20131200 Ver 2_Area 7 - stormwater calcs_20140909

10 , r"

TRYON EQUESTRIAN
8/18/2014
STORMWATER TREATMENT AND RETENTION AREA 7
C Data
Total drainage area(Acres) 11.62 506,167 13903
Impervious drainage (Acres) 3.61 157,252
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 = 0.33
WATER QUALITY VOLUME DETERMINATION
V = 3630 *Ro *Rv *A
Where: V = Minimum volume of pond from perm pool to temp pool (ft?)
CRD = 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) = 0.08
D = V((4 *Q) /(T( *Cd *J(2 *g *H)))
Where: Q = Flowrate (cfs).
Cd = Coefficient of Discharge = 0.6
g = acceleration of gravity (ft/sec sqrd) = 32.2
H = Headwater (ft)
Orifice Dia. (in) = 1.4
Use a 1.5" orifice
i

ESTIMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 112012014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestdan RV
Project No.: 13017
Site Location (City/Town) Green Creek, Polk
INLET # 4
Therational fo®ula is:
Q =CIA
where:
Q =peak ate of mnoffin cubic feet per second (cfs)
C = srmoffcoeSciem, an empirical coefficient representing the
relationship betmemminfall rate and nmoffrate
I = avaage intensity of rainfall in inchevbom. for a storm deuation equal
to the time of concesuauon. T.
A= dminage area in antes
The general procedure for determining peak discharge using the rational
formula is presorted belmv and illustrated in Sample problem 8.033.
Step L Dttsnrine the drainage area m acres.
Total Drainage Area 1.22
Step 2. Determine the nmoff coefficient, C, for the type of soil s cover in the
drainage area (Table 8.03b).
If the land use and soil coca is homogenmu over the drainage area, a C
value an be determined directly from Table 8.03b. If there are multiple soil
cuva conditions, a weighted average must be calculated or the area may be
subdivided.
Subarea A (acres) 1.22
Subarea A Runoff Coefficient 0.5 Runoff Coefficient
Subarea B (acres)
Subarea 8 Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.5
Step 3.
Go to Imensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (inlhr) 5.62
10 -year Rainfall Intensity, i (In/hr) 7.48
Step 5. Determine peak discharge. Q (cubic fen per second), by mtduplvmg
tie preciously determined factors using the rational fbmadx (Sample problem
8.03a):
Q =CIA
Qt Flow (cfs) 3.4282
Qva Flow (cfs) 4.6

Rational Method
Data
JCW Date: 1/20/201
DWO Date:
ODOM ENGINEERING
Tryon Equestrian RV
The rational formula is:
Q =CIA
Where:
Q = peak rate of ruooff in cubic feet per second (ck)
C = maoff coefficient. an empirical coefficient repmesmag the
relationship between rain611 rate and runoff rate
I =acmge intensity ofmiofall in iuches.fhom fm a storm duration equal
to dme time of concentration To
A = drainage area in acres
The general procedure for determining peak discharge using the nbooal
formula a presented below and illustrated m Sample problem 8.03a.
Step 1. Determine the drainage area in acres.
Total Drainage Area 1.22
Step 2. Demrsame the rmmff'coe&cieut. C. for the type of soihcova in die
drainage area (fable 8.03b).
If the Land use and soil cover is homogenous mar the drainage area. 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) 1.22
Subarea A Runoff Coefficient 0.5 Runoff Coerrdem
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.5
kj
Step 4.
2 -year Rainfall Intensity, i (in/hr) 5.62
10 -year Rainfall Intensity, 1(inlllr) 7A8
Step S. Determine peak discharge. Q (cubic feet per second), by multiplying
the previously determined 6ctors using the rational formula (Sample problem
8.03x);
Q =CIA
Qa Flow (cfs) 3.4282
Qto Flow (cfs) 4.6

