20021418 Ver 1_Complete File_20040111

F \V A TF Michael F. Easley, Governor
`O?O 9QG William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
t7 Alan W. Klimek, P. E. Director
7 Division of Water Quality
() Coleen H. Sullins, Deputy Director
Division of Water Quality
January 11, 2004
Mr. Todd Fisher
GNA Design Associates, Inc.
428 East Fourth Street
Suite 408
Charlotte, NC 28202
Dear Mr. Fisher:
RE: Stormwater Management Plan - Pinnacle Point Development
DWQ # 02-1418
Mecklenburg County
DWQ staff have reviewed your plans to relocate the stormwater pond for the Pinnacle
Point Development as described in your letters of December 18, 2003 (received December 22,
2003) and January 6, 2004 (received January 7, 2004). DWQ has reviewed these plans and
has no objection to this plan with the following exception. The proposed outfall from the pond is
currently designed to end about 40 to 80 feet from the edge of the streambank. Given the
relative relief of this site and the flow from this outfall, it is very likely that this outfall will be
erosive and result in streambank erosion unless the outfall is taken to the elevation of the
channel. Therefore please redesign the outfall to directly connect the outflow from the pond to
the receiving stream. We understand that there is a 35 foot wide, protected "wetland buffer" on
this site. You must seek a modification for encroachment into this protected buffer from the US
Army Corps of Engineers. In this case, DWQ believes that such an encroachment is warranted
to prevent downstream water quality violations.
I can be reached at 919-733-9646 if you have any questions. Until we receive the final
revised plan, this project shall remain on hold as incomplete.
yours,
CC Alan Johnson, DWQ Mooresville
Steve Chapin, Asheville Field Ofi
File copy
Central files
Dorn
al Office
Army Corps of. ngineers
N. C. Division of Water Quality 1617 Mail Service Center Raleigh, North Carolina 27699-1617 [phone]
Customer Service
1-877-623-6748
GNA DESIGN ASSOCIATES, INC.
'4-0?L
GNA Job No. 54215
December 18, 2003
Mr. Todd St. John
NCDENR - Division of Water Quality
1650 Mail Service Center
Raleigh, NC 27699-1650
DE IL 2 2 2003
WATER UoAu V y 4E?TION
GNA DESIGN
ASSOCIATES, INC.
428 East Fourth Street
Suite 408 [phone]
Charlotte, INC 28202
Fax[phone]
Re: DWQ Project No. 02-1418
Stormwater Management Plan
Pinnacle Point Development, Charlotte, NC
Dear Todd:
The stormwater management plan for the Pinnacle Point development in Charlotte,
NC, previously approved by the Division of Water Quality under Project No. 02-
1418, has been revised. The project developer proposes to relocate the planned wet
pond stormwater management basin which services the project onto an adjacent
parcel in order that the parcel on which the basin is currently located may be used for
additional commercial development. In addition to relocating the basin, the basin has
been re-sized to accommodate the additional proposed development.
Construction plans and design calculations for the revised stormwater management
basin are enclosed for your review. Please contact me at 704-373-1907 with any
additional information needs.
Sincerely,
R. Todd Fisher, P.E.
Associate
encl.
WETLANDS 1401 GROUP
-.'W ?

(I"' VP

Principals
Teresa L. Hawkins, ASLA
Landscape Architecture
Jeff D. Oden, PE
Civil Engineering
F. Lee Howell, PLS
Surveying

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
GN/A, DESIGN ASSOCIATES Inc.
428 East Fourth Stmt
Suite 408 [phone]
Charlotte, NC 20202
Su rip . Landsmps Amhitlsmm . CiVil Enpinaerinp
ENGINEERING DESIGN DATA
STORM DRAINAGEt STORM WATER DETENTION*
AND EROSION CONTROL
Stormwater Pond Relocation
Pinnacle Point Development
Charlotte, North Carolina
GNA Job No. 542 1 5
m I'
o?1s?
®?'? ,.
s DI oa
1
1

1
1
1

0

GNA Job No. 54215
Issued: 12/16/03
SUBMITTAL NARRATIVE
Stormwater Pond Relocation
Pinnacle Point Development
Charlotte, North Carolina
Project Description
GNA DESIGN ASSOCIATES, INC.
' The overall drainage plan for the Pinnacle Point development prepared by Lucas-Forman, Inc., dated
March 6, 2003, and previously approved by the City of Charlotte and the NCDENR Division of
Water Quality (DWQ File No. 021418), has been revised. The developer proposes to relocate the
' planned stormwater management basin which services the project onto an adjacent parcel in order
to utilize the parcel on which the basin is currently located for additional commercial development.
1

H
it
u

D

In addition to relocating the basin, the basin has been re-sized to accommodate the additional
development proposed within the two parcels located on the south side of Berkeley Place Drive
(Parcel A and the Pond Parcel; refer to drainage area map).

r]

11

r

' GNA Job No. 54215
Issued: 12/16/03
Page 1 of 1

J

i

n
n

n
TABLE 1
Modeled Peak Discharges for Design Storms
Pinnacle Point
Charlotte, North Carolina
V NA DESIGN ASSOCIATES, INC.
Post-Dev. Peak Discharge cfs Detention Routed
Pre-Developed Contribution Allowable Actual Peak I Max.
Peak Total from Peak Discharge I WSE
Design Storm Discharge cfs to Basin Public ROW Discharge cfs cfs I ft

2-YR 6-HR 11 60 9 20 11 635.58
10-YR, 6-HR 45 121 14 59
-- 56 636.68
50-YR 6-HR
- - - - - 172
-
--- --- - (
... 112 637.43
- - --
100-YR, 6-HR - 195 - - 140 637.70
NOTES
1. Pre-developed peak flows estimated using HEC-1 computer model.
2. Post-developed peak flows and detention routed peak flows and water surface elevations (WSE) estimated
using HEC-1 computer model with stage-storage-discharge relationship per Table 5.
3. Allowabe peak discharge = pre-developed peak discharge + post-developed peak from public ROW area.

E

,7

7

GNA Job No. 54215
Issued: 12/16/03 GNA DESIGN ASSOCIATES, Inc.
Stormwater Pond Relocation
Pinnacle Point Development
Storm Drainage Calculations

F

r-,
1
i?

2
as
NN
6
t2
1

H
W
W
S
N
Z C
a
c m
' N = a0 U
w ? m o
V ? Z
r L
3 a
N U
R
K
O
y

n

0
N
O
N
N
O
Z
O O
Z rn
(.9 m a

W m
G
J ?!i N O I?tt
Cy M ?iI
tp ?I t0 <O1 i? i
(?
iNI 4 0
(C
prof 'CyNyD O
'I M!M
{ N?N
C N N Oi
N a0) Ih'.
Ni
N
( 17.1
Ih
N
N i
N ^x(00,
C
M
b
? (
O
O? I (
O O
!t t
O
6
ti ? O O N'i
s olo`I
d?dl dl ' NI
(9?
'oi ? ni
i?l
!off O .N-
'sla
': ojo

C
rE
?Ij ?:, Nli
o! dio I
ICI
Ial
010

u
LL

C
o

M Ito
th tp I I

0)l
?I I

N4
NI

'WIC
N',.?
IL C m ? N.. O W M'.' N
N
m
Q I

N M0 ?j
INl
N M
1 ?'
I I?IN
0 ;
O
LL IN

1 10 O X010

?
°
'
rni a r
? f
??? i
itnl
<?n.-
m Y
6 U
m
U vi
of o
N+N?CN, ,d.
iNl iii
N 'O ao
SIN
V1
C
C C

A
MGM M?
i 0?
61 O I
ICI COI
i M?

O'
i0)
?

: O 1
i0
M? ?

.1 O

: IG
G

a r la a a
7K???. al
!o a
p: ''. ala
L0UUq

m •a
y O O O
`°1 m?ml : 00

r N.
i? W'. aD
I?
?-
Q
6 C O
V
1
m
? rl OI
4
N a j?

( O ? N(

1Ci ?;0

N?O

m o w

6 LL U t
dl of Nl

? N)
ia?

?M? l
of
L 6j l

I.io

A m 2 <iNil

p
rm
E
o7 °o °o,

M°IM

o
? o!
N,

i

!ono
??N?N
? di oho lob ?o :dd
m
°c ° Z slm m '. rnl rnl 'rnjrn
O E i l i l l i j
m
IL
o, of of
o
?d
ioo
?R.
I- MI OI OII

?l
l
MI a ?i

1 0 j, OBI

?I MGM

?I
l
m

CI
I°I
I,dl
°I
(oj
,I?IIo
d
d
c E I 1 ,
'
I _
j _ I
O
a aO MI
? d dj
i Of I
', o
l l M'
?dI
i 'N'CO
io:,d
l I
t
J I tp I I VV ?I

F

MCI NI ?,
m fO W

?M
{ 01

NI
¢]` i I

?N
2 W

O
r O O I O I

O?
tN0 m t0 1,q

N
% (NO
1
?p
I (O
0 O
? M
(p t0
?
r
U
2 _-

O
LL _-G

y(Miq+?
l
z
N
r?
N:
IWl
IN
rl
N
IWI stn

~
Im,ry
iWI?
N ml
m
o`
o
2
w
FL
O?
C
0
C
0
0
O
F ?
Z

k

I

0

0
0

' GNA Job No. 54215
Issued: 12/16/03 GNA DESIGN ASSOCIATES, Inc.
Stormwater Pond Relocation
' Pinnacle Point Development

I?

