20080214 Ver 1_Stormwater Info_20080214

DESIGN CALCULATIONS
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EROSION AND SEDIMENT CONTROL PLAN
E-27 ELEMENTARY SCHOOL
HERBERT AKINS ROAD
FUQUAY VARINA, NC
FEBRUARY 2008
PROJECT DESCRIPTION:
A new elementary school and associated site work is proposed on the west side of Herbert Akins
Road, north of the intersection of James Slaughter Road and Herbert Akins Road in Fuquay Varina,
North Carolina. The project is located within the Neuse River watershed. Stream buffers are located
on the site as shown on the plans. There will be minimal impact to the stream buffers. There are two
existing wetland areas within the stream buffer as shown on the plans. There will be no impact to the
existing wetlands.
Site work for this project consists of substantial clearing and grading for the construction of a new
elementary school, access drives, parking lots, multipurpose play fields, play areas, utility services,
constructed wetlands and a bioretention cell. The clearing limits are shown on sheets C4.1-C4.5.
Approximately 31 acres of the land will be disturbed during construction.
PLANED 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 '/ 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 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.
-8. Check Dams: Rock check dams will be installed in permanent channels to reduce flow velocities
and erosion in the channel.
Refer to drawings C4.1-C4.5 for Construction Sequence and Maintenance Plan.
Stormwater Management Narrative
E-27 Elementary School
January, 2008
The site is located approximately Yz mile north from the intersection of James Slaughter Road and
Herbert Akins Road on Herbert Akins Road in Fuquay Varina, North Carolina. The project is located
within the Neuse River watershed. Stream buffers are located on the site as shown on the plans. There
will be minimal impact to the stream buffers. There are two existing wetland areas within the stream
buffer as shown on the plans. There will be no impact to the existing wetlands.
Site work for this project consists of substantial clearing and grading for the construction of a new
elementary school, access drives, parking lots, multipurpose play fields, play areas, utility services, and
constructed wetlands and a bio-retention cell. The clearing limits are shown on sheets C3.1-C3.5.
Approximately 31 acres of the land will be disturbed during construction.
Stormwater Treatment Requirements
Stormwater will be managed on-site to ensure the project will not cause damage to upstream or
downstream properties. Stormwater detention systems along with a stormwater conveyance system will
be employed to reduce the peak discharge rates of stormwater from the site to pre-development rates at
each site drainage basin. Constructed wetlands and a bio-retention cell will be utilized to provide for the
removal of total suspended solids and the detention volumes needed to reduce the peak discharge rates
for the 2-yr and 10-yr storm events. The analysis of the ponds includes routing of the 100-yr design
storm allowing for a 1-ft minimum freeboard. The table below summarizes the pre and post-development
peak discharges from each drainage basin. Calculations performed with Hydraflow software by
Intelisolve which utilizes the TR-55 Hydrograph method.
Pre / Post Development Runoff
The temporary storage capacity of the wetlands will be utilized to provide detention volume required to
reduce the post-development runoff from the site to a peak rate less than the pre-development rate for the
I -yr, 2-yr and 10-yr storm event.
The table below summarizes the pre and post-development peak discharges from each drainage basin.
Detention hydrographs and pond routing calculated with Hydraflow Hydrographs 2002 version 7.0 by
Intelisolve software.
Pre / Post Development Runoff Summary
Drainage Basin Area A
Description: Southern portion of the site draining to an off-site riparian buffer that leads to the Neuse
River. The bio-retention cell is located at the southern end of the proposed elementary school and
discharges on site. Riparian buffer is located down stream on adjacent property.
Summary Pre-Development Post-Development With Detention
DA (ac) 6.33 3.30
C 0.30 0.57
Tc (min) 6.33 5.0
Peak Q 1 (cfs) 9.79 10.38 1.64
Peak Q2 (cfs) 10.30 10.83 1.86
Peak Q 10 (cfs) 13.07 13.63 6.02
Drainage Basin Area B
Description: Northern portion of the site draining to two constructed wetlands and a stream that is
located on the eastern and northern property line that leads to Basal Creek and eventually drains to the
Neuse River. Run-off enters the on-site riparian buffer.
Summary
Pre-Development Post-Development With Detention
DA (ac) 38.39 41.42
C 0.30 0.41
Tc (min) 10.0 10.0
Peak Q1(cfs) 50.14 74.16 27.44
Peak Q2 (cfs) 53.72 79.46 28.94
Peak Q10 (cfs) 69.44 102.71 38.82
Detention is provided by wetlands `B1' and `B2'.
SCALE 1" = 1000'
&27
ELEMENTARY SCHOOL
DATE JANUARY, 2008
PROJECT NO 07.129
WAKE couwrr sous MAP
CLH DESIGN, P.A.
MacGregor Park
125 Edinburgh South
Suite 310
Cary, North Carolina 27511
Phone: [phone]
Fax: [phone]
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SCALE 1" = 1000'
E-27
ELEMENTARY SCHOOL
DATE JANUARY, 2008
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WAKE COUMY QUAD MAP
CLH DESIGN, P.AY
MacGregor Park
125 Edinburgh South
Suite 310
Carp, North Carolina 27511
Phone: [phone]
Fax: [phone]
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STORMWATER MANAGEMENT
DESIGN

uyuay u,
Estimate • Bio-Retention Area and Volume Basin A
Drainage Area, (DA) = 2.24 ac
Impervious Area c= 0.95 1.16 ac
Pervious Area c= 0.30 1.08 ac
Cc = 0.64
% Impervious = 52 %
Temporary Water Quality Pool
Design Storm Rainfall 1.00 in
Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) = 0.52 ac/ac
Required Volume (design rainfall)(Rv)(DA) = 4,196 cf
Bio-Retention Design
Depth of Storage= 12 in
Surface Area Req.= 4,196 sf
Surface Area Provided= 4,490 sf
(Typically 1-in)
s:%1 3 1 910 0 01\calcs\07-129-PondSize-Bioretention.XLS printed: 12/18/20074:05 PM Page 1 of 1
x111 ' iF - Y-10 DATE
10-Feb-08
CT NAME
Road Elementary School PROJECT NO
06-106 c?Q
fl
?-?
ION BY
ly Varina, NC KAL
WETLAND B1

Drainage Area, (DA) _
Impervious Area c= 0.95
Pervious Area c= 0.30
Cc =
Wetland Surface Area
% Impervious =
Design Storm Rainfall
Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) _
Required Volume (design rainfall)(Rv)(DA) _
Depth of Temporary Pool (Dplants) _
Required Surface Area =
15.21 ac
4.20 ac (includes future imp. area: 0.20 ac)
11.01 ac
0.48
28%
1.00 in (Typically 1-in)
0.30 in/in
16,482 cf (3,630 cf minimum req.)
12 in (12-in max)
16,482 sf
Surface Area Provided= 19,335 sf
Surface Area at 1" Storage Volume= 21,910 sf
1" Storage Volume Provided= 20,622 cf
Temp. Storage Depth above Dewatering Hole = 1.0 ft
Diameter of Dewatering Hole = 2.0 in Elevation:
Detention (Draw-Down) Time = 4.1 days
T days=(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
Forebay surface area required= 1934 sf 36" deep
Deep pool at outlet required= 1934 sf 18-36" deep
Shallow water = 7734 sf 0-6" deep
Shallow land = 7734 sf 12" above perm. pool
Wetland Zones Provided Elevation Range % of SA
Forebay surface area = 1,937 sf 372.00-369.00 10.02%
Deep pool at outlet = 2,070 sf 370.50-369.00 10.71%
Shallow water = 7,768 sf 372.00-371.50 40.18%
Shallow land = 7,560 sf 373.00-372.00 39.10%
UT - - T . , ? C DATE r?
10-Feb-08
PROJECT NAME PROJECT NO
Akins Road Elementary School 06-106
LOCATION BY
FUQuav Varina, NC KAL
WETLAND B2
Drainage Area, (DA) = 4.43 ac
Impervious Area c= 0.95 1.85 ac
Pervious Area c= 0.30 2.58 ac
Cc = 0.57
Wetland Surface Area
% Impervious = 42%
Design Storm Rainfall 1.00 in (Typically 1-in)
Runoff Coeff. (Rv = 0.05 + 0.009 (% Imperv.)) = 0.43 in/in
Required Volume (design rainfall)(Rv)(DA) = 6,848 cf (3,630 cf minimum req.)
Depth of Temporary Pool (Dplants) = 8 in (12-in max)
Required Surface Area = 10,272 sf
Surface Area Provided= 11,213 sf
Surface Area at 1" Storage Volume= 12,436 sf
1" Storage Volume Provided= 7,461 cf
Temp. Storage Depth above Dewatering Hole = 0.7 ft
Diameter of Dewatering Hole = 1.5 in
Detention (Draw-Down) Time = 4.3 days Dewatering time for B2 & 62A
T days=(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
Forebay surface area required= 1121 sf 36" deep
Deep pool at outlet required= 1121 sf 18-36" deep
Shallow water required= 4485 sf 0-6" deep
Shallow land required= 4485 sf 12" above perm. pool
Wetland Zones Provided Elevation Range % of SA
Forebay surface area = 1,176 sf 386.00-383.00 10.49%
Deep pool at outlet = 1,095 sf 385.50-363.00 9.77%
Shallow water = 4,353 sf 386.00-385.50 38.82%
Shallow land = 4,589 sf 387.00-386.00 40.93%
Wetland Geometry Required
Required Link to Width Ratio of Wetland 1.5: 1
Recommended Link to Width Ratio of Wetland 3.0: 1
Wetland Geometry Provided Length Width Ratio
Wetland Area from Forebay-A to Outlet Pool 166 44.00 3.77
Wetland Area from Forebay-B to Outlet Pool 94 40.00 2.35
- • Ib `t' c F DATE

rPROJdECT NAME 10-Feb-08
PROJECT NO
ns Road Elementary School 07-129
l(
LOCATION BY
Fuquay-Varina, NC KAL

STORMWATER AN ALYSIS POINT: 'A'
ti
l
l
ff C
R
a
ons
a
cu
uno
Pre-Development: Rational Method
Site Area = 6.33 ac Tc = 6.33 min Qal = 9.79 cfs
Wt. CN = 39.0 Qa2 = 10.30 cfs
Site Soils: Wagram (Type A) Qa10 = 13.07 cfs,
I1= 5.16 in/hr Qa25 = 15.02 cfs
12= 5.43 in/hr
I10= 6.88 in/hr
I25= 7.91 in/hr
Wooded Area: 0.00 ac CN= 36 C= 0.20
Impervious Area: 0.00 ac CN= 98 C= 0.95
Lawn Area: 6.33 ac CN= 39 C= 0.30
Weighted C: 0.30
Weighted CN: 39.0
Post-Development: Rational Method
Site Area = 3.30 ac Tc = 5.00 min Qal = 10.38 cfs
Wt. CN = 63.7 Qa2 = 10.83 cfs
Site Soils: Wagram (Type A) Qa10 = 13.63 cfs
11= 5.50 in/hr Qa25 = 15.64 cfs
I2= 5.74 in/hr
I10= 7.22 in/hr
I25= 8.29 in/hr
Wooded Area: 0.00 ac CN= 36 C= 0.20
Impervious Area: 1.38 ac CN= 98 C= 0.95
Lawn Area: 1.92 ac CN= 39 C= 0.30
Weighted C: 0.57
Weighted CN: 63.7
-r 'r 1 -? f o i 1[
Percent of Runoff Increase = [Qpost-Qpre]/Qpre
1-yr = 5.98 %
2-yr = 5.11 %
10-yr = 4.26 %
25-yr = 4.09 %
ii
Increase is > Pre-development, therefore post-development run-off shall be reduced to pre-development rates.
PROJECT NAME
Akins Road Elementary School
LOCATION
Fuquay-Vadna, NC
DATE
10-Feb-08
PROJECT NO
07-129
BY
KAL
Site Area = 2.24 ac Tc = 5.00 min
Wt. CN = 69.6
Site Soils: Wagram (Type A)
I1= 5.50 in/hr
I2= 5.74 in/hr
I10= 7.22 in/hr
I25= 8.29 in/hr
Wooded Area: 0.00 ac CN=
Impervious Area: 1.16 ac CN=
Lawn Area: 1.08 ac CN=
Weighted C:
Weighted CN:
Site Area = 0.00 ac Tc = 5.00 min
Wt. CN = 39.0
Site Soils: Wagram (Type A)
I1= 5.50 in/hr
I2= 5.74 in/hr
I10= 7.22 in/hr
I25= 8.29 in/hr
Wooded Area: 0.00 ac CN=
Impervious Area: 0.00 ac CN=
Lawn Area: 0.00 ac CN=
Weighted C:
Weighted CN:
Site Area = 1.06 ac Tc = 6.33 min
Wt. CN = 39.0
Site Soils: Wagram (Type A)
I1= 5.16 in/hr
I2= 5.43 in/hr
I10= 6.88 in/hr
I25= 7.91 in/hr
Wooded Area: 0.00 ac CN=
Impervious Area: 0.00 ac CN=
Lawn Area: 1.06 ac CN=
Weighted C:
Weighted CN:
36
98
39
0.64
69.6
36
98
39
0.30
39.0
36
98
39
0.30
39.0

Rational Method
Qa 1 = 7.84 cfs
Qa2 = 8.18 cfs
Qa10 = 10.30 cfs
Qa25 = 11.82 cfs
C= 0.20
C= 0.95
C= 0.30
Qal = 0.00 cfs
Qa2 = 0.00 cfs
Qa10 = 0.00 cfs
Qa25 = 0.00 cfs
C= 0.20
C= 0.95
C= 0.30
Rational Method
Qal = 1.64 cfs
Qa2 = 1.73 cfs
Qa10 = 2.19 cfs
Qa25 = 2.52 cfs
C= 0.20
C= 0.95
C= 0.30
o o o DATE
10-Feb-08
PROJECT NAME PROJECT NO / /J
Akins Road Elementary School 07=129 U U�
LOCATION BY f ,;
Fuquay-Varina, NC KAL �✓
Allowable R1 1 i 1
Pre-development:
Q 1= 9.79 cfs
Q 2= 10.30 cfs
Q 10= 13.07 cfs
Q 25= 15.02 cfs
Site-Bypass
Q 1= 1.64 cfs
Q 2= 1.73 cfs
Q 10= 2.19 cfs
Q 25= 2.52 cfs
Pond Off-site
Q 1= 0.00 cfs
Q 2= 0.00 cfs
Q 10= 0.00 cfs
Q 25= 0.00 cfs
Total Allowable (Pre-development - Area Bypass + Pond Offsite Area)
Q1= 8.15 cfs
Q 2= 8.58 cfs
Q 10= 10.88 cfs
Q 25= 12.51 cfs