Rational Method
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 1/20/2014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian RV
Project No.: 13017
Site Location (City/Town) Green Creek, Polk
INLET # 2
The rational formula is:
Q =CIA
where:
a= peak ate ofruuff in cubic feetper second (cfs)
C = nmoffcoefficiew. an empirical coefficient tepmenriag the
relationship between rawfalt ate and muoff rate
I = aeeageintensitgofaiwali in inches-hour. fa a staa duration equal
to the time of concentration. Tc
A = drainage an in acres
The general procedure for detaaimmir peak discharge using the rational
formula is presented below ardillustrated in Sample problem 8.03a.
Step 1. Determine the drainage ama in acres.
Total Drainage Area 1.22
Step 2. Determine the mooff eoeffhciem. C, for the type of soil/cover in the
drainage area (Table 8.03b).
If the land use and sad toter u homogenous user the drainage mea, a C
salve m be determined directly from Table 8.036. If there are multiple soil
cover conditions, a weighted avenge must be calculated, or the area may be
subdaided.
Subarea A (acres) 1.22
Subarea A Runoff Coefficient 0.5 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.5
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (iNhr) 5.62
10 -year Rainfall Intensity, i (irdhr) 7.48
Step 5. Determine peak discharge. O (cubic feet per second), by multiplying
the preciously determined factors using the rational fomnda (Sample problem
8.03a):
Q =CIA
Qm Flow (cfs) 3.4282
Qto Flow (cfs) 4.6

Rational Method
Designed By: JCW Date: 1/20/2014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: Tryon Equestrian RV
Project No.: 13017
The rational formula is
Q = CIA
where:
Q =peak rate ofrumffin cubic feet per second (cfs)
C = nmoff me$aent, an empirical coe6rie at representing the
relationship lxtwzea randall rate and nmoff raw
I = average intensity ofmivSll in inches/hots. for a stoma duration equal
to the time of comumtration, Tc
A =dr i. geareainacres
The gateral procedure far detemtiang peak discbaasge [sing the rational
formula is presented below and illustrated in Sample problem 8.03x.
Step 1. Detennime the drainage area iu acres.
Total Drainage Area 1.62
Step 2. Determine the runoff coefficient, C. for the type of soilicover in de
drainage area (Table 8.03b).
If the land use and sal coca is homogenous ova the drainage area, a C
value can be determined directly from Table 8.03b. If there are multiple sod
cover conditions, a weighted avcage mast be calculated. or the area may be
subdivided.
Subarea A (acres) 1.62
Subarea A Runoff Coefficient 0.5 Runoff coeRdeM
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weiahted Runoff Coefficient 0.5
2
Step 4.
2 -year Rainfall Intensity, t (in /hr)
5.62
10 -year Rainfall Intensity, i (inlhr)
7.489
Step S. Detemine peak discharge, Q (cubic fen per second), by mulmply'a3
the previously determined factors using the
rational formula (Sample problem
8.03x).
Q =CIA
Qa Flow (cfs)
4.5522
Qra Flow (cfs)
6.1

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3DdD 2013 by Autodesk, Inc.
( INLET 4 -INLET 3
Thursday, Aug 282014
Circular
Highlighted
Diameter (ft)
= 1.50
Depth (ft)
= 0.81
Q (cfs)
= 4.600
Area (sqft)
= 0.98
Invert Elev (ft)
= 882.00
Velocity (ft/s)
= 4.70
Slope ( %)
= 0.50
Wetted Perim (ft)
= 2.48
N -Value
= 0.012
Crit Depth, Yc (ft)
= 0.83
Top Width (ft)
= 1.49
Calculations
EGL (ft)
= 1.15
Compute by:
Known Q
Known Q (cfs)
= 4.60
Elev (ft)
884.00
883.50
883.00
I
881.50
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D@2013 by Autodesk, Inc.
INLET 3 -INLET 2
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.00
Invert Elev (ft)
= 881.45
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 9.20
Elev
884.00
883.50
883.00
882.50
882.00
881.50
880.50
ft)
Section
Thursday, Aug 28 2014
Highlighted
Depth (ft)
= 1.04
Q (cfs)
= 9.200
Area (sqft)
= 1.66
Velocity (ft/s)
= 5.55
Wetted Perim (ft)
= 3.23
Crit Depth, Yc (ft)
= 1.08
Top Width (ft)
= 2.00
EGL (ft)
= 1.52
0 1 2 3
Reach (ft)
4
Depth (ft)
2.55
2.05
1.55
1.05
0.55
0.05
-0.45
0 95

