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The Avinity Channel Adequacy Report & Calculations
Overview
The channel adequacy calculations attached were analyzed by dividing the watershed into
four major sections. These sections are described below;please see the attached sheet
entitled Channel Adequacy Plan for clarification:
Drainage Area, D.A. #1:
This section consists of drainage flowing to the south and consumes the majority of the
project's area. This section is further broken down into two areas during the post-
development state. The first area consists of drainage flowing to the proposed
stormwater management(SWM) facility and is labeled"Post-Development D.A. #1A"
and the second area consists of unrouted drainage labeled"Post-Development D.A. #1B."
This drainage area converges with drainage area#3 and flows to the south.
Drainage Area, D.A. #2:
This section consists of the drainage flowing to Avon Street Extended on the northern
side of the project and outfalls into an existing culvert crossing the street. This drainage
area was broken down into two sections per Engineering's request, offsite drainage (D.A.
2A) and onsite drainage (D.A. 2B).
Drainage Area, D.A. #3:
This section consists primarily of offsite drainage, but includes a portion of unrouted
proposed development at the southern end of the project's development. This drainage
area converges with drainage area#1 and flows to the south.
Drainage Area, Southern D.A.:
This drainage area, when combined with drainage areas' #1 , are used in the channel
adequacy calculations. This drainage area is unaltered in the post-development state.
Summary of Calculations
Post-Development D.A. #1 combines the unrouted 24-hour SCS Method calculations
(D.A. #1B)with the routed 24-hour SCS Method calculations(D.A. #1A). D.A. #1A
flows to the proposed SWM facility and contains the following characteristics:
D.A.=9.11 ac.
CN= 81.2 (64.9 in the Pre-Development Scenario)
Type II distribution
P= 3.7 inches (2-year event)
P= 5.6 inches (10-year event)
Tc= 0.22 hours
II' 1014/:` ;. fit
•
..♦ .,;'?"'• •*-t 4 I'
After being routed through the detention system the post-development D.A. #1A
generates peak flows for the 2- and 10-year events of 5.41cfs and 14.54cfs, respectfully.
The calculations showing this can be viewed in the attached documents.
Post-Development D.A. #1 B has computed 2- and 10-year peak flows of 1.21 cfs and
2.52cfs, respectfully. This drainage area has the following characteristics:
D.A.= 0.68 ac.
CN= 76.1
Type II distribution
P= 3.7 inches(2-year event)
P=5.6 inches (10-year event)
Tc= 0.22 hours
Post-Development D.A. #2 has a decreased drainage area in the post-development
scenario. This decreased area, as witnessed on sheets SWM 1 & 2 and the attached 24-
hour SCS Method calculations, does not require detention since the peak flows in the pre-
development scenario are greater than or equal to that of the post-development flows. It
does however require water quality treatment and that is provided with the proposed
development. For the post-development flows entering the culvert and cross section#7,
the contributing drainage areas' had the following characteristics:
Offsite D.A. #2A
D.A.= 6.34ac.
CN= 68.9
Type II distribution
P= 3.7 inches (2-year event)
P= 5.6 inches (10-year event)
Tc= 0.35 hours
Onsite D.A. #2B (Post-Development)
D.A.= 0.68ac.
CN=93.1
Type II distribution
P= 3.7 inches (2-year event)
P= 5.6 inches (10-year event)
Tc= 0.10 hours
The calculations resulting from the inflow data referenced creates a post-development
peak flow of 8.97cfs and 21.32cfs for the 2-and 10-year events, respectfully. The
calculations showing this can be viewed in the attached documents.
The existing culvert was analyzed for capacity using the 10-year flow,please see the
storm sewer calculations for details. A culvert analysis was omitted from this plan
because Engineering considered the existing pipe to be a closed system acting like storm
sewer, not a culvert. Additionally, cross section#7 was not analyzed because a channel
adequacy is not required since the post-development scenario reduces the overall impact
on the channel.
Post-development D.A. #3 has a slightly more impervious watershed resulting from this
development, however the amount of unrouted drainage is slightly decreased. The net
result of a decreased, slightly more impervious, unrouted drainage area offsets each other.
This is similar to D.A. #2's analysis. Drainage area D.A. #3 has the following
characteristics:
D.A.=29.44 ac. (29.53ac in the Pre-Development Scenario)
CN=64.9 (64.8 in the Pre-Development Scenario)
Type II distribution
P= 3.7 inches(2-year event)
P= 5.6 inches (10-year event)
Tc= 0.42 hours
The 2- and 10-year flows resulting from Post-Development D.A. #3 are 18.57cfs and
49.51 cfs.
