20061894 Ver 1_More Info Received_20070523

ENGNGER~ING
~' ~ ~
r~
~~~; ~ ~'` ~ ~ ~~ ~~ a~0'7.d ~ h
i~~~ ~.~
MAY ~ ~ 2007
~~~~v!~ - :~~ar~~ ~
t~~L:l,titt;' a,1~1? 7Q?.:, r 4JF1l.iTY
e ter o ransmittal ~~_ ~ 8 q ~,
2013';Van Buren Avenue
Indian Trail, NC 28079
704) 882-4222
www.eagleonline.net
L t fT '
Attention: Annette Lucas
DWQ-401 Oversight Express
Permitting Unit
2321 Crabtree Boulevard
Suite 250
Date: 5/22/2007
EEI Job Number: 3151
Re: Long Creek Club Apartment
Raleigh, NC 27804
We are transmitting the following items: "
ihe. G.1-u..b ail' ~ o~r-~,..l.a..l~e_
~"' Prints (~ Plans r` Specifications ~'"' Application ~" Report
~" Copy of Letter r Shop Drawings r Calculations ("" Check ~"" Other
Copies Date No. Items to be Transmitted
3 sets Plans
3 sets Calculations
These are transmitted as checked below:
~ For Approval
I"` For Your Use
r As Requested
Remarks:
r'" For Review
r' Corrected Prints
~` Copies for Distribution
r'° Approved as Submitted
j- Approved as Noted
~"" Copies for Approval
Note: Unless the revision block states "Released for Construction ", all plans enclosed are to be considered
'Preliminary" and "Not for Construction ", and are provided for permitting, information or bidding use only.
Cc:
Signed: Beverly Carson

1
1
1
1
1
1
1
1
1
1
1
1
1
o~ -Igq~{
S'TORMWATER MANAGEMENT &
EROSION CONTROL
CALCULATIONS'
L ~n~ ~ CJr~e~e~1=~~ C~1 ~!~!,b A pia rtr~J ~ e~~~tr_s.~
for
Charter Properties
ENGIN~ER~ING
John D. Barnard, P.E.
EAGLE ENGINEERING, INC.
2013 Van Buren Avenue
Indian Trail, NC 28079
Phone: [phone]
Toll free: (866) EAGLENC
EEI PROJECT NO. 3151
February 7, 2007
Initials .. Da e '
5 Is ~~-
_ _ _~ R..~
~° r^° gay ~ 3p a•.~1a Vk i~~
~.~ ~, ~ ~ 1~ i t . k. ¢~p
~~,y~. _.. ~:~
h~1r,Y ~ ~ ~Z~JC l

1
' TABLE OF CONTENTS
I. Erosion Control Calculations
a. Time Of Concentration Calculations
1. Phase 1

1 2. Phase 2
b. Sediment Basin Calculations
1. Basin 1 Outlet Structure
2. Basin 2 Outlet Structure
' c. Sediment Basin Stage-Storage
d. Sediment Basin Summary
e. Sediment Trap Weir Calculations
II. Storm Water System Calculations
' a. Inlet C - '
apacity Calculations Onsite
' b. Mannings Pipe Calculations - Onsite
c. Time Of Concentration -Bypass
' d. Mannings Pipe Calculations -Bypass
e. Storm Profiles
f. Rip Rap Apron Calculations
g. Interceptor Ditch Calculations
h. B ass Yard Inlet Calculations
yP
i. On Site Yard Inlet Calculations

I

C

III.
IV.
Wet Detention Pond Calculations
a. Wet Pond Worksheet
b. SCS 1 yr 24 Hr Storm Volume
c. Wet Pond Drawdown Calcs
d. Pond Sizing Calculations
e. Misc. Wet Pond Calcs
f. Detention Worksheet
g. Basin Stage Storage
h. Pre-Developed Time of Concentration
i. Soil Type Summary
j. 1 yr 24 Hour Routing
k. Detention Routing Calcs
1. Level Spreader Worksheet
Additional S. W.I.M. Buffer Calculations

Time of Concentration Long Creek Clulb Apartments
For Sediment Basin 1 -Phase 1
SHEET FLOW SEG #1 SEG #2
MANNING'S "n" 0.240 Grass
10-YEAR, 24- HR. RAIN FALL (IN) 3.12
FLOW LENGTH (FT) 300
ELEV UP (NGVD FT) 795.0
ELEV DOWN (NGVD FT) 785.0
LAND SLOPE (FT/FT) 0.033 0.000
TIME OF CONCENTRATION (HRS) 0.473 0.000 0.473
SHALLOW CONCENTRATED FLOW SEG #1 SEG #2
SURFACE DESCRIPTION (P OR U) u P
FLOW LENGTH (FT) 1626 1
ELEV UP (NGVD FT) 785.0 0.0
ELEV DOWN (NGVD FT) 718.0 0.0
WATERCOURSE SLOPE (FT/FT) 0.041 0.000
AVERAGE VELOCITY (FT/SEC) 3.275 0.000
TIME OF CONCENTRATION (HRS) 0.138 0.000 0.138
RECTANGULAR CHANNEL
CHANNEL FLOW SEG #1 SEG #2 SFr; #s cFr_ ed
BOTTOM WIDTH (FT)
DEPTH (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)

0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00

0.000 0.000

0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0
TRIANGULAR CHANNEL
CHANNEL FLOW SEG #1 SEG #2 SEG #3 SEG #4
TOP WIDTH (FT)
DEPTH (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)

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
0.0
0.0
0.000 0.000 0.000

0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0
TOTAL TIME OF CONCENTRATION (HRS)
LAG TIME (HRS)
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (?H:1V) (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
PIPE DIAMETER (IN)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
0.611 36.646 (MIN)
0.366
USE 3s MIN
TRAPEZOIDAL CHANNEL
SFr; $1 CFf_ 87 cFf_ it4 CC!_ xA
0.0 0.0
0.0 0.0
0.0 0.0
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
o.oo o.oo o.oo o.oo
0 0
0.0 0.0
0.0 0.0
0.000 0.000 0.000 0.000
0.030 0.030
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0
CIRCULAR CHANNEL (Gravity Flow)
SEG #1 RF(: #9 cFf, eFZ cGr_ iew
0
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 0.00 0.00
1.00 1.00 1.00 1.00
0
0
0.0000 0.0000 0.0000 0.0000
0.000
o.ooo o.ooo o.ooo o.ooo o.ooo
0.000 0.000 0.000 0.000 0.000

Time of Concentration Long Creek Club Apartments
For Sediment Basin 2 -Phase 1
SHEET FLOW SEG #1 SEG #2
MANNING'S "n" 0.240 Grass
10-YEAR, 24- HR. RAIN FALL (IN) 3.12
FLOW LENGTH (FT) 300
ELEV UP (NGVD FT) 812.0
ELEV DOWN (NGVD FT) 808.0
LAND SLOPE (FT/FT) 0.013 0.000
TIME OF CONCENTRATION (HRS) 0.682 0.000 0.682
SHALLOW CONCENTRATED FLOW SEG #1 SEG #2
SURFACE DESCRIPTION (P OR U) u P
FLOW LENGTH (FT) 460 1
ELEV UP (NGVD FT) 808.0 0.0
ELEV DOWN (NGVD FT) 782.0 0.0
WATERCOURSE SLOPE (FT/FT) 0.057 0.000
AVERAGE VELOCITY (FT/SEC) 3.836 0.000
TIME OF CONCENTRATION (HRS) 0.033 0.000 0.033
RECTANGULAR CHANNEL
CHANNEL FLOW SFr, ~~ SFr. ~~ cFr. ~a cFr_ ~
BOTTOM WIDTH (FT)
DEPTH (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)

0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00

o.ooo o.ooo

o.ooo o.ooo o.ooo o.ooo
0.000 0.000 0.000 0.000 0
TRIANGULAR CHANNEL
CHANNEL FLOW SEG #1 SEG #2 SEG #3 SEG #4
TOP WIDTH (FT)
DEPTH (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
30.0
4.0
60.00 0.00 0.00 0.00
31.05 0.00 0.00 0.00
1.93 0.00 0.00 0.00
1176.00
782.0
726.0
0.048 O.O~l0 0.000 0.000
0.240
zlos o.ooo o.ooo o.ooo
0.155 0.000 0.000 0.000 0.1550758
TOTAL TIME OF CONCENTRATION (HRS)
lAG TIME (HRS)
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (?H:1V) (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
PIPE DIAMETER (IN)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
0.871 52.235 (MIN)
0.522
USE 5z MIN
TRAPEZOIDAL CHANNEL
SFr. ~~ SFr. n~ cFr_ us cFr_ ~n
0.0 0.0
0.0 0.0
0.0 0.0
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0 0
0.0 0.0
0.0 0.0
0.000 0.000 0.000 0.000
0.030 0.030
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0
CIRCULAR CHANNEL (Gravity Flow)
SEG #1 SFG $2 SFr; it3 RFG i!d
0
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 0.00 0.00
1.00 1.00 1.00 1.00
0
0
0.0000 0.0000 0.0000 0.0000
0.000
0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000

~ ~ ~ ~ ~ ~ a~ ~ ~ r ~ ~ ~ ~ ~ ~ ~ ~ ~
Time of Concentration Long Creek Club Apartments
For Sediment Basin 3 -Phase 1
SHEET FLOW SEG #1 SEG #2
MANNING'S "n" 0.240 Grass
10-YEAR, 24- HR. RAIN FALL (IN) 3.12
FLOW LENGTH (FT) 300
ELEV UP (NGVD FT) 760.0
ELEV DOWN (NGVD FT) 742.0
LAND SLOPE (FT/FT) 0.060 0.000
TIME OF CONCENTRATION (HRS) 0.374 0.000 0.374
SHALLOW CONCENTRATED FLOW SEG #1 SEG #2
SURFACE DESCRIPTION (P OR U) u P
FLOW LENGTH (FT) 57 1
ELEV UP (NGVD FT) 742.0 0.0
ELEV DOWN (NGVD FT) 726.0 0.0
WATERCOURSE SLOPE (FT/FT) 0.281 0.000
AVERAGE VELOCITY (FT/SEC) 8.548 0.000
TIME OF CONCENTRATION (HRS) 0.002 0.000 0.002
RECTANGULAR~CHANNEL
CHANNEL FLOW cFr: ~~ ccr_ a~ cFr_ ez c~r_ ~e
BOTTOM WIDTH (FT)
DEPTH (FT)
AREA(SO.FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)

0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00

0.000 0.000

0.000 O.ODO 0.000 0.000
0.000 O.ODO 0.000 0.000 0
TRIANGULAR CHANNEL
CHANNEL FLOW SEG #1 SEG #2 SEG #3 SEG #4
TOP WIDTH (FT)
DEPTH (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
0.0
0.0
0.00 0.00 0.00 0.00
0.00 O.DO 0.00 0.00
0.00 0. DO 0.00 0.00
0.00
0.0
0.0
o.ooo D.ooo o.ooo o.ooo
0.000
0.000 0.000 0.000 0.000
o.ooo o.ooo o.ooo o.oo0 0
TOTAL TIME OF CONCENTRATION (HRS)
LAG TIME (HRS)
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (?H:1 V) (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
PIPE DIAMETER (IN)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
0.376 22.538 (MIN)
0.225
USE zz MIN
TRAPEZOIDAL CHANNEL
SEG #1 SEG #2 SEG !L9 RFG #d
0.0 0.0
0.0 0.0
o.o o.o
o.oo o.oo o.oo o.oo
0.00 0.00 0.00 0.00
0.00 O.OD 0.00 0.00
0 0
0.0 0.0
0.0 0.0
0.000 0.000 0.000 0.000
0.030 0.030
0.000 0.000 0.000 0.000
o.ooo o.ooo o.ooo o.aoo 0
CIRCULAR CHANNEL (Gravity Flow)
cFr_ its cFr_ ~~ ccr_ ~a cGr_ ien
0
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 0.00 0.00
1.00 1.00 1.00 1.00
0
0
0.0000 0.0000 0.0000 0.0000
0.000
a.ooo o.oo0 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000

Time of Concentration Long Creek Club Apartments
For Sediment Basin 4 -Phase 1
SHEET FLOW SEG #1 SEG #2
MANNING'S "n" 0.240 Grass
10-YEAR, 24- HR. RAIN FALL (IN) 3.12
FLOW LENGTH (FT) 300
ELEV UP (NGVD FT) 802.0
ELEV DOWN (NGVD FT) 782.0
LAND SLOPE (FT/FT) 0.067 0.000
TIME OF CONCENTRATION (HRS) 0.358 0.000 0.358
SHALLOW CONCENTRATED FLOW SEG #1 SEG #2
SURFACE DESCRIPTION (P OR U) u P
FLOW LENGTH (FT) 431 1
ELEV UP (NGVD FT) 782.0 0.0
ELEV DOWN (NGVD FT) 738.0 0.0
WATERCOURSE SLOPE (FT/FT) 0.102 0.000
AVERAGE VELOCITY (FT/SEC) 5.155 0.000
TIME OF CONCENTRATION (HRS) 0.023 0.000 0.023
RECTANGULAR CHANNEL
CHANNEL FLOW SFr, u~ SF(; S2 SFr, !!3 cFr, !ed
BOTTOM WIDTH (FT)
DEPTH (FT)
AREA (SQ. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)

0.00 0.00 0.00 0.00
0.00 OAO 0.00 0.00
0.00 OJ)0 0.00 0.00

0.000 0.000

0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0
TRIANGULAR (:HANNEL
CHANNEL FLOW SEG #1 SEG #2 SEG #3 SEG #4
TOP WIDTH (FT)
DEPTH (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
0.0
0.0
o.oo o.oo o.oo o.oo
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00
0.0
0.0
o.ooo o.ooo o.ooo o.ooo
0.000
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0
TOTAL TIME OF CONCENTRATION (HRS)
LAG TIME (HRS)
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (?H:iV) (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
PIPE DIAMETER (IN)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
0.382 22.895 (MIN)
0.229
USE zz MIN
TRAPEZOIDAL CHANNEL
SFr, 81 SF(: 89 SFr: ita SFC: !!d
0.0 0.0
0.0 0.0
0.0 0.0
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0 0
0.0 0.0
0.0 0.0
0.000 0.000 0.000 0.000
0.030 0.030
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0
CIRCULAR CHANNEL (Gravity Flow)
cFr. e~ cFr. e~ cFr_ yes cFr_ ed
0
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 0.00 0.00
1.00 1.00 1.00 1.00
0
0
o.oooo o.oooo o.oooo o.oooo
0.000
0.000 0.000 0.000 0.000 0.000
o.ooo o.ooo o.ooo o.ooo o.ooo

Time of concentration Long Creek Clulb Apartments
For Sediment Basin 1 -Phase 2
SHEET FLOW SEG #1 SEG #2
MANNING'S "n" 0.011 Soil
10-YEAR, 24- HR. RAIN FALL (IN) 3.12
FLOW LENGTH (FT) 100
ELEV UP (NGVD FT) 753.0
ELEV DOWN (NGVD FT) 752.0
LAND SLOPE (FT/FT) 0.010 0.000
TIME OF CONCENTRATION (HRS) 0.027 0.000 0.027
SHALLOW CONCENTRATED FLOW SEG #t SEG #2
SURFACE DESCRIPTION (P OR U) u P
FLOW LENGTH (FT) 513 1
ELEV UP (NGVD FT) 752.0 0.0
ELEV DOWN (NGVD FT) 718.0 0.0
WATERCOURSE SLOPE (FT/FT) 0.066 0.000
AVERAGE VELOCITY (FT/SEC) 4.154 0.000
TIME OF CONCENTRATION (HRS) 0.034 0.000 0.034
RECTANGULAR CHANNEL
CHANNEL FLOW SFr, it1 SFr. s~ SFr, i!A cFr. ire
BOTTOM WIDTH (FT)
DEPTH (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)

0.00 0:00 0.00 0.00
0.00 0: DO 0.00 0.00
0.00 0: DO 0.00 0.00

0.000 0.000

0.000 0.000 0.000 0.000
o.ooo o.ooo o.ooo o.oo0 0
TRIANGULAR CHANNEL
CHANNEL FLOW SEG #1 SEG #2 SEG #3 SEG #4
TOP WIDTH (FT)
DEPTH (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)

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
0.0
0.0
0.000 0.000 0.000

0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0
TOTAL TIME OF CONCENTRATION (HRS)
LAG TIME (HRS)
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (?H:1V) (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
PIPE DIAMETER (IN)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FTISEC)
TIME OF CONCENTRATION (HRS)
0.061 3.878 (MIN)
0.037 ,/
USE ,{ MIN
/~
TRAPE201DAL CHANNEL
SEC #7 SFr, r!T CFC: !f:{ CF(: i!d
0.0 0.0
0.0 0.0
0.0 0.0
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0 0
0.0 0.0
0.0 0.0
o.ooo o.ooo o.ooo o.ooo
0.030 0.030
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0
CIRCULAR CHANNEL (Gravity Flow)
SFQ iF1 CFr~ !!9 SFr: 8R CFr: ird
0
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 0.00 0.00
1.00 1.00 1.00 1.00
0
0
0.0000 0.0000 0.0000 0.0000
0.000
0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000
J

w ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ r ~ ~ ~
Time of concentration Long Creek Club Apartments
For Sediment Bslsin 2 -Phase 2
SHEET FLOW SEG #1 SEG #2
MANNING'S "n" 0.011 Soil
10-YEAR, 24- HR. RAIN FALL (IN) 3.12
FLOW LENGTH (FT) 100
ELEV UP (NGVD FT) 776.0
ELEV DOWN (NGVD FT) 770.0
LAND SLOPE (FTlFT) 0.060 0.000
TIME OF CONCENTRATION (HRS) 0.013 0.000 0.013
SHALLOW CONCENTRATED FLOW SEG #1 SEG #2
SURFACE DESCRIPTION (P OR U) u P
FLOW LENGTH (FT) 683 1
ELEV UP (NGVD FT) 770.0 0.0
ELEV DOWN (NGVD FT) 726.0 0.0
WATERCOURSE SLOPE (FT/FT) 0.064 0.000
AVERAGE VELOCITY (FT/SEC) 4.095 0.000
TIME OF CONCENTRATION (HRS) 0.046 0.000 0.046

RECTANGULAR CHANNEL
CHANNEL FLOW SEC ut SEG #2 sec it3 Ser, tta
BOTTOM WIDTH (FT)
DEPTH (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FTIFT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)

o.oo o.oo o.oo o.oo
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00

0.000 0.000

0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0
TRIANGULAR I:HANNEL
CHANNEL FLOW SEG #1 SEG #2 SEG #3 SEG #4
TOP WIDTH (FT)
DEPTH (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)

