HomeMy WebLinkAboutSW6210303_EC Calcs_20210329Project Name Riprap Dissipator #4 At Pipe 4 Date
Watson Ridge Phase I Nov,2020
DD Project No.
Location Double D Engineering, PLLC DD2011
Lee/Harnett County, North Carolina 110 Commerce Avenue Calculated By
Southern Pines, NC 28387 JLH
(910) 684-8126 Checked By
JILH
STORM DESIGN: 10 Year
BACKGROUND: Use the E&S Control Planning & Design Manual, Section 8.06.
REFERENCE: (NCDEHNR, 1993)
Step 1. Minimum Tailwater Condition
Step 2.
D-o =
18 in.
D-o =
1. 50 ft.
0-25 =
9.70 cfs
d-50 =
0.3 ft.
L-a =
9 ft.
Stop 3.
3*D-o =
4.50 ft.
W =
10.50 ft.
Step 4.
d-max
0.45 ft.
d-max
5 in.
Step 5.
Thickness =
0.68 ft.
Thickness =
8 in.
DESIGN DIMENSIONS:
Pipe diameter in inches
Pipe diameter in feet
Pipe outlet (from drainage calculations)
from Figure 8.06 a
from Figure 8.06 a
3 times the outlet pipe diameter
Pipe diameter + Apron length
Maximum Stone Diameter (1.5*d-50) in inches
Maximum Stone Diameter (1.5*d-50) in feet
Min. Apron Thickness Wirth Fifter Fabric (1.5*d-max) in feet
Min. Apron Thickness With Filter Fabric (1.5*d-max) in inches
Apron Dimensions
Riprap
Class
Length
VVIdth
I 3*D-o Thick
I
9
11
1 5 J 1181n.
B
NOLOGY: Q10 = 10-Year Design Storm, Peak Discharge, (cfs)
D-o = Pipe Diameter, (in. & ft.)
d-50 = Mean Stone Diameter of Rip -Rap, (ft.)
L-a = Length of Rip -Rap Apron, (ft.)
3*D-o = Width of Rip -Rap Apron @ Pipe Outlet, (ft.)
W = Width of Rip -Rap Apron @ End of Apron, (ft.)
d-max = Maximum Stone Diameter of Rip -Rap, (ft. & in.)
Thickness = Thickness of Rip -Rap Apron With Filter Fabric, (ft. &n.)
1 1116/2020
DOUBLE D ENGINEERING, PLLC PROJECT NAME PROJECT NO
Watson Ridge Phase I DD2006
Lee/Harnett County, North Carolina BY
150 S. Page Street DTU
Southern Pines, NC 28387 LOCATION CHECKED BY
910-684-8645 LWHarnett County, North Carolina
ISOLUTIONS
IDESIGN STORM:
Area
Runoff C
Condition
LINING TYPE:
Shear Stress:
FINISHED DIMENSIONS:
REFERENCES:
Determine the MAXIMUM velocity, V, through the TYPICAL SECTION
Use Trial & Error to make the flow depth, d,
result vAth Q = Q25
25-YEAR Q25 = CIA 8.72 in/hr
2�064 AC
0.3
Q25: 5.37 cis
The velocity of the water entering a maintained
veg swale must be <5 ft/s
d = 0.680 FT
A= 2,07 FTA2
P = 5,30 FT
n = 0.030 (DEHNR, 1993)
R = 0.39
B = 1 FT
Q= 5.48 CFS
Z = 3 1
