20131200 Ver 2_Area 6 - stormwater calcs_20140909

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TRYON EQUESTRIAN
8/18/2014
STORMWATER TREATMENT AND RETENTION AREA 6
Data
Total drainage area(Acres) 14.741 642,0741 18128
Impervious drainage (Acres) 4.731 206,039
First Flush depth (in) 1
RUNOFF VOLUME — SIMPLE METHOD
Rv = 0.05 + 0.9 *IA
Where: Rv= Runoff coefficient [storm runoff (in /storm rainfall (in)), unitless
IA= Impervious fraction [impervious portion of drainage area (ac) /drainage area (ac), unitless
Rv = 0.34
WATER QUALITY VOLUME DETERMINATION
V = 3630 *Rc *Rv *A
Where: V = Minimum volume of pond from perm pool to temp pool (ft)
RD = Design storm rainfall depth (in)
A = Watershed area (ac)
RELEASE VOLUME OVER 48 HOURS
Flow rate to allow release over 48 hours = Volume /release time
D = V((4 *Q) /(TT *Cd *d(2 *g *H)))
Where: Q = Flowrate (cfs).
Cd = Coefficient of Discharge = 0.6
g = acceleration of gravity (ft/sec sqrd) = 32.2
H = Headwater (ft)
Orifice Dia. (in) = 1.68
Use a 1.5" orifice

Rational Method
I Reference Data I
Designed By: JCW Date: 9/1012014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: COVERED ARENA AREA
Project No,: 13017
The rational formula is:
Q = CIA
were:
Q =peak rate ofrunoffin cubic feet per second (cfs)
C = runoffcoeffcient. an empirical coefficient representing the
relationship between rainfall me and runoff rate
I = average intensity ofrain£dlin incheshour, for a storm dumtionequal
to the time of concentration, T.
A= drainage area in acres
The general procedure for determining peak discharge wing the rational
formula is presented below and illustrated in Sample problem 8.03x.
Step 1. Determine the drainage area in acres.
Drainage Area 0.48
Step 2. Determine the nmoff coefficient. C. for the type of wlcover in the
drainage area (Table 8.03b).
If the Lard use and soil mw is homogenous over the drainage area, a C
nlue can be determined directly from Table 8.03b. If there arc multiple soil
coca conditions. a woghted average must be calculated or the area may be
subdivided.
Subarea A (acres) 0.48
Subarea A Runoff Coefficient 0.9 Runoff CoeRcient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.5
t)
Step 4.
2 -year Rainfall Intensity, I inthr) 5.62
10 -year Rainfall Intensity, i (in /hr) 7.489
S. Detesmune peak discharge. Q (cubic fret per second), by multiplying
rasiowly determined factors using the ramstal formula (Sample problem
Q =CIA
Flow (cfs) 1.3488
Flow (cfs) 1.8

ESTIMATING RUNOIFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 9110/2014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: COVERED ARENA AREA
Project No.: 13017
Site Location (City /Town) Green Creek, Polk
CB # 9
The national formula is:
Q = CIA
ahem:
Q = peak are of runoff in cubic feet per second (cfs)
C = runoff coeStaem, mempirical coefficient nepresenuug the
velauiomhl p between rainfall rate and runoff rate
I = aeeraze intensity ofrainiall in incbes.bom, for a stoma duration equal
to the time of concentration, Tc
A= drain¢ area to saes
The general procedure fm detesmuting peak discharge using the rational
formula is presented below and illustrated in Sample problem 8.03a-
Step 1. Determine the drainage area in acres.
Total Drainage Area 0.16
Step 2. Determine the amoff coefcienr, C, for the type of soiL cover is the
drainage area (Table 8.03b).
If the Lord use and soil cosec is homogenous mw the drainage area. a C
value can be determined directly from Table 8.03b. If there arc multiple sod
cover conditions, a weighted avenge must be calculated, or the area may be
subdivided.
Subarea A (acres) 0.16
Subarea A Runoff Coefficient 0.9 Runoff coetrciem
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.5
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, 1 (in /hr) 5.62
10 -year Rainfall Intensity, 1 (in/hr) 7.489
Step 5. Determine peak di scharge, Q (cubic feet per second). by unduplsing
the preiously deser nmed factors using the rational formula (Sample problem
&03a);
Q =CIA
Qz Flow (cfs) 0.4496
Qte Flow (cfs) 0.6