Supporting Data for
Hydraulic Analysis

u

0

Ll
L
C

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 : ??ts NAL?? Pot N
' Contact Person: TOM F?St1E?2. Phone Number: ('701-A
) `SZ ? i5o'1
For projects with multiple basins, specify which basin this worksheet applies to: VbN (? A
' Basin Bottom Elevation (oZCo -a ft. (average elevation of the floor of the basin)
Permanent Pool Elevation 0 . o ft. (elevation of the orifice invert out)
Temporary Pool Elevation Co3?-ZS ft. (elevation of the outlet structure invert in)
' Permanent Pool Surface Area ??,?jZCo sq. ft. (water surface area at permanent pool elevation)
Drainage Area yrj.5< ac. (on-site and off-site drainage to the basin)
' Impervious Area Zc6.1 ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume cu. ft. (combined volume of main basin and forebay)
' Temporary Pool Volume \ VL 4s Co Cj cu. ft. (volume detained on top of the permanent pool)
Forebay Volume Vyioc? cu. ft. (3`i,ZZ7 R-aE"t; -5-n5
' SA/DA used Z-1`1 (surface area to drainage area ratio)
Diameter of Orifice 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
' X 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.
Y Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
' X The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
)<The tem
orar
ool draws down in 2 to 5 da
s
p
y p
y
.
X The forebay volume is approximately equal to 20% of the total basin volume.
>C Sediment storage is provided in the permanent pool.
X Access is provided for maintenance.
X A minimum 30-foot vegetative filter is provided at the outlet. (C w-\F-AL TO WW-AOIC, w-S Avt) 4WA.
X -----.A site specific operation and maintenance (O&M) plan is provided. (P?Ev?c?t?t Svt'a?t ?T?En,
A vegetation management/mowing schedule is provided in the O&M plan.
Semi-annual inspections are specified in the O&M plan.
A debris check is specified in the O&M plan to be performed after every storm event.
' A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page 1 of 1

7

1J

n

l

I
7

___- __.._ Gf€?cE, ?v??. ?..???_?.__?.c- ?._?.?:??_..tM? _?..._?1•?d. Ate. ? -__?-
-' VWQY `-! Al- -7 ?`? A -- --- --- -- _ _ _--- _- _ ___ _ ------
??Nn '?AKC?L = Z.UC? Ac-
(U AL y ?MQ. AiU A

_
.? G??-? O 005 ?.. ..._.._. ..? - -
_.._...,_.???.
' =

\??L\r.r6. loo-

0

i

n

I
I

7
7

0

0
0

. --- - ----- _ . _. _. _ --- - - ----- - - ---- - ------?-Z - - -
- - -------- -- --- ----- ---------

z
\
z
\
-1
VIC

------

i

p
H
r

0

0

' GNA Job No. 54215
Issued: 12/16/03
Page 1 of 1
H

H
H

C

1

DESIGN ASSOCIATES, INC.
?
f
TABLE 3
COMPOSITE RUNOFF CURVE NUMBERS
Pinnacle Point
Charlotte, North Carolina
Drain. Area Hydrologic Runoff
Area ID acres Soil Grou Cover T e CN CN x A
EXISTING CONDITION
AREA A 7.90 B Woods 55 435
To Basin 4.40 B Grass 61 268
0.00 B Impervious 98 0
26.20 C Woods 70 1834
5.40 C Grass 74 400
1.90 C Impervious 98 186
Total: 45.80 Composite CN: 68
PROPOSED DEVELOPED CONDITION
AREA A 0.90 B Woods 55 50
To Basin 4.95 B Grass 61 302
6.45 B Impervious 98 632
0.00 C Woods 70 0
11.80 C Grass 74 873
21.70 C Impervious 98 2127
Total: 45.80 Composite CN: 87
NOTES
1. Soil types include: Cecil and Pacolet groups (Group B) + Enon, Monacan, and Wilkes groups (Group C). Refer to Soils Map.
2. Runoff Curve Numbers per Soil Conservation Service Technical Release 55 (SCS TR-55), June 1986.

II
J

I

1

F

1?

Q
Z
O
w
o?
Z
C7
1
[
i
F
t
v -
' w?
J
H (
f
t
t
F
M
N M
L O
z
9 p
O
z y O
? N CL
s
i ? U
?' o
U Z
m
c Qj
c
s a o
L
i U
m
e (! i 1 l' I
Iii
?
~ L M1 0 O?? I M O? O o
?? ( I O I O I O O? O I O O O O O
I
~
1 j
I
I I
i

N II
I I s i ? ?
v
:
I ? I I i ..
?
M'
'
O> I I I( N
I I I I r
N
a I
!
a

C7 >
i j>
( i
!
i d
>
u i I I
N ? F
? I i I F
U
i O
I (
I «
? I I I
! ! i I ? ??
p L
d c jml Oi
I I
i M I ! II i'?
M M

v v i
i

F
c
' , I

I
I
l

I I
N
?
w
v !
N! Mi j
N M,I
O
?l
tL
d '? i i ?' ?
i
! ! r
j I r u?
I

M
c V O I I j I I OI
j I I O O
v i i I I ?? i I l

N i ??? I I i
: 1 I I I
C 1
N
Ii
a
?'
l I
I M
1
! i
i
ri
u
i
i
I
i
1 i i
C ?j?I
! ! M! i
O I
! M

o i I to
j !, mi iAl NI
l O
to o ?
I
j II la`VI I j I! Ijai ?
gl, ! a?
a
I
!
; I ?,
r I
?
N
I i l l: ? I i I
! 1 1 i I;! I I l i
LL I i Nii I I I I N I I
C a ! 4

?
'
O d j
>
ji 1 ?,
L
to V i , Cj I c? i
> i ; ? ? I

N ' I ! I
! i t
f
C d !
N O O NI O
I MI
OI
c O o I O I O O I O I O
? I j i? ? I i i l 1
i
d
o n' o ?n r o ?n
f o 0 0 o I0 0 0 o
0
y o 0 0 0 ( o o c
-
L o
s

C .'?'
I
I
I ? I I
!O'M l0 cco VI MI7
N
I MI Oi O
(O
1
I
d
"' ,
(
N•
i l I I V I I
? I

a I I? i I i v
I 3 oI _I _ 3? of -I I
-
I c! ?E c c j l c ?! c c!

3

O 31 c c, 31 c
of ) ?ior

1 ? ?
U
r
L ?
U? U 1 L, ?
I
I ci
r
U
LL p
I
-
p
j N? L
[ ? L ?.

c I ? I I j ! '
t
! ! E ! i
11 1 1! I I I
l i? ? l' l I l
O
a j! i ! I I I
! . 9j ?I ?' ?'
a?I c
c
c c !

H !
,
f0 (6 r C { N (0
I
i L
( O
(

O
N
0 >
N N
.V.
V.. O
of of I i of o .
a
l i l I j?I j I
j I

N I I
i ci i ?
?
? ?'
C
I 1
a a I
U) jto iniv`i ai c`"n! la`1<n?a'iiai
w E fn Q Q
z N rM v O

i

d

I
U ULL
O
' Iw
0
' Z

l
7
I !P
N M
LO O
O
' O r
Z `N .- _
O O
Z ai m
O.
t
O C
N
R M
m
? C
O
N ? C
w
m v O
d O
m G
? O
a
U) L
O) r-.
l0
co
C
O
c ?
U
CL
O O
U Z
CO
C
C ?
FL O
m
L
U

w ? I
O i 0 O 0
0
O
O O
N
tO
M II(
m
V
m I
d'
w
N
LO
M
CD
N
N
O
M
N
N
T7
O O O O O O O O r N M M V LO LO CO M m LO M m 00

. v v 00
r 10
v LO
LO
O O O O O O C k, O O O O O O O O O h r CM V d' U
) h 0)
r
?..,

0 O' I O h <t r i CO LO N 00 LO r O O m N OR '7 O CO N

O x a
tp
N I I I I
I I I I O
V
I O
<t N
It N

1 M ' t 'd' LO
'T CO
? O
V 1`
It w
V w
It m
d' m
't 0
CO
LO
to N
Lo N
LO

41
L N
3 CC

'p I
I !

