HomeMy WebLinkAbout20090312 Ver 1_Stormwater Info_200903250 9- 0 3 1 2
DESIGN CALCULATIONS
CMLISCTE WORK
WAKE COUNTY CONnNUUM OF CARE
RALEIGH, NORTH CAROLINA
MARCH,2009
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DENR - WATER CA Lai. ITY
WETLANDS AND STORMWATER BRANCH
CLH design, p.a.
Regency Park, 400 Regency Forest Drive, Suite 120
Cary, North Carolina 27918
Phone: (919) 319-6716 lax.- (919) 319-7916
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CONTINUUM OF CARE
Scale
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WAKE COUNTY SOILS WAKE COUNTY
SURVEY CONTINUUM OF CARE
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MAP LSSUE DAM '19D0 S=R, Dates 3/16/09
- - Drawn bv: lPK
STORMWATER AND EROSION AND SEDIMENT CONTROL
PLAN
WAKE COUNTY CONTINUUM OF CARE
SUNNYBROOK RD.
RALEIGH, NC
MARCH 2009
PROJECT DESCRIPTION:
A new mental health facility is proposed at the intersection Sunnybrook Road and Falstaff Road in Raleigh,
North Carolina. The site is 17.86-ac and is mostly wooded with the exception of a small gravel parking
area that is used for overflow parking for the Wake Med campus.
STORMWATER MANAGEMENT:
The project is located within the Neuse River watershed and a Neuse River Stream buffer is located on the
site as shown on the plans. This project is exempt from City of Raleigh Stormwater Regulations per
Section 10-9003(b)(8) of Raleigh City Code. However, North Carolina Buffer Rules require that
stormwater is conveyed via diffuse flow to a Neuse River Buffer. Given the existing topography of the
site, it is not possible to construct a Best Management Practice (BMP) that will provide diffuse flow to the
buffer. In order to comply with the Neuse River Buffer Rules a stormwater BMP capable of providing
30% nutrient reduction, prior to discharging to a buffered stream, must be provided. In order to comply
with this requirement, a stormwater wetland is proposed to convey treated runoff to the adjacent stream.
The project includes removal of the existing gravel parking area, and disturbance of approximately 12.00
acres. There will be substantial clearing and grading for the construction of this proposed work and the
clearing limits are shown on sheets C-401 and C-402.
EROSION AND SEDIMENT CONTROL PRACTICES:
1. Silt Fence: Silt fence will be utilized to filter sediment laden runoff in locations where the drainage
area is less than 1/ acre per 100-ft of fence.
2. Tree Protection Fencing: Tree protection fencing will be installed to protect existing trees that are
intended to remain. In some locations, silt fence will serve as tree protection fence.
3. Inlet Protection: Block and gravel inlet protection devices will be installed at new inlets as they are
constructed to filter sediment-laden runoff prior to the runoff entering the storm drainage system.
4. Construction Entrance: Temporary gravel construction entrances will be utilized to minimize soil
being tracked off the site by construction traffic.
5. Outlet Protection: Riprap outlet protection aprons will be installed at outlets as they are constructed to
slow storm-water velocities and dissipate energy to protect downstream channels from erosion.
6. Sediment Skimmer Basins: Sediment traps and basins will be installed to filter concentrated sediment
laden runoff prior to discharge from the site.
7. Channel Matting: Straw or excelsior matting will be installed in permanent channels and swales to
stabilize the seedbed and promote vegetative growth.
Check Dams: Rock check dams will be installed in permanent channels to reduce flow velocities and
erosion in the channel.
9. Temporary Slope Drains: Slope Drains will be installed to prevent erosion over long newly graded
slopes.
