HomeMy WebLinkAbout20190828 ESC Calculations��v,rti_� � ,•,�r ti %ter ti r, r ti %�•,; ti %ti s ti r •,rM
4 .� : , :. � .ter :%:r ��r :%:r ��r :%:r :%•r���
4 .� : , :. � .ter :%:r ��r :%:r ��r :%:r :%•r :� �
�^•r,r,r�r,r,r,r�r,r,r,r�r,r,r,r�r,r,r�
•�%vvvvvvv�%vvv�%vvvvv•✓\
4 I4i•.Ik.•1 I4i•. Ik /4 I4 i•. Ik /4 I4 i•. Ik /4 r1 +11'ti
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
Sediment & Erosion Control Report
Project: Prospect Hill Quarry & Distribution Center
Wrenn Road, Prospect Hill
Caswell County, NC
PROJECT No.: 44089
SS/
SA -
_ 253
��l�!!lilll, l55�
8/28/2019
Timmons Group
5410 Trinity Road, Suite 102
Raleigh, NC 27607
(919) 866-4939
rick.baker@timmons.com
REVISIONS:
■
Table of Contents
1. Sediment & Erosion Control Narrative
a. Existing Conditions Description
b. Erosion Control Summary
c. NPDES/NCGO1 Plan
2. Sediment & Erosion Control Calculations
a. Sediment Basin Design
b. Temporary Diversion Ditch Sizing/Liner Calculations
c. Rainfall Data
i. NOAA IDF Table
3. Maps
a. NRCS Soil Survey Map
b. USGS Map
c. NCDEQ DWR Surface Water Classification Map
d. FEMA FIRM Maps
Sediment & Erosion Control Narrative
Sediment & Erosion Control Narrative
Existing Conditions Description
The proposed quarry and distribution center project is located northeast of the intersection of
Ridgeville Road and Wrenn Road in Prospect Hill, Caswell County, NC. The parcel identification
numbers are as follows: 0133 002; 0133 005; 0133 045; 0133 075; 0148 002. The site consists
approximately 630 acres of mainly of agricultural fields and wooded land. Jurisdictional streams
and wetlands are located throughout the site. The existing soils are Louisburg coarse sandy loam
"LoC/ LoD/ LoE" in the Hydrologic Soils Group "A"; Chewacla loam "ChA", Cullen clay loam
"Cu132", Riverview loam "RvA", and Rowan -Poindexter complex "RxE" in the Hydrologic Soils
Group `B/D" and `B"; Enon sandy loam " EnB/ EnC/ EnD" and Vance sandy loam in the
Hydrologic Soils Group "C"; and Helena sandy loam "HeB/ HeC" in the Hydrologic Soils Group
"D". The majority of the site drains east toward Sugartree Creek and South Hyco Creek in the
Roanoke River Basin. The surface water classification is WS-II; HQW. FIRM Panels
3710994200J and 3710995200K indicate the site does not lie within a special flood hazard area.
Erosion Control Summary
This project proposes a quarry and distribution center. Approximately 426.1 acres of land will
be disturbed. Temporary sediment basins will be installed throughout the site to treat the
majority of the disturbed area. The remainder of the disturbed area will be protected by silt fence
with silt fence stone outlets. As the quarry and distribution center are developed, the site will be
stabilized per NCDEQ requirements.
Erosion control measures for this site have been designed in accordance with NCDEQ standards
and specifications.
NPDES/NCGO1 Plan
The site has been designed to comply with NCDEQ NPDES Guidelines.
Sediment & Erosion Control Calculations
V
BASIN 1
EMMMME' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation =
698
feet
Inlet Elevation =
687
feet
Difference =
11
feet
Travel Length =
900
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
8.02
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
7.68
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
7.68
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 17.83 cfs
LATEST REVISION: 8/28/2019 11:22 AM
--•
BASIN 1
Carolina Sunrock
TIMMONS GROUP
ENG22031=
Sol Rios Moore
!N@IM!lkING I DEGIGH I TECHN-OL60V
44089
Sediment Basin Design
Basin Name:
BASIN 1 TYPE OF BASIN:
SKIMMER
Disturbed Area:
7.68 ac
Additional Drainage Area:
0.00 ac
Total Drainage Area:
7.68 ac
Runoff Coeff [Cc]:
0.30
25-yr Rainfall Intensity [I]:
7.74 in/hr
25-yr Discharge [Q25]:
17.83 cfs
13824 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
5796 Required Surface Area ft2 (Q25 x 325)
53.8 Suggested Width ft
107.7 Suggested Length ft
65 Width at Surface Area (ft)
130 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
2 Depth (ft)
53 Bottom Width (ft)
118 Bottom Length (ft)
6254 Bottom Area (ft 2)
14656 Actual Volume (ft) Okay
8450 Actual Surface Area (ft) Okay
20 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
21.2 Spillway Capacity (cfs) Okay
2 Skimmer Size (in)
0.167 Head on Skimmer (ft)
1.75 Orifice Size (1/4 inch increments)
4.78 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.0
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
Okay
685.00
6254
0.00
0
0
686.00
7316
1.00
6785
6785
687.00
8450
2.00
7883
14668
688.00
9656
3.00
9053
23721
Emergency Spillway Elevation: 687.00 ft
Top of Embankment Elevation: 688.00 ft
Bottom Elevation: 685.00 ft
Embankment Width: 5 ft
LATEST REVISION: 8/28/2019 11:23 AM
BASIN 2 Carolina Sunrock
MMMMME' ' TIMMONS GROUP ""•
Sol Rios Moore 44089
Time of Concentration Calculation
Modified Rational
Highest Elevation =
702
feet
Inlet Elevation =
661
feet
Difference =
41
feet
Travel Length =
1,900
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
Tc =
11.45
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
22.82
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
22.82
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 52.99 cfs
LATEST REVISION: 8/28/2019 11:23 AM
- . :rtr►s
BASIN 2 !�
TIMMONS GROUP
Sol Rios Moore ONOINEEMNa I DESIGN I TECHNOLOGY
Sediment Basin Design
Disturbed Area:
22.82 ac
Additional Drainage Area:
0.00 ac
Total Drainage Area:
22.82 ac
Runoff Coeff [Cc]:
0.30
25-yr Rainfall Intensity [I]:
7.74 in/hr
25-yr Discharge [Q25]:
52.99 cfs
41076 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
23050 Required Surface Area ft2
(Q25 x 435)
107.4 Suggested Width ft
214.7 Suggested Length ft
110 Width at Surface Area (ft)
220 Length at Surface Area (ft)
L/W Ratio = 2.0
3 Side Slope Ratio Z:1
2 Depth (ft)
98 Bottom Width (ft)
208 Bottom Length (ft)
20384 Bottom Area (ft�)
44536 Actual Volume (ft) Okay
24200 Actual Surface Area (ft) Okay
Skimmer Size
50 Emergency Spillway Width (ft)
Inches
0.5 Depth of Flow (ft)
1.5
53.0 Spillway Capacity (cfs) Okay
2
2.5
3 Skimmer Size (in)
3
0.25 Head on Skimmer (ft)
4
3 Orifice Size (1/4 inch increments)
5
3.95 Dewatering Time (days)
6
Suggest about 3 days
8
Okay
659.00
20384
0.00
0
0
660.00
22256
1.00
21320
21320
661.00
24200
2.00
23228
44548
662.00
26216
3.00
25208
69756
663.00
28304
4.00
27260
97016
Riser Elevation:
661.00 ft
Emergency Spillway Elevation:
662.00 ft
Top of Embankment Elevation:
663.00 ft
Bottom Elevation:
659.00 ft
Embankment Width:
10 ft
12 Barrel Size (in)
43 Barrel Length (LF)
659 Upstream Barrel Invert Elevation
658 Downstream Barrel Invert Elevation
2.33% Slope of Barrel (%)
HDPE Barrel Pipe Material
CMP Riser Material
18 Riser Size (in) Okay (Riser = 1.5 Barrel Size)
otation Device fC
Carolina Sunrock
1.5 Riser Diameter (ft)
3.0 Height (ft)
Area Riser x Ht Riser x Density Water x Safety Factor
380 Buoyant Force (Ibs)
(.25)(pi)(Diameter)2 x (Height) x 62.4 pcf x 1.15 FS
2.5 Volume Required (cf)
Buoyant force / Density Of Concrete (150 pcf)
1.6 Square Root of Volume (ft)
(Assume 1 ft thick concrete footing)
2.0 Length of Concrete Footing
2.0 Width of Concrete Footing
1.0 Height of Concrete Footing (Thickness)
4 Volume Provided (cf)
*RED IS USER INPUT
44089
LATEST REVISION: 8/28/2019 11:24 AM
V
BASIN 3
EMMMME' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation =
680
feet
Inlet Elevation =
654
feet
Difference =
26
feet
Travel Length =
970
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
6.28
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
13.45
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
13.45
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 31.23 cfs
LATEST REVISION: 8/28/2019 11:25 AM
- . :rtr►s
BASIN 3 !�
TIMMONS GROUP
Sol Rios Moore ONOINEEMNa I DESIGN I TECHNOLOGY
Sediment Basin Design
Disturbed Area:
13.45 ac
Additional Drainage Area:
0.00 ac
Total Drainage Area:
13.45 ac
Runoff Coeff [Cc]:
0.30
25-yr Rainfall Intensity [I]:
7.74 in/hr
25-yr Discharge [Q25]:
31.23 cfs
24210 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
13585 Required Surface Area ft2
(Q25 x 435)
82.4 Suggested Width ft
164.8 Suggested Length ft
90 Width at Surface Area (ft)
180 Length at Surface Area (ft)
L/W Ratio = 2.0
3 Side Slope Ratio Z:1
2 Depth (ft)
78 Bottom Width (ft)
168 Bottom Length (ft)
13104 Bottom Area (ft�)
29256 Actual Volume (ft) Okay
16200 Actual Surface Area (ft) Okay
Skimmer Size
30 Emergency Spillway Width (ft)
Inches
0.5 Depth of Flow (ft)
1.5
31.8 Spillway Capacity (cfs) Okay
2
2.5
2.5 Skimmer Size (in)
3
0.208 Head on Skimmer (ft)
4
2.5 Orifice Size (1/4 inch increments)
5
3.68 Dewatering Time (days)
6
Suggest about 3 days
8
Okay
652.00
13104
0.00
0
0
653.00
14616
1.00
13860
13860
654.00
16200
2.00
15408
29268
655.00
17856
3.00
17028
46296
656.00
19584
4.00
18720
65016
Riser Elevation:
654.00 ft
Emergency Spillway Elevation:
655.00 ft
Top of Embankment Elevation:
656.00 ft
Bottom Elevation:
652.00 ft
Embankment Width:
10 ft
12 Barrel Size (in)
38 Barrel Length (LF)
652 Upstream Barrel Invert Elevation
651.5 Downstream Barrel Invert Elevation
1.32% Slope of Barrel (%)
HDPE Barrel Pipe Material
CMP Riser Material
18 Riser Size (in) Okay (Riser = 1.5 Barrel Size)
otation Device fC
Carolina Sunrock
1.5 Riser Diameter (ft)
3.0 Height (ft)
Area Riser x Ht Riser x Density Water x Safety Factor
380 Buoyant Force (Ibs)
(.25)(pi)(Diameter)2 x (Height) x 62.4 pcf x 1.15 FS
2.5 Volume Required (cf)
Buoyant force / Density Of Concrete (150 pcf)
1.6 Square Root of Volume (ft)
(Assume 1 ft thick concrete footing)
2.0 Length of Concrete Footing
2.0 Width of Concrete Footing
1.0 Height of Concrete Footing (Thickness)
4 Volume Provided (cf)
*RED IS USER INPUT
44089
LATEST REVISION: 8/28/2019 11:25 AM
BASIN 4 Carolina Sunrock
emmmz' ' TIMMONS GROUP ""•
Sol Rios Moore 44089
Time of Concentration Calculation
Modified Rational
Highest Elevation =
692
feet
Inlet Elevation =
648
feet
Difference =
44
feet
Travel Length =
1,485
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
8.38
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
11.47
acres
Additional Drainage Area =
0.33
acres
Total Drainage Area=
11.80
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 27.40 cfs
LATEST REVISION: 8/28/2019 11:25 AM
- . :rtr►s
BASIN 4 !�
TIMMONS GROUP
Sol Rios Moore ONOINEEMNa I DESIGN I TECHNOLOGY
Sediment Basin Design
Disturbed Area:
11.47 ac
Additional Drainage Area:
0.33 ac
Total Drainage Area:
11.80 ac
Runoff Coeff [Cc]:
0.30
25-yr Rainfall Intensity [I]:
7.74 in/hr
25-yr Discharge [Q25]:
27.40 cfs
20646 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
11919 Required Surface Area ft2
(Q25 x 435)
77.2 Suggested Width ft
154.4 Suggested Length ft
80 Width at Surface Area (ft)
160 Length at Surface Area (ft)
L/W Ratio = 2.0
3 Side Slope Ratio Z:1
2 Depth (ft)
68 Bottom Width (ft)
148 Bottom Length (ft)
10064 Bottom Area (ft�)
22816 Actual Volume (ft) Okay
12800 Actual Surface Area (ft) Okay
Skimmer Size
30 Emergency Spillway Width (ft)
Inches
0.5 Depth of Flow (ft)
1.5
31.8 Spillway Capacity (cfs) Okay
2
2.5
2.5 Skimmer Size (in)
3
0.208 Head on Skimmer (ft)
4
2 Orifice Size (1/4 inch increments)
5
4.90 Dewatering Time (days)
6
Suggest about 3 days
8
Okay
646.00
10064
0.00
0
0
647.00
11396
1.00
10730
10730
648.00
12800
2.00
12098
22828
649.00
14276
3.00
13538
36366
650.00
15824
4.00
15050
51416
Riser Elevation:
648.00 ft
Emergency Spillway Elevation:
649.00 ft
Top of Embankment Elevation:
650.00 ft
Bottom Elevation:
646.00 ft
Embankment Width:
10 ft
12 Barrel Size (in)
53 Barrel Length (LF)
646 Upstream Barrel Invert Elevation
645 Downstream Barrel Invert Elevation
1.89% Slope of Barrel (%)
HDPE Barrel Pipe Material
CMP Riser Material
18 Riser Size (in) Okay (Riser = 1.5 Barrel Size)
otation Device fC
Carolina Sunrock
1.5 Riser Diameter (ft)
3.0 Height (ft)
Area Riser x Ht Riser x Density Water x Safety Factor
380 Buoyant Force (Ibs)
(.25)(pi)(Diameter)2 x (Height) x 62.4 pcf x 1.15 FS
2.5 Volume Required (cf)
Buoyant force / Density Of Concrete (150 pcf)
1.6 Square Root of Volume (ft)
(Assume 1 ft thick concrete footing)
2.0 Length of Concrete Footing
2.0 Width of Concrete Footing
1.0 Height of Concrete Footing (Thickness)
4 Volume Provided (cf)
*RED IS USER INPUT
44089
LATEST REVISION: 8/28/2019 11:26 AM
V
BASIN 5
EMMMME' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation =
678
feet
Inlet Elevation =
653
feet
Difference =
25
feet
Travel Length =
450
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
2.62
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
3.34
acres
Additional Drainage Area =
0.35
acres
Total Drainage Area=
3.69
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 8.57 cfs
LATEST REVISION: 8/28/2019 11:32 AM
--•
BASIN 5
Carolina Sunrock
TIMMONS GROUP
ENG22031=
Sol Rios Moore
!N@IM!lkING I DEGIGH I TECHN-OL60V
44089
Sediment Basin Design
Basin Name:
BASIN 5 TYPE OF BASIN:
SKIMMER
Disturbed Area:
3.34 ac
Additional Drainage Area:
0.35 ac
Total Drainage Area:
3.69 ac
Runoff Coeff [Cc]:
0.30
25-yr Rainfall Intensity [I]:
7.74 in/hr
25-yr Discharge [Q25]:
8.57 cfs
6012 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
2785 Required Surface Area ft2 (Q25 x 325)
37.3 Suggested Width ft
74.6 Suggested Length ft
45 Width at Surface Area (ft)
90 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
2 Depth (ft)
33 Bottom Width (ft)
78 Bottom Length (ft)
2574 Bottom Area (ft 2)
6576 Actual Volume (ft) Okay
4050 Actual Surface Area (ft) Okay
10 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
10.6 Spillway Capacity (cfs) Okay
2.5 Skimmer Size (in)
0.208 Head on Skimmer (ft)
1.25 Orifice Size (1/4 inch increments)
3.65 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.0
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
Okay
651.00
2574
0.00
0
0
652.00
3276
1.00
2925
2925
653.00
4050
2.00
3663
6588
654.00
4896
3.00
4473
11061
Emergency Spillway Elevation: 653.00 ft
Top of Embankment Elevation: 654.00 ft
Bottom Elevation: 651.00 ft
Embankment Width: 5 ft