I I I I I

;

I

I

I

I

I

I

I

I

I

I

I

I

I

I

1
O

0
co
M
to
M
m
M
CO
O
r
M
V:

N
L 1 : j 1 i S O co N V (DI m r
O I
I
1---t
---S
- I
-
r-{
?
.d I I :
i O co co (O M t(7 0) co f` W
1 (D O
M I I I I I I I I I I I I I l I I
I
(
I
I
p
l
4
cn?
r`
N

1 9

? ti
iD + O S CO I r M I LOI r- 0) rl r: r, N? N

? ! I I I ? I i l I I
?
O i O 01 O?
p 0 0 0 O i
0 O
-O I O O,
I O O N
r LO
N M
M

? m
M "t m
d' 7
lC7 W
lO N
CO lO
(O m
CO N
h

1 LO I
t` W
0D v.
CO i CO'
CO 0)

CO I

m

0)
O co 6 0 0 1
0 0 0 1 0 0 0 0 0 6 C. 0 O C) 0 0 6 6 0 0 0 O I O 61 6 O

I i i I
N
?
co I
N
N
m
N I
O I
O
00
O N LO
O co CO co
N O
d' O
LO co
O N
M 1-
t` 0)
p t`
O O au
O O
LO n
M N.
CO N
V p N M m m M M N LO OD
O 'IT N Iq M O O m It m w h CO CD co 1` co O N ct lO m y m
y V
O r LO
O
CO
M
O l
m
N
to
f`
O
M
CO
m
N
LO
co
N
LO
CO
r
?
CO
r
t0
CO N

t0 I
O O O
r
r I
N
M
M
4
d'
4
6
6
16
6
m
CO
m
r`
1;
h
00
00
w
Oi
of
6 O

01

w
j
i d'
t` ?
W I
I
O
n
N
'ci'
N
M
N
L
m
r
W
-
N
t`
co
CO
co
O
m
m
O
O
00
co
CO
d'
V
M
N
I LO
C.

m
O
w
! M p
co
M
C14
I
r,
I O
v M
M O
LO M
O v
00 V
m N
M O
m CO
h r-
r- 1
m
M
m v
h
?
m
N
00
co
CD
00
r
h
2k' O I
N ( ?.
' O M M LO co 00 _ M CD M N O m M h CD O lO O lO CO
. I N
I Cp N d.
Lo ( 0 M 00 m O N M lO t` Op m N V' LO f` ap O M
yf
i
r rl r
r r N N N NI N N N N M M M? M M M
m i ; I I + ! l i I
I
f0 I
O O co fl- O N ? LO N m LC) LO ti m
O d' O (0 N m m co co m N LO m
I- > m O M p N h N _ m CO N O m m co 00 1` r-_ 1` ti 1` co 00 00
` O N N
I 0) t`
CD LO
M to
O
O tO 00 O
N M
N to
N 00
N O
M N
M M
M LO
M h
M 0)
M
d' M
d' LO
ch l?
V, m
st
LO M
0 LO
LO
V '' O C
)
r
r r N ?t r
r
r
r
r
r
r
r
C ! i rl I l l l

M I
LO
ti
CO ?
co (
m I
M I
CO I
M
CO
CO ?
M _ I
p
CD
m !
N
lO 1
0D
CO
v I
N
I
O
M
CO (
col _

d
y, 1-

O+ V
I _O
I N
co

L M I
CO

1
I N
LO

m I
LO

I N
LO

LC)
CO

O N
001

Il O
0)

MI r

O co
co

O lO
cD
v

N W

C; p
m

M lO
r`

't M
CO

LO
M

CD r

1`
m

h _
;
ti
O
CO

m N
M

0 M
r d' +
m

' (O
r`

N
Q ?. N
r tt
r O
r 1
-
r { r N 7 -
V U-) LO LO LO LO LO LO LO LO LO LO 0 LO CD CO CD co
j i + S I ( I
I I I I
I
I I I ? I I I I

cy)

LO 00 OD 04

(0

I

1

j

j

I
I

!
I

f

I i

I

N C; o 00
N
(O N?
? v-
co c
0!
m I I I I(

I I l I I I I I I

! I I I I I

. I I 1 l l I

f I I
C
) l

(

I

+

!

i

m
i 1
I
O
LL
16
d'
N
rf r
O
o o
co
co
00 o M
C, l l l l l l l l l l l l l l l l l l l l

l
Q LO CD N m

p
> I I i
't i
I
O I i
+
I
1? i '
i
I I I 1
I I
CD O I m rril 00 , N ?I I I I I I I 1 I I I I I I 11 I I I I 1 I I I I
r
r
N
NI
? C ? y ? i I I
S l 1 I

I I I ` I
;
LL (p

O

p 1 0

00
O m N

I

I

I

I

I

I

1

1

1

1

1

1

1

1

1

1

1

1

1

1

1
Q ; I r r N N M I I I I
I
0
O I
0
O
0
O I
0
O 1
0
O ?

4 I
0
O
0
O
LO
N
O
LO
LO
t`
O
O
LO
N
O
LO
LO
Ih
O
O
LO
N
O
tO
LO
h
O
N
LOO
LO
O
N
O
to
0
N O r N M 4 W r- N N r- CO CO w a0 m m m 0 0 0 0 r
O LO O LO O LO O LO O LO O tO O LO O to O LO C. LO O
• 0 0 0 0 0 0
C. 0
C, 0
0 N LO r- C) C14 UI) r.- CD N U') N C) C\I LO r-
? ?'
.
. (D O W m O N M M M M d' d' <1' V' vi vi LO 6 CD CO CO CD O N. F- h co
.
= d N N N M M M M M M M M M M M M M M M M M M co
1 CY) C( M CM

W co
(k
1 C
D
! co
1 O
( co
1 C
D C
O
1( (
O
1 CD C
O
I (
D
I (
D (
D
I C
O co (
0 co C
O (
O w
f O
C
1 (
D
1 (
D C
D
I .0
l 0 C
D O

d
I

I

1

J
. i
QD?I
aE
- Pa CeDj Wk
EnD y

?rEnB'?
Y
WkE
i
W ?.
1
SOILS hw
Abbington Place at Pinnacle Point
Chadottef North Carolina
Approximate Scale: 1" = 600'
Source
Mecklenburg County GIS

i

I

0

H
n

0

IF
_t?t,,
I

4u

/
19
,r
?? I 9
rlr ,' 1,
,
t/ bit
1 '
ZI,
r I\ i
' /y? ? , ql / / ,? /l/ ? ?'l r/r7 ? melt ??Y? ' ? ? Y\Y ? \ ? ! ?? 3??,.?
"
?, J 1 ! ? v \?,
dIL / > Y t f I I ;?i 1 t flit - `'t \ .YY ? ?••? SI
A J\
i
dy'` c A''?t I 1 ? a 1 ? A ^,vA ?// vvw F _?Ye / v ? ;V?,?
r? , ?r /.f: l ! ?J 1 ??? t l` ??V???- +" ???'l Vw!t ??V? _ YY ?' r r? ???.
??V ..? '. ? `? n, ? !.r?. ., \\. ?F?l ?r1,4/ F ,.. \??,a` \ ?`?c - Ir /' ^, ? - '? _ J ,'-'. ? -- __ ?+!''•S?2
I,,lr t" .mn ?i,4 1 r\\ -\5` ?? rAi VFW & \\++, Y11,:: -. Y ??- -
r? 'IF '' I1 to 1?` vAv1G/ ??, ?v ?V vv ! ! Ya \r i ' //i I?,?
X ?. Y / / ? ? 1
t1?\'?i 1, :N.l? ?\T, It yyll `r1r rl ` ? ` _? / ./? /_?r /i, •.? \ \ y
i \w \'a\ , 1? 91 i I+" ? It`d rl, r Y v //? ' ,/ r r \
\\\\\?? v ?
?II
I F , Fir' ? , 1 ), fq ?1 I ? ! r '\ x `? \t
tl kk 1, 1.\Y\\\'+
t r Y r (l V'1 V ? Vt' V , ?.. v x, F v . '. ti ', i?r1, - v •- ,; ''? y ', A ?v ,??? ? - ?. , tll
_ t r I
,
4d, t 17/, ?\ I ° / \ y, ?l. i } \?` . \ ?` \'. „x\Y _ ?? :?(' ? J/ ?!I . ? ., a?,,', •, X t i
4
? 't'') I?r!ii '' ? *•?' ^? e, ? ? _ 'r / ? >`w' ? h,`ti?„ ` \ v ,. - • ?, ^,?''7 1 I'' ?' `t _•?';•°< , ??,v V' - --I? ? V '
I P ?\ I
t 9,?!;' ) /i'ft ?4,li., __ •Ai! ))' r?.'\??y\?\t'\?+..\ \\\,a?? 4-,a`_ 4_-!` ?r°Y???!,?, STREET
t
PU??t?,+
il4 jal rlyrfl`r ??r" / ! _{r/y' s t? \\?\\ `- 1I ?
(1 y l,P ,(, i 9 ! i)'I y }`. 9h9// _tJ 1 1 ?1` f ?,1,, , ` L`\ - tkt 1.90 AC IMP. .}? 11A\ ??ry{
qHY. I. !i, r l 7rd ,?,!I ' ! r * ??. ?,9 r??' _r?tl N'BVI,,`I ?FI?I?I1?\`?? _____? ['` SY, ?'/ e .. - I ?'?y???\? {
il,lb ?', r ter ? c ;w?, irk! I \a,\. _ /? ti?h!tal ? •
I\ f
.})l,i
1, ' )Y rr)111'` ?fa'h ?/;., ? r a lil'\ , rl ?-'> ..• I,gil'II..` IX M. ?
,I ,i I?.?'^l.l\ \\, f rc .?i°i?l.7,.'t f ??.,?,I I\ " i. ?Y : iYy? 'I !i?', . \.. _( nll?,?, i
TOTAL AREA -I-
f

t 1 ,, r, , (t ,, 9
I
I II?II,/ ? ?, 11 ;II
i 11
II ?Irl?' / I ?\'1a1 1 `` a'
// // I 1i ??1,11 1 t!1,?'t , I lid 1?1\
Il`,.
r I
y'
U, 1 AX!
?h <
1
O I,1 a ?,
N/ , I !21 'a 1 1 I /
I I ? /
L"n
N r` / p r 1 ?" y r
bt l
to
14
Nf \
• i?? t,l ,' r? 7?' ? ? 1, ?I? ? V `\ v 'TV.V AC Yom' ?- ,??? ? ?. , I I v? \?' ? t J
?y I ?r /iif RY z' t' ?'1 ',% ';.? ?a?`I 7y/?' ,.'t`P? vv "+ h'- ?/? ,IIt y?. ,v `'? ?.? _? ?
{ f
7 ! 5r '" ?< '?yrr h I I I rl _ _-_ ?Y _ _ YY . .,} ! , l V \N
hA.
ow!. 'I I I
ryas "/ 7??. r A a?.l ?.? ?`?°"`__ ?----?_? /• _Y ??1'? v ? __ ? '! b
n
\ a 1
-?v 71
/ / , III;
y f//f _T " nr X1711, _-- ?y \ 1 ' \ \ tip A yt r
,CC I I '? .%o / '.r. I I 9111 I! _ a `?\ ?,\ Y / r r ? ti trl ,
yC_ ="% 1!, ^v /``yC, .:? ^ ?f.. - '`t-- 3•?,`r ==`-?r --
___-__
x
J )
17
_ _...???._.. ? \ _ _.. /. Ili ? / •?/ /, r/ J ',\
?a
I
PATH_ ; I rl , ?? / 1
411 -1