The fourth and final section, Southern D.A., is composed of the remaining portion of the
watershed draining to the southern receiving channel. This area contains the following
characteristics:
D.A.= 54.94 ac.
CN=69
Type II distribution
P=3.7 inches (2-year event)
P=5.6 inches(10-year event)
Tc= 0.42 hours
The CN value of 69 for this drainage area was selected due to the large grasslands and
pastures that make up its ground cover. It was also chosen because the overwhelming
majority of the soils within this drainage area are made up of soil type B. For example,
approximately 38%of the soils are 72C3, approximately 15%are soil type 58C, and
approximately 14%are soil type 88. The image below illustrates both the soil cover and
the soil type, and supports the assumed CN value listed above.
O` { ti4 r 44;
r o /
. . \\til i
.1 * i 7283 j..588
101 a
4., : I
9 'vi+�E 4 ', u 41 ,'." '
.
1.
:: 'I'',' 4
4
The calculations resulting from the inflow data listed previously creates a post-
development peak flow of 46.33cfs for the 2-year event. The calculations showing this
can be viewed in the attached documents.
The 2-year flow for this drainage area was then combined with the 2-year flows from
Post-Development D.A. #1 A, #1 B and#3. This is a worst case scenario because it
assumes both peak flows occur simultaneously, despite the fact the time of peak flow
being released from the proposed SWM facility is much later. This is evident in the
routing calculations provided. Regardless,the combined flow of 71.52cfs
(46.33+18.57+6.62cfs) was then analyzed on cross sections#1-6.
The cross sections analyzed are representative of their respective channels.
MS-19 Cross Section#1: (Located at Proposed SWM Facility's Outfall)
Overall Channel ote: coarse : avel channel with ordina irm loam banks)
J R
^ �` `e o.;41 .41
8'44-
•
e.
R r'
I
The channel at cross section 1,which has a 3.4 percent slope, contains the following
characteristics:
Channel Bottom:
Description: (coarse gravel)
`n' value for channel bottom: 0.083*
Permissible Velocity: 6.0 ft/s**
Channel Banks:
Description: (ordinary firm loam)
Manning's `n' value for channel banks: 0.045*
Permissible Velocity for channel banks: 3.5 ft/s**
*Manning's `n'values are in accordance with Tables 5-16 through 5-21 of the VESCH.
Please see attached derivations.
**Permissible Velocities are in accordance with Table 5-22 of the VESCH
Maximum Computed Depth= 1.40'
Maximum Computed Velocity=3.44 ft/s (channel bottom)
Maximum Computed Velocity=3.04 ft/s (channel banks)
Complex Channnel- Cross Section#-
Input:
Slope 0.034
Flow(given) 71.520
line x y n
0 0.000 511.050 0.045 (first n value not used)
1 83.000 504.000 0.045
2 98.000 498.000 0.045
3 110.000 497.340 0.083
4 119.000 498.350 0.083
5 149.000 502.000 0.045
6 158.000 506.030 0.045
7 206.000 508.410 0.045
Output:
Depth 1.395
(y) ( 498.735)
Channel bed segment output:
line Q V A P
1 0.00 0.00 0.00 0.00
2 2.01 2.97 0.67 1.98
3 43.93 3.44 12.78 12.02
4 24.35 3.04 8.01 9.06
5 1.23 2.02 0.61 3.19
6 0.00 0.00 0.00 0.00
7 0.00 0.00 0.00 0.00
Fri Nov 19 08:31:45 EST 2010
otoz 6 Z ACM
MS-19 Cross Section#2:
Overall Channel ote: channel bottom is : aded loam)
r'h • 1 Yw •
•
4111
Channel Banks ote: ordina irm loam)
104
01,, t .
•
r � of L
� •
4 r E`( At.
• io
•
er
r! _ !+
a; 1111
The channel at cross section 2, which has a 4.0 percent slope, contains the following
characteristics:
Channel Bottom:
Description: (graded loam)
`n' value for channel bottom: 0.05*
Permissible Velocity: 5.0 ft/s**
Channel Banks:
Description: (ordinary firm loam)
Manning's `n' value for channel banks: 0.045*
Permissible Velocity for channel banks: 3.5 ft/s*
*Manning's `n'values are in accordance with Tables 5-16 through 5-21 of the VESCH.
Please see attached derivations.
**Permissible Velocities are in accordance with Table 5-22 of the VESCH
Maximum Computed Depth= 0.85'
Maximum Computed Velocity=4.86 ft/s (channel bottom)
Maximum Computed Velocity=3.32 ft/s (channel banks)
Complex Channnel- Cross Section L.
