20061649 Ver 1_More Info Received_20061201

o~-~I~yq
CONSULTING & DESIGN L L C
November 30, 2006
Cyndi Karoly
401 Oversight/Express Review Permitting Unit
2321 Crabtree Boulevard, Suite 250
Raleigh NC 27604
Subject: Towns of Southgate
Dear Cyndi Karoly,
This is a written explanation of the extended detention wetland device designed for the Towns of
Southgate project located in Raleigh, Wake County, North Carolina..
In the Stormwater BMP Manual. it says the difference between a wet detention basin and an
extended detention wetland is the allocation of surface area. 70% is marsh and 15% is a small
micropond to prevent sediment interfering with the outlet structure. The other 15% can be
distributed flexibly with respect to depth.
The extended detention «~etland surface areas breakdown as follows:
Main Pool Forbay
Micrapool: 522.6 SF = 542.6 SF = 13%
Marsh 18"-9": 1630.1 SF' + 415.5 SF = 2025.6 SF = 46%
High Mar 9"-0": 128 7.1 SF + 476.1 SF = 1763.2 SF = 41
Total extended detention wetland surface area = 4331.4 SF
Impervious area = 31% of 7.03 acres ~~~/ ~
Assuming 3 foot depth of permanent pool and interpolate from SA/DA chart:
1.38 = SA/DA therefore the required surface area. of the permanent pool is 4,225 SF.
From my understanding, that surface area is adequate for this size tract of land «-ith the amount of
impervious area: One area. of misunderstanding may have been the profile view of the pond. It
has been revised. If you have any questions, please contact me.
Sincerely, ~
Robert Wingate ~-'`
Project Engineer
Clear«~ater Engineering ~ Design, PLLC
9I9-848-8506
[e-mail]
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D~.~:I LO~E~ _~.
VYk I Ct~f'' a i r,.i•~f, ~. ` •~ ~' } ; 3ie l.,f,

Location Raleigh NC
Vilatershed Area 7.03 acres
C Value Pre-Const 0.25
C Value Post-Const 0.54
Cn for soils type 75
10yr storm 5 min Duration 7.20 in/hr
25 yr storm 24hr Duration 0.27 inlhr
Qpost 27.33 cfs
Qpre 12.65 cfs
Volume of Runoff 10 yr 5 min 4403.59 ff
Convert to flow rate over 2 days 0.03 cfs
p 1.00 in
Q~ 0.030 in
Volume of Runoff from 1" Storm 773.30 ft
Time to Peak Tp 0.34 min
Ks 1581 40
b
Cd 0.61
Diameter 1.00 in
Routing Results for 1" Rainfall
0.025
0.020
V 0.015
3
O
0.010
0
0.005
I 0.000
i 00 00 00 00 ~O "O "O O~ ~~ h~ ~~
O. O. O. O. O• d9• O. O. O. O~•
1 Time (Days)
2000.00
a 1500.00
U
~ 1000.00
7
I > 500.00
0.00
Stage Storage Function I~,
0 0.25 0.5 0.75 1
Stage (ft)
l___. __. ___ _.. _ _. ___. _.._- ___._ __...