V= 2.66 FPS
S = 00100 FTIFT
W= 5.08 FT
L INING EM
S&M SEED & MULCH
T=YDS
EM EXCELSIOR MAT
T= 0.42 Lb/SF
SM SYNTHETIC MAT
RR RIPRAP (A,B,1,2)
RM REVETMENT
Q= Peak Discharge, (CFS)
A= Cross -Sectional Area of Flow,
P= Wetted Perimeter of the Flow, (FT)
d= Maximum Depth of Water, (FT)
R= Hydraulic Radius, (FT)
V= Trial Velocity, (FPS)
S= Slope of the Channel, (FTIFT)
n= Manning's "n" Coefficient
Q = Trial Discharge, (CFS)
B= Bottom Width of Channel, (FT)
W = Top Width of Water in Channel,
Z= Side Slope of Channel (Z: 1)
T= Shear Stress in LbISF
Y= Wt of Water (62.4 lb/cf)
D= Depth Of Flow
Sz Slope Of Swale
Min. Depth
0.68 FT
Bottoin WIldth
I FT
Max. S"
1.00%
Skis Slopes
3 :1
- UnN
EM
(DEHNR, 1988; DEHNR, 1993)
1
11161202(
DOUBLE D ENGINEERING, PLLC
PROJECT NAME
PROJECT NO
Watson Ridge Phase I
DD2006
Lee/Harnett County, North Carolina
BY
DTU
150 S. Page Street
LOCATION
CHECKED BY
Southern Pines, NC 28387
910-684-8646
Leefflarnett Countv. North Carolina
JLH
5OLUTIONS:
Determine the MAXIMUM velocity, V, through the TYPICAL SECTION
Use Trial & ErroF to make the flow depth, d, result with Q = Q25
DESIGN STORM:
25-YEAR Q25 = CIA 8.72 inthr
Area
0.429 AC
Runoff C
0.8
Q25: 2." cfs
NOTE:
The velocity of the water entefing a maintained veg swale must be <5 ft/s
MAXIMUM
d = 0.390 FT A = 0�86 FT A 2
Slope Condition
P = 3.47 FT
n = 0.030 (DEHNR, 1993) R = 0.24
B = I FT Q = 3.08 CFS
Z = 3 1 V= 3.64 FPS
S = O�0352 FT/FT W = 3.34 FT
LINING TYPE
LINWG EM S&M SEED & MULCH
Shear Stress:
T=YDS EM EXCELSIOR MAT
T= 0.86 LbISF SM SYNTHETIC MAT
RR RIPRAP (A,B,1,2)
RM REVETMENT
TERMINOLOGY:
FINISHED DIMENSIONS:
REFERENCES:
Q= Peak Discharge, (CFS)
d Maximum Depth ofWater, (FT)
V Trial Velocity, (FPS)
n Manning's "n" Coefficient
B Bottom Width of Channel, (FT)
Z Side Slope of Channel (Z: 1)
A = Cross-SeGtional Area of Flow,
P = Wetted Perimeter of the Flow, (FT)
R = Hydraulic Radius, (FT)
S = Slope of the Channel, (FTIFT)
Q = Trial Discharge, (CFS)
W = Top Width of Water in Channel,
T= Shear Stress in Lb/SF
Y= Wt of Water (62.4 lb/cf)
D= Depth Of Flow
Sm Slope Of Swale
Win. Depth
0.39 FT
Botkwn Width
I FT
Ma3L
3.52%
Side Sipe"
3 :1
L Lintng
EM I
(DEHNR, 1988, DEHNR, 1993)
11/6/202C
DOUBLED ENGINEERING, PLLC
PROJECTNAMF
PROJECT NO
Watson Ridge Phase I
DD2006
BY
OTU
!