DATE
12-10-07
PROJECT NAME

Akins Road Elementary School PROJECT NO

07-129
/I
(j
LOCATION BY
Fuquay-Varina, NC KAL
STORMWATER A NALYSIS POINT : 'B'
Runoff Calculations
Pre-Development: Rational Method
Site Area = 38.39 ac Tc = 10.00 min Qal = 50.14 cfs
Wt. CN = 56.0 Qa2 = 53.72 cfs
Site Soils: 50% Type A, 50% Type B (Wagram, Appling) Qal0 = 69.44 cfs
I1= 4.40 in/hr Qa25 = 80.11 cfs
I2= 4.71 in/hr
I10= 6.09 in/hr
I25= 7.03 in/hr
Wooded Area: 21.80 ac CN= 60 C= 0.25
Impervious Area: 0.23 ac CN= 98 C= 0.95
Lawn Area: 16.36 ac CN= 50 C= 0.35
Weighted C: 0.30
Weighted CN: 56.0
Post-Development: Rational Method
Site Area = 41.42 ac Tc = 10.00 min Qal = 74.16 cfs
Wt. CN = 60.2 Qa2 = 79.46 cfs
Site Soils: 50% Type A, 50% Type B (Wagram, Appling) Qal0 = 102.71 cfs
I1= 4.40 in/hr Qa25 = 118.50 cfs
I2= 4.71 in/hr
I10= 6.09 in/hr
I25= 7.03 in/hr
Wooded Area: 12.90 ac CN= 60 C= 0.25
Impervious Area: 5.88 ac CN= 98 C= 0.95
Lawn Area: 22.44 ac CN= 50 C= 0.35
Future Imperviou s Area: 0.20 ac CN= 98 C= 0.95
Weighted C: 0.41
Weighted CN: 60.2
E ` 1 1 1 i 1
Percent of Runoff Increase = [Qpost-Qpre]/Qpre
1-yr = 47.92 %
2-yr = 47.92 %
10-yr = 47.92 %
25-yr = 47.92 %
i 1
Increase is > Pre-development, therefore post-development run-off shall be reduced to pre-development rates.
DATE
12-10-07
OJECT NAME
Ark ins Road Elementary School PROJECT NO
07-129
LOCATION BY
NC
V
i
F
ar
na,
uquay-

r
111,104 1 I of
a f. I lie] IN
1.
e
1 1
i
i
Post-Development: Rational Method
Site Area = 15.21 ac Tc = 5.00 min Qal = 40.11 cfs
Wt. CN = 55.3 Qa2 = 41.86 cfs
Site Soils: 50% Type A, 50% Type B (Wagram, Appling) Qa10 = 52.67 cfs
I1= 5.50 in/hr Qa25 = 60.43 cfs
I2= 5.74 in/hr
I10= 7.22 in/hr
I25= 8.29 in/hr
Wooded Area: 0.00 ac CN= 36 C = 0.20
Impervious Area: 4.00 ac CN= 98 C = 0.95
Lawn Area: 11.01 ac CN= 39 C = 0.30
Future Impervious Area: 0.20 ac CN= 98 C = 0.95
Weighted C: 0.48
Weighted CN: 55.3
M
7 Post-Devel Rational Method
ea = 4.43 ac Tc = 5.00 min Qal = 13.69 cfs
. = 62.9 Qa2 = 14.28 cfs
Site Soils: 5 0% Type A, 50% Type B (Wagram, Appling) Qa10 = 17.98 cfs
I1= 5.50 in/hr Qa25 = 20.62 cfs
12= 5.74 in/hr
I10= 7.22 in/hr
I25= 8.29 in/hr
Wooded Area: 0.10 ac CN= 36 C = 0.20
Impervious Area: 1.80 ac CN= 98 C = 0.95
Lawn Area: 2.53 ac CN= 39 C= 0.30
Weighted C: 0.56
Weighted CN: 62.9
' 1 i
Post-Development: Rational Method
Site Area = 21.78 ac Tc = 6.33 min Qal = 27.33 cfs
Wt. CN = 37.4 Qa2 = 28.75 cfs
Site Soils: 5 0% Type A, 50% Type B (Wagram, Appling) Qa10 = 36.48 cfs
I1= 5.16 in/hr Qa25 = 41.92 cfs
I2= 5.43 in/hr
I10= 6.88 in/hr
I25= 7.91 in/hr
Wooded Area: 12.80 ac CN= 36 C= 0.20
Impervious Area: 0.07 ac CN= 98 C= 0.95
Lawn Area: 8.91 ac CN= 39 C= 0.30
Weighted C: 0.24
Weighted CN: 37.4
r- �® r a" DATE
PROJECT NAME PROJECT NO
Akins Road Elementary School 07-129 �j u
LOCATION BY
Fuquay-Vahna, NC IKAL
Allowable Run-f Rate FromPonds i i
Pre-development:
Q1= 50.14 cfs
Q 2= 53.72 cfs
Q 10= 69.44 cfs
Q 25= 80.11 cfs
Site-Bypass
Q 1= 27.33 cfs
Q 2= 28.75 cfs
Q 10= 36.48 cfs
Q 25= 41.92 cfs
Pond Off-site
Q 1= 0.00 cfs
Q 2= 0.00 cfs
Q 10= 0.00 cfs
Q 25= 0.00 cfs
Total Allowable (Pre-development - Area Bypass + Pond Offsite Area)
Q 1= 22.81 cfs
Q 2= 24.97 cfs
Q 10= 32.96 cfs
Q 25= 38.19 cfs

PROJECT NAME
Akins Road Elemer
LOCATION
Fuouav-Varina..NC
School
Drainage Area, (DA) =
Overland Flow
Elevation of most remote point, (H1) _
Elevation of point of design, (1-12) _
Length of travel, (L) _
Mult. factor =
Travel Time (Overland) _
Channel Flow
Elevation of most remote point, (H1) _
Elevation of point of design, (H2) _
Length of travel, (L) _
Mult. factor =
Travel Time (Channel) _
Pipe Flow
Elevation of most remote point, (H1) _
Elevation of point of design, (H2) _
Length of travel, (L) _
Mult. factor =
Travel Time (Pipe) _
Time of Concentration, (Tc) =>
DATE
11-14-07
PROJECT NO
07-129
BY
KAL
6.33 acres
408.0 feet
407.0 feet
75.0 feet
2.0
2.3 minutes
406.0 feet
392.0 feet
515.0 feet
1.0
3.8 minutes
0.0 feet
0.0 feet
0.0 feet
0.2
0.0 minutes
6.3 minutes
d
.r
I
Page I Of
sA1319\0001\ca1cs107-129-TC-Kirpich.XLS printed: 12/18/2007 4:09 PM
s:N31M00011calcS\07-129-TC-Kirpich.XLS printed: 12/18/20074:09 PM Page 1 Of 1
Hydrograph Summary Report
Page 1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuft) Hydrograph
description
1 SCS Runoff 2.75 1 718 5,826 ---- -- ------ Area to Bio-Ret A
2 Reservoir 0.00 1 0 0 1 396.40 5,826 Route Bio-Ret A
4 SCS Runoff 2.13 1 721 11,468 ----
----
-----
Area to Wetland B1
5 Reservoir 0.06 1 1440 2,130 4 372.45 9,340 Route Wetland 131
7 SCS Runoff 2.84 1 719 7,100 ----
-----
------
Area to Wetland B2
8 Reservoir 0.04 1 1439 1,406 7 386.46 5,696 Route Wetlan B2
Proj. file: 07-129-PRE POST-2;1 8.gWurn Period: 1 yr Run date: 02-11-2008
Hydraflow Hydrographs by Intelisolve
Hydrograph Summary Report
Page 1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuft) Hydrograph
description
1 SCS Runoff 4.29 1 718 8,769 ---- - ------ Area to Bio-Ret A
2 Reservoir 0.13 1 929 2,625 1 396.51 6,185 Route Bio-Ret A
4 SCS Runoff 7.41 1 720 22,183 ---- - - -- Area to Wetland 81
5 Reservoir 0.10 1 1440 3,476 4 372.91 18,709 Route Wetland 131
7 SCS Runoff 5.26 1 718 11,651 - - - ------ Area to Wetland B2
8 Reservoir 0.09 1 1383 2,810 7 386.72 8,851 Route Wetlan B2
Proj. file: 07-129-PRE POST_211 8.gturn Period: 2 yr Run date: 02-11-2008
Hydraflow Hydrographs by Intelisoive
Hydrograph Summary Report
Page 1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
Interval
(min) Time to
peak
(min) Volume

(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuft) Hydrograph
description
1 SCS Runoff 9.56 1 718 19,158 ----
------
------
Area to Bio-Ret A
2 Reservoir 3.83 1 724 12,991 1 396.71 7,555 Route Bio-Ret A
4 SCS Runoff 31.75 1 718 67,920 ----
------
------
Area to Wetland 61
5 Reservoir 1.40 1 848 40,775 4 373.53 33,465 Route Wetland B1
7 SCS Runoff 14.31 1 718 28,918 ---- ___ ----- Area to Wetland B2
8 Reservoir 0.94 1 776 19,177 7 387.08 13,437 Route Wetlan B2
Proj. file: 07-129-PRE POST 211 ? 8.g'Wurn Period: 10 yr Run date: 02-11-2008
Hydraflow Hydrographs by Intelisolve
Hydrograph Summary Report
Page 1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
Interval
(min) Time to
peak
(min) Volume

(cult) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 SCS Runoff 18.20 1 718 36,997 -- ----- --- Area to Bio-Ret A
2 Reservoir 12.62 1 721 30,795 1 397.13 10,714 Route Bio-Ret A
4 SCS Runoff 79.59 1 718 160,086 ---- -- ---- Area to Wetland B1
5 Reservoir 22.87 1 725 128,953 4 374.48 58,855 Route Wetland B1
7 SCS Runoff 30.17 1 718 60,557 ---- - - ------ Area to Wetland B2
8 Reservoir 4.95 1 728 49,960 7 387.96 26,069 Route Wetlan B2
Proj. file: 07-129-PRE POST-211 F8C9-fiWurn Period: 100 yr Run date: 02-11-2008
Hyoranow r yorograpns oy mirusu vu
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Area to Bio-Ret A
Hydrograph type = SCS Runoff Peak discharge = 2.75 cfs
Storm frequency = 1 yrs Time interval = 1 min
Drainage area = 2.24 ac Curve number = 69.6
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5 min
Total precip. = 3.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 5,826 cuft
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Route Bio-Ret A
Hydrograph type = Reservoir Peak discharge = 0.00 cfs
Storm frequency = 1 yrs Time interval = 1 min
Inflow hyd. No. = 1 Reservoir name = Pond A
Max. Elevation = 396.40 ft Max. Storage = 5,826 cuft
storage Indication method used. Hydrograph Volume = 0 Cuft
2 - Reservoir -1 Yr - Qp = 0.00 cfs
3.0 --
2.
2.
? 1.
Cl
1.
0.
0.00.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 2.0
Time (hrs)
Hyd. 1 ' Hyd. 2

0
4
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Area to Wetland B1
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Drainage area = 15.21 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.00 in
Storm duration = 24 hrs
Peak discharge = 2.13 cfs
Time interval = 1 min
Curve number = 55.3
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 11,468 cult
4-SCS Runoff-1 Yr-Qp=2.13 cfs
2
2
1
C1
1
0.5-
0.0 0.0
2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
Hyd. 4
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Route Wetland 131
Hydrograph type = Reservoir Peak discharge = 0.06 cfs
Storm frequency = 1 yrs Time interval = 1 min
Inflow hyd. No. = 4 Reservoir name = Pond 131
Max. Elevation = 372.45 ft Max. Storage = 9,340 cuft
storage Indication method used. Hydrograph Volume = 2,130 cult
5 - Reservoir -1 Yr - Qp = 0.06 cfs
2.f
2.(
1.!
CJ
1.(
0.11
0.0 ---
0.0 2.4 4.8 7.2

a s 1,9 n 1a a 16-8 19 0
.2 21.6 24
Time (hrs)
0
,/` Hyd. 4 / Hyd. 5
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 7
Area to Wetland B2
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Drainage area = 4.43 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 3.00 in
Storm duration = 24 hrs
Peak discharge = 2.84 cfs
Time interval = 1 min
Curve number = 62.9
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 7,100 cuft
7 - SCS Runoff -1 Yr - Qp = 2.84 cfs
3
2
2
CY
1
0.5t
0
0.0
2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
Hyd. 7
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 8
Route Wetlan B2
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Inflow hyd. No. = 7
Max. Elevation = 386.46 ft
Storage Indication method used.
3.(
2.!
2.1
N
y-
V
C'1 1.
1.?
0.
0.01
.
0.0
Peak discharge = 0.04 cfs
Time interval = 1 min
Reservoir name = Pond B2
Max. Storage = 5,696 cuft
Hydrograph Volume = 1,406 cuft
8 - Reservoir -1 Yr - Qp = 0.04 cfs

0 r) A A Q 7 'J or, 19n 1 a d 16-A 19 .2 21.6 24
Time (hrs)
.0
/ Hyd. 7 / Hyd. 8
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Area to Bio-Ret A
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff Peak discharge = 4.29 cfs
= 2 yrs Time interval = 1 min
= 2.24 ac Curve number = 69.6
= 0.0% Hydraulic length = 0 ft
= USER Time of conc. (Tc) = 5 min
= 3.60 in Distribution = Type II
= 24 hrs Shape factor = 484
Hydrograph Volume = 8,769 cuft
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Route Bio-Ret A
Hydrograph type
Storm frequency
Inflow hyd. No.
Max. Elevation
= Reservoir
= 2 yrs
=1
= 396.51 ft
Peak discharge = 0.13 cfs
Time interval = 1 min
Reservoir name = Pond A
Max. Storage = 6,185 cuft
Storage Indication method used.
Hydrograph Volume = 2,625 cuft
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Area to Wetland B1
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 2 yrs
= 15.21 ac
= 0.0%
= USER
= 3.60 in
= 24 hrs
Peak discharge = 7.41 cfs
Time interval = 1 min
Curve number = 55.3
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type 11
Shape factor = 484
Hydrograph Volume = 22,183 cuff
4 - SCS Runoff - 2 Yr - Qp = 7.41 cfs
8 -
U
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
Hyd. 4

6

0
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Route Wetland 131
Hydrograph type = Reservoir Peak discharge = 0.10 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyd. No. = 4 Reservoir name = Pond 131
Max. Elevation = 372.91 ft Max. Storage = 18,709 cuft
storage indication method used. Hydrograph Volume = 3,476 cuft
Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 7
Area to Wetland B2
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff Peak discharge = 5.26 cfs
= 2 yrs Time interval = 1 min
= 4.43 ac Curve number = 62.9
= 0.0% Hydraulic length = 0 ft
= USER Time of conc. (Tc) = 5 min
= 3.60 in Distribution = Type II
= 24 hrs Shape factor = 484
Hydrograph Volume = 11,651 cult
7 - SCS Runoff - 2 Yr - Qp = 5.26 cfs
6
CY
Time (hrs)
Hyd. 7

L
M-11M 110MI 2
0 0
4 16.8 19
0 14
6 12
2 9
8 7
4 4
0
4
4
.2 21.6 2.0
.
.
.
.
.
.
.
Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 8
Route Wetlan B2
Hydrograph type = Reservoir Peak discharge = 0.09 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyd. No. = 7 Reservoir name = Pond B2
Max. Elevation = 386.72 ft Max. Storage = 8,851 cuft
storage Indication method used. Hydrograph Volume = 2,810 cuft
8 - Reservoir - 2 Yr - Qp = 0.09 cfs
6
5
4
U
2
1
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
Hyd. 7 , Hyd. 8
0
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Area to Bio-Ret A
Hydrograph type = SCS Runoff Peak discharge = 9.56 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 2.24 ac Curve number = 69.6
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5 min
Total precip. = 5.38 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 19,158 cuft
1 - SCS Runoff -10 Yr - Qp = 9.56 cfs
10
46
v
CY
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
Hyd. 1

4

0
Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 2
Route Bio-Ret A
Hydrograph type = Reservoir Peak discharge = 3.83 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 1 Reservoir name = Pond A
Max. Elevation = 396.71 ft Max. Storage = 7,555 cuft
storage Indication method used. Hydrograph Volume = 12,991 ouft
2 - Reservoir -10 Yr - Qp = 3.83 cfs
10 --
v
CY
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
/ Hyd. 1' Hyd. 2

4

0
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 4
Area to Wetland B1
Hydrograph type = SCS Runoff Peak discharge = 31.75 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 15.21 ac Curve number = 55.3
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5 min
Total precip. = 5.38 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 67,920 cuft
4 - SCS Runoff -10 Yr - Qp = 31.75 cfs
40
30
? 2
CJ
10-
01
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
Hyd. 4
0
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Route Wetland 131
Hydrograph type = Reservoir Peak discharge = 1.40 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 4 Reservoir name = Pond 131
Max. Elevation = 373.53 ft Max. Storage = 33,465 cuft
storage indication method used. Hydrograph Volume = 40,775 cult
5 - Reservoir -10 Yr - Qp = 1.40 cfs
40 -- -- --- - - - --
30
CY
0, i
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
Hyd. 4 ,! Hyd. 5
Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 7
Area to Wetland B2
Hydrograph type = SCS Runoff Peak discharge = 14.31 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 4.43 ac Curve number = 62.9
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5 min
Total precip. = 5.38 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 28,918 cult
7 - SCS Runoff -10 Yr - Qp = 14.31 cfs
1
1
CY
Time (hrs)
/ Hyd. 7
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 8
Route Wetlan B2
Hydrograph type = Reservoir Peak discharge = 0.94 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 7 Reservoir name = Pond B2
Max. Elevation = 387.08 ft Max. Storage = 13,437 cuft
Storage Indicatlon method used. Hydrograph Volume = 19,177 cuff
8 - Reservoir - 10 Yr - Qp = 0.94 cfs
1
1
4-
c?
i U
Hyd. 7 Hyd. 8
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Area to Bio-Ret A
Hydrograph type = SCS Runoff Peak discharge = 18.20 cfs
Storm frequency = 100 yrs Time interval = 1 min
Drainage area = 2.24 ac Curve number = 69.6
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 36,997 cuff
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Route Bio-Ret A
Hydrograph type = Reservoir Peak discharge = 12.62 cfs
Storm frequency = 100 yrs Time interval = 1 min
Inflow hyd. No. = 1 Reservoir name = Pond A
Max. Elevation = 397.13 ft Max. Storage = 10,714 cuft
storage Indication method used. Hydrograph Volume = 30,795 cuft
Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 4
Area to Wetland B1
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Drainage area = 15.21 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 8.00 in
Storm duration = 24 hrs
Peak discharge = 79.59 cfs
Time interval = 1 min
Curve number = 55.3
Hydraulic length = 0 ft
Time of conc. (Tc) = 5 min
Distribution = Type II
Shape factor = 484
Hydrograph Volume = 160,086 cuft
80
6
0 4
CY
2
4 - SCS Runoff -100 Yr - Qp = 79.59 cfs
0
0
1 n 94 4_R 7.9 9.6 12.0 14.4 16.8 19.2 21.6 24
.0
Time (hrs)
/ Hyd. 4
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 5
Route Wetland 131
Hydrograph type = Reservoir Peak discharge = 22.87 cfs
Storm frequency = 100 yrs Time interval = 1 min
Inflow hyd. No. = 4 Reservoir name = Pond 131
Max. Elevation = 374.48 ft Max. Storage = 58,855 cuft
Storage Indication method used. Hydrograph Volume = 128,953 cuft
5 - Reservoir -100 Yr - Qp = 22.87 ds
80 ----
6
4
CY
2
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
Hyd. 4 Hyd. 5
- - ---- ------ ----

