20131200 Ver 2_Area 3A - stormwater calcs_20140909

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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
ARENA CATCH BASIN A 1
The rational formula is:
Q = CIA
where:
Q = peak rate of mm f in cubic feet per second (cfs)
C = rtmoff coefficient. an empirical coefficient representing the
relationship between rainfall rate and rumffrate
I = average intensity of rainfall in inches,,hom. for a storm duration equal
to dw 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. Determine the drainage area in acres.
Total Drainage Area 0.94
Step 2. Determine the runoff coefficient. C. for the type of soilicover in the
drainage area (Table 8.03b).
If the land use and sail novas is homogenous o%w the drainage area, a C
%aloe can be detennined d mctly from Table 8.03b. Ifthere are multiple soil
cover conditions. a weighted average must be calculated or the area may be
subdivided.
Subarea A (acres) 0.94
Subarea A Runoff Coefficient 0.1 Runoff Coe0lcient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.1
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in/hr) 0
25 -year Rainfall Intensity, i (in0ar) 8.53
Step $. Determine peal: discharge. Q (cubic feet per second), by multiplying
dre ptniously determined factors using the rational fomula (Sample problem
8.031):
Q =CIA
Qa Flow (cfs) 0
Q10 Flow (cfs) 0.8

Rational Method
Designed By: JCW Date: 811812014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Project No.: 13017
The rational formula is:
0 = CIA
where:
0 = peak rate of mnoff in cubic feet per second (cfs)
C = maoff coefficient. an empirical coefficient representing the
relationship bemveea rainfall me and nmoff rate
I = average imeusity of raini4l in inchestltom, for a storm duration equal
to dine time of cwcennatioa T.
A = dnnmage area in acres
The genera) procedure for determining peak discharge Cuing the rational
formula is presented belmv and illustrated in Sample problem 3.03a.
Step 1. Determine the drainage area in acres.
Drainage Area
1.04
Step 2. Determine the nmoff coefficient. C. for the type of w&cover in the
drainage area (Table 3.03b).
If the land use and soil cover is homogenous over the drainage area, a C
value can be determined directly frmn 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) 1.04
Subarea A Runoff Coefficient 0.1 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 0.1
3.
4.
ar Rainfall Intensity, 1 (In/hr) 0
ear Rainfall Intensity, ) (inlhr) 8.53
5. Determine peak discharge, 0 (cubic feet per second), by multiplying
reviously determined falters using the rational formula (Sample problem
Flow (cfs)
Flow (cfs)
0 =CIA
0
0.9

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
ARENA CATCH BASIN # 3
The rational formula is:
Q = CIA
where
Q = peak rate of rnnoff in cubic feet per second (efs)
C = r moff coefficimt. an empirical coefficient representing the
relationship ben%em minfall rate and nmoff rate
= average intensity of rairf.+tt m umbesthom, for a storm duration equal
to die time of concentration. Tc
A= drainage area m ames
The general procedure fm deerminin¢ peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.032.
Step 1. Determine the drainage area in acre;.
Total Drainage Area 1.04
Step 2. Determine the runoff coefficimr. C. for the type of soiLcover in the
drainage area (Table 8.03b).
If the Lind use and sod corer is homogenous over the drainage area. a C
%aloe can be detemtined directly from Table 8.03b. If there are multiple soil
coma conditions. a weighted average must be <W<Wated, or the area Deny be
subdivided.
Subarea A (acres) 1.04
Subarea A Runoff Coefficient 0.1 Runoff Coefficlent
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.1
Step 3.
Go to Intensity Worksheet
Stop 4.
2 -year Rainfall Intensity, t (in/hr) 0
25 -year Rainfall Intensity, i (In/hr) 8.53
Step 5. Determine peak discharge. Q (cubic felt per second), by multiplying
the poniously detenvined factors using the national fomnda (Sample Problem
8.03x);
Q =CIA
Qr Flow (CfS) 0
Qta Flow (cfs) 0.9

ESTIMATING
Rational Method RUNOFF
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
ARENA CATCH BASIN # 4
The rational formula is,
Q = CIA
where:
O = peak rate of runoff in cubic feet per second (cfs)
C = runoffcoetBcimt, an empirical coefficient representing the
relationship between rainfall rate and r moff rate
I = average intensity of rainfall in uuhessouc for a storm duration equal
to the time of concentration, Tn
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Simple problem 8.03x.
Step 1. Determine the drainage area in acres.
Total Drainage Area 0.94
Step 2. Determine the runoff coetficieur, C, for the type of sod /cover in the
drainage area (Table 8.03b).
If the land use and sail cox r is homogenous over the drainage area. a C
value can be determined directly from Table 8.03b. If there are multiple sad
cover conditions, a weighted average must be calculated, or the area may be
subdivided.
Subarea A (acres) 0.94
Subarea A Runoff Coefficient 0.1 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 0.1
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, 1 (in/hr) 0
25 -year Rainfall Intensity, i (in/hr) 8.53
Step 5. Determine peak discharge, Q (cubic feet per second), by multiplying
the preciously detersumed factors using the rational: "ormda (Sample problem
8.03a);
Q =CIA
Qa Flow (cfs) - 0
Qta Flow (cfs) 0.8

Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 611812014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Project No.: 13017
Site Location (Cityrrown) tryon
ARENA CATCH BASIN # 5
The rational formula is:
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoffcoetHciet, an empirical coefficient represenrurg the
relatuanslup between rainfall rate and runoff rate
I = average intensity ofrain8dl in iachevhom. for a storm dumuon 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 1.04
Step 2. Determine the nmoff coefficient, C. fa the type of soilrcounr in the
drainage area (Table 8.03b).
If the land use and soil anent is homogenous over the drainage area, a C
%aloe can be determined directly from table 8.036. If there are multiple soil
cover condivons, a weighted average must be calculated or the area may be
subdivided.
Subarea A (acres) 1.04
Subarea A Runoff Coefficient 0.1 Runoff Coefflclent
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.1
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (inlhr) 0
25 -year Rainfall Intensity, i (in/hr) 8.53
Step S. Determine peak discharge, Q (cubic feet per strand), by muluplving
the pnniously determined factors using the rational forunua (Sample Problem
8.03x);
Q =CIA
Qz Flow(cfs) 0
Out Flow (cfs) 0.9

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
ARENA CATCH BASIN # 6
The rational formula is:
Q = CIA
w %ere:
Q = peakrate of runoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relationship bemien rainfall rate and runoff rate
I = average intensity of rainfall in inches-hour, for a storm duration equal
to the time of concentration, Tn
A= drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated is Sample problem 8.03x.
Step 1. Determine the drainage :sea its acres.
Total Drainage Area 0.95
Step 2. Determine the nuwff coefficient, C, for the type of so1cover in the
drainage area (Table 8.03b).
If the Lard use and sod cover 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 must be calculated, or the area may be
subdivided.
Subarea A (acres) 0.95
Subarea A Runoff Coefficient 0.1 Runoff Coefnclent
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.1
Step 3.
Go to Intensity Workaheel
Step 4.
2 -year Rainfall Intensity, i (nlhr) 0
25 -year Rainfall Intensity, 1 (in/hr) 8.53
Step S. Determine peak discharge. Q (cubic feet per second), by multiplying
the previously determined factorsusin¢ the rarional formula (Sample problem
8.03a);
Q =CIA
Qa Flow (cfs) 0
Qta Flow (cfs) 0.8

Rational Method NOFF
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 8 /1 812 01 4
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Project No.: 13017
Site Location (City/Town) tryon
ARENA CATCH BASIN ff 7
The rational formula is:
Q =CIA
Where!:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relationship ber Teen rainfall rate and rmoffrate
I = average intensity of rainfall in inches�hour. 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 1.04
Step 2. Determine the ranoff coefficient. C, for the type of soiUeover in the
drainage area (Table 8.036).
If the laud me and soil cover 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 vveiehted average must be calculated. or the area may be
subdivided.
Subarea A (acres) 1.04
Subarea A Runoff Coefficient 0.1 Runoff Coetnclent
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.1
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, 1 (inthr) 0
25 -year Rainfall Intensity, t (in/hr) 8.53
Step S. Determine peak discharge, Q (cubic fret per second), by multipl)iug
the pmiouslydetenuined factors using the rational formula (Sample problem
8.03x);
Q =CIA
Qa Flow (cfs) 0
Qta Flow (cfs) 0.9

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 (City/Town) tryon
ARENA CATCH BASIN ff 8
The rational fo¢uula is:
Q = CIA
where:
Q = peak rate of runoff in cubic felt per sewrd (chs)
C = runoff coefficient, an empirical coeffident represwring the
relationship between rainfall rate and runoff rate
I = acerageintensity of raincdl in inchesrhow, for a storm duration equal
to the time of concentration. Tc
A= doge am in acres
The general procedure for deterrimung peak discharge using to rational
formula is presented below, and illustrated in Sample problem 8.03a.
Step 1. Determine the drainage area in acres.
Total Drainage Area 0.94
Step 1. Determine the runoff coefficient, C. for the type of soillcover in die
drainage area (Table 8.03b).
If the land use and soil cocrr 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 must be calculated or the area may be
subdivided.
Subarea A (acres) 0.94
Subarea A Runoff Coefficient 0.1 Runoff Coeffldent
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.1
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (inner) 0
25 -year Rainfall Intensity, i (in /hr) 8.53
Step 5. Determine peak disdurve. Q (cubic feet per second). by multiplying
the preciously detenuu:ed factors using the rational formula (Sample problem
8.033);
Q =CIA
Qt Flow (cfs) 0
Qto Flow (cfs) 0.8

Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 8/78/2014
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 formula is
Q = CIA
where:
Q = peak rate of nmoff in cubic feet per second (cfs)
C = runoff coefficient. an empirical coefficient representing the
relationship betweea rainfall rate and runoff rate
I = average intensity of mianll in inches/hour, for a stmm duration equal
to the time of concentration, T.
A = drainage area in aces
The general procedure for determining peak discharge ruing the rational
formula is presented below and illustrated in Sample Problem 8.03a.
Step 1. Determine the drainage area in acres.
Total Drainage Area 0.33
Step 2. Determine the rtmoff coefficient, C, for the type of soillcover in the
drainage area (Table 8.03b).
If the land use and soil cots is homogenous over the drainage area, a C
value cma be determined directly firom Table 8.03b. If thefe are multiple soil
corer conditions, a weighted average must be calculated. or the area may be
sobdinded.
Subarea A (acres) 0.33
Subarea A Runoff Coefficient 0.9 Runoff Coefnctent
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.9
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (inlhr) 0
25 -year Rainfall Intensity, i (in/hr) 8.53
Step 5. Determine peak discharge, Q (cubic feet per second), by multiplying
the preaamnly determined factors using the rational formula (Sample problem
8.03x);
Q =CIA
Qa Flow (cfs) 0
Qta Flow (cfs) 2.5