Rational Method
Designed By: JCW Date: 911012014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: COVERED ARENA AREA
Project No.: 13017
The rational formua is:
Q = CIA
where:
Q = peak aft of runoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
reLuionsi ip between rainfall rate and nmoff rate
I = average intensity of rainfall in mches'hour. for a stomr duration equal
in the time of concentration, Tc
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formua is presented belmv and illustrated it Sample problem 8.03a.
Step 1. Determine the drainage area in acres.
otal Drainage Area 0.46
Step 2. Determine the runoff coefficient, C. for the type of soibcover in the
drainage area (Table 3.03b).
If the laud use and soil cma is homogenous over the drainage area, a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions, a weighted average most be calculated, or the area may be
subdivided.
Subarea A (acres) 0.46
Subarea A Runoff Coefficient 0.9 Runoff coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.5
3.
4.
it Rainfall Intensity, i (in/hr) 5:62
:car Rainfall Intensity, i (inthr) 7.489
Shp S. Determine peak discharge. Q (cubic feet per second), by multiplying
the previously detemumed factors using the rational formula (Sample problem
8.03a);
Q =CIA
Qr Flow (cfs) 1.2926
Qra Flow (cfs) 1.7

Rational Method
Designed By: JCW Date: 9/1012014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: COVERED ARENA AREA
Project No.: 13017
The rational fmmrda is:
Q = CIA
Where.
Q = peak rate of trroff in cubic feet per second (cfs)
C = r naffcoeffirrent, an empirical coefficient represmrwg the
relationship between rainfall am and runoff ate
I = avenge intensity ofrm-NI in imcimsybmu. for a stoon dtuati= equal
to the time of concenmtion T.
A = damage area in arres
The general procedure for determining peak discharge using the rational
formula is presented below and Mum tted in Sample problem 9.03a.
Step 1. Determine the drainage area in aces.
.otal Drainage Area 0.14
Step !. Determine the nmoffcoefficiem. C, for the type of wilicover in the
drainage area (Table 8.03b).
If the land use and sod m%a is homogenous mser the drainage area, a C
%aloe =be dereru m t directly from Table 9.036. Ifthem are um1hple soil
rover conditions, a weighted avenge mum be calculated. or the arm may be
s"vided.
Subarea A (acres) 0.14
Subarea A Runoff Coefficient 0.9 Runoff Coemraem
(Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.5
Step 4.
2 -year Rainfall Intensity, i (in/hr) 5.62
10 -year Rainfall Intensity, 1 (in/hr) 7.489
Step S. Determine peak discharge• Q (cubic feet per second). by m ultiplymi;
the preciously determined arloa ruin_. the ramnalformula (Sample Pmblem
9.033);
Q =CIA
Flow (cfs) 0.3934
Flow (cfs) 0.5

Rational Method
IUser Imut Data I
DWO Date:
ODOM ENGINEERING
COVERED ARENA AREA
13017
11
I The rational formula is:
0 = CIA
where:
O = peakrate of snuff in cubic feet per second (cfs)
C = an empirical coe0ioent repmsmtiog the
rdanonship bem'e a rainfall rate andnmoffrate
I = average intensity ofrainiall in indamhmu for a storm duration equal
to the time of cam entratim To
A= drainage area in arses
The general procedure for detern•_ang peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03x.
step 1. Determine the drainage arw in arm.
Total Drainage Area 0.18
Srep 2. Determine the nmoricoex3eieur. C, for ate type of wi11 ver in the
drainage area (Table 8.03b).
If the laud use and soil rota is homogm over the drainage area. a C
;clue can be determined directly from Table 8.03b. If there are multiple sod
coca conditions, a weighted armge must be calnaated. or the area may be
stt %ided.
Subarea A (acres) 0.18
Subarea A Runoff Coefficient 0.9 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.5
9
Step 4.
2 -year Rainfall Intensity, i (in/hr) 5.62
10 -year Rainfall Intensity, i (In/hr) 7.489
Step S. Determine peak discharge, 0 (cubic feet per second), by multiplying
theptemuslydetemaraed faders using the rational formula (Sample problem
0 =CIA
Flow (cfs) 0.5058
Flow (cfs) 0.7

ESTIMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 9/10/2014
Checked By: DWO Date:
Company: _ ODOM ENGINEERING
Project Name: COVERED ARENA AREA
Project No.: 13017
Site Location (City/Town) Green Creek, Polk
CB # 12
The rational formula is
Q = CIA
where-
%= peak rate ofruuoffm cubic feet per second (cfs)
C = maoff coefacient, an empirical coeffident representing the
relationship berneea rainfall rate and nmoff ate
I = average intensity of rainfall in inches.Qtonic for a stoma duration equal
to the time of concenmation. Tc
A= drainage area in acres
The gemetal procedure for determining peak discharge using the mam rst
fmmnla is presented below and illustrated in Sample problem 8.03a.
Step L Determine the drainage area in acres.
Total Drainage Area 0.11
Step 2. Determine the maoff coefficient, C, for the type of soilieover in the
drainage area (Cable 8.03b).
If the land use and soil ewer is homogenous over the drainage area. a C
value can be determined directly from Table 8.03b. If there are multiple sod
emer conditions. a weighted average must be calculated or the area may be
subdivided.
Subarea A (acres) 0.11
Subarea A Runoff Coefficient 0.9 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.5
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in/hr) 5.62
10 -year Rainfall Intensity, i (in/hr) 7.489
Step S. Determine peak discharge, Q (cubic feet per second), by multiplying
the pmieusly determined factors using the rational formula (Sample problem
8.03x);
Q =CIA
Qa Flow (cfs) 0.3099
Qta Flow (cfs) 0.4