Input:
Slope 0.040
Flow(given) 71.520
line x y n
0 23.000 512.000 0.045 (first n value not used)
1 66.000 495.190 0.045
2 93.000 489.780 0.050
3 110.000 490.000 0.050
4 206.000 503.420 0.045
Output:
Depth 0.850
(y) ( 490.630)
Channel bed segment output:
line Q V A P
1 0.00 0.00 0.00 0.00
2 5.98 3.32 1.80 4.33
3 61.22 4.86 12.59 17.00
4 4.32 3.04 1.42 4.55
Fri Nov 19 08:32:45 EST 2010
MS-19 Cross Section#3
Overall Channel (Note: channel banks are ordinary firm loam)
µ,me
0Y , ` A
:
s3 •
! / t
4 -
Channel Bottom ote: channel bottom is aded, loam to cobbles)
im'
v 7
V' 4.1 r....
i • - -A, ‘.
The channel at cross section 3,which has a 2.7 percent slope, contains the following
characteristics:
Channel Bottom:
Description: (graded, loam to cobbles)
`n' value for channel bottom: 0.055*
Permissible Velocity: 5.0 ft/s**
Channel Banks:
Description: (ordinary firm loam)
Manning's `n' value for channel banks: 0.045*
Permissible Velocity for channel banks: 3.5 ft/s**
*Manning's 'n'values are in accordance with Tables 5-16 through 5-21 of the VESCH.
Please see attached derivations.
**Permissible Velocities are in accordance with Table 5-22 of the VESCH
Maximum Computed Depth=0.69'
Maximum Computed Velocity=2.89 ft/s (channel bottom)
Maximum Computed Velocity=1.74 ft/s (channel banks)
Complex Channnel- Cross Section#
Input:
Slope 0.027
Flow(given) 71.521
line x y n
0 0.000 497.710 0.045 (first n value not used)
1 84.000 484.000 0.045
2 107.000 483.680 0.055
3 130.000 484.000 0.055
4 193.000 491.550 0.045
Output:
Depth 0.685
(y) ( 484.365)
Channel bed segment output:
line Q V A P
1 0.71 1.73 0.41 2.27
2 34.92 2.89 12.08 23.00
3 34.92 2.89 12.08 23.00
4 0.97 1.74 0.56 3.07
Fri Nov 19 08:33:29 EST 2010
MS-19 Cross Section#4
Overall Channel (Note: channel banks are ordinary firm loam)
Channel Bottom ote: channel bottom is : aded, loam to cobbles)
Viir
.x�r, r44 / .r
x. ' x. ' iV
",, ! ti ' ; may„"
ik/iiiti.
The channel at cross section 4, which has a 1.9 percent slope, contains the following
characteristics:
Channel Bottom:
Description: (graded, loam to cobbles)
`n' value for channel bottom: 0.055*
Permissible Velocity: 5.0 ft/s**
Channel Banks:
Description: (ordinary firm loam)
Manning's `n' value for channel banks: 0.035*
Permissible Velocity for channel banks: 3.5 ft/s**
*Manning's `n'values are in accordance with Tables 5-16 through 5-21 of the VESCH.
Please see attached derivations.
**Permissible Velocities are in accordance with Table 5-22 of the VESCH
Maximum Computed Depth= 0.72'
Maximum Computed Velocity=2.01 ft/s (channel bottom)
Maximum Computed Velocity=0.63 ft/s (channel banks)
Complex Channnel- Cross Section#�
Input:
Slope 0.019
Flow(given) 71.520
line x y n
0 23.000 484.000 0.035 (first n value not used)
1 61.000 480.000 0.035
2 110.000 479.350 0.055
3 151.000 480.000 0.055
4 214.000 484.120 0.035
Output:
Depth 0.721
(y) ( 480.071)
Channel bed segment output:
line Q V AP
1 0.01 0.63 0.02 0.68
2 38.92 2.01 19.39 49.00
3 32.56 2.01 16.22 41.01
4 0.02 0.63 0.04 1.08
Fri Nov 19 08:34:31 EST 2010
MS-19 Cross Section#5:
Overall Channel ote: coarse : avel channel with ordinary firm loam banks)
jj
The channel at cross section 5, which has a 1.7 percent slope, contains the following
characteristics:
Channel Bottom:
Description: (coarse gravel)
`n' value for channel bottom: 0.083*
Permissible Velocity: 6.0 ft/s**
Channel Banks:
Description: (ordinary firm loam)
Manning's `n' value for channel banks: 0.045*
Permissible Velocity for channel banks: 3.5 ft/s**
*Manning's `n'values are in accordance with Tables 5-16 through 5-21 of the VESCH.