0
0
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 7
Area to Wetland B2
Hydrograph type = SCS Runoff Peak discharge = 30.17 cfs
Storm frequency = 100 yrs Time interval = 1 min
Drainage area = 4.43 ac Curve number = 62.9
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 5 min
Total precip. = 8.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Volume = 60,557 cuft
7 - SCS Runoff -100 Yr - Qp = 30.17 cfs
40 - - -
30
2
Cl
1
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
Hyd. 7
0
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 8
Route Wetlan B2
Hydrograph type = Reservoir Peak discharge = 4.95 cfs
Storm frequency = 100 yrs Time interval = 1 min
Inflow hyd. No. = 7 Reservoir name = Pond B2
Max. Elevation = 387.96 ft Max. Storage = 26,069 cuft
storage Indicatlon method used. Hydrograph Volume = 49,960 cult
8 - Reservoir -100 Yr - Qp = 4.95 cfs
30
CY
0
0.0 2.4 4.8 7.2 9.6 12.0 14.4 16.8 19.2 21.6 24.0
Time (hrs)
/t Hyd. 7 Hyd. 8
Reservoir Report
Page 1
Reservoir No. 1 - Pond A Hydraflow Hydrographs by Intelisolve
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)
0.00 395.50 4,832 0 0
0.50 396.00 5,830 2,666 2,666
1.50 397.00 7,970 6,900 9,566
2.50 398.00 10,282 9,126 18,692
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise in = 15.0 0.0 0.0 0.0 Crest Len ft = 12.00 8.00 0.00 0.00
Span in = 15.0 0.0 0.0 0.0 Crest El. ft = 396.50 397.00 0.00 0.00
No. Barrels = 1 0 0 0 Weir Coeff. = 3.33 2.60 0.00 0.00
Invert El. ft = 392.50 0.00 0.00 0.00 Weir Type = Riser Broad --
Length ft = 34.0 0.0 0.0 0.0 Multi-Stage = Yes No No No
Slope % = 0.60 0.00 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a No No No Ex1fiItration Rate = 0.00 in/hr/sqft Tailwater Elev. = 0.00 ft
Note: Afl outflows have been analyzed under inlet and outlet control.
Stage / Storage / Discharge Table
Stage Storage Elevation Civ A Clv B Clv C Clv D Wr A Wr B Wr C Wr D ELI Total
ft cuft ft cis cis cfs cis cfs cis cfs cis cfs cis

0.00
0 395.50
0.00 --

-- --
0.00
0.00
---
--
---
0.00
0.50 2,666 396.00 9.11 -- -- - 0.00 0.00 ---
- ___ 0.00
1.50 9,566 397.00 11.31 -- -- - 11.31 0.00 - - --- 11.31
2.50 18,692 398.00 13.03 -- --- --- 13.02 20.80 --- -- - 33.82
Reservoir Report P
1
age
Hydraflow Hydrographs by Intelisolve
Reservoir No. 2 - Pond 131
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cuft)
0.00 372.00 19,335 0 0
1.00 373.00 21,910 20,623 20,623
2.00 374.00 26,992 24,451 45,074
3.00 375.00 30,326 28,659 73,733
4.00 376.00 34,344 32,335 106,068
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [D] [A] [B] [C] [D]
Rise in = 18.0 2.0 0.0 0.0 Crest Len It = 15.00 1.00 8.00 0.00
Span in = 18.0 2.0 0.0 0.0 Crest El. ft = 374.00 373.00 375.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 2.60 0.00
Invert El. ft = 367.00 372. 00 0.00 0.00 Weir Type = Riser Rect Broad ---
Length ft = 88.0 0.7 0.0 0.0 Multi-Stage = Yes Yes No No
Slope % = 8.89 0.03 0.00 0.00
N-Value = .013 .013 .000 .000
Cirif. Coeff. = 0.60 0.60 0.00 0.00
Multi-Stage = n/a Yes No No Exfiltration Rate = 0.00 in/hr/sgft Tailwater Elev. = 0.00 ft
Note: All outflows have been analyzed under inlet and outlet control.
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D EAU Total
it cult It cis cfs cfs cfs cis cfs cfs cfs cis cfs
0.00 0 372.00 0.00 0.00 --- - 0.00 0.00 0.00 --- - 0.00
1.00 20,623 373.00 192.32 0.10 --- - 0.00 0.00 0.00 --- --- 0.10

2.00 45,074 374.00
192.32
0.15
--- --- 0.00
3.33 0.00
--- 3.48
3.00 73,733 375.00 192.32 0.18 --- - 49.95 9.42 0.00 --- - 59.55
4.00 106,068 376.00 192.32 0.21 --- - 141.2 8 17.30 20.80 --- --- 179.59
f
Reservoir Report P
e 1
ag
Hydraflow Hydrographs by Intelisolve
Reservoir No. 3 - Pond B2
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage 1 Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cult)
0.00 386.00 11,164 0 0
1.00 387.00 13,398 12,281 12,281
2.00 388.00 15,373 14,386 26,667
3.00 389.00 17,070 16,222 42,888
Culvert I Orifice Structures Weir Structures
[A] [I3] [C] [D] [A] [B] [C] [D]
Rise in = 15.0 1.5 0.0 0.0 Crest Len ft = 15.00 1.00 8.00 0.00
Span in = 15.0 1.5 0.0 0.0 Crest El. ft = 388.00 386.67 388.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 2.60 0.00
Invert El. ft = 383.00 386.00 0.00 0.00 Weir Type = Riser Rect Broad ---
Length ft = 48.0 0.7 0.0 0.0 Multi-Stage = Yes Yes No No
Slope % = 2.08 0.03 0.00 0.00
N-Value = .013 .013 .000 .000
Orif. Coeff. = 0.60 0.60 0.00 0.00
Multistage = n/a Yes No No Exfiltration Rate = 0.00 in/hr/sqft Tailwater Elev. = 0.00 ft
Note: All outflows have been analyzed under inlet and outlet control.
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Total
ft cuff ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 386.00 0.00 0.00 - --- 0.00 0.00 0.00 - --- 0.00
1.00 12,281 387.00 21.39 0.06 - --- 0.00 0.63 0.00 - - 0.69
2.00 26,667 388.00 21.39 0.08 --- --- 0.00 5.11 0.00 --- -- 5.19
3.00 42,888 389.00 33.28 0.02
--- 28.35
---
4.90 20.80
---
---
54.07
OUTLET PROTECTION
DESIGN
+? - - DATE DESIGN PHASE
/
w _ 12-11-07 PRELIM /X
PROJECT NAME PROJECT NO CONSTR
Akins Road Elementary School 07-129 REVISION
LOCATION BY RECORD
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
SJM
Storm Outlet Structure
FES No.= A7 QI/Qfull = 0.08 Q10/Qfull = 0.55
Pipe Dia= 18 in V1Nfull = 0.59 VNfull = 1.02
Q10 = 12.15 cfs V10 = 12.7 fps
Qfull = 21.90 cfs Slope= 5.0%
Vfull = 12.40 fps Pipe Inv= 387.00 ft
Q1 = 1.71 cfs V1 = 7.3 fps
From Fig. 8.06.b.1: Zone = 3
From Fig. 8.06.b.2: D50 = 10 in
DMAx = 15 in
Riprap Class = 1
s Apron Thickness = 22.5 in
Apron Length = 12 ft
Apron Width = 3xDia = 5 ft
Length
Storm Outlet Structure
FES No.= B2 Q1/Qfull = 0.11 Quo/Qfull = 0.61
Pipe Dia= 36 in V1NfUll = 0.67 VNfull = 1.05
Q10= 64.47 cfs V10 = 15.6 fps
Qfull = 105.50 cfs Slope= 5.0%
Vfull = 14.90 fps Pipe Inv= 383.90 ft
Q1 = 12.03 cfs V1 = 10.0 fps
From Fig. 8.06.b.1: Zone = 5
From Fig. 8.06.b.2: D50 = 14 in
Dmm = 21 in
- Riprap Class = 2
s Apron Thickness = 31.5 in
Apron Length = 30 ft
Apron Width = 3xDia = 9 ft
J
Length A
r-
• 0 Z W • DATE DESIGN PHASE
12-11-07 PRELIM / X /
PROJECT NAME PROJECT NO CONSTR
Akins Road Elementary School 07-129 REVISION
LOCATION BY RECORD
Fuquay Varina, NC KAL OTHER I I
CHECKED BY (SPECIFY)
SJM
Storm Outlet Structure
FES No.= C4 Q1/Qfull = 0.07 Q10/Qfull = 0.50
Pipe Dia= 15 in V1Nfull = 0.52 VNfull = 1.00
Q10= 3.44 cfs V10 = 5.6 fps
Qfull = 6.90 cfs Slope= 33.0%
Vfull = 5.60 fps Pipe Inv= 385.60 ft
Q1 = 0.49 cfs V1 = 2.9 fps
From Fig. 8.06.b.1: Zone = 2
From Fig. 8.06.b.2: D50 = 8 in
DMAx = 12 in
- Riprap Class = B
Apron Thickness 18 in
r
FEE Apron Length 7.5 ft
Apron Width = 3xDia = 4 ft

Length
Storm Outlet Structure
FES No.= D14 Q1/Qfull = 0.15 Q1o/Qfull = 0.95
Pipe Dia= 36 in V1Nfull = 0.68 VNfull = 1.14
Q10 = 49.36 cfs V10= 8.3 fps
Qfull = 51.90 cfs Slope= 9.1 %
Vfull = 7.30 fps Pipe Inv= 371.50 ft
Q1 = 7.67 cfs V1 = 5.0 fps
From Fig. 8.06.b.1: Zone = 3
From Fig. 8.06.b.2: D50 = 10 in
DMAx = 15 in

? Riprap Class = 1
Apron Thickness = 22.5 in
r
a Apron Length = 24 ft
3 Apron Width = 3xDia = 9 ft
I,
j _ Length_
e - - ?r • DATE DESIGN PHASE
!1 12-1 1-07 PRELIM
/
/X
PROJECT NAME PROJECT NO CONSTR
Akins Road Elementary School 07-129 REVISION
LOCATION BY RECORD I I
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
SJM
Storm Outlet Structure
FES No.= E6 Q1/Qfull = 0.11 Q1o/Qfull = 0.77
Pipe Dia= 18 in V1Nfull = 0.67 VNfull = 1.10
Q10 = 8.38 cfs V10 = 6.7 fps
Qfull = 10.90 cfs Slope= 1.0 %
Vfull = 6.10 fps Pipe Inv= 395.60 ft
Q1 = 1.19 cfs V1 = 4.1 fps
From Fig. 8.06.b.1: Zone = 2
From Fig. 8.06.b.2: D50 = 8 in
DmAx = 12 in
Riprap Class = B
_ Apron Thickness = 18 in
Apron Length = 9 ft
3
Apron Width = 3xDia
=
5 ft
?
-
I
Length
Storm Outlet Structure
FES No.= POND A Q1/Qfull = 0.18 Q10/Qfull = 0.18
Pipe Dia= 18 in V1NfuII = 0.75 VNfull = 0.75
Q10= 1.43 cfs V10 = 3.5 fps
Qfull = 8.10 cfs Slope= 1.0%
Vfull = 4.60 fps Pipe Inv= 395.60 ft
01 = 1.47 cfs V1 = 3.5 fps
From Fig. 8.06.b.1: Zone = 3
From Fig. 8.06.b.2: D50 = 10 in
DmAx = 15 in
Riprap Class = 1
s Apron Thickness = 22.5 in
Apron Length = 12 ft
3
l Apron Width = 3xDia = 5 ft
- I--
I
LP,ngth
_
DATE
2/11/2008
PROJECT NAME PROJECT NO
Akins Road Elementary School 07-129
LOCATION BY
Fuqua Varina, NC KAL
CHECKED BY
SJM
Storm Outlet Structure
FES No.= POND Bi
Pipe Dia= 18 in
Q10= 1.40 cfs
Qfull = 24.86 cfs
Vfull = 14.07 fps
QD = 0.06 cfs
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
Length -
QD/Qfull =
VNfull =
Zone
0.00 Q10/Qfull =
0.00 VNfull =
V10=
Slope=
Pipe Inv=
VD =
DESIGN PHASE
PRELIM
CONSTR
REVISION
RECORD
OTHER
(SPECIFY)
0.06
0.52
7.3 fps
5.6%
350.00 ft
2.9 fps
1
D5o = 4 in
DMAx = 6 in
Riprap Class = A
Apron Thickness = 9 in
Apron Length = 6 ft
Apron Width = 3xDia = 5 ft
Storm Outlet Structure
FES No.= POND B2
Pipe Dia= 15 in
Q10= 0.94 cfs
Qfull = 9.36 cfs
Vfull = 7.63 fps
QD= 0.04 cfs
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
-- z
Length
QD/Qfull =
VDNfull =
Zone
0.00 Q10/Qfull =
0.00 VNfull =
V10=
Slope=
Pipe Inv=
VD=
0.10
0.67
5.1 fps
2.1 %
382.00 ft
1.9 fps
1
D5o = 4 in
DMAX = 6 in
Riprap Class = A
Apron Thickness = 9 in
Apron Length = 5 ft
Apron Width = 3xDia = 4 ft
(flowmaster)
(flowmaster)
- • • DATE DESIGN PHASE
i ?M W 12-11-07 PRELIM
/
/X
PROJECT NAME PROJECT NO CONSTR
Akins Road Elementary School 07-129 REVISION
LOCATION BY RECORD
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
SJM
Storm Outlet Structure
FES No.= CMP Q1/Qfull = 0.27 Q10/Qfull = 1.08
Pipe Dia= 72 in ViNfull = 0.83 VNfull = 1.11
Q10= 320.00 cfs V10 = 11.7 fps
Qfull = 296.50 cfs Slope= 1.0 %
Vfull = 10.50 fps Pipe Inv= 377.00 ft
Q1 = 80.50 cfs V1 = 8.7 fps
From Fig. 8.06. b.1: Zone = 4
From Fig. 8.06.b.2: D50 = 10 in
DmAx = 15 in
- Riprap Class = 1
Apron Thickness = 22.5 in
Apron Length = 48 ft
j
l Apron Width = 3xDia = 18 ft
.
_
Length
Storm Outlet Structure
FES No.= Q1o/Qfull = #DIV/0!
Pipe Dia= in VNfull = #DIV/0!
Q10 = cfs V = #DIV/0! fps
Qfull = cfs
Vfull = fps
From Fig. 8.06.b.1: Zone =
From Fig. 8.06.b.2: D50 = in
DMAx = #VALUE! in
Riprap Class =
Apron Thickness = #VALUE! in
s
Elm Apron Length = Special StL ft
3 Apron Width = 3xDia = 0 ft
I L
L Lengih
TEMPORARY SEDIMENT
BASIN DESIGN
p ` DATE _n
I -41A
12-11-07 % i
PROJECT NAME PROJECT NO J " '
1
Akins Road Elementary School 07-129 11? (1 'j?
LOCATION BY
Fuouav Varina. NC X
Basin Number:
Disturbed Area:
Additional Drainage Area:
Total Drainage Area:
Runoff Coeff [Cc]:
25-yr Rainfall Intensity [I]:
25-yr Discharge [Q25]:
10-yr Rainfall Intensity [I]:
10-yr Discharge [Q10]:
Required Sed. Storage Vol:
Required Surface Area:
TSB-A
Dist. Area x 1800 =
435 sf/cfs =
Site Conditions
Initial Final
5.50 2.74 ac
0.00 0.00 ac
5.50 2.74 ac
0.35 0.65
8.32 8.32 in/hr
16.02 14.82 cfs
7.22 7.22 in/hr
13.90 12.86 cfs Max
9900 4932 9900 cf
6048 5595 6048 sf
Basin Volume:
Invert Elevation of Basin:
Elevation Interval of Basin:
393 ft
1.00 ft
Elevation Area(sf) Depth(ft) Incr. Vol. (cf) Cumm. Vol. (cf)
393.0 680 0 0 0
394.0 2157 1.0 1419 1419
395.0 3889 2.0 3023 4442
396.0 5830 3.0 4860 9301
397.0 7970 4.0 6900 16201
398.0 10272 5.0 9121 25322