RationESTMATING al Method RUNOFF
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 9110/2014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: COVERED ARENA AREA
Project No.: 13017
Site Location CitylTown) Green Creek, Polk
CB # 13
The national formula is:
Q = CIA
vyhem:
0 = peak rate ofruooff in cubic fret per second (cfs)
C = to roffcoe6utient. an empirical coefficient represca ig the
relationship between tamfali nu and runoff rate
I = average intensity of minfdl in indh ,how, fora storm dmtimeq=L
w the time of couceaatiom T.
A = drainage area in acres
The general procedure for derernming peak discharge using the rational
formula is presented below aid illustrated in Sample.-roblm 8.03x.
Step L Determine the drainage area in acres.
Total Drainage Area 0.17
Step 3. Determine the naoffcie&cim. C, for the type of wit/cover in the
drainage area (Table 8.03b).
If the land use and soil cover is homogenmrs over the drainage area, a C
value an be determined directly from Table 8.036. If there are multiple soil
covet conditions, a weighted average must be calculate& or the area may be
subdivided.
Subarea A (acres) 0.17
Subarea A Runoff Coefficient 0.9 Runoff coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.5
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (nthr) 5.62
10 -year Rainfall Intensity, i (inlhr) 7.489
Step S. Determine peak discharge, 0 (cubic felt per second). by multiplying
the pmiomly determined factors using the mtional formula (Sample Problem
8.03a);
0 =CIA
Qa Flow (cfs) 0.4777
Qta Flow (cfs) 0.6

ESTIMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 9/1012014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: COVERED ARENA AREA
Project No.: 13017
Site Location (City/Town) Green Creek, Palk
CBR 1
The ratmaal famaula is:
Q = CIA
where:
Q = peak rate of nmoff in cubic feer per second (cfs)
C = matoffcoetLaent, an empirical coefficient representiag the
relationship beneeearainfall rate and nmoff rate
I = average intensity of rainfall m incltesbour, for a stomt duration equal
to the time of concentration, T.
A = drainage area in acres
The general procedure for detamuung peak discharge using the national
formula is presented below and illustrated in Sample problem 8.03a.
Step 1. Determine the drainage area in acres.
Total Drainage Area 0.29
Step 2. Determine the nmoff coefficient, C. for the type of soiVcover in the
drainage area (Table 8.03b).
If the land use and sail cola is homogenous ova the drainage area. a C
value can be determined directly from Table 8.03b. If time are multiple soil
=er conditions, a weighted average mrsr be calculated, or the area may be
subdnided.
Subarea A (acres) 0.29
Subarea A Runoff Coefficient 0.9 Runoff Coafflclent
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.5
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in/hr) 5.62
10 -year Rainfall Intensity, i (inthr) 7.489
Step 5. Detenaine peak discharge, 0 (cubic feet per second), by multiplying
the pmriomly determined factors using the national formula (Sample problem
8.03a):
D =CIA
Qt Flow (cfs) 0.8149
Qta Flow (cfs) 1.1

ESTIMATING RUNOFF I Nor—
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: dcW Date: 9110/2014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: COVERED ARENA AREA
Project No.: 13017
Site Location (Cityrrown) Green Creek, Polk
CB# 2
The rational formula is:
Q = CIA
vdI
Q = peak rateofnuoff in cubic feet per second (cfs)
C = rrmoff coe6ciew, an empirical coefficient representing the
relationship between rainfall sate and runoff rate
I = average intensity of rainfall in inches'hour, for a starer duration equal
to the Buse of concentration, Tc
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presenredbdosv and illustrated in Sample problem 8.03a.
Step 1. Determine the drainage area in acres.
Total Drainage Area 0.32
Step 2. Determine the mmoff coefficient. C, for the type of soilicover on the
drainage ma (Table 8.03b).
If the land use and soil rover is homogeamn over the drainage am, a C
value can. be determined directly from Table 8.036. If there are multiple soil
cma conditums, a %mrghted averaee must be calculated, or the area may be
subdivided.
Subarea A(acres) 0.32
Subarea A Runoff Coefficient 0.9 Runoff Coeffuent
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.5
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (inthr) 5.62
10 -year Rainfall Intensity, i (In/hr) 7.489
Step S. Determine peak discharge. Q (cubic feet per sernud), by multiplying
the previously determi—ned factors using the rational formula (Sample problem
8.033);
O =CIA
Qt Flow (cfs) 0.8992
Qto Flow (cfs) 1.2