Please see attached derivations.
**Permissible Velocities are in accordance with Table 5-22 of the VESCH
Maximum Computed Depth= 0.72'
Maximum Computed Velocity=1.38 ft/s (channel bottom)
Maximum Computed Velocity=0.89 ft/s (channel banks)
Complex Channnel- Cross Section#,
Input:
Slope 0.017
Flow(given) 71.520
line x y n
0 19.000 477.650 0.045 (first n value not used)
1 50.000 476.000 0.045
2 109.000 475.410 0.083
3 170.000 475.940 0.083
4 217.000 477.920 0.045
Output:
Depth 0.719
(y) ( 476.129)
Channel bed segment output:
line Q V AP
1 0.11 0.69 0.16 2.42
2 32.91 1.32 24.99 59.00
3 38.13 1.38 27.67 61.00
4 0.38 0.89 0.42 4.48
Fri Nov 19 08:35:23 EST 2010
MS-19 Cross Section#6:
Overall Channel ote: : aded loam channel with ordinary firm loam & banks)
Z. • .tjit
• }-#* '`C
The channel at cross section 6, which has a 3.9 percent slope, contains the following
characteristics:
Channel Bottom:
Description: (graded loam)
`n' value for channel bottom: 0.045*
Permissible Velocity: 5.0 ft/s**
Channel Banks:
Description: (ordinary firm loam)
Manning's `n' value for channel banks: 0.045*
Permissible Velocity for channel banks: 3.5 ft/s**
*Manning's `n'values are in accordance with Tables 5-16 through 5-21 of the VESCH.
Please see attached derivations.
**Permissible Velocities are in accordance with Table 5-22 of the VESCH
Maximum Computed Depth= 0.81'
Maximum Computed Velocity=4.70 ft/s(channel bottom)
Maximum Computed Velocity=3.00 ft/s(channel banks)
Complex Channnel- Cross Section#v
Input:
Slope 0.039
Flow(given) 71.520
line x y n
0 62.000 469.000 0.045 (first n value not used)
1 72.000 468.000 0.045
2 80.000 467.820 0.050
3 90.000 468.000 0.050
4 124.000 472.000 0.045
Output:
Depth 0.807
(y) ( 468.627)
Channel bed segment output:
line Q V A P
1 5.89 3.00 1.96 6.30
2 26.95 4.70 5.73 8.00
3 33.69 4.70 7.17 10.00
4 5.00 2.99 1.67 5.36
Fri Nov 19 08:36:42 EST 2010
MS-19 Cross Section#9: (Entire cross section was added)
Cross section#9 is a proposed rip-rap channel that is in between the outlet of the
detention system and the existing channel. As a result, the flow used in the calculations
below is a combination of the outflows from DA#1 A and#1 B for the 10-year storm
event. This 10-year flow is 14.54cfs.
The channel at cross section 9, which has a 4.0 percent slope, contains the following
characteristics:
Channel Bottom:
Description: (Coarse Gravel)
`n' value for channel bottom: 0.04
Permissible Velocity: 6.0 ft/s**
Channel Banks:
Description: (Coarse Gravel)
Manning's `n' value for channel banks: 0.04
Permissible Velocity for channel banks: 6.0 ft/s**
**Permissible Velocities are in accordance with Table 5-22 of the VESCH
Maximum Computed Depth= 1.15'
Maximum Computed Velocity=0.82 ft/s (channel bottom)
Maximum Computed Velocity=4.77 ft/s (channel banks)
Complex Channnel- Cross Section#,
Input:
Slope 0.040
Flow(given) 14.540
line x y n
0 0.000 2.000 0.040 (first n value not used)
1 4.000 0.000 0.040
2 6.000 0.000 0.400
3 10.000 2.000 0.040
Output:
Depth 1.152
(y) ( 1.152)
Channel bed segment output:
line Q V A P
1 6.33 4.77 1.33 2.57