Top of Req. Sediment Pool:
396.10 ft
Principle Spillway Design:
Riser Crest Elevation:
Riser Invert Elevation:
Riser Dimensions:
Barrel Diameter:
Barrel Length:
Barrel Slope:
25-yr Water Surface Elevation:
Design Head [Hp]:
Min. Req. Capacity [0.2 cfs/ac]:
Pipe Capacity:
Riser Capacity, Weir Flow:
Riser Capacity, Orifice Flow:
Riser Capacity, Governing Flow:
Principle Spillway Capacity [Qp]:
15.3 cfs [Inlet Control]
12.7 cfs
30.6 cfs
12.7 cfs
12.7 cfs
396.50 ft
393.00 ft
3.00 ft X 3.00 ft (Inside Dim)
4.33 ft X 4.33 ft (Outside Dim)
18 in
46 ft
0.60%
397.00 ft
3.25 ft
1.1 cfs
07-129-SED-BASN.XLS LATEST PRINTING: 12118120074:07 PM Page 1 of 3
Emergency Spillway Design:
Spillway Crest Elevation:
Weir Length [L]:
Required Capacity [Q25-Qp]:
Required Head in Spillway [He]:
Freeboard:
Elevation of Embankment Top:
397.00 ft
8.00 ft
3.29 cfs
0.27 ft (From Weir Eq.)
1.23 ft
398.50
Principle Spillway Anchor:
Total Weight Required [1.1 x Boyancy of Riser]: 4504 Ibs
Weight of Solid Block Riser (55 Ibs./sq.ft.): 2310 Ibs
Additional Concrete Required [at 82.6-Ibs/cf]: 27 cf
Dimensions of Pad: Length: 5.33 ft
Width: 5.33 ft
Thickness: 1 ft
Volume: 28 cf
Dewatering:
Volume of Basin at Riser Crest Elevation: 9,301 cf
Skimmer size: 3 in
Skimmer rate (cf/24 hrs): 8,500 cf/day
Number of skimmers: 1
Drawdown time: 26.3 hours
Diameter of Barrel: 18 in
Upstream Invert Elev. of Barrel: 393.00 ft
Lower Invert Elev. of Barrel: 392.72 ft
Length of Barrel: 46 ft
Slope of Barrel: 0.60%
Riser Length: 3.00 ft
Riser Width: 3.00 ft
Crest Elevation of Riser: 396.50 ft
Height of Riser: 3.50 ft
No. of Skimmers: 1
Skimmer Diameter: 3 in
Conc. Anchor Length: 5.33 ft
Width: 5.33 ft
Thickness: 1 ft
Emergency Spillway Crest Elev 397.00 ft
Width of Emergency Spillway: 8.0 ft
Elevation of Embankment Top: 398.50 ft
Top Width of Embankment: 8 ft
07-129-SED-BASN.XLS LATEST PRINTING: 12/18120074:07 PM Page 2 of 3
Faircloth Skimmers Data:
6" Skimmer
Drains approximately 51,840 cubic feet in 24 hours, 103,680 cubic feet in 2 days, or 362,880 cubic feet in 7 days.
6" Skimmer
Drains approximately 32,832 cubic feet in 24 hours, 65,664 cubic feet in 2 days, or 229,824 cubic feet in 7 days.
4" Skimmer
Drains approximately 18,267 cubic feet in 24 hours, 36,534 cubic feet in 2 days, or 127,869 cubic feet in 7 days..
3" Skimmer
Drains approximately 8,500 cubic feet in 24 hours, 17,000 cubic feet in 48 hours or 59,500 cubic feet in 7 days.
2.6" Skimmer
Drains spproximately 5,500 cubic feet in 24 hours, 11,000 cubic feet in 48 hours, or 38,500 cubic feet in 7 days.
2" Skimmer
Drains up to 3,283 cubic feet in 24 hours, 6,566 cubic feet in 2 days , or 22,982 cubic feet in 7 days.
07-129-SED-BASN.XLS LATEST PRINTING: 1211820074:07 PM Page 3 of 3
{ Y DATE I--- !?

xY xa +
i8a4 3
12-10-07
PROJECT NAME PROJECT NO
Akins Road Elementary School 07-129
LOCATION BY
Fuauav Varina. NC X
Site Conditions
Basin Number: TSB-B1 Initial Final
Disturbed Area: 11.50 15.21 ac
Additional.Drainage Area: 0.00 0.00 ac
Total Drainage Area: 11.50 15.21 ac
Runoff Coeff [Cc]: 0.35 0.48
25-yr Rainfall Intensity [I]: 8.32 8.32 in/hr
25-yr Discharge [Q25]: 33.49 60.75 cfs
10-yr Rainfall Intensity [I]: 7.22 7.22 in/hr
10-yr Discharge [Q10]: 29.07 52.73 cfs Max
Required Sed. Storage Vol: Dist. Area x 1800 = 20700 27378 27378 cf
Required Surface Area: 435 sf/cfs = 12645 22937 22937 sf
Basin Volume:
Invert Elevation of Basin: 369 ft
Elevation Interval of Basin: 1.00 ft
Elevation Area(sf) Depth(ft) Incr. Vol. (cf) Cumm. Vol. (cf)
369.0 490 0 0 0
370.0 873 1.0 682 682
371.0 1357 2.0 1115 1797
372.0 19335 3.0 10346 12143
373.0 21910 4.0 20623, 32765
374.0 26922 5.0 24416 57181
375.0 30326 6.0 28624 85805
376.0 34344 7.0 32335 118140

Top of Req. Sediment Pool: 373.20 ft
• •T
Riser Crest Elevation: 374.00 ft
Riser Invert Elevation: 369.00 ft
Riser Dimensions: 5.00 ft X 4.00 ft (Inside Dim)
6.33 ft X 5.33 ft (Outside Dim)
Barrel Diameter: 30 in
Barrel Length: 68 ft
Barrel Slope: 7.35%
25-yr Water Surface Elevation:
Design Head [Hp]:
Min. Req. Capacity [0.2 cfs/ac]:
375.00 ft
4.75 ft
3.0 cfs
Pipe Capacity:
Riser Capacity, Weir Flow:
Riser Capacity, Orifice Flow:
Riser Capacity, Governing Flow:
Principle Spillway Capacity [Qp]:
51.5 cfs [Inlet Control]
54.0 cfs
96.3 cfs
54.0 cfs
51.5 cfs
07-129-SED-BASN.XLS LATEST PRINTING: 12118/20074:07 PM Pagel of 3
Spillway Crest Elevation: 375.00 ft
Weir Length [L]: 8.00 ft
Required Capacity [Q25-Qp]: 9.24 cfs
Required Head in Spillway [He]: 0.53 ft (From Weir Eq.)
Freeboard: 0.47 ft
Elevation of Embankment Top: 376.00

Principle Spillway Anchor:
Total Weight Required [1.1 x Boyancy of Riser]: 11579 Ibs
Weight of Solid Block Riser (55 Ibs./sq.ft.): 4950 Ibs
Additional Concrete Required [at 82.6-Ibs/cf]: 80 cf
Dimensions of Pad: Length: 8.33 ft
Width: 7.33 ft
Thickness: 1.5 ft
Volume: 92 cf
Volume of Basin at Riser Crest Elevation:
Skimmer size:
Skimmer rate (cf/24 hrs):
Number of skimmers:
Drawdown time:
Diameter of Barrel: 30 in
Upstream Invert Elev. of Barrel: 369.00 ft
Lower Invert Elev. of Barrel: 364.00 ft
Length of Barrel: 68 ft
Slope of Barrel: 7.35 %
Riser Length: 5.00 ft
Riser Width: 4.00 ft
Crest Elevation of Riser: 374.00 ft
Height of Riser: 5.00 ft
No. of Skimmers: 1
Skimmer Diameter: 6 in
Conc. Anchor Length: 8.33 ft
Width: 7.33 ft
Thickness: 1.5 ft
Emergency Spillway Crest Elev 375.00 ft
Width of Emergency Spillway: 8.0 ft
Elevation of Embankment Top: 376.00 ft
Top Width of Embankment: 12 ft
57,181 cf
6 in
51,840 cf/day
1
26.5 hours
07-129-SED-BASN.XLS LATEST PRINTING: 1 2/1 8/2 0 0 7 4:07 PM Page 2 of 3
Faircloth Skimmers Data:
6" Skimmer
Drains approximately 51,840 cubic feet in 24 hours, 103,680 cubic feet in 2 days, or 362,880 cubic feet in 7 days.
5" Skimmer
Drains approximately 32,832 cubic feet in 24 hours, 65,664 cubic feet in 2 days, or 229,824 cubic feet in 7 days.
4" Skimmer
Drains approximately 18,267 cubic feet in 24 hours, 36,534 cubic feet in 2 days, or 127,869 cubic feet in 7 days..
3" Skimmer
Drains approximately 8,500 cubic feet in 24 hours, 17,000 cubic feet in 48 hours or 59,500 cubic feet in 7 days.
2.5" Skimmer
Drains spproximately 5,500 cubic feet in 24 hours, 11,000 cubic feet in 48 hours, or 38,500 cubic feet in 7 days.
2" Skimmer
Drains up to 3,283 cubic feet in 24 hours, 6,566 cubic feet in 2 days , or 22,982 cubic feet in 7 days.
07-129-SED-BASN.XLS LATEST PRINTING: 12/18/20074:07 PM Page 3 of 3
fir. 1 s DATE
12-10-07
PROJECT NAME PROJECT NO
Akins Road Elementary School 07-129
LOCATION BY
Fuquay Varina, NC X
Basin Number:
Disturbed Area:
Additional Drainage Area:
Total Drainage Area:
Runoff Coeff [Cc]:
25-yr Rainfall Intensity [I]:
25-yr Discharge [Q25]:
10-yr Rainfall Intensity [I]:
10-yr Discharge [Q10]:
Required Sed. Storage Vol
Required Surface Area:
Invert Elevation of Basin:
Elevation Interval of Basin:
383 ft
1.00 ft
Elevation Area(sf) Depth(ft) Incr. Vol. (cf) Cumm. Vol. (cf)
383.0 234 0 0 0
384.0 455 1.0 345 345
385.0 747 2.0 601 946
386.0 11164 3.0 5956 6901
387.0 13063 4.0 12114 19015
388.0 15032 5.0 14048 33062
389.0 17070 6.0 16051 49113

Top of Req. Sediment Pool: 386.09 ft
Riser Crest Elevation: 386.67 ft
Riser Invert Elevation: 383.00 ft
Riser Dimensions: 4.00 ft X 4.00 ft (Inside Dim)
5.33 ft X 5.33 ft (Outside Dim)
Barrel Diameter: 24 in
Barrel Length: 56 ft
Barrel Slope: 1.79%
25-yr Water Surface Elevation:
Design Head [Hp]:
Min. Req. Capacity [0.2 cfs/ac]:
Pipe Capacity:
Riser Capacity, Weir Flow:
Riser Capacity, Orifice Flow:
Riser Capacity, Governing Flow:
Principle Spillway Capacity [Qp];
388.00 ft
4.00 ft
0.9 cfs
30.3 cfs [Inlet Control]
73.6 cfs
88.8 cfs
73.6 cfs
30.3 cfs
Site Conditions
TSB-B2 Initial Final
3.30 4.43 ac
0.00 0.00 ac
3.30 4.43 ac
0.35 0.56
8.32 8.32 in/hr
9.61 20.64 cfs
7.22 7.22 in/hr
8.34 17.92 cfs Max
Dist. Area x 1800 = 5940 7974 7974 cf
435 sf/cfs = 3629 7794 7794 sf
07-129-SED-BASN.XLS LATEST PRINTING: 12118/20074:07 PM Page 1 of 3
Spillway Crest Elevation: 388.00 ft
Weir Length [L]: 8.00 ft
Required Capacity [Q25-Qp]: N/A cfs
Required Head in Spillway [He]: 0.00 ft (From Weir Eq.)
Freeboard: 1.00 ft
Elevation of Embankment Top: 389.00
Principle Spillway Anchor:

Total Weight Required [1.1 x Boyancy of Riser]: 7156 Ibs
Weight of Solid Block Riser (55 Ibs./sq.ft.): 3230 Ibs
Additional Concrete Required [at 82.6-Ibs/cf]: 48 cf
Dimensions of Pad: Length: 7.33 ft
Width: 7.33 ft
Thickness: 1 ft
Volume: 54 cf
Dewatering:

Volume of Basin at Riser Crest El evation: 6,901 cf
Skimmer size: 2.5 in
Skimmer rate (cf/24 hrs): 5,500 cf/day
Number of skimmers: 1
Drawdown time: 30.1 hours
Basin Summary:
Diameter of Barrel:
24 in
Upstream Invert Elev. of Barrel: 383.00 ft
Lower Invert Elev. of Barrel: 382.00 ft
Length of Barrel: 56 ft
Slope of Barrel: 1.79%
Riser Length: 4.00 ft
Riser Width: 4.00 ft
Crest Elevation of Riser: 386.67 ft
Height of Riser: 3.67 ft
No. of Skimmers: 1
Skimmer Diameter: 3 in
Conc. Anchor Length: 7.33 ft
Width: 7.33 ft
Thickness: 1 ft
Emergency Spillway Crest Elev 388.00 ft
Width of Emergency Spillway: 8.0 ft
Elevation of Embankment Top: 389.00 ft
Top Width of Embankment: 12 ft
07-129-SED-BASN.XLS LATEST PRINTING: 12118/20074:07 PM Page 2 of 3
Faircloth Skimmers Data:
6" Skimmer
Drains approximately 51,840 cubic feet in 24 hours, 103,680 cubic feet in 2 days, or 362,880 cubic feet in 7 days.
5" Skimmer
Drains approximately 32,832 cubic feet in 24 hours, 65,664 cubic feet in 2 days, or 229,824 cubic feet in 7 days.
4" Skimmer
Drains approximately 18,267 cubic feet in 24 hours, 36,534 cubic feet in 2 days, or 127,869 cubic feet in 7 days..
3" Skimmer
Drains approximately 8,500 cubic feet in 24 hours, 17,000 cubic feet in 48 hours or 59,500 cubic feet in 7 days.
2.5" Skimmer
Drains approximately 5,500 cubic feet in 24 hours, 11,000 cubic feet in 48 hours, or 38,500 cubic feet in 7 days.
2" Skimmer
Drains up to 3,283 cubic feet in 24 hours, 6,566 cubic feet in 2 days , or 22,982 cubic feet in 7 days.
07-129-SED-BASN.XLS LATEST PRINTING: 12118120074:07 PM Page 3 of 3
TEMPORARY SEDIMENT
SKIMMER BASIN DESIGN
i Et ill 1 :101 R T
`
4AIMAZIll DATE _n
12-13-07
PROJECT NAME PROJECT NO ff( /J (j' ?J
Akins Road Elements School 07-129 II / (f
LOCATION BY
Fuouav Varina. NC KAL
Skimmer Basin No.: TSSB-1 Site Conditions
Initial Final
Disturbed Area: 1.45 0.15 ac
Additional Drainage Area: 0.00 0.00 ac
Total Drainage Area: 1.45 0.15 ac
Runoff Coeff [Cc]: 0.35 0.35
10-yr Rainfall Intensity [I]: 7.22 7.22 in/hr
10-yr Discharge [Q10]: 3.67 0.38 cfs Max
Required Sed. Storage Vol: Dist.A. x 1800 = 2610 270 2610 cf
Required Surface Area: 325 sf/cfs = 1191 123 1191 sf
Bottom Elevation of Basin:
Elevation Interval of Basin:
396.0 ft
1.00 ft
Elevation Area(sf) Depth(ft) Incr. Vol. (cf) Cumm. Vol. (cf)
396.0 1007 0 0 0
397.0 1311 1.0 1159 1159
398.0 1647 2.0 1479 2638
399.0 2015 3.0 1831 4469

Top of Req. Sediment Pool (per Surface Area): 396.61 ft
Top of Req. Sediment Pool (per Volume): 397.98 ft
Weir Elevation: 398.0 ft
Weir Width: 10.00 ft
Weir Capacity: 3.67 cfs
10-yr Water Surface Elevation: 398.25 ft
Freeboard: 1.00 ft
Embankment Elevation: 399.25 ft
Use: 400.00 ft
Volume of Basin at Weir Elevation: 2,638 cf
Skimmer size: 2 in
Skimmer rate (cf/24 hrs): 3,238 cf/day
Number of skimmers: 1
Drawdown time: 19.6 hours
07-129-SED-SKIM-BASIN.XLS LATEST PRINTING: 12/14/200711:26 AM Page 1 of 1
T. i -7... r T. T .1. C A r DATE n
BI
12-13-07
PROJECT NAME PROJECT NO
j( " 11
Akins Road Elementary School 07-129
LOCATION BY
FuquayVarina, NC KAL
Skimmer Basin No.: TSSB-2 Site Conditions
Initial Final
Disturbed Area: 4.80 4.20 ac
Additional Drainage Area: 0.00 0.00 ac
Total Drainage Area: 4.80 4.20 ac
Runoff Coeff [Cc]: 0.35 0.35
10-yr Rainfall Intensity [I]: 7.22 7.22 in/hr
10-yr Discharge [Q10]: 12.13 10.62 cfs Max
Required Sed. Storage Vol: Dist.A. x 1800 = 8640 7560 8640 cf
Required Surface Area: 325 sf/cfs = 3943 3450 3943 sf
Bottom Elevation of Basin:
Elevation Interval of Basin:
385.0 ft
1.00 ft
Elevation Area(sf) Depth(ft) Incr. Vol. (cf) Cumm. Vol. (cf)
385.0 3034 0 0 0
386.0 3526 1.0 3280 3280
387.0 4050 2.0 3788 7068
388.0 4606 3.0 4328 11396