Inflow Hydrograph
30.00
25.00
~ 20.00
C1 15.00
0 10.00
LL
5.00
0.00
0.00

Computation of First Inch of Rainfall
1.0 2.0 3.0 4.0 5.0
Time Time Inflow Storage Staga Outflow
Da s min cts ft3 H cfs
0 00 0.00 0.0o a.oo o.oo o.aooo
0.03 0.67 1.36 0.00 0.0018
0.07 2.61 6.67 0.02 0.0033
0.10 5.63 18.13 0.03 0.0048
0.14 9.44 37.34 0.06 0.0064
0.17 13.87 65.14 0.09 0.0079
0.20 17.89 101.54 0.12 0.0093
0.24 21.70 145.69 0.16 0.0107
0.27 24.72 195.99 0.20 0.0120
0.31 28.66 250.23 0.24 0.0132
0.34 27.33 305.84 0.28 0.0142
0.37 26.66 360.08 0.32 0.0157
0.00 0.41 24.72 410.37 0.36 0.0159
0.44 21.89 454.89 0.39 0.0166
0.47 19.22 493.98 0.41 0.0171
0.51 16.88 528.30 0.43 0.0175
0.54 14.82 558.42 0.45 0.0179
0.58 13.01 584.68 0.47 0.0182
0.61 11.43 608.10 0.48 0.0185
0.64 10.03 628.48 0.49 0.0187
0.68 8.81 646.38 0.50 0.0189
0.71 7.74 662.09 0.51 0.0191
0.75 6.79 675.87 0.52 0.0193
0.78 5.97 687.98 0.53 0.0194
0.00 0.81 5.24 698.60 0.54 0.0195
0.85 4.60 707.92 0.54 0.019G
0.88 4.04 716.10 0.55 0.0197
0.92 3.55 723.28 0.55 0.0198
0.95 3.11 729.58 0.55 0.0198
0.98 2.73 735.10 0.56 0.0199
10.98 0.00 723.17 0.55 0.0198
20.98 0.00 711.31 0.54 0.0196
30.98 0.00 699.52 U.54 0.0195
40.98 0.00 687.81 0.53 0.0194
50.98 0.00 676.17 0.52 0.0193
60.98 0.00 664.61 0.52 0.0191
0.05 70.98 0.00 653.12 0.51 0.0190
80.98 0.00 641.72 0.50 0.0189
90.98 0.00 630.38 0.50 0.0188
100.98 0.00 619.13 O.A9 0.0186
110.98 0.00 607.95 0.48 0.0185
120.98 0.00 596.85 0.47 0.0184
130.98 0.00 585.83 0.47 0.0182
140.98 0.00 574.88 0.46 0.0181
150.98 0.00 564,02 0.45 0.0180
160.98 0.00 553.23 0.45 0.0178
17o.se o.oo saz.s2 o.4a 0.0177
160.98 0.00 531.89 0.43 0.0176
0.13 190.98 0.00 521.34 0.43 0.0174
200.98 0.00 510.88 0.42 0.0173
210.98 0.00 500.49 0.42 0.0172
zzo.se o.o0 4so.t6 o.a1 0.0170
230.98 0.00 479.96 0.40 0.0169
240.98 0.00 469.82 0.40 0.0168
250.98 0.00 459.76 0.39 0.0166
260.98 0.00 449.76 0.38 0.0165
270.98 0.00 439.89 0.38 0.0163
280.98 0.00 430.08 0.37 0.0162
290.98 0.00 420.35 0.36 0.0161
300.98 0.00 410.71 0.36 0.0159
0.22 310.98 0.00 401.75 0.35 0.0158
320.98 0.00 391.68 0.34 0.0156
0.23 330.88 0.00 382.30 0.34 O.D155
340.98 0.00 373.00 0.33 0.0154
350.98 0.00 363.79 0.33 0.0152
360.98 0.00 354.67 0.32 0.0151
370.98 0.00 345.63 0.31 0.0149
380.98 0.00 336.69 0.31 0.0148
390.98 0.00 327.83 0.30 0.0146
400.98 0.00 319.06 0.29 0.0145
0.29 410.98 0.00 310.38 0.29 0.0143
420.98 0.00 301.60 0.28 0.0142
430.98 0.00 293.30 0.28 0.0140
440.98 0.00 284.90 0.27 0.0138
450.98 0.00 276.59 0.26 0.0137
460.98 0.00 268.37 0.26 0.0135
470.98 0.00 260.25 0.25 0.0134
480.98 0.00 252.22 0 25 0.0132
490.98 0.00 244.29 0.24 0.0131
500.98 0.00 236.46 0.2.3 0.0129
510.98 0.00 228.72 0.23 O.D127
520.98 0.00 221.08 0.22 0.0126
0.37 530.98 0.00 213.53 0.22 0.0124
540.98 0.00 206.09 0.21 0.0122
550.98 0.00 198.75 0.21 0.0121
560.98 0.00 191St 0.20 0.0119
570.98 0.00 184.37 0.19 0.0117
580.98 0.00 177.33 0.19 0.0176
590.98 0.00 170.40 0.18 0.0114
600.98 0.00 163.57 0.18 0.0112
610.98 0.00 156.84 0.17 0.0110
620.98 0.00 150.23 0.17 0.0108
630.98 0.00 143.72 0.16 0.0107
640.98 0.00 137.32 0.15 0.0105
0.45 650.98 0.00 131.04 0.15 0.0103
660.98 0.00 124.86 0.14 0.0101
670.98 0.00 118.80 G.14 0.0099
680.98 0.00 112.85 0.13 0.0097
690.98 0.00 107.01 0.13 0.0095
700.98 0.00 101.30 0.12 0.0093
710.98 0.00 95.70 0.12 0.0091
