20131200 Ver 2_Area 2 - stormwater calcs_20140909

Da
• ■ L

TRYON EQUESTRIAN
8/18/2014
STORMWATER TREATMENT AND RETENTION AREA 2
i Data
Total drainage area(Acres) 11.11 483,5161 23250
Impervious drainage (Acres) 6.51 283,140
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 = 0.58
WATER QUALITY VOLUME DETERMINATION
V = 3630 *Rc *Rv *A
Where: V = Minimum volume of pond from perm pool to temp pool (ft)
1
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
Rate (cfs) = 0.13
D = V((4 *Q) /(14*Cd *J(2 *g *H)))
Where: Q = Flowrate (cfs).
Cd = Coefficient of Discharge = 0.6
g = acceleration of gravity (ft/sec sgrd) = 32.2
H = Headwater (ft)
Orifice Dia. (in) = 1.90.
Use a 1.75" orifice
l

i
Rational Method
Designed By: JCW Date: 8/18/2014
Checked By: DWO Date:
Company: ODOM ENGINEERING _
Project Name: Tryon Equestrian AREA 1
Project No.: 13017
BASIN
The rational for m l- is:
Q = CIA
where:
Q = peak rate ofronoff in cubic feer per second (c &)
C = nmeff coefficient, an empirical coefficient representing the
relationship behveea murfall rate and nnaff raw
I =merage intensity of rainfall is inches.hour, for a storm duration equal
to the time ofconcmnatiom T.
A = drainage arm in acres
The general procedure for determining peak discharge ming the rational
formula is presented below and illmnated in Sample Problem 8.03a.
Step 1. Determine the drainage area in acres.
Drainage Area 0.43
Step 2. Determine the mooff coefciew. C, for the type of so&cmw in the
dainage area (Table 8.03b).
If the land we and soil corer is homogenous over the drainage area. a C
talue can be determined directly from Table 8.03b. If there are multiple soil
cover conditions, a weighted average must be calculated, or the area may be
sub&-Aed.
Subarea A (acres) 0.43
Subarea A Runoff Coefficient 0.7 Runoff Coefticlem
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.7
3.
2 -year Rainfall Intensity, i (in/hr) 0
10 -year Rainfall Intensity, i (inthr) 7.48
Step 5. Determine peak discharge. Q (cubic feet per second). by multiplying
the pretiomly determined factom using the national formula (Sample problem
SA3a);
Q =CIA
Qr Flow (cfs) 0
Qta Flow (cfs) 2.3

Rational Method
Data
8/1812014
tl By: DWO Date:
ly: ODOM ENGINEERING
Name: Tryon Equestrian AREA 1
No.: 13017
1
The annual formula is:
0 =CIA
uhere:
0 = peak ate of nmoff in cubic feet per second (cfs)
C = nmolf coefficient, an empirical coefficient representing the
relationship bmsxeammfall ate and amoffate
I = atmae intensity of mrfall in inchevhour, for a storm dilation equal
to the time of concentration. Tc
A = drainage area in acres
The general procedure for determining peak discharge using the rational
for mils is presented below and illusmated in Sample problem 8.03a.
Step 1. Determine the drainage area in acres.
Total Drainage Area 0.43
Step 2. Determine the ntuoff coefficient. C, for the t}pe of soib'cover in the
damage area (fable 8.03b).
If the land use and soil rout is homogenous over the drainage acca, a C
:slue can be de
ermined directly from Table 8.03b. If there arc multiple sail
corer conditions. a weighted avenge must: be calculated, or the area may be
subdaided.
Subarea A (acres) 0.43
Subarea A Runoff Coefficient 0.7 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 0.7
3.
Step 4.
2 -year Rainfall Intensity, i (in/hr) 0
25 -year Rainfall Intensity, i (inlhr) 7.48
Step 5. Demoniac peal- discharge, Q (cubic feet per second), by multiplying
the previously determined £anon using the rational formula (Sample problem
8.03x);
0 =CIA
Flow (cfs) 0
Flow (cfs) 2.3

i
C
ESTUMTING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 8/1812014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Project No.: 13017
Site Location (City/Town) tryon
CATCH BASIN # 19
The rational formuU is:
Q = CIA
where:
0 = peak rate of nmoff in cubic feet per second (cfs)
C = nmoff coefficient, an empirical coeffideat representing the
relationship between rainfall rate and nmoffrate
I = average intensity of rainfall is inchesibom. fm a storm, duration equal
to the time of concentration. Tc
A = thaimage area in aces
The general procedure for determining peak discharge ming the rational
formula is presented below and illmtmted in Sample Problem 8.03a.
Step 1. Determine the drainage aua in acres.
Total Drainage Area 0.16
Step 1. Determine the runoff coefficient. C, for the type of soil+cover in the
drainage area (rabic 8.03b).
If the land use and soil cover is homogenmu over the drainage area, a C
value ran be determined directly from Table 8.03b. If there are multiple soil
coca conditions. a weighted average must be calculated. or the area may be
subdivided.
Subarea A (acres) 0.16
Subarea A Runoff Coefficient 0.7 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 0.7
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, 1 (in /hr) 0
26 -year Rainfall Intensity, i (in /hr) 7.48
Step 5. Determine peak discharge. 0 (cubic feet per second), by multi Iving
the previously determined factors using the rational formula (Sample problem
8.03a);
Q =CIA
Q. Flow (cfs) 0
Qaa Flow (cfs) 0.8

Rational Method
Data
DWO
ODOM ENGINEERING
Tryon Equestrian AREA 1
13017
11
The rational formula is:
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoffcoetficear, an empirical coefficient representing the
relationship betsseen rainfall rate amt ntaoffrate
I = auerageimensityofraintallmi ndresrhour,fora,omaduratioaequA
to the time of concCtration. 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.
Drainage Area 0.15
Step 2. Determine the runoff coefficient. C, for the type of soil/cover in the
drainage area (Table 8.03b).
If the land use and soil can is homogenous mw the drainage area, a C
%vlue can be determined directly from Table 8.03b. lfthere are multiple soil
carer conditions. a weighted average must be calculated. or the area may be
subdivided.
Subarea A (acres) 0.15
Subarea A Runoff Coefficient 0.7 Runoff Coeffielent
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.7
3.
4.
n Rainfall Intensity, i (in /hr) 0
tar Rainfall Intensity, i (in/hr) 7.48
Step 5. Determine peak discharge. Q (cubic fret per second). by multiplying
the preciously determined factors using the national formula (Sample Problem
8.03a);
Q =CIA
IQr Flow (cfs) 0
Qta Flow (cfs) 0.8

Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: W1812014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: _ Tryon Equestrian AREA 1
Project No.: 13017
Site Location (Cityfrown) tryon
CATCH BASIN # 12
The rational formula is:
C = CIA
avere.,
0 = peak rate of runoff in cubic feet per snood (cfs)
C = nmoff coe&cient. an empirical coefficient representing the
relationship bet%%x rainfall rare and nmoffrate
I = arrrage intensity ofmiafall in inchevhour, far a stave duration equal
to the time of concentration. T.
A = drainage area in acres
The general procedure fm determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 3.03x.
Step 1. Determine the drainage area in acres.
Total Drainage Area 0.85
Step 2. Determine the r moll coefficient C, for the type of so1cover in the
drainage area (Table 3.03b).
If the hW use and soil cover is homogenaus aver the drainage area. a C
cable canbe determined directly from Table 8.036. If there are multiple sod
caxr conditions. a weighted avenge must be calculated or the area may be
subdivided.
Subarea A (acres) 0.85
Subarea A Runoff Coefficient 0.7 Rural 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 0.7
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, f (In/hr) 0
25 -year Rainfall Intensity, i (In/hr) 7.48
Step >. Determine peak discharge. Q (cubic feet per second), by multiplying
the prniously determined factors using the rational formula (Sample problem
8.03a):
Q =CIA
Qa Flow (cfs) 0
Qta Flow (cfs) 4.5

ESTIMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 8/1812014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Project No.: 13017
Site Location (Cityrrown) tryon
CATCH BASIN # 20
The rational formula is:
Q =CIA
where:
Q = peak rate ofnmoffin cubic feet per second (cfs)
C = nmoff coet5amt, an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of tamiatl in inclacwhour, for a storm duration equal
to die time of concentration. Tc
A = drainage area in acres
The gesteral procedure for determining peak discharge using the rational
formula is preserved below and illustrated in Sample Problem 8.03a.
Step 1. Determine the drainage area in acres.
Total Drainage Area 0.16
Step 3. Determine the nutoff coefficient. C. for the type of sobcover in the
drainage area (Table 8.03b).
If the land use and soil cuts is homogenous over the drainage area, a C
valuc cm be determined directly from Table 8.036. If there are multiple sod
cocv conditions. a weighted average most be calculated. or the area may be
subditided.
Subarea A (acres) 0.16
Subarea A Runoff Coefficient 0.7 Runoff Coetriaent
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.7
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (inthr) 0
25 -year Rainfall Intensity, i (in/hr) 7.48
Step 5. Determine peak discharge. Q (cubic feet per second), by multiplying
thepretiously determined factors using the rational formula (Sample problem
8.03x);
Q =CIA
Qa Flow (cfs) 0
Qto Flow (cfs) 0.8

ESTIMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 8/18/2014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Project No.: 13017
Site Location (Cityfrown) tryon
CATCH BASIN # 13
The rational formula is:
Q = CIA
where:
Q = peak rate of nmoffin cubic feet per second (cfs)
C = runoffcoetTusent. an empirical coefficient representing the
relationship between min fall rate and amoffrate
1 = average intmsity of rainfall m inchesthouc. for a storm dtrauon equal
to the time of concentration, T.
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. Deteratioe the drainage area in acres.
Total Drainage Area 0.15
Step 2. Determine the nmoff coefficient, C. for the type of soillcover in the
drainage area (Table 8.03b).
If the Land use and soil rotor is homogenous mw the drainage area. a C
aalue ran be detenffined directly from Table 8.03b. If there are multiple sod
cover conditions, a weighted average must be calculated. or the area may be
subdivided.
Subarea A (acres) 0.15
Subarea A Runoff Coefficient 0.7 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 0.7
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (inthr) 0
25 -year Rainfall Intensity, i (irdhr) 7.48
Step 5. Determine peak discharge, Q (cubic feet per second), by muluplyin¢
the preciously determined factors using the rational formula (Sample problem
8A3a)_
Q =CIA
Qr Flow (cfs) 0
Qta Flow (cfs) 0.8

Rational Method
Designed By: JCW Date: 8/1812014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Project No.: 13017
The rational formula is:
Q = CIA
where:
Q = peak rate of mauffin cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relationship between rainfill rare and runoffrate
I = average intensity ofrainfdt in inchesh= for a stoma duration equal
to the time econceanation. T.
A = drainage area in aces
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 0.43
Step 2. Determine the runoff coefficient. C. for the type of soilimver is die
drainage area (Table 8.03b).
If the land use and soil cover is homogenous over the drainage am a C
valve can be determined directly from Table 8.03b. If there are multiple sod
cover conditions, a weighted average must be calculated, or the area may be
subdivided.
Subarea A (acres) 0.43
Subarea A Runoff Coefficient 0.7 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 0.7
0
4.
r Rainfall Intensity, i (in/hr) 0
at Rainfall Intensity, 1 (in/hr) 7.48
Step 5. Detention, peak discharge, Q (cubic fret per second), by multiplyvig
the previously determined factors using the rational formula (Sample Problem
Q =CIA
Flow (cfs) 0
i Flow (cfs) 2.3

Rational Method
Designed By: JCW Date: 8118/2014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Project No.: 13017
Location (Ci
CH BASIN #
The mtiooal formula is:
Q =CIA
Where:
Q = peak rate of nmoff in cubic feet per second (cfs)
C = nmoffcoefficient, an empirical coefficient representing the
relationship between rainfall rate and nmaff rate
I = average intensity of ramfill in iuches!hour. for a storm duration equal
to the time of concentration, T.
A = drainage area in acres
The general procedure for determining peak discharge using the rational
fcrnma is presented Wen, and illustrated in Sample Problem 8.03a.
Step L Determine the drainage area in acres.
Drainage Area 0.43
Step 2. Determine the runoff coe3tciem, C. for the type of wilicover in the
drainage area (Table 8.03b).
If the Land use and soil cover is Itonsogenous over the drainage area, a C
value can be determined directly from Table 8.036. If there are multiple soil
cover conditions, a weighted average most be calculated, or the area may be
subdivided.
Subarea A (acres) 0.43
Subarea A Runoff Coefficient 0.7 Runoff Coet0cient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weiahted Runoff Coefficient 0.7
3.
4.
r Rainfall Intensity, i (inthr) 0
ar Rainfall Intensity, i (inthr) 7.48
i. Determine peak discharge. Q (cubic feet per second), by multiplying
reviously determined factors using the mrional foruada (Sample Problem
Q =CIA
Flow (cfs)
Flow (cfs)
0
2.3

Rational Method
Designed t3y:
JCW Date:
Checked By:
DWO Date:
Company:
ODOM ENGINEERING
Project Name: —
Tryon Equestrian AREA 1
21
The rational formula is:
Q = CIA
Where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = mnoffcoefficient, an empirical coeffaciept representing the
relationship between rainfall rate and nmoffore
I = average intensity of rainfall in mchestbour. for a storm duration equal
to ate time of concentration. Tc
A = drainage area m acres
The general procedure far det<rmanug peak disdnrge using tL•e irmonal
formula is presented belmv and illustrated in Sample problem 8.03a.
Step 1. Determine the drainage a, in acres.
otal Drainage Area 0.16
Step 2. Dveca,m the runoff coe5cient. C. for the type of soil cover in the
drainage area (Table 8.03b).
If the Land use and soil cover is homngenom over the drainage area, a C
;clue can be derermived directly from Table 8.03b. If there are multiple sod
cover conditions, a weighted avenge must be calculated. or the am may be
subdivided.
8118/201
Subarea A (acres) 0.16
Subarea A Runoff Coefficient 0.7 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 0.7
3.
Step 4
2 -year Rainfall Intensity, i (Iri 0
25 -year Rainfall Intensity, i (tnthr) 7.48
Step S. Determine peak discharge. Q (cubic feet per second), by multiplying
theprevimssly detemmiaed factors using the rarkmaillonnula (Sample problem
8.03x):
Q =CIA
Qa Flow (cfs) 0
Qts Flow (cfs) 0.8

ESTIMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 8/1812014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1 _
Project No.: 13017
Site Location (City/Town) tryon
CATCH BASIN # 14
The rational formula is:
Q = CIA
Where:
Q = peak rate ofmmffin cubic Peer per second (eG)
C = nmoff coefficiew. au empirical coefficient representing the
relationship bewveen minGll rate and runoff ram
I = average intensity of rainEdl in inchesltour, for a storm duration equal
to the time of concentration. Te
A = drainage area in saes
The general procedure for deteramang peak discharge acing the rational
formula is presented below and illustrated in Sample problem 8.03 a.
Step 1. Determine the drainage area ht acre.
Total Drainage Area 0.14
Step 2. Determine the rumff coefficient. C, for the type of soih'cover in the
drainage area (Table 8.03b).
If the land use and soil cover a homogenous over the drainage area, a C
value can be determined directly from Table 8.03b. If there are multiple soil
coca canditions. a weighted average must be calculated. or the area may be
subdivided.
Subarea A (acres) 0.14
Subarea A Runoff Coefficient 0.7 Runoff Coet0ciem
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.7
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr) 0
25 -year Rainfall Intensity, i (inntr) 7.48
Step S. Determine peal- discharge. Q (cubic feet per second), by multiplying
the previously determined factors using the rationalfommla (Sample problem
8.03a);
Q =CIA
Qi Flow (cfs) 0
Qta Flow (cfs) 0.7

Rational Method
JCW Date: 8/1
DWO Date:
ODOM ENGINEERING
Tryon Equestrian AREA 1
The rational formula is:
Q = CIA
where:
O = peak rate of runoff in cubic feet per second (cfs)
C = nmoffcoefficient. an empirical coefficient represeming the
relationship between rainfall rate and nmoffrate
I = average intensity of rainfall in inches/hour. for a storm duration equal
to the rime of coacentration. Tc
A = drainage area in acres
The general procedure fa determining peak discharge using the rational
formula is presented below and illustrated m Sample problem 8.03a.
Step 1. Determine the drainage area in acres.
Drainage Area 0.83
Step 2. Determine the runoff coefficient, C. For the type of smiVcover in the
drainage area (Table 8.03b).
If the laud use and soil cover is homogenous mw the drainage area, a C
value can be determned directly from Table 8.03b. If there are multiple soil
cover conditions, a weighted average rnusr be calculated, or the area may be
subdivided.
Subarea A (acres) 0.83
Subarea A Runoff Coefficient 0.7 Runoff Coegldem
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.7
3.
I2 -year Rainfall Intensity, i (in/hr) 0
25 -year Rainfall Intensity, i (in1hr) 7.48
S. Determine peak discharge. Q (cubic feet per second), by multiplying
mgously determined factors using the rational fommmla (Sample Problem
Flow (cfs)
Flow (cfs)
Q =CIA
0
4.3

ESTIMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JGW Date: 811812014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Project No.: 13017
Site Location (City/Town) tryon
CATCH BASIN # 25
The national formula is:
Q = CIA
where:
0 = peaknte of nwaff iambic feer per second (efs)
C = runoff coefficient, an empirical coefficient representing the
relationship bewseen rainfall rate and runoff rate
I = aterage intensity of rainfall in inches!hour, for a stoma duration equal
to dw time of concentration, T.
A = drainage area in acres
The general procedure for detenahting peak discharge using tk rational
formula is pre ted below and illustrated in Sample Problem 8.03a.
Step L Determine the drainage area in acres.
Total Drainage Area 0.18
Step 2. Determne the runoff coefficient. C, for the tape of soil cover in dw
drainage area (Table 8.03b).
If the Land use and sail cover is homogenous over the drainage area, a C
value can W denermined directly from Table 8.03b. If there are multiple soil
cover conditions. a weighted aterage muss be calculated, or the area may be
subdivided.
Subarea A (acres) 0.18
Subarea A Runoff Coefficient 0.7 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 0.7
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr) 0
25 -year Rainfall Intensity,1 (In/hr) 7.48
Step S. Deternvne peak discharge, Q (cubic feet per second), by multiphitg
the previously detennined factors using the rational formula ( Sample Problem
8.03a);
Q =CIA
Qa Flow (cfs) 0
Qte Flow (cis) 0.9