1

200' T 00' 0' 200' I
C I ' i
SCALE: 1 = 200
46 P
w
? r u
o ?
_P
0 0 1 w
N N1'1N >
iyN U
03
Q
Z LLOU •
Z L
00
3
W W • O L
N ??c 4
0 dlnU Q
a' a
z
°
ce4wot
m. w a tw. aanq.
.XAaW aeM ?mlWe,
bon nw agilal/w,bn-
b pralAflk. Ndetm
.i a eeM b reu°
awn
O~ au)
P:w Qz
Va Z :>: 0
00:3 H
'lJW0 Q-
ir W ?
°z? Qo
°
az°z WU
W0-LLJ_
Z
W 0
Q
?
Q
V a Z f-
?Q3 QL
0z wx
Nd p W
U F
O W
I 3i
Proiect No.
54215
Checked b JDO
Drown b RTF
Dole Drownl2 16/03
Revisions
Sheet
1 OF 1
0

n

7

H

G

d

C1
C
06
W P
? n u
o ?
m
0 W
MN
c.-.N U
mOU m
Z LL Z
N O.m, u
MM OY.?
Y/ W m O u
Q <I%IU Q
V
Q a
°u
o
z0
c
J
•

Cb1YIW
iN uM ar U?r d^M^9e
?11pw1 wHtm pYnJNM
Yan Ib mYPM/mgh-
ar Y P?IeM1
b "d
N Whet to Np!
W
MMn
CIO
0z Q-Z
HW Qp
UjL z :>:F-
-j-,o0 <C)
W
m? WZ
ooh fro
a. z °
n
0: 0u ?p
~W ?
3a0
Va z
?Qv QW
oz ?>
Na pW
C)
F
Proiect N.
54215
Checked b JDo
Drown b RTF
Date Drownl2 16 03
Revisions
sheet
1 OF 1

F

1

J
I?

GNA Job No. 54215
Issued: 12/16/03 GNA DESIGN ASSOCIATES, Inc.
Stormwater Pond Relocation
Pinnacle Point Development
Existing Conditions
HEC-1 Analysis for
2 & 10-Year Design Storms
FLOOD HYDROGRAPH PACKAGE (HEC-1)
* MAY 1991
+ VERSION 4.0.1E
Dods *•+*
Dodson & Associates, Inc.
*... Lahey
RUN DATE 12/04/03 TIME 13:47:15
7

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 XXXKXXX xxxxx XXX
* U.S. ARMY CORPS OF ENGINEERS
* HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95616
* [phone]
w *
rx.xww..ww.w w*w..w.w.*xw..w...r...r.r**
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 STRUCTURE.
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
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
1 HEC-1 INPUT PAGE 1
LINE ID....... 1....... 2.......3.......4.......5.......6.......7.... ...8.......9......10
*•* FREE ***
1 ID 54215: PINNACLE POINT, CHARLOTTE, NC
2 ID PROPOSED BASIN RELOCATION
3 ID EXISTING CONDITIONS
4 IT 2 01JAN00 1200 1000
S 10 0 0
' 6 KK A-2
7 KM 2-YR, 6-HR STORM
8 KO 3 1
9 BA 0.07156
10 PH 0 0.42 0.83 1.45 1.76 1.95
11 LS 0 68 2.28
' 12 UD 0.354
13 KK A-10
14 KM 10-YR, 6-HR STORM
15 KO 3 1
16 BA 0.07156
' 17 PH 0 0.59 1.26 2.36 2.90 3.21 3.72
18 LS 0 68
19 UD 0.354
20
21 EZ
FLOOD HYDROGRAPH PACKAGE (HEC-1) U.S. ARMY CORPS OF ENGINEERS
MAY 1991 HYDROLOGIC ENGINEERING CENTER
VERSION 4.0.1E * * 609 SECOND STREET
• Lahey F77L-EM/32 version 5.01 * * DAVIS, CALIFORNIA 95616
' wxx x Dodson Associates, Inc.
RUN DATE ATE 12/&04/ 03 TIME 13:47:15
x.x .r.. w rw w.» rr w ** ** [phone]

*
54215: PINNACLE POINT, CHARLOTTE, NC
PROPOSED BASIN RELOCATION
EXISTING CONDITIONS
5 IO OUTPUT CONTROL VARIABLES
IPRNT 0 PRINT CONTROL
IPLOT 0 PLOT CONTROL
' QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 2 MINUTES IN COMPUTATION INTERVAL
IDATE 1JAN 0 STARTING DATE
ITIME 1200 STARTING TIME
' NQ 1000 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 2JAN 0 ENDING DATE
NDTIME 2118 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL 0.03 HOURS
' TOTAL TIME BASE 33.30 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
... ... ... ... ... ... ... ... ... ... ... ..x ... ..x ... ... ... ... ... ... ... ... ..x ... ... ... ... ... w.. ... ... ..x ...
.
6 KK * A-2
. •«+*«rrr+•*** 2 YR, 6-HR STORM
8 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
SUBBASIN RUNOFF DATA
9 BA SUBBASIN CHARACTERISTICS
TAREA 0.07 SUBBASIN AREA
PRECIPITATION DATA
10 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM
..... HYDRO-35 ...... ............... TP-40 ............... ........ ... TP-49 .... .......
5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-14R 2-DAY 4-DAY 7-DAY 10-DAY
0.42 0.83 1.45 1.76 1.95 2.28 0.00 0.00 0.00 0.00 0.00 0.00
STORM AREA 0.07
11 LS SCS LOSS RATE
STRTL 0.94 INITIAL ABSTRACTION
CRVNBR 68.00 CURVE NUMBER
RTIMP 0.00 PERCENT IMPERVIOUS AREA
12 UD SCS DIMENSIONLESS UNITGRAPH
TLAG 0.35 LAG
UNIT HYDROGRAPH
55 END-OF-PERIOD ORDINATES
3. 8. 15. 24. 36. 51. 66. 78. 87. 92.
93. 93. 88. 83. 77. 69. 60. 50. 42. 36.
31. 27. 24. 21. 18. 15. 13. 12. 10. 9.
7. 6. 5. 5. 4. 4. 3. 3. 2. 2.
2. 1. 1. 1. 1. 1. 1. 1. 1. 0.

••• 0. 0. 0. 0. 0.
rtx« •!! r«i «!•
HYDROGRAPH AT STATION A-2
TOTAL RAINFALL = 2.28, TOTAL LOSS = 1.98, TOTAL EXCESS = 0.30
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+ (CPS) (HR)
(CPS)
+ 11. 3.53 2. 1. 0. 0.
(INCHES) 0.296 0.296 0.296 0.296
(AC-FT) 1. 1. 1. 1.

w!r *+w wrtr « CUMULATIVE AREA = 0.07 SQ MI
rr wr« r•i !rrt rr! !!i ••+ rt+. .*: rww **• w«« xrr rr! !•• •!.
r
+r
rt
e
r

!
13 KK * +
r rt
•••••+«rt«rrxx
A-10 xr
rt rt
r+
!!! ••! wrt+ rtxr !!i !!+ +!rt ir! i!x
• •!!i •ltwrtxwr
10-YR, 6-HR STORM
15 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
rrr HEC-1 ERROR 1 *** INVALID CARD IDENTIFICATION CODE OR CARD OUT OF SEQUENCE
CARD NO. 20
SUBBASIN RUNOFF DATA
16 BA SUBBASIN CHARACTERISTICS
TAREA 0.07 SUBBASIN AREA
PRECIPITATION DATA
17 PH DEPTHS FOR O-PERCENT HYPOTHETICAL STORM
..... HYDRO-35 ...... ............... TP-40 ............... ........ ... TP-49 .... .......
5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY
0.59 1.26 2.36 2.90 3.21 3.72 0.00 0.00 0.00 0.00 0.00 0.00
STORM AREA = 0.07
18 LS SCS LOSS RATE
STRTL 0.94 INITIAL ABSTRACTION
CRVNBR 68.00 CURVE NUMBER
RTIMP 0.00 PERCENT IMPERVIOUS AREA
19 UD SCS DIMENSIONLESS UNITGRAPH
TLAG 0.35 LAG
+rrt
UNIT HYDROGRAPH
55 END-OF-PERIOD ORDINATES
3. 8. 15. 24. 36. 51. 66. 78. 87. 92.
93. 93. 88. 83. 77. 69. 60. 50. 42. 36.
31. 27. 24. 21. 18. 15. 13. 12. 10. 9.
7. 6. 5. 5. 4. 4. 3. 3. 2. 2.
2. 1. 1. 1. 1. 1. 1. 1. 1. 0.
0. 0. 0. 0. 0.
r *** * ** * ;* #**
HYDROGRAPH AT
STAT ION A-10
TOTAL RAINFALL = 3.72, TOTAL LOSS 2.69, TOTAL EXCESS 1.03
r PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+ (CPS) (HR)
(CFS)
+ 45. 3.47 8. 2. 1. 1.
(INCHES) 1.031 1.031 1.031 1.031
(AC-FT) 4. 4. 4. 4.
CUMULATIVE AREA - 0.07 SQ MI
1
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
r TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD
OPERATION STATION FLOW PEAK
+ 6-HOUR 24-HOUR 72-HOUR
HYDROGRAPH AT
r + A-2 11. 3.53 2. 1. 0.
HYDROGRAPH AT
+ A-10 45. 3.47 8. 2. 1.
r *•• 1 ERROR(S) DETECTED BY HEC-1 *•*

r
r
r
r
r
r
r
r
r
r
r
r
r
BASIN MAXIMUM TIME OF
AREA STAGE MAX STAGE
0.07
0.07

H

F1

j ^1'