2 1.88 0.82 2.30 2.00
3 6.33 4.77 1.33 2.57
Fri Nov 19 08:44:54 EST 2010
Time of Concentration Calculations
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55�1�UI1J'i��J �;��'?c_;.?'fit ;>� 0 -+7 ..►.��3q�� .��u� vt,+
•0 �t.)Al2�-1� �019 AS/ )Q'9 f�11n� ; tO
flQr} 1
n7n' r) ',Attic()) V' 12UUVcl-0 ' UA
c h x 4 j-) LA-)a.}o q
0 "() = U
soin1k.nn 1.-,4.1S0nU ,s l il
S DO ' O C(7 .^uriro ) (-no ) 5 UI
01 0 ' 0 --"")n 1-} ?Y J I;Gt0 -{-"J-A.D- -AOtA 1 kA-11 rU
O 0c) )-);._lr0 t 1 �3 '3dvutSi ' i1> WY)p )t) spa
\.1 .i- 77w Zu
07_0 ' 0 l...1 - t173 t, , 411D 13v1L..4,')t.AD 'U
(hx ) S LA \
24-Hour SCS Method Calculations
.•,.w.w...v w,....w VW..ov1 v o....u.+..v.w UO/U4
- TR 55 Worksheet 2: Runoff Curve Number and Runoff
Project: `;v>;: ='t'I Designed By: F ti", C'E.. Date: 110 / it9
Location: N0,1 51. LY` .. r40- Sa..„r, or CALE t" ... Checked: SPA- , Date: '51 (11 't0
Check one: FT/Present [✓Developed
1. Runoff curve number(CN) .> NccE: sr E I cs c `A-''""�
L:x a cta UPt-uES
ON 1Ac,,,Lg a-ac Qv-TR- 5,5
Soil name Cover description CN 1i Area Product
and hydrologic (Cover type, treatment, and hydrologic O'acres of
group condition; percent impervious; Table Fig. Fig. p mi2 CN x area
(Appendix A) unconnected/connected impervious area 2-2 2-3 2-4 p
ratio)
• Q c�v C C A 1 r, cr A` _ 9'aFs, 1 � 05 . _. 33 \9 _ e
a.v 1A GRA 2ss co�� _�xwa cc.,,� r=i '...,�5 Y'1.._.: ,_...6 1 �131 q _
° tt'e,zvIa s �Ra __ _.�. ctE } _...-__. ..9 t 'tom.Q
D .--v. g U v.rvrn1 _ 60 0. 7i 3,676
GRASS ccIva C.0c , cc*.0, . ! -`` 6 t O. 311 ' ,O.-/
11 Use only one CN source per line. Totals =
CN (weighted) = total product = = Use CN =
total area ._
2. Runoff
Storm#1 Storm#2 Storm#3
Frequency years a. ► 0
Rainfall, P (24 hour) in. 3• 1 S.6
Runoff, Q in.
(Use P and CN with Table 2-1, Figure 2-1,
or equations 2-3 and 2-4.)
5 tom? _ �a �a . , _� _. j.5a 3,O'-
Q : ill?' .6,4.}:.la
Cr‘''.,' (2.1i',,, S 1
-X- CY1,_� . 5 r 'Pcx1,7:,i:-) CFIl_Ctal.A; nr ° , : 17 �. tco�sS
/
Tr 55 Worksheet 4: Graphical Peak Discharge Method
Project: AuxriaZy Designed By: Gil, PL Date: 11/11 /IC)
Location: Avot-1 51- xt �, r�- SO;cM ns CALt ==.Checked By: r6 c Date: II/%111O
Check one: /Present ✓ Developed
1. Data: ? ,,,.,
Drainage area Am = 0. 0\31 mi2 (acres/640) 0,00►1
Runoff curve number .... CN = 64 (From Worksheet 2) 76.\
Time of concentration T, = o,a5 hr(From Worksheet 3) O,'aol
Rainfall distribution type = 'S.L (II, III, DMVIII)
Pond and swamp areas spread
throughout watershed = Q/• percent of Am ( Au-ifs acres or mi2 covered)
2. Frequency yr �Ecs"" ` µ i a
atin. o+a 9.10. \o.,a.
3. Rainfall, P (24-hour) in 3,7 3,7 5/G
4. Initial abstraction, la in t,o7 1.07 0,6121 o,Gax
(Use CN with Table 4-1.)
5. Compute la/P 0..act \9 I
6. Unit peak discharge, q„ csm/in 675 7a; 750
(Use T, and la/P with exhibit 4-It )
7. Runoff, Q in o.:2,5 a,c6 ,5a 3,05-
(From Worksheet 2)
8. Pond and swamp adjustment factor, Fp in
\,O 1 1,0
(Use percent pond and swamp area
with Table 4-2. Factor is 1.0 for zero
percent pond and swamp area.)
9. Peak discharge, qp cfs 7,a4 \B.aa ‘.ak
(Where qp= quAmQFp)
Qacs. p. .,�.