720.98 O.OD 90.22 0.11 0.0089
730.98 0.00 84.87 0.11 0.0087
740.98 0.00 79.63 0.10 0.0085
750.98 0.00 74.53 0.10 0.0083
7so.se o.oo ss.55 o.os o.ooal
o.sa 779se o.oo sa 70 0 os o.oo7s
760.98 0.00 59.96 0.08 0.0076
7so.s6 0.00 ss.ao o.oe o.oo7a
800.98 0.00 50,96 0.07 0.0072
810.98 0.00 46.65 O.U7 0.0069
820.98 0.00 42.a9 0.06 0.0067
830.98 0.00 38.4 % 0.06 0.0064
640.98 0.00 34.60 0.05 0.0062
650.98 O.OC 30.89 0.05 0.0059
860.98 0.00 27.33 C.05 0.0057
870.98 0.00 23.94 0.04 0.0054
(• , 880.98 0.00 20.71 0.04 0.0051
~
~/ 0.62 890,98 O.OU 17.66 0.03 0.0048
~
N~~~~ 900.9A 0.00 14.79 0.03 0.0045
1
7i• 910.98 0.00 12.70 0.02 0.0041
~
[
[ : 920.98 0.00 9.62 0.02 0.0038
,
~ 930.96 0.00 7.34 0.02 0.0034
A 940
98 0.00 5,29 0.01 0.0030
1
~1
1 ~ .
950.98 0.00 3.48 0.01 0.0026
V 960.98 0.00 1.93 0.01 0.0021
~~\ n 67 970 98 0.00 0.70 0.00 0.0014
V
0.34 0.68 1.02 1.36 1.70
Time t (min) ,,~

o~- i~~q
DWQ Project No.
DIVISION OF WATER QUALITY -401 EXTENDED DETENTION (and POCKET'S WETLAND WORKSHEET
I. PROJECT INFORMATION {please complete the following information):
Project Name: Townes of Southgate
Contact Person: Robert Wingate Phone Number. {919} 848-8506
For projects with multiple basins, specify which basin this worksheet applies to: NA
Permanent Pool Elevation ft 295' (elevation of the orifice invert out)
Temporary Pool Elevation ft. 296' (elevation of the outlet structure invert in)
Permanent Pool Surface Area sq. ft. 3,440 SF (water surface area at permanent pod elevation)
Drainage Area ac. 7.03 ac. (on-site and off-site drainage to the basin)
Impenrious Area ac. 3.04 ac. (on-site and off-site drainage to the basin)
Forebay Surface Area sq. ft 1,057 SF (at permanent pool elevation approximately 15%)«
Marsh 0°-9" Surface Area sq. ft. 1,287 SF (at permanent pool elevation approximately 35°r6)«
Marsh 9"-18" Surface Area sq. ft. 1,331 SF (at permanent pool elevation approximately 35%)«
Micro Pod Surface Area sq. ft 523 SF (at permanent pool elevation approximately 15°~)«
Temporary Pool Volume cu. ft 4,783 cu. ft. (volume detained on top of the permanent pod)
SAIDA used 1.52 % (surface area to drainage area ratio)«
Diameter of Orifice in. 0.75 in. (draw down orifice c~ameter)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If a requirement has not been mef, attach an explanation of why. At a minimum, a complete
stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation
and maintenance agreement An incomplete submittal package will result in a request for additional information and
will substantially delay final review and approval of the project
Applicants Initials:
W The temporary pool controls runoff from the 1 inch rain.
BQ ~/ The basin side slopes are no steeper than 3:1.
R Iti/ A planting plan for the marsh areas with plant species and densities is provided.
/~ Lt/ Vegetation above the permanent pool elevation is specified.
~ ~,ti/ An emergency drain is provided to drain the basin.
/~° w The temporary pool draws down in 2 to 5 days.
R K/ Sediment storage is provided in the permanent pod.
~W A sediment disposal area is provided.
~.-/ Access is provided for maintenance.
~j~/ A site specific, signed and notarized operation and maintenance agreement is provided.
K 4~ The drainage area (including any offsite area) is delineated on a site plan.
~~ Access is provided for maintenance.
