HomeMy WebLinkAbout20071856 Ver 1_Stormwater Info_20071205 (31)r r . ~ ~ ~ ~ DATE _ - _
• ' • ~ 5-Dec-07
PROJECT NAME tt c~ PROJECT NO ~' ' ~~
Arch Aluminum GX ~ ~ '" ~ O~ ~0 07-024
LOCATION BY ~'~~.;',~..>r,,, ~1•r~~s*~/~
Youngsville, NC BDS
Drainage Area, (DA) _
Impervious Area (c=0.95) _
Pervious Area (c=0.35) _
Cc =
Permanent Water Quality Pool
Impervious =
Permanent Pool Depth =
SA / DA Ratio =
Required Surface Area =
Surface Area Provided =
Main Pond Volume Provided =
Forebay Volume Required =
Forebay Volume Provided =
Temporary Water Quality Pool
Design Storm Rainfall
Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) _
Required Volume (design rainfall)(Rv)(DA) _
Volume Provided =
90% TSS Mountain and Piedmont Region
Tahle 1(l-4
7.21 ac
4.13 ac
3.08 ac
0.69
57
3.00 ft
3.36 (from Tbl. 10-4)
10,565 sf
11,390 sf
1,056 cy 28,512 cf (80% of Total)
264 cy 7,128 sf (20% of Total)
232 cy 6,264 cf
34,776 cf (Total Provided)
1.00 in
0.57 in/in
14,801 cf = 548.20 cy
583 cy
s,a i na aaa°a
Permanent Pool Depth
Impervious 3.0 3.5 4.0 4.5 5.0 5.5 6.0 6.5 7.0
10 0.90 0.80 0.80 0.70 0.60 0.60 0.50 0.50 0.50
20 1.50 1.30 1.10 1.00 1.00 0.90 0.90 0.90 0.80
3 0 1.90 1.80 1.70 1.50 1.40 1.40 1.30 1.10 1.00
40 2.50 2.30 2.00 1.90 1.80 1.70 1.60 1.60 1.50
50 3.00 2.80 2.50 2.30 2.00 1.90 1.90 1.80 1.70
60 3.50 3.20 2.80 2.70 2.50 2.40 2.20 2.10 1.90
70 4.00 3.70 3.30 3.10 2.80 2.70 2.50 2.40 2.20
80 4.50 4.10 3.80 3.50 3.30 3.00 2.80 2.70 2.60
90 5.00 4.50 4.00 3.80 3.50 3.30 3.00 2.90 2.80
L~ ~fw~
[a~iJ
GcNR - WATER QUALITY
WETLANDS AtJD STORrdWATER BRANCfi
s:11319\00011calcs\07-024 Wet Pond Design.XLS printed: 12l5I2007 12:59 PM Page 1 of 1
~ ' ' ~ • ~ ~ • • ' DATE f,,Pa-r;;-;;,,;,:-;-;,,<;, ;,-..
- ' • ~ 5-Dec-07 ~~ ~ ~'~~`
PROJECT NAME PROJECT NO I
Arch Aluminum 07-024
LOCATION BY \`~``v'".''~,^~~ ~?=`-'-'",''' ~
Youngsville, NC BDS
Volume (cf) .15,745.32 cf 583.16 cu yds
Desired Drawdown Time (hrs) 4.50 days 108.00 hrs 388800 sec
Q (Drawdown Rate cfs) (volume/time) 0.0405 cfs
Orifice Equation - QCd A (2g(h/3))
where: Q =Discharge (cfs)
A =Cross-sectional area of orifice (sf)
g =Gravitational Acceleration
h =Driving head to the centroid of the orifice
Cd =Coefficient of discharge (usually 0.50-0.70)
Assumed A:
Find h:
Assumed Pipe Size (in) 1.50 in
A (sf)= 0.01227 sf
0.0405 cfs
32.2 fps
1.32 ft
0.6
Volume of Water Quality Pool .15,745.00 cf
Surface Area of Permanent Pool 11,390.00 sf
Distance to centroid of Orifice 0.06 ft (based on assumed pipe size)
Calculated h 1.32 ft
Find A:
A=0/Cd (2g(h/3))
A= 0.0127 sf
Calculated Pipe Diamater 1.52514 in
Therfore Use 1 1/2 in
~~' ~~ ~ ~~ DATE
~S . ir" ,
~ • • 5-Dec-07 cr 'i: 1 „i \,.