1_ 13
C�LCj
7.ay « > 6. 6a ( +
\1.06 (D,5a 4.14,$)
TR 55 Worksheet 2: Runoff Curve Number and Runoff
Project: Au i.'.s Y Designed By: FGM,Ta.._ Date: 1"/ikho
Location: AvoN St.6tCupCui- Sc.n;1 or CAL C 'L', Checked: SQL , Date: '.i(u 1(1 a
Check one: ' ✓Present �beveloped
1. Runoff curve number (CN)
Soil name Cover description CN 1' Area Product
and hydrologic ( Cover type, treatment, and hydrologic CQacres of
group condition; percent impervious; Table Fig. Fig. ❑mi2 CN x area
(Appendix A) unconnected/connected impervious area 2-2 2-3 2-4 ❑
y ‘a43 'r,N ratio) (. vi`i6.
1. Q.3
'1 a fy GRa t. fjR�n (a 'Daa, aN... 4 1 "' rt. $5 O.\5 S
L.M,T.'J Gc 0 ^- !l•}1)11 c,-, 3,',E,,•. 6
;'� �M?t.reJ�.. . fir rcF- 1g
61 0.09 5.'Ay
SsvK„hIA.,S —* 6.3o sc
Eyrs2 4 Ave..s''. -. \a,43a
Pe:(A cs..c 1,4.. .. f
A,^n,4 t3µ.—, 13,060 sr i
w<
lJr'�.lr !'a� I;, • (.1. GRH+i4 l • ' t �$tire.
�LLa 9cf 304 "31
'-f Use only one CN source per line. Totals =
CN (weighted) = total product = = Use CN = 4,1
total area 2. Runoff
Storm #1 Storm #2 Storm #3
Frequency years a \p
Rainfall, P (24 hour) in. 3 ,--I ti
Runoff, Q in. 4
(Use P and CN with Table 2-1, Figure 2-1, S
or equations 2-3 and 2-4.)
S= \o00 _\O
chi oNs��e W -��:4. 7,1C', ag O,Ta a,16 �- 5.1\•
Q L - �a 9x
�a ,,..., \0n•T, ,,t
Q.
1,29 1-03° q,19
3F
OFF S�i G /-�--4� _
..._ ....._- -_ - �.
`0.8` S {.0 7 a' St
Tr 55 Worksheet 4: Graphical Peak Discharge Method
Project: AvIP,.1 y Designed By: F6N, 7:.< Date: (1/r1(io
Location: A oei l.0Ex,�3 - `)um CF CAW. t. -:a, Checked By: ..5PC. F' Date: rr/ki I)C)
Check one: ,/ Present ✓ Developed
QRE-\t .., oNs-ctE Qvk-cr£
1. Data: 4, QoS•.- ', aA
Drainage area Am = o. o 0 33 mi2 (acres/640) o. 0o \t o, 0011
Runoff curve number .... CN = 66.a (From Worksheet 2) 93.E “ci
Time of concentration Tc = 0:4,0 hr (From Worksheet 3) 0A0 ;.-s 0.;7 hcs
CMSNI.Ww,v}
Rainfall distribution type = TL (II, Ill, DMVIII) I I-
Pond and swamp areas spread 1.447Frc> 2
throughout watershed = O percent of Am ( acres or mi covered)
2. Frequency yr 4.+571r. -'2r`W-')' i owsrc Vcy-0,4u OFF ;4'
a to a 10 a _. \Q
3. Rainfall, P (24-hour) in 3,1 5.6 3,-7 S.6 .-t ' 6
4. Initial abstraction, la in I,oa 1,na 0,\5 0.\5 ` 0,90 C`10
(Use CN with Table 4-1.)
5. Compute la/P c' ,o.6l`t o.- mot o.\6
O.a O.\$ ! 0.0IA 0,D'3
6. Unit peak discharge, q„ csm/in -1aS 77 650 6(5
(Use Tc and la/P with exhibit 4- 10 ) (µ,ty 1It
(a'(4fvw+�)
7. Runoff, Q in 0,9a %.\6 , \.2.9 �{,2Q t.0-1 a,`-"
(From Worksheet 2)
8. Pond and swamp adjustment factor, Fp in ' r,a r.o ,,`, i ;;:, 1 Q r.0
(Use percent pond and swamp area
with Table 4-2. Factor is 1.0 for zero ..
percent pond and swamp area.)