l
ESTIMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 9/10/2014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: COVERED ARENA AREA
Project No.: 13017
1
Site Location (City/Town) Green Creek, Polk
CB# 3
The ratonal fomula is:
Q = CIA
where:
Q = peak rate of runoff in cubic beer per second (cfs)
C = runoff coefficrem. an empirical coefficient representing the
relationship bmveen rmfill we and mnoff rare
I = average intensity ofraitvall in meth tarn, for a storm duration equal
to the time of conctrantion, T.
A = drainage area m acres
The general procedure for determining peak dischage using the rational
formula is presented below and illustrated in Sample Problem 8.03a.
Step I. Determine the drainage area in acres.
Total Drainage Area 0.41
Step 2. Determine the nusoff coefficient. C, for the type of soiticav r in the
drainage area (Fable 8.03b).
If the land use and soil cosy is homogenous over die drainage area. a C
value on be determined directly from Table 8.03b. If there ate multiple sod
cover conditions, a weighted average must be calculated or the area may be
subdivided.
Subarea A (acres) 0.41
Subarea A Runoff Coefficient 0.9 Runoff CoeRCienl
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.5
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in/hr) 5.62
10 -year Rainfall Intensity, i (in/hr) 7.489
Step S. Detemmat peak discharge, Q (cubic feet per second), by mulriplying
the previously determined factors using the rational formula (Sample Problem
U3a);
Q =CIA
Qh Flow (cfs) 1.1521
Qha Flow (cfs) 1.5

ESTIMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 9/10/2014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: COVERED ARENA AREA
Project No.: 13017
Site Location (City)Town) Green Creek, Polk
CB # 6
The rational formula is:
Q =CIA
where:
0= peak rate ofmnoffincubic feet per second (cfs)
C = runoff coefficient an emlmical coefficient representing the
relationship between runfidt rate and nmoffrate
I = average intensity of rainfall in inchesrbm.. for a storm duratiw equal
to the rime of concentration. Tc
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03x.
Step 1. Determine the drainage area in aces.
Total Drainage Area 0.38
Step 1. Determine the runoff coetLciew. C, for the type of soillco%w in the
drainage area (Table 8.03b).
If the Lmd use and sod coves is homogenous over the drainage am a C
%Zlue tan be determined directly from Tabk 8.036. lfihere are mulripk soil
cover conditions, a weighted avenge ®rst be calculated, or the area may be
subdivided.
Subarea A (acres) 0.38
Subarea A Runoff Coefficient 0.9 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.5
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in/hr) 5.62
10 -year Rainfall Intensity, i (in/hr) 7.489
Step ;. Determine peal- discharge, 0 (cubic feet per second)• by multiplying
the previously determined factors using the rational formula (Sample Problem
8.03a);
0 =CIA
Qa Flow (cfs) 1.0678
Qto Flow (cfs) 1.4

ESTIMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: _JCW Date: 9f10/2014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Pro ect Name: COVERED ARENA AREA
Project No.: 13017
Site Location (City/Town) Green Creek, Polk
CB # 14
The rational formula is:
Q = CIA
Where:
Q = peakrate ofrtmoffm cubic feet per second (efs)
C = rtmoff coefficient, as empirical coefficient representing the
relationship betweenminfnll rate and maoffrate
I = average intensity of minfz0 in inchesihour. for a storm duration equal
to the time of concentration, T.
A = drainage am in acres
The general procedure for determining peak discharge using fire rational
forrmhla is presented below and illustrated in Sample problem 8.03x.
Step 1. Determine the drainage area in acct.
Total Drainage Area 0.51
Step 3. Determine the nawff coefficiem, C, far the gpe of soihcover in the
drainage area (Table 8.03b).
If the land use and sod cotes is homogenous over the dmiiagc area. a C
;aloe ran be determined directly from Table 8.036. If there are multiple sod
cover conditions, a weighted average unat be calculated, or the area may be
subdivided.
Subarea A(acres) 0.51
Subarea A Runoff Coefficient 0.9 Runoff coeRciem
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (aces)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.5
Step 3.
Go to Irtenslty Worksheet
Step 4.
2 -year Rainfall Intensity, 1(inlhr) 5.62
10 -year Rainfall Intensity, i (inlhr) 7.469
Step 5. Determine peak discharge- Q (cubic feetper second), by multiplying
the previously determined factors using the national form la (Sample problem
8.03x):
Q =CIA
Qx Flow (cfs) 1.4331
Qtu Flow (cfs) 1.9

ESTIMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 911 012 01 4
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: COVERED ARENA AREA
Project No.: 13017
Site Location (Cilylrown) Green Creek, Polk
CB # 5
The rational fomula is:
Q = CIA
where-
0 = peak rate of rumffin cubic feet per second (cfs)
C = naoff coefficien[, an empirical coefficient represe iag the
relationship between rainfall rate and rwofine
I = menage intensity of rainfall in mchevhour, for a storm duration equal
to the time of comoco, Lion. Tc
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample problem 8.03a.
Step 1. Determine the drainage area in acres.
Total Drainage Area 0.68
Step E. Determine the nmoff coefficiem. C, for the type of wih'cover in the
drainage area (Table 8.03b).
If the Lind use and sod nova is homogenous over the drainage area, a C
value can be detrmrmed directly from Table 8.03b. L there are multiple soil
coves conditions, a weighted avenge must be calcdared. or the area may be
subdivided.
Subarea A (acres) 0.68
Subarea A Runoff Coefficient 0.9 Runof( Coelydent
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.5
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in/hr) 5.62
10 -year Rainfall Intensity, i (in/hr) 7.489
Step S. Determine peak discharge, Q (cubic feet per second), by multiplying
the previously determined factors using the rational formula (Samplelimblem
8.03a);
O =CIA
Qa Flow (cfs) 1.9108
Qto Flow (cfs) 2.5

ESTIMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 9/10/2014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: COVERED ARENA AREA
Project No.: 13017
Site Location (City/Town) Green Creek, Polk
CIS # 4
The mucral formula is:
Q =CIA
where:
Q =peak rate of runaff in cubic feet per second (cfs)
C = macEcoefiiciem, an empirical coefficient representing the
relationship between rainfall rate and rtmoff rate
I = average intensity of raiuidl in inchevhour, for a stow duration equal
to the time of concermatim Ta
A= dva age area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample problem 8.03a.
Step 1. Determine the drainage area in acres.
Total Drainage Area 0.36
Step 2. Determine the rmtoff coefficiem, C, for the type of wil cover in the
drainage area (Table 8.03b).
If the laud use and sail cosec is homogenous over die drainage area, a C
value can be determined direcdy from Table 8.03b. If thete are multiple sod
corer conditions, a weighted average musr be calculated, or the area may be
subdivided.
Subarea A (acres) 0.36
Subarea A Runoff Coefficient 0.9 Runoff coet0clent
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.5
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (inthr) 5.62
10 -year Rainfall Intensity, i (infhr) 7.489
Step 5. Determine peak discharge, 0 (cubic feet per second). by multiplying
the previouslydetemtined factors using the rationalfowula (Sample problem
5.03a);
0 =CIA
Qa Flow (cfs) 1.0116
Qrs Flow (cfs) 1.3

ESTIMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 9/10/2014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: COVERED ARENA AREA
Project No.: 13017
Site Location (Cityrrown) Green Creek, Polk
CB # 16
The rational formula is
Q = CIA
winere:
Q = peak rate of runuff in cubic feet per second (cfs)
C = runoff coeff ciem, an empirical coefficient representing the
relationship between minfall rate and nmoff rare
I = average intensity of raincdl in inchevhour, for a storm duration equal
to the time of concentration, Tc
A = drainage area m acres
The general procedure for determining peak discharge using the rational
formula is presented below and i0us"ted in Sample Problem 8.03a
Step L. Determine the drainage area in aces.
Total Drainage Area 0.22
Step 2. Determine the nmoff coefficient. C, for the type of soil cover in the
drainage area (Table 8.03b).
If the land use and soil mw is homogenous over the drainage area, a C
tzlue ranbe determined directly from Table 8.03b. If there are multiple soil
cover conditions. a weighted average must be calculated, or the area may be
sobdicidcd.
Subarea A (acres) 0.22
Subarea A Runoff Coefficient 0.9 Runoff Coemcient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.5
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (In/hr) 5.62
10 -year Rainfall Intensity, i (inlhr) 7.489
Step S. Determine peak discharge, Q (cubic feet per second), by multiplying
the preciously determined factors using the rational formula (Sample Problem
8.03a);
O =CIA
Qa Flow (cfs) 0.6182
Qto Flow (cfs) 0.8