' GNA Job No. 54215
Issued: 12/16/03 ?GNA DESIGN ASSOCIATES, Inc.
Stormwater Pond Relocation
' Pinnacle Point Development
r

0

C?
u
11

0
I I

Proposed Conditions
HEC-1 Analysis for
2, 10, 50, & 100-Year Design Storms

l;x,,,,,,,,, ,,,,«x«rrr««r«rr,r,»r«xxrr«rr«?
FLOOD HYDROGRAPH PACKAGE (HEC-1)
* MAY 1991
+ VERSION 4.0.1E
**• •aod L+EM/3cversion 5.01
D *+**
Dodson son & Associates, Inc.
RUN DATE 12/18/03 TIME 07:53:56
t
K K KXXXX XX KKKXX X
X X K X X XX
K K K X X
XKXXXKX XXXX X XXKXK K
X X X X K
X X K X K K
X K KKXXX XX KXXXK XXX
* U.S. ARMY CORPS OF ENGINEERS
* HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET
* DAVIS, CALIFORNIA 95616
* [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 STRUCTURE.
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
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
1
LINE
••• FREE **•
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
1
LINE
50
51
52
53
54
55
56
57
58
59
60
61
62
HEC-1 INPUT PAGE 1
ID....... 1....... 2.......3.......4.......5.......6.......7.......8.......9......10
ID 54215: PINNACLE POINT, CHARLOTTE, NC
ID PROPOSED BASIN RELOCATION
ID DEVELOPED CONDITIONS
IT 2 01JAN00 1200 1000
IO 0 0
KK A-2
KM 2-YR, 6-HR STORM
KO 3 1
BA 0.07156
PH 0 0.42 0.83 1.45 1.76 1.95 2.28
LS 0 87
UD 0.300
KKA-2BASIN
KM ROUTE THROUGH DETENTION FACILITY
KO 3 1
RS 1 ELEV 633.0
SV 3.9832 4.2477 4.5189 4.7967 5.0810 5.3708 5.6650 5.9637 6.2667 6.5742
SV 6.8862 7.2027 7.5236 7.8492 8.1792 8.5139 8.8532 9.1970 9.5456 9.8988
SE 633 633.25 633.5 633.75 634 634.25 634.5 634.75 635 635.25
BE 635.5 635.75 636 636.25 636.5 636.75 637 637.25 637.5 637.75
SQ 0 0.12 0.25 0.33 0.39 0.44 0.49 0.54 0.58 0.62
SQ 7.31 19.5 35.3 48.6 49.2 58.2 74.0 94.3 118.2 145.2
SE 633 633.25 633.5 633.75 634 634.25 634.5 634.75 635 635.25
SE 635.5 635.75 636 636.25 636.5 636.75 637 637.25 637.5 637.75
KK A-2ROW
KM CONTRIBUTION FROM PUBLIC STREETS
KO 3 1
BA 0.00594
LS 0 98
UD 0.300
KK A-10
KM 10-YR, 6-HR STORM
KO 3 1
BA 0.07156
PH 0 0.59 1.26 2.36 2.90 3.21 3.72
LS 0 87
UD 0.300
KKA-IOBASIN
KM ROUTE THROUGH DETENTION FACILITY
KO 3 1
RS 1 ELEV 633.0
SV 3.9832 4.2477 4.5189
SV 6.8862 7.2027 7.5236
BE 633 633.25 633.5
SE 635.5 635.75 636
SQ 0 0.12 0.25
SQ 7.31 19.5 35.3
SE 633 633.25 633.5
SE 635.5 635.75 636
4.7967 5.0810
7.8492 8.1792
633.75 634
636.25 636.5
0.33 0.39
48.6 49.2
633.75 634
636.25 636.5
HEC-1 INPUT
5.3708
8.5139
634.25
636.75
0.44
58.2
634.25
636.75
5.6650 5.9637 6.2667 6.5742
8.8532 9.1970 9.5456 9.8988
634.5 634.75 635 635.25
637 637.25 637.5 637.75
0.49 0.54 0158 0.62
74.0 94.3 118.2 145.2
634.5 634.75 635 635.25
637 637.25 637.5 637.75
ID....... 1....... 2.......3.......4.......5.......6.......7.......8.......9......10
KK A-10ROW
KM CONTRIBUTION FROM PUBLIC STREETS
KO 3 1
BA 0.00594
LS 0 98
UD 0.300
KK A-50
KM 50-YR, 6-HR STORM
KO 3 1
BA 0.07156
PH 0 0.75 1.615 3.05 3.78 4.20 4.92
LS 0 87
UD 0.300
PAGE 2
63 KKA-50BASIN
64 KM ROUTE THROUGH DETENTION FACILITY
65 KO 3 1
66 RS 1 ELEV 633.0
67 SV 3.9832 4.2477 4.5189 4.7967 5.0810 5.3708 5.6650 5.9637 6.2667 6.5742
68 SV 6.8862 7.2027 7.5236 7.8492 8.1792 8.5139 8.8532 9.1970 9.5456 9.8988
69 SE 633 633.25 633.5 633.75 634 634.25 634.5 634.75 635 635.25
70 SE 635.5 635.75 636 636.25 636.5 636.75 637 637.25 637.5 637.75
71 SO 0 0.12 0.25 0.33 0.39 0.44 0.49 0.54 0.58 0.62
72 SQ 7.31 19.5 35.3 48.6 49.2 58.2 74.0 94.3 118.2 145.2
73 SE 633 633.25 633.5 633.75 634 634.25 634.5 634.75 635 635.25
74 SE 635.5 635.75 636 636.25 636.5 636.75 637 637.25 637.5 637.75
75 KK A-100
76 KM 100-YR, 6-HR STORM
77 KO 3 1
78 BA 0.07156
79 PH 0 0.82 1.74 3.40 4.10 4.40 5.50
80 LS 0 87
81 UD 0.300
82 KKA-100BASIN
83 KM ROUTE THROUGH DETENTION FACILITY
84 KO 3 1
85 RS 1 ELEV 633.0
86 SV 3.9832 4.2477 4.5189 4.7967 5.0810 5.3708 5.6650 5.9637 6.2667 6.5742
87 SV 6.8862 7.2027 7.5236 7.8492 8.1792 8.5139 8.8532 9.1970 9.5456 9.8988
88 SE 633 633.25 633.5 633.75 634 634.25 634.5 634.75 635 635.25
89 SE 635.5 635.75 636 636.25 636.5 636.75 637 637.25 637.5 637.75
90 SQ 0 0.12 0.25 0.33 0.39 0.44 0.49 0.54 0.58 0.62
91 SQ 7.31 19.5 35.3 48.6 49.2 58.2 74.0 94.3 118.2 145.2
92 SE 633 633.25 633.5 633.75 634 634.25 634.5 634.75 635 635.25
93 SE 635.5 635.75 636 636.25 636.5 636.75 637 637.25 637.5 637.75
94
95 ZZ
1rt rtrw+re++r+wwwwwr»rrrwx wxx».r+w+wxw..xxr + xxxxwrxxxrtwrrt++*xrxxxw+wxxxrtrtwrrtrtxrtrtx
* FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS
+ MAY 1991 * * HYDROLOGIC ENGINEERING CENTER
+ VERSION 4.0.1E * w 609 SECOND STREET
* Lahey F77L-EM/32 version 5.01 * * DAVIS, CALIFORNIA 95616
* Dodson & Associates, Inc. + +
* RUN DATE 12/18/03 TIME 07:53:56 + * [phone] rt
x
rtrx.rr»wrw+w+xxrxrrx*wwrwwwxrrr+wr»xxxxrr xrrrtx»xxe+xw+rtwrrxxxxxe*xrrtr.*xwwwrtxrtr»
54215: PINNACLE POINT, CHARLOTTE, NC
PROPOSED BASIN RELOCATION
DEVELOPED CONDITIONS
5 IO OUTPUT CONTROL VARIABLES
IPRNT 0 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 2 MINUTES IN COMPUTATION INTERVAL
IDATE 1JAN 0 STARTING DATE
ITIME 1200 STARTING TIME
NQ 1000 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 2JAN 0 ENDING DATE
NDTIME 2118 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL 0.03 HOURS
TOTAL TIME BASE 33.30 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
6 KK * A-2
++w+wrww*rxrr+ 2-YR, 6-HR STORM
8 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
SUBBASIN RUNOFF DATA
9 BA SUBBASIN CHARACTERISTICS
TAREA 0.07 SUBBASIN AREA
PRECIPITATION DATA
10 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM
..... HYDRO-35 ...... ............... TP-40 . .............. ........... TP-49 ...........
5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY
0.42 0.83 1.45 1.76 1.95 2.28 0.00 0.00 0.00 0.00 0.00 0.00
STORM AREA 0.07
11 LS SCS LOSS RATE
STRTL 0.30 INITIAL ABSTRACTION
CRVNBR 87.00 CURVE NUMBER