~ ~..i Plan details for the wetland are provided.
~` / Plan details for the inlet and outlet are provided.
it°c~/ A site specific operation and maintenance agreement, signed and notarized by the responsible party is
provided (seehttp://h2o.ehnr.state.nc.us/ncwetlandsloandm.doc).
« Pocket Wetlands have different design parameters and are only assumed to remove 35% TSS -See pp. 19 and 20
of the NC DENR
Stormwater BMP Manual, April 1999. 10% open water, 50% high marsh, 40% low marsh.

WETLAND DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wetland detention basin system is defined as the wet (wetland] detention basin, pretreatment including
forebays and the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wetland detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wetland detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wetland detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 292' feet in the main pond, the sediment shall be removed.
For stormwater wetlands: If the elevation of the marsh areas exceed the permanent pool elevation, the
sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of
soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations.
Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled
for more than two weeks.
When the permanent pool depth reads 292.75' feet in the forebay and micro-pool, the pediment shall
be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation 295
Sediment moval EI. 292.5 75%
--------------*--
Bottom E vation 292 ( 25%
FOREBAY
5
Sediment Removal Elevation
--------------------------------
E~IAIN POND
92 75%
Wetland planting densities in the marsh areas should be maintained by replanting bare areas as needed.
Wetland plants should be encouraged to grow in the marsh areas.
Pa~~e 1 of 2

.+
~6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wetland detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: ,Ui9t~~ P~c~S
Title: /~i4~i//S ~1~~
Address: /.~ ~O,S ~'~~
Phone
Signat~
Date:
~E/~ /~l, ~/. C .
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
I, ~IiS~'~ ~ ~~'S`~1-4 ~ ~~ , a Notary Public for the State of ~~
County of Get ~'~ , do hereby certify that ~~ !~C'~ !-'-~ I) ~ ~) n-7
personally appeared before me this ~~ day of ~~~~~ {~'~@~ , ~'_.,l'J~ ,and acknowledge the due
execution of the forgoing wet (wetland] detention basin maintenance requirements. Witness my hand and
official seal, ~~~~C~~~-~ ~~~%'~--'~'~--~'~-~
~,,...o........w.....
,~~'~~P~ L~~I~~~~G,`
~ ~ m •= m
2-12-20pg.
G;.•
SEAL
.-~ _ ~ `
My commission expires ~` ~ ~ ~~-- ~° ~'~ ~
Page 2 of 2

Q PLANT SCHEDULE N
BOTANICAL NAND CONNVION NAME ~ NOTES
SHRUBS
31 ACORCUS CALAMUS swEEr FLAG t GAL.
110 CARER SFP. SEDGE 1 GAL.
9 CEPHALANTHUSOCCIDBJTALIS BUTTON BUSH 3GAL.
9 MYRIC4 CERIF62A WAX MYRTLE 3 GAL.
85 ELEOCJ•IAPoSOU4DRANGIA.ATA SFi~RUSH 1 GAL.
14 HBISCUS MOSCHEIlTOS - MARSH HBO 1 GAL.
21 JUNCOS EFFESUS SOFT RUSH 1 GAL.
26 PANICUMVERGATUM SWITCHGRASS tGAL.

CONSULTING & D [SIGN L l G
November 30, 2006
Cvndi Karoly
401 Oversight/Express Review Permitting Unit
2321 Crabtree Boulevard, Suite 250
Raleigh NC 27604
Subject: Towns of Southgate
Dear Cyndi Karoly,
This is a written explanation of the extended detention wetland device designed for the Towns of
Southgate project located in Raleigh, Wake County, North Carolina.
In the Stormwater BMP Manual it says the difference between a ~~~et detention basin and an
exrtended detention wetland is the allocation of surface area. 70% is marsh and 15% is a small
micropond to prevent sediment interfering with the outlet structure. The other 15% can be
distributed flexibly with respect to depth.
The extended detention wetland surface areas breakdown as follows:
Main Pool Forba_v
Micropool: 522.6 SF = X42.6 SF = 13%
Marsh 18"-9": 1630.1 SF + 415.5 SF = 2025.6 SF = 46%
High Mar 9"-0": 1287.1 SF + 476.1 SF = 1763.2 SF = 41
Total extended detention wetland surface area = 4331.4 SF
Impervious area = 31% of 7.03 acres
Assurning 3 foot depth of permanent pool and interpolate from SA/DA chart:
1.38 = SA/DA therefore the required surface area of the permanent pool is 4,225 SF.