PROJECT NAME PROJECT NO / ,
Arch Aluminum 07-024 ``~, j
LOCATION BY --_,~, ~ ~ e,i~m--~'
Youngsville, NC BDS
Required Volume:
,~, ., ~ lolxl
i
,~ ..
.~~-.,
{ ~ -` CI - ~ `~ -:~ ~ r~
Graph ~ Table Interpolation
t` Choose Serier and Vlaw Maximum Values - - - - ~~- -- -{
t:
l
-
~POPJD 1 ~ Max Volume (cu.yd.J: Elev, (ft)
I
~` Max Elev. (ft) :Volume (cuyd.J
Interpolate User Defined Points... ~ Max Volume (cu.yd.J - 592D.07227 : 435.0000 Elev. (ft) ':
f
Interpolahon - - __..__-_._
Solve for Calculated Value at
~' Solve for Volurne (cu.yd.J 548.2 Volume (cu.yd.) Calculate
'/•' 8otve for Elev. (fl) ~
Interpolated value for 548.2000 Volume [cu.yd.] is:
428.9400d Elev. (ftJ
-Order __
'. ~~ Linear Interpolation
' ' t~ Quadratic Interpolation
Provided Volume:
r:a
...:~... ~...., ~..:m.. ~~~~, ._
Graph) Table Interpolation
r Chaose Series and View Maximum Values -- - -"'
t' Max Volume(cu.yd.J: Elev: (ftJ
~FOtJD 1
'~, ~` Max Elev: (ftJ: Volume (cu.yd.]
Interpolate User Defined Points... ( Max Volume (cu.yd.) = 5920.07227:435.0000 Elev. (ftJ
.._Interpolahon -_ __. __.__ . __ _ ._ _ __.. _ ____--
Solve for --- -- Calculated Value of
I
~~ <~ Solve for Volume (cu.yd.J j 423 Elev. [ftJ Calculate
i C' Solve for Elev. (ftJ
~ Interpolated value for 429.0000 Elev. [ftJ is:
583.16461 Volume (cu.yd.J
~3 Xl
-Order ~ - ----_ _-__ __.,
! C•' Linear Interpolation
E
~~ Quadratic Interpolation
_ __
Type.... Vol: Elev-Area
Name.... POND 1
Page 1.01
File.... C:\ SITE-CIVIL\ Active Projects\2007\07-024 (Arch Aluminum and Glass)\Pond Pack\A
Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum
(ft)
-
--- (sq.in) (sq.ft)
--------------------- (sq.ft)
---------------- (cu.yd.)
---------- (cu.yd.)
-------------
-------
-
429.00 ----- 4911 0 .00 .00
425.00 ----- 6045 16405 202.53 202.53
426.00 ----- 6911 19420 239.75 492.27
427.00 ----- 7988 22329 275.67 717.94
427.50 ----- 8387 24560 151.61 869.54
428.00 ----- 11390 29551 182.41 1051.96
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1 /3) * (EL2-EL1) * (Areal + Areal + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 =Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N: FEYXYWJ8TX2A CPS Engineers PA
Bentley PondPack (10.00.023.00) 12:31 PM 12/5/2007
' ~ ~ ~ DATE DESIGN PHASE
~ 12-5-07 SD / /
PROJECT NAME PROJECT NO DD / /
Arch Aluminum 07-024 CD / x /
LOCATION BY REV / /
Youn sville, NC CSB OTHER / /
CHECKED BY (SPECIFY)
BS
LINED CHANNEL -PERMISSIBLE VELOCITY & CAPACITY
Channel No: 4 Grass Swale Drainage Area: 1.37 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 220 ft Intensity: 7.19 in/hr
Section Slope: 0.10 % Runoff Coeff: 0.61
Ret Class: C Discharge: 6.02 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 1.20 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 6.02 cfs flow by Rational Method
n = 0.03>Grass Manning's Coefficient (dimensionless)
S = 0.001 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 3.83 quantity to equate to Zav
M = 5:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
6 ' 0.65 6.01 12.63 0.48 3.67 shallow
6 0.63 5.76 12.42 0.46 3.45 shallow
6 0.64 5.89 12.53 0.47 3.56 shallow
6 0.67 6.26 12.83 0.49 3.88 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow
zr~ Qn
A R
P = wetted perimeter of the channel = 149
R = hydraulic radius of the channel
Normal Depth, D = 0.67 ft Depth O.K.