etc _03 , 2
STORMWATER MANAGEMENT
DESIGN
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Hydrograph Return Period Recap
Page 1
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
No. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------ 3.14 6.00 --- --- 16,94 ------ ------ 36.32 PRE-AREA-1 (TO POA A)
2 SCS Runoff ----- 24.67 34.76 ----- --- 6712 ---- ---- 117.40 PRE-AREA-2 (TO POA-B)
5 SCS Runoff ----- 0.84 1.91 -- 620 -- ---- 14.12 POST-AREA-1 (TOTAL TO POA-A)
6 SCS Runoff ------ 19.99 26.64 ------- ------ 47.11 ------ ------- 77.71 POST-AREA-2 (TO POA-B)
7 SCS Runoff ------- 15.65 22.06 ------ ------ 42.58 ------- ------ 74.48 POST-AREA-3 (TO POA-B)
8 SCS Runoff ------- 0.62 0.76 ------- ------- 1.17 ------ ------ 1.76 POST-AREA-4 (TO POA-B)
9 Combine 6,8 20.61 27.39 ------ ----- 48.28 ------ ---- 79.47 COMBINE POST-2 & 4
11 Reservoir 9 1.78 7.93 34.43 ----- ----- 67.18 Area to Wetland
13 Combine 7, 11, 15.73 22.87 --- ---- 71.98 -- -- 136.52 TOTAL Q TO POA-B
Proj. file: 08-106 PRE VS POST.gpw Run date: 03-18-2009
Hydraflow Hydrographs by Intelisolve
DATE
t _ t 13-Mar-09
PR
JECT NO
PROJECT NAME O
Wake Count Contiuum of Care 08-106 u
LOCATION BY
Raleiah. NC JPK
WETLAND
Drainage Area, (DA) = 8.74 ac (includes 1 acre of additional impervious for future development)
Impervious Area c= 0.95 4.46 ac
Pervious Area c= 0.30 4.28 ac
Cc = 0.63
Wetland Surface Area
% Impervious = 51 %
Design Storm Rainfall 1.00 in (Typically 1-in)
Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) = 0.51 in/in
Required Volume (design rainfall)(Rv)(DA) = 16,157 cf (3,630 cf minimum req.)
Depth of Temporary Pool (Dplants) = 12 in (12-in max)
Required Surface Area = 16,157 sf
Surface Area Provided= 17,972 sf
Surface Area at 1" Storage Volume= 22,217 sf
1" Storage Volume Provided= 16,157 cf
Temp. Storage Depth above Dewatering Hole = 1.0 ft
Diameter of Dewatering Hole = 2.00 in
Detention (Draw-Down) Time = 3.2 days
T days=(Req. Temp. Storage Vol / (0.6 * A * (2*g*(h))^1/2) * 86400
(where h = one third temp. storage depth measured to centroid of orifice)
Wetland Zones Required Elevation Range % of SA
Forebay surface area required = 1797 sf 36" deep 10.00%
Deep pool at outlet required = 1797 sf 18-36" deep 10.00%
Shallow water (low marsh) required = 7189 sf 0-6" deep 40.00%
Shallow land (high marsh) required = 5392 sf 12" above perm. pool 30-40%
Wetland Zones Provided Elevation Range % of SA
Forebay surface area = 1,924 sf 207.00-204.00 10.71%
Deep pool at outlet = 1,653 sf 206.50-204.00 9.20%
Shallow water (low marsh) = 7,230 sf 207.00-206.50 40.23%
Shallow land (high marsh) = 6,061 sf 208.00-207.00 33.72%
s:11319W0011caIcs108-106 PondSize-Wetland.XLS pruned: 3/18/2009 4:14 PM Page 1 of 1
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;9-03 1 2
OUTLET PROTECTION
DESIGN
DATE
1/30/2009
IECT NAME PROJECT N
Count Continuum of Care Facility 08-106
?TION BY
h, NC RBT
CHECKEDE
JPK
Storm Outlet Structure
FES No.= A8
Pipe Dia= 36 in
Q10 = 27.25 cfs
Qfull = 193.55 cfs
Vfull = 27.35 fps
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
Storm Outlet Structure
FES No.= B7
Pipe Dia= 15 in
Q10 = 4.62 cfs
Qfull = 4.36 cfs
Vfull = 3.54 fps
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
Q10/Qfull =
VNfull =
V=
Zone
D50
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
Q10/Qfull =
VNfull =
V=
Zone
D50
DMAX
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
DESIGN PHASE
PRELIM
CONSTR
REVISION
RECORD
OTHER
(SPECIFY)
0.14
0.68
18.7 fps
3
10 in
15 in
1
22.5 in
24 ft
9ft
1.06
1.13
4.0 fps
2
8 in
12 in
B
18 in
7.5 ft
4 ft
PROJECT NAME
Wake Count Continuum of Care Facility
LOCATION
Raleioh. NC
Storm Outlet Structure
FES No.= C7
Pipe Dia= 15 in
Quo = 5.18 cfs
Qfull = 5.00 cfs
Vfull = 4.07 fps
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
Storm Outlet Structure
FES No.= D2
Pipe Dia= 15 in
Q1o = 2.28 cfs
Qfull = 5.33 cfs
Vfull = 4.34 fps
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
Zone
D5o
DMAx
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
Zone
D5o
DMAx
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
DATE
1/30/2009
PROJECT NO
08-106
BY
RBT
CHECKED BY
Q1o/Qfull =
V/Vfull =
V=
Q1o/Qfull =
VNfull =
V=
DESIGN PHASE
PRELIM
CONSTR
REVISION
RECORD
OTHER
(SPECIFY)
?L
?L
L?