I
Leell-lamen County, North Carolina
150 S. Page Street
LOCATQN
CHECKFD BY
Southern Pines, NO 28387
910-684-8646
Lee/Harneft Countv. North Carolina
JLH
SOLUTIONS:
Determine the MAXIMUM velocity, V, through the TYPICAL SECTION
Use Trial & Error to make the flow depth. d,
result with Q = Q25
DESIGN STORM:
25-YEAR Q25 = CIA 8.72 infhr
Area
0.3511 AC
Runoff C
085
Q25. 2.60 efs
NOTE:
The velocity of the water entering a maintained veg swale must be <5 ft/s
MAXIMLW
d = 0.360 FT
A = 0,75 FTA2
Slope Condition
P = 3.28 FT
n = 0,030 (DEHNR, 1993)
R = 0.23
B = I FT
0 = 2.61 CFS
Z = 3 .1
V= 3.48 FPS
S = 0.0352 FT/FT
W= 3.16 FT
LINING TYPE:
LINING EM
S&M SEED& MULCH
Shear Stress:
T=YDS
EM EXCELSIOR MAT
T= 0.79 LbISF
SM SYNTHETIC MAT
RR RIPRAP (A,B,1,2)
RM REVETMENT
TERMINOLOGY:
Q= Peak Discharge, (CFS)
A= Cross -Sectional Area of Flow,
P= Wetted Perimeter of the Flow, (FT)
d= Maximum Depth of Water, (FT)
R= Hydraulic Radius, (FT)
V= Trial Velocity, (FPS)
S= Slope of the Channel, (FTIFT)
n = Manning's "n" Coefficient
Q= Trial Discharge, (CFS)
B= Bottom Width of Channel, (FT)
W = Top Width of Water in Channel,
Z= Side Slope of Channel (Z: 1)
Tz Shear Stress in Lb/SF
Yz Wt of Water (62.4 lb/0
D= Depth Of Flow
S= Slope Of Swale
i
:FINISHED DIMENSIONS:
Min.
0.36 FT
Bottoirn Width
I FT
max. Silo"
3.52%
Skis Slop"
3 :1
Lining
EM
REFERENCES: (DEHNR, 1968; DEHNR, 1993)
11161202(
DOUBLE D ENGINEERING, PLLC PROJECT NAME PROJECT NO
Watson Ridge Phase I D02006
Lee/Harnott County, North Carolina �BY
'50 Sr Page Street DTU
Southern Pines, NC 28387 LOCATION CHECKED BY
910-684-8646 LeWHarneft Countv. North Carolina JLH
4 STORM:
C
MAXiMUM
Slope Condition
TYPE
Stress:
NOLOGY:
FINISHED DIMENSIONS:
REFERENCES:
Determine the MAXIMUM velocity, V, through the TYPICAL SECTION
Use Trial & Error to make the flow depth, (I,
result with Q = Q25
25-YEAR Q25 = CIA
8.72 in/hr
0.8827 AC
0.8
Q25: 6.16 efs
The velocity of the water entering a maintained veg swale must be <5 ft/s
d = 0.640 FT
A = 1.87 FT A 2
P = 5.05 FT
n = 0.030 (DEHNR, 1993)
R = 0.37
6 = I FT
Q= 6.35 CFS
Z = 3 :1
V= 140 FPS
S = 0.0176 FT/FT
W = 4.94 FT
LINING EM
S&M SEED & MULCH
T=YDS
EM EXCELSIOR MAT
T= 0.70 LbISF
SM SYNTHETIC MAT
RR RIPRAP (A,B,1,2)
RM REVETMENT
Q= Peak Discharge, (CFS)
A= Cross -Sectional Area of Flow,
P= Wetted Perimeter of the Flow, (FT)
d= Maximum Depth of Water, (FT)
R= Hydraulic Radius, (FT)
V= Trial Velocity, (FPS)
S= Slope of the Channel, (FTIFT)
n = Manning's "n" Coefficient
Qz Trial Discharge, (CFS)
B= Bottom Width of Channel, (FT)
W = Top Width of Water in Channel,
Z= Side Slope of Channel (Z:1)
T= Shear Stress in Lb/SF
Y= Wt of Water (62.4 lb/cf)
D= Depth Of Flow
S= Slope Of Swale
Min. Dep!h
0.64 FT
Bottom Width
I FT
Mom Sk"
1.76%
Side SI""
3 ,1
L Lining
EM I
(DEHNR, 1988; DEHNR, 1993)
IDOUBLE D ENGINEERING, PLLC