LATEST REVISION: 8/28/2019 11:32 AM
V
BASIN 6
Emmmz' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation =
677
feet
Inlet Elevation =
638
feet
Difference =
39
feet
Travel Length =
1,000
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
5.56
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
6.18
acres
Additional Drainage Area =
1.71
acres
Total Drainage Area=
7.89
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 18.32 cfs
LATEST REVISION: 8/28/2019 11:32 AM
--•
BASIN 6
Carolina Sunrock
TIMMONS GROUP
ENG22031=
Sol Rios Moore
!N@IM!lkING I DEGIGH I TECHN-OL60V
44089
Sediment Basin Design
Basin Name:
BASIN 6 TYPE OF BASIN:
SKIMMER
Disturbed Area:
6.18 ac
Additional Drainage Area:
1.71 ac
Total Drainage Area:
7.89 ac
Runoff Coeff [Cc]:
0.30
25-yr Rainfall Intensity [I]:
7.74 in/hr
25-yr Discharge [Q25]:
18.32 cfs
11124 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
5954 Required Surface Area ft2 (Q25 x 325)
54.6 Suggested Width ft
109.1 Suggested Length ft
60 Width at Surface Area (ft)
120 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
2 Depth (ft)
48 Bottom Width (ft)
108 Bottom Length (ft)
5184 Bottom Area (ft 2)
12336 Actual Volume (ft) Okay
7200 Actual Surface Area (ft) Okay
20 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
21.2 Spillway Capacity (cfs) Okay
2 Skimmer Size (in)
0.167 Head on Skimmer (ft)
1.75 Orifice Size (1/4 inch increments)
3.85 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.0
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
Okay
636.00
5184
0.00
0
0
637.00
6156
1.00
5670
5670
638.00
7200
2.00
6678
12348
639.00
8316
3.00
7758
20106
Emergency Spillway Elevation: 638.00 ft
Top of Embankment Elevation: 639.00 ft
Bottom Elevation: 636.00 ft
Embankment Width: 5 ft
LATEST REVISION: 8/28/2019 11:33 AM
V
BASIN 7
EMMMME' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation =
666
feet
Inlet Elevation =
628
feet
Difference =
38
feet
Travel Length =
873
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
4.80
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
8.58
acres
Additional Drainage Area =
0.84
acres
Total Drainage Area=
9.42
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 21.87 cfs
LATEST REVISION: 8/28/2019 11:33 AM
--•
BASIN 7
Carolina Sunrock
TIMMONS GROUP
ENG22031=
Sol Rios Moore
!N@IM!lkING I DEGIGH I TECHN-OL60V
44089
Sediment Basin Design
Basin Name:
BASIN 7 TYPE OF BASIN:
SKIMMER
Disturbed Area:
8.58 ac
Additional Drainage Area:
0.84 ac
Total Drainage Area:
9.42 ac
Runoff Coeff [Cc]:
0.30
25-yr Rainfall Intensity [I]:
7.74 in/hr
25-yr Discharge [Q25]:
21.87 cfs
15444 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
7109 Required Surface Area ft2 (Q25 x 325)
59.6 Suggested Width ft
119.2 Suggested Length ft
65 Width at Surface Area (ft)
140 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
2 Depth (ft)
53 Bottom Width (ft)
128 Bottom Length (ft)
6784 Bottom Area (ft 2)
15836 Actual Volume (ft) Okay
9100 Actual Surface Area (ft) Okay
25 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
26.5 Spillway Capacity (cfs) Okay
2.5 Skimmer Size (in)
0.208 Head on Skimmer (ft)
2 Orifice Size (1/4 inch increments)
3.66 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.2
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
Okay
626.00
6784
0.00
0
0
627.00
7906
1.00
7345
7345
628.00
9100
2.00
8503
15848
629.00
10366
3.00
9733
25581
Emergency Spillway Elevation: 628.00 ft
Top of Embankment Elevation: 629.00 ft
Bottom Elevation: 626.00 ft
Embankment Width: 5 ft
LATEST REVISION: 8/28/2019 11:33 AM
V
BASIN 8
EMMMME' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation =
634
feet
Inlet Elevation =
612
feet
Difference =
22
feet
Travel Length =
535
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
3.37
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
2.05
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
2.05
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 4.76 cfs
LATEST REVISION: 8/28/2019 11:34 AM
--•
BASIN 8
Carolina Sunrock
TIMMONS GROUP
ENG22031=
Sol Rios Moore
!N@IM!lkING I DEGIGH I TECHN-OL60V
44089
Sediment Basin Design
Basin Name:
BASIN 8 TYPE OF BASIN:
SKIMMER
Disturbed Area:
2.05 ac
Additional Drainage Area:
0.00 ac
Total Drainage Area:
2.05 ac
Runoff Coeff [Cc]:
0.30
25-yr Rainfall Intensity [I]:
7.74 in/hr
25-yr Discharge [Q25]:
4.76 cfs
3690 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
1547 Required Surface Area ft2 (Q25 x 325)
27.8 Suggested Width ft
55.6 Suggested Length ft
35 Width at Surface Area (ft)
70 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
2 Depth (ft)
23 Bottom Width (ft)
58 Bottom Length (ft)
1334 Bottom Area (ft 2)
3736 Actual Volume (ft) Okay
2450 Actual Surface Area (ft) Okay
10 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
10.6 Spillway Capacity (cfs) Okay
2 Skimmer Size (in)
0.167 Head on Skimmer (ft)
1 Orifice Size (1/4 inch increments)
3.91 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.0
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
Okay
610.00
1334
0.00
0
0
611.00
1856
1.00
1595
1595
612.00
2450
2.00
2153
3748
613.00
3116
3.00
2783
6531
Emergency Spillway Elevation: 612.00 ft
Top of Embankment Elevation: 613.00 ft
Bottom Elevation: 610.00 ft
Embankment Width: 5 ft
LATEST REVISION: 8/28/2019 11:34 AM
BASIN 9 Carolina Sunrock
MMMMME' ' TIMMONS GROUP ""•
Sol Rios Moore 44089
Time of Concentration Calculation
Modified Rational
Highest Elevation =
676
feet
Inlet Elevation =
636
feet
Difference =
40
feet
Travel Length =
1,370
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
7.92
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
10.69
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
10.69
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 24.82 cfs
LATEST REVISION: 8/28/2019 11:34 AM
(BASIN NAME
Sol Rios Moore
Carolina Sunrock
TIMMONS GROUP
ENb1 N LLRINV t Si51ON ITECFKN6La9Y
Sediment Basin Design
Disturbed Area:
10.69 ac
Additional Drainage Area:
0.00 ac
Total Drainage Area:
10.69 ac
Runoff Coeff [Cc]:
0.30
25-yr Rainfall Intensity [I]:
7.74 in/hr
25-yr Discharge [Q25]:
24.82 cfs
19242 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
10798 Required Surface Area ft2
(Q25 x 435)
73.5 Suggested Width ft
147.0 Suggested Length ft
75 Width at Surface Area (ft)
150 Length at Surface Area (ft)
L/W Ratio = 2.0
3 Side Slope Ratio Z:1
2 Depth (ft)
63 Bottom Width (ft)
138 Bottom Length (ft)
8694 Bottom Area (ft�)
19896 Actual Volume (ft) Okay
11250 Actual Surface Area (ft) Okay
Skimmer Size
25 Emergency Spillway Width (ft)
Inches
0.5 Depth of Flow (ft)
1.5
26.5 Spillway Capacity (cfs) Okay
2
2.5
2.5 Skimmer Size (in)
3
0.208 Head on Skimmer (ft)
4
2 Orifice Size (1/4 inch increments)
5
4.57 Dewatering Time (days)
6
Suggest about 3 days
8
Okay
634.00
8694
0.00
0
0
635.00
9936
1.00
9315
9315
636.00
11250
2.00
10593
19908
637.00
12636
3.00
11943
31851
638.00
14094
4.00
13365
45216
Riser Elevation:
636.00 ft
Emergency Spillway Elevation:
637.00 ft
Top of Embankment Elevation:
638.00 ft
Bottom Elevation:
634.00 ft
Embankment Width:
10 ft
12 Barrel Size (in)
42 Barrel Length (LF)
634 Upstream Barrel Invert Elevation
633 Downstream Barrel Invert Elevation
2.38% Slope of Barrel (%)
HDPE Barrel Pipe Material
CMP Riser Material
18 Riser Size (in) Okay (Riser = 1.5 Barrel Size)
1.5 Riser Diameter (ft)
3.0 Height (ft)
Area Riser x Ht Riser x Density Water x Safety Factor
380 Buoyant Force (Ibs)
(.25)(pi)(Diameter)2 x (Height) x 62.4 pcf x 1.15 FS
2.5 Volume Required (cf)
Buoyant force / Density Of Concrete (150 pcf)
1.6 Square Root of Volume (ft)
(Assume 1 ft thick concrete footing)
2.0 Length of Concrete Footing
2.0 Width of Concrete Footing
1.0 Height of Concrete Footing (Thickness)
4 Volume Provided (cf)
"RED IS USER INPUT
44089
LATEST REVISION: 8/28/2019 11:35 AM
--•
BASIN 10 Carolina Sunrock
TIMMONS GROUP ENG22031=
Sol Rios Moore !N@IM!lkINB I DEGIGH I TECHN-OL60V 44089
Sediment Basin Design
Basin Name: BASIN 10 TYPE OF BASIN: SKIMMER
Disturbed Area: 7.71 ac
Additional Drainage Area: 0.00 ac
Total Drainage Area: 7.71 ac
Runoff Coeff [Cc]: 0.30
25-yr Rainfall Intensity [I]: 7.74 in/hr
25-yr Discharge [Q25]: 17.90 cfs
13878 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
5818 Required Surface Area ft2 (Q25 x 325)
53.9 Suggested Width ft
107.9 Suggested Length ft
65 Width at Surface Area (ft)
130 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
2 Depth (ft)
53 Bottom Width (ft)
118 Bottom Length (ft)
6254 Bottom Area (ft 2)
14656 Actual Volume (ft) Okay
8450 Actual Surface Area (ft) Okay
20 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
21.2 Spillway Capacity (cfs) Okay
2.5 Skimmer Size (in)
0.208 Head on Skimmer (ft)
2 Orifice Size (1/4 inch increments)
3.29 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.0
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
Okay
647.00
6254
0.00
0
0
648.00
7316
1.00
6785
6785
649.00
8450
2.00
7883
14668
650.00
9656
3.00
9053
23721
Emergency Spillway Elevation: 649.00 ft
Top of Embankment Elevation: 650.00 ft
Bottom Elevation: 647.00 ft
Embankment Width: 5 ft
LATEST REVISION: 8/28/2019 11:35 AM
--•
BASIN 10 Carolina Sunrock
TIMMONS GROUP ENG22031=
Sol Rios Moore !N@IM!lkINB I DEGIGH I TECHN-OL60V 44089
Sediment Basin Design
Basin Name: BASIN 10 TYPE OF BASIN: SKIMMER
Disturbed Area: 7.71 ac
Additional Drainage Area: 0.00 ac
Total Drainage Area: 7.71 ac
Runoff Coeff [Cc]: 0.30
25-yr Rainfall Intensity [I]: 7.74 in/hr
25-yr Discharge [Q25]: 17.90 cfs
13878 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
5818 Required Surface Area ft2 (Q25 x 325)
53.9 Suggested Width ft
107.9 Suggested Length ft
65 Width at Surface Area (ft)
130 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
2 Depth (ft)
53 Bottom Width (ft)
118 Bottom Length (ft)
6254 Bottom Area (ft 2)
14656 Actual Volume (ft) Okay
8450 Actual Surface Area (ft) Okay
20 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
21.2 Spillway Capacity (cfs) Okay
2.5 Skimmer Size (in)
0.208 Head on Skimmer (ft)
2 Orifice Size (1/4 inch increments)
3.29 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.0
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
Okay
647.00
6254
0.00
0
0
648.00
7316
1.00
6785
6785
649.00
8450
2.00
7883
14668
650.00
9656
3.00
9053
23721
Emergency Spillway Elevation: 649.00 ft
Top of Embankment Elevation: 650.00 ft
Bottom Elevation: 647.00 ft
Embankment Width: 5 ft
LATEST REVISION: 8/28/2019 11:35 AM
BASIN 11 Carolina Sunrock
MMMMME' ' TIMMONS GROUP ""•
Sol Rios Moore 44089
Time of Concentration Calculation
Modified Rational
Highest Elevation =
669
feet
Inlet Elevation =
628
feet
Difference =
41
feet
Travel Length =
1,320
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
7.52
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
13.65
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
13.65
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 31.70 cfs
LATEST REVISION: 8/28/2019 11:36 AM
- . Lj .rtr►s
BASIN 11 000
TIMMONS GROUP
Sol Rios Moore OwauvnruNa I DESIGN I TECHNOLOGY
Sediment Basin Design
Disturbed Area:
13.65 ac
Additional Drainage Area:
0.00 ac
Total Drainage Area:
13.65 ac
Runoff Coeff [Cc]:
0.30
25-yr Rainfall Intensity [I]:
7.74 in/hr
25-yr Discharge [Q25]:
31.70 cfs
24570 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
13787 Required Surface Area ft2
(Q25 x 435)
83.0 Suggested Width ft
166.1 Suggested Length ft
85 Width at Surface Area (ft)
170 Length at Surface Area (ft)
L/W Ratio = 2.0
3 Side Slope Ratio Z:1
2 Depth (ft)
73 Bottom Width (ft)
158 Bottom Length (ft)
11534 Bottom Area (ft�)
25936 Actual Volume (ft) Okay
14450 Actual Surface Area (ft) Okay
Skimmer Size
35 Emergency Spillway Width (ft)
Inches
0.5 Depth of Flow (ft)
1.5
37.1 Spillway Capacity (cfs) Okay
2
2.5
2.5 Skimmer Size (in)
3
0.208 Head on Skimmer (ft)
4
2.5 Orifice Size (1/4 inch increments)
5
3.73 Dewatering Time (days)
6
Suggest about 3 days
8
Okay
626.00
13104
0.00
0
0
627.00
14606
1.00
13855
13855
628.00
16200
2.00
15403
29258
629.00
17856
3.00
17028
46286
630.00
19576
4.00
18716
65002
Riser Elevation:
628.00 ft
Emergency Spillway Elevation:
629.00 ft
Top of Embankment Elevation:
630.00 ft
Bottom Elevation:
626.00 ft
Embankment Width:
10 ft
12 Barrel Size (in)
78 Barrel Length (LF)
629 Upstream Barrel Invert Elevation
628 Downstream Barrel Invert Elevation
1.28% Slope of Barrel (%)
HDPE Barrel Pipe Material
CMP Riser Material
18 Riser Size (in) Okay (Riser = 1.5 Barrel Size)
otation Device fC
Carolina Sunrock
1.5 Riser Diameter (ft)
3.0 Height (ft)
Area Riser x Ht Riser x Density Water x Safety Factor
380 Buoyant Force (Ibs)
(.25)(pi)(Diameter)2 x (Height) x 62.4 pcf x 1.15 FS
2.5 Volume Required (cf)
Buoyant force / Density Of Concrete (150 pcf)
1.6 Square Root of Volume (ft)
(Assume 1 ft thick concrete footing)
2.0 Length of Concrete Footing
2.0 Width of Concrete Footing
1.0 Height of Concrete Footing (Thickness)
4 Volume Provided (cf)
*RED IS USER INPUT
44089
LATEST REVISION: 8/28/2019 11:36 AM
.as���
BASIN 12
EMMMME' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation =
666
feet
Inlet Elevation =
621
feet
Difference =
45
feet
Travel Length =
840
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
4.30
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
5.05
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
5.05
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 11.73 cfs
LATEST REVISION: 8/28/2019 11:36 AM
--•
BASIN 12 Carolina Sunrock
TIMMONS GROUP ENG22031=
Sol Rios Moore !N@IM!lkINB I DEGIGH I TECHN-OL60V 44089
Sediment Basin Design
Basin Name: BASIN 12 TYPE OF BASIN: SKIMMER
Disturbed Area: 5.05 ac
Additional Drainage Area: 0.00 ac
Total Drainage Area: 5.05 ac
Runoff Coeff [Cc]: 0.30
25-yr Rainfall Intensity [I]: 7.74 in/hr
25-yr Discharge [Q25]: 11.73 cfs
9090 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
3811 Required Surface Area ft2 (Q25 x 325)
43.7 Suggested Width ft
87.3 Suggested Length ft
55 Width at Surface Area (ft)
110 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
2 Depth (ft)