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
0.0
0.0
0.000 0.000 0.000

0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0
TOTAL TIME OF CONCENTRATION (HRS)
LAG TIME (HRS)
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (?H:1V) (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
PIPE DIAMETER (IN)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
0.060 3.570 (MIN)
0.036
USE ~ MIN
U
TRAPEZOIDAL CHANNEL
cFr. ~~ cFr. a~ cFr. ~~ cFr_ ad
0.0 0.0
0.0 0.0
0.0 0.0
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0 0
0.0 0.0
0.0 0.0
0.000 0.000 0.000 0.000
0.030 0.030
0.000 0.000 0.000 0.000
o.ooo o.ooo o.ooo o.oo0 0
CIRCULAR CHANNEL (Gravity Flow)
ccr. n~ cFr. a~ cFr. ~z cFr_ as
0
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 0.00 0.00
1.00 1.00 1.00 1.00
0
0
0.0000 0.0000 0.0000 0.0000
0.000
0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000

~ ~ ~ r ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ r ~ ..
Time of Concentration Long Creek Club Apartments
For Sediment Bflsin 3 -Phase 2
SHEET FLOW SEG #1 SEG #2
MANNING'S "n" 0.011 Soil
10-YEAR, 24- HR. RAIN FALL (IN) 3.12
FLOW LENGTH (FT) 100
ELEV UP (NGVD FT) 748.0
ELEV DOWN (NGVD FT) 747.5
LAND SLOPE (FT/FT) 0.005 0.000
TIME OF CONCENTRATION (HRS) 0.036 0.000 0.036
SHALLOW CONCENTRATED FLOW SEG #1 SEG #2
SURFACE DESCRIPTION (P OR U) u P
FLOW LENGTH (FT) 176 1
ELEV UP (NGVD FT) 747.5 0.0
ELEV DOWN (NGVD FT) 726.0 0.0
WATERCOURSE SLOPE (FT/FT) 0.122 0.000
AVERAGE VELOCITY (FT/SEC) 5.639 0.000
TIME OF CONCENTRATION (HRS) 0.009 0.000 0.009

RECTANGULAR CHANNEL
CHANNEL FLOW cFr #~ cFr. #~ cFr. #z cFr. ~
BOTTOM WIDTH (FT)
DEPTH (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)

0.00 O.DO 0.00 0.00
o.oo O.DO 0.00 0.00
o.oo o.DO o.oo o.oo

0.000 0.000

0.000 0.000 0.000 0.000
0.000 O.ODO 0.000 0.000 0
TRIANGULAR <:HANNEL
CHANNEL FLOW SEG #1 SEG #2 SEG #3 SEG #4
TOP WIDTH (FT)
DEPTH (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)

0.00 0. DO 0.00 0.00
0.00 0: DO 0.00 0.00
0.00 0.00 0.00 0.00
0.00
0.0
0.0
O.OJO 0.000 0.000

0.000 O.ODO 0.000 0.000
0.000 0.000 0.000 0.000 0
TOTAL TIME OF CONCENTRATION (HRS)
LAG TIME (HRS)
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (?H:1V) (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
PIPE DIAMETER (IN)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
0.044 2.657 (MINj
0.027 /
USE y MIN
5
TRAPEZOIDAL CHANNEL
SFr, #1 SF(: #7 SFr: #3 SFr: #d
0.0 0.0
0.0 0.0
0.0 0.0
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0 0
0.0 0.0
0.0 0.0
0.000 0.000 0.000 0.000
0.030 0.030
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0
CIRCULAR CHANNEL (Gravity Flow)
SEC #1 SF(; #2 SFr; #.Z SF(; itd
0
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00
o.oo o.oo o.oo o.oo o.oo
1.00 1.00 1.00 1.00
0
0
0.0000 0.0000 0.0000 0.0000
0.000
0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000

Time of concentration Long Creek Club Apartments
For Sediment BilSln 4 -Phase 2
SHEET FLOW SEG #1 SEG #2
MANNING'S "n" 0.011 Soil
10-YEAR, 24- HR. RAIN FALL (IN) 3.12
FLOW LENGTH (FT) 100
ELEV UP (NGVD FT) 750.0
ELEV DOWN (NGVD FT) 744.0
LAND SLOPE (FT/FT) 0.060 0.000
TIME OF CONCENTRATION (HRS) 0.013 0.000 0.013
SHALLOW CONCENTRATED FLOW SEG #1 SEG #2
SURFACE DESCRIPTION (P OR U) u P
FLOW LENGTH (FT) 159 1
ELEV UP (NGVD FT) 744.0 0.0
ELEV DOWN (NGVD FT) 738.0 0.0
WATERCOURSE SLOPE (FT/FT) 0.038 0.000
AVERAGE VELOCITY (FT/SEC) 3.134 0.000
TIME OF CONCENTRATION (HRS) 0.014 0.000 0.014
RECTANGULAR CHANNEL
CHANNEL FLOW SFr; s~ SFr. ~~ cFr_ yea cGr_ ttd
BOTTOM WIDTH (FT)
DEPTH (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)

o.oo o.oo a.oo o.oo
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00

0.000 0.000

o.ooo o.ooo o.ooo o.oao
0.000 0.000 0.000 0.000 0
TRIANGULAR CHANNEL
CHANNEL FLOW SEG #1 SEG #2 SEG #3 SEG #4
TOP WIDTH (FT)
DEPTH (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)

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
0.0
0.0
0.000 0.000 0.000

0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0
TOTAL TIME OF CONCENTRATION (HRS)
LAG TIME (HRS)
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (?H:1V) (FT)
AREA(SO.FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
PIPE DIAMETER (IN)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
0.027 1.636 (MIN)
0.016
USE ~ MIN
TRAPEZOIDAL CHANNEL
SFr ~N CFf. its Cc(. i!a ccr^_ xe
0.0 0.0
0.0 0.0
0.0 0.0
o.oo o.oo o.oo o.oo
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0 0
0.0 0.0
0.0 0.0
0.000 0.000 0.000 0.000
0.030 0.030
o.ooo o.ooo o.ooo o.ooo
o.ooo a.ooo o.ooo o.oo0 0
CIRCULAR CHANNEL (Gravity Flow)
SEC !t1 SFC: !t7 CFC: !!i cFn Std
0
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 0.00 0.00
1.00 1.00 1.00 1.00
0
0
0.0000 0.0000 0.0000 0.0000
0.000
0.000 0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000

Long Creek Clu b Apartments Sediment Basin Wo rksheet
Phase 7 Basins
Structure Structure Total Disturbed Required Provided
Type Area Area Storage Storage
(AC) (AC) CF
1 Basin 14.6 12.11 26,280 115,418
2 Basin 22.93 5.33 41,274 252,658
3 Trap 2.23 2.23 4,014 9,715
4 Trap 4.89 3.49 8,802 26,209
1 5 Trap 0.66 0.66 1,188 9,825
Flow Calculations -Phase 1
Disturbed 2 yr 10 yr
Total Area Composite Tc Intensity Flow Intensity Flow
' Area A (AC) (AC) C(dist) C(undist) C (in/hr) Q (cfs) (in/hr) Q (cfs)
1 14.6 12.11 0.65 0.3 0.59 36 2.28 20 3.05 26
2 22.93 5.33 0.65 0.3 0.38 52 1.64 14 2.66 23
3 2.23 2.23 0.65 0.3 0.65 22 2.73 4 4.23 6
4 4.89 3.49 0.65 0.3 0.55 22 2.73 7 4.23 11
5 0.66 0.66 0.65 0.3 0.65 5 5.03 2.16 7.03 3.02
Phase 2 Basins
Structure Structure Total Disturbed Required Provided
Type Area Area Storage Storage
(AC) (AC) CF
1 Basin 5.03 5.03 9,054 20,524
2 Basin 13.57 13.57 24,426 252,658
3 Trap 1.47 1.47 2,646 9,715
4 Trap 2.85 2.85 5,130 26,209
' Flow Calculations -Phase 2
Disturbed 2 yr 10 yr
Total Area Composite Tc Intensity Flow Intensity Flow
Area A (AC) (AC) C(dist) C(undist) C (in/hr) Q (cfs) (in/hr) Q (cfs)
' 1 5.03 5.03 0.65 0.3 0.65 5 5.03 16 7.03 23
2 13.57 13.57 0.65 0.3 0.65 5 5.03 44 7.03 62
3 1.47 1.47 0.65 0.3 0.65 5 5.03 5 7.03 7
4 2.85 2.85 0.65 0.3 0.65 5 5.03 9 7.03 13

t
t

1

1

Phase 3 Basins
Structure Structure Total Disturbed Required Provided
Type Area Area Storage Storage
(AC) (AC) CF
1 Basin 2.15 2.15 3,870 20,524
2 Basin 19.5 19.5 35,100 252,658
3 Trap 0 0 0 0
4 Trap 0.7 0.7 1,260 26,209
Flow Calculations -Phase 3 -SEE DETENTION CALCULATIONS ALSO.
1 Disturbed 2 yr 10 yr
Total Area Composite Tc Intensity Flow Intensity Flow
Area A (AC) (AC) C(dist) C(undist) C (in/hr) Q (cfs) (in/hr) Q (cfs)
1 2.15 2.15 0.65 0.3 0.65 5 5.03 7 7.03 10
2 19.5 19.5 0.7 0.3 0.70 5 5.03 69 7.03 96
' 3 0 0 0.65 0.3 0.00 5 0 4.23 0
4 0.7 0.7 0.65 0.3 0.65 5 5.03 2 7.03 3
Phase 4 Basins
Structure Structure Total Disturbed Required Provided
Type Area Area Storage Storage
(AC) (AC) CF
' 1 Basin 0 0 0 0
2 Basin 20.19 20.19 36,342 252,658
3 Trap 0 0 0 0
4 Trap 0 0 0 0
Flow Calculations -Phase 4 -SEE DETENTION CALCULATIONS ALSO.
Disturbed 2 yr 10 yr
1
Area Total
A (AC) Area
(AC)
C(dist)
C(undist) Composite
C Tc Intensity
(in/hr) Flow
Q (cfs) Intensity
(in/hr) Flow
Q (cfs)
1 0 0 0.65 0.3 0.00 36 2.28 0 3.05 0
2 20.19 20.19 0.7 0.3 0.70 5 5.03 71 7.03 99
3 0 0 0.65 0.3 0.00 22 2.73 0 4.23 0
4 0 0 0.65 0.3 0.00 22 2.73 0 4.23 0

n

1

1

1
1
1
1
1
1
1
1
1
1
1
Basin 1 Riser -Wier Length Analysis
Worksheet for Sharp Crested Rectangular Weir
Project Description
Worksheet Basin 1 Riser -Weir Lenc
Type Sharp Crested Rectangul
Solve For Crest Length
Input Data
Headwater Elevatir243~5-ft ~ ~ .Z.S ~~ -~-
Crest Elevation '23.50 ft `~'Z~j ti ~'~ ,~.~-
Tailwater Elevation'20.00 ft .-~.~ ~~ fr}-
Discharge CoefficiE 3.33 US
Number of Contrac 0
Results
Crest Length 9.71 ft
Headwater Height Abo~ 0.75 ft
Tailwater Height Above -3.50 ft
Flow Area 7.3 ft2
Velocity 2.88 ff/s
Wetted Perimeter 11.21 ft
Top Width 9.71 ft

~@A.w ~ASA.1 ~u.rt-~wC2-'~'
~~ 2 ~. = 2~c,~g
~ fit. °~ ~~1 ` ~ L, ~ ~~
4L" ~~yG~
~d.aa.~

Project Engineer: DROSS
x:\...\calcs\reames.fm2 SUBSURFACE INVESTIGATIONS FlowMaster v6.0 [614b]
05/14!07 10:43:27 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

1
1
1
1
1
1
1
1
1
1
1
Project Description
Worksheet Basin 1 Riser - Orifi
Type Generic Orifice
Solve For Opening Area
Input Data
Discharge 21.00 cfs
Headwater Elevat'24.25 ft
Centroid Elevatior'23.50 ft
Tailwater Elevatioi'20.00 ft
Discharge Coeffic 0.60
Opening Area 5.0 ftz
Results
Headwater Height Above ~ 0.75 ft
Tailwater Height Above C~ -3.50 ft
Velocity 4.17 ft/s
Basin 1 Riser -Orifice Analysis
Worksheet for Generic Orifice
1C,f1~ ~~li d~-~i~C~
~~~' ~ ~ , ~ ~ ~Z ~~2-
~ , o ~'--z i~.G, ~
1 ~j 5"vt,~ C.1''e~~
f~
,~„~^
Project Engineer: JROSS
x:\...\calcs\reames.fm2 SUBSURFACE INVESTIGATIONS FlowMaster v6.0 [614b]
05!14/07 10:43:42 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

t
1
1
1
1
i
1
1
1
1
1
1
1
1
1
1
Basin 1 Barrel -Mannings Analysis
Worksheet for Circular Channel
Project Description
Worksheet Basin 1 Barrel Dian'
Flow Element Circular Channel
Method Mannings Formula
Solve For Channel Depth
Input Data
Mannings Coeffic 0.024 ~ ~ M P
Slope 005000 ft/ft
Diameter 36 in
Discharge 21.00 cfs

Results
Depth 2.07 ft
Flow Area 5.2 ft2
Wetted Perime 5.88 ft
Top Width 2.77 ft
Critical Depth 1.47 ft
Percent Full 69.0
Critical Slope 0.014400 ft/ft
Velocity 4.03 ft/s
Velocity Head 0.25 ft
Specific Energy 2.32 ft
Froude Numbe 0.52
Maximum Disc 27.48 cfs
Discharge Full 25.55 cfs
Slope Full 0.003379 ft/ft
Flow Type Subcritical