L?
1.04
1.14
4.6 fps
2
8 in
12 in
B
18 in
7.5 ft
4ft
0.43
0.96
4.2 fps
2
8 in
12 in
B
18 in
7.5 ft
4ft
DATE
39843
PROJECT NAME PROJECT NO
Wake County Continuum of Care Facility 08-106
LOCATION BY
Raleigh, NC RBT
CHECKED BY
JPK
Storm Outlet Structure
DESIGN PHASE
PRELIM
CONSTR
REVISION
RECORD
OTHER
(SPECIFY)
FES No.= E3 Q10/Qfull = 0.57
Pipe Dia= 15 in V/Vfull = 1.02
Q10 = 3.56 cfs V = 5.2 fps
Qfull = 6.29 cfs
Vfull = 5.12 fps
From Fig. 8.06.b.1: Zone
From Fig. 8.06.b.2:
F-IM . s
3
Length
2
D50 = 8 in
DMAx = 12 in
Riprap Class = B
Apron Thickness = 18 in
Apron Length = 7.5 ft
Apron Width = 3xDia = 4 ft
TEMPORARY SEDIMENT
SKIMMER BASIN DESIGN
Storm Outlet Structure
FES No.= A8
Pipe Dia= 36 in
Qio = 27.25 cfs
Qfull = 193.55 cfs
Vfull = 27.35 fps
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
Storm Outlet Structure
FES No.= B7
Pipe Dia= 15 in
Qio = 4.62 cfs
Qfull = 4.36 cfs
Vfull = 3.54 fps
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
DATE
1/30/2009
PROJECT N
08-106
BY
RBT
CHECKEDE
JPK
DESIGN PHASE
PRELIM
CONSTR
REVISION
RECORD
OTHER
(SPECIFY)
Qio/Qfull = 0.14
V/Vfull = 0.68
V = 18.7 fps
Zone = 3
D5o = 10 in
DmAx = 15 in
Riprap Class = 1
Apron Thickness = 22.5 in
Apron Length = 24 ft
Apron Width = 3xDia = 9 ft
Q10/Qfull = 1.06
V/Vfull = 1.13
V = 4.0 fps
Zone = 2
D5o = 8 in
DmAx = 12 in
Riprap Class = B
Apron Thickness = 18 in
Apron Length = 7.5 ft
Apron Width = 3xDia = 4 ft
DATE
1/30/2009
PROJECT NAME PROJECT NO
Wake Count Continuum of Care Facility 08-106
LOCATION BY
Ralei h, NC RBT
CHECKED BY
JPK
Storm Outlet Structure
FES No.= C7
Pipe Dia= 15 in
Q10 = 5.18 cfs
Qfull = 5.00 cfs
Vfull = 4.07 fps
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
Storm Outlet Structure
FES No.= D2
Pipe Dia= 15 in
Q10 = 2.28 cfs
Qfull = 5.33 cfs
Vfull = 4.34 fps
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
Q10/Qfull =
V/Vfull =
V=
Zone
D50
DMAx
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
Q10/Qfull =
V/Vfull =
V=
Zone
D50
DMAx
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
DESIGN PHASE
PRELIM
CONSTR
REVISION
RECORD
OTHER
(SPECIFY)
1.04
1.14
4.6 fps
2
8 in
12 in
B
18 in
7.5 ft
4ft
0.43
0.96
4.2 fps
2
8 in
12 in
B
18 in
7.5 ft
4ft
DATE
3-25-09
PROJECT NAME PROJECT NO
Wake Count Continuum of Care Facility 08-106
LOCATION BY
Raleigh, NC RBT
CHECKED BY
JPK
Storm Outlet Structure
FES No.= E3
Pipe Dia= 15 in
Q10 = 3.56 cfs
Qfull = 6.29 cfs
Vfull = 5.12 fps
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
Zone
D50
DMAx
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
Q10/Qfull =
VNfull =
V=
Storm Outlet Structure (Wetland Outfall)
FES No.= A18 Q10/Qfull =
Pipe Dia= 24 in VNfull =
Q10 = 34.43 cfs V =
Qfull = 75.03 cfs
Vfull = 23.85 fps
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
Zone
D50
DMAx
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
DESIGN PHASE
PRELIM
CONSTR
REVISION
RECORD
OTHER
(SPECIFY)
0.57
1.02
5.2 fps
2
8 in
12 in
B
18 in
7.5 ft
4ft
0.46
0.97
23.2 fps
6
14 in
21 in
2
31.5 in
20 ft
6ft