(
Rational Method
IReference Data I
Designed By: JCW Date: 8118f2014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Project No.: 13017
The rational formulaic
Q =CIA
where:
Q = peakrate ofrnnoffin cubic feet per second (chi)
C = nmoff coefficient an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = ataage intensity of rainfall m iuchesihour. far a storm durarion equal
to the time of concentration T.
A = drairuge area in acres
The general procedure for detautimag 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 0.14
Step 3. Determine the maoff coefficient. C. for the type of willcover in the
drainage area (Table 8.03b).
If the land use and soil ewer is horuogenous oaer the drainage area, a C
ralue can be determined directly from Table 8.03b. If there are multiple soil
emir conditions, a weighted mirage must be calcuLued. or the area may be
subdivided.
Subarea A(acres) 0.14
Subarea A Runoff Coefficient 0.7 Runoff coetrcient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.7
3.
4.
u Rainfall Intensity, i (in/hr) 0
tar Rainfall Intensity, i (Inlhr) 7.48
Step 5. Determine peak discharge, Q (cubic fret per eecoud), by multiplying
the previously determined factors, using the mtioml formula (Sample problem
Q =CIA
Flow (cfs) 0
,Flow (cfs) 0.7

Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 8118.12014
Checked By: DWO Date:
Company: : ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Project No.: 13017
Site Location (Cityfrown) "Yon
CATCH BASIN # 24
The rational formula is:
Q = CIA
where:
Q = peakrate of rrmoffin cubic feet per second (cfs)
C = runoff coeffctent, an emphical coefficient representing the
relationship between mhrfell rate and tuncffrate
I = sv r ge intensity of rainfall in inchevitour. for a storm duration equal
to the time 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 8.03a.
Step 1. Determine the drainage area in acres.
Total Drainage Area 0.08
Step 1. Determine the runoff coefficient, C. for the type of wilicoves in the
drainage am (Table 8.03b).
If the land use and soil cover is homogenous over the drainage area. a C
value ran be determined directly fam Table &03b. Lrthere are multiple soil
cover conditions, a Weighted average Muir be calculated or the area map be
subdivided.
Subarea A (acres) 0.08
Subarea A Runoff Coefficient 0.7 Runoff Coefflclerd
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.7
Stop 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (In/hr) 0
25 -year Rainfall Intensity, i (iNhr) 7.48
Step e. Determine peak discharge. Q (cubic feet per semnd), by multiplying
the previously detemriced factors using the rational fonnuli (Sample problem
8.033):
Q =CIA
Qt Flow (cfs) 0
Qto Flow (cfs) 0.4

ESTIMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 8)18)2014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Project No.: 13017
Site Location (Cityfrown) tryon
CATCH BASIN # 24B
The rational formula is:
Q = CIA
where:
Q = peak rate of mnoff in cubic feet per second (cfs)
C = nmoff eoeffraeac, an empirical coefficient representing the
relationship bcmee minfdl rate and ntnoffraw
I = average intensity ofrairdall in inchesrbour, for a storm duration equal
to the time 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 8.03a.
Step 1. Determine the drainage area in acres.
Total Drainage Area 0.05
Step 3. Determine the nmoff coeff Ginn. C. for the type of wil/cover in dt
drainage area (Table 8.03b).
If the land use and soil cover is homogenous ova the drainage area, a C
%aloe caabe determined directly from Table 8.03b. If there are multiple soil
cores conditions, a weighted average must be calculated, or the area may be
subdi%tided.
Subarea A (acres) 0.05
Subarea A Runoff Coefficient 0.7 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 0.7
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in/hr) 0
25 -year Rainfall Intensity, i (inlhr) 7.48
Step 5. Determine peak discharge. Q (cubic feet per second), by multiplying
the prmionsly determined factors using the rational funmmla (Sample Problem
8.03a),
Q =CIA
Qa Flow (cfs) 0
Q %s Flow (cfs) 0.3

ESTIMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 8/18/2014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Project No.: 13017
Site Location (City/Town) tryon
CATCH BASIN # 26
The rational formula is
Q = CIA
where:
Q = peak rate of nmoffin cubic feet per second (cfs)
C = ruooffcoefficient. an empirical coefficient representing the
relationship between rabdzll rate and n taff rare
I = mtraae intensity of rainn0 in inch hour. for a Vann duration equal
to die time of concentration. T.
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presentedbelosv and illustrated in Sample Problem 8.03a.
Step L Determine the drainage area in acres.
Total Drainage Area 0.11
Step 2. Determine the mmoff coefficient, C. for the type of soille"er in the
drainage area (Table 8.03b).
If the laud use and soil cover is homogenous over due drainage area, a C
value can be determined directly from Table 8.03b. L there are multiple sod
cover conditions, a weighted avenge must be calculated, or the area may be
subdivided.
Subarea A (acres) 0.11
Subarea A Runoff Coefficient 0.7 Runoff Coef dent
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.7
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (inlhr) 0
25 -year Rainfall Intensity, i (inRtr) 7.48
Step 5. Deemame peak discharge. Q (cubic fret per second), by multipipag
du previously determined factors using the rational formula (Sample Problem
8.031):
Q =CIA
Qr Flow (cfs) 0
Qta Flow (cfs) 0.6

ESTIMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 81182014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Project No.: 13017
Site Location (City/Town) byon
CATCH BASIN # 17
The rational formula is:
Q = CIA
where:
Q = peakrate of runoff in cubic feet per second (efs)
C = runoff coeffciem, an empirical coefficient representing the
relltianship between rainfall rate and nmoffrate
I = average intensity ofraiefall in incltes2hour. for a storm duration equal
to the time of concentratiom T.
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 0.47
Step 2. Determine the nmoff coefficient. C. for the type of soilicover in dae
drainage area (Table 8.036).
If the Land use and soil coyer is homogenous oter the drainage area, a C
tzlue can be determined directly from Table 8.03b. If there are multiple soil
cover conditions, a weighted avenge must be calculated, or the area may be
Subdivided.
Subarea A (acres) 0.47
Subarea A Runoff Coefficient 0.7 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 0.7
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in/hr) 0
25 -year Rainfall Intensity, i (in/hr) 7.48
Step S. Determine peak discharge, Q (cubic feet per second), by mulnplying
die pmiously determined factors using the rational formula (Sample problem
8.03a):
0 =CIA
Qt Flow (cfs) 0
Qta Flow (cfs) 2.5

C
ESnMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 8/18/2014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Project No.: 13017
Site Location (Citylrown) Tryon
CATCH BASIN # 27
The rational formula is:
Q = CIA
where:
Q = peaknte of nmoff in cubic feet per second (cfs)
C = nmoffcoefErient, an empinal coefficient representing the
relationship between rainfall rate and mooffnee
I = average intensity of minfall in inches %hour. for a storm duration equal
to the time of concentration. Tn
A = drainnge area in aces
The general procedure for determining peak discharge using the rational
formula %presented betov and illustrated or Sarple?roblem 8.03a.
Step L Determine the drainage area in acres.
Total Drainage Area 0.46
Srep 2. Determine tine nunoff coefficient, C, for the type of soil:cover in the
damage area (Table 8.03b).
If the land use and soil cover a homogenous over du drahmge area, a C
imbue can be determined directly from Table 8.03b. If there ue multiple soil
cover conditions, a weighted average must be calculated, or the area may be
subdivided.
Subarea A (acres) 0.46
Subarea A Runoff Coefficient 0.7 Runoff Coefridem
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.7
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr) 0
25 -year Rainfall Intensity, i (in /hr) 7.48
Step 5. Determine peak discharge. Q (cubic feet per second). by muluplyiag
the poniously determined factor using the rational formula (Sample problem
8.03a);
Q =CIA
Qa Flow (cfs) 0
Qta Flow (cfs) 2.4

r
Rational Method
JCW Date: 8/181201
DWO Date:
CDOM ENGINEERING
Tryon Equestrian AREA 1
tryon
The rational formula is:
Q = CIA
where:
Q = peakrate of runoff in cubic feet per second (c@)
C = nmoff coeffictet, an empirical coefficient representing the
relationship between rainfa0 rate and nmoffrate
I = aterage intensity ofrainfdl inmchevhour. far a storm dumrim equal
to the time of concentration. Tc
A= drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated to Sample Problem 8.03x,
Step 1. Determine the drainage = in acres.
Total Drainage Area 0.09
Step?. Determine the mnoff coefficient C. for the type of soilicover in the
drainage area (Table 8.036).
If the land use and soil cover is homogenous over the drainage are, a C
value can be determined directly from Table 8.03b. If there are multiple sod
cotes conditions. a we ghtcd average must be calculated, or the are may be
subditided.
Subarea A (acres) 0.09
Subarea A Runoff Coefficient 0.7 Ruaaa Coemdent
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weiqhted Runoff Coefficient 0.7
i)1
(Step 4.
2 -year Rainfall Intensity, i (inRu) 0
25 -year Rainfall Intensity, i (inmr) 7.48
Step S' Determine peak discharge. 0 (cubic feet pet second), by mulupl3^ing
the previously determined factors using the national formula (Sample problem
8.03x):
Q =CIA
Flow (cfs) 0
Flow (cfs) 0.5