~~~~ Ca~-~~a~. 3i~s~ I
~~~~ ~~~
M (.~iV nl 2,Ti'f1 r7
Z~ G~5
2

Title: Long Creek Club Apartments Project Engineer. J Barnard
x:\...\calcs\reames.fm2 SUBSURFACE INVESTIGATIONS FlowMaster v6.0 [614b]
05/14/07 10:54:02 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

t
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Basin 1 Barrel -Orifice Analysis
Worksheet for Generic Orifice
Project Description
Worksheet Basin 1 Barrel Orifi
Type Generic Orifice
Solve For Opening Area
Input Data
Discharge 21.00 cfs
Headwater Elevat'20.40 ft "'1 Z,O. (.,~ o
Centroid Elevatior'19.50 ft ~ tg ,~
Tailwater Elevatioi'20.00 ft ~ ~
Discharge Coeftic 0.60 ~~ "
Opening Area 6.9 ft2
Resu Its
Headwater Height Above ~ 0.90 ft
Tailwater Height Above G 0.50 ft
Velocity 3.04 ft/s
E ~.O 5"tbr.1 l~ ~-- °i72 a®V gases I
C ~ o~
~J~rr ~Qnq~Z'
~ ~ ~, ~~- ~ ~- ~x~ ~

Title: Long Creek Club Apartments Project Engineer: J Barnard
x:\...\calcs\reames.fm2 SUBSURFACE INVESTIGATIONS FlowMaster v6.0 [614b]
05/14/07 10:54:19 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

1
1
1
1
i
1
1
1
1
1
i
1
1
Project Description
Worksheet
Type
Solve For
Input Data
Basin 1 Emergency Spillway Length
Worksheet for Sharp Crested Rectangular Weir
~ ~ a S~v~O Ga~~a ~ ~A~ ~
Basin 1 E.S. Wier ~~~~~~
Sharp Crested Rectangul ~~l+l ~ZCr ~~G y
Crest Length
Discharge 10.00 cfs
Headwater Elevatic'25.00 ft '~'Z$,p~
Crest Elevation '24.50 ft .-1~d ~ S~7
Tailwater Elevation'22.00 ft --~~-L~D l~
Discharge Coefficic 3.33 US
Number of Contrac 0
Results
Crest Length 8.49 ft
Headwater Height Abo~ 0.50 ft
Tailwater Height Above -2.50 ft
Flow Area 4.2 ftZ
Velocity 2.35 ft/s
Wetted Perimeter 9.49 ft
Top Width 8.49 ft
is G~~
~- - ~ ~~ ~
I.LS~ 1~~
Title: Long Creek Club Apartments Project Engineer: J Barnard
x:\...\calcs\reames.fm2 SUBSURFACE INVESTIGATIONS FlowMaster v6.0 [614b]
05/14/07 10:54:35 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

' ~~t/ C~ C,e~rc Ctu ~
++
~A'~~ ~o~ No 3151
1 ~ iJ C..iZ.~"f ~ ~ N Ct-l~~
~A ~- ~/J y~~ ~
~ y . :TOl3

~I.IdG~ ~~ ~b T t5rr ~L~~^R..
C~~,4 -by / 3 C~2.9°z ~~3 ~ ~ 3~~~~ /bs
/~

r

/~ ~sc~c~ `. ~~ ~-K ~ / ~ (~cF

- __. _ __. _ ... - tom.
~ s~ ~'~ X s"~x~ ~

1

1
1
1

1

1
RIP RAP APRON SIZING ~~~:~~~ ~,r, army Corps at t.ngineers Reports 1-f-70-2
PROJECT NAME: Long Creek Club ~-f-rz-:~, <,r,a N.J. st<~naerds for cioil Erosion anti
STRUCTURE NUMBER: Erosion Control Basin 1 s.rtir*?ent t;ontrol t1s~9i
Input:
Pipe Diameter, Do 36 Inches or 3 Feet
Peak Flow, Q10 21 CFS (Always use FULL FLOW)
Tailwater depth, Tw 1 Feet (If Unknown, use 0.2 x Diameter in Feet )

Design: La = (1.8 x Do/Q) +7Do ,
Do^0.5 If TW <Do/2, Wa = 3Do + La
Apron Length, La = 28.3 Feet Long If TW > Do/2,Wa = 3Do+ 0.4La
Apron Width, Wa = 37.3 Feet Wide (Only if no well-defined channel downstream )
dso Stone Size = 0,21:. dso in Feet
2_6_ dso in Inches dso = 0.016/TW x (q)
RI'P RAP G RADATION PER NCDOT SPECIFICATIONS
RIP RAP MINIMUM MfDRANGE MAXIMU
CLASS (IN.) (IN.) (IN.)
A 2 4 6
B 5 8 12
1 5 10 17
2 9 14 23
SOIL TEXTURE ALLOWABLE VELOCITY
Sand Loam 25 f s
Silt Loam, Loam 3'.0' fps
Sand Cla Loam 3'.5# s
Cla ' Loam 4A f s
Cla ,fine Gravel 5.O f s
Cobbles 5.5 fps

Basin 1 Phase 1
Elev Area
'1;8 ,~172,6z:
.720 '! 99Q9

722 ~e~`22684

72
3~'S . ~.. '; 4854

?
~~ ~ r ~.:
Basin 2 Phase 1
FIPV Area
'726 X279
;28 ~11'~1858

X730 ;~189^~~

732 i22217;

s~ ~ ,73,4 ~''~~ 22710

ii11736 , ~r2938Q

~~:738 ~,~3319'5
DH
DH
Long Creek Club Apartments
Stage Storage
Bsain 1 Phase 2
Inc Vol Cum Vol Flev Area
(CF) (CF)
2 37171 37171
2 42593 79764
1.5 35653.5 115417.5
Inc. Vol. Cum. Vol
(CF) (CF)
2 21137 21137
2 30785 51922
2 41144 93066
2 44927 137993
2 52090 190083
2 62575 252658
r1 ' ~ 71',8 ~~2198

' ,s, '720 ~"~x~i"'3230.

°,, ~?22 r °:~ 4443
7235 ~~°; 5508'

'6"~~7'~
Basin 2 Phase 2
Elev Area
.726 ak ' .. 9279

~' , 728 1;18$8.

`'~'"' ;30 X18927

€ 732 X2221;7,

734 `~~s,~227;1.0

,~, `"`7,36 T~,~„29~$0.

_p ,73'8 ~°33;195.'.
DH Inc. Vol. Cum. Vol
(CF) (CF)
2 5408 5408
2 7653 13061
1.5 7463 20524
DH Inc. Vol. Cum. Vol
(CF) (CF)
2 21137 21137
2 30785 51922
2 41144 93066
2 44927 137993
2 52090 190083
2 62575 252658

n
1
1
1
1
1
1
1
1
1
1
1
Trap 3 Phase 1
Elev Area
. , ~~6 ~ ~~" ; ,m g"5~

wT2$ ~ ~':;~1975

730 . ",_ 31

~~30'.5 ' ~;-'.3467

Trap 4 Phase 1
Elev Area
;~~~`'73$ 4 .~~~2z~4,.i

~' 7d0 ~+~~~s 5596

.~42 ~~7127

X742:3 ~""''7537
Trap 5 Phase 1
Flev Area
"x.1,720 , :_: X140,1

:~a722 ' ; ~; 2419'

X72.4 ; ?`; 3586.

Long Creek Club Apartments
Stage Storage
Trap 3 Phase 2
DH
Inc Vol Cum Vol Flev Area
(CF) (CF)
2 2931 2931
2 5129 8060
0.5 1655.25 9715.25
DH Inc. Vol. Cum. Vol
(CF) (CF)
2 9820 9820
2 12723 22543
0.5 3666 26209
DH Inc. Vol. Cum. Vol
(CF) (CF)
2 3820 3820
2 6005 9825
726 ~r~` ., ; ; . ~5

~~728 +t'; ! 1975

~~730 ~~".: ~ 3.154

_` ~.7~3D1`5 r ;G ;3467

Trap 4 Phase 2
Elev Area
i'~~'~'7 €~ '.4224'

!!=`~40 ~ x "~ .,~ 559$''

~s7;42 '~~ s 7127

~~ 7~~~j~ ~ . 'x.,:7537
DH Inc. Vol. Cum. Vol
(CF) (CF)
2 2931 2931
2 5129 8060
0.5 1655.25 9715.25
DH Inc. Vol. Cum. Vol
(CF) (CF)
2 9820 9820
2 12723 22543
0.5 3666 26209

n

1

GRAVEL AND RIP RAP SEDIMENT BASIN DATA -PHASE 1
CMLDS 30.02
Basin Drainage Denuded
Area Area
(AC) (AC) Pond Volume
Required Provided
(CF) (CF) Cleanout
Depth (ft)
H/2
H
(FT)
L T
(FT) (FT)
W X
(FT) (FT)
3 2.23 2.23 4,014 9,715 2.25 4.5 10 1.5 9 7
4 4.89 3.49 8,802 26,209 2.25 4.5 13 1.5 9 7
5 0.66 0.66 1,188 9,825 2.25 4.5 13 1.5 9 7
GRAVEL AND RIP RAP SEDIMENT BASIN DATA -PHASE 2
CMLDS 30.02
Basin Drainage Denuded Pond Volume Cleanout
Area Area Required Provided Depth (ft) H L T W X
(AC) (AC) (CF) (CF) H/2 (FT) (FT) (FT) (FT) (FT)
3 1.47 1.47 2,646 9,715 2.25 4.5 10 1.5 9 7
4 2.85 2.85 5,130 26,209 2.25 4.5 13 1.5 9 7
' GRAVEL AND RIP RAP SEDIMENT BASIN DATA -PHASE 3
CMLDS 30.02

r

Basin Drainage Denuded Pond Volume Cleanout
Area Area Required Provided Depth (ft) H L T W X
(AC) (AC) (CF) (CF) H/2 (FFT) (FFT) (FT) (FT) (FT)
4 0.7 0.7 1,260 26,209 2.25 4.5 13 1.5 9 7
C'

Trap 3 Weir Worksheet -Phase 1
Worksheet for Broad Crested Weir
Project Description
Worksheet Trap 3 Weir
Type Broad Crested 1,~~,i r
Solve For Crest Length
Input Data
Discharge 7.00 cfs
Headwater Elev<'31.00 ft `~ ~~ (-~~
Crest Elevation '30.50 ft `'73ty, rj'U
Tailwater Elevati'26.00 ft ~~ e a
Crest Surface T~ 3ravel
Crest Breadth 9.00 ft
Results
Crest Length 7.35 ft
Headwater Height Above 0.50 ft
Tailwater Height Above C-4.50 ft
Discharge Coefficient 2.69 US
Submergence Factor 1.00
Adjusted Discharge Coef 2.69 US
Flow Area 3.7 ft2
Velocity 1.90 ft/s
Wetted Perimeter 8.35 ft
Top Width 7.35 ft

1i~ ~`
Title: Long Creek Club Apartments Project Engineer: J Barnard
x:\...\calcs\reames.fm2 SUBSURFACE INVESTIGATIONS FlowMaster v6.0 [614b]
05/14/07 02:34:27 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

1
1
1
1
Project Description
Trap 4 Weir Worksheet -Phase 1
Worksheet for Broad Crested Weir
Worksheet Trap 4 Weir
Type Broad Crested \
Solve For Crest Length
Input Data
Discharge 12.00 cfs
HeadwaterElev<'43.00 ft ~~.~ •~~ ~, to = ~~ ~~
Crest Elevation '42.50 ft "]~}'j.. SD
Tailwater Elevati'38.00 ft "?3~ a ~~
Crest Surface T~3ravel
Crest Breadth 9.00 ft
Results
Crest Length 12.60 ft
Headwater Height Above 0.50 ft
Tailwater Height Above C -4.50 ft
Discharge Coefficient 2.69 US
Submergence Factor 1.00
Adjusted Discharge Coef 2.69 US
Flow Area 6.3 ft2
Velocity 1.90 ft/s
Wetted Perimeter 13.60 ft
Top Width. _ 12.60 ft
I ~ ' Prd~ ~~
Title: Long Creek Club Apartments Project Engineer: J Barnard
x:\...\calcs\reames.fm2 SUBSURFACE INVESTIGATIONS FlowMaster v6.0 [614b]
05/14/07 01:13:20 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

1
1
1
1
1
1
1
1
1
1
1
1
1

Basin 5 -Phase 1 Weir Length
Worksheet for Sharp Crested Rectangular Weir
Project Description
Worksheet Basin 5 Weir
Type Sharp Crested Rectangul
Solve For Crest Length
Input Data
Discharge 3.02 cfs
Headwater Elevatic '24.50 ft `j Z1} ,So
Crest Elevation '24.00 ft °( ~, _p~
Tailwater Elevation '20.00 ft .~ ~ . ~()
Discharge CoefficiE 3.33 US
Number of Contrac 0
Results
Crest Length 2.57 ft
Headwater Height Abo~ 0.50 ft
Tailwater Height Above -4.00 ft
Flow Area 1.3 ft2
Velocity 2.35 ft/s
Wetted Perimeter 3.57 ft
Top Width 2.57 ft ~ p` ,~~17~~A

' Title: Long Creek Club Apartments Project Engineer: J Barnard
x:\...\calcs\reames.fm2 SUBSURFACE INVESTIGATIONS FlowMaster v6.0 [614b]
05/14/07 10:55:30 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

_ Inlet Capacity Chart

PROJECT: Long Creek Club Apartments
LocanoN: Charlotte _
Date 1/6/2007 JDB
Rainfall Intensit : _
for curb inlets 4.00 in/hr
for curb inlets (in sump) - no relief 8.21 in/hr --
for and Inlets 7.03 In/hr CURB INLET INTERCEPTION RATE F OR INLETS WITH LONGITUDINAL SLOPES

Structure Draina a
Area
Intenslt Inlet
Flow Add'nl
Flow _ Total
Flow _ Lon It.
Slo e, S I Trans.
Slo e S t Mannln 's
Coeff.
De th Inlet
Ca acct
S read B
Flow ass
# of Std #
T e of
Number ac In/hr Cc cfs cfs cfs fUft ft/ft n K d ft cfs T-ft Q-cis Tolnlet# Remarks Inlets Inlet

CATCH BASINS ON GRADE ,.. _
CB 1 0.06 4.00 0.6 0.14 0 0.14 0.048 0.031 0.016 29.5 0.062 0.28 1.97 100°k interce lion PASS 1 840.01
CB 2 0.38 4.00 0.6 C1.91 0 0.91 0.031 0.031 0.016 26.0 0.133 0.90 4.26 0.01 CB 3 PASS 1 840.01
CB 3 0.27 4.00 0.6 (1.65 0.01 0.66 0.050 0.031 0.016 30.0 0.108 0.73 3.44 100% interce lion PASS 1 840.01
CB 4 0.31 4.00 0.6 0.74 0.74 0.035 0.031 0.016 27.2 0.121 0.80 3.86 100% Interce lion PASS 1 840.01

CB 7 0.25 4.00 0.6 0.60 0 0.60 0.020 0.031 0.016 23.5 0.124 0.72 3.95 100°h interce lion PASS 1 840.01
CB 8 0.31 4.00 0.6 0.74 0 0.74 0.020 0.031 0.016 23.5 0.134 0.83 4.29 100% interce tlon PASS 1 840.01
CB 13 0.10 4.00 0.6 0.24 0 0.24 0.067 0.031 0.016 31.5 0.070 0.37 2.24 100% interce lion PASS 1 840.01
CB 14 0.01 4.00 0.6 0.02 0 0.02 0.020 0.031 0.016 23.5 0.037 0.10 1.18 100% interce lion PASS 1 840.01
CB 15 0.21 4.00 0.6 0.50 0.50 0.020 0.031 0.016 23.5 0.116 0.65 3.70 100% interce lion PASS 1 840.01
CB 17 0.27 4.00 0.6 0.65 - 0.65 0.057 0.031 0.016 31.1 0.104 0.72 3.34 100% interce ticn PASS 1 840.01
CB 18 0.28 4.00 0.6 0.67 - 0.67 0.025 0.031 0.016 24.6 0.124 0.76 3.96 100% interce lion PASS 1 840.01
CB 19 0.12 4.00 0.6 0.29 - 0.29 0.025 0.031 0.016 24.6 0.090 0.45 2.88 100% interce lion PASS 1 840.01
CB 24 0.14 4.00 0.6 0.34 0 0.34 0.029 0.031 0.016 25.2 0.093 0.48 2.98 100% interce lion PASS 1 840.01
CB 28 0.08 4.00 0.6 fi.19 0 0.19 0.050 0.031 0.016 30.0 0.068 0.34 2.17 100% interce lion PASS 1 840.01
CB 30 0.26 4.00 0.6 (i,62 0 0.62 0.020 0.031 0.016 23.5 0.125 0.74 4.01 100% interce lion PASS 1 840.01

CB 38 0.09 4.00 0.6 Ci.22 0 0.22 0.050 0.031 0.016 30.0 0.071 0.37 2.27 100% interce lion PASS 1 840.01
CB 39A 0.06 4.00 0.6 0.14 0 0.14 0.050 0.031 0.016 30.0 0.061 0.28 1.95 100% interce lion PASS 1 840.01
CB 41 0.30 4.00 0.6 0.72 0 0.72 0.050 0.031 0.016 30.0 0.111 0:78 3.57 100°~ interce lion PASS 1 840.01
CB 43 0.07 4.00 0.6 0.17 0 0.17 0.050 0.031 0.016 30.0 0.065 0.31 2.07 100% interce lion PASS 1 840.01
CB 44 0.11 4.00 0.6 Ci.26 0 0.26 0.030 0.031 0.016 25.7 0.084 0.42 2.89 100% interce lion PASS 1 840.01
CB 44a 0.03 4.00 0.6 Ci.07 0 0.07 0.030 0.031 0.016 25.7 0.052 0.18 1.65 100% interce lion PASS 1 840.01
CB 44b 0.01 4.00 0.6 0.02 0 0.02 0.030 0.031 0.016 25.7 0.034 0.09 1.10 100% interce lion PASS 1 840.01
CB 48 0.13 4.00 0.6 0.31 0 0.31 0.030 0.031 0.016 25.7 0.090 0.46 2.87 100°h interce lion PASS 1 840.01
CB 52 0.16 4.00 0.6 0.38 0 0.38 0.030 0.031 0.016 25.7 0.097 0.53 3.10 100°~ interce lion PASS 1 840.01
CB 53 0.71 4.00 0.8 1.70 0 1.70 0.030 0.031 0.016 25.7 0.169 1.33 5.42 0.37 Cb 39b PASS 1 840.01
- 4.00 0.6 - 0 - 0.030 0.031 0.016 25.7 0.000 PASS 1 840.01

CATCH BASINS IN SUMP CONDITION
CB 5 0.19 8.21 0.6 0.94 0 0.94 SUMP 0.031 0.119 3.80 PASS 1 640.01
CB 9 0.26 8.21 0.6 1.28 - 1.28 SUMP 0.031 0.146 4.68 PASS 1 840.01
CB 10 0.30 8.21 0.6 1.48 0 1.48 SUMP 0.031 0.161 5.15 PASS 1 840.01
C611 0.24 8.21 0.6 1.18 0 1.18 SUMP 0.031 0.139 4.44 PASS 1 840.01
CB 16 0.51 8.21 0.6 2.51 0 2.51 SUMP 0.031 0.229 7.33 PASS 1 840.01
CB 26 0.34 8.21 0.6 1.67 0 1.67 SUMP 0.031 0.175 5.60 PASS 1 840.01
CB 27 0.42 8.21 0.6 2.07 0 2.07 SUMP 0.031 0.201 6.44 PASS 1 840.01
CB 29 0.85 8.21 0.6 4..19 0 4.19 SUMP 0.031 0.322 10.31 PASS 1 840.01
CB 31 1.18 8.21 0.6 '..81 0 5.81 SUMP 0.031 0.401 12.83 PASS 1 840.01
DI 32 0.23 8.21 0.6 1.13 0 1.13 SUMP 0.031 0.135 4.31 PASS 1 840.01
CB 33 0.52 8.21 0.6 1.56 0 2.56 SUMP 0.031 0.232 7.43 PASS 1 840.01
CB 35 0.28 8.21 0.6 1.38 0 1.38 SUMP 0.031 0.154 4.92 PASS 1 840.01
CB 36A 0.06 8.21 0.6 (I.30 0 0.30 SUMP 0.031 0.055 1.76 PASS 1 840.01
CB 36 0.07 8.21 0.6 (i.34 0 0.34 SUMP 0.031 0.061 1.95 PASS 1 840.01
CB 37 0.15 8.21 0.6 0.74 0 0.74 SUMP 0.031 0.101 3.24 PASS 1 840.01
CB 398 0.05 8.21 0.6 0.25 0.37 0.62 SUMP 0.031 0.090 2.87 PASS 1 840.01
CB 40 0.33 8.21 0.6 1.63 0 1.63 SUMP 0.031 0.171 5.49 PASS 1 840.01

~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ i
Inlet Capacity Chart

PROJECT: Long Creek Club Apartments
LocarloN: Charlotte
Date 1/5/2007 JDB
Rainfall Intensit
for curb inlets 4.00 in/hr
for curb inlets (in sump) - no relief 9.21 inlhr
for and inlets 7.03 in/hr CURB INLET INTERCEPTION RATE F OR INLETS WITH LONGITUDINAL SLOPES
Draina a Inlet Add'nl Total Lon it. Trans. Mannin 's Inlet B ass Std #
Structure Area Intensity Flow Flow Flow Slo e, S I) Slope, S t) Coeff. Depth Capacity Spread Flow # of T e of
Number ac (In/hr) Cc cfs cfs cfs fUft ftlft n K d ft cfs (T-ft) Q-cfs Tolnlet# Remarks Inlets Inlet
CB 42 0.12 8.21 0.6 0.59 0 0.59 SUMP 0.031 0.087 2.79 PASS 1 840.01
CB 47 0.56 8.21 0.6 2.76 0 2.76 SUMP 0.031 0.244 7.80 PASS 1 840.01
CB 49 0.67 8.21 0.6 3.30 0 3.30 SUMP 0.031 0.275 8.60 PASS 1 840.01
CB 51 0.53 8.21 0.6 2.61 0 2.61 SUMP 0.031 0.235 7.52 PASS 1 840.01
CB 56 0.13 8.21 0.8 0.64 0 0.64 SUMP 0.031 0.092 2.95 PASS 1 840.01
CB 56 A 0.31 8.21 0.6 1.53 0 1.53 SUMP 0.031 0.164 5.26 PASS 1 840.01
CB 56 B 0.09 8.21 0.6 G.44 0 0.44 SUMP 0.031 0.072 2.31 PASS 1 840.01
CB 56 C 0.12 8.21 0.6 G.59 0 0.59 SUMP 0.031 0.087 2.79 PASS 1 840.01
CB 57 0.60 8.21 0.6 2.96 0 2.96 SUMP O.D31 0.255 8.17 PASS 1 840.01
CB 58 0.51 8.21 0.6 2.51 0 2.51 SUMP 0.031 0.229 7.33 PASS 1 840.01
CB 54 0.16 8.21 0.6 0.79 0 0.79 SUMP 0.031 0.106 3.39 PASS 1 840.01

GRATE IN LETS
Y112 2.82 4.00 0.6 E~.77 6.77 0.030 0.031 0.016 25.7 0.325 3.95 9.14 2.82 1
YI20 1.70 4.00 0.6 4.08 4.08 0.030 0.031 0.016 25.7 0.232 2.25 7.56 1.83 1
YI21 0.39 4.00 0.6 0.94 0.59 1.53 0.021 0.031 0.016 23.5 0.120 0.69 5.60 0.84 1
YI22 0.19 4.00 0.6 0.46 0.82 1.28 0.021 0.031 0.016 23.5 0.107 0.57 5.24 0.71 1 840.14
YI23 0.10 4.00 0.6 0.24 0.9 1.14 0.021 0.031 0.016 23.5 0.099 0.50 5.02 .0.64 1 840.14
YI34 0.08 4.00 0.6 0.19 0.71 0.90 0.031 0.016 #N/A 0.085 5.47 SUMP 1 840.14
YI39 0.10 4.00 0.6 0.24 0.71 0.95 0.031 0.016 #N/A 0.088 5.66 SUMP 1 840.14

Lone Creclc Club ADartrnents - Proaosed Storm Water Pine Schedule - Mannine's >;auation

