRi~ ate, 'Mf~II~ImF - - c~: nr._.~ ~ S ~ y r lJi~ ~
Overseeding of Kobe lespedeza over fall-seeded Overseeding of Kobe lespedeza over fall-seeded 2:1 2:1 4.0 18.2 OJ 1.2 5.5 3.9 5 " , 1Ci~ ; ~ " ~ 4 L
tall fescue is very effective. tall fescue is very effective. slEtl Posy 1. FA.TER FA~AC FENCE SHAH BE A MMIAIUY aF 32~ Ni Wll)1H AND TSD15 2:1 2:1 4.0 50.4 0.8 1.3 10.5 5.3 6 ~ ^w. h ' I
SHAU. HAVE A MkAMUM OF 6 LIIA? WIRES MIfrH 11' STAY SPACING. WFE \'t_'. ill{p 4 er 4'' " °yps,"" b
SEEDING Apply lime and fertilizer per soil rests, or 4000 Apply lime and fertilizer per soil rests, or 4000 ~ 'AaEN FABRIC BE USED WHERE SILT FENCE IS TO RE1dAAl ~ FABIeC TS016 2:1 2:1 1.0 17 2 2.5 2 2.7 Han-oow~+ sT~s ' ; , . ; , . ? S. CAS-~~~'' ~i~ilitliiiiiti,
Ibs/acre limestone and 1000 Ibs/acre 10-10-10 Ibs/acre limestone and 1000 Ibs acre 10-10-10 ~ A FEaAOO ~ MoRE nuN ~ ~ wASHEG srGNE AMENDMENTS / a !TEFL Posrs slue BE s'-o' a~ HEXXiT AND BE of 1HE ~ TS017 2:1 2:1 3.0 25 1.0 1.5 10.5 3.5 ~ ` • .
fertilizer. fertilizer. saF-FAS~o+pt ANa.E s?Ea rr~E. ~ ~ TS018
4. WAE FE]ICAiG SHAH BE AT LEAST ~,0 GAGE Yrt1H A MMIANlM aF ,°v 4 ~Y 2:1 2:1 5.0 12 0.8 1.3 7 3.3 c
N T 1 e LAK wAES wrtH ,z• srAY SPACING. OE S TUTAI SN.T fENCE UP SLOPE AT ENDS. PusnC coaNN:A~ ~ TSD19 2:1 2:1 2.0 10.5 0.5 1.0 4 4.0 ~ ~ ~ ~
Ground Cover-- Wherever land disturbing activity is undertaken on a tract comprising more than one (1) acre, a ground A. WAE MESH ~ NiN. ,3 GALE WRH MAXIMUM 1z' OPENArCS. TSD20 2:1 2:1 6.0 10.5 0.5 t A 4 4.0 g
cover sufficient to restrain erosion must be planted or provided within 15 working days or 90 calendar days. MIE AND WASHED STONE WILL BE REDUAIED AND IIaiEO ON FUNS N11EIk ANCHOR saRT
A, AT TOE OF SLOPES GREATER THAN 10 FEET VF7TIIGl (2:1 SLOPE) 6' Mx~lr NOTE 2 t AT DENUDED lJMDS WHERE AN tRA715AA1eED BIIFfER a sO FEET TSD21 sTAeiu~ 2:1 2:1 1.0 92 1.06 1.fi 18 3.4
oR LESS AWAY MAINTEPWrCE NOTES• Graded slopes and fills-- Within 15 working days or 30 calendar days, or completion of any phase of grading, whichever 1, FILTER BARRIFJlS SHML 8E NISPECTEO BY TIE FINMICULLr
eriod is shorter, slo es shall be lanted or otherwise rovided with round cover, devices, or structures sufficient to restrain s. aR"K;E sAFEtt FEtICE Is REQUIRED AT eAac of sLr FENCE ~ FWD ~ ~ AOD+T A+MEOYITFIY AFrlA EACH P P P P 9 (wrtHar s FT.) wIEl1 cRAaNC Is ADJACENT ro SWIM BUFFERS NOTE: 1 AU" SILT DITCHES TO CONFORM TO C.M.L.D. STD. 30.05. Y
erosion. (RE+tR Ta sww BUFFER cUXm1NES). . ~ AT 1F/IST DMLY DuRn6 F'ROLDNr~FA RNNFALL. ANY REPMl3 NEEDEA 9HNLL BE MADE Ml1EDNTELY. 2 ALL DITCHES TO HAVE 0.5'.OF FREE80AR0 ABOVE FLOW DEPTH. )
t 51101AD TIE iAA1NC OECOMP06E OR BECAME AVFFFEC11bE PRXXt TO THE END 3) LINE CHANNEL IMTH NAG SC1S06N OR EQUAL
OF TIIE EXF'ECTEO USABLE LIFE AND THE BARRXiR STILL IS NECESSARY, 111E FABRIC SHALL BE REPLACED PRaMPRY. 4) MINIIdUM DEPTH IS MEASURED FROM DITCH 60TTOM TO TOP OF BERM.