43 Bottom Width (ft)
98 Bottom Length (ft)
4214 Bottom Area (ft 2)
10216 Actual Volume (ft) Okay
6050 Actual Surface Area (ft) Okay
15 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
15.9 Spillway Capacity (cfs) Okay
2.5 Skimmer Size (in)
0.208 Head on Skimmer (ft)
1.5 Orifice Size (1/4 inch increments)
3.83 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.0
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
Okay
619.00
4214
0.00
0
0
620.00
5096
1.00
4655
4655
621.00
6050
2.00
5573
10228
622.00
7076
3.00
6563
16791
Emergency Spillway Elevation: 621.00 ft
Top of Embankment Elevation: 622.00 ft
Bottom Elevation: 619.00 ft
Embankment Width: 5 ft
LATEST REVISION: 8/28/2019 11:37 AM
.as���
BASIN 13
EMMMME' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation =
666
feet
Inlet Elevation =
618
feet
Difference =
48
feet
Travel Length =
1,370
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
7.39
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
8.25
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
8.25
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 19.16 cfs
LATEST REVISION: 8/28/2019 11:38 AM
--•
BASIN 13 Carolina Sunrock
TIMMONS GROUP ENG22031=
Sol Rios Moore !N@IM!lkINB I DEGIGH I TECHN-OL60V 44089
Sediment Basin Design
Basin Name: BASIN 13 TYPE OF BASIN: SKIMMER
Disturbed Area: 8.25 ac
Additional Drainage Area: 0.00 ac
Total Drainage Area: 8.25 ac
Runoff Coeff [Cc]: 0.30
25-yr Rainfall Intensity [I]: 7.74 in/hr
25-yr Discharge [Q25]: 19.16 cfs
14850 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
6226 Required Surface Area ft2 (Q25 x 325)
55.8 Suggested Width ft
111.6 Suggested Length ft
60 Width at Surface Area (ft)
120 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
3 Depth (ft)
42 Bottom Width (ft)
102 Bottom Length (ft)
4284 Bottom Area (ft 2)
17064 Actual Volume (ft) Okay
7200 Actual Surface Area (ft) Okay
20 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
21.2 Spillway Capacity (cfs) Okay
2.5 Skimmer Size (in)
0.208 Head on Skimmer (ft)
2 Orifice Size (1/4 inch increments)
3.52 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.0
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
Okay
615.00
4284
0.00
0
0
616.00
5184
1.00
4734
4734
617.00
6156
2.00
5670
10404
618.00
7200
3.00
6678
17082
619.00
8316
4.00
7758
24840
Emergency Spillway Elevation: 618.00 ft
Top of Embankment Elevation: 619.00 ft
Bottom Elevation: 615.00 ft
Embankment Width: 5 ft
LATEST REVISION: 8/28/2019 11:38 AM
.as���
BASIN 14
EMMMME' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation =
641
feet
Inlet Elevation =
599
feet
Difference =
42
feet
Travel Length =
775
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
4.03
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
3.95
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
3.95
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 9.17 cfs
LATEST REVISION: 8/28/2019 11:38 AM
W'W'WW's •-•
BASIN 14 orCarolinaSunrock
TIMMONS GROUP ENG22031=
Sol Rios Moore !N@IM!lkINB I DEGIGH I TECHN-OL60V 44089
Sediment Basin Design
Basin Name: BASIN 14 TYPE OF BASIN: SKIMMER
Disturbed Area: 3.95 ac
Additional Drainage Area: 0.00 ac
Total Drainage Area: 3.95 ac
Runoff Coeff [Cc]: 0.30
25-yr Rainfall Intensity [I]: 7.74 in/hr
25-yr Discharge [Q25]: 9.17 cfs
7110 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
2981 Required Surface Area ft2 (Q25 x 325)
38.6 Suggested Width ft
77.2 Suggested Length ft
50 Width at Surface Area (ft)
100 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
2 Depth (ft)
38 Bottom Width (ft)
88 Bottom Length (ft)
3344 Bottom Area (ft 2)
8296 Actual Volume (ft) Okay
5000 Actual Surface Area (ft) Okay
10 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
10.6 Spillway Capacity (cfs) Okay
2 Skimmer Size (in)
0.167 Head on Skimmer (ft)
1.5 Orifice Size (1/4 inch increments)
3.35 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.0
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
Okay
597.00
3344
0.00
0
0
598.00
4136
1.00
3740
3740
599.00
5000
2.00
4568
8308
600.00
5936
3.00
5468
13776
Emergency Spillway Elevation: 599.00 ft
Top of Embankment Elevation: 600.00 ft
Bottom Elevation: 597.00 ft
Embankment Width: 5 ft
LATEST REVISION: 8/28/2019 11:39 AM
.as���
BASIN 15
EMMMME' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation =
666
feet
Inlet Elevation =
618
feet
Difference =
48
feet
Travel Length =
780
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
3.85
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
5.50
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
5.50
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 12.77 cfs
LATEST REVISION: 8/28/2019 11:39 AM
--•
BASIN 15 Carolina Sunrock
TIMMONS GROUP ENG22031=
Sol Rios Moore !N@IM!lkINB I DEGIGH I TECHN-OL60V 44089
Sediment Basin Design
Basin Name: BASIN 15 TYPE OF BASIN: SKIMMER
Disturbed Area: 5.50 ac
Additional Drainage Area: 0.00 ac
Total Drainage Area: 5.50 ac
Runoff Coeff [Cc]: 0.30
25-yr Rainfall Intensity [I]: 7.74 in/hr
25-yr Discharge [Q25]: 12.77 cfs
9900 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
4151 Required Surface Area ft2 (Q25 x 325)
45.6 Suggested Width ft
91.1 Suggested Length ft
50 Width at Surface Area (ft)
100 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
3 Depth (ft)
32 Bottom Width (ft)
82 Bottom Length (ft)
2624 Bottom Area (ft 2)
11274 Actual Volume (ft) Okay
5000 Actual Surface Area (ft) Okay
15 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
15.9 Spillway Capacity (cfs) Okay
2 Skimmer Size (in)
0.167 Head on Skimmer (ft)
1.75 Orifice Size (1/4 inch increments)
3.42 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.0
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
Okay
615.00
2624
0.00
0
0
616.00
3344
1.00
2984
2984
617.00
4136
2.00
3740
6724
618.00
5000
3.00
4568
11292
619.00
6026
4.00
5513
16805
Emergency Spillway Elevation: 618.00 ft
Top of Embankment Elevation: 619.00 ft
Bottom Elevation: 615.00 ft
Embankment Width: 5 ft
LATEST REVISION: 8/28/2019 11:39 AM
.as���
BASIN 16
EMMMME' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation =
634
feet
Inlet Elevation =
584
feet
Difference =
50
feet
Travel Length =
1,150
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
5.94
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
3.65
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
3.65
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 8.48 cfs
LATEST REVISION: 8/28/2019 11:40 AM
--•
BASIN 16 Carolina Sunrock
TIMMONS GROUP ENG22031=
Sol Rios Moore !N@IM!lkING I DEGIGH I TECHN-OL60V 44089
Sediment Basin Design
Basin Name: BASIN 16 TYPE OF BASIN: SKIMMER
Disturbed Area: 3.65 ac
Additional Drainage Area: 0.00 ac
Total Drainage Area: 3.65 ac
Runoff Coeff [Cc]: 0.30
25-yr Rainfall Intensity [I]: 7.74 in/hr
25-yr Discharge [Q25]: 8.48 cfs
6570 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
2754 Required Surface Area ft2 (Q25 x 325)
37.1 Suggested Width ft
74.2 Suggested Length ft
45 Width at Surface Area (ft)
90 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
3 Depth (ft)
27 Bottom Width (ft)
72 Bottom Length (ft)
1944 Bottom Area (ft 2)
8829 Actual Volume (ft) Okay
4050 Actual Surface Area (ft) Okay
10 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
10.6 Spillway Capacity (cfs) Okay
2 Skimmer Size (in)
0.167 Head on Skimmer (ft)
1.5 Orifice Size (1/4 inch increments)
3.09 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.0
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
Okay
581.00
1944
0.00
0
0
582.00
2574
1.00
2259
2259
583.00
3276
2.00
2925
5184
584.00
4050
3.00
3663
8847
585.00
4896
4.00
4473
13320
Emergency Spillway Elevation: 584.00 ft
Top of Embankment Elevation: 585.00 ft
Bottom Elevation: 581.00 ft
Embankment Width: 5 ft
LATEST REVISION: 8/28/2019 11:40 AM
.as���
BASIN 17
EMMMME' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation =
638
feet
Inlet Elevation =
598
feet
Difference =
40
feet
Travel Length =
782
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
4.15
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
8.60
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
8.60
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 19.97 cfs
LATEST REVISION: 8/28/2019 11:40 AM
--•
BASIN 17 Carolina Sunrock
TIMMONS GROUP ENG22031=
Sol Rios Moore !N@IM!lkINB I DEGIGH I TEEMMOL60V 44089
Sediment Basin Design
Basin Name: BASIN 17 TYPE OF BASIN: SKIMMER
Disturbed Area: 8.60 ac
Additional Drainage Area: 0.00 ac
Total Drainage Area: 8.60 ac
Runoff Coeff [Cc]: 0.30
25-yr Rainfall Intensity [I]: 7.74 in/hr
25-yr Discharge [Q25]: 19.97 cfs
15480 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
6490 Required Surface Area ft2 (Q25 x 325)
57.0 Suggested Width ft
113.9 Suggested Length ft
70 Width at Surface Area (ft)
156 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
2 Depth (ft)
58 Bottom Width (ft)
144 Bottom Length (ft)
8352 Bottom Area (ft 2)
19224 Actual Volume (ft) Okay
10920 Actual Surface Area (ft) Okay
20 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
21.2 Spillway Capacity (cfs) Okay
2.5 Skimmer Size (in)
0.208 Head on Skimmer (ft)
2 Orifice Size (1/4 inch increments)
3.67 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.2
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
Okay
596.00
8352
0.00
0
0
597.00
9600
1.00
8976
8976
598.00
10920
2.00
10260
19236
599.00
12312
3.00
11616
30852
Emergency Spillway Elevation: 598.00 ft
Top of Embankment Elevation: 599.00 ft
Bottom Elevation: 596.00 ft
Embankment Width: 5 ft
LATEST REVISION: 8/28/2019 11:40 AM
.as���
BASIN 18
EMMMME' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation =
616
feet
Inlet Elevation =
583
feet
Difference =
33
feet
Travel Length =
544
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
2.94
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
3.38
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
3.38
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 7.85 cfs
LATEST REVISION: 8/28/2019 11:41 AM
--•
BASIN 18 Carolina Sunrock
TIMMONS GROUP ENG22031=
Sol Rios Moore !N@IM!lkINB I DEGIGH I TECHN-OL60V 44089
Sediment Basin Design
Basin Name: BASIN 18 TYPE OF BASIN: SKIMMER
Disturbed Area: 3.38 ac
Additional Drainage Area: 0.00 ac
Total Drainage Area: 3.38 ac
Runoff Coeff [Cc]: 0.30
25-yr Rainfall Intensity [I]: 7.74 in/hr
25-yr Discharge [Q25]: 7.85 cfs
6084 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
2551 Required Surface Area ft2 (Q25 x 325)
35.7 Suggested Width ft
71.4 Suggested Length ft
45 Width at Surface Area (ft)
90 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
2 Depth (ft)
33 Bottom Width (ft)
78 Bottom Length (ft)
2574 Bottom Area (ft 2)
6576 Actual Volume (ft) Okay
4050 Actual Surface Area (ft) Okay
10 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
10.6 Spillway Capacity (cfs) Okay
2 Skimmer Size (in)
0.167 Head on Skimmer (ft)
1.25 Orifice Size (1/4 inch increments)
4.12 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.0
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
Okay
581.00
2574
0.00
0
0
582.00
3276
1.00
2925
2925
583.00
4050
2.00
3663
6588
584.00
4896
3.00
4473
11061
Emergency Spillway Elevation: 583.00 ft
Top of Embankment Elevation: 584.00 ft
Bottom Elevation: 581.00 ft
Embankment Width: 5 ft
LATEST REVISION: 8/28/2019 11:43 AM
.as���
BASIN 19
EMMMME' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation =
623
feet
Inlet Elevation =
598
feet
Difference =
25
feet
Travel Length =
715
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
4.48
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
4.30
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
4.30
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 9.98 cfs
LATEST REVISION: 8/28/2019 11:44 AM
--•
BASIN 19 Carolina Sunrock
TIMMONS GROUP ENG22031=
Sol Rios Moore !N@IM!lkINB I DEGIGH I TECHN-OL60V 44089
Sediment Basin Design
Basin Name: BASIN 19 TYPE OF BASIN: SKIMMER
Disturbed Area: 4.30 ac
Additional Drainage Area: 0.00 ac
Total Drainage Area: 4.30 ac
Runoff Coeff [Cc]: 0.30
25-yr Rainfall Intensity [I]: 7.74 in/hr
25-yr Discharge [Q25]: 9.98 cfs
7740 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
3245 Required Surface Area ft2 (Q25 x 325)
40.3 Suggested Width ft
80.6 Suggested Length ft
45 Width at Surface Area (ft)
90 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
3 Depth (ft)
27 Bottom Width (ft)
72 Bottom Length (ft)
1944 Bottom Area (ft 2)
8829 Actual Volume (ft) Okay
4050 Actual Surface Area (ft) Okay
10 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
10.6 Spillway Capacity (cfs) Okay
2 Skimmer Size (in)
0.167 Head on Skimmer (ft)
1.5 Orifice Size (1/4 inch increments)
3.64 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.0
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
Okay
595.00
1944
0.00
0
0
596.00
2574
1.00
2259
2259
597.00
3276
2.00
2925
5184
598.00
4050
3.00
3663
8847
599.00
4896
4.00
4473
13320
Emergency Spillway Elevation: 598.00 ft
Top of Embankment Elevation: 599.00 ft
Bottom Elevation: 595.00 ft
Embankment Width: 5 ft
LATEST REVISION: 8/28/2019 11:44 AM
.as���
BASIN 20
EMMMME' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation =
605
feet
Inlet Elevation =
564
feet
Difference =
41
feet
Travel Length =
918
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
4.94
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
1.66
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
1.66
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 3.85 cfs
LATEST REVISION: 8/28/2019 11:46 AM
--•
BASIN 20 Carolina Sunrock
TIMMONS GROUP ENG22031=
Sol Rios Moore !N@IM!lkINB I DEGIGH I TECHN-OL60V 44089
Sediment Basin Design
Basin Name: BASIN 20 TYPE OF BASIN: SKIMMER
Disturbed Area: 1.66 ac
Additional Drainage Area: 0.00 ac
Total Drainage Area: 1.66 ac
Runoff Coeff [Cc]: 0.30
25-yr Rainfall Intensity [I]: 7.74 in/hr
25-yr Discharge [Q25]: 3.85 cfs
2988 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
1253 Required Surface Area ft2 (Q25 x 325)
25.0 Suggested Width ft
50.1 Suggested Length ft
35 Width at Surface Area (ft)