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
INLET 2 -INLET 1
Circular
Diameter (ft)
= 2.00
Invert Elev (ft)
= 880.29
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
Compute by:
Known Q
Known Q (cfs)
= 13.80
Elev (ft)
�. 883.00
882.50
882.00
881.50
880.50
679.50
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
Reach (ft)
3
Thursday, Aug 28 2014
= 1.35
= 13.80
= 2.26
= 6.11
= 3.86
= 1.34
= 1.87
= 1.93
Depth (ft)
2.71
2.21
1.71
1.21
0.71
0.21
-0.29
0.79
4

Channel Report
Hydraflow Express Extension for AutoCAD@ Civil 3D® 2013 by Autodesk, Inc.
NLET 1 -OUT
Q (Cfs)
Circular
Area (sqft)
Diameter (ft)
= 3.00
Invert Elev (ft)
= 879.09
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 19.90
Elev (ft)
883.00
882.00
rMuift
WORD]
878.00
0
Section
Thursday, Aug 28 2014
Highlighted
Depth (ft)
= 1.30
Q (Cfs)
= 19.90
Area (sqft)
= 2.95
Velocity (ft/s)
= 6.75
Wetted Perim (ft)
= 4.32
Crit Depth, Yc (ft)
= 1.44
Top Width (ft)
= 2.97
EGL (ft)
= 2.01
1
2 3
Reach (ft)
4
Depth (ft)
3.91
2.91
1.91
0.91
M•
-1.09
5

Project Information:
Project Name:
storm W;b"-
Location:
Date:
cater •/roromlgurnmav
Engineer:
Subsurface Storrnwatar ManaUarnnnl'
SlonnTech RPM:
MC -3500 Site Calculator
Svctem Requirements
System Sizing
U
Number of Chambers Required
76
each
Rc ,.nred Storage Volume
CF
Number of End Caps Required
10
each
Stone Porosity (Industry Standard = 40%)
%
Bed Size (including perimeter stone)
4233
square feet
Stone Above Chambers (12 inch min.)
inches
Stone Required (including perimeter stone)
763
tons
Stone Foundation Depth (9 inch min.)
inches
Volume of Excavation
1619
cubic yards
Average Cover over Chambers (24 Inch min.)
inches
Non -woven Filter Fabric Required (20% Safety Factor)
1369
square yards
Bed size controlled by WIDTH or LENGTH?
Length of Isolator Row
126.6
feet
Limiting WIDTH or LENGTH dimension
feel
Non -woven Isolator Row Fabric (20% Safety Factor)
219
square yards
Woven Isolator Row Fabric (20% Safety Factor)
279
square yards
Storage Volume per Chamber
178.9
CF
Storage Volume per End Cap
46.9
CF
Installed Storage Volume
14,065
cubic feet
Controlled by Length
24
8.9 29"
Maximum Length= 130 feel
MN MIN.
4 rows of 17 chambers
1 row of 8 chambers
Maximum Length =
126.6
feet
ti-
Maximum Width=
37.1
feet
InCheS
�'(1956m�)
"This represents the estimated material and site work costs (US dollars) for the project Materials excluded from this estimate are conveyance pipe, pavement
design, etc. It is always advisable to seek detailed construction costs from local Installers. Please contact STORMTECH at 088- 992.2694 for additional wst
Information.