3. SEOMIENT DEPOSITS SHOULD BE REMOVED WHEN DEPOSITS REACH APPROX. 5) LINE BOTTOM 150' 1MTH NAG S150 OR EQUAL
HALF THE HEIGHT OF THE BARRIER. ANY SETXdiIFM OEPOSRS RE11AM7Np M PUCE AFR7t THE SILT FENCE IS REMOVED SHALL EXs DRESSED TO CaNFT7RM 6) LINE BOTTOM 150' IMTH NAG SC150 OR EQUAL
TO THE EJGSTING GRADE, PREPARED AND SEEDED. No To
NOT TO SCALE
TEMPORARY SILT FENCE
C~ 1W0" ~ STD. / Ie1.d1 FGR ABN#AL NDTES.
NOTES: 1
~ 1. A STABIUZEA ENTRANCE PAD OF ~5 WASHED STONE OR RAIL ROAD BALLAST SHALL eE LOCATED WHERE S' .
T MP RARY S ING FOR WARM AND C A N TT:AFFlC wlu. ENTER DR LEAVE THE coNSTRUCTIaN ATE ONTO a Pueuc sTREEr. E 0 EED OOL SE SO t ao sr x" 8 !•iry S S" FACE ~ p" FT f 2" hr GC V \ / rn~ u ACE ~ JoH .
2 FlLTER FABRIC OR COMPACTED CRUSHER RUN STONE SHALL BE USED AS A BASE FOR THE CONSTRUCTION ENTRANCE. ~ f dp =0 Om 1-Yi 3TR. fAf~ SEE . " "Y"11'•d" y ,
3. THE ENTRANCE SHALL ~ MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT EARLY SUMMER SEASON STEEP SLOPES ONTO PUBUC STREETS OR EXISi1NG PAVEMENT. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL 1 9EDAMt1T, GF~IERAL NOTES: ~ ( l / - 'R ~ ~ ~ ~ 1 N P 9 ~ _ = p 1N 1 ~ " O (9
STONE AS CONDITIONS WARRANT AND REPAIR OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. 1. SfDNIEitT 91ALL BE Rt]IOMm AIA AW =p r~ ~ ~ Mt + S "N' Q } 1-i RESi0RE+1 I13 GIIE#tAl OMMIIMp!! ~ t7 M ~ M L ~ Yt . 1'•d• "2` T4 W} O~
4. ANY SEDIMENT SPILLED, DROPPED, WASHED, OR TRACKED ONTO PUBUC STREETS MUST BE REMOVED IMMEDIATELY. Wlgl ~ illgl 1Nt NAt) ADCIMIIAIlD ~ " i ~ • , n 1 QU. ORAINS 1 ~ a ~ LLO M rp ~n n1E iN'!01 aunt a ntE CRAP. A >7~ 1? o m
SEEDING ~ In TH 40 lbs/acre of German millet 120 Ibs/acre Rye (grain) 5. WHEN APPROPRIATE, WHEELS MUST BE CLEANED TO REMOVE SEDIMENT PRIOR TO ENTERING A PUBUC STREET. WHEN 2 A~ ; 'A ~ e,~'A°E 1 ~ z a1 z ~ SFpi1ENT sNAU a ttvaeeTE n o ~
MIXTURE 8Q Ibs/acre of tall fesue 80 Ibs/acre tall fesue WASHING IS REQUIRED, IT SHALL BE DONE IN AN AREA STA~UZED WITH CRUSHED STONE WHICH DRAIN5 INTO AN AI A !MAYA M A >NATABIE AREA ANO NI SUdI A ~ ~ ~ lr 7~ a 4.0 MAINS 1HAT IT WILL NOT fR00E p.Nt