Top of Req. Sediment Pool (per Surface Area): 386.80 ft
Top of Req. Sediment Pool (per Volume): 387.36 ft
Weir Elevation: 387.5 ft
Weir Width: 12.00 ft
Weir Capacity: 12.15 cfs
10-yr Water Surface Elevation: 387.98 ft
Freeboard: 1.00 ft
Embankment Elevation: 388.98 ft
Use: 389.00 ft
Dewatering:
Volume of Basin at Weir Elevation: 11,396 cf
Skimmer size: 3 in
Skimmer rate (cf/24 hrs): 8,500 cf/day
Number of skimmers: 1
Drawdown time: 32.2 hours
07-129-SED-SKIM-BASIN.XLS LATEST PRINTING: 12/14/200711:27 AM Page 1 of 1
W . ?, ... r .f. J1 14 !;V 4 DIM
M
PROJECT NAME
Akins Road Elementary School 1 ? DATE
12-13-07
PROJECT NO
07-129 =0
LOCATION BY
Fuquay Varina, NC KAL
Skimmer Basin No.: TSSB-3 Site Conditions
Initial Final
Disturbed Area: 0.75 0.20 ac
Additional Drainage Area: 0.00 0.00 ac
Total Drainage Area: 0.75 0.20 ac
Runoff Coeff [Cc]: 0.35 0.35
10-yr Rainfall Intensity [I]: 7.22 7.22 in/hr
10-yr Discharge [Q10]: 1.90 0.51 cfs Max
Required Sed. Storage Vol: Dist.A. x 1800 = 1350 360 1350 cf
Required Surface Area: 325 sf/cfs = 616 164 616 sf
Bottom Elevation of Basin:
Elevation Interval of Basin:
405.0 ft
1.00 ft
Elevation Area(sf) Depth(ft) Incr. Vol. (cf) Cumm. Vol. (cfl
405.0 462 0 0 0
406.0 666 1.0 564 564
407.0 902 2.0 784 1348
408.0 1170 3.0 1036 2384

Top of Req. Sediment Pool (per Surface Area): 405.76 ft
Top of Req. Sediment Pool (per Volume): 407.00 ft
Weir Elevation: 407.0 ft
Weir Width: 10.00 ft
Weir Capacity: 1.90 cfs
10-yr Water Surface Elevation: 407.16 ft
Freeboard: 1.00 ft
Embankment Elevation: 408.16 ft
Use: 409.00 ft
Dewatering:
Volume of Basin at Weir Elevation: 2,384 cf
Skimmer size: 2 in
Skimmer rate (cf/24 hrs): 3,283 cf/day
Number of skimmers: 1
Drawdown time: 17.4 hours
07-129-SED-SKIM-BASIN.XLS LATEST PRINTING: 12114/200711:27 AM Page 1 of 1
PROJECT NAME
Akins Road Elementary School
LOCATION
Fuquay Varina, NC
Skimmer Basin No.:
Disturbed Area:
Additional Drainage Area:
Total Drainage Area:
Runoff Coeff [Cc]:
10-yr Rainfall Intensity [I]:
10-yr Discharge [Q10]:
Required Sed. Storage Vol
Required Surface Area:
Bottom Elevation of Basin:
Elevation Interval of Basin:
DATE _q
12-13-07
PROJECT NO
07-129

(1 1
BY
KAL
TSSB-4 Site Conditions
Initial Final
1.35 0.20 ac
0.00 0.00 ac
1.35 0.20 ac
0.35 0.35
7.22 7.22 in/hr
3.41 0.51 cfs Max
Dist.A. x 1800 = 2430 360 2430 cf
325 sf/cfs = 1109 164 1109 sf
393.0 ft
1.00 ft
Elevation Area(sf) Depth(ft) Incr. Vol. (cf) Cumm. Vol. (co
393.0 966 0 0 0
394.0 1250 1.0 1108 1108
395.0 1566 2.0 1408 2516
396.0 1972 3.0 1769 4285

Top of Req. Sediment Pool (per Surface Area): 393.50 ft
Top of Req. Sediment Pool (per Volume): 394.94 ft
Weir Elevation: 395.0 ft
Weir Width: 10.00 ft
Weir Capacity: 3.42 cfs
10-yr Water Surface Elevation: 395.24 ft
Freeboard: 1.00 ft
Embankment Elevation: 396.24 ft
Use: 397.00 ft
Volume of Basin at Weir Elevation: 2,516 cf
Skimmer size: 2 in
Skimmer rate (cf/24 hrs): 3,283 cf/day
Number of skimmers: 1
Drawdown time: 18.4 hours
07-129-SED-SKIM-BASIN.XLS LATEST PRINTING: 12/14/200711:27 AM Page 1 of 1
DATE
12-13-07
PROJECT NAME PROJECT NO
Akins Road Elementary School 07-129
LOCATION BY
Fuquay Varina, NC KAL 11
Skimmer Basin No.: TSSB?rr Site Conditions
Initial Final
Disturbed Area: 1.00 1.00 ac
Additional Drainage Area: 0.00 0.00 ac
Total Drainage Area: 1.00 1.00 ac
Runoff Coeff [Cc]: 0.48 0.51
10-yr Rainfall Intensity [I]: 7.22 7.22 in/hr
10-yr Discharge [Q10]: 3.47 3.68 cfs Max
Required Sed. Storage Vol: Dist.A. x 1800 = 1800 1800 1800 cf
Required Surface Area: 325 sf/cfs = 1127 1197 1197 sf
Bottom Elevation of Basin:
Elevation Interval of Basin:
385.0 ft
1.00 ft
Elevation Area(sf) Depth(ft) Incr. Vol. (cf) Cumm. Vol. (cf)
385.0 714 0 0 0
386.0 966 1.0 840 840
387.0 1250 2.0 1108 1948
388.0 1566 3.0 1408 3356

Top of Req. Sediment Pool (per Surface Area): 386.81 ft
Top of Req. Sediment Pool (per Volume): 386.87 ft
Principle Spillway Design:
Weir Elevation: 387.0 ft
Weir Width: 10.00 ft
Weir Capacity: 3.69 cfs
10-yr Water Surface Elevation: 387.25 ft
Freeboard: 1.00 ft
Embankment Elevation: 388.25 ft
Use: 389.00 ft
Volume of Basin at Weir Elevation: 1,948 cf
Skimmer size: 2 in
Skimmer rate (cf/24 hrs): 3,283 cf/day
Number of skimmers: 1
Drawdown time: 14.2 hours
07-129-SED-SKIM-BASIN.XLS LATEST PRINTING: 12/14/200711:27 AM Page 1 of 1
CHANNEL DESIGN
I . DATE DESIGN PHASE
It 12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elements School 07-129 CD / x /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-2 Drainage Area: 0.04 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 85 ft Intensity: 7.24 in/hr
Section Slope: 3.50 % Runoff Coeff: 0.30
Ret Class: C Discharge: 0.09 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 = 0.09 cfs flow by Rational Method
n= 0.25 Grass Manning's Coefficient (dimensionless)
S = 0.035 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.08 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 0.50 0.75 3.16 0.24 0.29 deep
0 0.40 0.48 2.53 0.19 0.16 deep
0 0.30 0.27 1.90 .0.14 0.07 shallow
0 0.31 0.29 1.96 0.15 0.08 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
A = cross-sectional area of flow A RW Qn
P = wetted perimeter of the channel 1.49
R = hydraulic radius of the channel
Normal Depth, D = 0.31 ft Depth O.K.
Velocity= 0.30 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 = 0.68 Ib/sq-ft
FINAL CHANNEL LINING DIMENSIONS
B= O 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
xwxai? DATE DESIGN PHASE
IIIZZUSU M 12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / x /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-2 Drainage Area: 0.04 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 85 ft Intensity: 5.80 in/hr
Section Slope: 3.50 % Runoff Coeff: 0.30
Lining Type: Curled Wood Mat Discharge: 0.07 cfs
Permissible Shear: 1.55 Ib/sf
Channel 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 = 0.07 cfs flow by Rational Method
n= 0.066 Manning's Coefficient (dimensionless)
S = 0.035 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.016 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 0.50 0.75 3.16 0.24 0.287 deep
0 0.40 0.48 2.53 0.19 0.159 deep
0 0.20 0.12 1.27 0.09 0.025 deep
0 0.17 0.09 1.08 0.08 0.016 OK
B = bottom width of trapezoidal channel
lav = 2req
D = normal depth of flow
2n
Qn
A = cross-sectional area of flow
_
A R
P = wetted perimeter of the channel 1.49 Vs-
R = hydraulic radius of the channel
Normal Depth, D = 0.17 ft
Velocity= 0.80 fps
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 = 0.37 lb/sq-ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= O 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
DATE DESIGN PHASE
DWISU 12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD I X /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-3 Drainage Area: 0.55 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 280 ft Intensity: 7.24 in/hr
Section Slope: 6.25 % Runoff Coeff: 0.30
Ret Class: C Discharge: 1.19 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 = 1.19 cfs flow by Rational Method
n= 0.162 Grass Manning's Coefficient (dimensionless)
S = 0.0625 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.52 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
2 0.50 1.75 5.16 0.34 0.85 deep
2 0.40 1.28 4.53 0.28 0.55 deep
2 0.30 0.87 3.90 0.22 0.32 shallow
2 0.38 1.19 4.40 0.27 0.50 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
A = cross-sectional area of flow A R2f3 _ Qn
P = wetted perimeter of the channel 1.49 ITs
R = hydraulic radius of the channel
Normal Depth, D = 0.38 ft Depth O.K.
Velocity= 1.00 fps Vel. O.K.
SHEAR STRESS
T = yds = shear stress in lb/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 = 1.48 Ib/sq-ft
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 8.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991) Page 1
r DATE DESIGN PHASE
r 12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elements School 07-129 CD / x /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-3 Drainage Area: 0.55 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 280 ft Intensity: 5.80 in/hr
Section Slope: 6.25 % Runoff Coeff: 0.30
Lining Type: Curled Wood Mat Discharge: 0.96 cfs
Permissible Shear: 1.55 lb/sf
Channel 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 = 0.96 cfs flow by Rational Method
n= 0.066 Manning's Coefficient (dimensionless)
S= 0.0625 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.170 quantity to equate to Zav
M= 3 :1 side slope of channel (ft of run : 1 ft of rise)
NORMAL DEPTH ANDVELOCITY
B D A P R Zav Remark
2 0.50 1.75 5.16 0.34 0.851 deep
2 0.40 1.28 4.53 0.28 0.551 deep
2 0.20 0.52 3.26 0.16 0.153 shallow
2 0.21 0.55 3.33 0.17 , 0.167 OK
B= bottom width of trapezoidal channel
Zav = Zreq
D= normal depth of flow
Qn
A= cross-sectional area of flow
V3
_
A R
P = wetted perimeter of the channel 1.49
Is-
R= hydraulic radius of the channel
Normal Depth, D = 0.21 ft
Velocity= 1.73 fps
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 = 0.82 lb/sq-ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D= 1 ft top width, W= 8.0 ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991) Page 2
10, 1 DATE DESIGN PHASE
12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / x /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-4 Drainage Area: 0.04 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 85 ft Intensity: 7.24 in/hr
Section Slope: 3.50 % Runoff Coeff: 0.30
Ret Class: C Discharge: 0.09 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 = 0.09 cfs flow by Rational Method
n= 0.25 Grass Manning's Coefficient (dimensionless)
S = 0.035 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.08 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 0.50 0.75 3.16 0.24 0.29 deep
0 0.40 0.48 2.53 0.19 0.16 deep
0 0.30 0.27 1.90 0.14 0.07 shallow
0 0.31 0.29 1.96 0.15 0.08 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
x/3 = Qn
A = cross-sectional area of flow A R
.
P = wetted perimeter of the channel 1.49
R = hydraulic radius of the channel
Normal Depth, D = 0.31 ft Depth O.K.
Velocity= 0.30 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 = 0.68 lb/sq-ft
FINAL CHANNEL LINING DIMENSIONS
B= O 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 DESIGN PHASE
12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elements School 07-129 CD / X /
LOCATION BY REV
Fuqua Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-4 Drainage Area: 0.04 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 85 ft Intensity: 5.80 in/hr
Section Slope: 3.50 % Runoff Coeff: 0.30
Lining Type: Curled Wood Mat Discharge: 0.07 cfs
Permissible Shear: 1.55 Ib/sf
Channel 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 = 0.07 cfs flow by Rational Method
n= 0.066 Manning's Coefficient (dimensionless)
S = 0.035 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.016 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 0.50 0.75 3.16 0.24 0.287 deep
0 0.40 0.48 2.53 0.19 0.159 deep
0 0.20 0.12 1.27 0.09 0.025 deep
0 0.17 0.09 1.08 0.08 0.016 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
Qn
A = cross-sectional area of flow
W
=
A R
P = wetted perimeter of the channel 1.49 1/s
R = hydraulic radius of the channel
Normal Depth, D = 0.17 ft
Velocity= 0.80 fps
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 = 0.37 Ib/sq-ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= O 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
DATE DESIGN PHASE
12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / x /
LOCATION BY REV
Fuqua Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-5 Drainage Area: 1.23 ac
Sta from: Design Fequency: 1.0 yrs
Sta to: Time of Conc: 5 min
Section Length: 295 ft Intensity: 7.24 in/hr
Section Slope: 1.00 % Runoff Coeff: 0.30
Ret Class: C Discharge: 2.67 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 = 2.67 cfs flow by Rational Method
n= 0.14 Grass Manning's Coefficient (dimensionless)
S = 0.01 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 2.51 quantity to equate to Zav
M = i3 :1 side slope of channel (ft of run : 1 ft of rise)
NORMAL DEPTH AND VELOCITY
B D A P R Zav Remark
2 0.50 1.75 5.16 0.34 0.85 shallow
2 0.80 3.52 7.06 0.50 2.21 shallow
2 0.90 4.23 7.69 0.55 2.84 deep
2 0.85 3.87 7.38 0.52 2.51 OK
B = bottom width of trapezoidal. channel
Zav = Zreq
D = normal depth of flow
A = cross-sectional area of flow A R2f3 _ Qn
P = wetted perimeter of the channel 1.49 J-s
R = hydraulic radius of the channel
Normal Depth, D = 0.85 ft Depth O.K.
Velocity= 0.69 fps 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 = 0.53 Ib/sq-ft
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 8.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 1
1111-11110 DATE DESIGN PHASE
E
*_'i 19 9 ? 0 0 12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / X /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-5 Drainage Area: 1.23 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 295 ft Intensity: 5.80 in/hr
Section Slope: 1.00 % Runoff Coeff: 0.30
Lining Type: Curled Wood Mat Discharge: 2.14 cfs
Permissible Shear: 1.55 Ib/sf
Channel 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 = 2.14 cfs flow by Rational Method
n= 0.066 Manning's Coefficient (dimensionless)
S= 0.01 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.948 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
2 0.50 1.75 5.16 0.34 0.851 shallow
2 0.60 2.28 5.79 0.39 1.224 deep
2 0.55 2.01 5.48 0.37 1.028 deep
2 0.52 1.85 5.29 0.35 0.919 OK
B = bottom width of trapezoidal channel
Zap = Zreq
D = normal depth of flow
Qn
zf3
A = cross-sectional area of flow
_
A R
P = wetted perimeter of the channel 1.49
R = hydraulic radius of the channel
Normal Depth, D = 0.52 ft
Velocity= 1.16 fps
SHEAR STRESS
T = yds = shear stress in lb/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 = 0.32 Ib/sq-ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D= 1 ft top width, W= 8.0 ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991) Page 2
DATE DESIGN PHASE
12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / X /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-6 Drainage Area: 1.30 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 365 ft Intensity: 7.24 in/hr
Section Slope: 7.80 % Runoff Coeff: 0.30
Ret Class: C Discharge: 2.82 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 = 2.82 cfs flow by Rational Method
n= 0.109 Grass Manning's Coefficient (dimensionless)
S = 0.078 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.74 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
2 0.50 1.75 5.16 0.34 0.85 deep
2 0.40 1.28 4.53 0.28 0.55 shallow
2 0.45 1.51 4.85 0.31 0.69 shallow
2 0.46 1.55 4.91 0.32 0.72 OK
B = bottom width of trapezoidal channel Zav = Zreq
D = normal depth of flow
A = cross-sectional area of flow A R2f3 _ Qn
P = wetted perimeter of the channel 1.49
R = hydraulic radius of the channel
Normal Depth, D = 0.46 ft Depth O.K.
Velocity= 1.82 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 = 2.24 Ib/sq-ft
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 8.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 1
M DATE DESIGN PHASE
r M 12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / x /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-6 Drainage Area: 1.30 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 365 ft Intensity: 5.80 in/hr
Section Slope: 7.80 % Runoff Coeff: 0.30
Lining Type: Curled Wood Mat Discharge: 2.26 cfs
Permissible Shear: 1.55 Ib/sf
Channel 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 = 2.26 cfs flow by Rational Method
n= 0.066 Manning's Coefficient (dimensionless)
S = 0.078 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.359 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
2 0.50 1.75 5.16 0.34 0.851 deep
2 0.40 1.28 4.53 0.28 0.551 deep
2 0.30 0.87 3.90 0.22 0.320 shallow
2 0.31 0.91 3.96 0.23 0.340 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
213
Qn
A = cross-sectional area of flow
=
A 8
P = wetted perimeter of the channel 1.49
Is-
R = hydraulic radius of the channel
Normal Depth, D = 0.31 ft
Velocity=; 2.49 fps
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 = 1.51 lb/sq-ft Temp Liner O.K.
FINAL CHANNEL LINING'DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D= 1 ft top width, W= 8.0 ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991) Page 2
DATE DESIGN PHASE
12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / x /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-7 Drainage Area: 3.33 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 380 ft Intensity: 7.24 in/hr
Section Slope: 8.50 % Runoff Coeff: 0.30
Ret Class: C Discharge: 7.23 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 = 7.23 cfs flow by Rational Method
n= 0.083 Grass Manning's Coefficient (dimensionless)
S = 0.085 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 1.38 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
4 0.50 275 7.16 0.38 1.45 deep
4 0.40 2.08 6.53 0.32 0.97 shallow
4 0.45 2.41 6.85 0.35 1.20 shallow
4 0.48 2.61 7.04 0.37 1.35 OK
B = bottom width of trapezoidal channel