Pipe Segment Drainage Area
acres A(ac) x C

rn
~
~
..
E V
~
w~'
B
? 2
y
~ G
v o
~• '
~ ~
_a
E 7
z ~
~~
L c.
U °
~ o
o
~'
w

Rim F,lev.

Inv. UP

Inv. D\VN
Onsite Storm W uter 5 stem Co mbined. St orm Anal sls
CB-1 CB-2 29040 2.38 2.38 0.70 1.67 167 7.03 5.0 1.0 11.71 18 RCP 0013 0.0341 19A 60% 10.97 PASS 767.00 760.00 750.10
CB-2 CB-3 196.37 0.38 2.76 0.70 0.27 1.93 7.03 5,D 1.00 13.58 18 RCP 0.013 0.0402 21.1 G4% 11.92 PASS 757.00 750.00 742.10
CB-3 CB-4 240.80 0.27 3.03 0.70 0.19 2.12 7.03 5.0 1.00 14.91 18 RCP 0.013 0.0619 26.1 57% 14.78 PASS 749.00 742.00 727.10
CB1l CB-4A 225.20 0.31 3.34 0.70 0.22 2.34 7.03 5.0 1.00 16.44 18 RCP 0.013 0.0442 22.1 74% 12.49 PASS 739.00 727.00 717.05

CB-5 FES-4A 146.30 0.19 0.19 0.70 0.13 2.07 7.03 5.0 1.00 14.52 18 RCP 0.013 0.0202 14.9 97 % 8.44 PASS 725.50 720.00 717.05

CB-4A FES-6 91.30 0.31 3.84 0.70 0.22 2.56 7.03 5.0 1.00 17.96 24 RCP 0.013 0.0088 21.2 85% G.74 PASS 729.40 716.80 716.00

CB-7 CB-8 50.00 0.25 0.25 0.70 0.18 0.18 7.03 5.0 1.0 1.23 15 RCP 0.013 0.0100 6.5 19% 5.26 PASS 753.10 745.60 745.10
CB-8 CB-9 134.40 0.31 0.56 0.70 0.22 0.39 7.03 5.0 1.0 2.76 15 RCP 0.013 0.0268 10.6 26% 8.60 PASS 753.10 74500 741.40

CB-10 CB-9 22.00 0.30 0.30 0.70 0.21 0.21 7.03 5.0 1.0 1.48 18 RCP 0.013 0.0091 10.0 15% 5.66 PASS 750.84 741.30 741.10

CB-9 CB-16 103.20 0.26 1.12 0.70 0.18 0.78 7.03 5.0 1.0 5.51 18 RCP 0.013 0 0087 9.8 56% 5.55 PASS 750.84 741.00 740.10

CB-11 CB-15 169.20 0.24 0.24 0.70 0.17 0.17 7.03 5.0 1.0 1.18 15 RCP 0.013 0.0044 4.3 27% 3.50 PASS 753.50 746.50 745.75

YI-12 CB-13 67.60 4.16 4.16 0.70 2.91 2.91 7.03 5.0 10 20.47 24 RCP 0.013 0.0104 23.0 89% 7.33 PASS 752.80 748.00 747.30
CB-13 CB-14 77.40 0.01 4.17 0.70 0.01 2.92 7.03 5.0 1.0 20.52 24 RCP 0.013 0.0142 27.0 76% 8.59 PASS 756.00 747.20 746.10
CB-14 CB-15 22.30 0.19 4.36 0.70 0.13 3.05 7.03 5.0 1.0 21.46 24 RCP 0.013 0.0404 45.4 47% 14.47 PASS 752.40 746.00 745.10

CB-15 CB-16 125.70 0.21 4.61 0.70 0.15 3.37 7.03 5.0 1.D 23.67 24 RCP 0.013 0.0390 44 7 53% 14.22 PASS 752.00 745.00 740.10

CB-16 CB-17 181.40 0.51 6.44 0.70 0.36 4.51 7.03 5.0 1.0 31.69 24 RCP 0.013 0.0436 47.2 67% 15.03 PASS 749.50 740.00 732.10

CB 34 D CB 34 C 44.00 0.05 0.05 0.70 0.04 0.04 7.03 5.0 1.0 0.25 15 RCP 0.013 0.0114 6,9 4% 5.60 PASS 750.50 744.50 744.00
CB 34 C CB 34 B 44.60 0.05 0.10 0.70 0.04 0.07 7.03 5.0 1.0 0.49 15 RCP 0.013 0.0090 6.1 8 % 4.98 PASS 750.50 743.90 743.50
CB 34 B CB 34 48.50 0.05 0.15 0.70 0.04 0.11 7.03 5.0 1.0 0.74 15 RCP 0.013 0.0701 17.1 4% 13.92 PASS 750.50 743 40 740.00

CB 34A CB 34 51.40 0.05 0.05 0.70 0.04 0.04 7.03 5.0 1.0 0.25 15 RCP 0.013 0.0778 18.0 1% 14.67 PASS 750.50 744.50 740.50

CB-34 CB-17 127.20 0.06 0.26 0.70 0.04 0.04 7.03 5.0 1.0 0.30 15 RCP 0.013 0.0601 15.8 2% 12.89 PASS 750.50 740.50 732.85

CB-17 CB-24 74.40 0.27 6.97 0.70 0.19 4.74 9.92 5.0 1.25 58.76 36 RCP 0.013 0.0094 64.7 91% 9.17 PASS 745.00 731.10 730.40

CB-26 CB-27 179.10 0 34 0.34 0.70 0.24 0.24 7.03 5.0 1.0 1.67 15 RCP 0.013 0.0050 4.6 37% 3.73 PASS 742.00 738.60 737.70
CB-27 CB-28 171.10 0.42 0.76 0.70 0.29 0.53 7.03 5.0 1.0 3.74 15 RCP 0.013 0.0058 4.9 76 % 4.02 PASS 748.00 737.60 736.60

CB-29 CB-30 79.00 0.85 0.85 0.70 0.60 0.60 7.03 5.0 1.0 4.18 18 RCP 0.013 0.0051 7.5 56% 4.23 PASS 741.50 737.85 737.45
CB-30 YI-30A 36.80 0.26 1.11 0.70 0.18 0.76 7.03 5.0 1.0 5.46 18 RCP 0.013 0.0068 8.7 63% 4.90 PASS 741.00 737.35 737.10
YI-30A CB-28 113.70 0.21 1.32 O.7D 0.15 0.92 7.03 5.0 1.0 6.50 18 RCP 0.013 0.0057 7.9 82% 4.49 PASS 741.00 737.00 736.35

CB 28A CB-28 83.50 0.34 0.34 0.70 0.24 0.24 7.03 5.0 1.0 1.67 18 RCP 0.013 0.0078 9.3 18 % 5.24 PASS 741.00 737.00 736.35

CB-28 CB-31 193.30 0.08 2.50 0.70 0.06 1.75 7.03 5.0 1.0 12.30 36 RCP 0.013 0.0052 48.0 26% 6.80 PASS 745.00 734.85 733.85
CB-31 CB-32 87.00 1.18 3.68 0.70 0.83 2.58 7.03 5.0 1.0 18.11 42 RCP 0.013 0.0052 724 25% 7.54 PASS 738.80 733.35 732.90
CB-32 CB-33 102.30 0.23 3.91 0.70 0.16 2.74 7.03 5.0 1.0 19.24 48 RCP 0.013 0.0054 105.3 18% 8.40 PASS 738.60 732.40 731.85
CB-33 CB-24 182.10 0.52 4.43 0.70 0.36 3.10 7.03 5.0 1.0 21.60 54 RCP 0.013 0.0052 142.0 15% 8.96 PASS 738.40 731.35 730.40

CB-24 FES-25 57.60 0.14 11.54 0.70 0.10 7.94 9.92 5.0 1.25 98.43 54 RCP 0.013 0.0052 141.9 69% 8.95 PASS 744.00 730,30 730.00

i.nno (Trek ('Inh Anartrnentc _ Prnnnsed Stnrm Water Pine Sched~de - Ni~nninu's TmlatiMt
~ ~
Pipe Segnen[ Drainage Area
acres A(ac)zC

w

Y ~

u-
~
u'

S.
v
.~
~.
y,

c~u
E

},
o
~
~
F°,
~
Q
'13

a
~
h
a
`L

~
~
~,

w' >,
n
~
o
~
7
I'"

a

im Glev.

nv. UP

nv. ll1VN

CB-18 CB-19 77.00 0.28 028 0.70 0.20 0.20 7.03 5.0 1.0 1.39 15 RCP 0.013 0.0377 12.5 11% 10.20 PASS 748.00 730.00 735.10

YI -20 YI-21 49 20 1.77 1.77 0.70 1 24 1.24 7.03 5.0 1.0 8.71 15 RCP 0.013 0.0965 20.1 43% 16.34 PASS 761.00 745 UO 740.25
YI-21 YI-22 38.70 0.39 2.16 0.70 0.27 1.51 7.03 5.0 1.0 10.63 18 RCP 0.013 0.0258 16.9 63% 9.55 PASS 753.50 740.00 739.00

CB-23 YI-22 56.60 0.10 0.10 0.70 0.07 0.07 7.03 5.0 1.0 0.49 15 RCP 0.013 0.0265 10.5 5% 8.56 PASS 746.00 740.00 738.50

YI-22 CB-19 118.60 0.19 2.45 0.70 0.13 1.72 9.92 5.0 1.25 21.27 30 RCP 0.013 0.0245 64.1 33% 13.08 PASS 745,00 738.00 735.10

CB-19 JB 19A 68.00 0.12 2.57 0.70 0.08 1.80 9.92 5.0 1.25 22.31 30 RCP 0.013 0.0456 87.6 25% 17.86 PASS 746.00 735.00 731.90
JB 19A FES-59 67.00 0.00 2.57 0.70 0.00 1.80 9.92 5.0 1.25 22.31 48 RCP 0.013 0.0060 111.0 20% 8.86 PASS 743.00 730.40 730.00

CB-58 CB-57 120.80 0.51 0.51 0.70 0.36 0.36 7.03 5.0 1.0 2.51 15 RCP 0.013 0.0058 4.9 51% 4.00 PASS 742.10 737.80 737.10
CB-57 CB-54 189.30 0.60 1.11 0.70 0.42 0.76 7.03 5.0 1.0 5.46 18 RCP 0.013 0.0077 9.2 59% 5.20 PASS 742.00 737.00 735.55
CB-54 CB-53 122.00 0.16 1.27 0.70 0.11 0.69 7.03 5.0 1.0 6.25 24 RCP 0.013 0.0053 16.5 38% 5.26 PASS 745.40 735.45 734.80

CB-56A CB 56 113.50 0.31 0.31 0.70 0.22 0.22 7.03 5.0 1.0 1.53 15 RCP 0.013 0.0079 5.8 27 % 4.68 PASS 741.00 737.50 736.60
CB-56 CB-56B 30.40 0.13 044 0.70 0.09 0.31 7.03 5.0 1.0 2.17 15 RCP 0013 0.0066 5.2 41% 4.26 PASS 740.10 736.50 736.30
CB-566 CB S6C 171.70 0.09 0.53 0.70 0.06 0.37 7.03 5.0 1.0 2.61 15 RCP 0.013 0.0052 4.7 56 % 3.81 PASS 739.00 736.20 735.30
CB-56C CB 53 70.60 0.12 0.65 0.70 0.08 0.46 7.03 5.0 1.0 3.20 15 RCP 0.013 0.0057 4.9 66% 3.96 PASS 739.00 735.20 734.80

C853 JB-53A 33.60 0.71 2.63 0.70 0.50 1.39 7.03 5.0 1.0 9.74 24 RCP 0.013 0.0060 17.5 56% 5.56 PASS 739.00 734.70 734.50

CB-52 JB-50 207.80 0.16 0.16 0.70 0.11 0.11 7.03 5.0 1.0 0.79 24 RCP 0.013 0.0053 16.5 5% 5.24 PASS 749.00 744.00 742.90

GB-51 GB-49 185.80 0.53 0.53 0.70 0.37 0.37 7.03 5.0 1.0 2.61 15 ftCP 0.013 0.0140 7.6 34% 6.22 PASS 745.60 742.00 739.40
CB-49 CB-08 74.80 0.67 1.20 0.70 0.47 0.84 7.03 5.0 1.0 5.91 24 RCP 0.013 0.0074 19.4 30% 6.18 PASS 743.00 738.G5 738,10

CB-05 CB-46 33.40 0.24 0.24 0.70 0.17 0.17 7.03 5.0 1.0 1.18 15 RCP 0.013 0.1287 23.2 5% 18.86 PASS 748.60 745.00 740.70
CB-46 CB-47 93.00 0.08 032 0.70 0.06 0.22 7.03 5.0 1.0 1.57 15 RCP 0.013 0.0054 4.7 33% 3.86 PASS 744.40 740.60 740.10
CB-07 CB-48 46.20 0.56 0.88 0.70 0.39 0.62 7.03 5.0 1.0 4.33 15 RCP 0.013 0.0054 4.8 91 % 3.87 PASS 743.50 740.00 739.75

CB-48 JB-50 102.60 0.13 2.21 0.70 0.09 1.55 7.03 5.0 1.0 10.89 24 RCP 0.013 0.0054 16.6 66% 5.27 PASS 743.80 738.00 737.45

JB-50 CB-42 207.60 0.00 2,37 0.70 0.00 1.66 7.03 5.0 1.0 11.67 24 RCP 0.013 0.0053 16.5 71% 5.24 PASS 749,00 737.35 736.25
C8~2 CB-01 37.50 0.12 2.49 0.70 0.08 1.74 7.03 5.0 1.0 12.26 24 RCP 0.013 0.0067 18.5 66% 5.88 PASS 749.00 736.15 735.90

CB-44A CB-448 22.50 0.03 0.03 0.70 0.02 0.02 7.03 5.0 1.0 0.15 15 RCP 0.013 0.0067 5.3 3% 4.29 PASS 754.80 751.40 751.25
CB-040 CB-44 164.90 0.01 0.04 0.70 0.01 0.03 7.03 5.0 1.0 0.20 15 RCP 0.013 0.0055 4.8 4% 3.88 PASS 754.80 751.15 750.25
CB-44 CB-43 104.30 0.11 0.15 0.70 0.08 0.11 7.03 5.0 1.0 0.74 15 RCP 0.013 0.0484 14.2 5% 11.57 PASS 755.10 750.15 745.10
CB-43 CB-41 103.10 0.07 0.22 0.70 0.05 0.15 7.03 5.0 1.0 1.08 15 RCP 0.013 0.0820 18.5 6% 15.05 PASS 751.20 745.00 736.55

CB-41 CB-38 82.30 0.30 3.01 0.70 0.21 2.11 7.03 5.0 1.0 14.62 24 RCP 0.013 0.0085 20.9 71 % 6.64 PASS 747.00 735.80 735.10

CB-35 CB 36a 75.50 0.28 0.28 0.70 0.20 0.20 7,03 5.0 1.0 1.38 15 RCP 0.013 0.0093 6.2 22% 5.06 PASS 743.80 737.50 736.80
CB 36 A CB-36 25.30 0.06 0.34 0.70 0.04 0.24 7.03 5 0 1.0 1.67 15 RCP 0.013 0.0079 5.7 29 % 4.67 PASS 744.10 736.70 736.50
CB-36 CB-37 66.00 0.07 0.41 0.70 0.05 0.29 7.03 5.0 1.0 2.02 15 RCP 0.013 0.0106 6.7 30% 5.41 PASS 744.50 736.40 735.70
CB-37 CB-38 51.00 0.15 0.56 0.70 0.1 t 0.39 7.03 5.0 1.0 2.76 15 RCP 0.013 0.0098 6.4 43 % 5.21 PASS 743.00 735.60 735.10

CB-38 CB-39 28.70 0.09 3.66 0.70 0.06 2.56 7.03 5.0 1.0 18.02 30 RCP 0.013 0.0052 29.7 61 % 6.05 PASS 743.00 732.35 732.20
CB-39 CB-39A 51.60 0.10 3.76 0.70 0.07 2.63 7.03 5.0 1.0 18.51 30 RCP 0.013 0.0058 31.3 59% 6.38 PASS 740.20 732.10 731.80

CB-40 CB-39a 57.90 0.33 0.33 0.70 0.23 0.23 7.03 5.0 1.0 1.62 15 RCP 0.013 0.0164 8.3 20% 6.73 PASS 741.80 734.00 733.05

Long Creek Club Apartments -Proposed Storm Water Pipe Schedule - Mannina's Lnuation
Pipe Segment -rai nage Area A(a c) x C
acres
. - V
V ~ ~ c J
~ c
E _ 2 c o , ~ 7 v V ~
rn v_2i c v fi U E ~ T y ~ U ~ °o. _; w
w F .a •~- U ~ •' U c _E ~ '3- G a 'E o v a ~' `~

~r ~ ~ ~ ~ r ~ ~ ~ ~ r ~ r ~ ~ . ~ ~
Time of Concentration Long Creek Club Apartments
Storm Bypass
SHEET FLOW SEG #1 SEG #2
MANNING'S "n" 0.240 Grass
10-YEAR, 24- HR. RAIN FALL (IN) 3.12
FLOW LENGTH (FT) 100
ELEV UP (NGVD FT) 812.0
ELEV DOWN (NGVD FT) 810.0
LAND SLOPE (FT/FT) 0.020 0.000
TIME OF CONCENTRATION (HRS) 0.241 0.000 0.241
SHALLOW CONCENTRATED FLOW SEG #1 SEG #2
SURFACE DESCRIPTION (P OR U) u P
FLOW LENGTH (FT) 1295 1
ELEV UP (NGVD FT) 810.0 0.0
ELEV DOWN (NGVD FT) 744.0 0.0
WATERCOURSE SLOPE (FT/FT) 0.051 0.000
AVERAGE VELOCITY (FT/SEC) 3.642 0.000
TIME OF CONCENTRATION (HRS) 0.099 0.000 0.099
RECTANGULAR CHANNEL
CHANNEL FLOW SEr #t SFr; i!2 SFr, ss cFr. rrd
BOTTOM WIDTH (FT)
DEPTH (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)

0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00

o.ooo o.ooo

0.000 O.OOD 0.000 0.000
0.000 0.000 0.000 0.000 0
TRIANGULAR I:HANNEL
CHANNEL FLOW SEG #1 SEG #2 SEG #3 SEG #4
TOP WIDTH (FT)
DEPTH (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FTISEC)
TIME OF CONCENTRATION (HRS)

o.oo o.oo o.oo o.oo
0.00 0.00 0.00 0.00
o.oo o.o0 0.00 0.00
0.00
0.0
0.0
0.000 0.000 0.000

0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0
TOTAL TIME OF CONCENTRATION (HRS)
LAG TIME (HRS)
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (?H:1V) (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
PIPE DIAMETER (IN)
AREA(SO.FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
0.340 20.378 (MIN)
0.204
USE zo MIN
TRAPEZOIDAL CHANNEL
SFr, a~ cFa ~~ cFr. ies cFr_ iee
0.0 0.0
0.0 0.0
0.0 0.0
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0 0
0.0 0.0
0.0 0.0
o.ooo o.ooo o.ooo o.ooo
0.030 0.030
0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0
CIRCULAR CHANNEL (Gravity Flow)
cFr_ ~~ cFr_ ~~ ccr_ ~z ccn ee
0
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 0.00 0.00
1.00 1.00 1.00 1.00
0
0
o.oooo o.oooo o.oooo o.oooo
0.000
o.ooo o.ooo o.ooo o.ooo o.ooo
0.000 0.000 0.000 0.000 0.000

Lone Creels Club Apartments - Proposed Storm Water Pine Schedule - Nianninn's Tnuafim>t
~ ~
~ ~ ~
~ ~ ~ ~ ~
Yipe Selimtenl Drainage Area
acres A(ac) x C

~ in c E U ~E "~' U T ~ ~ ' 4a.. U ~ w
~. vt o
~
~ ~ N a. N w ~ a
a e z u' Rim Elev. Inv. UP Inv. DWN
Oftaite Storm Water S stem 1U 0 Yr. Storm Anal
a
YI 100 YI 101A 110.80 0.07 0.07 0.60 0.04 0.04 9.92 5.0 1.25 0.52 15 RCP 0.013 0.0248 10.2 5% 8.28 PASS 744.00 140.00 737.25
YI 101A YI 101© 8.20 9.94 10.01 0.60 5.96 5.96 6.26 20.0 1.25 46.67 30 RCP 0.013 0.0244 64,1 73% 13.06 PASS 743.50 736.00 735.80
YI 101B JB 103 103.00 9.94 19.95 0.60 5.96 11.97 fi.26 20.0 1.25 93.67 36 RCP 0.013 0.0398 133.1 70% 1886 PASS 743.50 735.70 731.60

YI 102 J8103 257.00 2.33 22.28 0.60 2.33 14.30 9.92 5.0 1.25 177.32 42 RCP 0.013 0.0521 229.7 77% 23.93 PASS 753.00 745.00 731.60

JB 103 JB 104 261.80 0.00 22.28 0.60 0.00 14.30 6.26 20.D 1.25 111.90 48 RCP 0.013 0.0088 134.6 83% 10.74 PASS 740.00 730.60 728.30
JB 104 JB 105 154.80 0.00 22.28 0.60 0.00 14.30 6.26 20.0 1.25 111.90 48 RCP 0.013 0.0078 126.5 88% 10.09 PASS 739.00 728.20 727.00
JB 105 JB 106 55.80 0.00 22.28 0.60 0.00 14.30 6.26 20.0 1.25 111.90 48 RCP 0.073 0.0108 149.0 75% 11.89 PASS 739.00 726.90 726.30
JB 106 HW 107 24.50 0.00 22.28 0.60 0.00 14.30 6.26 20.0 1.25 111.90 48 RCP 0.013 O.OD82 129.8 86% 10.36 PASS 739.00 726.20 726.00

~ ~ ~ ~ ~ ~ ! ~ r ~ ~ ~ ~ ~ r, ~ ~ r i
St01'111 S@W@f PI'Ofl~@ Proj. file: reames rev with 4 ft less hw.stm

Elev. (ft)
760
00 ~t5 Z S ~ ~.~ x`~
. 2.51 - Ln: 21
. 741.50
737.85 Out

753
00
.

746
00
.

739.00

k-t ~ ~.~-
732
0~
.

725
00
.
0 100 200 300 400 500 600
Reach (ft) 700 800 900
to-A#»f~ 810tiall6n:1-- to 9-~~1a31-+-29. n-:-aSta~ :81~81ta:
PPSd 0 R1 tR1PPS-EI-73 .8 RIPefE . 'ED tl81Ti'r1=
nv. u nv. v. u nv. nv.
Inv. I. 730.40 In Inv. EI. 31.85 I Inv. EI. 32.9 Ihv. EI. 73 .85 In Inv. EI. 736 35 In Inv. Il FIIO'89. 5 In

r

113.7Lf-18" L
0. ~/ 16" 0.

L~~42 LY=36"052°0
-48 @-0,5 -
f- 4" 0 2%

Hydraflow Storm Sewers 2005

~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ r i r ~ ~ ~
Storm Sewer Profile Proj. file: reames rev with 4 ft less hw.stm

Elev. (ft)
760
00 ~t~ ZS ~ ~ ~-~ ~Z~
. 9+73.07 - Ln: 7

EI. 742.00
. EI. 738.60 Out

753
00
.

746
00
.

739.00

732.0 °

725
00
.
0 100 200 300 400 500
Reach (ft) 600 700 800 900 1000
t 0&Ot#all ~:...-+~ ~ 0-1-2~~t 9-S 6 : ~t

rt OAt#:0 Rtrrs- 8~ RlrerE . 38~ RirtfEl. 5:00 Rtrpi-E1-748:0
nv. u nv. u u nv. u nv. u n
Inv. I. 730.40 In Inv. EI. 31.8 Inv. EI. 732 91~~inEl. 7 3.85 in Inv. EI. 73 .60 In Inv. EI. 737.7 In

€._.a~

f a" s2 io

Hydraflow Storm Sewers 2005

Storm Sewer Profile Proj. file: reames rev with 4 ft less hw.stm

Elev. (ft) F~ S 2- ~ ~-}-o C~ `~
773.00
tfan6~193.87 - Ln: 12
EI. 753.10
t 745.60 Out
0 In

763.00

753.00

743
00
.

733.00

723.00
0
50
100 150 200
250 300 350 400
Reach (ft)
450 500
550 600
Sta 0+ 0.06ta 100 - Ln: 1St 1+35.62 - n: 8 Sta 3+1 .56 - Ln: 9 Sta +24.97 - Ln 10 to 5+43.89
Grnd. I. SIk6tFl. 4.00 Ri EI. 745.0 Rim EI. 49.50 Rim I. 750.84 im EI. 75 .
Inv. EI. ga0lrl fl. 7 0.30 O t In . EI. 731.10 Out Inv. EI. 40.00 Out Inv. I. 741.00 O t nv. EI. 74 .
nv. . 07~ n -E1-732-T0 n nv. O:TO-1n nv. 'f-4 n nv. EI~4 .

6 Uc
~'

_ ~ 5..
~ -1
LL

~„

f - 54" @ 0. ~~ 62Lf - 24 @ 0.90%,

Hydraflow Storm Sewers 2005

rr rr r~ rl~ rs r r~ r ~r r ~r r r rs r rr rr r r
Storm Sewer Profile Proj. file: reames rev with 4 ft less hw.stm
~~~5 25
Elev. (ft)
773.00
763.00
753.00
743.00
733.Ogg
723.00
0
5.06 - Ln: 14
753.50
X46.50 Out
50 100 150 200 250 300 350 400 450 500 550 600 650
Reach (ft)
jt~ C~I~
Sta + 08; ~tt~ll- 11+35.6 - Ln: 8 Sta 3 10.56 - L : 9 a 4+35.8 - Ln: 13 Sta 6+
Gr_nd ~BQ= (Y44.L1 _ im irxi__E .5. irx~ ~it~E.l...