APPROVED SEDIMENT BASIN SEE STD. N0. 30.118. MAN141 n 8'•"T " o~~ r p l nR SnMJCnNiE SHALL 8E INSPECTED SY ro CONS'T. JT, 81 8 TS d d" d
6. CDOT MAY REQUIRE A STANDARD COMMERCIAL DRIVEWAY (STD. T0.24 do 10.25) TO a TIE lAAIIIIC May 1 -August i5 October 25 -December 30 ~ ACCESS THE CONSTRUCTION SITE IF THE DRIVEWAY IS ON A THOROUGHFARE. ~ ~ ntE FENNCIALLY RESPaNSN3LE PARTY DR s~ .-1 ~ is s'-o" SECTION -
1AS ALIT AND A@AN ta AootT Af>Elt t:Aat sTaait EVENT ELEVATION ~ Atq tl~Alns wloE As NECESSARr. J tIARN SECTION - BB
SEEDING Refertilize if growth is not fully adequote. Between December 30 -February 15, ,oo' MIN. * ooNEA>A~ ~ ~ elt.t. aF wTtelrAL fan ENDNILL GGIa1RtlcnaN aFoRAUOia SItALL eE cARR~D ~
add 50 Ibs/acre of annual Kobe lespedeza. Pueuc sTREEr ~ M ~ GUT M lUQt A MANNER iNAT EROa011 AND r°% NI n E,-~ Tt REIN. STEEL. 1 PIS .t wNt01 t?OLttttlGn ARE NtNtIN30. N m x'•e tGP a DDTTGE BAR SIZE LENGTH NO" ~Ilt
DATES ~ Apply 4000 Ibs/acre straw or equivalent Apply 4000 Ibs/acre straw or equivalent a THE>®MI J S. TttE >ER11EIiT TRAP SHALL EE REUOrED AND / ~ O Z 2 ttl6 I S •A. • P B1 ' " ~ a
hydroseeding. hydroseeding. E~OSnNG THE Mtn 7D~p a IIt4 5-6 4 15 o3~j 1FE ARiA STASUIEO MtIFN 1IIE ORANtAGE ~ ~ r I "Z' tAnS IN ' " L>. Y B2 IY4 4 -6 a t2 tD
Sql STABdJZA1HX7 fABRIC 8ASA) ~ UNDER ~ WASHED S1T7NE B. ON IaIIODi SAl1 NAS BEEN PROPERLY STASI:JffA. ~ \ tNr ~ H z I T~ G~ lOOTtINt • a PIPE NDT , " Z A VI W z n i a a 1>trt • M sliawlt si N7 s -a 2 40
SEEDING Apply lime and fertilizer per soil rests, or 2000 Apply lime and fertilizer per soil rests, or 2000 eE R(~ARI d. ON UIRO[R DRAMACE AREAS RIP RAP NAY 1 a ~ , " W o INtDFR wASHEU ~ 1 p m ~ H4 ~F4 7 -2 10 48 N o dE IEjDUIRED THE STONE. I r tp _ TI
~ O -1 _ - _ HZ ~4 5'•8" 2 7 W p
AMENDMENTS Ibs/acre limestone and 750 Ibs/acre 10-10-10 Ibs/acre limestone and 750 Ibs/acre 10-10-10 1OO~,~MN. NOTE: fertilizer. fertlizer. NOTE: LEAVE GRATE OFF STRUCTURE BUT STORE ON SITE a„a„m v z .t H3 1f4 '3'-5" 4 9 ~ w _s1oE W N n v ~ . I q 11 W n.