1

11

' RTIMP 0.00 PERCENT IMPERVIOUS AREA
12 UD SCS DIMENSIONLESS UNITGRAPH
TLAG 0.30 LAG
UNIT HYDROGR APH
47 END-OF-PERIOD ORDINATES
4. 12. 23. 38. 57. 78. 94. 104. 109. 109.
104. 97. 88. 77. 64. 52. 43. 36. 31. 26.
22. 19. 16.
4. 3. 3. 13. 11. 9.
2. 2. 2. 8.
1. .
1. 6.
1. 5.
1.

x«x 1. 1. 1.
.xx rrx 0. 0. 0.
«xx 0.
.rr
HYDROGRAPH AT STATION A-2
' TOTAL RAINFALL 2.28, TOTAL LOSS 1.15, TOTAL EXCESS = 1.13
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+ (CFS) (HR)
(CPS)
+ 60. 3.37 9. 2. 2. 2.
(INCHES) 1.129 1.129 1.129 1.129
(AC-FT) 4. 4. 4. 4.
CUMULATIVE AREA = 0.07 SQ MI
.«« xrx rr« .rx xrx ... r«« ««« ««« «x. «r « r«« «r« «.« «xx «xx xxx xx x xxx x.x . rr rr« x.. rx« x«x « «« ..« ««« xxr .rr « x« .r. r««
13 KK wwA-2BASINxw
+
?
rr..x.xxxxrrxr
ROUTE THROUGH DETENTION FACILITY
15 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
HYDROGRAPH ROUTING DATA
16 RS STORAGE ROUTING
NSTPS 1 NUMBER OF SUBREACHES
ITYP ELEV TYPE OF INITIAL CONDITION
RSVRIC 633.00 INITIAL CONDITION
X 0.00 WORKING R AND D COEFFICIENT
17 SV STORAGE 4.0 4.2 4.5 4.8 5.1 5.4 5.7 6.0 6.3 6.6
6.9 7.2 7.5 7.8 8.2 8.5 8.9 9.2 9.5 9.9
19 SE ELEVATION 633.00 633.25 633.50 633.75 634.00 634.25 634.50 634.75 635.00 635.25
635.50 635.75 636.00 636.25 636.50 636.75 637.00 637.25 637.50 637.75
1 21 SQ DISCHARGE 0. 0. 0. 0. 0. 0. 0. 1. 1. 1.
7. 20. 35. 49. 49. 58. 74. 94. 118. 145.
23 SE ELEVATION 633.00 633.25 633.50 633.75 634.00 634.25 634.50 634.75 635.00 635.25
635.50 635.75 636.00 636.25 636.50 636.75 637.00 637.25 637.50 637.75
EV
T
ON D ATA
COMPUTED STORAGE-OUTFLOW- EL
A
I
STORAGE 3.98 4.25 4.52 4.80 5.08 5.37 5.66 5.96 6.27 6.57
OUTFLOW 0.00 0.12 0.25 0.33 0.39 0.44 0.49 0.54 0.58 0.62
EL EVATION 633.00 633.25 633.50 633.75 634.00 634.25 634.50 634.75 635.00 635.25
STORAGE 6.89 7.20 7.52 7.85 8.18 8.51 8.85 9.20 9.55 9.90
OUTFLOW 7.31 19.50 35.30 48.60 49.20 58.20 74.00 94.30 118.20 145.20
ELEVATION 635.50 635.75 636.00 636.25 636.50 636.75 637.00 637.25 637.50 637.75
xw. ...HYDROGRAPH ATwSTATION A
2BASINww xrr
-
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
a (CFS) (HR)
(CFS)
+ 11. 4.23 4. 1. 1. 1.
(INCHES) 0.474 0.688 0.750 0.750
(AC-FT) 2. 3. 3. 3.
PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE
6-HR 24-HR 72-HR 33.30-HR
+ (AC-FT) (HR)
7. 4.20 7. 6. 6. 6.
PEAK STAGE TIME MAXIMUM AVERAGE STAGE
6-HR 24-HR 72-HR 33.30-HR
1
+ (FEET) (HR)
635.58 4.23 635.34 634.95 634.66 634.66
CUMULATIVE AREA = 0.07 SQ MI
xrx r.. ... ..x .x. ... x«« ««. ... .r. .. . ... ..x ««x «.. ... rrr .r . ... ..« . .. ... .r. .x. ..« . .« ... .r. ... «.« . r« ..r x..
:««+xxxxxar...
25 KK * A-2ROW +
rrrrrx***«***« CONTRIBUTION FROM PUBLIC STREETS
27 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
SUBBASIN RUNOFF DATA
28 BA SUBBASIN CHARACTERISTICS
TAREA 0.01 SUBBASIN AREA
PRECIPITATION DATA
10 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM
..... HYDRO-35 ...... ............... TP-40 ............... ........... TP-49 .... .......
5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY
0.42 0.83 1.45 1.76 1.95 2.28 0.00 0.00 0.00 0.00 0.00 0.00
STORM AREA 0.01
29 LS SCS LOSS RATE
STRTL 0.04 INITIAL ABSTRACTION
CRVNBR 98.00 CURVE NUMBER
RTIMP 0.00 PERCENT IMPERVIOUS AREA
30 UD SCS DIMENSIONLESS UNITGRAPH
TLAG 0.30 LAG
UNIT HYDROGRAPH
47 END-OF-PERIOD ORDINATES
0. 1. 2. 3. 5. 6. 8. 9. 9. 9.
9. 8. 7. 6. S. 4. 4. 3. 3. 2.
2. 2. 1. 1. 1. 1. 1. 1. 0. 0.
0. 0. 0. 0. 0. 0. 0. 0. 0. 0.

rrr 0. 0. 0. 0. 0. 0. 0.
rww *** rxr rrx
HYDROGRAPH AT STATION A-2ROW
TOTAL RAINFALL 2.28, TOTAL LOSS 0.23, TOTAL EXCESS = 2.05
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
a (CFS) (HR)
(CFSJ
s 9. 3.33 1. 0. 0. 0.
(INCHES) 2.051 2.052 2.052 2.052
(AC-FT) 1. 1. 1. 1.

ass rrx r+r x CUMULATIVE AREA = 0.01 SQ MI
ar rra r** *** *** :rr x+r x*+ :xr aar r** +xr aaa rrx xrr rxx rxr r
rr r** rrr ++* wxr
rrr rx* rrr r

r
31 KK *
rxxrx*xx*xx**
A-10 rr r*r rr• rrr
a rrrrr*rrr rwrr -
10-YR, 6-HR STORM
33 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
SUBBASIN RUNOFF DATA
34 BA SUBBASIN CHARACTERISTICS
TAREA 0.07 SUBBASIN AREA
PRECIPITATION DATA
35 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM
..... HYDRO-35 ...... ............... TP-40 ............... ........... TP-49 .... .......
5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY
0.59 1.26 2.36 2.90 3.21 3.72 0.00 0.00 0.00 0.00 0.00 0.00
STORM AREA 0.07
36 LS SCS LOSS RATE
STRTL 0.30 INITIAL ABSTRACTION
CRVNBR 87.00 CURVE NUMBER
RTIMP 0.00 PERCENT IMPERVIOUS AREA
37 UD SCS DIMENSIONLESS UNITGRAPH
TLAG 0.30 LAG
UNIT HYDROGRAPH
47 END-OF-PERIOD ORDINATES
4. 12. 23. 38. 57. 78. 94. 104. 109. 109.
104. 97. 88. 77. 64. 52. 43. 36. 31. 26.
22. 19. 16. 13. 11. 9. 8. 7. 6. 5.
4. 3. 3. 2. 2. 2. 1. 1. 1. 1.

•rr 1. 1. 1. 0. 0. 0. 0.
*** err rrr rrr
HYDROGRAPH AT STATION A-10
TOTAL RAINFALL = 3.72, TOTAL LOSS = 1.34, TOTAL EXCESS = 2.38
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
r (CPS) (HR)
(CFS)
+ 121. 3.37 18. 5. 3. 3.
(INCHES) 2.381 2.381 2.381 2.381
(AC-FT) 9. 9. 9. 9.
CUMULATIVE AREA - 0.07 SQ MI
•xx +++ xx« +.+ r.w +++ +++ +x+ ++x w«+ xx . +++ +«+ +++ +++ +++ +.x xx x x.x x.a xx x ++w +++ +xw w++ « «« w+« +«« +.r x«x . xx xxx x«+
38 KK +xA-10BASI--
N
*
+
ROUTE THROUGH DETENTION FACILITY
40 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE

41 RS HYDROGRAPH ROUTING DATA
STORAGE ROUTING
NSTPS 1 NUMBER OF SUBREACHES
ITYP ELEV TYPE OF INITIAL CONDITION _
RSVRIC 633.00 INITIAL CONDITION
X 0.00 WORKING R ANDD COEFFICIENT
42 SV STORAGE 4.0 4.2 4.5 4.8 5.1 5.4 5.7 6.0 6.3 6.6
6.9 7.2 7.5 7.8 8.2 8.5 8.9 9.2 9.5 9.9
44 SE ELEVATION 633.00 633.25 633.50 633.75 634.00 634.25 634.50 634.75 635.00 635.25
635.50 635.75 636.00 636.25 636.50 636.75 637.00 637.25 637.50 637.75
46 SQ DISCHARGE 0. 0. 0. 0. 0. 0. 0. 1. 1. 1.
7. 20. 35. 49. 49. 58. 74. 94. 118. 145.
48 SE ELEVATION 633.00 633.25 633.50 633.75 634.00 634.25 634.50 634.75 635.00 635.25
635.50 635.75 636.00 636.25 636.50 636.75 637.00 637.25 637.50 637.75
' O
OW V
ON
L TA
COMPUTED STORAGE-
UTFL
- E
E
ATI
DA
STORAGE 3.98 4.25 4.52 4.80 5.08 5.37 5.66 5.96 6.27 6.57
OUTFLOW 0.00 0.12 0.25 0.33 0.39 0.44 0.49 0.54 0.58 0.62
ELEVATION 633.00 633.25 633.50 633.75 634.00 634.25 634.50 634.75 635.00 635.25
STORAGE 6.89 7.20 7.52 7.85 8.18 8.51 8.85 9.20 9.55 9.90
OUTFLOW 7.31 19.50 35.30 48.60 49.20 58.20 74.00 94.30 118.20 145.20
ELEVATION 635.50 635.75 636.00 636.25 636.50 636.75 637.00 637.25 637.50 637.75
+.+ x--
- IOBASIxx
N xx«
HYDROGRAPH AT
STA TIO
A-
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
+
(CFS) 6-HR
(HR) 24-HR 72-HR 33.30-HR
(CPS)
a 56. 3.77 13. 4. 3. 3.
(INCHES) 1.718 1.933 1.999 1.999
(AC-FT) 7. 7. 8. 8.
PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE
6-HR 24-HR 72-HR 33.30-HR
+ (AC-FT) (HR)
8. 3.77 7. 6. 6. 6.
PEAK STAGE TIME MAXIMUM AVERAGE STAGE
6-HR 24-HR 72-HR 33.30-HR
+ (FEET) (HR)
636.68 3.77 635.57 635.02 634.72 634.72
CUMULATIVE AREA = 0.07 SQ MI
w.. ... x.. .x. ... ... x.. ..x ... .x. .x + ... x+. ..+ - ... w.. x. . x.. w+x x +a ««x +++ «+« «.. x .. ... x.. ..x ««« + ++ +«+ .x+
50 KK *OROW
-
A
.
--x
.
xx
CONTRIBUTION FROM PUBLIC STREETS
52 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
SUBBASIN RUNOFF DATA
53 BA SUBBASIN CHARACTERISTICS
TAREA 0.01 SUBBASIN AREA
PRECIPITATION DATA
35 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM

..... HYDRO-35 ...... ............... TP-40 .. ............. ........... TP -49 .... .......
5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY
0.59 1.26 2.36 2.90 3.21 3.72 0.00 0.00 0.00 0.00 0.00 0.00
STORM AREA = 0.01
54 LS SCS LOSS RATE
STRTL 0.04 INITIAL ABSTRACTION
CRVNBR 98.00 CURVE NUMBER
RTIMP 0.00 PERCENT IMPERVIOUS AREA
55 UD SCS DIMENSIONLESS UNITGRAPH
TLAG 0.30 LAG
w+
#
UNIT HYDROGRAPH
47 END-OF-PERIOD ORDINATES
0. 1. 2. 3. 5. 6. 8. 9. 9. 9.
9. 8. 7. 6. 5. 4. 4. 3. 3. 2.
2. 2. 1. 1. 1. 1. 1. 1. 0. 0.
0. 0. 0. 0. 0. 0. 0. 0. 0. 0.
0. 0. 0. 0. 0. 0. 0.
HYDROGRAPH AT STATION A-10ROW
TOTAL RAINFALL 3.72, TOTAL LOSS = 0.23, TOTAL EXCESS a 3.49
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+ (CPS) (HR)
(CFS)
+ 14. 3.33 2. 1. 0. 0.
(INCHES) 3.482 3.486 3.486 3.486
(AC-FT) 1. 1. 1. 1.

rRw e4+ frf # CUMULATIVE AREA =
#f +ff ### #«t ttt t** R+f ++ 0.01 SQ MI
t +++ fft Ott fi#4 t#* «+
« ++f Rrr 4RR 4
## #44 #4fi tfi

4
56 KK *
4*4*ifi #f ##4 tfi
A-50 #R# fR« ««f fRR R#* t## ffr Rr# 4!k
* «•r«rif rr+rif 50-YR, 6-HR STORM
58 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
SUBBASIN RUNOFF DATA
59 BA SUBBASIN CHARACTERISTICS
TAREA 0.07 SUBBASIN AREA
PRECIPITATION DATA
60 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM
..... HYDRO-35 ...... . .............. TP-40 ... ............ ........... TP-49 .... .......
5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY
0.75 1.62 3.05 3.78 4.20 4.92 0.00 0.00 0.00 0.00 0.00 0.00
STORM AREA = 0.07
61 LS SCS LOSS RATE
STRTL 0.30 INITIAL ABSTRACTION
CRVNBR 87.00 CURVE NUMBER
RTIMP 0.00 PERCENT IMPERVIOUS AREA
62 UD SCS DIMENSIONLESS UNITGRAPH
TLAG 0.30 LAG
UNIT HYDROGRAPH
47 END-OF-PERIOD ORDINATES
4. 12. 23. 38. 57. 78. 94. 104. 109. 109.
104. 97. 88. 77. 64. 52. 43. 36. 31. 26.
22. 19. 16. 13. 11. 9. 8. 7. 6. 5.
4. 3. 3. 2. 2. 2. 1. 1. 1. 1.

irf 1. 1. 1.
4ri #t« 0. 0.
+f« 0. 0.
fi*i
HYDROGRAPH AT STATION A-50
TOTAL RAI NFALL 4.92, TOTAL LOSS = 1.43, TOTAL EXCESS = 3.49
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+ (CFS) (HR)
(CFS)
+ 172. 3.33 27. 7. 5. 5.
(INCHES) 3.491 3.491 3.491 3.491
(AC-FT) 13. 13. 13. 13.
CUMULATIVE AREA = 0.07 SQ MI
63 KK + A-50BASI N
ROUTE THROUGH DETENTION FACILITY
65 KO OUTPUT CONTROL VARIABLES
IPINT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE

66 RS HYDROGRAPH ROUTING DATA
STORAGE ROUTING
NSTPS 1 NUMBER OF SUBREACHES
ITYP ELEV TYPE OF INITIAL CONDITION
RSVRIC 633.00 INITIAL CONDITION
X 0.00 WORKING R AND D COEFFICIENT
67 SV STORAGE 4.0 4.2 4.5 4.8 5.1 5.4 5.7 6.0 6.3 6.6
6.9 7.2 7.5 7.8 8.2 8.5 8.9 9.2 9.5 9.9
69 SE ELEVATION 633.00 633.25 633.50 633.75 634.00 634.25 634.50 634.75 635.00 635.25
635.50 635.75 636.00 636.25 636.50 636.75 637.00 637.25 637.50 637.75
71 SQ DISCHARGE 0. 0. 0. 0. 0. 0. 0. 1. 1. 1.
7. 20. 35. 49. 49. 58. 74. 94. 118. 145.
73 SE ELEVATION 633.00 633.25 633.50 633.75 634.00 634.25 634.50 634.75 635.00 635.25
635.50 635.75 636.00 636.25 636.50 636.75 637.00 637.25 637.50 637.75
TFLOW
EL
GE
O EVATION DA TA
-
COMPUTED STORA
-
U
STORAGE 3.98 4.25 4.52 4.80 5.08 5.37 5.66 5.96 6.27 6.57
OUTFLOW 0.00 0.12 0.25 0.33 0.39 0.44 0.49 0.54 0.58 0.62
EL EVATION 633.00 633.25 633.50 633.75 634.00 634.25 634.50 634.75 635.00 635.25
' STORAGE 6.89 7.20 7.52 7.85 8.18 8.51 8.85 9.20 9.55 9.90
OUTFLOW 7.31 19.50 35.30 48.60 49.20 58.20 74.00 94.30 118.20 145.20
ELEVATION 635.50 635.75 636.00 636.25 636.50 636.75 637.00 637.25 637.50 637.75
xxx xx.
- xx xx x
HYDROGRAPH AT
STATION A-50BASI
-PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33 .30-HR
+
(CPS)
(HR)
(CFS)
+ 112. 3.60 22. 6. 4. 4.
(INCHES) 2.824 3.040 3.108 3.108
(AC-FT) 11. 12. 12. 12.
PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE
6-HR 24-HR 72-HR 33.30-HR
+ (AC-FT) (HR)
9. 3.60 7. 6. 6. 6.
PEAK STAGE TIME MAXIMUM AVERAGE STAGE
6-HR 24-HR 72-HR 33.30-HR
+ (FEET) (HR)
637.43 3.60 635.75 635.07 634.77 634.77
CUMULATIVE AREA = 0.07 SQ MI
i .xx xxx.xx xxx xxx xxx xxx xxx xxx xxx x xx xxx xxx xxx xxx xxx xxx xxx xxx xxx x xx xxx xxx.xx xxx xxx xxx xxx .xx xxxx xx xxx xxx