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 (Cityrfown) tryon
CATCH BASIN # 41A
The atiooal Ramada is:
Q =CIA
where:
Q = peak rate of mmffincubic feet per second(cfs)
C = nmaffcoefficimt, an empirical coefficient representing the
relationship between rainfall ate and nmoffnte
I = a%re geinlexL4t3r of ninBU m inclunhom. far a storm duration equal
to the time of concentration, Tc
A= drainage area in acres
She general procedure for determining peak discharge using the rational
Immula is presented below and illustrated in Sample Problem 8.03a.
Step 1. Determine the drainage area in acres.
Total Drainage Area 0.25
Step 2. Determine the maoff coefficient, C, for the type of soilicosxr in the
drainage area (Table 8.03b).
If the land use and soil cover is homogenous over the drainage aaa, a C
value can be determined d'renly from Table 8.03b. If there are multiple sod
cover conditions, a weighted avenge must be calculated. -or the area may be
subdaided.
Subarea A (acres) 0.25
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 0.9
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (inlhr) 0
25 -year Rainfall Intensity, 1 (In/hr) 8.53
Step S. Determine peak discharge, Q (cubic feet per second), by multiplyiug
the pmiously determined factors using the nationalfommla (Sample problem
9.03a);
Q =CIA
Q2 Flow(cfs) 0
Qlo 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
Sfte Location (CitylTown) tryon
CATCH BASIN # 40
The rational formula is:
Q = CIA
where:
0 = peak rate ofmnoffin cubic fret per second (cfs)
C = maoffcoe&cient, an empirical coefficient representing the
relationship between rainfall rate and runoffrate
I = average intensity of mimall in mches/houc for a storm duration equal
to the time of caocentration T.
A = drainage area in acres
The general procedure for detetmiaug peak discharge using the muonal
formula la is presented below and illustrated in Sample Problem 8.032.
Step L Determine the drainage area in acres.
Total Drainage Area 0.26
Step 2. Determine the runoff coefficient, C, for the type of soillcover in the
drainage area (Table 8.03b).
if the land use and soil coca is homogenous over the drainage area, a C
value can be determined directly from Table 8.03b. If there are multiple .sail
coves condmoms, a weighted average must be calculated, or the area may be
subdivided.
Subarea A (acres) 0.26
Subarea A Runoff Coefficient 0.9 Runoff CoetOclent
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.9
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in/hr) 0
25 -year Rainfall Intensity, i (inthr) 8.53
Step 5. Determine peak discharge, Q (cubic feet per second), by multiplying
the pmiously determined factors using the rational formula (Sample problem
8.03a);
Q =CIA
Qz Flow (cfs) 0
Qto Flow (cfs) 2.0

Rational Method
Data
8l1
d By: DWO Date:
Ty: ODOM ENGINEERING
Name: Tryon Equestrian AREA 1
No.: 13017
The rational formula is:
Q =CIA
where:
Q = peakrate of r moff in cubic feet per second (cfs)
C = runoffeoe6fcient, an empirical coefficient representing IL
-
relationship bemeea rainfall rate and runoff rate
I = average intensity of rainfall inindses boun. for a storm duration equal
on rise time of conceanztion Tc
A = drainage area in acres
The general procedure for dete®ining peak discharge using the mtional
fo®ula is presented below and illustrated in Sansple problem 8.03a.
Step 1. Determine the drainage area in acre.
Drainage Area 0.52
Step 2. Determine the nmoff coefficient, C, for the type of wilicover in the
drainage area (Table 8.03b).
If the land use and soil coca is homogenous over the drainage area, a C
value au 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) 0.52
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 0.9
3.
4.
ar Rainfall Intensity, I (In/hr) 0
=_ar Rainfall Intensity, i (In/hr) 8.53
5. Detemune peak discharge, Q (cubic feet per second), by multiplying
mriously detennined factors using the rational formula (Sanple Problem
Q =CIA
Flow (cfs)
, Flow (cfs)
0
4.0

ESTIMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 0- 8.22014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Project No.: 13017
Site Location (Cltylrown) tryon
CATCH BASIN # 39
The normal fo®ula is:
Q = CIA
where:
Q = peak mte of runoff in cubic feet per second (c&)
C = runoffcrefficient, an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in incheshour for a strum duration equal
to the time of concentration. To
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 m acres.
Total Drainage Area 0.29
Step?. Determine the nmoff coeffieieur, C, for the type of soil/cover in the
drainage area (Table 8.03b).
If the lead use and soil cmw is homogenous over the drainage am, a C
%mlue can be determined directly from Table 8.036. If there are multiple soil
corer conditions, a weighted avenge must be calculated or the area may be
subdis'idcd.
Subarea A (acres) 0.29
Subarea A Runoff Coefficient 0.9 Runoff CoeKCienl
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.9
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in/hr) 0
25 -year Rainfall Intensity, i (in/hr) 8.53
Step 5. Determine peak discharge. Q (cubic feet per second), by multiplying
the pre%iously determined factors using the rational formmda (Sample problem
8.03x);
0 =CIA
Qt Flow (cfs) 0
Qtu Flow (cfs) 2.2