Velocit = 0.96 f s Vel. O.K.
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.04 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B = 6 ft side slopes, M = 5 :1
D = 1.2 ft top width, W = 18.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
' ~ ~ ~ DATE DESIGN PHASE
~ 12-5-07 SD / /
PROJECT NAME PROJECT NO DD / /
Arch Aluminum 07-024 CD / X /
LOCATION BY REV / /
Youn sville, NC CSB OTHER / /
CHECKED BY (SPECIFY)
BS
TEMPORARY CHANNEL LINNING -PERMISSIBLE SHEAR
Channel No: 4 Grass Swale Drainage Area: 1.37 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 220 ft Intensity: 5.22 in/hr
Section Slope: 0.10 % Runoff Coeff: 0.61
Lining Type: Straw w/ Tack Discharge: 4.37 cfs
Permissible Shear: 0.35 Ib/sf
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 4.37 cfs flow by Rational Method
n = 0.022 Manning's Coefficient (dimensionless)
S = 0.001 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 2.042 quantity to equate to Zav
M = 5:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
6 0.48. 4.03 10.90 0.37 2.078 deep
6 0.49 4.14 11.00 0.38 2.159 deep
6 0.47 3.92 10.79 0.36 1.999 shallow
6 0.48 4.03 10.90 0.37 2.078 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow ~
zr~
n
=
P = wetted perimeter of the channel A R
R = hydraulic radius of the channel 1.44
Normal Depth, D = 0.48 ft
Velocit = 1.08 f s
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.03 Ib/s -ft Tem Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= E ft side slopes, M= 5 :1
D = 1 ft top width, W = 16.0 ft
Line Channel with: Straw w/ Tack
(REF: Malcom, 1991)
' ' ~ DATE DESIGN PHASE
~ 12-5-07 SD / /
PROJECT NAME PROJECT NO DD / /
Arch Aluminum 07-024 CD / X /
LOCATION BY REV / /
Youn sville, NC CSB OTHER / /
CHECKED BY (SPECIFY)
BS
LINED CHANNEL -PERMISSIBLE VELOCITY & CAPACITY
Channel No; 5 Grass Swale Drainage Area: PP ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: min
Section Length: 152 ft Intensity: in/hr
Section Slope: 0.20 % Runoff Coeff:
Ret Class: C Discharge: 2.55 cfs
Permissible Velocity: 4.50 fps Discharge from Pond Pack Report
Allowable Depth: 1.20 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 2.55 cfs flow by Rational Method
n = 0..03 Grass Manning's Coefficient (dimensionless)
S = 0.002 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 1.15 quantity to equate to Zav
M = 5:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
2 0.55 2.61 7.61 0.34 1.28 deep
2 0.54 2.54 7.51 0.34 1.23 deep
2 0.53 2.46 7.40 0.33 1.18 deep
2 0.53' ' 2.46 7.40 0.33 1.18 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow ~
n
zr~
=
P = wetted perimeter of the channel A R
1
4~ ~
.
R = hydraulic radius of the channel
Normal Depth, D = 0.53 ft Depth O.K.
Velocit = 1.03 f s Vel. O.K.
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.07 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B = 2 ft side slopes, M = 5 :1
D = 1.2 ft top width, W = 14.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
' ~ ~ ~ DATE DESIGN PHASE
~ 12-5-07 SD / /
PROJECT NAME PROJECT NO DD / /
Arch Aluminum 07-024 CD / x /
LOCATION BY REV / /
Youn sville, NC CSB OTHER / /
CHECKED BY (SPECIFY)
BS
TEMPORARY CHANNEL LINNING -PERMISSIBLE SHEAR
Channel No: 5 Grass Swale Drainage Area: PP ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: min
Section Length: 152 ft Intensity: in/hr
Section Slope: 0.20 % Runoff Coeff:
Lining Type: Straww/.Tack Discharge: 0.20 cfs
Permissible Shear: 0.35 Ib/sf Discharge from Pond Pack Report
Channel Depth: 2.00 ft
Swale sizing method done by manipulation of Manning's Equation to find the depth
of flow that matches the known flow conditions. Performed by trial and error.