'
75 KK xxxxxxxxxxxxxx
A-100
?
xxxx
xaxxx+xxx
100-YR, 6-HR STORM
77 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
' IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
SUBBASIN RUNOFF DATA
78 BA SUBBASIN CHARACTERISTICS
TAREA 0.07 SUBBASIN AREA
PRECIPITATION DATA
79 PH DEPTHS FOR 0-PERCENT HYPOTHETICAL STORM
HYDRO-35 ...... ............... TP-40 ........ ....... ........... TP-49 . ..........
5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY
0.82 1.74 3.40 4.10 4.40 5.50 0.00 0.00 0.00 0.00 0. 00 0.00
STORM AREA = 0.07
80 LS SCS LOSS RATE
' STRTL 0.30 INITIAL ABSTRACTION
CRVNBR 87.00 CURVE NUMBER
RTIMP 0.00 PERCENT IMPERVIOUS AREA
81 UD SCS DIMENSIONLESS UNITGRAPH
' TLAG 0.30 LAG xxx
UNIT HYDROGRAPH
47 END-OF-PERIOD ORDINATES
4. 12. 23. 38. 57. 78. 94. 104. 109. 109.
1
104. 97. 88. 77. 64. 52. 43. 36. 31. 26.
22. 19. 16. 13. 11. 9. 8. 7. 6. 5.
4. 3. 3. 2. 2. 2. 1.. 1. 1. 1.
1. 1. 1. 0. 0. 0. 0. --
HYDROGRAPH AT STATION A-100
TOTAL RAINFALL = 5.50, TOTAL LOSS = 1.46, TOTAL EXCESS = 4.04
PEAK FLOW TIME MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
+ (CPS) (HR)
(CFS)
+ 195. 3.33 31. 8. 6. 6.
(INCHES) 4.039 4.039 4.039 4.039
(AC-FT) 15. 15. 15. 15.

«w« rrr r.r rrr CUMULATIVE AREA = 0.07 SO MI
rwr «x« r«« rrr rrr rww r«x *«r rrr rrr r«r xr« wxr r
rr
rr rr
r

www
82 KK «
.
r«w«w«r«««x
A-100BAS * IN r
r r
« «r« «. « xrr ««x x r. rrr .r w ««x xxr rrr •«• wxr
x«r xr rr rrrrrrx
ROUTE THROUGH DETENTION FACILITY
84 KO OUTPUT CONTROL VARIABLES
IPRNT 3 PRINT CONTROL
IPLOT 1 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
*** HEC-1 ERROR 1 *** INVALID CARD IDENTIFICATION CODE OR CARD OUT OF SEQUENCE
CARD NO. 94
HYDROGRAPH ROUTING DATA
85 RS STORAGE ROUTING
NSTPS 1 NUMBER OF SUBREACHES
ITYP ELEV TYPE OF INITIAL CONDITION
RSVRIC 633.00 INITIAL CONDITION
X 0.00 WORKING R AND D COEFFICIENT
86 SV STORAGE 4.0 4.2 4.5 4.8 5.1 5.4 5.7 6.0 6.3 6.6
6.9 7.2 7.5 7.8 8.2 8.5 8.9 9.2 9.5 9.9
88 SE ELEVATION 633.00 633.25 633.50 633.75 634.00 634.25 634.50 634.75 635.00 635.25
635.50 635.75 636.00 636.25 636.50 636.75 637.00 637.25 637.50 637.75
90 SO DISCHARGE 0. 0. 0. 0. 0. 0. 0. 1. 1. 1.
7. 20. 35. 49. 49. 58. 74. 94. 118. 145.
92 SE ELEVATION 633.00 633.25 633.50 633.75 634.00 634.25 634.50 634.75 635.00 635.25
PEAK FLOW TIME
r (CPS) (HR)
+ 140. 3.57
PEAK STORAGE TIME
+ (AC-FT) (HR)
10. 3.57
PEAK STAGE TIME
+ (FEET) (HR)
637-70 3.57
1
635.50 635.75 636.00 636.25 636.50 636.75 637.00 637.25 637.50 637.75
COMPUTED STORAGE-OUTFLOW-ELEVATION DATA
3.98 4.25 4.52 4.80 5.08 5.37 5.66 5.96 6.27 6.57
0.00 0.12 0.25 0.33 0.39 0.44 0.49 0.54 0.58 0.62
633.00 633.25 633.50 633.75 634.00 634.25 634.50 634.75 635.00 635.25
6.89 7.20 7.52 7.85 8.18 8.51 8.85 9.20 9.55 9.90
7.31 19.50 35.30 48.60 49.20 58.20 74.00 94.30 118.20 145.20
635.50 635.75 636.00 636.25 636.50 636.75 637.00 637.25 637.50 637.75
HYDROGRAPH AT STATION A-100BAS
MAXIMUM AVERAGE FLOW
6-HR 24-HR 72-HR 33.30-HR
(CPS)
26. 7. 5. 5.
(INCHES) 3.368 3.584 3.654 3.654
(AC-FT) 13. 14. 14. 14.
MAXIMUM AVERAGE STORAGE
6-HR 24-HR 72-HR 33.30-HR
7. 6. 6. 6.
MAXIMUM AVERAGE STAGE
6-HR 24-HR 72-HR 33.30-HR
635.82 635.10 634.80 634.80
CUMULATIVE AREA = 0.07 SQ MI
STORAGE
OUTFLOW
ELEVATION
STORAGE
OUTFLOW
ELEVATION
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD
OPERATION STATION FLOW PEAK
6-HOUR 24-HOUR 72-HOUR
HYDROGRAPH AT
A-2 60. 3.37 9. 2. 2.
ROUTED TO
A-2BASIN 11. 4.23 4. 1. 1.
BASIN MAXIMUM TIME OF
AREA STAGE MAX STAGE
0.07
0.07

HYDROGRAPH AT
+ A-2ROW 9. 3.33
HYDROGRAPH AT
+ A-10 121. 3.37
ROUTED TO
+ A-10BASI 56. 3.77
HYDROGRAPH AT
A-lOROW 14. 3.33
HYDROGRAPH AT
r A-50 172. 3.33
ROUTED TO
' i
? A-SOBASI 112. 3.60
HYDROGRAPH AT
A-100 195. 3.33
ROUTED TO
A-100BAS 140. 3.57
•+• 1 ERROR(S) DETECTED BY HEC-1 + +•

1
635.58 4.23
1. 0. 0. 0.01
18. 5. 3. 0.07
13. 4. 3. 0.07
636.68
2. 1. 0. 0.01
27. 7. 5. 0.07
22. 6. 4. 0.07
637.43
31. 8. 6. 0.07
26. 7. 5. 0.07
637.70
3.77
3.60
3.57
I
I

I
I
I
I
I
I
I
I
I
I
I
I
I

I
GNA Job No. 54215
Issued: 12/16/03

1

GNA DESIGN ASSOCIATES, Inc.
Stormwater Pond Relocation
Pinnacle Point Development
Erosion Control Calculations

1
\2•t??oz.
? z
Qt P1?.1,AC t_?. 'QG? r?J ? QGNn ??.C)CAZ !c? ?•.?

Tky
\` C)o ?1 ?? •?)(? ?? ?` acv

---- -----------
f? 7? Z`3? 1 1 \?c, 1 ?1 c?

G 77

1?

11
11

[7

1

1
, 2,, G?
?

1- J J

.r

11

F",

7

0

d

?1G?
_ U
M
I ..
ANC/ p L
?`\1C\?
r

a
- -_ -- -

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

n

J

n
0
11

1
-l-
Appendices
30
Outlet IW = Do + La
diameter (Do)
pipe 1
JIwater < 0.5Do

L=Zz `
20
10
50 100
Discharge (ft3/sec) 1Z? Js
E
Q)
2 N
CA
CL
ca
L
Q.
0
1 'd

U 0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T. < 0.5 diameter),
r- \
Rev. 1?r93
-X`o'l?l.
e?`gir o? PP 60j
?. ? ?rfl?fllitft?
8.06.3

l

0

C
0

1
I
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
l `l` J
)S"
Appendices
3 De,
.+U ,vu cuu 5uu IUUU
Discharge (ft /sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T,v < 0.5 diameter).

Rev. 12193
8.06.3
z
N
Cn
a
CO
a
0
A;?'; >
1

1

J
7
1
1
1

Appendices
1
1 3 ° • .!:
+i
Outlet i' .. ,I,
W - Do+La 9:f r! ?r
pipe ly i 'r P
diameter (Do)
80 tC itt I! 1:
La it ester < 0.500 r' i }} .I t.???? if y
1 r
i 1 11
of p'p?o60? :4? } ? ? i ly
i
\,el\gt
1 r E fiti
?ri?R` I 1 , _ r. : ry
.? 4 it {II II i-r0 a''
r i ;F4 + ,, F 1 y
4 41
4 t
0- 4
3 r t t !: '? r? t? s 4 -J
?r ; r a
-41
20 3
41- 4
Till
Ml tit
I MR '?, a Q
i A
N ; v : 20 r i ; ?
c?c? 1z
I i v is - E' 4--0
f i Vo10 d t ! .? III I !l.
`` t_
i.. i II I I I ' y i? I I I I ?I '! ??` .' .I I•L' UCH
I
:ji .: .. •:
0 lStr,. n?;.a?
3 5 1 20 5? 1 100 200 500 1000
\o Discharge (ft3/sec)
N? I
Curves may not be extrapolated.
Figure 8.16a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T.< 0.5 diameter).
1
G? n.t C PG N
1
Rev. IZ93
8.06.3
1

11

7
1