Rational Method
Data
8/1
d By: DWO Date:
ly: ODOM ENGINEERING
Name: Tryon Equestrian AREA 1
No,: 13017
The mtional formula is:
Q =CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoffcoeBuiew, an empirical coefficient mmetr ing the
relatimshipbehvera rainfall ore and rtmoffare
I = average intensity ofminill in inches'hour. for a start duration equal
to the time of cmceatratim Tm
A = damage area in acres
The genera 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 0.12
Step 3. Determine the runoff conLciem. C. for the type of soillcocer in the
drainage area (Table 8.03b).
If the Land use and soil rover rs homogenous ova the dmiaaae area, a C
tulue can be determined directly from .Table 8.03b. If there are multiple sod
rover conditions, a weighted average most be calculated, or the area may be
subdivided.
Subarea A (acres) 0.12
Subarea A Runoff Coefficient 0.7 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 0.7
2
(Step 4.
2 -year Rainfall Intensity, i Cnlhr) 0
25 -year Rainfall Intensity, 1 (In/hr) 7.48
Step S. Determine peak discharge. Q (cubic feet per second), by multiplying
the preciously deTemi med factors using the rational formula (Sample problem
S.03a);
Q =CIA
Flow (cfs) 0
1 Flow (cfs) 0.6

Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 8/182014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Pro ect No.: 13017
Site Location (Cityffown) tryon
CATCH BASIN # 31
The rational formula is:
Q = CIA
where:
Q = peak rare of nmoffin cubic feet per second (cfs)
C = rumff coefficient. an empirical coeffioent representing the
relationship between rainfall rate and nmoffrate
I = average intensity afraincdl in iuches�hom. fora stomp duration equal
to the more of concentration, Tn
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented bekrv, and illustrated in Sample problem 8.032.
Step 1. Determine the drainage area in acres.
Total Drainage Area 0.37
Step S. Determine the maoff eoe3eiem. C. for the type of soiltoser in the
drainage area (Table 8.03b).
If the land use and soil miff is homogenous over the drainage an. a C
slue 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) 0.37
Subarea A Runoff Coefficient 0.7 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 0.7
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (inlhr) 0
25 -year Rainfall Intensity, i (In/hr) 7.48
Step 5. Determine peak discharge, Q (cubic feet per second). by multiphing
thepuniou ly dete ntiud factors using the rational formula (Sample problem
8.03x);
Q =CIA
Qa Flow (cfs) 0
Qra Flow (cfs) 1.9

ESTMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 6/18/2014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Project No.: 13017
Site Location (CityfTown) tryon
CATCH BASIN # 30
The rationat formula is:
Q =CIA
where:
Q = peakate of runoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relationsiup bereveen rainfalt rate and nutoff rare
I = wage intensity of rainfall in irchevImar. for a storm duration equal
to the time of concentration. Tc
A = drainage area in ages
The genial procedure for determining peak dischvge using the rational
formula is presented belmv and illusrcdted in Sample problem 8.03a.
Step 1. Determine the drainage area in acres.
Total Drainage Area 0.36
Step 2. Detetanine the runuff'coefficient, C, for the type of soilicove: in the
drainage area (Table 8.03b).
If the land use and soil cover is homogenous over due drainage area. a C
value can be detemained directly from Table 8.03b. If there are multiple soil
cover conditions, a weighted average must be calculated, or the area may be
subdivided.
Subarea A (acres) 0.36
Subarea A Runoff Coefficient 0.7 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 0.7
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr) 0
25 -year Rainfall Intensity, i (in/hr) 7.48
Step ?. Determine peak d'tschmge. 0 (cubic feet per second), by multiplying
the previously determined factors using the rational formula (Sample problem
8.03x);
Q =CIA
Qa Flow (cfs) 0
Qto Flow (cfs) 1.9

ESTIMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 8/18/2014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Project No.: 13017
Site Location (City/Town) Tryon
CATCH BASIN # 29
The rational formula is:
O = CIA
where-
0 = peak rare of runoff in cubic feer per second (cfs)
C = rtmoff coefficient. an empirical coefficient representing the
relationship behvm rainfall rate and nmaff rate
I = avenge intensity of rain£dl in inches,hour. fa a storm duration equal
to the time of coacmtration. Tc
A= dr;maze arm in acres
The general procedure for determining peak discharge using the ntimnal
formula is presented below and illustrated in Sample Problem 8.03x.
Step 1. Determine tt'e drainage area in acres.
Total Drainage Area 0.35
Step 2. Determine the mooff coefficient. C. for the type of soil cover in the
drainage area (Table 8.03b).
If the Land use and ;oil cover is homogenous over the dncage area, a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions. a neighted avenge must be calculated or the area may be
subdivided.
Subarea A (acres) 0.35
Subarea A Runoff Coefficient 0.7 Rurwff 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 0.7
Step 3.
Go to Imensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (inthr) 0
25 -year Rainfall Intensity, i (n /hr) 7.48
Step S. Determine peak-- discharge, Q (cubic feet per second), by multiplying
thepretiomly determined factors using the nuonal formula (Sample problem
8.03a):
0 =CIA
Qr Flow (cfs) 0
Qta Flow (cfs) 1.8

ESTIMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 8/18/2014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Project No.: 13017
Site Location (City/Town) tryon
CATCH BASIN # 34
The ratimmal formula is:
Q = CIA
Where:
Q = peak rate of nmoff in cubic feet per second (cfs)
C = runoff coefficient. an empirical coeTnaent representing the
relationship between rainfall rate and runoff rate
I = avetageintmtity ofrainSLLin iuches:hour. forastomr duration equal
to the time of concentration, Tt
A =drams an in ayes
The general procedure for determining peak discharge using the mtianal
formula is presented berms and i0ustrated in Sample problem 8.03a.
Step 1. Determine the drainage area in acres.
Total Drainage Area 0.15 -
Step 2. Deternam, the nmoff coefficient C. for the type of soilcover in the
drainage area (Table S.03b).
If the Land use and sod cover is homogenous over the drainage area, a C
value cart be determined directly from Table 8.03b. If there we =triple soil
toter conditions, a weighted average must be calculated, or the area may be
subdivided.
Subarea A (acres) 0.15
Subarea A Runoff Coefficient 0.7 Runoff t:oefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.7
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, t (iNhr) 0
25 -year Rainfall Intensity, i (iNhr) 7.48
Step S. Determine peak discharge, Q (cubic feet per second), by multiplying
the previously determined factors using the mtionalformula (Sample problem
8.03a);
Q =CIA
Q2 Flow (cfs) 0
Qta Flow (cfs) 0.8

Rational Method
d By: DWO Date:
ly: ODOM ENGINEERING
Name: Tryon Equestrian AREA 1
No.: 13017
The rational formula is:
Q = CIA
where:
0 = peak rate of nmoffin cubic feet persecond (cfs)
C = rtmoffcoeffrcient. an empirical coefficient represetmas the
relationship between rainfall rate and nmoff rate
I = average intensity mf rainhIl in inches /hour. for a storm duration equal
to the time of concentration. T.
A = dramase area in acres
The general procedure for deteamirung peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03a.
Step 1. Determine the drainage area in acres.
Drainage Area 0.23
Step 1. Determine the rsmoffcoefficient, C. for the type of wil/cower in the
drainage area (Table 8.03b).
If the land use and soil corer is homogenous over the drainage area, a C
value can be determined directly &ran Table 8.03b. If there are multiple soil
cower conditions, a weighted average rust be calculated, or the area may be
subdivided.
Subarea A(acres) 0.23
Subarea A Runoff Coefficient 0.7 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 0.7
3.
Rainfall Intensity, i (in/hr) 0
r Rainfall Intensity, i (inlhr) 7.48
Step S. Determine peak discharge. Q (cubic feet per second). by multiplying
the previously determuned factors using the mtomalformmla (Sample Problem
Flow (cfs)
Flow (cfs)
0 =CIA
0
1.2

Rational Method
Data
Designed By: JCW Date: 811812014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Prolect No.: 13017
The taRonal founula is:
Q = CIA
whete:
Q = peak rate of runoff in cubic feet per second (cis)
C = nmoffcoefficiem, an empirical coefficient representing the
relarmaship beimeea rainfall rate and runoff rate
I = average intensity of taiafa0 in inches -hour, for a storm duration equal
to the time of coat utmoom Tc
A = drainage am in acres
The general procedure fa determining peak discharge using the rational
formula is presented below and illustrated in Sample problem S.03a.
Step 1. Determine ke drainage area in acres.
1al Drainage Area 0.07
Step?. Determine the mmoT coefficiem. C. for the type of sodfco%w in the
drainage area (Table 3.03b).
If the Land use and soil cover is homogenous over the draimaee area. a C
cable can be deternuned directly from Table 3.03b. If there are multiple soil
coyer cooditions. a weighted avenge must be calculated, or the area may be
subdivided.
Subarea A (acres) 0.07
Subarea A Runoff Coefficient 0.7 Runoff Coefficlerd
Subarea IS (acres)
Subarea IS Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.7
4.
r Rainfall Intensity, i (in/hr) 0
gar Rainfall Intensity, i (in/hr) 7.48
Step 5. Determine peal discharge, Q (cubic feet per second), by multiplying
the pmsieusly determined factors using the rational formula (Sample problem
S.03a);
0 =CIA
Flow (cfs) 0
Flow (cfs) 0.4

ESTIMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 8/18/2014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Project No.: 13017
Site Location (City/Town) tryon
CATCH BASIN 0 35
The rational foranda is:
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = mmffcoeff dent. an empirical coefficient representing the
relationship belnr minHi rate and maoff rate
I = average intensity ofminfa0 in iochevhour. for a storm duration equal
to the time of concentration, Tr
A = drainage area in aces
The general procedure for detemvrvug peak discharge using the rannual
formula is presented belmv and illustrated in Sample problem 3.03 a.
Step 1. Determine the drainage area in acres.
Total Drainage Area 0.04
Step 2. Detemine the mnoff coefficient C. for the type of wdreover in the
drainage area (Table 8.03b).
If the land use and .soil cover is homogenous over the drainage area. a C
value can be determined directly from Table 8.036. If there are multiple soil
cotta conditions, a weighted average most be calculated. or the area may be
subdivided.
Subarea A (acres) 0.04
Subarea A Runoff Coefficient 0.7 Runoff CoetOdent
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.7
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (iNhr) 0
25 -year Rainfall Intensity, i (in/hr) 7.48
Step S. Determine peak discharge. Q (antic feet per second), by multiplying
the previously detemumed factors wing the rational formula (Sample problem
8.03a);
Q =CIA
Qz Flow (cfs) 0
Qta Flow (cfs) 0.2

Rational Method
Data
JCW Date: 811812014
DWO Date:
ODOM ENGINEERING
Tryon Equestrian AREA 1
35A
The mtioml formula is:
0 = CIA
where:
0 =peak rate of ruuoffin cubic feet per second (cfs)
C = runoffcoe&cient, an empirical coefficient represeoriug the
relationship between rainfall rate and muoffmte
I = average intensity of rainfall in incheshour. for a storm dm rion equal
m de time of concentration. Tc
A= drainage area in acres
The general procedure for detemaning peak discharge using the matand
formula is presented belmv and illtutrated in Sample problem 8.03a.
Step 1. Determine the drainage area in acres.
Total Drainage Area 0.36
Step ±. Determine the runoff cocfficimt. C. for the type of soibcover in the
drainage area (Table 8.03b).
If the land use and soil cma a 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 must be calculated, or the area may be
subdivided.
Subarea A (acres) 0.36
Subarea A Runoff Coefficient 0.7 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weiahted Runoff Coefficient 0.7
0
Step 4.
2 -year Rainfall Intensity, i (in/hr) 0
25 -year Rainfall Intensity, i (inlhr) 7.48
Step S. Determine peak- discharge. 0 (cubic feet per second), by nailaplying
the preciously dnernaned factors using themtionalfommla (Sample problem
8.03x):
0 =CIA
Flow (cfs) 0
, Flow (cfs) 1.9

ESTIMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 8/18/2014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Project No.: 13017
Site Location (City/Town) tryon
CATCH BASIN # 41
The rational li mnda is
Q = CIA
Where:
Q = peak rate of ronoffin cubic feu per second (cfs)
C = mmoff coefficient, an empirical coedcirnt representin¢ the
rehmoasbw between mmfa0 rate and mmoff rate
I = average intensity ofraivNl in iochesrbour. for a start duration equal
to the ore ofconcenration, T.
A= drainage an in acres
The general procedure for determining peak diularge using the rational
Ramada is premed below and illusimted in Sample problem 8.03a.
Step 1. Determine the drainage area in acres.
Total Drainage Area 0.3
Step 2. Determine the mmoff coefficient. C. for the type of sm1cover in the
drainage area (Table 8.03b).
If the land use and soil cases is hamogenous m'er the drainage area, a C
salue can be determined directly from Table 8.03b. if there are multiple soil
cover conditions, a weighted averace musr be calculated, or the area may be
subdivided.
Subarea A (acres) 0.3
Subarea A Runoff Coefficient 0.7 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 0.7
Step 3.
Go to Intensity worksheet
Step 4.
2 -year Rainfall Intensity, i (irdhr) 0
25 -year Rainfall Intensity, i (inlhr) 7.48
Step S. Determine peal- discharge, Q (cubic feet per second), by multiplying
du presioasly determined factors using the rational formula (Sample problem
8.033):
Q =CIA
Qa Flow (cfs) 0
Qto Flow (cfs) 1.6

ESTMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 811812014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Project No.: 13017
Site Location (Cityrrown) tryon
CATCH BASIN # 42
The ntiunal formula is:
Q =CIA
where:
Q = peak ate of runoff in cubic feet per second (cfs)
C = runoff coefficiem, ao empirical coeiicent representing the
relanorslup between mutfill rate and maoff rate
I = average intensity ofninfall in mole ehour, for a stem[ duration equal
to the time of concentration. Tc
A = drainage area in acres
The general procedure for determining peak discharge using the ratiorud
formula is presented below and illustrated in Sample problem 8.03a.
Step 1. Determine the drainage area in acres.
Total Drainage Area 0.34
Step ?. Determine the suroff coefficient, C. for the type of sod cover in the
drainage area (Table 8.03b).
If the Land use and soil cover is homogenous ova the drainage area, a C
:slue can be determined directly from Table 8.03b. If there are multiple wit
cover conditions. a weighted average must be calculated, or the area may be
subdivided.
Subarea A (acres) 0.34
Subarea A Runoff Coefficient 0.7 Runoff Coe07ciem
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.7
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in/hr) 0
25 -year Rainfall Intensity, i (in/hr) 7.48
Step S. Detemvme peak discharge, Q (cubic feet per second), by multiplying
the previously determined factors usingthe national fomula (Sample Problem
8.03x);
Q =CIA
Qr Flow (cfs) 0
Qto Flow (cfs) 1.8

ESTIMATING
Rational Method RUNOFF
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 8/1812014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Project No.: 13017
Site Location (City/Town) tryon
CATCH BASIN # 43
The rational formula is:
Q = CIA
where:
0 = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relationship between. rainfall fate and runoff rate
I = average intensity of rainfall in inchesibour, for a starts dufation equal
to the time of concentration. Tc
A = drainage area in acres
The general procedure for determining peak discharge using the fatomal
formula is presented below and illustrated in Sample problem 8.03x.
Step 1. Determine the drainage area in acres.
Total Drainage Area 0.26
Step 1. Determine the moraHcoefficicn, C. for the type of wibcover us the
drainage area (Table 8.03b).
If the land use and soil rover is homogeaaus over the drainage area, a C
value can be determined directly Extra Table 8.03b. If there are multiple soil
corer conditions, a weidtted average must be calculated, or the area may be
subdivided.
Subarea A (acres) 0.26
Subarea A Runoff Coefficlent 0.7 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 0.7
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in/hr) 0
25 -year Rainfall Intensity, i (inlhr) 7.46
Step S. Determine peal discharge, Q (cubic feet per word), by multiplying
the previously determined factors using the rational formula (Sample problem
8.03x);
0 =CIA
Qa Flow (cfs) 0
O10 Flow (cfs) 1.4

Rational Method
I Reference Data I
JCW
DWO
ODOM ENGINEERING
Tryon Equestrian AREA 1
The rational formula is-
=='
0 = CIA
where:
0 = peA rate of mmoff in cubic feet per second(efs)
C = nmoff coefficient, an earpincal coefficient representing dv
relationship between mwbdl rate and maoffra e
I = average incoaty of rainfall tomches;hom, for a stows duration equal
to the time of concentration, Tc
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented belmv and illustrated in Sample problem 8.03a.
Step 1. Determine the drainage area in acres.
Total Drainage Area 0.26
Step 2. Determine the mnorTcoeffuciem. C, for the type of soil/cmer in the
drainage arc, (Table 8.03b).
If the laud use and soil cover a homogenous over due drainage area, a C
talue can be determined directly from Table 8.03b. is diere are multiple soil
co%w conditions, a vveighted average most be calculated, of the area may be
subdivuled.
Subarea A (acres) 0.26
Subarea A Runoff Coefficient 0.7 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weiohled Runoff Coefficient 0.7
9
4.
r Rainfall Intensity, i (inlhr) 0
ar Rainfall Intensity, I (in/hr) 7.48
Step S. Determine peak discharge, 0 (cubic feet per second). by multiplying
the previously determined factors using the rational formula (Sample problem
8.03,):
0 =CIA
Flow (cfs) 0
Flow (cfs) 1.4

ESTIMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 8/18/2014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Project No.: 13017
Ske Location (Cityrrown) tryon
CATCH BASIN # 45
The national formula is:
Q = CIA
Where:
0 = peak rate of ruuoffin cubic feet per second (cfs)
C = r moff coefficient, an empirical coefficient representing the
relationsbip between rainfall rate and runoff care
I = atromge intensity of min£tll in inchevhom. for a storm duration equal
to the time of coacrnrcation. T.
A = drayage area in acres
The genml procedure for determining peak discharge using the rational
formula is presented belmv and illustrated in Sample problem 8.03a.
Step 1. Determine the drainage area in acres.
Total Drainage Area 0.18
Step 3. Determine the nuaff coefficient, C. for the type of soillcover in the
drainage area (Table 8.03b).
If the laud use and soil cover is houmgenous over die drainage area, a C
talue can be determined directly from Table 8.03b. If there are multiple soil
cover conditions, a weighted average must be calculated, or the area may be
subditided.
Subarea A (acres) 0.18
Subarea A Runoff Coefficient 0.7 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 0.7
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, 1 (irdhr) 0
25 -year Rainfall Intensity, i (inthr) 7.48
Step S. Determine peak discharge. Q (cubic ieet per second), by multiplying
the pm%ioushy determined factors using the rational formula (Sample problem
8.03a);
Q =CIA
Qt Flow (cfs) 0
Qto Flow (cfs) 0.9

ESTIMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 8118/2014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Project No.: 13017
Site Location (Cityrrown) tryon
CATCH BASIN # 46
The rational formula is:
Q = CIA
where:
Q = peak sate of runoff in cubic feet per second Cells)
C = rtmoffcoeffrciem, an empirical coefcieut representing the
relationship bemvea minfall rate and runoff rate
I = average int ensit y of rainfall in inclics/bour. far a storm duradon equal
to to tine of concentration, Tc
A = drainage arm 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 acres.
Total Drainage Area 0.3
Step 2. Determine the runaff coefficient, C, for the type of soibcover in the
drainage area (Table 8.03b).
If the land use and soil weer is homogenous over the drainage area, a C
sulue can be determined directly from Table 8.03b. If there are multiple soil
cover conditions, a weighted arerage must be calculated or the area may be
subdivided.
Subarea A (acres) 0.3
Subarea A Runoff Coefficient 0.7 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 0.7
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, 1(Inlhr) 0
25 -year Rainfall Intensity, i (In/hr) 7.48
Step S. Determine: peak discharge, Q (cubic feet per second), by multiplying
the pretiously detemmed fangs using the rational fmtmda (Sample problem
8.03a);
Q =CIA
Qr Flow (cfs) 0
Qro Flow (cfs) 1.6

l
ESTIMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 8/18/2014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Project No.: 13017
Site Location (CitylTown) tryon
CATCH BASIN # 47
The rational for andais:
Q = CIA
ullere-
Q = peak rate of maoffin cubic feet per second (cfs)
C = runoff coe&cicu. an empirical coefficient representing the
relationship between rainfall rate and runoffrate
I = avemge intensity ofmincdl in inchmbour. for a storm duration equal
to the time of concentration. Tc
A = drainage area in acres
The general procedure for determining peak discharge using the ratianal
formula is presented below and illustrated in Sample problem 8.03a.
Step L Determine the drainage area in acres.
Total Drainage Area 0.53
Step?. Determine the mooff cceffieient, C. for the type of soilicowr in the
drainage area (Table 8.03b).
If the land use and soil cover is homogenous over the drainage area, a C
sahte canbe determined directly from Table 8.03b. If thee are multiple soil
cmef conditions, a weighted avenge most be calculated, or the area my be
subdivided.
Subarea A (acres) 0.53
Subarea A Runoff Coefficient 0.7 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 0.7
Step 3.
Go to Imensity Worksheel
Step 4.
2 -year Rainfall Intensity, i (iNhr) 0
25 -year Rainfall Intensity, i (inthr) 7.48
Step S. Determine peak discharge. Q (cubic feet per second), by multiplying
the previously determined factors using the rationalfommki (Sample Problem
8.03x);
Q =CIA
Qa Flow (cfs) 0
Qla Flow (cfs) 2.8

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
CB #9 TO CB #10
Circular
Highlighted
Diameter (ft)
= 1.25
Depth (ft)
Q (cfs)
Area (sqft)
Invert Elev (ft)
= 893.50
Velocity (ft/s)
Slope ( %)
= 0.50
Wetted Perim (ft)
N -Value
= 0.012
Crit Depth, Yc (ft)
Top Width (ft)
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 2.30
Elev (ft) Section
895.00
894.50
893.50
893.00
Wednesday, Aug 27 2014
= 0.60
= 2.300
= 0.59
= 3.93
= 1.92
= 0.61
= 1.25
= 0.84
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
Wednesday, Aug 27 2014
CB #10 TO CB #11
Circular
Highlighted
Diameter (ft)
= 1.25
Depth (ft)
= 0.96
Q (cfs)
= 4.600
Area (sqft)
= 1.01
Invert Elev (ft)
= 893.00
Velocity (ft/s)
= 4.54
Slope ( %)
= 0.50
Wetted Perim (ft)
= 2.68
N -Value
= 0.012
Crit Depth, Yc (ft)
= 0.87
Top Width (ft)
= 1.05
Calculations
EGL (ft)
= 1.28
Compute by:
Known Q
Known Q (cfs)
= 4.60
Elev (ft)
895.00
894.50
:•� era
893.50
893.00
392.50
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3DOD 2013 by Autodesk, Inc.
Wednesday, Aug 27 2014
( CB #19 TO CB #11
Circular
Highlighted
Diameter (ft)
= 1.25
Depth (ft)
= 0.34
Q (cfs)
= 0.800
Area (sqft)
= 0.27
Invert Elev (ft)
= 893.00
Velocity (ft/s)
= 2.94
Slope ( %)
= 0.50
Wetted Perim (ft)
= 1.37
N -Value
= 0.012
Crit Depth, Yc (ft)
= 0.35
Top Width (ft)
= 1.11
Calculations
EGL (ft)
= 0.47
Compute by:
Known Q
Known Q (cfs)
= 0.80
Elev (ft)
C895.00
894.50
894.00
893.50
893.00
`— 892.50
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 31)® 2013 by Autodesk, Inc.
CB #11 TO CB #12
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 1.50
Invert Elev (ft)
= 892.50
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 6.20
Elev (ft) Section
895.00
894.00
893.00
: GN611I
' 892.00
Wednesday, Aug 27 2014
Highlighted
Depth (ft)
= 0.99
Q (cfs)
= 6.200
Area (sqft)
= 1.24
Velocity (ft/s)
= 5.00
Wetted Perim (ft)
= 2.85
Crit Depth, Yc (ft)
= 0.97
Top Width (ft)
= 1.42
EGL (ft)
= 1.38
0 1 2 3 4
Reach (ft)
Depth (ft)
2.50
2.00
11114111
1.00
0.50
MR
-0.50

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
CB #12 TO CB #13
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.00
Invert Elev (ft)
= 891.20
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 10.70
Elev
894.00
893.50
893.00
892.50
1 *1#41IH
891.50
891.00
890.50
ft)
Section
Wednesday, Aug 27 2014
Highlighted
Depth (ft)
= 1.14
Q (cfs)
= 10.70
Area (sqft)
= 1.86
Velocity (ft/s)
= 5.76
Wetted Perim (ft)
= 3.43
Crit Depth, Yc (ft)
= 1.17
Top Width (ft)
= 1.98
EGL (ft)
= 1.66
0 1 2 3
Reach (ft)
4
Depth (ft)
2.80
2.30
1.80
1.30
0.80
0.30
-0.20
-0.70

Channel Report
Hydrafiow Express Extension for AutoCAD® Civil 3D® 2013 by Aulodesk, Inc.
CB #20 TO CB #13
Wednesday, Aug 272014
Circular
Highlighted
Diameter (ft)
= 1.25
Depth (ft)
= 0.34
Q (cfs)
= 0.800
Area (sqft)
= 0.27
Invert Elev (ft)
= 891.20
Velocity (ft/s)
= 2.94
Slope ( %)
= 0.50
Wetted Perim (ft)
= 1.37
N -Value
= 0.012
Crit Depth, Yc (ft)
= 0.35
Top Width (ft)
= 1.11
Calculations
EGL (ft)
= 0.47
Compute by:
Known Q
Known Q (cfs)
= 0.80
Elev (ft)
C893.00
892.50
892.00
891.50
FISM
( 890.50
Section
0 1 2 3
Reach (ft)

Channel Report
Hydrallow Express Extension for AUtoCAO® Civil 3D9) 2013 by Autodesk, Inc.
CB #13 TO CB #14
Circular
Diameter (ft)
= 2.00
Invert Elev (ft)
= 890.90
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
Compute by:
Known Q
Known Q (cfs)
= 12.30
Elev (ft) Section
893.00
c
892.50
'sI:YI�I�7
891.50
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (fUs)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Aug 27 2014
= 1.25
= 12.30
= 2.07
= 5.95
= 3.65
= 1.26
= 1.94
= 1.80
0 1 2 3 4
Reach (ft)
Depth (ft)
2.10
1.60
1.10
M
0.10
-0.40
U111:U1

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 300 2013 by Autodesk, Inc.
CB #23 TO CB #22
Circular
Diameter (ft)
= 1.25
Invert Elev (ft)
= 893.80
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
Compute by:
Known Q
Known Q (cfs)
= 2.30
Elev (ft) Section
896.00
895.50
895.00
894.50
893.50
(�- 893.00
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
D 1 2 3
Reach (ft)
Wednesday, Aug 27 2014
= 0.60
= 2.300
= 0.59
= 3.93
= 1.92
= 0.61
= 1.25
= 0.84
Depth (ft)
2.20
M11
1.20
0.70
0.20
-0.30
' -080
4