0

- Lf - 24 ' 0.9~ o

Hydraflow Storm Sewers 2005

~ ~ ~ ~ ~ ~ ~ i~ ~ ~ ~ i ~ ~ r ~ i ~ r
Storm Sewer Profile Proj. file: reames rev with 4 ft less hw.stm

Elev. (ft)
777
00 > -Z~ °~ `~~ t 2
. 1~J1:[~ - Ln: 17
I. 752.80
IOL38.00 Out
In
766
00
.

755
00
.

744.00

733
00
.
5

722
00
.
0 50 100 150 200 250 300 350 400
Reach (ft) 450 500 550 600 650
Sta 0+ O.OBta 00 - Ln: S 1+35.62 - Ln: 8 Sta 3+1 .56 - Ln: 9 S a 43C~G!18i5 .12x7: 1[in: 15 St 5+835~~ 6
Grnd. I. 7F3LarOHI. 44.00 ~ Ri EI. 745.0 Rim EI. 49.50 R Birr7fr2. 2.40 Ri EI. 7~7r0
Inv. EI. 7 mnfilOffrl. 30.30 O 1n . EI. 731.1 Out Inv. EI. 40.00 Out In ffihv7~f- ®00 Out In . EI. #hit2
nv. O~tn n . n -Inv. EI. U:1 n n v n n 7:3

1 c9

" ssr._._......
- 0. B /o

0

f - 54" @ 0. 7 62Lf - 24 @ 0.90%

Hydraflow Storm Sewers 2005

__
~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ i ~ ~ r ~ ~ ~ ~
Storm Sewer Profile Proj. file: reames rev with 4 ft less hw.stm
Elev. (ft)
773.00 Sta 0+0 .00 - Outfall St 0+67.00 - L : 22 Sta 1+ 3.69 - Ln: 23 Sta 2 10.84 - Ln: 24
~rnd__EL 3.10 F_l._7_4.fi...D. L. Z4E.Q .748.00
. 738.00 Out
763.00
~ ~
753.00
743.00 ~
733.00
_o ~~ s°~~
723.00
0 25 50 75 100 125 150 175 200 225
Reach (ft)
Hydraflow Storm Sewers 2005

Storm Sewer Profile
Proj. file: reames rev with 4 ft less hw.stm
Elev. (ft)
786.00
773.00
760.00
747.00
734.00
721.00
0
3+40.09 - Ln: 27
~ EI. 761.00
. EI. 745.00 Out
25 50 '75 100. 125 150 175 200 225 250 275 300 325 350
Reach (ft)
Sta +00.00 - Outfa~3 a 0+67. 0 - Ln: 2 Sta +33.69 Ln: 23 Sta 2+ 2.30 a:~0. 0 - Ln.
__ _~.r~t .._El rnrl El_. 46_ im ELZ46, _El._7~ i

~ ~

4 .1 .66%
0

7-0L 0'=@-U. 091

Hydraflow Storm Sewers 2005

Storm Sewer Profile Proj. file: reames rev with 4 ft less hw.stm

Elev. (ft) Ff~S Coy `~ ~ ~ s~
760.00
.
8 - Ln: 52

I ~ 1 EtJ742:0 IrrrEl. 2.10
nv. ~ v. u nv u nv. 7.80 Out
Inv. EI. 30.40 Idnv EI. 733 11Q nEl . R&1. 6f84.80 In I v. EI. 735. 5 In Inv EI. 737.1 in

753.00

746.00

739.00

f - 4" 60 % -
ZLt' - .0.5

732.0057

725.00
0 50 100 150 200 250 300
350 400 450 500
Reach (ft)
550 600 650 700
Hydraflow Storm Sewers 2005

Storm Sewer Profile Proj. file: reames rev with 4 ft less hw.stm
Elev. (ft) ~~ b v ~ ~ ~°~
756.00
+ + - + + + - + 37 - Ln: 56
r-n -~ 0~. ~ -~~ I~~u'~9~B I:-7~l imp. 1.00
A A:3 ~t~ . _ ~8~.79--OL+ ~736.5A 7.50 Out
~ ~
750.00
r~
744.00 "~ ~
738.00 Lf -15" @ 1.
1
f - 4" @ .60%11 .48Lf - 15" @ 0. 5%
f - 24" 3 0
732.00 5
726.00
0 50 100 150 200 250 300 350 400 450 500 550 600 650
Reach (ft)
Hydraflow Storm Sewers 2005