Rational Method
DWO Date:
ODOM ENGINEERING
COVERED ARENA AREA
13017
The mtowl formula is:
Q = CIA
uimere:
Q = peakrue ofmmnffin cubic feet per second (cis)
C = rnaff coefficient, an empirical coefficient representing the
relationship between rainfall rate and r unoff rate
I = average intensity of rainfall in incheshouc for a storm duration equal
to the time of concentration, To
A = draimrge area in acres
The general procedure for determining peak discharge using the rational
fermula is presented below and illustrated in Sample problem 8.03x.
Step 1. Determine the drainage area in acres.
Drainage Area 0.16
Shp 2. Determine the runoff coefficient. C. for the type of milco%w in the
drainage area (Table 8.03b).
If the land me and soil msc is homogenous over the drainage area. a C
salue can be determined directly from Table 8.036. If time are multiple soil
cover condition, a weighted average must be calculated or the area may be
subditided.
Subarea A(acres) 0.16
Subarea A Runoff Coefficient 0.9 Runoff Coealcienl
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.6
9
top 4.
-year Rainfall Intensity, I (inlhr) 5.62
0 -year Rainfall Intensity, I (inthr) 7.489
Step S. Determine peak discharge, Q (cubic feet per second). by multiplying
the previously determined factors using the rational formula (Sample Problem
8.03a):
Q =CIA
Flow (cfs) 0.4496
r Flow (cfs) 0.6

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
CB #7 TO CB #8
Circular
Diameter (ft) = 1.25
Invert Elev (ft) = 892.30
Slope ( %) = 0.50
N -Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 1.80
Elev (ft)
894.00
I..19 YI,
ESXIS9]
1300%
l
(
891.50
Wednesday, Sep 3 2014
Highlighted
Depth (ft)
= 0.55
Q (cfs)
= 1.800
Area (sqft)
= 0.52
Velocity (ft/s)
= 3.44
Wetted Perim (ft)
= 1.82
Crit Depth, Yc (ft)
= 0.54
Top Width (ft)
= 1.24
EGL (ft)
= 0.73
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
CB #7 TO CB #8
Circular
Diameter (ft) = 1.25
Invert Elev (ft) = 892.30
Slope ( %) = 0.50
N -Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 0.60
Elev (ft)
894.00
893.50
893.00
892.50
891.50
Wednesday, Sep 3 2014
Highlighted
Depth (ft)
= 0.31
Q (cfs)
= 0.600
Area (sqft)
= 0.24
Velocity (ft/s)
= 2.51
Wetted Perim (ft)
= 1.31
Crit Depth, Yc (ft)
= 0.31
Top Width (ft)
= 1.08
EGL (ft)
= 0.41
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAM Civil 3D® 2013 by Aulodesk, Inc.
CB #8 TO CB #10
Circular
Diameter (ft) = 1.25
Invert Elev (ft) = 891.50
Slope ( %) = 0.50
N -Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 4.10
Elev (ft)
893.00
I-1404-If
892.00
891.50
11
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Section
Wednesday, Sep 3 2014
= 0.93
= 4.100
= 0.98
= 4.18
= 2.61
= 0.82
= 1.09
= 1.20
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 31302013 by Autodesk, Inc.
CB #10 TO CB #11
Circular
Diameter (ft) = 1.25
Invert Elev (ft) = 891.10
Slope ( %) = 0.50
N -Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 4.60
Elev (ft)
893.00
892.50
891.50
Wednesday, Sep 3 2014
Highlighted
Depth (ft)
= 1.04
Q (cfs)
= 4.600
Area (sqft)
= 1.09
Velocity (ft/s)
= 4.21
Wetted Perim (ft)
= 2.88
Crit Depth, Yc (ft)
= 0.87
Top Width (ft)
= 0.93
EGL (ft)
= 1.32
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D@2013 by Autodesk, Inc.
CB #11 TO CB #12
Circular
Diameter (ft)
= 1.50
Invert Elev (ft)
= 890.60
Slope ( %)
= 0.50
N -Value
= 0.013
Calculations
Compute by:
Known Q
Known Q (cfs)
= 5.30
Elev (ft)
893.00
892.50
892.00
891.50
891.00
890.50
890.00
r
1
1
Section
2
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
3
Wedroday, Sep 3 2014
= 0.94
= 5.300
= 1.17
= 4.53
= 2.74
= 0.89
= 1.45
= 1.26
Depth (ft)
2.40
1.90
1.40
M •S
0.40
Et><iU]
i -0.60
4