= Zreq
Zav
D = normal depth of flow
A = cross-sectional area of flow A R23 Qn
--
P = wetted perimeter of the channel 1.49 Is
R = hydraulic radius of the channel
Normal Depth, D = 0.48 ft Depth O.K.
Velocity= 2.77 fps Vel. O.K.
SHEAR STRESS
T = yds = shear stress in lb/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 = 2.55 Ib/sq-ft
FINAL CHANNEL LINING DIMENSIONS
B= 4 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 10.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991) Page 1

1
= DATE DESIGN PHASE
*_'11 is] 0 1
1 li ?illl ?? 1 111 12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / X /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-7 Drainage Area: 3.33 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 380 ft Intensity: 5.80 in/hr
Section Slope: 8.50 % Runoff Coeff: 0.30
Lining Type: Synthetic Mat Discharge: 5.79 cfs
Permissible Shear: 2.00 Ib/sf
Channel 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 = 5.79 cfs flow by Rational Method
n= 0.036 Manning's Coefficient (dimensionless)
S = 0.085 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.480 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
4 0.50 2.75 7.16 0.38 1.453 deep
4 0.40 2.08 6.53 0.32 0.970 deep
4 0.30 1.47 5.90 0.25 0.582 deep
4 0.27 1.30 5.71 0.23 0.484 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
W
Qn
A = cross-sectional area of flow
=
A R
P = wetted perimeter of the channel 1.49 Is
R = hydraulic radius of the channel
Normal Depth, D = 0.27 ft
Velocity= 4.46 fps
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 It
S = longitudinal slope in ft/ft
shear stress, T = 1.43 Ib/sq-ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 4 ft side slopes, M= 3 :1
D= 1 ft top width, W= 10.0 ft
Line Channel with: Synthetic Mat
(REF: Malcom, 1991) Page 2
DATE DESIGN PHASE
12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / X /
LOCATION BY REV
Fuqua Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-8 Drainage Area: 2.01 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 180 ft Intensity: 7.24 in/hr
Section Slope: 5.36 % Runoff.Coeff: 0.30
Ret Class: C Discharge: 4.37 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 = 4.37 cfs flow by Rational Method
n= 0.096 Grass Manning's Coefficient (dimensionless)
S= 0.0536 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 1.21 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
2 0.50 1.75 5.16 0.34 0.85 shallow
2 0.70 2.87 6.43 0.45 1.68 deep
2 0.65 2.57 6.11 0.42 1.44 deep
2 0.60 2.28 5.79 0.39 1.22 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
zr3 _ Qn
A = cross-sectional area of flow A R
.
P = wetted perimeter of the channel 1.49
R = hydraulic radius of the channel
Normal Depth, D = 0.60 ft Depth OX
Velocity= 1.91 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 = 2.01 Ib/sq-ft
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D= 1.0 ft top width, W = 8.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 1
r DATE DESIGN PHASE
12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / x /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER

I CHECKED BY (SPECIFY)
x
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-8 Drainage Area: 2.01 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 180 ft Intensity: 5.80 in/hr
Section Slope: 5.36 % Runoff Coeff: 0.30
Lining Type: Curled Wood Mat Discharge: 3.50 cfs
Permissible Shear: 1.55 Ib/sf
Channel 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 = 3.50 cfs flow by Rational Method
n= 0.066 Manning's Coefficient (dimensionless)
S= 0.0536 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.669 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
2 0.50 1.75 5.16 0.34 0.851 deep
2 0.40 1.28 4.53 0.28 0.551 shallow
2 0.45 1.51 4.85 0.31 0.692 deep
2 0.44 1.46 4.78 0.31 0.663 OK
B = bottom width of trapezoidal channel
Zav = 7req
D = normal depth of flow
23
Qn
A = cross-sectional area of flow
A R
_
P = wetted perimeter of the channel 1.49 Vs
R = hydraulic radius of the channel
Normal Depth, D = 0.44 ft
Velocity= 2.39 fps
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 = 1.47 Ib/sq-ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D= 1 ft top width, W= 8.0 ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991) Page 2
DATE DESIGN PHASE
rt 12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / x /
LOCATION BY REV
Fuqua Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-9 Drainage Area: 0.96 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 480 ft Intensity: 7.24 in/hr
Section Slope: 5.20 % Runoff Coeff: 0.30
Ret Class: C Discharge: 2.09 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 = 2.09 cfs flow by Rational Method
n= 0.128 Grass Manning's Coefficient (dimensionless)
S = 0.052 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.79 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
2 0.50 1.75 5.16 0.34 0.85 deep
2 0.40 1.28 4.53 0.28 0.55 shallow
2 0.45 1.51 4.85 0.31 0.69 shallow
2 0.48 1.65 5.04 0.33 0.79 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
A = cross-sectional area of flow A RZt3 4n
P = wetted perimeter of the channel 1.49
R = hydraulic radius of the channel
Normal Depth, D = 0.48 ft Depth O.K.
Velocity= 1.26 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 = 1.56 lb/sq-ft
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 8.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991) Page 1
DATE DESIGN PHASE
12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / x /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-9 Drainage Area: 0.96 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 480 ft Intensity: 5.80 in/hr
Section Slope: 5.20 % Runoff Coeff: 0.30
Lining Type: Curled Wood Mat Discharge: 1.67 cfs
Permissible Shear: 1.55 Ib/sf
Channel 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 = 1.67 cfs flow by Rational Method
n= 0.066 Manning's Coefficient (dimensionless)
S = 0.052 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.324 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
2 0.50 1.75 5.16 0.34 0.851 deep
2 0.40 1.28 4.53 0.28 0.551 deep
2 0.20 0.52 3.26 0.16 0.153 shallow
2 0.30 0.87 3.90 0.22 0.320 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
V3
A = cross-sectional area of flow
Qn
=
A R
P = wetted perimeter of the channel 1.49
R = hydraulic radius of the channel
Normal Depth, D = 0.30 ft
Velocity= 1.92 fps
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 = 0.97 Ib/sq-ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D= 1 ft top width, W= 8.0 ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991) Page 2
DATE DESIGN PHASE
2-11-08 SD L?
PROJECT NAME PROJECT NO DD L?
Akins Road Elementary School 07-129 CD /_X
LOCATION BY REV ?L
Fu ua Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
RIPRAP LINING - Permissible Sheer and Capacity
Channel No: CHANNEL-10 Drainage Area: 4.43 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 18 ft Intensity: 7.24 in/hr
Section Slope: 7.50 % Runoff Coeff: 0.56
Riprap Class: B (d50= 8") Discharge: 17.96 cfs
Allowable Sheer: 3.33 Ib/sf Use Pond B2 Outflow: 0.96 cfs
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 = 0.96 cfs flow by Rational Method
n= 0.409 Class 1 Riprap Manning's Coefficient (dimensionless)
S= 0.075 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.96 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
4 0.50 2.75 7.16 0.38 1.45 deep
4 0.45 2.41 6.85 0.35 1.20 deep
4 0.38 1.95 6.40 0.31 0.89 shallow
4 0.40 2.08 6.53 0.32 0.97 OK
B = bottom width of trapezoidal channel Zav = Zreq
D = normal depth of flow
A = cross-sectional area of flow R 2/3 _ Qn
i-
P = wetted perimeter of the channel 1.49
Vs
R = hydraulic radius of the channel
Normal Depth, D = 0.40 ft Depth O.K.
Velocity= 0.46 fps
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 = 1.87 Ib/s -ft Sheer O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 4 ft side slopes, M= 3 :1
D= 1.0 ft top width, W = 10.0 ft
Permanent Channel Lining: Class 1 Riprap
(REF: Malcom, 1991)
Page 1
It DATE DESIGN PHASE
12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / X /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-11 Drainage Area: 0.55 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 200 ft Intensity: 7.24 in/hr
Section Slope: 10.50 % Runoff Coeff: 0.40
Ret Class: C Discharge: 1.59 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 = 1.59 cfs flow by Rational Method
n= 0.134 Grass Manning's Coefficient (dimensionless)
S= 0.105 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.44 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
2 0.50 1.75 5.16 0.34 0.85 deep
2 0.40 1.28 4.53 0.28 0.55 deep
2 0.30 0.87 3.90 0.22 0.32 shallow
2 0.35 1.07 4.21 0.25 0.43 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
A = cross-sectional area of flow A RW _ Qn
P = wetted perimeter of the channel 1.49
R = hydraulic radius of the channel
Normal Depth, D = 0.35 ft Depth O.K.
Velocity= 1.49 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 = 2.29 Ib/sq-ft
FINAL CHANNEL LINING DIMENSIONS
13= 2 ft side slopes, M = 3 :1
D= 1.0 ft top width, W = 8.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 1
DATE DESIGN PHASE
it 12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / x /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-11 Drainage Area: 0.55 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 200 ft Intensity: 5.80 in/hr
Section Slope: 10.50 % Runoff Coeff: 0.40
Lining Type: Curled Wood Mat Discharge: 1.28 cfs
Permissible Shear: 1.55 Ib/sf
Channel 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 = 1.28 cfs flow by Rational Method
n= 0.066 Manning's Coefficient (dimensionless)
S,= 0.105 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.174 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
2 0.50 1.75 5.16 0.34 0.851 deep
2 0.40 1.28 4.53 0.28 0.551 deep
2 0.20 0.52 3.26 0.16 0.153 shallow
2 0.21 0.55 3.33 0.17 0.167 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
Qn
2/3
A = cross-sectional area of flow
=
A R
P = wetted perimeter of the channel 1.49
R = hydraulic radius of the channel
Normal Depth, D = 0.21 ft
Velocity= 2.31 fps
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 = 1.38 Ib/sq-ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D= 1 ft top width, W= 8.0 ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991) Page 2
r A DATE DESIGN PHASE
a 11 12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / x /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-12 Drainage Area: 1.00 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 946 ft Intensity: 7.24 in/hr
Section Slope: 4.80 % Runoff Coeff: 0.52
Ret Class: C Discharge: 3.76 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 = 3.76 cfs flow by Rational Method
n= 0.103 Grass Manning's Coefficient (dimensionless)
S= 0.048 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 1.19 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
2 0.50 1.75 5.16 0.34 0.85 shallow
2 0.70 2.87 6.43 0.45 1.68 deep
2 0.60 2.28 5.79 0.39 1.22 deep
2 0.59 2.22 5.73 0.39 1.18 OK
B = bottom width of trapezoidal channel
Zav = 7req
D = normal depth of flow
A = cross-sectional area of flow A Rzr3 Qn
P = wetted perimeter of the channel 1.49 -\Fs
R = hydraulic radius of the channel
Normal Depth, D = 0.59 ft Depth O.K.
Velocity= 1.69 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 = 1.77 Ib/sq-ft
FINAL CHANNEL LINING' DIMENSIONS
6= 2 ft side slopes, M= 3 :1
D= 1.0 ft top width, W = 8.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991) Page 1
DATE DESIGN PHASE
12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / X /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-12 Drainage Area: 1.00 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 946 ft Intensity: 5.80 in/hr
Section Slope: 4.80 % Runoff Coeff: 0.52
Lining Type: Curled Wood Mat Discharge: 3.02 cfs
Permissible Shear: 1.55 Ib/sf
Channel 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 = 3.02 cfs flow by Rational Method
n= 0.035 Manning's Coefficient (dimensionless)
S= 0.048 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.323 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
2 0.50 1.75 5.16 0.34 0.851 deep
2 0.40 1.28 4.53 0.28 0.551 deep
2 0.20 0.52 3.26 0.16 0.153 shallow
2 0.30 0.87 3.90 0.22 0.320 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
xf3
Qn
A = cross-sectional area of flow
=
A R
P = wetted perimeter of the channel 1.49 -v"s-
R = hydraulic radius of the channel
Normal Depth, D = 0.30 ft
Velocity= 3.47 fps
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 = 0.90 Ib/sq-ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D= 1 ft top width, W= 8.0 ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991) Page 2
DATE DESIGN PHASE
12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / x /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-13 Drainage Area: 0.49 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: 1.10 % Runoff Coeff: 0.30
Ret Class: C Discharge: 1.06 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 = 1.06 cfs flow by Rational Method
n= 0.204 Grass Manning's Coefficient (dimensionless)
S= 0.011 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 1.39 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 0.50 0.75 3.16 0.24 0.29 shallow
0 0.70 1.47 4.43 0.33 0.70 shallow
0 0.80 1.92 5.06 0.38 1.01 shallow
0 0.90 2.43 5.69 0.43 1.38 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
A = cross-sectional area of flow A R2f3 _ Qn
P = wetted perimeter of the channel 1.49 V 's
R = hydraulic radius of the channel
Normal Depth, D = 0.90 ft Depth O.K.
Velocity= 0.44 fps Vel. O.K.
SHEAR STRESS
T = yds = shear stress in lb/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 = 0.62 Ib/sq-ft
FINAL CHANNEL LINING DIMENSIONS
B= Oft 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 DESIGN PHASE
12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-13 Drainage Area: 0.49 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 155 ft Intensity: 5.80 in/hr
Section Slope: 1.10 % Runoff Coeff: 0.30
Lining Type: Curled Wood Mat Discharge: 0.85 cfs
Permissible Shear: 1.55 lb/sf
Channel 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 = 0.85 cfs flow by Rational Method
n= 0.066 Manning's Coefficient (dimensionless)
S= 0.011 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.360 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 0.50 0.75 3.16 0.24 0.287 shallow
0 0.60 1.08 3.79 0.28 0.467 deep
0 0.55 0.91 3.48 0.26 0.371 deep
0 0.54 0.87 3.42 0.26 0.353 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
W
Qn
A = cross-sectional area of flow
=
A R
P = wetted perimeter of the channel 1.49 Vs
R = hydraulic radius of the channel
Normal Depth, D = 0.54 ft
Velocity= 0.97 fps
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 = 0.37 lb/sq-ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= Oft 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
DATE DESIGN PHASE
12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / X /
LOCATION BY REV
Fuqua Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-14 Drainage Area: 1.35 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 540 ft Intensity: 7.24 in/hr
Section Slope: 9.00 % Runoff Coeff: 0.30
Ret Class: C Discharge: 2.93 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 = 2.93 cfs flow by Rational Method
n= 0.106 Grass Manning's Coefficient (dimensionless)
S= 0.09 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.70 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
2 0.50 1.75 5.16 0.34 0.85 deep
2 0.40 1.28 4.53 0.28 0.55 shallow
2 0.30 0.87 3.90 0.22 0.32 shallow
2 0.45 1.51 4.85 0.31 0.69 OK
B = bottom width of trapezoidal channel
Zav =Zreq
D = normal depth of flow
A = cross-sectional area of flow A Rzr3 _ Qn
P = wetted perimeter of the channel 1.49 Vs
R = hydraulic radius of the channel
Normal Depth, D = 0.45 ft Depth OX
Velocity= 1.95 fps Vel. OX
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 = 2.53 Ib/sq-ft
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M: 3 :1
D= 1.0 ft top width, W = 8.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 1
DATE DESIGN PHASE
IN 12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / X /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-14 Drainage Area: 1.35 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 540 ft Intensity: 5.80 in/hr
Section Slope: 9.00 % Runoff Coeff: 0.30
Lining Type: Synthetic Mat Discharge: 2.35 cfs
Permissible Shear: 2.00 Ib/sf
Channel 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 = 2.35 cfs flow by Rational Method
n= 0.036 Manning's Coefficient (dimensionless)
S= 0.09 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.189 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
2 0.50 1.75 5.16 0.34 0.851 deep
2 0.40 1.28 4.53 0.28 0.551 deep
2 0.20 0.52 3.26 0.16 0.153 shallow
2 0.22 0.59 3.39 0.17 0.181 OK
B = bottom width of trapezoidal channel _
Z?° - Zreq
D = normal depth of flow
W
Qn
A = cross-sectional area of flow
_
A R
P = wetted perimeter of the channel 1.49 -r/s
R = hydraulic radius of the channel
Normal Depth, D = 0.22 ft
Velocity= 4.01 fps
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 = 1.24 Ib/sq-ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D= 1 ft top width, W= 8.0 ft
Line Channel with: Synthetic Mat
(REF: Malcom, 1991) Page 2
r DATE DESIGN PHASE
Ir 12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / x /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-15 Drainage Area: 0.15 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 190 ft Intensity: 7.24 in/hr
Section Slope: 1.40 % Runoff Coeff: 0.40
Ret Class: C Discharge: 0.43 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 = 0.43 cfs flow by Rational Method
n= 0.25 Grass Manning's Coefficient (dimensionless)
S= 0.014 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.62 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
2 0.50 1.75 5.16 0.34 0.85 deep
2 0.40 1.28 4.53 0.28 0.55 shallow
2 0.45 1.51 4.85 0.31 0.69 deep
2 0.42 1.37 4.66 0.29 0.61 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
A = cross-sectional area of flow A R23 _ Qn
P = wetted perimeter of the channel 1.49 1/s
R = hydraulic radius of the channel
Normal Depth, D = 0.42 ft Depth O.K.
Velocity= 0.32 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 = 0.37 Ib/s -ft
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D= 1.0 ft top width, W = 8.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 1
DATE DESIGN PHASE
it 12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / x /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-15 Drainage Area: 0.15 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 190 ft Intensity: 5.80 in/hr
Section Slope: 1.40 % Runoff Coeff: 0.40
Lining Type: Curled Wood Mat Discharge: 0.35 cfs
Permissible Shear: 1.55 Ib/sf
Channel 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 = 0.35 cfs flow by Rational Method
n= 0.066 Manning's Coefficient (dimensionless)
S= 0.014 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.130 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
2 0.50 1.75 5.16 0.34 0.851 deep
2 0.40 1.28 4.53 0.28 0.551 deep
2 0.20 0.52 3.26 0.16 0.153 deep
2 0.19 0.49 3.20 0.15 0.139 OK
B = bottom width of trapezoidal channel
Zau = Zreq
D = normal depth of flow
Qn
23
A = cross-sectional area of flow
_
A R
P = wetted perimeter of the channel 1.49 Vs-
R = hydraulic radius of the channel
Normal Depth, D = 0.19 ft
Velocity= 0.71 fps
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 = 0.17 lb/sq-ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D= 1 ft top width, W= 8.0 ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991) Page 2
to 1:4 DATE DESIGN PHASE
12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / x /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY),
X
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-16 Drainage Area: 0.12 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 100 ft Intensity: 7.24 in/hr
Section Slope: 2.00 % Runoff Coeff: 0.40
Ret Class: C Discharge: 0.35 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 = 0.35 cfs flow by Rational Method
n= 0.25 Grass Manning's Coefficient (dimensionless)
S= 0.02 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.41 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
2 0.50 1.75 5.16 0.34 0.85 deep
2 0.40 1.28 4.53 0.28 0.55 deep
2 0.35 1.07 4.21 0.25 0.43 deep
2 0.34 1.03 4.15 0.25 0.40 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
A = cross-sectional area of flow A R
z3 Qn
.
P = wetted perimeter of the channel 1.49
R = hydraulic radius of the channel
Normal Depth, D = 0.34 ft Depth O.K.
Velocity= 0.34 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 = 0.42 Ib/sq-ft
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D= 1.0 ft top width, W = 8.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 1
o DATE DESIGN PHASE
N 12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / X /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-16 Drainage Area: 0.12 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 100 ft Intensity: 5.80 in/hr
Section Slope: 2.00 % Runoff Coeff: 0.40
Lining Type: Curled Wood Mat Discharge: 0.28 cfs
Permissible Shear: 1.55 ib/sf
Channel 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 = 0.28 cfs flow by Rational Method
n= 0.066 Manning's Coefficient (dimensionless)
S= 0.02 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.087 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
2 0.50 1.75 5.16 0.34 0.851 deep
2 0.40 1.28 4.53 0.28 0.551 deep
2 0.20 0.52 3.26 0.16 0.153 deep
2 0.14 0.34 2.89 0.12 0.081 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
zf3
Qn
A = cross-sectional area of flow
=
A R.
P = wetted perimeter of the channel 1.49 -\/s
R = hydraulic radius of the channel
Normal Depth, D = 0.14 ft
Velocity= 0.82 fps
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 = 0.17 Ib/sq-ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D= 1 ft top width, W= 8.0 ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991)
Page 2
M DATE DESIGN PHASE
12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / X /
LOCATION BY REV
Fuqua Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-17 Drainage Area: 0.30 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 185 ft Intensity: 7.24 in/hr
Section Slope: 9.50 % Runoff Coeff: 0.40
Ret Class: C Discharge: 0.87 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 = 0.87 cfs flow by Rational Method
n= 0.183 Grass Manning's Coefficient (dimensionless)
S= 0.095 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.35 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
2 0.50 1.75 5.16 0.34 0.85 deep
2 0.40 1.28 4.53 0.28 0.55 deep
2 0.30 0.87 3.90 0.22 0.32 shallow
2 0.31 0.91 3.96 0.23 0.34 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
2/ _ can
A = cross-sectional area of flow A R
.
P = wetted perimeter of the channel 1.49
R = hydraulic radius of the channel
Normal Depth, D = 0.31 ft Depth O.K.
Velocity= 0.96 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 fUft
shear stress, T = 1.84 Ib/sq-ft
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D= 1.0 ft top width, W = 8.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 1
DATE DESIGN PHASE
12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / X /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-17 Drainage Area: 0.30 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 185 ft Intensity: 5.80 in/hr
Section Slope: 9.50 % Runoff Coeff: 0.40
Lining Type: Curled Wood Mat Discharge: 0.70 cfs
Permissible Shear: 1.55 Ib/sf
Channel 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 = 0.70 cfs flow by Rational Method
n= 0.066 Manning's Coefficient (dimensionless)
S= 0.095 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.100 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
2 0.50 1.75 5.16 0.34 0.851 deep
2 0.40 1.28 4.53 0.28 0.551 deep
2 0.20 0.52 3.26 0.16 0.153 deep
2 0.16 0.40 3.01 0.13 0.103 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
2l3
Qn
A = cross-sectional area of flow
=
A R
P = wetted perimeter of the channel 1.49
R = hydraulic radius of the channel
Normal Depth, D = 0.16 ft
Velocity= 1.75 fps
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 = 0.95 Ib/sq-ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D= 1 ft top width, W= 8.0 ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991)
Page 2
DATE DESIGN PHASE
?? 12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / x /
LOCATION BY REV
Fuquay Varina, NC KAL, OTHER
CHECKED BY (SPECIFY)
X
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-18 Drainage Area: 1.06 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 220 ft Intensity: 7.24 in/hr
Section Slope: 1.40 % Runoff Coeff: 0.35
Ret Class: C Discharge: 2.69 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 = 2.69 cfs flow by Rational Method
n= 0.134 Grass Manning's Coefficient (dimensionless)
S= 0.014 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 2.04 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
2 0.50 1.75 5.16 0.34 0.85 shallow
2 0.70 2.87 6.43 0.45 1.68 shallow
2 0.80 3.52 7.06 0.50 2.21 deep
2 0.77 3.32 6.87 0.48 2.04 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
A = cross-sectional area of flow A R2n _ Qn
P = wetted perimeter of the channel 1.49 1/s
R = hydraulic radius of the channel
Normal Depth, D = 0.77 ft Depth O.K.
Velocity= 0.81 fps Vel. O.K.
SHEAR STRESS
T = yds = shear stress in lb/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 = 0.67 Ib/sq-ft
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D= 1.0 ft top width, W = 8.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 1
# DATE DESIGN PHASE
12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / X /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-18 Drainage Area: 1.06 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 220 ft Intensity: 5.80 in/hr
Section Slope: 1.40 % Runoff Coeff: 0.35
Lining Type: Curled Wood Mat Discharge: 2.15 cfs
Permissible Shear: 1.55 Ib/sf
Channel 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 = 2.15 cfs flow by Rational Method
n= 0.066 Manning's Coefficient (dimensionless)
S= 0.014 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.806 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
2 0.50 1.75 5.16 0.34 0.851 deep
2 0.40 1.28 4.53 0.28 0.551 shallow
2 0.45 1.51 4.85 0.31 0.692 shallow
2 0.48 1.65 5.04 0.33 0.785 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
2C3
Qn
A = cross-sectional area of flow
_
A R
P = wetted perimeter of the channel 1.49
R = hydraulic radius of the channel
Normal Depth, D = 0.48 ft
Velocity= 1.30 fps
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 = 0.42 Ib/sq-ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D= 1 ft top width, W= 8.0 ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991) Page 2
DATE DESIGN PHASE
12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elements School 07-129 CD / x /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-19 Drainage Area: 1.06 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 220 ft Intensity: 7.24 in/hr
Section Slope: 1.40 % Runoff Coeff: 0.35
Ret Class: C Discharge: 2.69 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 = 2.69 cfs flow by Rational Method
n= 0.134 Grass Manning's Coefficient (dimensionless)
S= 0.014 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 2.04 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
2 0.50 1.75 5.16 0.34 0.85 shallow
2 0.70 2.87 6.43 0.45 1.68 shallow
2 0.80 3.52 7.06 0.50 2.21 deep
2 0.77 3.32 6.87 0.48 2.04 OK
B = bottom width of trapezoidal channel
D = normal depth of flow Zav = Zreq
A = cross-sectional area of flow A R
2J _ Qn
.
P = wetted perimeter of the channel 1.49
R = hydraulic radius of the channel
Normal Depth, D = 0.77 ft Depth O.K.
Velocity= 0.81 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 = 0.67 Ib/sq-ft
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D= 1.0 ft top width, W = 8.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 1
DATE DESIGN PHASE
61 =i lei g=,? 12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elements School 07-129 CD / X /
LOCATION BY REV / /
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-19 Drainage Area: 1.06 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 220 ft Intensity: 5.80 in/hr
Section Slope: 1.40 % Runoff Coeff: 0.35
Lining Type: Curled Wood Mat Discharge: 2.15 cfs
Permissible Shear: 1.55 Ib/sf
Channel 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 = 2.15 cfs flow by Rational Method
n= 0.066 Manning's Coefficient (dimensionless)
S= 0.014 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.806 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
2 0.50 1.75 5.16 0.34 0.851 deep
2 0.40 1.28 4.53 0.28 0.551 shallow
2 0.45 1.51 4.85 0.31 0.692 shallow
2 0.48 1.65 5.04 0.33 0.785 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
23
Qn
A = cross-sectional area of flow
=
A R
P = wetted perimeter of the channel 1.49 Vs-
R = hydraulic radius of the channel
Normal Depth, D = 0.48 ft
Velocity= 1.30 fps
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 = 0.42 Ib/sq-ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D= 1 ft top width, W= 8.0 ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991) Page 2
DATE DESIGN PHASE
r 12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / X /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-20 Drainage Area: 0.18 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 75 ft Intensity: 7.24 in/hr
Section Slope: 2.00 % Runoff Coeff: 0.35
Ret Class: C Discharge: 0.46 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 = 0.46 cfs flow by Rational Method
n= 0.25 Grass Manning's Coefficient (dimensionless)
S = 0.02 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.54 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
2 0.50 1.75 5.16 0.34 0.85 deep
2 0.45 1.51 4.85 0.31 0.69 deep
2 0.40 1.28 4.53 0.28 0.55 deep
2 0.39 1.24 4.47 0.28 0.53 OK
B = bottom width of trapezoidal channel
Zav = 7req
D = normal depth of flow
A = cross-sectional area of flow A R2t3 _ Qn
P = wetted perimeter of the channel 1.49 Is
R = hydraulic radius of the channel
Normal Depth, D = 0.39 ft Depth O.K.
Velocity= 0.37 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 = 0.49 Ib/sq-ft
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 8.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 1
DATE DESIGN PHASE
?r 12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / x /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-20 Drainage Area: 0.18 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 75 ft Intensity: 5.80 in/hr
Section Slope: 2.00 % Runoff Coeff: 0.35
Lining Type: Curled Wood Mat Discharge: 0.37 cfs
Permissible Shear: 1.55 Ib/sf
Channel 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 = 0.37 cfs flow by Rational Method
n= 0.066 Manning's Coefficient (dimensionless)
S = 0.02 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.114 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
2 0.50 1.75 5.16 0.34 0.851 deep
2 0.40 1.28 4.53 0.28 0.551 deep
2 0.20 0.52 3.26 0.16 0.153 deep
2 0.17 0.43 3.08 0.14 0.114 OK
B = bottom width of trapezoidal channel
Zav = 7req
D = normal depth of flow
2n
Qn
A = cross-sectional area of flow
_
A R
P = wetted perimeter of the channel 1.49
R = hydraulic radius of the channel
Normal Depth, D = 0.17 ft
Velocity= 0.86 fps
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 = 0.21 lb/sq-ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D= 1 ft top width, W= 8.0 ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991) Page 2
j DATE DESIGN PHASE
12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / X /
LOCATION BY REV
Fuqua Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-21 Drainage Area: 0.85 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 210 ft Intensity: 7.24 in/hr
Section Slope: 1.40 % Runoff Coeff: 0.46
Ret Class: C Discharge: 2.83 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 = 2.83 cfs flow by Rational Method
n= 0.131 Grass Manning's Coefficient (dimensionless)
S = 0.014 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 2.10 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
2 0.50 1.75 5.16 0.34 0.85 shallow
2 0.70 2.87 6.43 0.45 1.68 shallow
2 0.80 3.52 7.06 0.50 2.21 deep
2 0.78 3.39 6.93 0.49 2.10 OK
B = bottom width of trapezoidal channel
2+av = 2req
D = normal depth of flow
A = cross-sectional area of flow A RW _ Qn
P = wetted perimeter of the channel 1.49
R = hydraulic radius of the channel
Normal Depth, D = 0.78 ft Depth O.K.
Velocity= 0.84 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 = 0.68 Ib/sq-ft
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 8.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 1
DATE DESIGN PHASE
i 12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / X /
LOCATION BY REV
Fuqua Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-21 Drainage Area: 0.85 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 210 ft Intensity: 5.80 in/hr
Section Slope: 1.40 % Runoff Coeff: 0.46
Lining Type: Curled Wood Mat Discharge: 2.27 cfs
Permissible Shear: 1.55 Ib/sf
Channel 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 = 2.27 cfs flow by Rational Method
n= 0.066 Manning's Coefficient (dimensionless)
S = 0.014 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.849 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
2 0.50 1.75 5.16 0.34 0.851 deep
2 0.40 1.28 4.53 0.28 0.551 shallow
2 0.45 1.51 4.85 0.31 0.692 shallow
2 0.49 1.70 5.10 0.33 0.818 OK
B = bottom width of trapezoidal channel _
Zap - 2req
D = normal depth of flow
W
Qn
A = cross-sectional area of flow
=
A R
P = wetted perimeter of the channel 1.49
R = hydraulic radius of the channel
Normal Depth, D = 0.49 ft
Velocity= 1.33 fps
SHEAR STRESS
T = yds = shear stress in lb/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 = 0.43 lb/sq-ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D= 1 ft top width, W= 8.0 ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991)
Page 2
DATE DESIGN PHASE
?? '12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / x /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-22 Drainage Area: 0.66 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 185 ft Intensity: 7.24 in/hr
Section Slope: 2.20 % Runoff Coeff: 0.63
Ret Class: C Discharge: 3.01 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 = 3.01 cfs flow by Rational Method
n = 0.122 Grass Manning's Coefficient (dimensionless)
S = 0.022 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 1.66 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
2 0.50 1.75 5.16 0.34 0.85 shallow
2 0.70 2.87 6.43 0.45 1.68 deep
2 0.60 2.28 5.79 0.39 1.22 shallow
2 0.69 2.81 6.36 0.44 1.63 OK
B = bottom width of trapezoidal channel
Zav = 7req
D = normal depth of flow
A = cross-sectional area of flow A Rzn Qn
P = wetted perimeter of the channel 1.49
R = hydraulic radius of the channel
Normal Depth, D = 0.69 ft Depth O.K.
Velocity= 1.07 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 = 0.95 Ib/sq-ft
FINAL CHANNEL LINING: DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 8.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 1
DATE DESIGN PHASE
N 12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elements School 07-129 CD / X /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-22 Drainage Area: 0.66 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 185 ft Intensity: 5.80 in/hr
Section Slope: 2.20 % Runoff Coeff: 0.63
Lining Type: Curled Wood Mat Discharge: 2.41 cfs
Permissible Shear: 1.55 Ib/sf
Channel 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 = 2.41 cfs flow by Rational Method
n= 0.066 Manning's Coefficient (dimensionless)
S = 0.022 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.720 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
2 0.50 1.75 5.16 0.34 0.851 deep
2 0.40 1.28 4.53 0.28 0.551 shallow
2 0.45 1.51 4.85 0.31 0.692 shallow
2 0.46 1.55 4.91 0.32 0.722 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
V3
Qn
A = cross-sectional area of flow
=
A R
P = wetted perimeter of the channel 1.49
R = hydraulic radius of the channel
Normal Depth, D = 0.46 ft
Velocity= 1.55 fps
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 = 0.63 Ib/sq-ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D= 1 ft top width, W= 8.0 ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991) Page 2
I? DATE DESIGN PHASE
r 12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / X /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY
I (SPECIFY)
x
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-23 Drainage Area: 1.20 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 125 ft Intensity: 7.24 in/hr
Section Slope: 3.10 % Runoff Coeff: 0.50
Ret Class: C Discharge: 4.34 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 = 4.34 cfs flow by Rational Method
n= 0.103 Grass Manning's Coefficient (dimensionless)
S = 0.031 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 1.71 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
2 0.50 1.75 5.16 0.34 0.85 shallow
2 0.70 2.87 6.43 0.45 1.68 shallow
2 0.60 2.28 5.79 0.39 1.22 shallow
2 0.71 2.93 6.49 0.45 1.73 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
A = cross-sectional area of flow A R2I3 _ Qn
P = wetted perimeter of the channel 1.49
R = hydraulic radius of the channel
Normal Depth, D = 0.71 ft Depth O.K.
Velocity= 1.48 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 = 1.37 Ib/sq-ft
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 8.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 1
DATE DESIGN PHASE
12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / X /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-23 Drainage Area: 1.20 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 125 ft Intensity: 5.80 in/hr
Section Slope: 3.10 % Runoff Coeff: 0.50
Lining Type: Curled Wood Mat Discharge: 3.48 cfs
Permissible Shear: 1.55 Ib/sf
Channel 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 = 3.48 cfs flow by Rational Method
n= 0.066 Manning's Coefficient (dimensionless)
S= 0.031 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.875 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
2 0.50 1.75 5.16 0.34 0.851 shallow
2 0.40 1.28 4.53 0.28 0.551 shallow
2 0.55 2.01 5.48 0.37 1.028 deep
2 0.51 1.80 5.23 0.34 0.885 OK
B = bottom width of trapezoidal channel _
Za° - Zreq
D = normal depth of flow
A = cross-sectional area of flow
Qn
23
=
A R
P = wetted perimeter of the channel 1.49 -,Is
R = hydraulic radius of the channel
Normal Depth, D = 0.51 ft
Velocity= 1.93 fps
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 = 0.99 Ib/sq-ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 2 ft side slopes, M= 3 :1
D= 1 ft top width, W= 8.0 ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991) Page 2
DATE DESIGN PHASE
12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / X /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-24 (Filter Strip) Drainage Area: Pond A ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Cone: 5 min
Section Length: 75 ft Intensity: 7.24 in/hr
Section Slope: 1.00 % Runoff Coeff: 0.50
Ret Class: C Discharge: 3.83 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 = 3.83 cfs flow by Rational Method
n= 0.148 Grass Manning's Coefficient (dimensionless)
S = 0.01 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 3.80 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
8 0.50 4.75 11.16 0.43 2.69 shallow
8 0.70 7.07 12.43 0.57 4.85 deep
8 0.60 5.88 11.79 0.50 3.70 shallow
8 0.61 6.00 11.86 0.51 3.81 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
A = cross-sectional area of flow A R 23 _ Qn
P = wetted perimeter of the channel 1.49 1/s
R = hydraulic radius of the channel
Normal Depth, D = 0.61 ft Depth O.K.
Velocity= 0.64 fps Vel. O.K.
SHEAR STRESS
T = yds = shear stress in lb/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 = 0.38 lb/sq-ft
FINAL CHANNEL LINING DIMENSIONS
B= 8 ft side slopes, M= 3 :1
D = 1.0 ft top width, W = 14.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 1
DATE DESIGN PHASE
w 12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / X /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-24 Drainage Area: Pond A ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 75 ft Intensity: 5.80 in/hr
Section Slope: 1.00 % Runoff Coeff: 0.50
Lining Type: Curled Wood Mat . Discharge: 0.10 cfs
Permissible Shear: 1.55 Ib/sf
Channel 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 = 0.10 cfs flow by Rational Method
n= 0.066 Manning's Coefficient (dimensionless)
S = 0.01 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.044 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
8 0.50 4.75 11.16 0.43 2.687 deep
8 0.40 3.68 10.53 0.35 1.826 deep
8 0.10 0.83 8.63 0.10 0.174 deep
8 0.05 0.41 8.32 0.05 0.055 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
xra
Qn
A = cross-sectional area of flow
=
A R
P = wetted perimeter of the channel 1.49 Is--
R = hydraulic radius of the channel
Normal Depth, D = 0.05 ft
Velocity= 0.25 fps
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 = 0.03 Ib/sq-ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= 8 ft side slopes, M= 3 :1
D= 1 ft top width, W= 14.0 ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991) Page 2
DATE DESIGN PHASE
12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / x /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-25 Drainage Area: 0.10 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 90 ft Intensity: 7.24 in/hr
Section Slope: 1.90 % Runoff Coeff: 0.50
Ret Class: C ' Discharge: 0.36 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 = 0.36 cfs flow by Rational Method
n= 0.25 Grass Manning's Coefficient (dimensionless)
S = 0.019 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.44 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 0.50 0.75 3.16 0.24 0.29 shallow
0 0.70 1.47 4.43 0.33 0.71 deep
0 0.60 1.08 3.80 0.28 0.47 deep
0 0.58 1.01 3.67 0.28 0.43 OK
B = bottom width of trapezoidal channel
Zav = 7req
D = normal depth of flow
A = cross-sectional area of flow A R2r3 _ Qn
_
P = wetted perimeter of the channel 1.49 _v/S
R = hydraulic radius of the channel
Normal Depth, D = 0.58 ft Depth O.K.
Velocity= 0.36 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 = 0.69 Ib/sq-ft
FINAL CHANNEL LINING DIMENSIONS
B= O 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 DESIGN PHASE
N 12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / x /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-25 Drainage Area: 0.10 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 90 ft Intensity: 5.80 in/hr
Section Slope: 1.90 % Runoff Coeff: 0.50
Lining Type: Curled Wood Mat Discharge: 0.29 cfs
Permissible Shear: 1.55 Ib/sf
Channel 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 = 0.29 cfs flow by Rational Method
n= 0.066 Manning's Coefficient (dimensionless)
S = 0.019 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.093 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 0.50 0.75 3.16 0.24 0.288 deep
0 0.40 0.48 2.53 0.19 0.159 deep
0 0.30 0.27 1.90 0.14 0.074 shallow
0 0.33 0.33 2.09 0.16 0.095 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
2C3
Qn
A = cross-sectional area of flow
_
A R
P = wetted perimeter of the channel 1.49 -\I"s-
R = hydraulic radius of the channel
Normal Depth, D = 0.33 ft
Velocity= 0.89 fps
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 = 0.39 lb/sq-ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= O 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
DATE DESIGN PHASE
12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / X /
LOCATION BY REV
Fuqua Varina, NC KAL OTHER / /
CHECKED BY (SPECIFY)
X
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-26 Drainage Area: 0.15 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 50 ft Intensity: 7.24 in/hr
Section Slope: 2.00 % Runoff Coeff: 0.50
Ret Class: C Discharge: 0.54 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 = 0.54 cfs flow by Rational Method
n= 0.25 Grass Manning's Coefficient (dimensionless)
S = 0.02 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.64 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 0.50 0.75 3.16 0.24 0.29 shallow
0 0.70 1.47 4.43 0.33 0.71 deep
0 0.60 1.08 3.80 0.28 0.47 shallow
0 0.67 1.35 4.24 0.32 0.63 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
A = cross-sectional area of flow A R
23 _ Qn
.
P = wetted perimeter of the channel 1.49
R = hydraulic radius of the channel
Normal Depth, D = 0.67 ft Depth O.K.
Velocity= 0.40 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 = 0.84 lb/sq-ft
FINAL CHANNEL LINING DIMENSIONS
B= O 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 DESIGN PHASE
12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / x /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-26 Drainage Area: 0.15 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 50 ft Intensity: 5.80 in/hr
Section Slope: 2.00 % Runoff Coeff: 0.50
Lining Type: Curled Wood Mat Discharge: 0.44 cfs
Permissible Shear: 1.55 Ib/sf
Channel 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 = 0.44 cfs flow by Rational Method
n= 0.066 Manning's Coefficient (dimensionless)
S = 0.02 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.136 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 0.50 0.75 3.16 0.24 0.288 deep
0 0.40 0.48 2.53 0.19 0.159 deep
0 0.30 0.27 1.90 0.14 0.074 shallow
0 0.38 0.43 2.40 0.18 0.138 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
2r3
Qn
A = cross-sectional area of flow
_
A R
P = wetted perimeter of the channel 1.49
R = hydraulic radius of the channel
Normal Depth, D = 0.38 ft
Velocity= 1.00 fps
SHEAR STRESS
T = yds = shear stress in lb/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 = 0.47 Ib/sq-ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= O 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
DATE DESIGN PHASE
12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / x /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-27 Drainage Area: 0.75 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 345 ft Intensity: 7.24 in/hr
Section Slope: 1.20 % Runoff Coeff: 0.50
Ret Class: C Discharge: 2.72 cfs
Permissible Velocity: 4.50 fps
Allowable Depth: 1.50 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 = 2.72 cfs flow by Rational Method
n= 0.133 Grass Manning's Coefficient (dimensionless)
S = 0.012 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 2.21 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 0.50 0.75 3.16 0.24 0.29 shallow
0 1.00 3.00 6.33 0.47 1.83 shallow
0 1.10 3.63 6.96 0.52 2.35 deep
0 1.07 3.44. 6.77 0.51 2.19 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
A = cross-sectional area of flow A RV3 _ Qn
P = wetted perimeter of the channel 1.49
R = hydraulic radius of the channel
Normal Depth, D = 1.07 ft Depth O.K.
Velocity= 0.79 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 = 0.80 Ib/sq-ft
FINAL CHANNEL LINING DIMENSIONS
B= O ft side slopes, M= 3 :1
D = 1.5 ft top width, W = 9.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 1