Storm Sewer Profile Proj. file: reames rev with 4 ft less hw.stm
~~~j~0 ~ ~PJ~~
Elev. (ft)
764.00
756.00
748.00
740.00
732.00%
724.00
0
.86 - Ln: 40
'45.60
42.00 Out
50 100 1°'.0 200 250 300 350 400 450 500 550 600 650 700 750
Reach (ft)
ta-0 OOS;I®-0 Testa ~-11&3~ n:3t1~- +2821 rT~~n: 3+ : 3 to 4+46: ~-- L~E~ n-3 Sta-7+
i~ -~ im.. _El...
Inw€ .
-1n
-
.0.~_ ~
ifi3~EF-~-
1t3-1
-Inv.
1
Tr~S:siia.
6~5-I a
-
mr. Et~3
5-In-
inv-Et.
8:-1
ttmr 8:65-
N39:40-

7L - 4"

~-28 0 ~Q2-5bLT--Z ~~ Q:54 0
67-0/
2. 5Lf - 24" :

fi= 3t~ ~{~~~ .0_ o

Hydraflow Storm Sewers 2005

Storm Sewer Profile Proj. file: reames rev with 4 ft less hw.stm

Elev. (ft) ~E ~ C©~ ~o C('~ ~
764.00
5.57 - Ln: 38
748.80
745.00 Out

756.00

748.00

740.00

732.00 5

724.00
0
50 100
150 200 250 300 350 400 450
Reach (ft)
500 550
600 650
Sta-O+ O~O~t 54vitarr} al-~+~n88 n-3-Sta-2 20SkW-~t~6~ 3~-L-n33 ta3+4 . ---L-n: ta-4+46.- taL4tt~44 -L-n3 4a-6
I -Sim ~m_EI.
.. -.
Inv-Et-7
if t:t 9~
42®tTh85:1
-t
nv-E
:-
88r9fftln7
8-25-I
mrEt-737-.
51
ImrEt-
~l-E~t-74 .
0-I

s-r4tr~ ors5~t = za ~-o-sago
8 .25Lf - 24" 0 % f- i " 67

1 -F-30' ~~

Hydraflow Storm Sewers 2005

Storm Sewer Profile Proj. file: reames rev with 4 ft less hw.stm
Elev. (ft) ~~~ ~`~ ~ ~~ ~~
773.00
27.55 - Ln: 42
. 755.10
750.00 Out

763.00

753.00

743.00

733.00

723.00
0
50 t00
150 200
250 300
Reach (ft)
350 400
450
Sta 0+00.0 - O8ti~lD+57.54• Ln:St@ 1+09.5 -'6jr87386 - Ln: 3 Sta 2+2 .11 - Ln: 32 Sta 3+ 3.21 - Ln: 41 Sta 4
Grnd. EI. 7 QZim EI. 742. 0 Rim EI. 40 0=1. 743.00 Rim EI. 47.00 Rim EI. 751.20 Rim
Inv. EI. 730. 0 _
Itnv. EI. 730. 0 dfiv. EI. 38 Q=Oi7ii2.35 Out Inv. EI. 35.80 Out Inv. EI. 45.00 Out Inv. E .
nv. I. nv. 1~5~'r07n nv. I v. n

d

. o

82.25Lf - 24" @ 0.8

Hydraflow Storm Sewers 2005

Storm Sewer Profile Proj. file: reames rev with 4 ft less hw.stm
DES ~~ ~ c(~ ~~
Elev. (ft)
756.00
750.00
744.00
738.00
732.00
726.00
0
25 50 75 100 125 150 175 200 225 250 275 300 325 350 375
Reach (ft)
Hydraflow Storm Sewers 2005

Storm Sewer Profile Proj. file: reames rev with 4 ft less hw.stm
~ES ~~ '~ C~ ~~
Elev. (ft)
751.00 Sta 0 00.00 - utfall to 0+57.5 - Ln: 29 Sta 1+15.39 - Ln: 46
uad _E1~3II.0 ..0. i EI. 741.80
n EI. 734.00 Out
746.00
cn
741.00
736.00
o f - 15"
731.00
726.00
0 10 20 30 40 50 60 70 80 90 100 110 120
Reach (ft)
Hydraflow Storm Sewers 2005

f

I
n

RIP RAP APRON SIZING Ctased ~~, Army Corps c}f engineers Ftet~orts h4-7(7-2
PROJECT NAME: Long Creek Club h+-~ z-:a, <~nd N.J. Standards for Soil Erasiar~ and
STRUCTURE NUMBER: FES 6 Sediment {:or!trol {1~~a;?
Input:
Pipe Diameter, Do 24 Inches or 2 Feet
Peak Flow, Q10 1'7 CFS (Always use FULL FLOW)
Talwater depth, Tw 0:8 Feet (If Unknown, use 0.2 x Diameter in Feet )

Design: Do^0.5 If TW <Do/2, Wa = 3Do + La
Apron Length, La = 24.8 Feet Long If TW > Do/2,Wa = 3Do+ 0.4La
Apron Width, Wa = 30'.8- Feet Wide (Only if no well-defined channel downstream )
dso Stone Size = 0.35 dso in Feet
4,2: dso in Inches dso = 0.016/TW x (q)
RIP RAP GRADATION PER NCDOT SPECIFICATIONS
RIP RAP
CLASS MINIMUM
(IN.) MIDRANGE
(IN.) MAXIMU
(IN.)
A 2 4 6
B 5 8 12
1 5 10 17
2 9 14 23
SOIL TEXTURE ALLOWABLE VELOCITY
Sand Loam 2.5 f s
Silt Loam, Loam 3,0 fps
Sand Cla Loam 3.5 f s
Cla Loam 4.O fps
Cla ,fine Gravel 5.O f s
Cobbles 5.5 fps

ii

n
1

1
1

RIP RAP APRON SIZING ~~~:;~~ ~~, ~~~„y ~:~,rK,s of t_i,gir,eers F:e~;ar~s !-f 7n Z
PROJECT NAME: Long Crrek Club I-i-72-~, and fV.J. Standards far `ioif Erosion and
STRUCTURE NUMBER: fES 25 Sudirrent Cantra~ (19~~9j
Input:
,Pipe Diameter, Do 54, Inches or 4.5 Feet
Peak Flow, Q10 51:.23 CFS (Always use FULL FLOW)
Tailwater depth, Tw 5.85 Feet (If Unknown, use 0.2 x Diameter in Feet )

Desian: Do^0.5 If TW <Do/2, Wa = 3Do + La
Apron Length, La = 18.1 feet Long If TW > Do/2,Wa = 3Do+ 0.4La
Apron Width, Wa = 1'9.9 Feet Wide (Only if no well-defined channel downstream )
5o Stone Size = 0.07 ' dso in Feet
p_g dso in Inches - dso = 0.016/TW x (q)
RIP RAP G RADATION PER NCDOT SPECIFICATIONS
RIP RAP MINIMUM MIDRANGE MAXIMU
CLASS (IN.) (IN.) (IN.)
A 2 4 6
B 5 8 12
1 5 10 17
2 9 14 23
SOIL TEXTURE ALLOWABLE VELOCITY
Sand Loam 2.5 f s
Silt Loam, Loam 3.0 fps
Sand Cla Loam 3.5 f s
Cla Loam. 4.0 # s
Cla ,fine Gravel 5.0 f s
Cobbles 5:5 fps.

0
ii

1
R'IP RAP APRON SIZING ~~s~dor,,~r>„yc',orpsotEngine~:rsFtepc>rtshl-iG-2
PROJECT NAME: Long Crrek Club r~ ~z-~, and f~..l. Standards for Soil ro~~ion and
STRUCTURE NUMBER: FES 59 Sidi;: ant f~ontrol (19991
Input:
Pipe Diameter, Do 48 Inches or 4 Feet
Peak Flow, Q10 34:8. CFS (Always use FULL FLOW)
Tailwater depth, Tw 5.85 Feet (If Unknown, use 0.2 x Diameter in Feet )

Design: Do^0.5 If TW <Do/2, Wa = 3Do + La
Apron Length, La = 13.1 Feet Long If TW > Do/2,Wa = 3Do+ 0.4La
Apron Width, Wa = 17.2 ' Feet Wide (Only if no well-defined channel downstream )
d5o Stone Size = 0.05. d5o in Feet
0.6 dso in Inches dso = 0.016/TW x (q)
RIP RAP G RADATION PER NCDOT SPECIFICATIONS
RIP RAP MINIMUM MIDRANGE MAXIMU
CLASS (IN.) (IN.) (IN.)
A 2 4 6
B 5 8 12
1 5 10 17
2 9 14 23
SOIL TEXTURE ALLOWABLE VELOCITY
Sand Loam- 2.5I;f s
Silt Loam, Loam'. 3.O fps
Sand Cla Loam 3.5 f "s
Cla Loam 4.0 f s
Cla ,fine Gravel 5:0 f s
Cobbles 5.5 fps

7

1
1
RIP RAP APRON SIZING a~~~d 4r, Farr~y corps ~~, Eng~nee~s H~~~o~c, hi-7U 2
PROJECT NAME: Long Creek Club (-1-72-;g: and N.J. Standards for Soil erosion and
STRUCTURE NUMBER: FES 60 5e:~~-[i;~cxr,t t.:ur:tro~ t19~r~~
Input:.
Pipe Diameter, Do 48 Inches or 4 Feet
Peak Flow, Q10 35' CFS (Always use FULL FLOW)
Tailwater depth, Tw 5:85 Feet (If Unknown, use 0.2 x Diameter in Feet )

Desi n: Do^0.5 If TW <Do/2, Wa = 3Do + La
Apron Length, La = 43.1 Feet Long If TW > Do/2,Wa = 3Do+ 0.4La
Apron Width, Wa = 17.3 Feet Wide (Only if nowell-defined channel downstream )
d5o Stone Size = 0:05' d5o in Feet
0.6 d5o in Inches dso = 0.016/TW x (q) •
RIP RAP G RADATION PER NCDOT SPECIFICATIONS
RIP RAP MINIMUM MIDRANGE MAXIMU
CLASS (IN.) (IN.) (IN.)
A 2 4 6
B 5 8 12
1 5 10 17
2 9 14 23
SOIL TEXTURE ALLOWABLE'. VELOCITY.
Sand -Loam 2'.5 f s
Silt Loam, Loam 3.0 #ps
Sande Cla .Loam 3.5 # s
Cla ' Loam 4'.0 f s
Cla ,fine Gravel 5.0' f s
Cobbles 5.5 fps

RIP RAP APRON SIZING Based an Army Corps E}t Engineers Reports Fi..70-'L
PROJECT NAME: Long Creek Club ~i-~z-:; tsr~d r~.~. Sfar~dards tar Soil Erosion and
STRUCTURE NUMBER: Detention Basin outlets S~r{ir~ent %,ura:ra( 41595?
.:Input:
Pipe Diameter, Do 48 Inches or 4 Feet
Peak Flow, Q10 28' CFS (Always use FULL FLOW)
Tailwater depth, Tw 0.8 Feet (If Unknown, use 0.2 x Diameter in Feet )

Design: Do^0.5 If TW <Do/2, Wa = 3Do + La
Apron Length, La = 34.3 Feet Long If TW > Do/2,Wa = 3Do+ 0.4La
Apron Width, Wa = 46.3. Feet Wide (Only if no well-defined channel downstream )
dso Stone Size = 0,27- dso in Feet
3.2 dso in Inches dso = 0.016/TW x (q)
RIP RAP G RADATfON PER NCDOT SPECIFICATIONS
RIP RAP MINIMUM MIDRANGE MAXIMU
CLASS (IN.) (IN.) (4N.)
A 2 4 6
B 5 8 12
1 5 10 17
2 9 14 23
SOIL TEXTURE ALLOWABLE VELOCITY
Sand Loam 2.5 f s
Silt Loam, Loam 3.0 fps
Sand. Cla Loam 3.5 # s
Cla Loam - 4.O f s
Cla ,fine Gravel 5.O f s
Cobbles' 5.5 fps

~.

1

1

n
1

R1 P RAP APRON SIZING 3~sea o~, ,army corps of Engineers Reports }i-7~-2
PROJECT NAME: Long Creek Club hi-72-5, ar"d N.J. ~tanderds for SoiE Erosion ar,ci
STRUCTURE NUMBER: Bypass Outlet 5e~iment ~.ar~trol (1~?99i
Input:
Pipe Diameter, Do 48 Inches or 4 Feet
Peak Flow, Q10 30 CFS (Always use FULL FLOW)
Tailwater depth, Tw 0.8 Feet (If Unknown, use 0.2 x Diameter in Feet )

Design: Do^0.5 If TW <Do/2, Wa = 3Do + La
Apron Length, La = 34.8 Feet Long If TW > Do/2,Wa = 3Do+ 0.4La
Apron Width, Wa = 46'$ Feet Wide (Only if no well-defined channel downstream )
dso Stone Size = 0.29 dso in Feet
3.5 dso in Inches dso = 0.016ITW x (q)
RIP-RAP G RADATION PER NCDOT SPECIFICATIONS
RIP RAP ':MINIMUM MIDRANGE MAXIMU
CLASS (IN.) (IN.) (IN.)
A 2 4 6
B 5 8 12
1 5 10 17
2 9 14 23
SOIL TEXTURE ALLOWABLE VELOCITY
Sand Loam 2.5 f s
Silt Loam, Loam 3.0' fps
Sand Cla Loam 3.5 f s
Cla Loam 4.0 # s
Cla ,fine Gravel 5.0 # s
Cobbles 5.5 fps
1

i

RIP RAP APRON SIZING 3aseu can Fumy <;ar~s of engineers Reporis 1-~-70-2
PROJECT NAME: Long Creek Club h~-72-:i, and N.,t. Standards for Scri( ~r~siaf7 Land
STRUCTURE NUMBER: Erosion Control Basin 1 5eci3rnent ~,ar,trc~1 t~sggi
I~ .
Pipe Diameter, Do 36 Inches or 3 Feet
Peak Flow, Q10 21 CFS (Always use FULL FLOW)
Tailwater depth, Tw 1 Feet (If Unknown, use 0.2 x Diameter in Feet )

Design: Do^0.5 If TW <Dol2, Wa = 3Do + La
Apron Length, La = 28:.3 Feet Long If TW > Do/2,Wa = 3Do+ 0.4La
Apron Width, Wa = 37.3' Feet Wide (Only if nowell-defined channel downstream )
d5o Stone Size = 0.21 5o in Feet
2.6 ' d5o in Inches dso = 0.016/TVII x (q)
RIP RAP G RADATION PER NCDOT SPECIFICATIONS
RIP RAP ' MINIMUM MIDRANGE MAXIMU
CLASS (IN.) (IN.) (IN.)
A 2 4 6
B 5 8 12
1 5 10 17
2 9 14 23
SOIL TEXTURE ALLOWABLE VELOCITY
Sand Loam 2.5 f s
Silt Loam,. Loam 3.0 fps
Sand Cla Loam 3.5 f s
Cla Loam 4A f s
Cla ,.fine Gravel 5.0 f s
Cobbles 5.5 fps'

1
1
1
1
1
1
1
1
1
1
1
1
1
Ditch 1 - OfFsite Interceptor -Min. Slope
Worksheet for Triangular Channel
Project Description
Worksheet Offsite ditch1-min slc
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth

Input Data
Mannings Coeffic 0.040
.
Slope 015000 ft/ft C
/r ~l~
Left Side Slope 0.50 V : H
Right Side Slope 0.50 V : H
Discharge 12.00 cfs

Results
Depth 1.36 ft
Flow Area 3.7 ftz
Wetted Perim 6.07 ft
Top Width 5.43 ft
Critical Depth 1.17 ft
Critical Slope 0.032305 ft/ft
Velocity 3.26 fUs
Velocity Head 0.17 ft
Specific Enerc 1.52 ft
Froude Numbs 0.70
Flow Type 5ubcritical

fJ~~.e = I.5' /~/1 ~

Title: Long Creek Club Apartments Project Engineer: J Barnard
x:\...\calcs\reames.fm2 SUBSURFACE INVESTIGATIONS FlowMaster v6.0 [614b]
05/14/07 01:19:01 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

1
1
1
1
1
1
1
1
1
1

Ditch 1 - Offsite Interceptor -Max Slope
Worksheet for Triangular Channel
Project Description
Worksheet Offsite ditch1-max sl
Flow Element Triangular Channel
Method Manning's Formula
Solve For Channel Depth

Input Data
Mannings Coeffic 0.040
Slope 140000 ft/ft
Left Side Slope 0.50 V : H
Right Side Slope 0.50 V : H
Discharge 12.00 cfs

Results
Depth 0.89 ft
Flow Area 1.6 ft2
Wetted Perim 3.99 ft
Top Width 3.57 ft
Critical Depth 1.17 ft
Critical Slope 0.032304 ft/ft
Velocity 7.53 ft/s
Velocity Head 0.88 ft
Specific Enerc 1.77 ft
Froude Numbs 1.99
Flow Type supercritical
Ge//)
,~55[d M~ ~~"TG~I
2l ~t~P I.,! 21.t ~ ii ~ 52p~ 5~o P~
~Q:ECS~~ r' S~ ~d~
QA~f - D . ~i ~ v K
' Title: Long Creek Club Apartments Project Engineer: J Barnard
x:\...\calcs\reames.fm2 SUBSURFACE INVESTIGATIONS FlowMaster v6.0 [614b]
05/14/07 01:17:47 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

DITCH LINING SPREADSHEET
TRACTIVE FORCE METHOD
T =Shear Stress
y =Unit Weight of Water
s =slope in ft/ft
d =depth of flow in channel
Ditch d (ft) s (ft/ft) y
1 (offsite) Max Slope 0.89 0.13 62.4
1 (offsite) Min Slope 1.36 0.014 62.4
Reference: NC DENR Erosion and Sediment Control
Planning and Design Manual -Appendix 8, Page
8.05.10 through 8.05.12
All flow calculations were completed assuming grass lined
ditches.
T(Ibs/ftz)
7.22
1.19
MATERIAL RECOMMENDATIONS
Required linings: Permanent TRM with the following properties:
Required
Shear
Stress
Ditch
1 7.22 (Ibs/ft2 )
Permanent TRM;s are manufactured by:
American Excelsior
Colbond Geosynthetics
Contech Construction Products
North American Green
SI Geosolutions
Tenax Corp.
All permanent ditch linings shall be installed in accordance with
the Manufacturer's recommendations.

NONDEGRADABLE RECPs ~ EROSION CONTROL
Performance / Design Values Index Property
Composition Slope Channel
Applications Applications

` ~~
-o
c
m
E ~ ~
s o
~

a
~_
a
d
~ N
a~i
~
~
N
c~^
O y
~ d
~ M

W z z ~ ae ~ c o. r a E ~-- a ~e
a ~
~ ~ ~ .• ~
SC250 Vmax3 TRM 3 -Center UV Stabilized straw 1 coconut >1:1 478 (10) 18.29 (0.72) 7.28 x 10.19 100 [4]
Corrugated synthetic (500 x 700)
P300 TRM 2 UV Stabilized PP >1:1 384 (8.0) 14.30 (0.56) 4.37 x 4.37 90
synthetic (300 x 300)
C350 Vmax3 TRM 3 -Center UV Stabilized coconut >1:1 574 (12) 16.36 (0.64) 9.47 x 13.13 86 [4]
Corrugated synthetic (650 x 900)
P550Vmax3 TRM 3 -Center UV Stabilized PP >1:1 672 (14) 19.30 (0.76) 18.93 x 21.84 100 [4]
Corrugated synthetic (1300 x 1500)

Landlok TRM TRM 2 Synthetic PP 1:1 575 (12) 10.2 (0.4) 5.8 x 4.3 90 [4]
120 (formerly (400 x 300)
Landlok 450)
LandlokTRM TRM 1 Synthetic (with PP 1:1 479 (10) 10.2 (0.4) 5.8 x 4.3 90 [4]
180 (formerly a geotextile (400 x 300)
Landlok 1051) backing)
LandlokTRM TRM 0 NA 3-D woven PP 0.75:1 575 (12) 6.4 (0.25) 29.2 x 26.2 90 [5]
300 (Woven) (2000 x 1800)
Pyramat 600 HPTRM 0 NA 3-D woven PP 0.5:1 718 (15) 10.2 (0.4) 58.4 x 43.8 90 [5]
(formerly (Woven) (4000 x 3000)
Pyramat)

• •
Multimat 100 TRM 3 Synthetic PP 1:1 479 (10) 700 (17.8) 10 x 15 85
(685 x 1027)
~• - ~ '~ •

TerraGuard 45P rRl;n 2 S)~nrhetic PP 1:1 371.23 (7.75) 12.69 (0.5) 4.2 (288) 80
• • •
PP-5 8 oz. TRM Double Net Polypropylene Synthetic >1:1 4.2 Unvegetated 7.8 4.555 80
PP-510 oz. TRM Double Net Polypropylene Synthetic >1:1 4.2 Unvegetated 8.7 4.204 80
PP-512 oz. TRM Double Net Polypropylene Synthetic >1:1 4.4 Unvegetated 9.4 4.38 80

[1] ECB =Erosion control blanket [2] Synthetic or organic netting [4] =1000 hrs exposure
MCN =Mulch control nettings [3] For short duration (0.5 hour) peak flow [5) = 3000 hrs exposure
OWT =Open weave textile events. For long duration flow design
TRM =Turf reinforcement mat values, please contact the manufacturer.
T
tD
N
O
O
Ul
I
d
N
O
rn
~_
a
N_
J
fD
7
0
135
GFR recommends you contact the manufacturers before making any specifyinglpurchasing decisions.

1
t EROSION CONTROL

0
c
c
N
N
E
m
0
0
N
0
NONDEGRADABLE RECPs
Performance 1 Design Values Index Property
Composition Slope Channel
Applications Applications
,M^_, -..
-a
X
~p ~^ d
~ ++
A C
O
H ~ Y y L C

d
,__,
~
N
Z

u 'O
d
C
S N
y
COJ .~.~
~
VN1 r
C~
~ G$
- 41
u1
~ M
P 41
Z
tJ ?~+ O
d d d
~~ .C~
C$ NtG
dG C ++Lfl
d 0~ ~ C
A~•C
O
O ~
W ~ ~?~
d .x
i9 O y
d O OlL
d Y ~v
~ ~ 'N~ ~'
f
y
~ h~+O+
-~~
`
d OC 3
Z Z ~ OC in to
D d L
F Q~ G
V
~~ Z
F- a Y ~ Q .°~ .

ReryclexTRM 8 TRM 2 synthetic 100% rerycled 0.5:1 383 (8) 1.3 (0.51) 5.78 (396) 80
x 90 ft (WxL) polyester

Enkamat 7010 TRM NA NA nylon 1:1 384 (8) 10 (0,4) 2.33 (160) 8D
Enkamat 7018 TRM NA NA nylon 1:1 432 (9) 16.7 (0.65) 2.19 (150) 80
Enkamat 7020 TRM NA NA nylon 0.5:1 480 (10) 19.3 (0.75) 3.5 (24D) 80
Enkamat 5 TRM NA NA nylon 0.5:1 480 (10+) 19.3 (0.75) 43.8 (3000) 80
(7520)
Enkamat II TRM NA NA nylon 1:1 384 (8) 10 (0.4) 2.19 (150) 80
(7712)

TRM C-35 TRM 2 synthetic PP-green 2:1 170 (3.5) 8.9 (0.35) 2.1 x 1.6 80 [4]
(145 x 110)
TRM C-45 TRM 2 synthetic PP-green 1.5:1 340 (7) 12.7 (0.5) 2.4 x 1.8 80 [4]
(170 x 130)
TRM C-60 TRM 2 synthetic PP-black 1:1 380 (8) 15.2 (0.6) 3.2 x 2.4 80 [4]
(220 x 165)
•• • • i . • • • . f
ECP-2 TRM 2 synthetic polypropylene 1:1 (3.21) (0.564) NP NP
ECC-3 TRM 3 synthetic coconut >1:1 (3.5) (0.295) (1017x761) 96
~ • ~ ~ • ~ • ~
Macmat N10 TRM NP synthetic nylon 1:1 NP 10.2 (D.4) 233 x 1.16 stabilized
(160 x 80)
Macmat N20 TRM NP synthetic nylon 1:1 NP 17.8 (0.7) 3.5 x 2.1 stabilized
(240 x 145)
MacMat R6 TRM NP synthetic geocomposite 1:2 NP 10.2 (0.4) 35 (2398) stabilized
MacMat R8 TRM NP synthetic geocomposite 1:2 NP 20.0 (0.8) 51 (3500) stabilized
0
~ [1 ] ECB =Erosion control blanket [2] Synthetic or organic netting [4] =1000 hrs exposure
~ MCN =Mulch control nettings [3] Por short duration (0.5 hour) peak flow ;
' OWT =Open weave textile events. For long duration flow design
1 34 TRM =Turf reinforcement mat values, please contact the manufacturer.
GFR recommends you contact the manufacturers before making any specifying/purchasing decisions.

YI 101 Weir Worksheet
Worksheet for Sharp Crested Rectangular Weir
Project Description
Worksheet Yi 101A
Type Sharp Crested Rectangul
Solve For Headwater Elevation
Input Data
Discharge 46.67 cfs '~`
Crest Elevation '43.50 ft ~ ~. ~ .~
Tailwater Elevation '39.00 ft -7~~ p0
Discharge Coefficif 3.33 US
Crest Length 16.00 ft
Number of Contrac 0
Resu Its
Headwater Elevation '44.42 ft `[`~~{-~2
Headwater Height Abo~ 0.92 ft
Tailwater Height Above -4.50 ft
Flow Area 14.6 ftz
Velocity 3.19 ft/s
Wetted Perimeter 17.83 ft
Top Width 16.00 ft
6 ~ p TN u~T
Title: Long Creek Club Apartments Project Engineer: J Barnard
x:\...\calcs\reames.fm2 SUBSURFACE INVESTIGATIONS FlowMaster v6.0 [614b]
05/14/07 04:42:00 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

1
1
1
1
1
1
1
1
1
1
1
YI 101 Weir Worksheet
Worksheet for Sharp Crested Rectangular Weir
Project Description
Worksheet YI 101 B
Type Sharp Crested Rectangul
Solve For Headwater Elevation
Input Data
Discharge 46.67 cfs .-~.
Crest Elevation '43.50 ft ~74~3 •~
Tailwater Elevation '39.00 ft "~'2Jq , '~
Discharge Coefficif 3.33 US
Crest Length 16.00 ft
Number of Contrac 0
Results
Headwater Elevation '44.42 ft "'-( ~{y ~ `~Z
Headwater Height Abo~ 0.92 ft
Tailwater Height Above -4.50 ft
Flow Area 14.6 ftz
Velocity 3.19 ft/s
Wetted Perimeter 17.83 ft
Top Width 16.00 ft
~~ ~l Q ~1(~`f
Title: Long Creek Club Apartments Project Engineer: J Barnard
x:\...\calcs\reames.fm2 SUBSURFACE INVESTIGATIONS FlowMaster v6.0 [614b]
05/14/07 04:42:15 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
YI 102 Worksheet
Worksheet for Sharp Crested Rectangular Weir
Project Description
Worksheet Yi 102
Type Sharp Crested Rectangul
Solve For Headwater Elevation
Input Data
Discharge 12.50 cfs
Crest Elevation '53.00 ft `~ ~ ~j . UD
Tailwater Elevation '39.00 ft -~39 ~Q
Discharge CoefficiE 3.33 US
Crest Length 16.00 ft
Number of Contrac 0
Results
Headwater Elevation '53.38 ft ~5 3 . 3~
Headwater Height Abo~ 0.38 ft
Tailwater Height Above -14.00 ft
Flow Area 6.1 ft2
Velocity 2.05 fUs
Wetted Perimeter 16.76 ft
Top Width 16.00 ft
~t../J~ vP~~NU~~ ~ _
Title: Long Creek Club Apartments Project Engineer: J Barnard
x:\...\calcs\reames.fm2 SUBSURFACE INVESTIGATIONS FlowMaster v6.0 [614b]
05/14/07 04:42:29 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

1
1

1
1
1
YI 12 Wier Length Worksheet
Worksheet for Sharp Crested Rectangular Weir
Project Description
Worksheet yi 12
Type Sharp Crested Rectangul
Solve For Headwater Elevation
Input Data
Discharge 20.47 cfs
Crest Elevation '52.80 ft ~ Z~Z .
Tailwater Elevation '50.00 ft '~~ , ~
Discharge Coefficif 3.33 US
Crest Length 16.00 ft
Number of Contrac 0
Results
Headwater Elevation '53.33 ft
Headwater Height Abo~ 0.53 ft
Tailwater Height Above -2.80 ft
Flow Area 8.5 ft2
Velocity 2.42 ft/s
Wetted Perimeter 17.06 ft
Top Width 16.00 ft /

~L.I~$ '~P ~NI.E~~
Title: Long Creek Club Apartments Project Engineer: J Barnard
x:\...\calcs\reames.fm2 SUBSURFACE INVESTIGATIONS FlowMaster v6.0 [614b]
05/14/07 04:42:58 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

1
1
1
1
1
1
1
1
1
1
1
1
1
1
I
YI 20 Weir Length Worksheet
Worksheet for Sharp Crested Rectangular Weir
Project Description
Worksheet YI20
Type Sharp Crested Rectangul
Solve For Headwater Elevation
Input Data
Discharge 8.71 cfs
Crest Elevation '61.00 ft 'Tfp l .~~
Tailwater Elevation '50.00 ft '~,~ : ~~
Discharge Coefficic 3.33 US
Crest Length 16.00 ft
Number of Contrac 0

Resu Its
Headwater Elevation '61.30 ft "[ b 1. ~~ ~
Headwater Height Abo~ 0.30 ft
Tailwater Height Above -11.00 ft
Flow Area 4.8 ft2
Velocity 1.82 ft/s
Wetted Perimeter 16.60 ft
Top Width 16.00 ft
~~ ~~ sr~-.~~-°r
Title: Long Creek Club Apartments Project Engineer. J Barnard
x:\...\calcs\reames.fm2 SUBSURFACE INVESTIGATIONS FlowMaster v6.0 [614b]
05/14/07 04:43:25 PM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

C

1

ii

1
City of Charlotte -Land Development Division
Wet Pond Worksheet
Project Name: ,L~~cxiI ~l< C~cc6 NA~~1'~tc~~P7~s Date: ~ ~~ r ~
BMP location narrative: Attach schematic describing wet pond location and information relative to BMP.
Wet Yond summary
Basin drainage area to pond: ~ ~ ~-. ac. (Delineated on attached drainage area map)
Proposed Impervious Area Percentage: Jr.~ % (Detailed impervious area calculations attached)
SA/DA ratio required: ®, c~/ (Use State BMP manual chart)
Permanent Pool Surface Area Required: ~ S,~Z sq. ft.
Permanent Pool Surface Area Provided: l$T_ sq. ft.
Permanent Pool Elevation: ? 3~.0o ft. (elevation of the orifice invert)
Forebay Volume Percentage: 'LS°lo % (calc showing between 15% and 25% attached)
Average Depth Provided: ft. (calculation attached)
Runoff volume: ~, y3 acre-ft. (calculation attached)
Diameter of orifice: 1. S` in. (for water quality drawdown between 2-5 days)
Emergency pipe diameter: g in. (calculations attached)
Temporary Pool Elevation: '13~fs SS _ ft. (routing calculations attached)
Spillway Elevation: ~(/ P ft. (calculation attached)
Spillway weir length: ~!,'A ft. (calculation attached)
Top of Berm Elevation: ~ `3~ ft,
Freeboard Provided: ,tom', ~ in.
Basin Diagram
(fill in the blanks)
Permanent Pool Elevation /
75%
75%
Sediment Removal Elevation ~~
-------- ---- Z~.~ 1_
25 % - _ - - -Sediment Removal Elevation
Bottom Elevation TZ~P _________________
~2~ 25%
Bottom Elevation
Forebay Main Pond
•
IC
CHAIiIATTE_
ENGINEERING &~PROPERTY
MANAGEMENT
Land Development Division
600 East Fourth Street, Charlotte, North Carolina 28202-2844 Revised 7/2005
Telephone: [phone] Fax: [phone] landnermits.charmeck.nru

Long Creek Club Apartments
Wet Pond Drawdown
t = Runoff Volume (ft3)/Orifice Flowrate (cfs)
Orifice Flowrate is Q = Ca(2gh)~5 V 149,585.00
d = diameter of orifice in inches 1.5 Q 0.35 cfs
a = area of orifice in square feet 0.049087
9 = Gravity Constant (32.2 ft/sec2) 32.2 t 421,922.87 sec
C = Orifice Constant (.6) 0.6 117.20 hrs
h = average head over invert of orifice [(temp pool elevation -
invert of orifice)/2] 2.25 4.88 days
t = time to draw down in seconds
Job No 3151
Date: 5/11/2007
By JDB

Total Area
Area (sf)
Total 880,426
Surface Area Provided:
Long Creek Club Apartments
NC DWQ Water Quality Pond Sizing Calculation
Impervious Permanent
Area % Impervious Pool Depth From Table Req'd Surface Req'd Surface
(sf) Area (ft) SA/DA Area (AC) Area (ft2)
488,556 0.55 4 0.0188 0.38 16,552.01
1f~,927 SF At Elev. = 730
Wet Detention Basiri Stage Storage
Elev Area OH Inc. Vol.
(CF)
2 21137
2 30785
2 41144
2 44927
0.55 13585
1.45 40650.75
2 62575
Cum. Vol
(CF)
21137
51922
93066
137993
151578
192228.75
254803.75

Wet Pond Emergency Drawdown
Worksheet for Circular Channel

Project Description
Worksheet Wet Pond Emergent
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth

Input Data
Mannings Coeffic 0.013
Slope 005000 ft/ft
Diameter 8 in
Discharge 0.60 cfs

Results
Depth 0.41 ft
Flow Area 0.2 ftz
Wetted Perime 1.21 ft
Top Width 0.65 ft
Critical Depth 0.36 ft
Percent Full 61.8
Critical Slope 0.007344 ft/ft
Velocity 2.65 fbs
Velocity Head 0.11 ft
Specific Energy 0.52 ft
Froude Numbe 0.79
Maximum Disc 0.92 cfs
Discharge Full 0.85 cfs
Slope Full 0.002466 ft/ft
Flow Type. 3ubcritical
Title: Long Creek Club Apartments Project Engineer: J Barnard
x:\...\calcs\reames.fm2 SUBSURFACE INVESTIGATIONS FlowMaster v6.0 [614b]
05/15/07 07:56:24 AM ©Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

' - ~N~j COX C~~

t ~w ~, ~ v ~

__
__
__
~L ~~3_ = _ ~i7~ ~ ~ c
__

' ___
_ ~ ~~C~/-~ U S ~2~d = ~~~; 530 ~ Z = /l ~ Z ~ ~- _
__

~_ 2M PEA ~~US ~~u~/ i~l~,ce" ~ ~ 1. Z
/~~, Z
__
~ ~~--
__ ~~ ~~ ~i~-f ~~iP t~~~

__

__ _
__ _

'. - - - -

__ _ _ _ _ __

City of Charlotte
Land Development Division
Detention Worksheet
Date: ~ " /~~
Project Name: ~tJGa ~EE K Cl-~'6

1
1

Project Description: Attach brief explanation of detention plans and any assumptions if necessary.
PRE-DEVELOPED SUMMARY
Basui area: ~~ ~ ~ ~ ac. (Delineated on attached map)
Tune of Concentration, Tcpre: ~~-~- min. (Based on the SCS Method) (Tc path shown on attached
map) Reference 3.9.6 of the Charlotte-Meck. Storm Water Design Manual -SCS Travel Time.
Curve Number, Cnp,-e: ~©
POST-DEVELOPED SUMMARY
Basin area: ~-~•~-~ ac. (Delineated on attached map)
Time of Concentration, Tcpost~ ~ min. (Based on the SCS Method) (Tc path shown on attached
map) Reference 3.9.6 of the Charlotte-Meck. Storm Water Design Manual -SCS Travel Time.
Curve Number, Cnpost: 8~
DETENTION SUMMARY
Computer Method Used*: ~•c p~A ~'io~ ~~cpc204RAP-~5
*Land Development Plan Review Staff will verify all detention submittals using HEC-1 for compliance with the
City of Charlotte Detention Ordinance. This summary is to accompany all detention analysis and is not intended to
replace that requirement.
Pre (cfs) Post (cts) 1Zouted (cfs) Elevation
2 yr. ~ ~• ~ ~ ~D . ~~ ~ ~ ~ ~ `~3 Co . ~ ~
loyr. 3~-.~~- 1Z3ot~2 a~.~3 ~-~~,~3

Pg 1 of 3
Revised 3/2005
City of Charlotte -Land Development

1

C

1

1

PRE-DEVELOPED SUB-BASIN CALLS: Sub-basin Name/Level: (Coord. with attached DA map)
Type of Flow Travel Length (ft.) Slope (%) Mannings n) Time (min.)
Sheet Unpaved "3C7O Jam, 3 C~ - Z a 3r ..~
Sheet Paved '"" "
Shallow Conc. n awed 35s ~ ~ ~ l
Shallow Conc. Paved "' `^
Channel
Pie -'" "'
TOTAL N/A N/A N/A 'I'C Pre = Z`7~
Acreage Land Use Soil Type Hydrologic Group CN Weighted CN
(Acreage/Total Area) x (CIS
07 • SCo l~ n~leJe~ Wu~cr,S C2Gi ~ Ui 0 `-~-. Lo
.tom ~- 1~~IK~S G ~3 a~, ~S
D, ~q '' Qc~.colz#- °B Goo a. 9
~ .`~°~ t. ~~ ~~r L ~3 3Z~ ~~
a~ , ~- cN - ~ t ~
Pre -
POST-DEVELOPED SUB-BASIN CALLS: Sub-basin Name/Level: (Coord. with attached DA map)
Type of Flow Travel Length (ft.) Slope (%) Mannings (n) Time (min.)
Sheet Un aved
Sheet Paved
Shallow Conc. Un aved
Shallow Conc. Paved ~ 5t.( /~1.~
Channel
Pipe

TOTAL
N/A __ _.
N/A
N/A
Tc P°St=
Acreage Land Use Soil Type Hydrologic Group CN Weighted CN
(Acreage/Total Area) x (Cl~
~le2Z i.~, r~~~s ~ - g8 ,~/, y3
~ ,ate 0 5 ~~ ~- --- _ ~ ~ z . ~ 9

CNP°st= ~ ~ ~.~
Pg 2 of 3
Revised 3/2005
City of Charlotte -Land Development

1

1
1

STORAGE /DISCHARGE CALCULATIONS
* If applicable. If yes, complete Underground Storage Volume Table
Elevation Under round * Above Ground Total Acc. Volume
Acc. Volume for all
Structures (cf) Area
(sq. ft.) Inc. Volmne (cf) Acc. Volume
(c fl (cf) (Above and
Underground)

Stage Discharge
Co= orifice coefficient: Cw =weir coefficient. Orifice Area unit shall be square feet (sf).
Elevation
/ Stage
(ft) Orifice 1
In.
Irly.
Area
Co= Orifice 2
In.
Inv.
Area
Co= Weir 1
Ft.
Inv.
Cw= Weir 2 / Em.
Spillway
(Controlled by
outlet pipe/struct)
Ft'
Inv.
Cw= Outlet Control
Pipe
Dia.
Length
Inv.
Co= Emergency
Spillway
(Free flow out
of pond)
Ft.
Inv.
Cw= Total Q
(cfs)

Underground Storage Volume Table (If Applicable)
Provide additional storage volume tables if more structures are used.

Elevation Acc. Volume (cf)
Under^T~,u~d Suuc ~e
~~
#
Length (ft.)
Size/dia (ft.)
Upper inv.
Lower inv.
Slope (%) Acc. Volume (cf)
Jnder ~~~~d Suuc<<tre
g
##
Length (ft.)
Size/dia (ft.)
Upper inv.
Lower inv.
Slope (%) Acc. Volume (cf)
T '__-__-__._ ~ ~~-__ _•-
Juuci~rcuuu Juuc~ute
#
Length (ft.)
Size/dia (ft.)
Upper inv.
Lower inv.
Slope (%) Acc. Volume (cf)

inderground Sixucture
#
Length (ft.)
Size/dia (ft.)
Upper inv.
Lower inv.
Slope (%)

Pg 3 of 3
Revised 3/2005
City ofCharlotte -Land Development

1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Wet Detention Basin Stage Storage
Elev Area DH Inc. Vol.
n . ~r°726 979

'" .. ~~~'< ~ .728 ~ ~~-. - _ ~ 11.858