9. Peak discharge, qp cfs . a.a '.�3a I a.o , S•� 6.81 16.o 9
(Where qp = quAmQFp)
Q'VRC > Qc0.5-c
ayE>kR Q = -d.-4Q 4, 6,2`1 > a 3
,o8 A 6. 9
9.01 > 2.9`1
c 5,5 a r \Cp`1 > t-;.� •t V.,JAI
10 1C-A2- -d\. 56 a\.3a
Natural Resources Conservation Service \J.l\• F`) t, C`-' ' i J J Y'•a t. 06/04
j`c.•. c
7;I IiN4CL f`,' 'd
TR 55 Worksheet 2: Runoff Curve Number and Runoff
Project: Rj>.i.`c`( Designed By: r=O, N. Date: "ill/10
Location: t1.J,D,, �,. Car::,Joto, cr-++ QF cn:._ '.V, Checked: �t. -'T Date: tVtt f!9
Check one: (!v!Present VDeveloped
1. Runoff curve number (CN)
Soil name Cover description CN '1/ Area Product
and hydrologic ( Cover type, treatment, and hydrologic 'acres of
group condition; percent impervious; Table Fig. Fig. p mi2 CN x area
(Appendix A) unconnected/connected impervious area 2-2c 2-3 2-4 0
ratio)
•M,•':�;: h�r LAD+"
„,� , ?nsT �.Q t, 69 SLVIH 3-1St 6'1
4 VRgODIAIaten S:':.s : lac's '.. ay- Scats 5
'SSC (N5/ 0` Scs�) 15
g-g (t ti't. oc SC< .,) t1
RA''t uS['J5 McA (Lou F.o FuireG f�wN) '18.__.._.. y 366.
15
,Ft 3 w000l, 60 19 (541,4... 03M�' F' is F;F' t . ( co�t,o c A o> #Rae a�fir. 1$ 1,1S3 315.3
.R -3 wo0'05 60 a.5,6t 1 g 36.6
'/ Use only one CN source per line. Totals =
CN (weighted) = total product = = Use CN = 0 ___-.....
total area
2. Runoff
Storm #1 Storm#2 Storm #3
Frequency years S, 1 0
Rainfall, P (24 hour) in. 3 G
Runoff, Q in. L.
(Use P and CN with Table 2-1, Figure 2-1, 4. y
or equations 2-3 and 2-4.)
S= 1000 - \O (ae,:,L.r4':� _0.25.__,...: 71.0,,5 (5- 5.43)
c i I .00), .1..°5 0.85 a.n 5
r 0,-a\)s] '''' f '.. ' ''-'1' \.o'a. Q.L\o
T A c),$(5)
Natural Resources Conservation Service . V, i; - !'+s'c,i'r'i ‘.)•n.//�� 06/04
Iki
r ) "_ ,_,ra K oh-I::C
Tr 55 Worksheet 4: Graphical Peak Discharge Method
Project: FNQsN: ‘f Designed By: 'FGt'�,`)E Date: "ti(1Ij10
Location: Awsi 1. �i 1,:pour `,,,,,, cF CAE Checked By: _ �Rc, PE-..- Date: lint/1 a
Check one: ✓ Present ✓ Developed
1. Data: R>Zt :7-‘,. ;, �,�A.�*3VTF-<4.:::tt ,1\,
Drainage area Am = C�.ott61 mi2 (acres/640) 0. 0460 OV.'0- -S R
Runoff curve number .... CN = 69,7 (From Worksheet 2) 6 4,9 Gel
Time of concentration T, = 0."Vo. hr (From Worksheet 3) 0,t-o.
Rainfall distribution type = . (II, Ill, DMVIII) 3:E-
Pond and swamp areas spread
throughout watershed = ',.� percent of Am ( ALL acres or mi2 covered)
2. Frequency yr N_S. O.A, t+3 f OE,,.i).A 3 ,•,,''K>=aN'DA\,
D'112. \OMQ. i '*z. \Ow ayR. x4Q.
3. Rainfall, P (24-hour) in 3,-1 5.6 3,1 `, 31 5.6
4. Initial abstraction, la in 1,1a 1'\a' 1,os 1,01 O.,S'�1 O.26►$
(Use CN with Table 4-1.)
030 0,'"- o,a9 a I q
5. Compute la/P O,a` 0,16
6. Unit peak discharge, qu csm/in 415 5a,5 HI75 5a5 500 55C)
(Use Tc and la/P with exhibit 4- 10 )
7. Runoff, Q in 0.05 a•o5 o,$S a,c5 1.0g 3.4 0
(From Worksheet 2)
8. Pond and swamp adjustment factor, Fp in l,Q 1.0 1.0 t'O /`' 1 .o k1.0
(Use percent pond and swamp area
with Table 4-2. Factor is 1.0 for zero
percent pond and swamp area.)