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 # 38
The rational formula m
Q = CIA
where:
Q = peak rate of nmoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of vurAll in incheslhom, for a storm duration equal
to the time of concenrcation. Tc
A= drainage area in acres
The general procedure for deternammi; 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 0.63
Step 2. Determine the nmoffcoefficient, C, for the type of soilfcover in the
drainage area (Table 8.03b).
If the land use and soil cost is homogenous mgr the drainage area, a C
%- am cas be determined directly from Table 8.03b. If there are multiple soil
corer conditions, a weighted avenge must be calculated or the area may be
subelmded.
Subarea A (acres) 0.63
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 0.9
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in/hr) 0
25 -year Rainfall Intensity, i (nlhr) 8.53
Step S. Determine peak discharge. Q (cubic feet per second), by multiplying
the previously determined factors using the rational formula (Sample Problem
S.03a);
Q =CIA
Qa Flow (cfs) 0
Qta Flow (cfs) 4.8

r—
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 (City/Town) tryon
CATCH BASIN # 50
Tine rational fo ®iAa is:
Q = CIA
where:
Q = peak rate of nmoffiu cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relationship betsvem rainfall rate and rmofffae
I = average intensity of rainfall in mchesPoho r. for a stoma duration equal
to die time of concentration, Tc
A= drainage area in acres
The general procedure for deternvnmg peak discharge using the rational
formula is presented below and illustrated in Sample problem 3.03a.
Step 1. Determine the drainage mea in acres.
Total Drainage Area 0.34.
Step 2. Determine the nmo3'coefficient, C, for the type of soil/covtr in the
drainage area (Table 3.03b).
If the land use and soil mw is homogenous mw die drainage area, a C
value can be determined directly from Table 8.03b. If there we multiple soil
co%w conditions, a utighted average must be calculated, or the area may be
subdivided.
Subarea A (acres) 0.34
Subarea A Runoff Coefficient 0.9 Runoff Comficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.9
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in/hr) 0
25 -year Rainfall Intensity, i (inner) 8.53
Step i. Determine peak discharge. Q (cubic feet per second), by multiplying
the prevsously determined factors using the rational formula (Sample problem
8.03a);
Q =CIA
Qz Flow (cfs) 0
Qmo Flow (cfs) 2.6

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 # 37A
The rational formula is:
Q = CIA
where:
Q = peak rate of nmoffm cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relationship between rainfall rate and nmoffrae
I = average intensity, of rair611 in inchevhour. for a stem duration equal
to die 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 8.03x.
Step L Determine the drainage area in acres.
Total Drainage Area 0.06
Step 2. Determine the rtnori coefficient, C, for the type of soil/com in the
drainage area (Table 8.03b).
If the Land use and soil cots is homogenous tner the drainage area, a C
value can be determined duMly fmm Table 8.036. If there are multiple soil
cover conditions, a weighted aveage most be calculated. or the area may be
subdivided.
Subarea A (acres) 0.06
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 0.9
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in/hr) 0
25 -year Rainfall Intensity, i (inlhr) 8.53
Step S. Determine peak discharge, Q (cubic feet per second), by multiplving
the pmtiously determined factors using the rational formula (Sample problem
8.03x);
Q =CIA
Qz Flow (cis) 0
Qta Flow (cfs) 0.5

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 (CitylTown) tryon
CATCH BASIN # 37
The rational formula is:
Q = CIA
where:
Q = peak rate of mnoffin cubic feet per second (cfs)
C = nmoffccefficient, an empirical coefficient reprasauing the
relationship betwreen rainfall rate and runoff rate
I = average intensity ofminfall in inches+hour. fm 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
formula is presented below andillusuated in Sample problem 8.03a.
Step 1. Determine the drainage area in acres.
Total Drainage Area 0.06
Step' -. Determine the nmoff coefficiew. C, for the type of soillcocer in the
dranage area (Table 8.03b).
If the land use and soil cover is homogenous over die drainage area a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions, a ureiigbted avenge must be calculated, or the area may be
subdivided.
Subarea A (acres) 0.06
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 0.9
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr) 0
25 -year Rainfall Intensity, i (inlhr) 8.53
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
Q2 Flow (cfs) 0
Qte Flow (cfs) 0.5

ESTIMATING RUNOFF
Rational Method
User Input Data
Calculated value
Reference Data
Designed By: JCW Date: 811812014
Checked By: DWQ Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Project No.: 13017
Site Location (CitylTown) tryon
CATCH BASIN # 36A
The rational formula is:
Q = CIA
where:
Q = peak mte of mnoff in cubic feetper second (cfs)
C = nuroff coefficient, an empirical coeSrient repmevarg the
relationship bemrcen mivfall rate and tunoff rate
I = menage intensity ofminfnll in inchesihour, for a storm duration equal
to the time of concentration. To
A = drainage area in awes
The general procedure for determining peak discharge using the national
form ila is presented belmv and illustrated in Sample problem 8.03x.
Step 1. Determine the drainage area in acres.
Total Drainage Area 0.31
Step 3. Determine the nmoff coefficient. C. for the type of soiL'cover in the
drainage area (Table 8.03b).
If the land use and sail corer is homogenous over the drainage area, a C
slue can be determined directly from Table 8.036. If there ane multiple sod
cmw condinons, a weighted average must be calculated m the area may be
subdivided.
Subarea A (acres) 0.31
Subarea A Runoff Coefficient 0.9 Runoff CoerOcient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.9
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (In/hr) 0
25 -year Rainfall Intensity, 1(nlhr) 6.53
Step 5. Determine peak discharge, Q (cubic feet per second), by multiplying
the pmiously determined factors using the national formula (Sample problem
8.031);
Q =CIA
Qz Flow (cfs) 0
Qta Flow (cfs) 2.4

ESTIMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 8/18@014
Checked By. DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Project No.: 13017
Site Location (Cityfrown) tryon
CATCH BASIN # 36
The rational formula is:
Q = CIA
where:
0 = peakrate of m aoff in cubic feet per wand (cfs)
C = runoffcceEbcient, an empirical coefficient representing the
relationship bemveea rainfall rate and mmoffrate
I = average intensity of rainfall in inchevhour. for a Saturn duration equal
to the time of emrceatration. Tn
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample problem 3.033.
Step 1. Determine the drainage area in acres.
Total Drainage Area 0.28
Step 3. Determine the nmoff coefficient, C. far the type of soivccver in the
drainage area (Table 3.03b).
If the Land use and soil cover is homogenous over the drainage area. a C
value cart be determined directly from Table 9.03b. if there are multiple soil
cover conditions. a weighted average most be calculated. or the area may be
subdivided.
Subarea A (acres) 0.28
Subarea A Runoff Coefficient 0.1 Runoff Coemclent
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.1
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, I Ch/hr) 0
25 -year Rainfall Intensity, i (inlhr) 8.53
Step 5. Determine peak discharge, Q (cubic feet per second), by multiplying
the previously determined factors using the mtonal formula (Sample problem
8.03a);
0 =CIA
Qa Flow (cfs) 0
Qtt Flow (cfs) 0.2

r-
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 8/1812014
Checked By: DWG Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian AREA 1
Project No.: 13017
Site Location (Citylrown) tryon
CATCH BASIN # 36AA
The rational formula is:
Q = CIA
Where:
Q = pealcrate of runoff in cubic feer per secccd (efs)
C = nmoff coefficient, an empirical coefficient representing the
relationship betisxen sandall rate and ruroff rate
I = avenge intensity ofnin£a0 in inchesihom. for a storm duration equal
to the tine 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 die drainage area in acres.
Total Drainage Area 0.4
Step 3. Determine the runoff ccefficienr. C, for the type of soillcover in the
drainage ma (Table 8.03b).
If the laud u and soil rover is homogenous over die drainage area, a C
table can be derennined directly from Table 8.036. If there are multiple sod
cover cooditiom. a weighted avenge must be calculated. or the area may be
subdivided.
Subarea A (acres) 0.4.
Subarea A Runoff Coefficient 0.1 Runoff Coafflclenl
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.1
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (irk/hr) 0
25 -year Rainfall Intensity, i (Inlhr) 8.53
Step S. Determine peak discharge. Q (cubic feet per second), by multiplying
the preciously determinedfactors using the rationalfor ula(Sampleproblem
8.033);
Q =CIA
Qa Flow (cfs) 0
Qte Flow (cfs) 0.3

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 (City/Town) Tryon
CATCH BASIN # UNKNOWN
The rational formula is:
Q = CIA
Where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = nmoff coefficient, an empirical coefficient representing the
relationship benyeen rainfall rate and maoff rate
I = average intensity of min&0 in inchevhow.. for a stoma duration equal
to rite time of concentration. Tc
A = drainage area m 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 0.24
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 coca is homogenous oca the drainage area. a C
cmlue can be detemuned directly from Table 8.03b. If there are multiple soil
coyer conditions, a Weighted average must be calculated. or the area may be
sub&ided.
Subarea A (acres) 0.24
Subarea A Runoff Coefficient 0.1 Runoff Coefllclent
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.1
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, 1(inmr) 0
25 -year Rainfall Intensity, 1(in/hr) 8.53
Step 5. Determine peal- discharge. Q (cubic feet per second), by multiplying
the preciouslcdetermined factors using the rational fonuula (Sample Problem
8.03x);
Q =CIA
Qr Flow (cfs) 0
Qta Flow (cfs) 0.2