From my understanding, that surface area is adequate for this size tract of land with the amount of
impervious area. One area of misunderstanding may have been the profile view of the pond. It
has been revised. If you have any questions, please contact me.
Sincerely,
i
Robert Wingate
Project Engineer
Cleartivater Engineering & Design, PLL-C
919-848-8506
rtwingate@bellsouth. net

Location Raleigh NC
' Watershed Area 7.03 acres

C Value Pre-Const 0.25
C Value Post-Const 0.54
Cn for soils type 75
10yr storm 5 min Duration 7.20 in/hr
25 yr storm 24hr Duration 0.27 in/hr
Qpost 27.33 cfs
Qpre 12.65 cfs
S
Volume of Runoff 10 yr 5 min 4403.59 ff°
Convert to flow rate over 2 days 0.03 cfs
P 1.00 in
Q' 0.030 in
Volume of Runoff from 1" Storm 773.30 ft
Time to Peak Tp 0.34 min
Ks 1581.40
b
Cd 0.61
Diameter 1.00 in
Routing Results for 1" Rainfall
0.025
0.020
,~ 0.015
3
O
~ 0.010
0.005
0.000
Time (Days)
Stage Storage Function
2000.00
~,^, 1500.00
V
~ 1000.00
> 500.00
0.00
Inflow Hydrograph
30.00 --
25.00
20.00
CI 15.00
0 10.00
LL
5.00
0.00
0.00
Computation of First Inch of Rainfall
1.0 2.0 3.0 4.0 5.0
Time Time InSow Storage Stage Outflow
Da s min cfs ft3 ft cfs
0.00 0.00 0.00 0.00 0.00 0.0000
0.03 0.67 1.36 0.00 0.0018
0.07 2.61 6.67 0.02 0.0033
0.10 5.63 18.13 0.03 0.0048
0.14 9.44 37.34 0.06 0.0064
0.17 13.67 65.14 0.09 0.0079
0.20 17.89 101.54 0.12 0.0093
0.24 21.70 145.69 0.16 0.0107
0.27 24.72 195.99 0.20 0.0120
0.31 26.66 250.23 0.24 0.0132
0.34 27.33 305.84 0.28 0.0142
0.37 26.66 360.08 0.32 0.0151
0.00 0.41 24.72 410.37 0.36 0.0159
0.44 21.89 454.89 0.39 O.D166
0.47 19.22 493.98 0.41 0.0171
0.51 16.88 528.30 0.43 0.0175
0.54 14.82 558.42 0.45 0.0179
0.58 13.01 584.88 0.47 D.0182
0.61 11.43 608.10 0.48 0.0185
0.64 10.03 628.48 0.49 0.0187
0.68 8.81 646.38 0.50 0.0189
0.71 7.74 662.09 0.51 0.0191
0.75 6.79 675.87 0.52 0.0193
0.78 5.97 687.98 0.53 0.0194
0.00 0.81 5.24 698.60 0.54 0.0195
0.85 4.60 707.92 0.54 0.0196
0.88 4.04 716.10 0.55 0.0197
0.92 3.55 723.28 0.55 0.0198
0.95 3.11 729.58 0.55 D.D198
0.98 2.73 735.10 0.56 0.0199
10.98 0.00 723.17 0.55 0.0198
20.98 0.00 711.31 0.54 0.0196
30.98 0.00 699.52 0.54 0.0195
40.98 0.00 687.81 0.53 0.0194
50.98 0.00 676.17 0.52 0.0193
60.98 0.00 664.61 0.52 0.0191
0.05 70.98 0.00 653.12 0.51 0.0190
80.98 0.00 641.72 0.50 0.0189
90.98 0.00 630.38 0.50 0.0188
100.98 0.00 619.13 0.49 0.0186
110.98 0.00 607.95 0.48 0.0185'
120.98 0.00 596.85 0.47 0.0184
130.98 0.00 585.83 0.47 0.0182
140.98 0.00 574.88 0.46 0.0181
150.98 0.00 564.02 0.45 0.0180
160.98 0.00 553.23 0.45 0.0178