9. Peak discharge, qp cfs 18,41 `15,61 . 18.517 yq.5t 46.33 ►t3.a6
(Where qp = quAmQFp) , �.�.,i
\ fcC CttAr+t,,..t
y -The 'poST-a€J, pecRox5E.0 pREw
O.F'F s crs Ili KT Anx\305r-Dcv
Routing Calculations
Avinity-Contech system Revised4
BasinFlow printout
INPUT:
Basin: Avinity- DA 1A
0 Contour Areas
Elevation(ft) Area(sf) Computed Vol . (cy)
7 Storage Pipes
Storage pipe 0
name: Barrel #1
diameter (in) 120.000
length (ft) 95.000
invert (ft) 512.750
angle 0.287
volume (cy) 276.344
Storage pipe 1
name: Barrel #2
diameter (in) 120.000
length (ft) 95.000
invert (ft) 512.750
angle 0.287
volume (cy) 276.344
Storage pipe 2
name: Barrel #3
diameter (in) 120.000
length (ft) 95.000
invert (ft) 512.750
angle 0.287
volume (cy) 276.344
Storage pipe 3
name: Barrel #4
diameter (in) 120.000
length (ft) 95.000
invert (ft) 512.750
angle 0.287
volume (cy) 276.344
Storage pipe 4
name: Barrel #5
diameter (in) 120.000
length (ft) 95.000
invert (ft) 512.750
angle 0.287
volume (cy) 276.344
Storage pipe 5
name: Header #1
diameter (in) 120.000
length (ft) 62.000
invert (ft) 512.750
angle 0.287
volume (cy) 180.351
Storage pipe 6
name: Header #2
diameter (in) 120.000
length (ft) 62.000
invert (ft) 512.750
Page 1
Avinity-Contech System Revised4
angle 0.287
volume (cy) 180.351
Start_Elevation(ft) 512.75 vol . (cy) 0.00
6 Outlet Structures
Outlet structure 0
Orifice
name: Low-Flow Orifice
area (sf) 0.660
diameter or depth (in) 11.000
width for rect. (in) 0.000
coefficient 0.600
invert (ft) 515. 560
multiple 1
discharge into riser
Outlet structure 1
weir
name: Emergency Spillway
length (ft) 6.000
side angle 0.000
coefficient 3.300
invert (ft) 521.750
multiple 1
discharge into riser
Outlet structure 2
Culvert
name: Barrel
multiple 1
discharge out of riser
D (in) 24.000
h (in) 0.000
Length (ft) 234.000
Slope 0.029
Manning's n 0.013
Inlet coeff. Ke 0. 500
Equation constant set 3
Invert (ft) 502.000
outlet structure 3
weir
name: Access Riser
diameter (in) 36.000
side angle 0.000
coefficient 3.300
invert (ft) 534.000
multiple 1
discharge into riser
Outlet structure 4
Orifice
name: overflow Orfices
area (sf) 0.196
diameter or depth (in) 6.000
width for rect. (in) 0.000
coefficient 0.600
invert (ft) 519.000
multiple 3
discharge into riser
Outlet structure 5
Page 2
Avinity-Contech System Revised4
Orifice
name: StormFilters
area (sf) 0.0010
diameter or depth (in) 0.443
width for rect. (in) 0.000
coefficient 0.600
invert (ft) 512.750
multiple 25
discharge out of riser
2 Inflow Hydrographs
Hydrograph 0
SCS
name: 2- Yr. Storm- SCS Method
Area (acres) 9.110
CN 81.200
Type 2
rainfall , P (in) 3.700
time of conc. (hrs) 0.2200
time increment (hrs) 0.0250
time limit (hrs) 30.000
fudge factor 1.00
routed true
peak flow (cfs) 18.137
peak time (hrs) 11.967
volume (cy) 2309.183
Hydrograph 1
SCS
name: 10- Yr. storm- SCS Method
Area (acres) 9.110
CN 81.200
Type 2
rainfall , P (in) 5.600
time of conc. (hrs) 0.2200
time increment (hrs) 0.0250
time limit (hrs) 30.000
fudge factor 1.00
routed true
peak flow (cfs) 34.033
peak time (hrs) 11.967
volume (cy) 4332.911
OUTPUT:
Routing Method: storage-indication
Hydrograph 0
Routing Summary of Peaks: 2- Yr. Storm- SCS Method
inflow (cfs) 18.131 at 11.98 (hrs)
discharge (cfs) 5.408 at 12.23 (hrs)
water level (ft) 518.917 at 12.23 (hrs)
storage (cy) 1079.758
Hydrograph 1
Routing Summary of Peaks: 10- Yr. storm- SCS Method
inflow (cfs) 34.020 at 11.98 (hrs)
discharge (cfs) 14. 537 at 12.18 (hrs)
water level (ft) 521.975 at 12.18 (hrs)
storage (cy) 1651.761
Tue Nov 16 10:39:14 EST 2010
Page 3
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