~~~t,~`~7;30 ' ~° 18927

ks~ ~~ t` ~ 732 , ' _, 2221.7;..

` ~ ff "!~34 227<1'0

~~~i::734`55 ~ ~' 26690

°;!:~;-'.736 +- -~ 29380
(CF)
2 21137
2 30785
2 41144
2 44927
0.55 13585
1.45 40650.75
2 62575
=°: w ;" ; ,~ d738 33195
Cum. Vol
(CF)
21137
51922
93066
137993
151578
192228.75
254803.75

Time of Concentration Long Creek Clu b Apartments
Permanent Detention Pond -Pre Developed Flow
SHEET FLOW SEG #1 SEG #2
MANNING'S "n" 0.240 Grass
10-YEAR, 24- HR. RAIN FALL (IN) 3.12
FLOW LENGTH (FT) 300
ELEV UP (NGVD FT) 776.0
ELEV DOWN (NGVD FT) 760.0
LAND SLOPE (FT/FT) 0.053 0.000
TIME OF CONCENTRATION (HRS) 0.392 0.000 0.392
SHALLOW CONCENTRATED FLOW SEG #1 SEG #2

SURFACE DESCRIPTION (P OR U)
u _
P
FLOW LENGTH (FT) 355 1
ELEV UP (NGVD FT) 760.0 0.0
ELEV DOWN (NGVD FT) 728.0 0.0
WATERCOURSE SLOPE (FT/FT) 0.090 0.000
AVERAGE VELOCITY (FT/SEC) 4.844 0.000
TIME OF CONCENTRATION (HRS) 0.020 0.000 0.020
RECTANGULAR CHANNEL
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)

0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00

0.000 0.000

0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0
TRIANGULAR CHANNEL
CHANNEL FLOW SEG #1 SEG #2 SEG #3 SEG #4
TOP WIDTH (FT)
DEPTH (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)

0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
o.oo o.oo o.oo o.oo
0.00
0.0
0.0
0.000 0.000 0.000

0.000 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0
TOTAL TIME OF CONCENTRATION (HRS)
LAG TIME (HRS)
CHANNEL FLOW
BOTTOM WIDTH (FT)
DEPTH (FT)
SIDE SLOPES (?H:1 V) (FT)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FT/FT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
CHANNEL FLOW
PIPE DIAMETER (IN)
AREA (SO. FT)
WETTED PERIMETER (FT)
HYDRAULIC RADIUS (FT)
FLOW LENGTH (FT)
ELEV UP (NGVD FT)
ELEV DOWN (NGVD FT)
CHANNEL SLOPE (FTIFT)
MANNING'S "n"
AVERAGE VELOCITY (FT/SEC)
TIME OF CONCENTRATION (HRS)
0.412 24.731 (MIN)
0.247
USE 2a MIN
TRAPEZOIDAL CHANNEL
cFr. !t~ cFa fey CFr: !t t cFr. !td
0.0 0.0
0.0 0.0
0.0 0.0
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00
0 0
0.0 0.0
0.0 0.0
0.000 0.000 0.000 0.000
0.030 0.030
0.000 0.000 0.000 0.000
o.ooo o.ooo o.ooo o.oo0 0
CIRCULAR CHANNEL (Gravity Flow)
SFG #7 SF(, #2 SF(; !f3 SFC !!d
0
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 0.00 0.00
1.00 1.00 1.00 1.00
0
0
0.0000 0.0000 0.0000 0.0000
0.000
0.000 0.000 0.000 0.000 0.000
o.ooo o.ooo o.ooo o.ooo o.ooo

The Club at Northlake
Soil Type Surnmary
Soil Symbol Description Hydrologic Group
CeB2 Cecil sandy clay loam 2-8°io eroded B
CeD2 Cecil sandy clay loam 8-15% eroded B
EnB Enon sandy loam 2-8% C
EnD Enon sandy loam 8-15% C
MO Monacan Soils C
PaE Pacolet Sandy Loam 15-2°i% B
WkE Wilkes Loam 8-15% C

t Hydrograph Return Period Recap
~.u,vc, CK~-rr ~ 6
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
i
i
No. type Hyd(s) descr
pt
on
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------- 7.94 14.10 20.34 30.58 37.87 53.26 65.38 73.65 Pre Develped Flows
2 SCS Runoff ------- 53.67 70.44 85.60 108.42 123.62 153.95 176.60 191.65 Large Pond -post
4 Reservoir 2 0.12 0.14 0.15 0.17 0.00 103.77 148.14 170.71 Large Pond
~ ~ ~ ~~
~ ~~ ~ ~, w ~
U~./, ~~ r
5 ~-- ~,- ~
~ ~ ~3~~ SS
ou
L~S ~~ ~ ~ ~
(~.~ ~ ~ c
~v~ 1-E. -L Q-~ 4 ~ ~ ,.! p W tom- C~u !a i.i^~c
i
I
Proj. file: reames detention 1yr stage.gpw Monday, May 14 2007, 9:04 PM

0

1

Hydraflow Hydrograpns oy inteusoive

' Hydrograph Summary Report
1

1

0

U

1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(tuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 SCS Runoff 7.94 1 730 36,186 ---- ------ ------ Pre Develped Flows
2 SCS Runoff 53.67 1 718 109,551 ---- ------ ------ Large Pond -post
4 Reservoir 0.12 1 1446 15,633 2 734.55 159,448 Large Pond
reames detention 1yr stage.gpw Return Period: 1 Year Monday, May 14 2007, 9:04 PM
Hydraflow Hydrograpns by inteusoive

Hydrograph Plot

Hydraflow Hydrographs by Intelisolve
' Hyd. No. 4
Large Pond
' Hydrograph type =Reservoir
Storm frequency = 1 yrs
Inflow hyd. No. = 2
' Reservoir name =Large Pond
Monday, May 14 2007, 9:4 PM
Peak discharge = 0.12 cfs
Time interval = 1 min
Max. Elevation = 734.55 ft
Max. Storage = 159,448 cult
Storage Indication method used. Wet pond routing start elevation = 730.00 ft.
' Large Pond
Q (cfs) Hyd. No. 4 -- 1 Yr
' 60.00 -- - --
i
50.00
I
' 40.00 -
i
' 30.00 -
I
20.00 --~~-----
' 10.00 -
' 0 00
Hydrograph Volume = 15,633 tuft
0 5 10 15 19
Hyd No. 4 Hyd No. 2
24 29 34 39 44
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
--~ 0.00
48
Time (hrs)

Pond Report
' Hydraflow Hydrographs by Intelisolve
Pond No. 1 -Large Pond
' Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage /Storage Table
Monday, May 14 2007, 4:55 PM
' Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (tuft)
0.00 725.50 00 0 0
0.50 726.00 9,279 2,320 2,320
' 1.50 727.00 11,447 10,363 12,683
2.50
4.50 728.00
730.00 11,858
18,927 11,653
30,785 24,335
55,120 ~- /~t'~iZA7.4C ~~O t''
6
50 732.00 22,217 41,144 96,264
.
8.50 734.00 25, 710 47, 927 144,191
' 10.50 736.00 29,380 55,090 199,281
12.50 738.00 33,195 62,575 261,856
13.50 739.00 35,163 34,179 296,035
' Culvert I Orifice Structures
[A] [Bl [C] [Dl
' Rise (in) = 48.00 1.50 12.00 9.00
Span (in) = 48.00 1.50 12.00 9.00
No. Barrels = 2 1 8 4
Invert EI. (ft) = 725.50 730.00 734.60 735.60
Length (ft) = 85.00 0.00 0.00 0.00
Slope (%) = 0.50 0.00 0.00 0.00
' N-Value
Orif. Coeff. = .013
= 0.60 .013
0.60 .013
0.60 .013
0.60
Multi-Stage = n/a No Yes Yes
1
Stage (ft)
~~ 14.00
~~3~)12.00
~•3~~ 10.00
'~~3~4~ 8.00
~"l~°L) 6.00
~~~ 4.00
' ~'~g~ 2.00
0 00
Note: CuIveNOrifice outflows have been analyzed under inlet and outlet control.
Stage /Discharge
Stage (ft)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
0.00
`'pig _ ~A2GtiE ~s'r'-a2`€ s _ A~~ _~ 1r.~ _c~_t> _ ~ Vic., ~ -- ~t~b'~ _
__
CZ2~ l 0.00 40.00
' Total Q
Weir Structures
[A] [B] [C] [D]
Crest Len (ft) = 48.00 0.00 0.00 0.00
Crest EI. (ft) = 737.00 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 0.00 0.00
Weir Type =Riser --- --- ---
Multi-Stage =Yes No No No
Exfiltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
80.00 120.00 160.00 200.00 240.00 280.00 320.00 360.00 400.00
Discharge (cfs)
16

ii

[]