70 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
2 Depth (ft)
23 Bottom Width (ft)
58 Bottom Length (ft)
1334 Bottom Area (ft 2)
3736 Actual Volume (ft) Okay
2450 Actual Surface Area (ft) Okay
10 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
10.6 Spillway Capacity (cfs) Okay
2 Skimmer Size (in)
0.167 Head on Skimmer (ft)
1 Orifice Size (1/4 inch increments)
3.17 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.0
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
Okay
562.00
1334
0.00
0
0
563.00
1856
1.00
1595
1595
564.00
2450
2.00
2153
3748
565.00
3116
3.00
2783
6531
Emergency Spillway Elevation: 564.00 ft
Top of Embankment Elevation: 565.00 ft
Bottom Elevation: 562.00 ft
Embankment Width: 5 ft
LATEST REVISION: 8/28/2019 11:46 AM
V
BASIN 21
EMMMME' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation =
619
feet
Inlet Elevation =
572
feet
Difference =
47
feet
Travel Length =
700
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
3.43
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
3.62
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
3.62
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 8.41 cfs
LATEST REVISION: 8/28/2019 11:47 AM
--•
BASIN 21 Carolina Sunrock
TIMMONS GROUP ENG22031=
Sol Rios Moore !N@IM!lkING I DEGIGH I TECHN-OL60V 44089
Sediment Basin Design
Basin Name: BASIN 21 TYPE OF BASIN: SKIMMER
Disturbed Area: 3.62 ac
Additional Drainage Area: 0.00 ac
Total Drainage Area: 3.62 ac
Runoff Coeff [Cc]: 0.30
25-yr Rainfall Intensity [I]: 7.74 in/hr
25-yr Discharge [Q25]: 8.41 cfs
6516 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
2732 Required Surface Area ft2 (Q25 x 325)
37.0 Suggested Width ft
73.9 Suggested Length ft
40 Width at Surface Area (ft)
80 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
3 Depth (ft)
22 Bottom Width (ft)
62 Bottom Length (ft)
1364 Bottom Area (ft 2)
6684 Actual Volume (ft) Okay
3200 Actual Surface Area (ft) Okay
10 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
10.6 Spillway Capacity (cfs) Okay
2 Skimmer Size (in)
0.167 Head on Skimmer (ft)
1.5 Orifice Size (1/4 inch increments)
3.07 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.0
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
Okay
569.00
1354
0.00
0
0
570.00
1904
1.00
1629
1629
571.00
2516
2.00
2210
3839
572.00
3200
3.00
2858
6697
573.00
3956
4.00
3578
10275
Emergency Spillway Elevation: 572.00 ft
Top of Embankment Elevation: 573.00 ft
Bottom Elevation: 569.00 ft
Embankment Width: 5 ft
LATEST REVISION: 8/28/2019 11:47 AM
.as���
BASIN 22
EMMMME' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation =
619
feet
Inlet Elevation =
564
feet
Difference =
55
feet
Travel Length =
990
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
4.82
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
4.10
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
4.10
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 9.52 cfs
LATEST REVISION: 8/28/2019 11:47 AM
--•
BASIN 22 Carolina Sunrock
TIMMONS GROUP ENG22031=
Sol Rios Moore !N@IM!lkING I DEGIGH I TECHN-OL60V 44089
Sediment Basin Design
Basin Name: BASIN 22 TYPE OF BASIN: SKIMMER
Disturbed Area: 4.10 ac
Additional Drainage Area: 0.00 ac
Total Drainage Area: 4.10 ac
Runoff Coeff [Cc]: 0.30
25-yr Rainfall Intensity [I]: 7.74 in/hr
25-yr Discharge [Q25]: 9.52 cfs
7380 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
3094 Required Surface Area ft2 (Q25 x 325)
39.3 Suggested Width ft
78.7 Suggested Length ft
45 Width at Surface Area (ft)
90 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
3 Depth (ft)
27 Bottom Width (ft)
72 Bottom Length (ft)
1944 Bottom Area (ft 2)
8829 Actual Volume (ft) Okay
4050 Actual Surface Area (ft) Okay
10 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
10.6 Spillway Capacity (cfs) Okay
2 Skimmer Size (in)
0.167 Head on Skimmer (ft)
1.5 Orifice Size (1/4 inch increments)
3.47 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.0
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
Okay
561.00
1944
0.00
0
0
562.00
2574
1.00
2259
2259
563.00
3276
2.00
2925
5184
564.00
4050
3.00
3663
8847
565.00
4896
4.00
4473
13320
Emergency Spillway Elevation: 564.00 ft
Top of Embankment Elevation: 565.00 ft
Bottom Elevation: 561.00 ft
Embankment Width: 5 ft
LATEST REVISION: 8/28/2019 11:47 AM
.as���
BASIN 23
EMMMME' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation =
619
feet
Inlet Elevation =
581
feet
Difference =
38
feet
Travel Length =
655
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
3.45
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
7.18
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
7.18
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 16.67 cfs
LATEST REVISION: 8/28/2019 11:48 AM
--•
BASIN 23 Carolina Sunrock
TIMMONS GROUP ENG22031=
Sol Rios Moore !N@IM!lkINB I DEGIGH I TECHN-OL60V 44089
Sediment Basin Design
Basin Name: BASIN 23 TYPE OF BASIN: SKIMMER
Disturbed Area: 7.18 ac
Additional Drainage Area: 0.00 ac
Total Drainage Area: 7.18 ac
Runoff Coeff [Cc]: 0.30
25-yr Rainfall Intensity [I]: 7.74 in/hr
25-yr Discharge [Q25]: 16.67 cfs
12924 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
5418 Required Surface Area ft2 (Q25 x 325)
52.0 Suggested Width ft
104.1 Suggested Length ft
65 Width at Surface Area (ft)
130 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
2 Depth (ft)
53 Bottom Width (ft)
118 Bottom Length (ft)
6254 Bottom Area (ft 2)
14656 Actual Volume (ft) Okay
8450 Actual Surface Area (ft) Okay
20 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
21.2 Spillway Capacity (cfs) Okay
2.5 Skimmer Size (in)
0.208 Head on Skimmer (ft)
2 Orifice Size (1/4 inch increments)
3.07 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.0
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
Okay
579.00
6254
0.00
0
0
580.00
7316
1.00
6785
6785
581.00
8450
2.00
7883
14668
582.00
9656
3.00
9053
23721
Emergency Spillway Elevation: 581.00 ft
Top of Embankment Elevation: 582.00 ft
Bottom Elevation: 579.00 ft
Embankment Width: 5 ft
LATEST REVISION: 8/28/2019 11:48 AM
.as���
BASIN 24
EMMMME' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation =
619
feet
Inlet Elevation =
583
feet
Difference =
36
feet
Travel Length =
800
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
4.43
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
9.41
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
9.41
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 21.85 cfs
LATEST REVISION: 8/28/2019 11:48 AM
BASIN 24 orCarolinaSunrock
TIMMONS GROUP ENG22031=
Sol Rios Moore !N@IM!lkINB I DEGIGH I TECHN-OL60V 44089
Sediment Basin Design
Basin Name: BASIN 24 TYPE OF BASIN: SKIMMER
Disturbed Area: 9.41 ac
Additional Drainage Area: 0.00 ac
Total Drainage Area: 9.41 ac
Runoff Coeff [Cc]: 0.30
25-yr Rainfall Intensity [I]: 7.74 in/hr
25-yr Discharge [Q25]: 21.85 cfs
16938 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
7101 Required Surface Area ft2 (Q25 x 325)
59.6 Suggested Width ft
119.2 Suggested Length ft
65 Width at Surface Area (ft)
130 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
3 Depth (ft)
47 Bottom Width (ft)
112 Bottom Length (ft)
5264 Bottom Area (ft 2)
20409 Actual Volume (ft) Okay
8450 Actual Surface Area (ft) Okay
25 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
26.5 Spillway Capacity (cfs) Okay
2.5 Skimmer Size (in)
0.208 Head on Skimmer (ft)
2 Orifice Size (1/4 inch increments)
4.02 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.0
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
Okay
580.00
5264
0.00
0
0
581.00
6254
1.00
5759
5759
582.00
7316
2.00
6785
12544
583.00
8450
3.00
7883
20427
584.00
9656
4.00
9053
29480
Emergency Spillway Elevation: 583.00 ft
Top of Embankment Elevation: 584.00 ft
Bottom Elevation: 580.00 ft
Embankment Width: 5 ft
LATEST REVISION: 8/28/2019 11:49 AM
.as���
BASIN 25
EMMMME' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation =
660
feet
Inlet Elevation =
604
feet
Difference =
56
feet
Travel Length =
1,250
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
6.26
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
9.30
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
9.30
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 21.59 cfs
LATEST REVISION: 8/28/2019 11:49 AM
--•
BASIN 25 Carolina Sunrock
TIMMONS GROUP ENG22031=
Sol Rios Moore !N@IM!lkINB I DEGIGH I TECHN-OL60V 44089
Sediment Basin Design
Basin Name: BASIN 25 TYPE OF BASIN: SKIMMER
Disturbed Area: 9.30 ac
Additional Drainage Area: 0.00 ac
Total Drainage Area: 9.30 ac
Runoff Coeff [Cc]: 0.30
25-yr Rainfall Intensity [I]: 7.74 in/hr
25-yr Discharge [Q25]: 21.59 cfs
16740 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
7018 Required Surface Area ft2 (Q25 x 325)
59.2 Suggested Width ft
118.5 Suggested Length ft
65 Width at Surface Area (ft)
130 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
3 Depth (ft)
47 Bottom Width (ft)
112 Bottom Length (ft)
5264 Bottom Area (ft 2)
20409 Actual Volume (ft) Okay
8450 Actual Surface Area (ft) Okay
25 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
26.5 Spillway Capacity (cfs) Okay
2.5 Skimmer Size (in)
0.208 Head on Skimmer (ft)
2 Orifice Size (1/4 inch increments)
3.97 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.0
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
Okay
601.00
5264
0.00
0
0
602.00
6254
1.00
5759
5759
603.00
7316
2.00
6785
12544
604.00
8450
3.00
7883
20427
605.00
9656
4.00
9053
29480
Emergency Spillway Elevation: 604.00 ft
Top of Embankment Elevation: 605.00 ft
Bottom Elevation: 601.00 ft
Embankment Width: 5 ft
LATEST REVISION: 8/28/2019 11:49 AM
BASIN 26 Carolina Sunrock
emmmzc' ' TIMMONS GROUP ""•
Sol Rios Moore 44089
Time of Concentration Calculation
Modified Rational
Highest Elevation =
662
feet
Inlet Elevation =
600
feet
Difference =
62
feet
Travel Length =
1,170
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
5.58
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
11.51
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
11.51
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 26.73 cfs
LATEST REVISION: 8/28/2019 11:50 AM
- . .rtr►s
BASIN 26 000
TIMMONS GROUP
Sol Rios Moore EHGINEEHING I DESIGN I TECHNOLOGY
Sediment Basin Design
Disturbed Area:
11.51 ac
Additional Drainage Area:
0.00 ac
Total Drainage Area:
11.51 ac
Runoff Coeff [Cc]:
0.30
25-yr Rainfall Intensity [I]:
7.74 in/hr
25-yr Discharge [Q25]:
26.73 cfs
20718 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
11626 Required Surface Area ft2
(Q25 x 435)
76.2 Suggested Width ft
152.5 Suggested Length ft
80 Width at Surface Area (ft)
160 Length at Surface Area (ft)
L/W Ratio = 2.0
3 Side Slope Ratio Z:1
2 Depth (ft)
68 Bottom Width (ft)
148 Bottom Length (ft)
10064 Bottom Area (ft�)
22816 Actual Volume (ft) Okay
12800 Actual Surface Area (ft) Okay
Skimmer Size
30 Emergency Spillway Width (ft)
Inches
0.5 Depth of Flow (ft)
1.5
31.8 Spillway Capacity (cfs) Okay
2
2.5
2.5 Skimmer Size (in)
3
0.208 Head on Skimmer (ft)
4
2.25 Orifice Size (1/4 inch increments)
5
3.88 Dewatering Time (days)
6
Suggest about 3 days
8
Okay
598.00
10064
0.00
0
0
599.00
11396
1.00
10730
10730
600.00
12800
2.00
12098
22828
601.00
14492
3.00
13646
36474
602.00
16279
4.00
15386
51860
Riser Elevation:
600.00 ft
Emergency Spillway Elevation:
601.00 ft
Top of Embankment Elevation:
602.00 ft
Bottom Elevation:
598.00 ft
Embankment Width:
10 ft
12 Barrel Size (in)
55 Barrel Length (LF)
598 Upstream Barrel Invert Elevation
597 Downstream Barrel Invert Elevation
1.82% Slope of Barrel (%)
HDPE Barrel Pipe Material
CMP Riser Material
18 Riser Size (in) Okay (Riser = 1.5 Barrel Size)
otation Device fC
Carolina Sunrock
1.5 Riser Diameter (ft)
3.0 Height (ft)
Area Riser x Ht Riser x Density Water x Safety Factor
380 Buoyant Force (Ibs)
(.25)(pi)(Diameter)2 x (Height) x 62.4 pcf x 1.15 FS
2.5 Volume Required (cf)
Buoyant force / Density Of Concrete (150 pcf)
1.6 Square Root of Volume (ft)
(Assume 1 ft thick concrete footing)
2.0 Length of Concrete Footing
2.0 Width of Concrete Footing
1.0 Height of Concrete Footing (Thickness)
4 Volume Provided (cf)
*RED IS USER INPUT
44089
LATEST REVISION: 8/28/2019 11:50 AM
.as���
BASIN 27
EMMMME' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation = 664 feet
Inlet Elevation = 589 feet
Difference = 75 feet
Travel Length = 2,357 feet
Equation 2.3 Kirpich Equation
Tc = L(' I H10.M5
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
Tc =
11.64
min
Tc =
10
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
12.46
acres
Additional Drainage Area =
0.64
acres
Total Drainage Area=
13.10
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 30.42 cfs
LATEST REVISION: 8/28/2019 11:50 AM
- . Ll .rtr►s
BASIN 27 000
TIMMONS GROUP
Sol Rios Moore ONOINEERINa I DESIGN I TECHNOLOGY
Sediment Basin Design
Disturbed Area:
12.46 ac
Additional Drainage Area:
0.64 ac
Total Drainage Area:
13.10 ac
Runoff Coeff [Cc]:
0.30
25-yr Rainfall Intensity [I]:
7.74 in/hr
25-yr Discharge [Q25]:
30.42 cfs
22428 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
13232 Required Surface Area ft2
(Q25 x 435)
81.3 Suggested Width ft
162.7 Suggested Length ft
90 Width at Surface Area (ft)
180 Length at Surface Area (ft)
L/W Ratio = 2.0
3 Side Slope Ratio Z:1
2 Depth (ft)
78 Bottom Width (ft)
168 Bottom Length (ft)
13104 Bottom Area (ft�)
29256 Actual Volume (ft) Okay
16200 Actual Surface Area (ft) Okay
Skimmer Size
35 Emergency Spillway Width (ft)
Inches
0.5 Depth of Flow (ft)
1.5
37.1 Spillway Capacity (cfs) Okay
2
2.5
2.5 Skimmer Size (in)
3
0.208 Head on Skimmer (ft)
4
2.25 Orifice Size (1/4 inch increments)
5
4.21 Dewatering Time (days)
6
Suggest about 3 days
8
Okay
587.00
13104
0.00
0
0
588.00
14616
1.00
13860
13860
589.00
16200
2.00
15408
29268
590.00
17856
3.00
17028
46296
591.00
19584
4.00
18720
65016
Riser Elevation:
589.00 ft
Emergency Spillway Elevation:
590.00 ft
Top of Embankment Elevation:
591.00 ft
Bottom Elevation:
587.00 ft
Embankment Width:
10 ft
12 Barrel Size (in)
41 Barrel Length (LF)