1 150 S. Page Street
Southem Pines, NC 28387
N STORM:
C
INOTE:
IS/ope Conditfon
' TYPE
Stress:
NOLOGY:
[a] 1 1 14 1. M ISLI 1-3
T�ON
DATE
11/61202(
NAME PROJECT NO
Ridge Phase I DD2006
iett County, North Carolina BY
DTU
CHECKED BY
North Carolina JLH
Determine the MAXIMUM velocity, V, through the TYPICAL SECTION
Use Trial & Error to make the flow depth, d,
result with Q = Q25
25-YEAR Q25 = CIA
8.72 inthr
0.3916 AC
0.9
Q25: 3.07 cfs
The velocity of the water entering a maintained veg swale must be <5 ft/s
d = 0.460 FT
A = 1.09 FT A 2
P = 3.91 FT
n z 0.030 (DEHNR, 1993)
R= 0.28
B = I FT
Q= 3.09 CFS
Z = 3 :1
V= 2.82 FPS
S = 0.0176 FT�FT
W= 3.76 FT
LINWG EM
S&M SEED & MULCH
T=YDS
EM EXCELSIOR MAT
T= 0.51 LbISF
SM SYNTHETIC MAT
RR RIPRAP (A,13,11,2)
RM REVETMENT
Q= Peak Discharge, (CFS)
A = Gross -Sectional Area of Flow,
P = Wetted Perimeter of the Flow, (FT)
d Maximum Depth of Water, (FT)
R = Hydraulic Radius, (FT)
V Trial Velocity, (FPS)
S = Slope of the Channel, (FTIFT)
n Manning's "n" Coefficient
Q = Trial Discharge, (CFS)
6 Boftom Width of Channel, (FT)
W = Top Width of Water in Channel,
Z Side Slope of Channel (ZA)
T= Shear Stress in LbISF
Y= Wl of Water (62.4 lb/Lf)
D= Depth Of Flow
S= Slope Of Swale
Min. Dep#t
0.46 FT
Bottom Width
1 FT
mm slope
1.76%
Sme Slopes
3 :1
L Lining
EM I
(DEHNR, 1988; DEHNR, 1993)
DATE
111612020
DOUBLE D ENGINEERING, PLLC
PROJECT NAME
PROJECT NO
Watson Ridge Phase I
DD2006
BY
DTU
Lee/Hamott County, North Carolina
150 S. Page Street
LOCATION
CHECKED BY
Southern Pines, NC 28387
910-684-8646
Leati-larneft County, North Carolina
JLH
ISOLUTIONS
IDESIGN STORM:
Area
Runoff C
INOTE:
[Slope Condition
LINING TYPE:
Shear Stress:
REFERENCES
Determine the MAXIMUM velocity, V, through the TYPICAL SECTION
Use Tria I & Error to make the flow depth, d,
result with Q = Q25
25-YEAR Q25 = CIA
8.72 in/hr
0.3916 AC
0.9
025� 3.07 cfs
The velocity of the water entering a maintained veg swale must be <5 ft/s
d = 0.460 FT
A = 1.09 FT^2
P = 3.91 FT
n = 0.030 (DEHNR, 1993)
R m 0.28
B = I FT
Q = 3.09 CFS
Z = 3 :1
V= 2.82 FPS
S = 0.0176 FT/FT
W = 3.76 FT
LINING EM
S&M SEED& MULCH
T=YDS
EM EXCELSIOR MAT
T= 0.51 LbISF
SM SYNTHETIC MAT
RR RIPRAP (A,B,1,2)
RM REVETMENT
Q= Peak Discharge, (CFS)
A= Cross -Sectional Area of Flow,
P= Wetted Perimeter of the Flow, (FT)
d= Maximum Depth of Water, (FT)
R= Hydraulic Radius, (FT)
V= Trial Velocity, (FPS)
S= Slope of the Channel, (FTIFT)
n= Manning's "n" Coefficient
Q= Trial Discharge, (CFS)
B= Bottom Width of Channel, (FT)
W = Top Width of Water in Channel,
Z= Side Slope of Channel (Z:1)
T= Shear Stress in LbISF
Y= Wt of Water (62A lb1cf)
D= Depth Of Flow
S= Slope Of Swale
Min. Depth
0.46 FT
Bottorn Width
I FT
max. Slope
1.76%
Side slop"
3 :1
Lining
EM I
(DEHNR, 1,988; DEHNR, 1993)
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