INPUT DATA
Qp = 0.20 cfs flow by Rational Method
n = 0.022 Manning's Coefficient (dimensionless)
S = 0.002 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.066 quantity to equate to Zav
M = 5:1 side slo a of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
2 0.10 0.25 3.02 0.08 0.047 shallow
2 0.12 0.31 3.22 0.10 0.066 shallow
2 0.11 0.28 3.12 0.09 0.056 shallow
2 0.12 0.31 3.22 0.10 0.066 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav =Zreq
A = cross-sectional area of flow ~
2r~
n
=
P = wetted perimeter of the channel A R
1
49
.
R = hydraulic radius of the channel
Normal Depth, D = 0.12 ft
Velocit = 0.64 f s
SHEAR STRESS
T = yds =shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 Ib/cu-ft
D = normal depth of flow in ft
S =longitudinal slope in ft/ft
shear stress, T = 0.01 Ib/s -ft Tem Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B = 2 ft side slopes, M = 5 :1
D = 1 ft top width, W = 12.0 ft
Line Channel with: Straw w/ Tack
(REF: Malcom, 1991)
PROJECT NAME
Arch Aluminum
Younasvi-le. NC
Culvert No:
Culvert Diameter:
Culvert Material:
Entrance Type
Shoulder Elevation:
HW Control Elev:
Upper Invert:
Lower Invert:
Culvert Length:
Culvert Slope:
Tailwater Elevation
Basin outlet FES-3
18in ~~
KC: F'
FES
433.00
433.00
425.00
...424.20
74 ft
0.010811 ft/ft
425.40
Outlet Protection
Q25 = 10.73 cfs
Qfull = 10.94 cfs
Vfull = 6.19 fps
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
~~;_h
.~>< ~,
'~ - ~;~~ 3
~e~ath
Zone
D50
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
DATE
12/5/2007
PROJECT NO
07-024
BY
BMP
Drainage Area: ac
Design Frequency: 10 yrs
Time of Conc: min
Intensity: in/hr
Runoff Coeff:
Discharge:` 10.73 cfs
*NOTE: Discharge from PondPack run using
TR-55 method
Oz5/Qfull = 0.98
V/Vfull = 1.14
V = 7.05 fps
_ 1
= 4 in
= 6 in
= A
= 12 in
= 6.0 ft
= 4.5 ft
CPS Engineers, P.A. LATEST REVISION: 12/5/2007 12:32 PM PAGE 1 OF 2
Appendices
L'~s1 Cr~i
G4~n/.~.~tL
~~
NEW YORK DOT DISSIPATOR METHOD
FOR USE IN DEFINED CHANNELS
(Sounre: "Bank and channel lining procedures", New Yodc Department
of Transportation, Division of Design and Consttvction, 1971.)
Note: To use the following chart you must know:
(i) Q fait capacity
(2) Qro
(3) V full
{4) Yto
where Q =discharge in cfs and V =Velocity in FPS.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULYERT APRONS
C`at'
~,p_
Step i) Compute [low velocity Vo at culvert or paved channel outlet.
Step 2) Far pipe culvens Do is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
Do=Ao, where A.= cross-sectional area of flow at outlet
For multiple culverts, use Do=I.25xDo of single culvert.
Step 3) For apron grades of 109a or steeper, use recommendations
Far next higher zone. (Zones 1 through 6).
~ ~
LL_
~_U
O
W t
•6
!p
i5
7
5
0
~ 2 3 4 .
5
' ' ~
D ~ ~ w,
:[ ~~
a s w• ts• 20• zs•
t)WME7ER (Ft.)
1=tgure 8.06.b.1
tom. tzis3 8.06.5