587 Upstream Barrel Invert Elevation
586 Downstream Barrel Invert Elevation
2.44% Slope of Barrel (%)
HDPE Barrel Pipe Material
CMP Riser Material
18 Riser Size (in) Okay (Riser = 1.5 Barrel Size)
otation Device fC
Carolina Sunrock
1.5 Riser Diameter (ft)
3.0 Height (ft)
Area Riser x Ht Riser x Density Water x Safety Factor
380 Buoyant Force (Ibs)
(.25)(pi)(Diameter)2 x (Height) x 62.4 pcf x 1.15 FS
2.5 Volume Required (cf)
Buoyant force / Density Of Concrete (150 pcf)
1.6 Square Root of Volume (ft)
(Assume 1 ft thick concrete footing)
2.0 Length of Concrete Footing
2.0 Width of Concrete Footing
1.0 Height of Concrete Footing (Thickness)
4 Volume Provided (cf)
*RED IS USER INPUT
44089
LATEST REVISION: 8/28/2019 11:50 AM
.as���
BASIN 28
EMMMME' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation =
642
feet
Inlet Elevation =
592
feet
Difference =
50
feet
Travel Length =
910
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
4.53
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
6.80
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
6.80
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 15.79 cfs
LATEST REVISION: 8/28/2019 11:51 AM
--•
BASIN 28 Carolina Sunrock
TIMMONS GROUP ENG22031=
Sol Rios Moore !N@IM!lkINB I DEGIGH I TECHN-OL60V 44089
Sediment Basin Design
Basin Name: BASIN 28 TYPE OF BASIN: SKIMMER
Disturbed Area: 6.80 ac
Additional Drainage Area: 0.00 ac
Total Drainage Area: 6.80 ac
Runoff Coeff [Cc]: 0.30
25-yr Rainfall Intensity [I]: 7.74 in/hr
25-yr Discharge [Q25]: 15.79 cfs
12240 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
5132 Required Surface Area ft2 (Q25 x 325)
50.7 Suggested Width ft
101.3 Suggested Length ft
60 Width at Surface Area (ft)
120 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
2 Depth (ft)
48 Bottom Width (ft)
108 Bottom Length (ft)
5184 Bottom Area (ft 2)
12336 Actual Volume (ft) Okay
7200 Actual Surface Area (ft) Okay
20 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
21.2 Spillway Capacity (cfs) Okay
2.5 Skimmer Size (in)
0.208 Head on Skimmer (ft)
1.75 Orifice Size (1/4 inch increments)
3.79 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.0
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
Okay
590.00
5184
0.00
0
0
591.00
6156
1.00
5670
5670
592.00
7200
2.00
6678
12348
593.00
8316
3.00
7758
20106
Emergency Spillway Elevation: 592.00 ft
Top of Embankment Elevation: 593.00 ft
Bottom Elevation: 590.00 ft
Embankment Width: 5 ft
LATEST REVISION: 8/28/2019 11:51 AM
.as���
BASIN 29
EMMMME' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation =
617
feet
Inlet Elevation =
591
feet
Difference =
26
feet
Travel Length =
518
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
3.04
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
2.85
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
2.85
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 6.62 cfs
LATEST REVISION: 8/28/2019 11:52 AM
--•
BASIN 29 Carolina Sunrock
TIMMONS GROUP ENG22031=
Sol Rios Moore !N@IM!lkING I DEGIGH I TECHN-OL60V 44089
Sediment Basin Design
Basin Name: BASIN 29 TYPE OF BASIN: SKIMMER
Disturbed Area: 2.85 ac
Additional Drainage Area: 0.00 ac
Total Drainage Area: 2.85 ac
Runoff Coeff [Cc]: 0.30
25-yr Rainfall Intensity [I]: 7.74 in/hr
25-yr Discharge [Q25]: 6.62 cfs
5130 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
2151 Required Surface Area ft2 (Q25 x 325)
32.8 Suggested Width ft
65.6 Suggested Length ft
40 Width at Surface Area (ft)
80 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
3 Depth (ft)
22 Bottom Width (ft)
62 Bottom Length (ft)
1364 Bottom Area (ft 2)
6684 Actual Volume (ft) Okay
3200 Actual Surface Area (ft) Okay
10 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
10.6 Spillway Capacity (cfs) Okay
2 Skimmer Size (in)
0.167 Head on Skimmer (ft)
1.25 Orifice Size (1/4 inch increments)
3.48 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.0
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
Okay
588.00
1364
0.00
0
0
589.00
1904
1.00
1634
1634
590.00
2516
2.00
2210
3844
591.00
3200
3.00
2858
6702
592.00
3956
4.00
3578
10280
Emergency Spillway Elevation: 591.00 ft
Top of Embankment Elevation: 592.00 ft
Bottom Elevation: 588.00 ft
Embankment Width: 5 ft
LATEST REVISION: 8/28/2019 11:52 AM
.as���
BASIN 30
EMMMME' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation =
604
feet
Inlet Elevation =
585
feet
Difference =
19
feet
Travel Length =
615
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
4.18
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
2.20
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
2.20
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 5.11 cfs
LATEST REVISION: 8/28/2019 11:52 AM
--•
BASIN 30 Carolina Sunrock
TIMMONS GROUP ENG22031=
Sol Rios Moore !N@IM!lkINB I DEGIGH I TECHN-OL60V 44089
Sediment Basin Design
Basin Name: BASIN 30 TYPE OF BASIN: SKIMMER
Disturbed Area: 2.20 ac
Additional Drainage Area: 0.00 ac
Total Drainage Area: 2.20 ac
Runoff Coeff [Cc]: 0.30
25-yr Rainfall Intensity [I]: 7.74 in/hr
25-yr Discharge [Q25]: 5.11 cfs
3960 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
1660 Required Surface Area ft2 (Q25 x 325)
28.8 Suggested Width ft
57.6 Suggested Length ft
35 Width at Surface Area (ft)
70 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
3 Depth (ft)
17 Bottom Width (ft)
52 Bottom Length (ft)
884 Bottom Area (ft2)
4839 Actual Volume (ft) Okay
2450 Actual Surface Area (ft) Okay
5 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
5.3 Spillway Capacity (cfs) Okay
1.5 Skimmer Size (in)
0.125 Head on Skimmer (ft)
1.25 Orifice Size (1/4 inch increments)
3.10 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.0
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
Okay
582.00
504
0.00
0
0
583.00
864
1.00
684
684
584.00
1296
2.00
1080
1764
585.00
1800
3.00
1548
3312
586.00
2376
4.00
2088
5400
Emergency Spillway Elevation: 585.00 ft
Top of Embankment Elevation: 586.00 ft
Bottom Elevation: 582.00 ft
Embankment Width: 5 ft
LATEST REVISION: 8/28/2019 11:52 AM
V
BASIN 31
EMMMME' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation =
619
feet
Inlet Elevation =
576
feet
Difference =
43
feet
Travel Length =
475
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
2.27
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
4.36
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
4.36
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 10.12 cfs
LATEST REVISION: 8/28/2019 11:53 AM
--•
BASIN 31 Carolina Sunrock
TIMMONS GROUP ENG22031=
Sol Rios Moore !N@IM!lkINB I DEGIGH I TECHN-OL60V 44089
Sediment Basin Design
Basin Name: BASIN 31 TYPE OF BASIN: SKIMMER
Disturbed Area: 4.36 ac
Additional Drainage Area: 0.00 ac
Total Drainage Area: 4.36 ac
Runoff Coeff [Cc]: 0.30
25-yr Rainfall Intensity [I]: 7.74 in/hr
25-yr Discharge [Q25]: 10.12 cfs
7848 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
3290 Required Surface Area ft2 (Q25 x 325)
40.6 Suggested Width ft
81.1 Suggested Length ft
45 Width at Surface Area (ft)
90 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
3 Depth (ft)
27 Bottom Width (ft)
72 Bottom Length (ft)
1944 Bottom Area (ft 2)
8829 Actual Volume (ft) Okay
4050 Actual Surface Area (ft) Okay
10 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
10.6 Spillway Capacity (cfs) Okay
2 Skimmer Size (in)
0.167 Head on Skimmer (ft)
1.5 Orifice Size (1/4 inch increments)
3.69 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.0
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
Okay
573.00
1944
0.00
0
0
574.00
2574
1.00
2259
2259
575.00
3276
2.00
2925
5184
576.00
4050
3.00
3663
8847
577.00
4896
4.00
4473
13320
Emergency Spillway Elevation: 576.00 ft
Top of Embankment Elevation: 577.00 ft
Bottom Elevation: 573.00 ft
Embankment Width: 5 ft
LATEST REVISION: 8/28/2019 11:53 AM
.as���
BASIN 32
EMMMME' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation =
614
feet
Inlet Elevation =
571
feet
Difference =
43
feet
Travel Length =
768
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
3.95
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
6.79
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
6.79
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 15.77 cfs
LATEST REVISION: 8/28/2019 11:53 AM
--•
BASIN 32 Carolina Sunrock
TIMMONS GROUP ENG22031=
Sol Rios Moore !N@IM!lkINB I DEGIGH I TECHN-OL60V 44089
Sediment Basin Design
Basin Name: BASIN 32 TYPE OF BASIN: SKIMMER
Disturbed Area: 6.79 ac
Additional Drainage Area: 0.00 ac
Total Drainage Area: 6.79 ac
Runoff Coeff [Cc]: 0.30
25-yr Rainfall Intensity [I]: 7.74 in/hr
25-yr Discharge [Q25]: 15.77 cfs
12222 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
5124 Required Surface Area ft2 (Q25 x 325)
50.6 Suggested Width ft
101.2 Suggested Length ft
55 Width at Surface Area (ft)
110 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
3 Depth (ft)
37 Bottom Width (ft)
92 Bottom Length (ft)
3404 Bottom Area (ft2)
14019 Actual Volume (ft) Okay
6050 Actual Surface Area (ft) Okay
15 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
15.9 Spillway Capacity (cfs) Okay
2.5 Skimmer Size (in)
0.208 Head on Skimmer (ft)
1.75 Orifice Size (1/4 inch increments)
3.79 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.0
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
Okay
568.00
3404
0.00
0
0
569.00
4214
1.00
3809
3809
570.00
5096
2.00
4655
8464
571.00
6050
3.00
5573
14037
572.00
7076
4.00
6563
20600
Emergency Spillway Elevation: 571.00 ft
Top of Embankment Elevation: 572.00 ft
Bottom Elevation: 568.00 ft
Embankment Width: 5 ft
LATEST REVISION: 8/28/2019 11:54 AM
.as���
BASIN 33
EMMMME' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation =
613
feet
Inlet Elevation =
561
feet
Difference =
52
feet
Travel Length =
1,467
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
7.75
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
6.74
acres
Additional Drainage Area =
2.19
acres
Total Drainage Area=
8.93
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 20.74 cfs
LATEST REVISION: 8/28/2019 11:54 AM
--•
BASIN 33 Carolina Sunrock
TIMMONS GROUP ENG22031=
Sol Rios Moore !N@IM!lkINB I DEGIGH I TECHN-OL60V 44089
Sediment Basin Design
Basin Name: BASIN 33 TYPE OF BASIN: SKIMMER
Disturbed Area: 6.74 ac
Additional Drainage Area: 2.19 ac
Total Drainage Area: 8.93 ac
Runoff Coeff [Cc]: 0.30
25-yr Rainfall Intensity [I]: 7.74 in/hr
25-yr Discharge [Q25]: 20.74 cfs
12132 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
6739 Required Surface Area ft2 (Q25 x 325)
58.0 Suggested Width ft
116.1 Suggested Length ft
60 Width at Surface Area (ft)
120 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
3 Depth (ft)
42 Bottom Width (ft)
102 Bottom Length (ft)
4284 Bottom Area (ft2)
17064 Actual Volume (ft) Okay
7200 Actual Surface Area (ft) Okay
20 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
21.2 Spillway Capacity (cfs) Okay
2.5 Skimmer Size (in)
0.208 Head on Skimmer (ft)
1.75 Orifice Size (1/4 inch increments)
3.76 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.0
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
Okay
558.00
4284
0.00
0
0
559.00
5184
1.00
4734
4734
560.00
6156
2.00
5670
10404
561.00
7200
3.00
6678
17082
562.00
8316
4.00
7758
24840
Emergency Spillway Elevation: 561.00 ft
Top of Embankment Elevation: 562.00 ft
Bottom Elevation: 558.00 ft
Embankment Width: 5 ft
LATEST REVISION: 8/28/2019 11:54 AM
.as���
BASIN 34
EMMMME' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation =
619
feet
Inlet Elevation =
547
feet
Difference =
72
feet
Travel Length =
775
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
3.27
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
8.25
acres
Additional Drainage Area =
1.48
acres
Total Drainage Area=
9.73
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 22.59 cfs
LATEST REVISION: 8/28/2019 11:55 AM
IBASIN NAME
Sol Rios Moore
Carolina Sunrock
TIMMONS GROUP
ENb1 N LLRINV t Si51ON ITECFKN6La9Y
Sediment Basin Design
Disturbed Area:
8.25 ac
Additional Drainage Area:
1.48 ac
Total Drainage Area:
9.73 ac
Runoff Coeff [Cc]:
0.30
25-yr Rainfall Intensity [I]:
7.74 in/hr
25-yr Discharge [Q25]:
22.59 cfs
14850 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
9828 Required Surface Area ft2
(Q25 x 435)
70.1 Suggested Width ft
140.2 Suggested Length ft
80 Width at Surface Area (ft)
160 Length at Surface Area (ft)
L/W Ratio = 2.0
3 Side Slope Ratio Z:1
2 Depth (ft)
68 Bottom Width (ft)
148 Bottom Length (ft)
10064 Bottom Area (ft�)
22816 Actual Volume (ft) Okay
12800 Actual Surface Area (ft) Okay
Skimmer Size
30 Emergency Spillway Width (ft)
Inches
0.5 Depth of Flow (ft)
1.5
31.8 Spillway Capacity (cfs) Okay
2
2.5
2.5 Skimmer Size (in)
3
0.208 Head on Skimmer (ft)
4
2 Orifice Size (1/4 inch increments)
5
3.52 Dewatering Time (days)
6
Suggest about 3 days
8
Okay
545.00
10064
0.00
0
0
546.00
11396
1.00
10730
10730
547.00
12800
2.00
12098
22828
548.00
14276
3.00
13538
36366
549.00
15824
4.00
15050
51416
Riser Elevation:
547.00 ft
Emergency Spillway Elevation:
548.00 ft
Top of Embankment Elevation:
549.00 ft
Bottom Elevation:
545.00 ft
Embankment Width:
10 ft
12 Barrel Size (in)
42 Barrel Length (LF)
545 Upstream Barrel Invert Elevation
544 Downstream Barrel Invert Elevation
2.38% Slope of Barrel (%)
HDPE Barrel Pipe Material
CMP Riser Material
18 Riser Size (in) Okay (Riser = 1.5 Barrel Size)
ntatinn DPvinp /C
1.5 Riser Diameter (ft)
3.0 Height (ft)
Area Riser x Ht Riser x Density Water x Safety Factor
380 Buoyant Force (Ibs)
(.25)(pi)(Diameter)2 x (Height) x 62.4 pcf x 1.15 FS
2.5 Volume Required (cf)
Buoyant force / Density Of Concrete (150 pcf)
1.6 Square Root of Volume (ft)
(Assume 1 ft thick concrete footing)
2.0 Length of Concrete Footing
2.0 Width of Concrete Footing
1.0 Height of Concrete Footing (Thickness)
4 Volume Provided (cf)
'RED IS USER INPUT
44089
LATEST REVISION: 8/28/2019 11:55 AM
BASIN 35 Carolina Sunrock
emmmzc' ' TIMMONS GROUP ""•
Sol Rios Moore 44089
Time of Concentration Calculation
Modified Rational
Highest Elevation =
619
feet
Inlet Elevation =
514
feet