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 31® 2013 by Aulodesk, Inc.
ARENA CB #1 TO ARENA CB #2
Circular
Diameter (ft) = 1.25
Invert Elev (ft) = 893.24
Slope ( %) = 0.50
N -Value = 0.025
Calculations
Compute by: Known Q
Known Q (cfs) = 0.80
Elev (ft)
895.00
894.50
�
E:kXA.111:
893.00
892.50
Thursday, Aug 212014
Highlighted
Depth (ft)
= 0.50
Q (cfs)
= 0.800
Area (sqft)
= 0.46
Velocity (ft/s)
= 1.74
Wetted Perim (ft)
= 1.71
Crit Depth, Yc (ft)
= 0.35
Top Width (ft)
= 1.22
EGL (ft)
= 0.55
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3138 2013 by Autodesk, Inc.
ARENA CB #2 TO ARENA CB #3
Circular
Diameter (ft) = 1.25
Invert Elev (ft) = 893.08
Slope ( %) = 0.50
N -Value = 0.012
Calculations
Compute by: Known Q
Known Q (cfs) = 1.70
Elev (ft)
895.00
894.50
894.00
893.50
893.00
892.50
Thursday, Aug 212014
Highlighted
Depth (ft)
= 0.51
Q (cfs)
= 1.700
Area (sqft)
= 0.47
Velocity (ft/s)
= 3.59
Wetted Perim (ft)
= 1.74
Crit Depth, Yc (ft)
= 0.52
Top Width (ft)
= 1.23
EGL (ft)
= 0.71
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
ARENA CB #3 TO ARENA CB #4
Circular
Diameter (ft) = 1.25
Invert Elev (ft) = 892.22
Slope ( %) = 0.50
N -Value = 0.012
Calculations
Compute by: Known Q
Known Q (cfs) = 2.60
Elev (ft)
894.00
:10141411
1:1:x1111:
WZ1 111
rpJ041U1
891.50
Thursday, Aug 21 2014
Highlighted
Depth (ft)
= 0.65
Q (cfs)
= 2.600
Area (sgft)
= 0.65
Velocity (fUs)
= 4.01
Wetted Perim (ft)
= 2.02
Crit Depth, Ye (ft)
= 0.65
Top Width (ft)
= 1.25
EGL (ft)
= 0.90
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
ARENA CB #4 TO ARENA CB #5
Circular
Diameter (ft) = 1.25
Invert Elev (ft) = 892.06
Slope ( %) = 0.50
N -Value = 0.012
Calculations
Compute by: Known Q
Known Q (cfs) = 3.40
Elev (ft)
894.00
893.50
893.00
892.50
892.00
891.50
Thursday, Aug 212014
Highlighted
Depth (ft)
= 0.77
Q (cfs)
= 3.400
Area (sgft)
= 0.79
Velocity (ft/s)
= 4.29
Wetted Perim (ft)
= 2.26
Crit Depth, Yc (ft)
= 0.75
Top Width (ft)
= 1.22
EGL (ft)
= 1.06
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D9) 2013 by Autodesk, Inc.
Thursday, Aug 212014
ARENA CB #5 TO ARENA CB #6
Circular
Highlighted
Diameter (ft) = 1.50
Depth (ft)
= 0.78
Q (cfs)
= 4.300
Area (sqft)
= 0.93
Invert Elev (ft) = 891.20
Velocity (ft/s)
= 4.61
Slope ( %) = 0.50
Wetted Perim (ft)
= 2.42
N -Value = 0.012
Crit Depth, Yc (ft)
= 0.80
Top Width (ft)
= 1.50
Calculations
EGL (ft)
= 1.11
Compute by: Known Q
Known Q (cfs) = 4.30
Elev (ft)
393.00
892.00
891.00
890.50
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
ARENA CB #6 TO ARENA CB #7
Circular
Diameter (ft) = 1.50
Invert Elev (ft) = 891.04
Slope ( %) = 0.50
N -Value = 0.012
Calculations
Compute by: Known Q
Known Q (cfs) = 5.10
Elev (ft)
393.00
892.50
892.00
891.50
891.00
890.50
Thursday, Aug 212014
Highlighted
Depth (ft)
= 0.87
Q (cfs)
= 5.100
Area (sqft)
= 1.07
Velocity (ft/s)
= 4.78
Wetted Perim (ft)
= 2.60
Crit Depth, Yc (ft)
= 0.87
Top Width (ft)
= 1.48
EGL (ft)
= 1.23
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D@ 2013 by Autodesk, Inc.
ARENA CB #7 TO ARENA CB #8
Circular
Diameter (ft)
= 2.00
Invert Elev (ft)
= 891.04
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
Compute by:
Known Q
Known Q (cfs)
= 5.90
Elev (ft)
394.00
I -RIM ,
893.00
892.50
892.00
891.50
891.00
890.50
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
Reach (ft)
M
Thursday, Aug 212014
= 5.900
= 1.19
= 4.94
= 2.76
= 0.86
= 1.96
= 1.19
Depth (ft)
2.96
2.46
1.96
1.46
0.46
-0.04
0.54
4

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D@2013 by Autodesk, Inc.
ARENA CB #8 TO CB #36A
Circular
= 8.300
Diameter (ft)
= 2.00
Invert Elev (ft)
= 889.20
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
= 2.00
Compute by:
Known Q
Known Q (cfs)
= 8.30
Elev
992.00
891.50
891.00
1.1 *1116181
890.00
889.50
889.00
888.50
Thursday, Aug 212014
Highlighted
Depth (ft)
= 0.98
Q (cfs)
= 8.300
Area (sqft)
= 1.54
Velocity (ft/s)
= 5.39
Wetted Perim (ft)
= 3.11
Crit Depth, Yc (ft)
= 1.03
Top Width (ft)
= 2.00
EGL (ft)
= 1.43
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
Hydraflow Express Extension for AutoCAD® Civil 3D@2013 by Autodesk, Inc.
CB #41 TO CB #41A
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 1.25
Invert Elev (ft)
= 897.80
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 2.50
Elev (ft) Section
900.00
898.50
897.50
897.00
Thursday, Aug 212014
Highlighted
Depth (ft)
= 0.63
Q (cfs)
= 2.500
Area (sqft)
= 0.62
Velocity (ft/s)
= 4.03
Wetted Perim (ft)
= 1.97
Crit Depth, Yc (ft)
= 0.64
Top Width (ft)
= 1.25
EGL (ft)
= 0.88
Depth (ft)
2.20
fiwil�
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 #41A TO CB #40
Circular
Diameter (ft) = 1.25
Invert Elev (ft)
= 897.10
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
= 4.54
Compute by:
Known Q
Known Q (cfs)
= 4.40
Elev (ft)
899.00
M- 61- of
1:161:141]
897.50
Thursday, Aug 212014
Highlighted
Depth (ft)
= 0.92
Q (Cfs)
= 4.400
Area (sqft)
= 0.97
Velocity (ft/s)
= 4.54
Wetted Perim (ft)
= 2.58
Crit Depth, Yc (ft)
= 0.85
Top Width (ft)
= 1.10
EGL (ft)
= 1.24
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Aulodesk, Inc.
Thursday, Aug 212014
CB #40 TO CB #39
Circular
Highlighted
Diameter (ft)
= 1.50
Depth (ft)
= 1.02
Q (cfs)
= 6.400
Area (sqft)
= 1.28
Invert Elev (ft)
= 897.10
Velocity (ft/s)
= 5.00
Slope ( %)
= 0.50
Wetted Perim (ft)
= 2.91
N -Value
= 0.012
Crit Depth, Yc (ft)
= 0.98
Top Width (ft)
= 1.40
Calculations
EGL (ft)
= 1.41
Compute by:
Known Q
Known Q (cfs)
= 6.40
Elev (ft)
399.00
898.50
5 1
!:OlA.1q
897.00
896.50
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAO® Civil 300 2013 by Autodesk, Inc.
CB #39A TO CB #39
Circular
Diameter (ft) = 1.25
Invert Elev (ft) = 896.40
Slope ( %) = 0.50
N -Value = 0.012
Calculations
Compute by: Known Q
Known Q (cfs) = 4.00
Elev (ft)
t ° Vo.00
897.50
896.50
895.50
Thursday, Aug 212014
Highlighted
Depth (ft)
= 0.86
Q (cfs)
= 4.000
Area (sqft)
= 0.90
Velocity (fUs)
= 4.43
Wetted Perim (ft)
= 2.45
Crit Depth, Yc (ft)
= 0.81
Top Width (ft)
= 1.16
EGL (ft)
= 1.17
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
CB #39TO CB #38
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.00
Invert Elev (ft)
= 895.20
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 12.60
Elev (ft) Section
998.00
I. SM71011
E:I0104I11A
896.50
896.00
895.50
895.00
894.50
0 1 2
Reach (ft)
Thursday, Aug 212014
Highlighted
Depth (ft)
= 1.27
Q (cfs)
= 12.60
Area (sqft)
= 2.11
Velocity (ft/s)
= 5.98
Wetted Perim (ft)
= 3.69
Crit Depth, Yc (ft)
= 1.28
Top Width (ft)
= 1.93
EGL (ft)
= 1.83
Depth (ft)
2.80
2.30
1.80
1.30
141 *1
0.30
0.20
0.70
3 4