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3130 2013 by Aulodesk, Inc.
CB #22 TO CB #21
Circular
Diameter (ft) = 1.25
Invert Elev (ft) = 893.20
Slope ( %) = 0.50
N -Value = 0.012
Calculations
Compute by: Known Q
Known Q (cfs) = 4.60
Elev (ft)
895.00
894.50
893.50
893.00
MON611l
Wednesday, Aug 27 2014
Highlighted
Depth (ft)
= 0.96
Q (cfs)
= 4.600
Area (sqft)
= 1.01
Velocity (ft/s)
= 4.54
Wetted Perim (ft)
= 2.68
Crit Depth, Yc (ft)
= 0.87
Top Width (ft)
= 1.05
EGL (ft)
= 1.28
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D@2013 by Autodesk, Inc.
Wednesday, Aug 27 2014
CB #21TO CB #14
Circular
Highlighted
Diameter (ft)
= 1.25
Depth (ft)
= 0.51
Q (cfs)
= 5.400
Area (sqft)
= 0.47
Invert Elev (ft)
= 893.20
Velocity (ft/s)
= 11.40
Slope ( %)
= 4.89
Wetted Perim (ft)
= 1.74
N -Value
= 0.012
Crit Depth, Yc (ft)
= 0.95
Top Width (ft)
= 1.23
Calculations
EGL (ft)
= 2.53
Compute by:
Known Q
Known Q (cfs)
= 5.40
Elev (ft)
895.00
E:k1•91I41
893.50
r3*111PI
892.50
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D@2013 by Autodesk, Inc.
CB #14 TO CB #15
Q (Cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.00
Invert Elev (ft)
= 893.20
Slope ( %)
= 0.60
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 18.40
Wednesday, Aug 27 2014
Highlighted
Depth (ft)
= 1.59
Q (Cfs)
= 18.40
Area (sqft)
= 2.68
Velocity (ft/s)
= 6.86
Wetted Perim (ft)
= 4.41
Crit Depth, Yc (ft)
= 1.55
Top Width (ft)
= 1.61
EGL (ft)
= 2.32
Elev (ft) Section Depth (ft)
896.00
895.50
2.80
2.30
895.00
1.80
894.50
1.30
894.00
-
0.80
893.50
893.00
0.30
-0.20
892.50 -0.70
0 1 2 3 4
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCADQ9 Civil 313920113 by Autodesk, Inc.
CB #15 TO CB #24B
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.50
Invert Elev (ft)
= 889.10
Slope ( %)
= 0.60
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 22.70
Elev
892.00
l
891.50
891.00
890.50
890.00
889.50
889.00
888.50
ft)
Section
/0001�
Wednesday, Aug 27 2014
Highlighted
Depth (ft)
= 1.48
Q (cfs)
= 22.70
Area (sqft)
= 3.04
Velocity (ft/s)
= 7.47
Wetted Perim (ft)
= 4.40
Crit Depth, Yc (ft)
= 1.62
Top Width (ft)
= 2.46
EGL (ft)
= 2.35
0 1 2 3 4 5
Reach (ft)
Depth
2.90
2.40
1.90
1.40
0.90
0.40
-0.10
-0.60

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3130 2013 by Autodesk, Inc.
CB #25 TO CB #24A
Circular
Diameter (ft)
= 1.25
Invert Elev (ft)
= 892.80
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.90
Elev (ft)
895.00 �
894.50
E:ieL98111
893.50
892.50
892.00
it
1
1
Section
2
Reach (ft)
Highlighted
Depth (ft)
Q (cfs)
Area(sgft)
Velocity (fUs)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
3
Wednesday, Aug 27 2014
= 0.36
= 0.900
= 0.29
= 3.06
= 1.42
= 0.37
= 1.13
= 0.51
Depth (ft)
2.20
1.70
1.20
M11
0.20
-0.30
L -0.80
4

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
CB #24A TO CB #24
Circular
Diameter (ft) = 1.25
Invert Elev (ft) = 892.30
Slope ( %) = 0.50
N -Value = 0.012
Calculations
Compute by: Known Q
Known Q (cfs) = 1.60
Elev (ft)
894.00
1344 4111
:irx16I11
892.50
':3. ➢Z0I1]
891.50
Wednesday, Aug 27 2014
Highlighted
Depth (ft)
= 0.49
Q (cfs)
= 1.600
Area (sqft)
= 0.45
Velocity (ft/s)
= 3.57
Wetted Perim (ft)
= 1.69
Crit Depth, Yc (ft)
= 0.51
Top Width (ft)
= 1.22
EGL (ft)
= 0.69
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3138 2013 by Aulodesk, Inc.
( CB #24 TO CB #24B
Circular
Highlighted
Diameter (ft)
= 1.25
Depth (ft)
Q (cfs)
Area (sqft)
Invert Elev (ft)
= 889.10
Velocity (fUs)
Slope ( %)
= 4.00
Wetted Perim (ft)
N -Value
= 0.012
Crit Depth, Yc (ft)
Top Width (ft)
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 2.00
Elev (ft) Section
C891.00 -
890.50
889.50
(' 888.50
0
1
2
Reach (ft)
Wednesday, Aug 27 2014
3
= 0.32
= 2.000
= 0.25
= 7.99
= 1.33
= 0.57
= 1.09
= 1.31

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D@2013 by Autodesk, Inc.
CB #26 TO CB #27
Circular
Diameter (ft)
= 3.00
Invert Elev (ft)
= 888.10
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
Compute by:
Known Q
Known Q (cfs)
= 25.60
Elev (ft)
892.00
01&1111
rNMIM,
::: W,
887.00
0
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
1
2 3
Reach (ft)
J
Wednesday, Aug 27 2014
Depth (ft)
3.90
2.90
1.90
ME
111MR,
-1.10
5
= 1.50
= 25.60
= 3.55
= 7.20
= 4.72
= 1.63
= 3.00
= 2.31

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3DG 2013 by Autodesk, Inc.
Wednesday, Aug 27 2014
CB #17 TO CB #27
Circular
Highlighted
Diameter (ft)
= 1.25
Depth (ft)
= 0.63
Q (Cfs)
= 2.500
Area (sqft)
= 0.62
Invert Elev (ft)
= 888.10
Velocity (fUs)
= 4.03
Slope ( %)
= 0.50
Wetted Perim (ft)
= 1.97
N -Value
= 0.012
Crit Depth, Yc (ft)
= 0.64
Top Width (ft)
= 1.25
Calculations
EGL (ft)
= 0.88
Compute by:
Known Q
Known Q (cfs)
= 2.50
Elev (ft)
890.00
889.50
888.50
887.50
Section
0 1 2 3
Reach (ft)

Channel Report
Hydrallow Express Extension for AutoCAD® Civil 3002013 by Autodesk, Inc.
CB #27 TO CB #28
Circular
Diameter (ft)
= 3.00
Invert Elev (ft)
= 887.80
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
Compute by:
Known Q
Known Q (cfs)
= 30.50
Elev (ft)
891.00
2.:1;:x1111
886.00
0
Section
Highlighted
Depth (ft)
Q (Cfs)
Area (sqft)
Velocity (fUs)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
1
2 3
Reach (ft)
4
Wednesday, Aug 27 2014
Depth (ft)
3.20
2.20
1.20
0.20
199Y
-1.80
5
= 1.67
= 30.50
= 4.05
= 7.54
= 5.05
= 1.79
= 2.98
= 2.55

Channel Report
Hydraflow Express Extension for AutoCADd) Civil 310 2013 by Autodesk, Inc.
CB #28TO CI #2
Circular
Diameter (ft)
= 3.00
Invert Elev (ft)
= 887.10
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
Compute by:
Known Q
Known Q (cfs)
= 31.00
Elev (ft)
891.00
E:1:ISM141
:I:I:x1I61
887.00
� 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)
1
2 3
Reach (ft)
El
Wednesday, Aug 27 2014
Depth (ft)
3.90
2.90
1.90
M
-0.10
-1.10
5
= 1.69
= 31.00
= 4.11
= 7.54
= 5.10
= 1.81
= 2.97
= 2.57

Channel Report
HydraFlow Express Extension for AutoCAD@ Civil 3D@ 2013 by Autodesk, Inc.
CI #2 TO CB #29
Circular
Diameter (ft)
= 3.00
Invert Elev (ft)
= 886.20
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
Compute by:
Known Q
Known Q (cfs)
= 31.60
Elev (ft)
890.00
( 885.00
0
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
1
2 3
Reach (ft)
13
Wednesday, Aug 27 2014
Depth (ft)
3.80
2.80
11 M-4
-0.20
1.20
5
= 1.71
= 31.60
= 4.18
= 7.56
= 5.14
= 1.82
= 2.97
= 2.60

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Aulodesk, Inc.
C13I #31 TO CB #30
Circular
Diameter (ft) = 1.25
Invert Elev (ft) = 893.40
Slope ( %) = 0.50
N -Value = 0.012
Calculations
Compute by: Known Q
Known Q (cfs) = 1.90
Elev (ft)
895.00
894.50
894.00
893.50
893.00
892.50
Wednesday, Aug 27 2014
Highlighted
Depth (ft)
= 0.54
Q (cfs)
= 1.900
Area (sqft)
= 0.51
Velocity (ft /s)
= 3.74
Wetted Perim (ft)
= 1.79
Crit Depth, Yc (ft)
= 0.55
Top Width (ft)
= 1.24
EGL (ft)
= 0.76
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
Wednesday, Aug 27 2014
CBI #30 TO CB #29
Circular
Highlighted
Diameter (ft)
= 1.25
Depth (ft)
= 0.35
Q (cfs)
= 3.800
Area (sqft)
= 0.28
Invert Elev (ft)
= 893.40
Velocity (ft/s)
= 13.37
Slope ( %)
= 10.58
Wetted Perim (ft)
= 1.40
N -Value
= 0.012
Crit Depth, Yc (ft)
= 0.79
Top Width (ft)
= 1.13
Calculations
EGL (ft)
= 3.13
Compute by:
Known Q
Known Q (cfs)
= 3.80
Elev (ft)
895.00
E:kL•�Y�:
E :I'L' 1111
893.50
892.50
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3138 2013 by Autodesk, Inc.
CBI #29 TO CB #32
Circular
Diameter (ft)
= 3.00
Invert Elev (ft)
= 885.90
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
Compute by:
Known Q
Known Q (cfs)
= 37.20
Elev (ft)
889.00
(
. �k
AMMi]
1 ;M- 1ID]
:: IN
884.00
0
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (fUs)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
1
2 3
Reach (ft)
4
Wednesday, Aug 27 2014
Depth (ft)
3.10
VAN
1.10
0.10
e •k
= 1.90
= 37.20
= 4.74
= 7.85
= 5.53
= 1.98
= 2.89
= 2.86