1

n
1

Hydrograph Return Period Recap
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph

No, type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------- ------- 14.10 20.34 30.58 37.87 53.26 65.38 73.65 Pre Develped Flows
2 SCS Runoff ------- ------- 70.44 85.60 108.42 123.62 153.95 176.60 191.65 Large Pond -post
4 Reservoir 2 ------- 33.50 40.03 48.01 61.67 107.86 139.45 160.07 Large Pond
Proj. file: reames detention REV 51407.gpw Monday, May 14 2007, 9:12 PM
riyarariow riyarograpns oy in[eusoive

~~

r

0
1

1

1

n

0
Hydrograph Summary Report
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(tuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(tuft) Hydrograph
description
1 SCS Runoff 14.10 1 729 57,279 ---- ------ ------ Pre Develped Flows
2 SCS Runoff 70.44 1 717 145,437 --- ------ ------ Large Pond -post
4 Reservoir 33.50 1 723 139,924 2 736.11 202,715 Large Pond
reames detention REV 51407.gpw Return Period: 2 Year Monday, May 14 2007, 9:12 PM
Hydraflow Hydrographs by Intelisolve

~ Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
' Hyd. No. 4
Large Pond
Hydrograph type =Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 2
' Reservoir name =Large Pond
Monday, May 14 2007, 9:12 PM
Peak discharge = 33.50 cfs
Time interval = 1 min
Max. Elevation = 736.11 ft
Max. Storage = 202,715 cult
Storage Indication method used. Wet pond routing start elevation = 734.40 ft.
Large Pond
' Q (cfs) Hyd. No. 4 -- 2 Yr
Hydrograph Volume = 139,924 cult
80.00 T
70.00
- I - - - -- -- - -
60.00
' 50.00
' 40.00 -
' 30.00 - - -- ~ ~ ~~
I
' 20.00 - __~
~ - ~ - ~
10.00
Q (cfs)
80.00
70.00
60.00
50.00
40.00
~n nn
VV.VV
20.00
10.00
n nn _ --- - ---- - 0.00
vvv 0 3 5 8 10 13
' ----- Hyd No. 4 Hyd No. 2
15 18 20 23
25
Tirne (hrs)

Hydrograph Summary Report
[]
n
n

u

1
1
1

Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(tuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(tuft) Hydrograph
description
1 SCS Runoff 37.87 1 729 138,397 ---- ------ ------ Pre Develped Flows
2 SCS Runoff 123.62 1 717 262,835 ---- ------ ------ Large Pond -post
4 Reservoir 61.67 1 723 257,322 2 737.13 234,690 Large Pond
reames detention REV 51407.gpw Return Period: 10 Year Monday, May 14 2007, 9:12 PM
Hydraflow Hydrographs by inteusoive

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Large Pond
' Hydrograph type =Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 2
' Reservoir name =Large Pond
Monday, May 14 2007, 9:12 PM
Peak discharge = 61.67 cfs
Time interval = 1 min
Max. Elevation = 737.13 ft
Max. Storage = 234,690 cult
Storage Indication method used. Wet pond routing start elevation = 734.40 ft.
Large Pond
' Q (cfs) Hyd. No. 4 -- 10 Yr
Hydrograph Volume = 257,322 cult
140.00 - T--
' 120.00
100.00 -----~ - --
I ~ i
i
80.00
60.00
' 40.00
' 20.00 -
I
Q (cfs)
140.00
120.00
100.00
80.00
60.00
40.00
20.00
n nn _ -- - --- ~ -- - -- 0.00
Vvv 0 3 5 8 10 13
' Hyd No. 4 Hyd No. 2
15 18 20 23
25
Time (hrs)
c

1'
' Hydrograph Summary Report
n

0
1

1
1

0
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(tuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 SCS Runoff 53.26 1 728 191,637 ---- ------ ------ Pre Develped Flows
2 SCS Runoff 153.95 1 717 332,014 ---- ------ ------ Large Pond -post
4 Reservoir 107.86 1 721 326,502 2 737.46 245,034 Large Pond
reames detention REV 51407.gpw Return Period: 25 Year Monday, May 14 2007, 9:12 PM
Hydraflow Hydrographs by Intelisolve

1 Hydrograph Plot

Hydraflow Hydrographs by Intelisolve
' Hyd. No. 4
Large Pond
' Hydrograph type =Reservoir
Storm frequency = 25 yrs
Inflow hyd. No. = 2
Reservoir name =Large Pond
Storage Indication method used. Wet pond routing start elevation = 734.40 ft
Q (cfs)
160.00
140.00
120.00
100.00
80.00
1 t~V.UU
40.00
20.00
Large Pond
Hyd. No. 4 -- 25 Yr
Q (cfs)
160.00
140.00
120.00
100.00
Monday, May 14 2007, 9:12 PM
Peak discharge = 107.86 cfs
Time interval = 1 min
Max. Elevation = 737.46 ft
Max. Storage = 245,034 cult
Hydrograph Volume = 326,502 cult
'- a~
_i~
~!
I
80.00
vv.vv
40.00
20.00

0.00 0.00
0
3
Hyd No. 4
5
8 10
- Hyd No. 2
13 15 18 20 23
25
Time (hrs)
1;

' Hydrograph Summary Report
1~
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 SCS Runoff 65.38 1 728 233,739 ---- ------ ------ Pre Develped Flows
2 SCS Runoff 176.60 1 717 384,455 ---- ------ ------ Large Pond -post
4 Reservoir 139.45 1 720 378,942 2 737.63 250,291 Large Pond
reames detention REV 51407.gpw Return Period: 50 Year Monday, May 14 2007, 9:12 PM
Hydraflow Hydrographs by Intelisolve

~ Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Large Pond
' Hydrograph type =Reservoir
Storm frequency = 50 yrs
Inflow hyd. No. = 2
' Reservoir name =Large Pond
Monday, May 14 2007, 9:12 PM
Peak discharge = 139.45 cfs
Time interval = 1 min
Max. Elevation = 737.63 ft
Max. Storage = 250,291 cult
Storage Indication method used. Wet pond routing start elevation = 734.40 ft.
Lar a Pond
9
Q (cfs) Hyd. No. 4 -- 50 Yr
Hydrograph Volume = 378,942 cult
180.00 --- -- --- ~~
150.00 -
' 120.00 ~ ~
90.00
I
i ~
60.00 --~ -- ~ - -
i
1 30.00
Q (cfs)
180.00
150.00
120.00
90.00
60.00
30.00
n nn 0.00
0 2 5 7 9 12
Hyd No. 4 Hyd No. 2
14 16 19 21 23
26
Time (hrs)
1

' Hydrograph Summary Report

0
[1

1

1

1
1'
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 SCS Runoff 73.65 1 728 262,626 ---- ------ ------ Pre Develped Flows
2 SCS Runoff 191.65 1 717 419,609 ---- ------ ------ Large Pond -post
4 Reservoir 160.07 1 720 414,096 2 737.73 253,319 Large Pond
reames detention REV 51407.gpw Return Period: 100 Year Monday, May 14 2007, 9:12 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot

Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Large Pond
' Hydrograph type =Reservoir
Storm frequency = 100 yrs
Inflow hyd. No. = 2
Reservoir name =Large Pond
Large Pond
Hyd. No. 4 -- 100 Yr
Storage Indication method used. Wet pond routing start elevation = 734.40 ft.
Q (cfs)
210.00
' ~ - --
180.00
i
-
150.00 ---- ~ ,
120.00 -
' 90.00
' 60.00 ----
30.00
Q (cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0.00 0 00
0 2 5 7 9
Hyd No. 4 Hyd No. 2
Monday, May 14 2007, 9:12 PM
Peak discharge = 160.07 cfs
Time interval = 1 min
Max. Elevation = 737.73 ft
Max. Storage = 253,319 cult
Hydrograph Volume = 414,096 cult
12 14 16 19 21
23 26
Time (hrs)
1~

1

1

1
1

0

Project No. DWQ fl ~D ' ~ ~ q ~ (to be provided by DWQ
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWQ Stonnwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
I. PROJECT INFORMATION (please complete the following information):
Project Name : '~kc_ G1 ~~ca a-t N ~ ~~-t~,,1a: k e
Contact Person: ~"~o~ `~A~~ACto Phone Number: ~jtZ
For projects with multiple basins, specify which basin this worksheet applies to: _
~2 _'4Z"Z-2
' Basin Bottom Elevation ~ ZCa .a ft. (average elevation of the floor of the basin)
Permanent Pool Elevation 7`~~0® ft. (elevation of the orifice invert out)
Temporary Pool Elevation °~ 3'3y io i ft. (elevation of the outlet structure invert in)
' Permanent Pool Surface Area l~-, 5l o sq. ft. (water surface area at permanent pool elevation)
Drainage Area ~0 ~ ~~} ac. (on-site and off=site drainage to the basin)
' Impervious Area i 1. X19 ac. (on-site and off-site drainage to the basin)
Permanent Pool Vohune 5 ~ , Ul t ~ cu. ft. (combined volume of main basin and forebay)
' Temporary Pool Vohune fie} , SS f cu. ft. (volume detained on top of the permanent pool)
Forebay Volume I~ i~~'L cu. ft.
' SA/DA used ~ ~~ i ~ I (surface area to drainage area ratio)
Diameter of Orifice o? . ~ in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
' The following checklist outlines design requirements per the Stonnwater Best Management Practices manual
(N.C. Department of Enviromnent, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 2H .1008. Imtial m the space provided to mdicate the follovv~ng 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. SEE. CSttiyCl~ED
a~3j A submerged and vegetated perimeter shelf at less than 6:1 is provided.
' Vegetation to the permanent pool elevation is specified. St/E ~-Rp~u~p
An emergency drain is provided to drain the basin. ~~ j~~,~D
The permanent pool depth is between 3 and 6 feet (required n~mum of 3 feet).
' The temporary pool draws down in 2 to 5 days.
The forebay volume is approxunately 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 stone event.
A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
t A responsible party is designated in the O&M plan.
FORMS G100 09/97 Page 1 of 1

1
1
1
1
1
1
1
1
1
E
~I ~ L G
N E
N
~ R
IN
~
The Club at Northlake
Wet Detention Pond Worksheet -Required Items Exceptio~as
There are several items on the "Required Items Checklist" for the Wet Detention Basin
Worksheet. These items are explained below as requested.
Side Slopes: Due to space constraints on the site, the pond has been designed with 2.5
H to 1 V side slopes. These slopes will be specified to receive temporary
matting until vegetation has been established.
Vegetation to the Permanent Pool Elevation: Will be specified prior to completion
of detailed design.
Emergency Drain: An emergency drain will be included in the design of the outlet
structures as part of the final design.
Leved Spreader Worksheet -Required Items Exceptions
Bypass Method: The level spreader for this project is for the 1" runoff drawdow_n_
from the wet detention basin. Bypass structures will be provided
and will be included in the final detailed stormwater system
design.
Plan details for the Bypass provided: See above.
Atlanta
1061 Cambridge Square, Suite B
Alpharetta, GA 30004
Ph 678.339.0640
Fax [phone]
www.eaaleonline.net
1-866.EAGLENC
Charlotte
2013 Van Buren Avenue
Indian Trail, NC 28079
Ph 704.882.4222
Fax [phone]

' WET [WETLAND] DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
[Wetland maintenance wording is bracketed. Please modify the document as appropriate.]
The wet detention basin system is defined as the wet 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 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 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 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 _1_ feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads _1_ feet in the forebay [and micro-pool], the sediment shall
be removed.
BASIN DIAGRAM
(fill in the blanks)
p Permanent Pool Elevation 730.00 f
Sediment R~?mwal FI_ 7~7 ~~ 75% I
- Sediment Removal Elevation 727 ~ 75 /o
-------------------------- -
' Bottom E vation 726 5%
0
FOREBAY MAIN POND
i
1
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
' plants shall be encouraged to grow along the vegetated shelf and forebay berm.
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.
Page 1 of 2

' 7. All components of the wet 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 reJspolnsible party.
Print name:.. ~1,(~,~~s !~~ y6xG~,~
Title
Addi
Phone:.
' Signature:
Date:

1
' official seal,

~7zy
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, ~Shl~i~ ll• Cf Y,UIQI~r , a Notary Public for the State of ~-~ ~(~,J~'O~.Ik1CX_~,
County of -~lecl(lenbura , do hereby certify that ~i1~S L• ~rYV~1']
personally appeared before me this _ ~~ da of
y an~7 ,and acknowledge the due
execution of the forgoing wet [wetland) detention basin main enance requirements. Witness my hand and
''•• ,900
•
•
a
a
.... o
o a
a -
o ~~ V•
o :~
p ` ~ ~ Y
•~ ~Y
O
~O
~~Q~Q
SEAL
My commission expires ~~ ' ~" D~0 ~
~• r%~~
Page 2 of 2

1
DWQ Project No.
DIVISION OF WATER QUALITY -LEVEL SPREADER WORKSHEET
' I. PROJECT INFORMATION (please complete the following information):
Project Name : ~__I ~E: ~..1kb ce-t Nc~~ ~e.kz
Contact Person: ~"©Itir\~4~cdtn~tdZ Phone Number: (ice) t~$Z -~Z2~.-
' Level Spreader ID: .
Level Spreader Length ~ ft. (perpendicular to flow)
Drainage Area o2f3 • ~ } ac. (on-site and off-site drainage to the level spreader)
' Impervious Area il. y`1 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope ~ .S % (6% for forested, leaf littler cover, 8% for thick ground cover)*
grass
' Max. Dischargefrom a 10 YearStorm ~ cfs C I-i-arsaue,y7~Tt3~.O~.cr,rj S~P~.~A'i~ ~TeucT~Q.~.~
Max. Discharge to Level Spreader O . ~ t cfs
Filter Strip/Buffer Vegetation =~+~~-T (thick ground cover or grass, canopied forest with leaf litter
' groundcover)
Pre-treatment or Bypass Method Wes.-t-~1~~ p
II. REQUIRED ITEMS CHECKLIST
t Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. /f a
requirement has not been met, attach an exptanafion of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
' additional information and will substantially delay final review and approval of the project.
A licants Initials
Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
' litter.
rr' A Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers*
' If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
' discharge.
~-~ ~!o su~~ctures are located in protected buffers.
Plan details for the bypass and outlets are provided.
' The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
' * Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.

1
1
1
1
1
1
1
1
1
1
LEVEL SPREADER OPERATION AND MAINTENANCE AGREEMENT
The level spreader is defined as an elongated, level threshold, designed to diffuse stormwater runoff.
Maintenance activities shall be performed as follows:
1. After construction and until vegetation has been established, level spreader(s) shall be inspected after
every rainfall. Thereafter, level spreader(s) shall be inspected at least every month and more
frequently during the fall season and after heavy rainfall events:
a. Accumulated sediment, leaves, and trash shall be removed, and repairs made if required.
b. Inspect level spreader(s) for evidence of scour, undercutting, settlement of the structure, and
concentrated flows downhill from the level spreader(s).
c. A level elevation shall be maintained across the entire flow-spreading structure at all times.
Repair or replace the level spreader if it is damaged.
d. Mow vegetative cover to a height of six (6) inches and prune plants if they cover over half of the
level spreader surface.
e. Repair eroded areas and replace/replant dead or damaged vegetation.
2. The contractor should avoid the placement of any material on and prevent construction traffic across
the structure. If the measure is damaged by construction traffic, it shall be repaired immediately.
3. Inspect and repair the collection system (e.g., catch basins, pipes, swales, riprap) four (4) times a year
to maintain proper functioning.
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance
procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to
the system or responsible party.
Print name: ~~rtti~5 L~ ~~~~
Title: ~~P l~ritlsi`oi7~~hc1 _~,~~/~XS ~,U~.D~7i~, ~.~~~~r-r.s..S /1 L
Address:
Phon
Signature:
=Y~~~
i 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, ~S~'1~C.I~GY1 ~• Chard del-- , a Notary Public for the State of ~Or~ U.~,rD~ `I'1CL.
County of ~~ (,Kl,r~n~r~, do hereby certify that ~am~~~gn
' personally appeared before me this ~St day of , ~~, and acknowledge the due
execution of the forgoing wet ~wetiandj detention basin maintenance requirements. Witness my hand and
_..._..
~•~ ~~ ~'.
0
a ~ ••• Y
pVfl1.~~ ~ Ca
.~ t a ,
~.•
a ~~~0
SEAL
My commission expires ~ a 7 °2~ l
Page 1 of 1