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
CB #38 TO CB #37
Circular
Diameter (ft) = 1.25
Invert Elev (ft) = 892.00
Slope ( %) = 4.36
N -Value = 0.012
Calculations
Compute by: Known Q
Known Q (cfs) = 2.60
Elev (ft)
� 994.00
893.50
892.50
892.00
Thursday, Aug 212014
Highlighted
Depth (ft)
= 0.36
Q (cfs)
= 2.600
Area (sqft)
= 0.29
Velocity (ft/s)
= 8.85
Wetted Perim (ft)
= 1.42
Crit Depth, Yc (ft)
= 0.65
Top Width (ft)
= 1.13
EGL (ft)
= 1.58
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
CB #50TO CB #37A
Circular
Diameter (ft) = 1.25
Invert Elev (ft)
= 892.00
Slope ( %)
= 4.36
N -Value
= 0.012
Calculations
= 8.85
Compute by:
Known Q
Known Q (cfs)
= 2.60
Elev (ft)
494.00
893.50
893.00
892.50
892.00
891.50
Thursday, Aug 212014
Highlighted
Depth (ft)
= 0.36
Q (cfs)
= 2.600
Area (sqft)
= 0.29
Velocity (ft/s)
= 8.85
Wetted Perim (ft)
= 1.42
Crit Depth, Yc (ft)
= 0.65
Top Width (ft)
= 1.13
EGL (ft)
= 1.58
Section
0 1 2 3
Reach (ft)

Channel Report
Hydratlow Express Extension for AutoCAD® Civil 3D® 2013 by Aulodesk, Inc.
CB #37A TO CB #37
Circular
Diameter (ft) = 1.25
Invert Elev (ft)
= 890.00
Slope ( %)
= 15.38
N -Value
= 0.012
Calculations
= 14.18
Compute by:
Known Q
Known Q (cfs)
= 3.10
Elev (ft)
492.00
891.50
891.00
890.50
889.50
Thursday, Aug 21 2014
Highlighted
Depth (ft)
= 0.29
Q (cfs)
= 3.100
Area (sqft)
= 0.22
Velocity (ft/s)
= 14.18
Wetted Perim (ft)
= 1.26
Crit Depth, Yc (ft)
= 0.71
Top Width (ft)
= 1.06
EGL (ft)
= 3.42
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
CB #37 TO CB #36A
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.00
Invert Elev (ft)
= 889.20
Slope ( %)
= 1.00
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 21.00
Elev
992.00
891.50
891.00
1.101116111
890.00
889.50
889.00
I
888.50
Thursday, Aug 21 2014
Highlighted
Depth (ft)
= 1.43
Q (cfs)
= 21.00
Area (sqft)
= 2.41
Velocity (ft/s)
= 8.71
Wetted Perim (ft)
= 4.04
Crit Depth, Yc (ft)
= 1.64
Top Width (ft)
= 1.80
EGL (ft)
= 2.61
0 1 2 3 4
Raarh !ft)
Depth (ft)
2.80
2.30
1.80
5W141
0.80
0.30
-0.20
-0.70