- - w - w i ~ . O yy ~ ~ 6" N1 M5 3 -'11 14 57 Qtr r m~ ~ Z 5D q if' I N2 #t4 ' n 1 Q 0.
o! 24 ~IIN. b f~ v •e• TAPER dETAIL 3.5 8 8 ~ _ - CATgI H ~ ~ O O ~y
i ~ SA9N ~ m O Y 8 BPA, p d 8M. • 9" Ftll FACE T1 N4 14'•8" 8 58 V h
~ U ' m ~ , "N" BAA,R,IR Ta 2 SPA. P 2'•d' StR. d-~, 2-YJ, 2-V4 2•Yd ~ " 5 O m ~ 0• 9'•S' S SDTTON Gf FOOTINE FACE 2-H1, 1-tq T4 1f4 6 -9 s 27 } ~ W
io J m SECTION A-A o rl ~ , ~ eM, d t'-s" FILL ~ • TS 1e4 2'-8" 40 67 N p m A PLAN fA~ 3•Nt. 1•Hx, 1•H3 ~ 4 SPA. { f'•d" V1 M4 7'•3" 6 29 z V Z
D_ O Z ~ SiR. FACE U1 ~ H ~ p ~ N2 1•~, j•~, V2 N4 5'-10" 10 39 ~ p rn
STONE INLET SEDIMENT TRAP o = ~ v3 ~4 5'-0" s 20 a I's, ~ zt ~'•o" v~
~ 31~" Y4 p4 4'-1" g 18 W Z O r ~ ~ " y Y4 M U_
T' + c ~ Z2 S'-6 Nt ~ V5 lLt4 3'-2" 8 13
~ ~ ~ z3 !'-t0' ~ 21 118 4'-8" 6 42 ~ • " N N ~ ~ f n
~ ~.T T •z" Z2 N5 4~-0 & 25 H2 4'•ti" t'•t' ~ ~ s-N Z3 ~k4 3 -4" 6 13
STABILIZED CONSTRUCTION ENTRANCE t 4-N2 ki 2'•10" nNn ~ S SPA.
SEASONAL ET x of x "H" BARS S "Z" BARS ' AEZNF. ~El t.as. 555
838. WING ELEVATION CON.IC.s. CU. YDS 7.5 SI~ET 2 of 2 39
838.39

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LINE TABLE c~
LINE BEARING DISTANCE
L1 N34'11'27"W 69.42 L2 N35'18'00"W 76.03
L3 N21'31'11"W 67.80 a°~ a~
L4 N20'55'59"W 29.15 Ro y
L5 N29'46'11"W 110.62 ~ ~ J~
L6 N60'23'12"W 13.88 ~~nn J u- P~ 5
L7 N16'16'01"W 62,00 c ~~x c= ? L8 N29'45'38"W 46.79
L9 N28'29'44"W 81.94 ©
L1 D N30'30 40 W 44.80 ~ , ® 85
L11 N48'13'52"W 20.46 F- '
L12 N0T23'51 "E 12.56 ~ c L13 N '32'32"W 83.98 ~ a
33 L14 N28'10'59"W 52.01
L15 N42'31'17"W 43,40
L16 N66'23'48"W 35,40
L17 N69'07'56"W 61.11 ~ ~ ~ \ ~ ~
L18 N73'56'21 "W 36.06 L19 N40'26'05"W 21.36 C• ~
L20 N72'58'37"W 68.89 ~ \ 85 ~ ~ ~
L21 N79'05'21"W 84.77 ggG• 1 goo 4 al' 6yo ,~~`E
L22 N79'51'06"W 93.20 C d ~a~ ~ ~a NpRI.
L23 N75'36'57"W 67.15
L24 N84'50'58"W 61.62 L25 N61'58'00"W 35.63 0 1 ~ ~ CA .lo ~ ~ tA' A p~ e~ , Y Y 1~ ~ ~ 1 rr~ 4 r~ ~~R \ F~
L26 S24'10'O6"E 55.89 s ~ VICINITY MAP ~y x~ w .