Difference =
105
feet
Travel Length =
1,500
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
6.07
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
28.53
acres
Additional Drainage Area =
0.22
acres
Total Drainage Area=
28.75
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 66.76 cfs
LATEST REVISION: 8/28/2019 11:55 AM
- . .rtr►s
BASIN 35 000
TIMMONS GROUP
Sol Rios Moore EHGINEEHING I DESIGN I TECHNOLOGY
Sediment Basin Design
Disturbed Area:
28.53 ac
Additional Drainage Area:
0.22 ac
Total Drainage Area:
28.75 ac
Runoff Coeff [Cc]:
0.30
25-yr Rainfall Intensity [I]:
7.74 in/hr
25-yr Discharge [Q25]:
66.76 cfs
51354 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
29040 Required Surface Area ft2
(Q25 x 435)
120.5 Suggested Width ft
241.0 Suggested Length ft
122 Width at Surface Area (ft)
244 Length at Surface Area (ft)
L/W Ratio = 2.0
3 Side Slope Ratio Z:1
2 Depth (ft)
110 Bottom Width (ft)
232 Bottom Length (ft)
25520 Bottom Area (ft�)
55240 Actual Volume (ft) Okay
29768 Actual Surface Area (ft) Okay
Skimmer Size
70 Emergency Spillway Width (ft)
Inches
0.5 Depth of Flow (ft)
1.5
74.2 Spillway Capacity (cfs) Okay
2
2.5
3 Skimmer Size (in)
3
0.25 Head on Skimmer (ft)
4
3 Orifice Size (1/4 inch increments)
5
4.94 Dewatering Time (days)
6
Suggest about 3 days
8
Okay
512.00
18800
0.00
0
0
513.00
20600
1.00
19700
19700
514.00
22472
2.00
21536
41236
515.00
24416
3.00
23444
64680
516.00
26432
4.00
25424
90104
Riser Elevation:
514.00 ft
Emergency Spillway Elevation:
515.00 ft
Top of Embankment Elevation:
516.00 ft
Bottom Elevation:
512.00 ft
Embankment Width:
10 ft
12 Barrel Size (in)
48 Barrel Length (LF)
512 Upstream Barrel Invert Elevation
510 Downstream Barrel Invert Elevation
4.17% Slope of Barrel (%)
HDPE Barrel Pipe Material
CMP Riser Material
18 Riser Size (in) Okay (Riser = 1.5 Barrel Size)
otation Device fC
Carolina Sunrock
1.5 Riser Diameter (ft)
3.0 Height (ft)
Area Riser x Ht Riser x Density Water x Safety Factor
380 Buoyant Force (Ibs)
(.25)(pi)(Diameter)2 x (Height) x 62.4 pcf x 1.15 FS
2.5 Volume Required (cf)
Buoyant force / Density Of Concrete (150 pcf)
1.6 Square Root of Volume (ft)
(Assume 1 ft thick concrete footing)
2.0 Length of Concrete Footing
2.0 Width of Concrete Footing
1.0 Height of Concrete Footing (Thickness)
4 Volume Provided (cf)
*RED IS USER INPUT
44089
LATEST REVISION: 8/28/2019 11:55 AM
BASIN 36 Carolina Sunrock
emmmzc' ' TIMMONS GROUP ""•
Sol Rios Moore 44089
Time of Concentration Calculation
Modified Rational
Highest Elevation =
613
feet
Inlet Elevation =
508
feet
Difference =
105
feet
Travel Length =
1,310
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
5.19
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
22.48
acres
Additional Drainage Area =
0.43
acres
Total Drainage Area=
22.91
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 53.20 cfs
LATEST REVISION: 8/28/2019 11:56 AM
- . .rtr►s
BASIN 36 000
TIMMONS GROUP
Sol Rios Moore EHGINEEHING I DESIGN I TECHNOLOGY
Sediment Basin Design
Disturbed Area:
22.48 ac
Additional Drainage Area:
0.43 ac
Total Drainage Area:
22.91 ac
Runoff Coeff [Cc]:
0.30
25-yr Rainfall Intensity [I]:
7.74 in/hr
25-yr Discharge [Q25]:
53.20 cfs
40464 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
23141 Required Surface Area ft2
(Q25 x 435)
107.6 Suggested Width ft
215.1 Suggested Length ft
110 Width at Surface Area (ft)
220 Length at Surface Area (ft)
L/W Ratio = 2.0
3 Side Slope Ratio Z:1
2 Depth (ft)
98 Bottom Width (ft)
208 Bottom Length (ft)
20384 Bottom Area (ft�)
44536 Actual Volume (ft) Okay
24200 Actual Surface Area (ft) Okay
Skimmer Size
60 Emergency Spillway Width (ft)
Inches
0.5 Depth of Flow (ft)
1.5
63.6 Spillway Capacity (cfs) Okay
2
2.5
3 Skimmer Size (in)
3
0.25 Head on Skimmer (ft)
4
3 Orifice Size (1/4 inch increments)
5
3.89 Dewatering Time (days)
6
Suggest about 3 days
8
Okay
506.00
20384
0.00
0
0
507.00
22256
1.00
21320
21320
508.00
24200
2.00
23228
44548
509.00
26216
3.00
25208
69756
510.00
28304
4.00
27260
97016
Riser Elevation:
508.00 ft
Emergency Spillway Elevation:
509.00 ft
Top of Embankment Elevation:
510.00 ft
Bottom Elevation:
506.00 ft
Embankment Width:
10 ft
12 Barrel Size (in)
45 Barrel Length (LF)
506 Upstream Barrel Invert Elevation
504 Downstream Barrel Invert Elevation
4.44% Slope of Barrel (%)
HDPE Barrel Pipe Material
CMP Riser Material
18 Riser Size (in) Okay (Riser = 1.5 Barrel Size)
otation Device fC
Carolina Sunrock
1.5 Riser Diameter (ft)
3.0 Height (ft)
Area Riser x Ht Riser x Density Water x Safety Factor
380 Buoyant Force (Ibs)
(.25)(pi)(Diameter)2 x (Height) x 62.4 pcf x 1.15 FS
2.5 Volume Required (cf)
Buoyant force / Density Of Concrete (150 pcf)
1.6 Square Root of Volume (ft)
(Assume 1 ft thick concrete footing)
2.0 Length of Concrete Footing
2.0 Width of Concrete Footing
1.0 Height of Concrete Footing (Thickness)
4 Volume Provided (cf)
*RED IS USER INPUT
44089
LATEST REVISION: 8/28/2019 11:56 AM
BASIN 37 Carolina Sunrock
MMMMME' ' TIMMONS GROUP ""•
Sol Rios Moore 44089
Time of Concentration Calculation
Modified Rational
Highest Elevation =
630
feet
Inlet Elevation =
525
feet
Difference =
105
feet
Travel Length =
1,745
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
7.23
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
30.13
acres
Additional Drainage Area =
0.14
acres
Total Drainage Area=
30.27
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 70.29 cfs
LATEST REVISION: 8/28/2019 11:56 AM
IBASIN NAME
Sol Rios Moore
Carolina Sunrock
TIMMONS GROUP
ENb1 N LLRINV t Si51ON ITECFKN6La9Y
Sediment Basin Design
Disturbed Area:
30.13 ac
Additional Drainage Area:
0.14 ac
Total Drainage Area:
30.27 ac
Runoff Coeff [Cc]:
0.30
25-yr Rainfall Intensity [I]:
7.74 in/hr
25-yr Discharge [Q25]:
70.29 cfs
54234 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
30575 Required Surface Area ft2
(Q25 x 435)
123.6 Suggested Width ft
247.3 Suggested Length ft
125 Width at Surface Area (ft)
250 Length at Surface Area (ft)
L/W Ratio = 2.0
3 Side Slope Ratio Z:1
2 Depth (ft)
113 Bottom Width (ft)
238 Bottom Length (ft)
26894 Bottom Area (ft�)
58096 Actual Volume (ft) Okay
31250 Actual Surface Area (ft) Okay
Skimmer Size
70 Emergency Spillway Width (ft)
Inches
0.5 Depth of Flow (ft)
1.5
74.2 Spillway Capacity (cfs) Okay
2
2.5
4 Skimmer Size (in)
3
0.333 Head on Skimmer (ft)
4
3.5 Orifice Size (1/4 inch increments)
5
3.32 Dewatering Time (days)
6
Suggest about 3 days
8
Okay
523.00
26894
0.00
0
0
524.00
29036
1.00
27965
27965
525.00
31250
2.00
30143
58108
526.00
33536
3.00
32393
90501
527.00
35894
4.00
34715
125216
Riser Elevation:
525.00 ft
Emergency Spillway Elevation:
526.00 ft
Top of Embankment Elevation:
527.00 ft
Bottom Elevation:
523.00 ft
Embankment Width:
10 ft
12 Barrel Size (in)
41 Barrel Length (LF)
523 Upstream Barrel Invert Elevation
522 Downstream Barrel Invert Elevation
2.44% Slope of Barrel (%)
HDPE Barrel Pipe Material
CMP Riser Material
18 Riser Size (in) Okay (Riser = 1.5 Barrel Size)
ntatinn DPvinp /C
1.5 Riser Diameter (ft)
3.0 Height (ft)
Area Riser x Ht Riser x Density Water x Safety Factor
380 Buoyant Force (Ibs)
(.25)(pi)(Diameter)2 x (Height) x 62.4 pcf x 1.15 FS
2.5 Volume Required (cf)
Buoyant force / Density Of Concrete (150 pcf)
1.6 Square Root of Volume (ft)
(Assume 1 ft thick concrete footing)
2.0 Length of Concrete Footing
2.0 Width of Concrete Footing
1.0 Height of Concrete Footing (Thickness)
4 Volume Provided (cf)
'RED IS USER INPUT
44089
LATEST REVISION: 8/28/2019 11:57 AM
BASIN 38 Carolina Sunrock
emmmzc' ' TIMMONS GROUP ""•
Sol Rios Moore 44089
Time of Concentration Calculation
Modified Rational
Highest Elevation =
623
feet
Inlet Elevation =
552
feet
Difference =
71
feet
Travel Length =
1,040
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
4.62
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
10.26
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
10.26
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 23.82 cfs
LATEST REVISION: 8/28/2019 11:57 AM
_ , Ll .rtr►s
BASIN 38 000
TIMMONS GROUP
Sol Rios Moore OwauvnruNa I DESIGN I TECHNOLOGY
Sediment Basin Design
Disturbed Area:
10.26 ac
Additional Drainage Area:
0.00 ac
Total Drainage Area:
10.26 ac
Runoff Coeff [Cc]:
0.30
25-yr Rainfall Intensity [I]:
7.74 in/hr
25-yr Discharge [Q25]:
23.82 cfs
18468 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
10363 Required Surface Area ft2
(Q25 x 435)
72.0 Suggested Width ft
144.0 Suggested Length ft
75 Width at Surface Area (ft)
150 Length at Surface Area (ft)
L/W Ratio = 2.0
3 Side Slope Ratio Z:1
2 Depth (ft)
63 Bottom Width (ft)
138 Bottom Length (ft)
8694 Bottom Area (ft�)
19896 Actual Volume (ft) Okay
11250 Actual Surface Area (ft) Okay
Skimmer Size
25 Emergency Spillway Width (ft)
Inches
0.5 Depth of Flow (ft)
1.5
26.5 Spillway Capacity (cfs) Okay
2
2.5
2.5 Skimmer Size (in)
3
0.208 Head on Skimmer (ft)
4
2 Orifice Size (1/4 inch increments)
5
4.38 Dewatering Time (days)
6
Suggest about 3 days
8
Okay
550.00
8694
0.00
0
0
551.00
9936
1.00
9315
9315
552.00
11250
2.00
10593
19908
553.00
12636
3.00
11943
31851
554.00
14094
4.00
13365
45216
Riser Elevation:
552.00 ft
Emergency Spillway Elevation:
553.00 ft
Top of Embankment Elevation:
554.00 ft
Bottom Elevation:
550.00 ft
Embankment Width:
10 ft
12 Barrel Size (in)
39 Barrel Length (LF)
550 Upstream Barrel Invert Elevation
549 Downstream Barrel Invert Elevation
2.56% Slope of Barrel (%)
HDPE Barrel Pipe Material
CMP Riser Material
18 Riser Size (in) Okay (Riser = 1.5 Barrel Size)
Carolina Sunrock
1.5 Riser Diameter (ft)
3.0 Height (ft)
Area Riser x Ht Riser x Density Water x Safety Factor
380 Buoyant Force (Ibs)
(.25)(pi)(Diameter)2 x (Height) x 62.4 pcf x 1.15 FS
2.5 Volume Required (cf)
Buoyant force / Density Of Concrete (150 pcf)
1.6 Square Root of Volume (ft)
(Assume 1 ft thick concrete footing)
2.0 Length of Concrete Footing
2.0 Width of Concrete Footing
1.0 Height of Concrete Footing (Thickness)
4 Volume Provided (cf)
*RED IS USER INPUT
44089
LATEST REVISION: 8/28/2019 11:57 AM
.as���
BASIN 39
EMMMME' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation =
610
feet
Inlet Elevation =
556
feet
Difference =
54
feet
Travel Length =
538
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
2.40
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
4.18
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
4.18
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 9.71 cfs
LATEST REVISION: 8/28/2019 1:05 PM
--•
BASIN 39 Carolina Sunrock
TIMMONS GROUP ENG22031=
Sol Rios Moore !N@IM!lkINB I DEGIGH I TECHN-OL60V 44089
Sediment Basin Design
Basin Name: BASIN 39 TYPE OF BASIN: SKIMMER
Disturbed Area: 4.18 ac
Additional Drainage Area: 0.00 ac
Total Drainage Area: 4.18 ac
Runoff Coeff [Cc]: 0.30
25-yr Rainfall Intensity [I]: 7.74 in/hr
25-yr Discharge [Q25]: 9.71 cfs
7524 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
3154 Required Surface Area ft2 (Q25 x 325)
39.7 Suggested Width ft
79.4 Suggested Length ft
50 Width at Surface Area (ft)
100 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
2 Depth (ft)
38 Bottom Width (ft)
88 Bottom Length (ft)
3344 Bottom Area (ft 2)
8296 Actual Volume (ft) Okay
5000 Actual Surface Area (ft) Okay
10 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
10.6 Spillway Capacity (cfs) Okay
2 Skimmer Size (in)
0.167 Head on Skimmer (ft)
1.5 Orifice Size (1/4 inch increments)
3.54 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.0
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
Okay
554.00
3344
0.00
0
0
555.00
4136
1.00
3740
3740
556.00
5000
2.00
4568
8308
557.00
5936
3.00
5468
13776
Emergency Spillway Elevation:
Top of Embankment Elevation:
Bottom Elevation:
Embankment Width:
556.00 ft
557.00 ft
554.00 ft
5 ft
LATEST REVISION: 8/28/2019 1:05 PM
.as���
BASIN 40
Emmmz' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation =
613
feet
Inlet Elevation =
565
feet
Difference =
48
feet
Travel Length =
1,040
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
5.37
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
5.70
acres
Additional Drainage Area =
0.00
acres
Total Drainage Area=
5.70
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 13.24 cfs
LATEST REVISION: 8/28/2019 1:06 PM
BASIN 40
or
CarolinaSunrock
TIMMONS GROUP
ENG22031=
Sol Rios Moore
!N@IM!lkINB I DEGIi1M I TECHN-OL60V
44089
Sediment Basin Design
Name:
BASINBasin 1 TYPE OF
Disturbed Area:
5.70 ac
Additional Drainage Area:
0.00 ac
Total Drainage Area:
5.70 ac
Runoff Coeff [Cc]:
0.30
25-yr Rainfall Intensity [I]:
7.74 in/hr
25-yr Discharge [Q25]:
13.24 cfs
10260 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
4302 Required Surface Area ft2 (Q25 x 325)
46.4 Suggested Width ft
92.8 Suggested Length ft
48 Width at Surface Area (ft)
96 Length at Surface Area (ft)
3 Side Slope Ratio Z:1
3 Depth (ft)
30 Bottom Width (ft)
78 Bottom Length (ft)
2340 Bottom Area (ft 2)
10260 Actual Volume (ft) Okay
4608 Actual Surface Area (ft) Okay
15 Emergency Spillway Width (ft)
0.5 Depth of Flow (ft)
15.9 Spillway Capacity (cfs) Okay
2 Skimmer Size (in)
0.167 Head on Skimmer (ft)
1.75 Orifice Size (1/4 inch increments)
3.55 Dewatering Time (days)
Suggest about 3 days
L/W Ratio = 2.0
Skimmer Size
(Inches)
1.5
2
2.5
3
4
5
6
8
Okay
562.00
2340
0.00
0
0
563.00
3024
1.00
2682
2682
564.00
3780
2.00
3402
6084
565.00
4608
3.00
4194
10278
566.00
5508
4.00
5058
15336
Emergency Spillway Elevation:
Top of Embankment Elevation:
Bottom Elevation:
Embankment Width:
565.00 ft
566.00 ft
562.00 ft
5 ft
LATEST REVISION: 8/28/2019 1:06 PM
V
BASIN 41
Emmmz' ' TIMMONS GROUP
Sol Rios Moore
Time of Concentration Calculation
Modified Rational
Highest Elevation =
630
feet
Inlet Elevation =
587
feet
Difference =
43
feet
Travel Length =
800
feet
Tc =
L(' I H10.M5
Equation 2.3 Kirpich Equation
128
Where
Carolina Sunrock
44089
Tc =Time of Concentration (min)
H =Height of the most remote point on the watershed above
the outlet (ft)
L =Length of flow from the most remote point on the
watershed to the outlet (ft)
(Civil Engineering, Vol. 10, No. 6,June 1940,p.362.)