CHANNEL DESIGN
DATE DESIGN PHASE
3/03/09 SD
PROJECT NAME PROJECT NO DD
Wake Count Continuum of Care 08-106 CD /X
LOCATION BY REV
Raleigh, NC RBT OTHER
CHECKED BY (SPECIFY)
JPK
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-1 Drainage Area: 0.21 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 155 ft Intensity: 7.24 in/hr
Section Slope: 10.30 % Runoff Coeff: 0.47
Ret Class: C Discharge: 0.71 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 1.00 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 = 0.71 cfs flow by Rational Method
n= 0.191 Grass Manning's Coefficient (dimensionless)
S= 0.103 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.29 quantity to equate to Zav
M= 3 :1 side slope of channel ft of run : 1 ft of rise
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
0.35 0.37 2.21 0.17 0.11 shallow
0.40 0.48 2.53 0.19 0.16 shallow
0.45 0.61 2.85 0.21 0.22 shallow
0.50 0.75 3.16 0.24 0.29 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav -req
A = cross-sectional area of flow
V3
Qn
_
A R
P = wetted perimeter of the channel - 1.49
R = hydraulic radius of the channel
Normal Depth, D = 0.50 ft Depth O.K.
Velocity= 0.95 fps Vel. O.K.
SHEAR STRESS
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 lb/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 3.21 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B= ft side slopes, M = 3 :1
D= 1.0 ft top width, W = 6.0 ft
Permanent Channel Lining: Grass
(REF: Malcom. 1991)
Page 1
DATE
3/03/09
PROJECT NAME PROJECT NO
Wake Count Continuum of Care 08-106
DESIGN PHASE
SD
DD
CD
REV
OTHER
(SPECIFY)
LOCATION BY
Raleigh, NC RBT
L CHECKED BY
IJPK
Channel No:
Sta from:
Sta to:
Section Length:
Section Slope:
Lining Type:
Permissible Shear:
Channel Depth:
CHANNEL-1
155 ft
10.30 %
Curled Wood Mat
2.00 Ib/sf
1.00 ft
Drainage Area:
Design Fequency:
Time of Conc:
Intensity:
Runoff Coeff:
Discharge:
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.
0.21 ac
2 yrs
5 min
5.80 in/hr
0.47
0.57 cfs
Qp = 0.57 cfs flow by Rational Method
n = 0.036 Manning's Coefficient (dimensionless)
S = 0.103 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.043 quantity to equate to Zav
M= 3 :1 side slope of channel (ft of run • 1 ft of rise)
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
0.20 0.12 1.26 0.09 0.025 shallow
0.22 0.15 1.39 0.10 0.032 shallow
0.23 0.16 1.45 0.11 0.036 shallow
0.25 0.19 1.58 0.12 0.045 OK
B = bottom width of trapezoidal channel
D = normal depth of flow _
A = cross-sectional area of flow Zav - Zreq
P = wetted perimeter of the channel R20 Qn
R = hydraulic radius of the channel 1,49 Vs
Normal Depth, D = 0.25 ft
Velocity= 3.05 fos
T = yds = shear stress in Ib/sq-ft
Y = unit weight of water, 62.4 lb/cu-ft
D = normal depth of flow in ft
S = longitudinal slope in ft/ft
shear stress, T = 1.61 Ib/s -ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B = ft side slopes, M = 3 :1
D= 1 ft top width, W= 6.0 ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991)
Page 2