L27 S41'O6'50"E 39.86 s- ~ ~A `~8" 698 ~ 1 CS N.~ F •sy, ~ 4~,~.,, v
L28 S14'33'18"W 116.68 ~ m ~rn r V
L29 S34'47'58"W 82.31 L30 S53'35'19"W 69,05 q f q0 ,i 9 \ d'' m
L31 S26'OS'47"W 85.55 (~j~, 1 O
L32 S21'10'42"W 125.61 o ~ ~ W r~ \ a ~o .,ry
L33 503'39'50"E 137.21 1 V \ ~ -z~
L34 S25'12'55"E 37.13 ~ E ~ ~y ~ gel ~3 E, s. o ~w m. DI 9
L35 S09'18'23"E 64.85 L36 S73'41'04"E 56.05 0 4 ~ g•
L37 N75'15'00"E 51.39 ' 0 4 1`1,3' °m. ~ a ~ p
L38 N38'47'57"E 37.00
L39 N73'42'16"E 40.34
L40 N85'43'09"E 43.04 L41 S85'27'26"E 46.01 '~~`6 \
L42 N34'44'41 "E 106.57
L43 N21'20'14"E 90,38 ,
L44 N4T26'36"E 43.40 ~~y\
L45 N64'26'34"E 68,50 .i~~ \
L46 N79'39'23"E 46.43 L47 530'15'30"E 32.71 \
L48 S31'25'30"W 33.84 ~ •
L49 S28'49'38"E 40.67
" 0 leg L50 S67'30 12 E 39.58 ~ 46• L.L.. r ~s~ r' ~a
L51 '37' 11 "E 126.04 Fg~' p~ + ~ S82 ~ 1~ ~ W (n ~ , /9 4~ 9\ ~ ,
L52 S81'44'12"E 39.85 9B' ~9 L53 4' 1 ' "E 47.92 6" S2 , 0 06 ~ 1 ~ ~6 .6 Z o ~ A I- .~''o ~ W ,~65 4 ~i \ -
L54 S62 09 31 W 40.17 ~ a3 ,t t~ ~ ~ 5 \ Z J ti 11 , ~
L55 10.46 6 S24 33 09 E ~ 0 ~ S 55 ~ s\
L56 S24'33'09"E 22.90 / ~ , 5 p~ 5 , ~ o ~ ~ ti~ G. 19 C~ ~
L57 N76'42'12"E 83.61 L58 N73'18'04"W 66.56 ~,,i• t 9 ~ 4 A U C~ 6 ~ 1 ~ ~ ~ ti 9 W W ~ a 1
L59 N38'46'16"W 83.69 0~ 1 1~ ~ ~
L6D N28'17'44"E 132.30 BOUNDARY SURVEY BY RB PHARR & ASSOC. 4 ~ i N. A I o ~ ~ ~ ~ U
L61 NOt'5t'30"E 68.66 Ati N Z
L62 838'38'51 "E 123.46 o'~ 3 -
L63 N41'22'41"W 91.35 L64 N45'12'2D"W 84,13 p,$~ N~ai' 95 ~ a.
L65 N42'28'02"W 152.69 p~ 4~,. ~R ~ ~
RING CHORD ~ 8+ CURVE RADIUS ARC BEA p~1 ~
C1 397,25 21.15 '11"W 21.14 4 N27 50 9$~ ~N z
C2 0 ' a W
Z ~ J
a S 89'37'00" E 881.19' (TOTAL) ~ ,3
'r 828.1' 3.0 W rn V1
--~"~''22 36 E 462.12 ~ " 84 s 2 4A E N N~5?~ o,~ °j - r n ~ V 1 ~o~
~ 313.5 rn ~ ~ V1
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5 50 ~ cry g .05 0 ~ ~ ~?o
ti~ G • 1~ fig' ~Z 4 69 ti ~ l22 P~~ .N
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A X69 ;n A`~ ~ F ~ o. ~ ~~r ~ R/w ~~ilili401~
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W ,~,.i
o,oo' 11,E ~a S86'02'02"E ~ 246. ~
247. x.._..74,,,_,,. 67(TIE pad d~ -......_.,369,31
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gQ N86'34 30 W , 3g•~9 p~3 a~~ ~ pao 109.58' ~pS~ 53 ~ 6 ~ oho e~~ ...r
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2 ~ ~ ~OQh~B•~~~'~ 691 200 0 200 440 800
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