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
CB #12 TO CB #13
Circular
Diameter (ft) = 1.50
Invert Elev (ft) = 890.20
Slope ( %) = 0.50
N -Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 5.70
Elev (ft)
892.00
891.50
Wednesday, Sep 3 2014
Highlighted
Depth (ft)
= 0.99
Q (cfs)
= 5.700
Area (sqft)
= 1.24
Velocity (ft/s)
= 4.59
Wetted Perim (ft)
= 2.85
Crit Depth, Yc (ft)
= 0.93
Top Width (ft)
= 1.42
EGL (ft)
= 1.32
Section
0 1 2 $
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Aulodesk, Inc.
CB #13 TO CB #2
Circular
Diameter (ft) = 1.50
Invert Elev (ft)
= 889.40
Slope ( %)
= 0.50
N -Value
= 0.013
Calculations
= 4.71
Compute by:
Known Q
Known Q (cfs)
= 6.30
Elev (ft)
891.00
890.50
i
388.50
Wednesday, Sep 3 2014
Highlighted
Depth (ft)
= 1.06
Q (cfs)
= 6.300
Area (sqft)
= 1.34
Velocity (ft/s)
= 4.71
Wetted Perim (ft)
= 3.00
Crit Depth, Yc (ft)
= 0.97
Top Width (ft)
= 1.36
EGL (ft)
= 1.40
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD9) Civil 3D® 2013 by Autodesk, Inc.
CB #1 TO CB #2
Circular
Diameter (ft) = 1.25
Invert Elev (ft) = 889.40
Slope ( %) = 0.50
N -Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 1.10
Elev (ft)
891.00
C
890.50
889.50
l
888.50
Wednesday, Sep 3 2014
Highlighted
Depth (ft)
= 0.42
Q (cfs)
= 1.100
Area (sqft)
= 0.36
Velocity (ft/s)
= 3.02
Wetted Perim (ft)
= 1.55
Crit Depth, Yc (ft)
= 0.42
Top Width (ft)
= 1.18
EGL (ft)
= 0.56
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
CB #2 TO CB #3
Circular
Diameter (ft)
= 2.00
Invert Elev (ft)
= 888.80
Slope ( %)
= 0.50
N -Value
= 0.013
Calculations
Compute by:
Known Q
Known Q (cfs)
= 8.60
Elev (ft)
891.00 —
890.50
:•I U1
E
.1- i t
f
888.00
I
1
Section
2
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Sep 3 2014
= 1.05
= 8.600
= 1.68
= 5.12
= 3.25
= 1.05
= 2.00
= 1.46
Depth (ft)
2.20
1.70
1.20
0.70
0.20
-0.30
1 -0.80
4

Channel Report
Hydraflow Express Extension for AutoCAC® Civil 31382013 by Autodesk, Inc.
CB #3 TO CB #4
Q (cfs)
Circular
Area (sgft)
Diameter (ft)
= 2.00
Invert Elev (ft)
= 888.20
Slope ( %)
= 0.50
N -Value
= 0.013
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 10.10
Wednesday, Sep 3 2014
Highlighted
Depth (ft)
= 1.15
Q (cfs)
= 10.10
Area (sgft)
= 1.88
Velocity (fUs)
= 5.38
Wetted Perim (ft)
= 3.45
Crit Depth, Yc (ft)
= 1.14
Top Width (ft)
= 1.98
EGL (ft)
= 1.60
Elev (ft) Section Depth (ft)
891.00 2.80
890.50 2.30
- - --- - - - - --
890.00 1.80
889.50 1.30
889.00 0.80
888.50 0.30
888.00 -0.20
887.50 -0.70
0 1 2 3 4
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
CB #6 TO CB #5
Circular
Diameter (ft) = 1.25
Invert Elev (ft) = 892.00
Slope ( %) = 0.50
N -Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 1.40
Elev (ft)
� 894.00
893.50
892.50
892.00
891.50
Wednesday, Sep 3 2014
Highlighted
Depth (ft)
= 0.48
Q (cfs)
= 1.400
Area (sgft)
= 0.44
Velocity (ft/s)
= 3.21
Wetted Perim (ft)
= 1.67
Crit Depth, Yc (ft)
= 0.47
Top Width (ft)
= 1.22
EGL (ft)
= 0.64
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
CB #14 TO CB #5
Circular
Diameter (ft) = 1.25
Invert Elev (ft)
= 892.00
Slope ( %)
= 0.50
N -Value
= 0.013
Calculations
= 3.48
Compute by:
Known Q
Known Q (cfs)
= 1.90
Elev (ft)
894.00
893.50
893.00
892.50
892.00
391.50
Wednesday, Sep 32014
Highlighted
Depth (ft)
= 0.57
Q (cfs)
= 1.900
Area (sqft)
= 0.55
Velocity (ft/s)
= 3.48
Wetted Perim (ft)
= 1.86
Crit Depth, Yc (ft)
= 0.55
Top Width (ft)
= 1.25
EGL (ft)
= 0.76
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 31)8 2013 by Autodesk, Inc.
CB #5 TO CB #4
Circular
Diameter (ft) = 1.50
Invert Elev (ft) = 888.20
Slope ( %) = 0.50
N -Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 5.80
Elev (ft)
— 890.00
889.50
r
887.50
Wednesday, Sep 3 2014
Highlighted
Depth (ft)
= 1.00
Q (cfs)
= 5.800
Area (sqft)
= 1.26
Velocity (ft/s)
= 4.62
Wetted Perim (ft)
= 2.87
Crit Depth, Yc (ft)
= 0.93
Top Width (ft)
= 1.41
EGL (ft)
= 1.33
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 300 2013 by Autodesk, Inc.
CB #4 TO CB #15
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.00
Invert Elev (ft)
= 887.80
Slope ( %)
= 0.50
N -Value
= 0.013
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 17.20
Elev (ft)
Section
890.00
889.50
889.00
888.50
888.00
887.50
.87.00
Wednesday, Sep 32014
Highlighted
Depth (ft)
= 1.87
Q (cfs)
= 17.20
Area (sqft)
= 3.06
Velocity (ft/s)
= 5.63
Wetted Perim (ft)
= 5.26
Crit Depth, Yc (ft)
= 1.50
Top Width (ft)
= 0.98
EGL (ft)
= 2.36
Depth (ft)
2.20
1.70
1.20
0.70
0.20
-0.30
-0.80
0 1 2 3 4
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
CB #16 TO CB #15
Circular
Diameter (ft)
= 1.25
Invert Elev (ft)
= 887.80
Slope ( %)
= 0.50
N -Value
= 0.013
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.80
Elev (ft)
490.00
v
Section
889.50
l
887.50
887.00
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Sep 3 2014
= 0.36
= 0.800
= 0.29
= 2.72
= 1.42
= 0.35
= 1.13
= 0.48
0 1 2 3 4
Reach (ft)
Depth (ft)
2.20
1.70
1.20
0.70
0.20
-0.30
M