170.98 0.00 542.52 0.44 0.0177
180.98 0.00 531.89 0.43 0.0176
0.13 190.98 0.00 521.34 0.43 0.0174
200.98 0.00 510.88 0.42 0.0173
210.98 D.00 500.49 0.42 0.0172
220.98 0.00 490.18 0.41 0.0170
230.98 0.00 479.96 0.40 0.0169
zao.sa o.ao 469.82 o.ao o.olse
250.98 0.00 459.76 0.39 0.0166
260.98 0.00 449.78 0.38 0.0165
270.98 0.00 439.89 0.38 0.0163
280.98 0.00 430.08 0.37 0.0162
290.98 0.00 420.35 0.36 0.0161
300.98 0.00 410,71 0.3fi O.U159
0.22 310.98 D.00 401.15 G.35 0.0158
320.98 0.00 391.68 0.34 0.0156
0.23 330.98 0.00 382.30 0.34 0.0155
340.98 0.00 373.00 0.33 0.0154
350.98 0.00 363.79 0.33 0.0152
360.98 0.00 354.67 0.32 0.0151
370.98 0.00 345.63 0.31 0.0149
380.98 0.00 336.69 0.31 0.0148
390.98 0.00 327.83 0.30 0.0146
400.98 0.00 319.06 0.29 0.0145
0.29 410.98 0.00 310.38 0.29 0.0143
420.98 0.00 301.80 0.28 0.0142
430.98 0.00 293.30 0.28 0.0140
440.98 0.00 284.90 0.27 0.0138
450.98 0.00 276.59 0.26 0.0137
460.98 0.00 268.37 0.26 0.0135
470.98 0.00 260.25 0.25 0.0134
480.98 0.00 252.22 0.25 0.0132
490.98 0.00 244.29 0.24 0.0131
500.98 0.00 236.46 0.23 0.0129
510.98 0.00 228.72 0.23 0.0127
520.98 0.00 221.08 0.22 0.0126
0.37 530.98 0.00 213.53 0.22 0.0124
540.98 0.00 206.09 0.21 0.0122
550.98 0.00 198.75 0.21 0.0121
560.98 0.00 191.51 0.20 0.0119
570.98 0.00 184.37 0.19 0.0117
580.98 0.00 177.33 0.19 0.0116
590.98 0.00 170.40 0.18 0.0114
600.98 0.00 163.57 0.18 0.0112
610.98 0.00 156.84 0.17 0.0110
620.98 0.00 150.23 0.17 0.0108
630.98 0.00 143.72 0.16 0.0107
640.98 0.00 137.32 0.15 0.0105
0.45 650.96 0.00 131.04 0.15 0.0103
660.98 0.00 124.86 0.14 0.0101
670.98 0.00 118.80 0.14 0.0099
680.98 0.00 112.65 0.13 0.0097
690.98 0.00 107.01 0.13 0.0095
700.98 0.00 101.30 0.12 0.0093
710.98 0.00 95.70 0.12 0.0091
720.98 0.00 90.22 0.11 0.0089
730.98 0.00 84.87 0.11 0.0087
740.98 0.00 79.63 0.10 0.0085
750.98 0.00 74.53 0.10 0.0083
760.98 0.00 69.5.5 0.09 0.0081
0.54 770.98 O.OD 64.7D 0.09 0.0079
780.98 0.00 59.98 0.08 0.0076
790.98 0.00 55.40 0.08 0.0074
800.98 0.00 50.96 0.07 0.0072
810.98 0.00 46.65 0.07 0.0069
820.98 0.00 42.49 0.06 0.0067
830.98 0.00 38.47 0.06 0.0064
840.98 0.00 34.60 0.05 0.0062
850.98 0.00 30.D9 0.05 0.0059
0.98 0.00 27.33 0.05 0.0057
870.98 0.00 23.94 0.04 0.0054
880
98 0
00 20
71 0
04 0
0051
0.62 .
890.98 .
0.00 .
17.66 .
0.03 .
0.0048
900.98 0.00 14.79 0.03 0.0045
• 910.98 0.00 12.10 0.02 0.0041
~~ 920.98 0.00 9.62 0.02 0.0038
~ 930.98 0.00 7.34 0.02 0.0034
940.98 0.00 5.29 0.01 0.0030
950.98 0.00 3.48 0.01 0.0026
960.98 0.00 1.93 0.01 0.0021
0 0.25 0.5 0.75 1
Stage (ft)
0.34 0.68 1.02 1.36 1.70
Time t (min) ,,,~