It
ill'Mill
DATE
DESIGN PHASE
12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / x /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-27 Drainage Area: 0.75 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 345 ft Intensity: 5.80 in/hr
Section Slope: 1.20 % Runoff Coeff: 0.50
Lining Type: Curled Wood Mat Discharge: 2.18 cfs
Permissible Shear: 1.55 Ib/sf
Channel Depth: 1.50 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 = 2.18 cfs flow by Rational Method
n= 0.035 Manning's Coefficient (dimensionless)
S = 0.012 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.466 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 0.50 0.75 3.16 0.24 0.288 shallow
0 0.80 1.92 5.06 0.38 1.007 deep
0 0.70 1.47 4.43 0.33 0.705 deep
0 0.60 1.08 3.80 0.28 0.468 OK
B = bottom width of trapezoidal channel _
Zav Zreq
D = normal depth of flow
Qn
23
A = cross-sectional area of flow
_
A R
P = wetted perimeter of the channel 1.49 Vs-
R = hydraulic radius of the channel
Normal Depth, D = 0.60 ft
Velocity= 2.01 fps
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 = 0.45 Ib/sq-ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= O 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
UNW-CHANNEL DATE DESIGN PHASE
?? 12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / X /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-28 Drainage Area: 4.50 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 960 ft Intensity: 7.24 in/hr
Section Slope: 1.70 % Runoff Coeff: 0.50
Ret Class: C Discharge: 16.29 cfs
Permissible Velocity: 4.50 fps
Allowable 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 = 16.29 cfs flow by Rational Method
n= 0.067 Grass Manning's Coefficient (dimensionless)
S = 0.017 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 5.62 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 0.50 0.75 3.16 0.24 0.29 shallow
0 1.00 3.00 6.33 0.47 1.83 shallow
0 1.50 6.75 9.49 0.71 5.38 shallow
0 1.53 7.02 9.68 0.73 5.67 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
A = cross-sectional area of flow A R23 _ Qn
P = wetted perimeter of the channel 1.49 _\FS
R = hydraulic radius of the channel
Normal Depth, D = 1.53 ft Depth O.K.
Velocity= 2.32 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 = 1.62 Ib/sq-ft
FINAL CHANNEL LINING DIMENSIONS
B= O ft side slopes, M= 3 :1
D = 2.0 ft top width, W = 12.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 1
E DATE DESIGN PHASE
12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / X /
LOCATION BY REV
Fuqua Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-28 Drainage Area: 4.50 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 960 ft Intensity: 5.80 in/hr
Section Slope: 1.70 % Runoff Coeff: 0.50
Lining Type: Curled Wood Mat Discharge: 13.05 cfs
Permissible Shear: 1.55 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 = 13.05 cfs flow by Rational Method
n = 0.035 Manning's Coefficient (dimensionless)
S = 0.017 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 2.351 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 0.50 0.75 3.16 0.24 0.288 shallow
0 0.80 1.92 5.06 0.38 1.007 shallow
0 1.00 3.00 6.33 0.47 1.825 shallow
0 1.10 3.63 6.96 0.52 2.354 OK
B = bottom width of trapezoidal channel
Zav = 2req
D = normal depth of flow
2f3
Qn
A = cross-sectional area of flow
=
A R.
P = wetted perimeter of the channel 1.49
R = hydraulic radius of the channel
Normal Depth, D = 1.10 ft
Velocity= 3.59 fps
SHEAR STRESS
T = yds = shear stress in lb/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 = 1.17 Ib/sq-ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= O ft side slopes, M= 3 :1
D= 2 ft top width, W= 12.0 ft
Line Channel with: Curled Wood Mat
(REF: Malcom, 1991)
Page 2
DATE DESIGN PHASE
12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD / X /
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
PERMANENT LINING - Permissible Velocity and Capacity
Channel No: CHANNEL-29 Drainage Area: 0.40 ac
Sta from: Design Fequency: 10 yrs
Sta to: Time of Conc: 5 min
Section Length: 110 ft Intensity: 7.24 in/hr
Section Slope: 1.40 % Runoff Coeff: 0.50
Ret Class: C Discharge: 1.45 cfs
Permissible Velocity: 4.50 fps
Allowable 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 = 1.45 cfs flow by Rational Method
n= 0.169 Grass Manning's Coefficient (dimensionless)
S = 0.014 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 1.39 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 0.50 0.75 3.16 0.24 0.29 shallow
0 0.70 1.47 4.43 0.33 0.71 shallow
0 0.80 1.92 5.06 0.38 1.01 shallow
0 0.90 2.43 5.69 0.43 1.38 OK
B = bottom width of trapezoidal channel
Zav = Zreq
D = normal depth of flow
A = cross-sectional area of flow A RV3 _ Qn
P = wetted perimeter of the channel 1.49 1/s
R = hydraulic radius of the channel
Normal Depth, D = 0.90 ft Depth O.K.
Velocity= 0.60 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 = 0.79 Ib/sq-ft
FINAL CHANNEL LINING DIMENSIONS
B= O ft side slopes, M= 3 :1
D = 2.0 ft top width, W = 12.0 ft
Permanent Channel Lining: Grass
(REF: Malcom, 1991)
Page 1
DATE DESIGN PHASE
Ir 12-13-07 SD
PROJECT NAME PROJECT NO DD
Akins Road Elementary School 07-129 CD
LOCATION BY REV
Fuquay Varina, NC KAL OTHER
CHECKED BY (SPECIFY)
X
TEMPORARY LINING - Permissible Shear
Channel No: CHANNEL-29 Drainage Area: 0.40 ac
Sta from: Design Fequency: 2 yrs
Sta to: Time of Conc: 5 min
Section Length: 110 ft Intensity: 5.80 in/hr
Section Slope: 1.40 % Runoff Coeff: 0.50
Lining Type: Curled Wood Mat Discharge: 1.16 cfs
Permissible Shear: 1.55 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 = 1.16 cfs flow by Rational Method
n= 0.035 Manning's Coefficient (dimensionless)
S = 0.014 ft/ft longitudinal slope (ft of fall per ft of run)
Zreq = 0.230 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 0.50 0.75 3.16 0.24 0.288 deep
0 0.40 0.48 2.53 0.19 0.159 shallow
0 0.45 0.61 2.85 0.21 0.217 shallow
0 0.46 0.64 2.91 0.22 0.230 OK
B = bottom width of trapezoidal channel
Zau = Zreq
D = normal depth of flow
2 3
Qn
A = cross-sectional area of flow
R
=
P = wetted perimeter of the channel 1.49
Vs-
R = hydraulic radius of the channel
Normal Depth, D = 0.46 ft
Velocity= 1.83 fps
SHEAR STRESS
T = yds = shear stress in lb/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 = 0.40 lb/sq-ft Temp Liner O.K.
FINAL CHANNEL LINING DIMENSIONS
B= O 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