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3M 2013 by Autodesk, Inc.
CB #15 TO DIVERTER
Circular
Diameter (ft)
= 3.00
Invert Elev (ft)
= 887.70
Slope ( %)
= 0.50
N -Value
= 0.013
Calculations
Compute by:
Known Q
Known Q (cfs)
= 18.60
Elev (ft)
191.00
E:I:UNIC,,
886.00
0
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
l
2 3
Reach (ft)
9
Depth (ft)
3.30
2.30
1.30
0.30
-0.70
1.70
5
Wednesday, Sep 3 2014
= 1.31
= 18.60
= 2.97
= 6.26
= 4.33
= 1.38
= 2.98
= 1.92

Project Information:
Project Name:
StormT
Location:
@Ch°
Date:
o,�nm.rmra,no.,•acua:ve
Engineer.
Subsurface SLormwatut Managernent "
StomnTech RPM:
MC -3500 Site Calculator
F em Requirements
System Sizing
I-
Number of Chambers Required
99
each
Required Storage Volume
CF
Number of End Caps Required
12
each
Stone Porosity (Industry Standard = 40 %)
%
Bed Size (including perimeter stone)
5,448
square feet
Stone Above Chambers (12 inch min.)
steel
inches
Stone Required (including perimeter stone)
976
tons
Stone Foundation Depth (9 inch min.)
inches
Volume of Excavation
1312
cubic yards
Average Cover over Chambers (24 inch min.)
inches
Non -woven Filter Fabric Required (20% Safety Factor)
1704
square yards
Bed size controlled by WIDTH or LENGTH?
Length of Isolator Row
126.6
feet
Limiting WIDTH or LENGTH dimension
Non -woven Isolator Row Fabric (20% Safety Factor)
219
square yards
Woven Isolator Row Fabric (20% Safety Factor)
279
square yards
Storage Volume per Chamber
178.9
CF
Storage Volume per End Cap
46.9
CF
Installed Storage Volume
18274
cubic feet
Controlled by Length
24
inches
Maximum Length= 130 feet
lsem)(sla mm).',
MAX MIN.
5 rows of 17 chambers
F 12
1 row of 14 chambers
inches
Maximum Length =
126.6
feet
05'
Maximum Width=
44.3
feet
(114amm)
]T'
9
Inches
(1956 mm)
This represents the estimated material and site work costs (US dollars) for the project. Materials excluded from this estimate are conveyance pipe, pavement
design, etc. It is always advisable to seek detailed construction costs from
local installers. Please contact STORMTECH at 888- 892 -2694 for additional cost
information.