A graph of the Kirpich Equation also appears in Figure 2.4.
TC =
4.14
min
Tc =
5
min
Intensity 25 year =
7.74
in/hr
C =
0.30
Disturbed Area =
10.48
acres
Additional Drainage Area =
0.48
acres
Total Drainage Area=
10.96
acres
Equation 2.1 Rational Equation 0 = C I A
*RED IS USER INPUT
Where:
Q = Peak flow from the drainage area (cfs)
C = Coefficient of runoff (dimensionless)
I = Rainfall intensity for a given time to peak (in/hr)
A = Drainage area (acres)
Q25 = 25.45 cfs
LATEST REVISION: 8/28/2019 1:06 PM
BASIN 41 !�
TIMMONS GROUP
Sol Rios Moore OwauvnruNa I DESIGN I TECHNOLOGY
Sediment Basin Design
Disturbed Area:
10.48 ac
Additional Drainage Area:
0.48 ac
Total Drainage Area:
10.96 ac
Runoff Coeff [Cc]:
0.30
25-yr Rainfall Intensity [I]:
7.74 in/hr
25-yr Discharge [Q25]:
25.45 cfs
18864 Required Volume ft3 (Disturbed Area x 1800 cf/ac)
11070 Required Surface Area ft2
(Q25 x 435)
74.4 Suggested Width ft
148.8 Suggested Length ft
75 Width at Surface Area (ft)
150 Length at Surface Area (ft)
L/W Ratio = 2.0
3 Side Slope Ratio Z:1
2 Depth (ft)
63 Bottom Width (ft)
138 Bottom Length (ft)
8694 Bottom Area (ft�)
19896 Actual Volume (ft) Okay
11250 Actual Surface Area (ft) Okay
Skimmer Size
25 Emergency Spillway Width (ft)
Inches
0.5 Depth of Flow (ft)
1.5
26.5 Spillway Capacity (cfs) Okay
2
2.5
2.5 Skimmer Size (in)
3
0.208 Head on Skimmer (ft)
4
2.25 Orifice Size (1/4 inch increments)
5
3.54 Dewatering Time (days)
6
Suggest about 3 days
8
Okay
585.00
8694
0.00
0
0
586.00
9936
1.00
9315
9315
587.00
11250
2.00
10593
19908
588.00
12636
3.00
11943
31851
589.00
14094
4.00
13365
45216
Riser Elevation:
587.00 ft
Emergency Spillway Elevation:
588.00 ft
Top of Embankment Elevation:
589.00 ft
Bottom Elevation:
585.00 ft
Embankment Width:
10 ft
12 Barrel Size (in)
38 Barrel Length (LF)
585 Upstream Barrel Invert Elevation
584 Downstream Barrel Invert Elevation
2.63% Slope of Barrel (%)
HDPE Barrel Pipe Material
CMP Riser Material
18 Riser Size (in) Okay (Riser = 1.5 Barrel Size)
Carolina Sunrock
1.5 Riser Diameter (ft)
3.0 Height (ft)
Area Riser x Ht Riser x Density Water x Safety Factor
380 Buoyant Force (Ibs)
(.25)(pi)(Diameter)2 x (Height) x 62.4 pcf x 1.15 FS
2.5 Volume Required (cf)
Buoyant force / Density Of Concrete (150 pcf)
1.6 Square Root of Volume (ft)
(Assume 1 ft thick concrete footing)
2.0 Length of Concrete Footing
2.0 Width of Concrete Footing
1.0 Height of Concrete Footing (Thickness)
4 Volume Provided (cf)
*RED IS USER INPUT
44089
LATEST REVISION: 8/28/2019 1:06 PM
TDD 1A • Carolina Sunrock
WITMUCTIT, `Il TIMMONS GROUP ERNEUEREMN
David Hojsan F-1-FRINS I P] -r- I TFr.N 4D1 nr- 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A)
5.81 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Q10) =
13.5 (cfs)
Line channel with:
6 " rip -rap (Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 470 LF
Slope =
0.026 (ft/ft) Highest Elevation = 700
Z Required =
1.70 Ratio Lowest Elevation = 688
Side Slope (M) =
3 :1
Flow Depth (Y) = 1.00 ft 12.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 1.59 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
New A = 3.00 SF
New P = 6.32 Wetted perimeter
New R = 0.47 Hydraulic radius
Z Actual = 1.82 Must be greater than z required=> 1.70 Okay
New V = 4.83 fps
Minimum Design Geometry
Liner: North American Green, S150 1.75 LB/SF > 1.6 LB/SF Okay
Top Width = 9 ft
Min. Ditch Depth = 1.5 ft ------------- ------
3 Flow Depth (Y) = 1 ft
1
Bottom Width (B) = 0 ft
Geometry
Min. Ditch Depth (ft) Bottom Width (ft) Ditch Flow Depth (ft) I Top Width (ft) I Side Slope
1.50 0.00 1 1.00 1 9 1 3:1
Ditch Liner
North American Green, S150
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:23 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
Carolina Sunrock
r
44089
4.83 fps From Fig. 8.06.c: ZONE = 1
9 ft
3 sf Rip Rap Class = A
23.45 in Apron Thickness = 12 in
24 in Apron Length = 8.0 ft
Apron Width = Top Width.= 9.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 11:45 AM
1111111111111110,TMERTM,
TDD 113 • Carolina Sunrock
WITMUCTIT, `Il TIMMONS GROUP ERNEUEREMN
David Hojsan ENGINEERING I DESIGN I TECHNOLOG• 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A)=
0.25 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qla) =
0.6 (cfs)
Line channel with:
6 " rip -rap (Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 470 LF
Slope =
0.009 (ft/ft) Highest Elevation = 692
Z Required =
0.13 Ratio Lowest Elevation = 688
Side Slope (M) =
3 :1
Flow Depth (Y) = 0.50 ft 6.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 0.27 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
New A = 0.75 SF
New P = 3.16 Wetted perimeter
New R = 0.24 Hydraulic radius
Z Actual = 0.29 Must be greater than z required=> 0.13 Okay
New V = 1.76 fps
Minimum Design Geometry
Liner: North American Green, S75 1.55 LB/SF > 0.27 LB/SF Okay
+------------------------- -
To pW idoth - 6 ft
Min. Ditch Depth = 1 ft ,_____
3 Flow Depth (Y) = 0.5 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth (ft) Bottom Width (ft) Flow Depth (ft) Top Width (ft) jSide Slope
1.00 0.00 0.50 6 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:23 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
Carolina Sunrock
r
44089
1.76 fps From Fig. 8.06.c: ZONE = 1
6 ft
0.75 sf Rip Rap Class = A
11.73 in Apron Thickness = 12 in
12 in Apron Length = 4.0 ft
Apron Width = Top Width.= 6.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 11:54 AM
TDD 2A • Carolina Sunrock
WITMUCTIT, `Il TIMMONS GROUP ERNEUEREMN
David Hojsan F-1-FRINS I P] -r- I TFr.N 4D1 nr- 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A) =
11.52 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Q10) =
26.7 (cfs)
Line channel with: 6 " rip -rap (Assume 6" even if using grass)
Manning n = 0.030 (Dimensionless) Ditch Length = 505 LF
Slope = 0.010 (ft/ft) Highest Elevation = 668
Z Required = 5.41 Ratio Lowest Elevation = 663
Side Slope (M) = 3 :1
Flow Depth (Y) = 1.25 ft 15.0 in
Bottom Width (B) = 1.75 ft 21.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 0.77 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
NewA= 6.88 SF
New P = 9.66 Wetted perimeter
New R = 0.71 Hydraulic radius
Z Actual = 5.48 Must be greater than z required=> 5.41 Okay
New V = 3.94 fps
Minimum Design Geometry
Liner: North American Green, S75 1.55 LB/SF > 0.78 LB/SF Okay
-----------------------------------------------
Top Width = 12.25 ft
Min. Ditch Depth = 1.75 ft ------------- ------
3 Flow Depth (Y) = 1.25 ft
1
Bottom Width (B) = 1.75 ft
Geometry
Min. Ditch Depth (ft) Bottom Width (ft) Ditch Flow Depth (ft) I Top Width (ft) I Side Slope
1.75 1.75 1 1.25 1 12.25 1 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:23 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
Carolina Sunrock
r
44089
3.94 fps
From Fig. 8.06.c:
ZONE = 2
12.25 ft
6.875 sf
Rip Rap Class =
B
35.50 in
Apron Thickness =
18 in
26 in
Apron Length =
13.0 ft
Apron Width = Top Width.=
12.3 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 11:53 AM
TDD 2B • Carolina Sunrock
WITMUCTIT, `Il TIMMONS GROUP ERNEUEREMN
David Hojsan F-1-FRINS I P] -r- I TFr.N 4D1 nr- 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A)
9.84 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qla) =
22.8 (cfs)
Line channel with: 6 " rip -rap (Assume 6" even if using grass)
Manning n = 0.030 (Dimensionless) Ditch Length = 200 LF
Slope = 0.005 (ft/ft) Highest Elevation = 664
Z Required = 6.51 Ratio Lowest Elevation = 663
Side Slope (M) = 3 :1
Flow Depth (Y) = 1.50 ft 18.0 in
Bottom Width (B) = 1.00 ft 12.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 0.47 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
New A = 8.25 SF
New P = 10.49 Wetted perimeter
New R = 0.79 Hydraulic radius
Z Actual = 7.03 Must be greater than z required=> 6.51 Okay
New V = 2.99 fps
Minimum Design Geometry
Liner: North American Green, S75 1.55 LB/SF > 0.47 LB/SF Okay
-----------------------------------------------
Top Width = 13 ft
Min. Ditch Depth = 2 ft ------------- ------
3 Flow Depth (Y) = 1.5 ft
1
Bottom Width (B) = 1 ft
Geometry
Min. Ditch Depth (ft) Bottom Width (ft) Ditch Flow Depth (ft) I Top Width (ft) I Side Slope
2.00 1.00 1 1.50 1 13 1 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:23 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
Carolina Sunrock
r
44089
2.99 fps
From Fig. 8.06.c:
ZONE = 2
13 ft
8.25 sf
Rip Rap Class =
B
38.89 in
Apron Thickness =
18 in
42 in
Apron Length =
21.0 ft
Apron Width = Top Width.=
13.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 11:53 AM
TDD 3A • Carolina Sunrock
WITMUCTIT, `Il TIMMONS GROUP ERNEUEREMN
David Hojsan F-1-FRINS I P] -r- I TFr.N 4D1 nr- 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A) =
7.62 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Q10) =
17.7 (cfs)
Line channel with:
6 " rip -rap (Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 595 LF
Slope =
0.012 (ft/ft) Highest Elevation = 663
Z Required =
3.28 Ratio Lowest Elevation = 656
Side Slope (M) =
3 :1
Flow Depth (Y) = 1.00 ft 12.0 in
Bottom Width (B) = 1.75 ft 21.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 0.73 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
NewA= 4.75 SF
New P = 8.07 Wetted perimeter
New R = 0.59 Hydraulic radius
Z Actual = 3.33 Must be greater than z required=> 3.28 Okay
New V = 3.78 fps
Minimum Design Geometry
Liner: North American Green, S75 1.55 LB/SF > 0.74 LB/SF Okay
----------------------------
Top Width = 10.75 ft
Min. Ditch Depth = 1.5 ft ------------- ------
3 Flow Depth (Y) = 1 ft
1
Bottom Width (B) = 1.75 ft
Geometry
Min. Ditch Depth (ft) Bottom Width (ft) Ditch Flow Depth (ft) I Top Width (ft) I Side Slope
1.50 1.75 1 1.00 1 10.75 1 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:52 AM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity =
3.78 fps
From Fig. 8.06.c:
ZONE = 2
Top Width =
10.75 ft
Ditch Area =
4.75 sf
Rip Rap Class =
B
Equivalent Pipe Diameter =
29.51 in
Apron Thickness =
18 in
Equivalent Pipe Diameter =
30 in
Apron Length =
15.0 ft
Apron Width = Top Width.=
10.8 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 2:11 PM
TDD 4A • Carolina Sunrock
' `Il TIMMONS GROUP ERNEUEREMN
David Hojsan F-1-FRINS I P] -r- I TFr.N 4D1 nr- 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A) =
3.52 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qla) =
8.2 (cfs)
Line channel with: 6 " rip -rap (Assume 6" even if using grass)
Manning n = 0.030 (Dimensionless) Ditch Length = 1450 LF
Slope = 0.025 (ft/ft) Highest Elevation = 686
Z Required = 1.04 Ratio Lowest Elevation = 650
Side Slope (M) = 3 :1
Flow Depth (Y) = 1.00 ft 12.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 1.55 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
New A = 3.00 SF
New P = 6.32 Wetted perimeter
New R = 0.47 Hydraulic radius
Z Actual = 1.82 Must be greater than z required=> 1.04 Okay
New V = 4.76 fps
Minimum Design Geometry
Liner: North American Green, S75 1.55 LB/SF > 1.55 LB/SF Okay
Top Width = 9 ft
Min. Ditch Depth = 1.5 ft ------------- ------
3 Flow Depth (Y) = 1 ft
1
Bottom Width (B) = 0 ft
Geometry
Min. Ditch Depth (ft) Bottom Width (ft) Ditch Flow Depth (ft) I Top Width (ft) I Side Slope
1.50 0.00 1 1.00 1 9 1 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:34 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
Carolina Sunrock
r
44089
4.76 fps From Fig. 8.06.c: ZONE = 1
9 ft
3 sf Rip Rap Class = A
23.45 in Apron Thickness = 12 in
24 in Apron Length = 8.0 ft
Apron Width = Top Width.= 9.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 11:52 AM
1111111111111110,TMERTM,
TDD 413 • Carolina Sunrock
WITtgur-ITIT, `Il TIMMONS GROUP ERNEUEREMN
David Hojsan ENGINEERING I DESIGN I TECHNOLOG• 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A)=
7.32 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Q10) =
17.0 (cfs)
Line channel with:
6 " rip -rap (Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 1300 LF
Slope =
0.023 (ft/ft) Highest Elevation = 680