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
CB #36A TO UNKNOWN
Circular
= 31.70
Diameter (ft)
= 2.00
Invert Elev (ft)
= 885.00
Slope ( %)
= 3.34
N -Value
= 0.012
Calculations
= 1.94
Compute by:
Known Q
Known Q (cfs)
= 31.70
Elev
988.00
887.50
887.00
886.50
886.00
885.50
884.50
Thursday, Aug 212014
Highlighted
Depth (ft)
= 1.25
Q (cfs)
= 31.70
Area (sqft)
= 2.07
Velocity (ft/s)
= 15.33
Wetted Perim (ft)
= 3.65
Crit Depth, Yc (ft)
= 1.89
Top Width (ft)
= 1.94
EGL (ft)
= 4.90
0 1 2 3
Reach (ft)
4
Depth (ft)
3.00
2.50
2.00
f M11
1.00
0.50
0.00
-0.50

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D@2013 by Autodesk, Inc.
CB #36 TO UNKNOWN
Circular
Diameter (ft) = 1.25
Invert Elev (ft)
= 885.00
Slope ( %)
= 6.77
N -Value
= 0.012
Calculations
= 4.32
Compute by:
Known Q
Known Q (cfs)
= 0.20
Elev (ft)
487.00
sl:Ia�711
M. M-0
885.50
885.00
884.50
Thursday, Aug 21 2014
Highlighted
Depth (ft)
= 0.10
Q (cfs)
= 0.200
Area (sqft)
= 0.05
Velocity (ft/s)
= 4.32
Wetted Perim (ft)
= 0.72
Crit Depth, Yc (ft)
= 0.18
Top Width (ft)
= 0.68
EGL (ft)
= 0.39
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD@ Civil 31302013 by Aulodesk, Inc.
CB #36AA TO UNKNOWN
Circular
Diameter (ft) = 1.25
Invert Elev (ft) = 885.00
Slope ( %) = 3.12
N -Value = 0.012
Calculations
Compute by: Known Q
Known Q (cfs) = 0.50
Elev (ft)
987.00
Thursday, Aug 212014
Highlighted
Depth (ft)
= 0.17
Q (cfs)
= 0.500
Area (sqft)
= 0.10
Velocity (ft/s)
= 4.91
Wetted Perim (ft)
= 0.95
Crit Depth, Yc (ft)
= 0.28
Top Width (ft)
= 0.86
EGL (ft)
= 0.54
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
CB# UNKNOWN TO JB #1
Circular
= 32.40
Diameter (ft)
= 2.50
Invert Elev (ft)
= 877.70
Slope ( %)
= 3.50
N -Value
= 0.012
Calculations
= 2.48
Compute by:
Known Q
Known Q (cfs)
= 32.40
Elev (ft)
881.00
879.00
: el.
877.00
876.00
0
Section
Thursday, Aug 212014
Highlighted
Depth (ft)
= 1.09
Q (cfs)
= 32.40
Area (sqft)
= 2.06
Velocity (ft/s)
= 15.70
Wetted Perim (ft)
= 3.61
Crit Depth, Yc (ft)
= 1.94
Top Width (ft)
= 2.48
EGL (ft)
= 4.92
1
2 3
Reach (ft)
4
Depth (ft)
3.30
2.30
M6111
0.30
S11rLl:
1.70
5

Channel Report
HydraFlow Express Extension for AutoCAD® Civil 3138 2013 by Aulodesk, Inc.
JB #1 TO jB #2
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.50
Invert Elev (ft)
= 871.50
Slope ( %)
= 8.85
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 32.40
Elev (ft)
(" 975.00
1- YE9417
E:Y1911161
872M
871.00
870.00
0
Section
Thursday, Aug 212014
Highlighted
Depth (ft)
= 0.84
Q (cfs)
= 32.40
Area (sqft)
= 1.46
Velocity (ft/s)
= 22.23
Wetted Perim (ft)
= 3.10
Crit Depth, Ye (ft)
= 1.94
Top Width (ft)
= 2.36
EGL (ft)
= 8.52
1 2 3 4
Reach (ft)
Depth (ft)
3.50
2.50
1.50
0.50'
-0.50
i

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Aulodesk, Inc.
JB #2 TO OUT
Circular
Diameter (ft) = 3.00
Invert Elev (ft) = 871.40
Slope ( %) = 0.50
N -Value = 0.012
Calculations
Compute by: Known Q
Known Q (cfs) = 32.40
Elev (ft)
375.00
874.00
873.00
872.00
871.00
870.00
0
Section
Thursday, Aug 21 2014
Highlighted
Depth (ft)
= 1.74
Q (cfs)
= 32.40
Area (sqft)
= 4.27
Velocity (ft/s)
= 7.59
Wetted Perim (ft)
= 5.20
Crit Depth, Yc (ft)
= 1.85
Top Width (ft)
= 2.96
EGL (ft)
= 2.64
i
2 3
Reach (ft)
51
Depth (ft)
3.60
2.60
1.60
Mai:
-0.40
-1.40
5

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D@2013 by Autodesk, Inc.
NEW JB TO OUT
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 4.00
Invert Elev (ft)
= 866.90
Slope ( %)
= 0.10
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 32.40
Elev (ft)
r
871.00
870.00
S•• ol,
&I:1/Afi11
865.00
0
Section
Tuesday, Aug 26 2014
Highlighted
Depth (ft)
= 2.37
Q (cfs)
= 32.40
Area (sqft)
= 7.78
Velocity (ft/s)
= 4.17
Wetted Perim (ft)
= 7.04
Crit Depth, Yc (ft)
= 1.69
Top Width (ft)
= 3.93
EGL (ft)
= 2.64
1 2
3
Reach (ft)
Depth (ft)
4.10
3.10
2.10
1.10
0.10
-0.90
-1.90
4 5 6

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