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
( CBI #34TO CB #33
Circular
Diameter (ft)
= 1.25
Invert Elev (ft)
= 893.80
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.80
Elev (ft) Section
896.00
895.50
895.00
894.50
894.00
893.50
�- _ 893.00
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Wednesday, Aug 27 2014
= 0.34
= 0.800
= 0.27
= 2.94
= 1.37
= 0.35
= 0.47
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 3D® 2013 by Aulodesk, Inc.
CBI #33 TO CB #32
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 1.25
Invert Elev (ft)
= 885.90
Slope ( %)
= 12.74
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 2.00
Elev (ft) Section
888.00
r
E:I773i7
886.50
885.50
I
Wednesday, Aug 27 2014
Highlighted
Depth (ft)
= 0.24
Q (cfs)
= 2.000
Area (sqft)
= 0.17
Velocity (ft/s)
= 12.03
Wetted Perim (ft)
= 1.44
Crit Depth, Yc (ft)
= 0.57
Top Width (ft)
= 0.99
EGL (ft)
= 2.49
Depth (ft)
2.10
1.60
1.10
NVIr1
0.10
•o,
-0.90
0 1 2 3 4
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
CBI #32 TO CB #35
Circular
Diameter (ft)
= 3.00
Invert Elev (ft)
= 885.70
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
Compute by:
Known Q
Known Q (cfs)
= 39.60
Elev (ft)
889.00
887.00
884.00
0
Section
Wednesday, Aug 27 2014
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (fUs)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Depth (ft)
3.30
1
2 3
Reach (ft)
4
2.30
1.30
0.30
-0.70
-1.70
5
= 1.98
= 39.60
= 4.96
= 7.98
= 5.70
= 2.05
= 2.84
= 2.97

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
C113I #35 TO CB #35A
Circular
Diameter (ft) =
3.00
Invert Elev (ft) =
885.00
Slope ( %) =
0.50
N -Value =
0.012
Calculations
Compute by: Known
Q
Known Q (cfs) =
39.80
Elev (ft)
889.00
887.00
885.00
884.00
0
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
1
2 3
Reach (ft)
Ir
Wednesday, Aug 27 2014
Depth (ft)
4.00
3.00
r M
1.00
M
-1.00
5
= 1.99
= 39.80
= 4.98
= 7.99
= 5.71
= 2.05
= 2.83
= 2.98

Channel Report
Hydraflow Express Extension for AutoCAD® civil 3D® 2013 by Autodesk, Inc.
CBI #35A TO CB #40
Circular
Diameter (ft) =
3.00
Invert Elev (ft) =
883.80
Slope ( %) =
0.50
N -Value =
0.012
Calculations
Compute by: Known
Q
Known Q (cfs) =
41.70
Elev (ft)
887.00
l
E:IMII11
:Ib`x1I11
883.00
882.00
0
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (fUs)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
1 2 3 4
Reach (ft)
Wednesday, Aug 27 2014
Depth (ft)
3.20
2.20
1.20
0.20
-0.80
-1.80
5
= 2.06
= 41.70
= 5.18
= 8.05
= 5.86
= 2.11
= 2.78
= 3.07

Channel Report
Hydraflow Express Extension for AutoCADS Civil 3D9 2013 by Autodesk, Inc.
CBI #40 TO CB #41
Circular
Diameter (ft)
= 3.00
Invert Elev (ft)
= 883.00
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
Compute by:
Known Q
Known Q (cfs)
= 44.30
Elev (ft)
C_ 887.00
885.00
882.00
0
Section
Highlighted
Depth (ft)
Q (cfs)
Area(sgft)
Velocity (fUs)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
1
2 3
Reach (ft)
4
Wednesday, Aug 272014
Depth (ft)
4.00
3.00
2.00
1.00
in Me
1.00
5
= 2.16
= 44.30
= 5.46
= 8.11
= 6.09
= 2.17
= 2.69
= 3.18

Channel Report
HydraOow Express Extension for AutoCADdl Civil 3D® 2013 by Autodesk, Inc.
CB #41 TO CB #42
Circular
Diameter (ft)
= 3.00
invert Elev (ft)
= 882.20
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
Compute by:
Known Q
Known Q (cfs)
= 45.90
Elev (ft)
886.00
r
Rf44XIIQ
I- i[II17
:: 11
882.00
881.00
0
Section
Highlighted
Depth (ft)
Q (Cfs)
Area(sgft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
1 2 3 4
Reach (ft)
Wednesday, Aug 27 2014
Depth (ft)
3.80
M-11I
11
MA
-0.20
1.20
5
= 2.22
= 45.90
= 5.62
= 8.17
= 6.23
= 2.21
= 2.63
= 3.26

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D@2013 by Autodesk, Inc.
( CB#42 TO CB #43
Circular
Diameter (ft)
= 3.00
Invert Elev (ft)
= 881.70
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
Compute by:
Known Q
Known Q (cfs)
= 47.70
Elev (ft)
885.00
884.00
882.00
881.00
880.00
0
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (fUs)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
1 2 3 4
Reach (ft)
Wednesday, Aug 27 2014
Depth (ft)
3.30
2.30
1.30
0.30
-0.70
—1.70
5
= 2.30
= 47.70
= 5.82
= 8.20
= 6.41
= 2.25
= 2.54
= 3.34

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
CB #43 TO CB #44
Circular
Diameter (ft)
= 3.00
Invert Elev (ft)
= 881.70
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
Compute by:
Known Q
Known Q (cfs)
= 49.40
Elev (ft)
885.00
882.00
881.00
680.00
0
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
L7
2 3
Reach (ft)
4
Wednesday, Aug 27 2014
Depth (ft)
3.30
2.30
1.30
0.30
-0.70
1.70
5
= 2.38
= 49.40
= 6.02
= 8.21
= 6.60
= 2.29
= 2.43
= 3.43

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D02013 by Autodesk, Inc.
CB #44 TO CB #45
Circular
Diameter (ft)
= 3.00
Invert Elev (ft)
= 880.70
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
Compute by:
Known Q
Known Q (cfs)
= 50.50
Elev (ft)
884.00
883.00
379.00
0
Section
Highlighted
Depth (ft)
Q (Cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
1
2 3
Reach (ft)
4
Wednesday, Aug 27 2014
Depth (ft)
3.30
2.30
1.30
0.30
-0.70
-1.70
5
= 2.43
= 50.50
= 6.13
= 8.23
= 6.72
= 2.31
= 2.35
= 3.48

Channel Report
HydraFlow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
CB #45 TO CB #46
Circular
Diameter (ft)
= 3.00
Invert Elev (ft)
= 880.00
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
Compute by:
Known Q
Known Q (cfs)
= 50.50
Elev (ft)
884.00
883.00
882.00
881.00
1 879.00
0
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
1
2 3
Reach (ft)
4
Wednesday, Aug 27 2014
Depth (ft)
4.00
3.00
2.00
1.00
AM
-1.00
5
= 2.43
= 50.50
= 6.13
= 8.23
= 6.72
= 2.31
= 2.35
= 3.48

Channel Report
Hydraflow Express Extension for AutoCADID Civil 3D@ 2013 by Autodesk, Inc.
CB #46 TO DIVERTER
Circular
Diameter (ft)
= 3.00
Invert Elev (ft)
= 879.70
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
Compute by:
Known Q
Known Q (cfs)
= 52.10
Elev (ft)
883.00
882.00
881.00
:I:I117101111
• MI
878.00
0
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Ye (ft)
Top Width (ft)
EGL (ft)
1
2 3
Reach (ft)
M
Wednesday, Aug 27 2014
Depth (ft)
3.30
2.30
1.30
0.30
-0.70
-1.70
5
= 2.52
= 52.10
= 6.34
= 8.21
= 6.96
= 2.35
= 2.20
= 3.57

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 30® 2013 by Aulodesk, Inc.
DIVERTER TO CB47
Circular
Diameter (ft) =
3.00
Invert Elev (ft) =
879.10
Slope ( %) =
0.50
N -Value =
0.012
Calculations
Compute by: Known
Q
Known Q (cfs) =
54.90
Elev (ft)
883.00
882.00
881.00
-- �
879.00
C__878.00
0
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
1
2 3
Reach (ft)
4
Wednesday, Aug 27 2014
Depth (ft)
3.90
2.90
1.90
wo
-0.10
-1.10
5
= 2.78
= 54.90
= 6.84
= 8.03
= 7.79
= 2.41
= 1.56
= 3.78

Channel Report
HydraFlow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
CB47 TO JB #57A
Circular
Diameter (ft)
= 3.00
Invert Elev (ft)
= 874.50
Slope ( %)
= 20.91
N -Value
= 0.012
Calculations
Compute by:
Known Q
Known Q (cfs)
= 54.90
Elev (ft)
878.00
877.00
876.00
875.00
874.00
873.00
0
Section
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
2 3
Reach (ft)
4
Wednesday, Aug 27 2014
Depth (ft)
3.50
Mif
1.50
[ 71111
-0.50
1.50
5
= 0.83
= 54.90
= 1.60
= 34.28
= 3.33
= 2.41
= 2.69
= 19.10