Z Required =
2.25 Ratio Lowest Elevation = 650
Side Slope (M) =
3 :1
Flow Depth (Y) = 1.00 ft 12.0 in
Bottom Width (B) = 0.75 ft 9.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 1.44 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
New A = 3.75 SF
New P = 7.07 Wetted perimeter
New R = 0.53 Hydraulic radius
Z Actual = 2.46 Must be greater than z required=> 2.25 Okay
New V = 4.94 fps
Minimum Design Geometry
Liner: North American Green, S75 1.55 LB/SF > 1.44 LB/SF Okay
+----------- ---------- -- -
T op Width - 9.75 ft '
Min. Ditch Depth = 1.Aft -------------------
3 Flow Depth (Y) = 1 ft
1
Bottom Width (B) = 0.75 ft
Min. Ditch Depth (ft) Bottom Width (ft) Flow Depth (ft) Top Width (ft) jSide Slope
1.50 0.75 1.00 9.75 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:35 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
Carolina Sunrock
r
44089
4.94 fps From Fig. 8.06.c: ZONE = 2
9.75 ft
3.75 sf Rip Rap Class = B
26.22 in Apron Thickness = 18 in
30 in Apron Length = 15.0 ft
Apron Width = Top Width.= 9.8 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 11:51 AM
TDD 5A • Carolina Sunrock
rRITMUCTIT, `Il TIMMONS GROUP ERNEUEREMN
David Hojsan F-1-FRINS I P] -r- I TFr.N 4D1 nr- 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A) =
2.08 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qla) =
4.8 (cfs)
Line channel with:
6 " rip -rap (Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 508 LF
Slope =
0.031 (ft/ft) Highest Elevation = 669
Z Required =
0.55 Ratio Lowest Elevation = 653
Side Slope (M) =
3 :1
Flow Depth (Y) = 0.75 ft 9.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 1.47 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
NewA= 1.69 SF
New P = 4.74 Wetted perimeter
New R = 0.36 Hydraulic radius
Z Actual = 0.85 Must be greater than z required=> 0.55 Okay
New V = 4.43 fps
Minimum Design Geometry
Liner: North American Green, S75 1.55 LB/SF > 1.48 LB/SF Okay
-----------------------------------------------
Top Width = 7.5 ft
Min. Ditch Depth = 1.25 ft ------------- ------
3 Flow Depth (Y) = 0.75 ft
1
Bottom Width (B) = 0 ft
Geometry
Min. Ditch Depth (ft) Bottom Width (ft) Ditch Flow Depth (ft) I Top Width (ft) I Side Slope
1.25 0.00 1 0.75 1 7.5 1 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:35 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
Carolina Sunrock
r
44089
4.43 fps From Fig. 8.06.c: ZONE = 1
7.5 ft
1.6875 sf Rip Rap Class = A
17.59 in Apron Thickness = 12 in
18 in Apron Length = 6.0 ft
Apron Width = Top Width.= 7.5 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 11:51 AM
TDD 5B • Carolina Sunrock
WITMUCTIT, `Il TIMMONS GROUP ERNEUEREMN
David Hojsan F-1-FRINS I P] -r- I TFr.N 4D1 nr- 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A) =
1.17 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Q10) =
2.7 (cfs)
Line channel with: 6 " rip -rap (Assume 6" even if using grass)
Manning n = 0.030 (Dimensionless) Ditch Length = 386 LF
Slope = 0.018 (ft/ft) Highest Elevation = 661
Z Required = 0.41 Ratio Lowest Elevation = 654
Side Slope (M) = 3 :1
Flow Depth (Y) = 0.75 ft 9.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 0.85 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
NewA= 1.69 SF
New P = 4.74 Wetted perimeter
New R = 0.36 Hydraulic radius
Z Actual = 0.85 Must be greater than z required=> 0.41 Okay
New V = 3.36 fps
Minimum Design Geometry
Liner: North American Green, S75 1.55 LB/SF > 0.85 LB/SF Okay
-----------------------------------------------
Top Width = 7.5 ft
Min. Ditch Depth = 1.25 ft ------------- ------
3 Flow Depth (Y) = 0.75 ft
1
Bottom Width (B) = 0 ft
Geometry
Min. Ditch Depth (ft) Bottom Width (ft) Ditch Flow Depth (ft) I Top Width (ft) I Side Slope
1.25 0.00 1 0.75 1 7.5 1 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:35 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
Carolina Sunrock
r
44089
3.36 fps From Fig. 8.06.c: ZONE = 1
7.5 ft
1.6875 sf Rip Rap Class = A
17.59 in Apron Thickness = 12 in
18 in Apron Length = 6.0 ft
Apron Width = Top Width.= 7.5 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 11:50 AM
TDD 6A • Carolina Sunrock
WITMUCTIT, `Il TIMMONS GROUP ERNEUEREMN
David Hojsan F-1-FRINS I P] -r- I TFr.N 4D1 nr- 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A)
4.59 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Q10) =
10.7 (cfs)
Line channel with: 6 " rip -rap (Assume 6" even if using grass)
Manning n = 0.030 (Dimensionless) Ditch Length = 616 LF
Slope = 0.034 (ft/ft) Highest Elevation = 660
Z Required = 1.16 Ratio Lowest Elevation = 639
Side Slope (M) = 3 :1
Flow Depth (Y) = 1.00 ft 12.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 2.13 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
New A = 3.00 SF
New P = 6.32 Wetted perimeter
New R = 0.47 Hydraulic radius
Z Actual = 1.82 Must be greater than z required=> 1.16 Okay
New V = 5.58 fps
Minimum Design Geometry
Liner: North American Green, C125 2.25 LB/SF > 2.13 LB/SF Okay
Top Width = 9 ft
Min. Ditch Depth = 1.5 ft ------------- ------
3 Flow Depth (Y) = 1 ft
1
Bottom Width (B) = 0 ft
Geometry
Min. Ditch Depth (ft) Bottom Width (ft) Ditch Flow Depth (ft) I Top Width (ft) I Side Slope
1.50 0.00 1 1.00 1 9 1 3:1
��Rch Liner
North American Green, C125
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:34 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
Carolina Sunrock
r
44089
5.58 fps From Fig. 8.06.c: ZONE = 1
9 ft
3 sf Rip Rap Class = A
23.45 in Apron Thickness = 12 in
24 in Apron Length = 8.0 ft
Apron Width = Top Width.= 9.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 11:58 AM
1111111111111110,TMERTM,
TDD 6B • Carolina Sunrock
WITMUCTIT, `Il TIMMONS GROUP ERNEUEREMN
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A)
2.41 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Q10) =
5.6 (cfs)
Line channel with:
6 " rip -rap (Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 610 LF
Slope =
0.025 (ft/ft) Highest Elevation = 653
Z Required =
0.72 Ratio Lowest Elevation = 638
Side Slope (M) =
3 :1
Flow Depth (Y) = 0.75 ft 9.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 1.15 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
NewA= 1.69 SF
New P = 4.74 Wetted perimeter
New R = 0.36 Hydraulic radius
Z Actual = 0.85 Must be greater than z required=> 0.72 Okay
New V = 3.91 fps
Minimum Design Geometry
Liner: North American Green, S75 1.55 LB/SF > 1.16 LB/SF Okay
-----------------------------------------------
Top Width = 7.5 ft
Min. Ditch Depth = 1.25 ft ___________________
3 Flow Depth (Y) = 0.75 ft
1
Bottom Width (B) = 0 ft
Geometry
Min. Ditch Depth (ft) Bottom Width (ft) Ditch Flow Depth (ft) Top Width (ft) Side Slope
1.25 0.00 1 0.75 7.5 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:57 AM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
D DD .-
Velocity =
3.91 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
7.5 ft
Ditch Area =
1.6875 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
17.59 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
18 in
Apron Length =
6.0 ft
Apron Width = Top Width.=
7.5 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 2:13 PM
.. •
TDD 7A • CCAC Building Solutions
WITMUCTrx, `Il TIMMONS GROUP ERNEUEZZMa
David Hojsan F-1-FRINS I P] -r- I TFr.N 4D1 nr- 42929
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A) =
7.25 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Q10) =
16.8 (cfs)
Line channel with:
6 " rip -rap (Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 360 LF
Slope =
0.019 (ft/ft) Highest Elevation = 636
Z Required =
2.43 Ratio Lowest Elevation = 629
Side Slope (M) =
3 :1
Flow Depth (Y) = 1.25 ft 15.0 in
Bottom Width (B) = 0.25 ft 3.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 1.52 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
New A = 5.00 SF
New P = 8.16 Wetted perimeter
New R = 0.61 Hydraulic radius
Z Actual = 3.61 Must be greater than z required=> 2.43 Okay
New V = 5.00 fps
Minimum Design Geometry
Liner: North American Green, S75 1.55 LB/SF > 1.52 LB/SF Okay
----------------------------
Top Width = 10"5 ft
Min. Ditch Depth = 1.75 ft ------------- ------
3 Flow Depth (Y) = 1.25 ft
1
Bottom Width (B) = 0.25 ft
Geometry
Min. Ditch Depth (ft) Bottom Width (ft) Ditch Flow Depth (ft) I Top Width (ft) I Side Slope
1.75 0.25 1 1.25 1 10.75 1 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:34 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
CCAC Building Solutions
NEREEKEM=
42929
5.00 fps
From Fig. 8.06.c:
ZONE = 2
10.75 ft
5 sf
Rip Rap Class =
B
30.28 in
Apron Thickness =
18 in
30 in
Apron Length =
15.0 ft
Apron Width = Top Width.=
10.8 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 11:56 AM
.. •
TDD 7B • CCAC Building Solutions
rRITMUCTrx, `Il TIMMONS GROUP ERNEUEZZMa
David Hojsan F-1-FRINS I P] -r- I TFr.N 4D1 nr- 42929
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A)
1.04 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Q10) =
2.4 (cfs)
Line channel with:
6 " rip -rap (Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 513 LF
Slope =
0.037 (ft/ft) Highest Elevation = 648
Z Required =
0.25 Ratio Lowest Elevation = 629
Side Slope (M) =
3 :1
Flow Depth (Y) = 0.50 ft 6.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 1.16 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
New A = 0.75 SF
New P = 3.16 Wetted perimeter
New R = 0.24 Hydraulic radius
Z Actual = 0.29 Must be greater than z required=> 0.25 Okay
New V = 3.66 fps
Minimum Design Geometry
Liner: North American Green, S75 1.55 LB/SF > 1.16 LB/SF Okay
-----------------------------------------------
Top Width = 6 ft
Min. Ditch Depth = 1 ft ------------- ------
3 Flow Depth (Y) = 0.5 ft
1
Bottom Width (B) = 0 ft
Geometry
Min. Ditch Depth (ft) Bottom Width (ft) Ditch Flow Depth (ft) I Top Width (ft) I Side Slope
1.00 0.00 1 0.50 1 6 1 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:36 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
CCAC Building Solutions
NEREEKEM=
42929
3.66 fps From Fig. 8.06.c: ZONE = 1
6 ft
0.75 sf Rip Rap Class = A
11.73 in Apron Thickness = 12 in
12 in Apron Length = 4.0 ft
Apron Width = Top Width.= 6.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 11:57 AM
����+ .. •MA
TDD 8A • CCAC Building Solutions
WITMUCTrx, `Il TIMMONS GROUP ERNEUEZZMa
David Hojsan ENGINEERING I DESIGN I TECHNOLOG• 42929
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A)=
0.94 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qla) =
2.2 (cfs)
Line channel with:
6 " rip -rap (Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 250 LF
Slope =
0.044 (ft/ft) Highest Elevation = 624
Z Required =
0.21 Ratio Lowest Elevation = 613
Side Slope (M) =
3 :1
Flow Depth (Y) = 0.50 ft 6.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 1.37 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
New A = 0.75 SF
New P = 3.16 Wetted perimeter
New R = 0.24 Hydraulic radius
Z Actual = 0.29 Must be greater than z required=> 0.21 Okay
New V = 3.99 fps
Minimum Design Geometry
Liner: North American Green, S75 1.55 LB/SF > 1.38 LB/SF Okay
+------------------------- -
To pW idoth - 6 ft
Min. Ditch Depth = 1 ft ,_____
3 Flow Depth (Y) = 0.5 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth (ft) Bottom Width (ft) Flow Depth (ft) Top Width (ft) jSide Slope
1.00 0.00 0.50 6 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:25 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
CCAC Building Solutions
NEREEKEM=
42929
3.99 fps From Fig. 8.06.c: ZONE = 1
6 ft
0.75 sf Rip Rap Class = A
11.73 in Apron Thickness = 12 in
12 in Apron Length = 4.0 ft
Apron Width = Top Width.= 6.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 11:56 AM
.. •
TDD 8B • CCAC Building Solutions
WITMUCTrx, `Il TIMMONS GROUP ERNEUEZZMa
David Hojsan F-1-FRINS I P] -r- I TFr.N 4D1 nr- 42929
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A) =
0.87 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qla) =
2.0 (cfs)
Line channel with: 6 " rip -rap (Assume 6" even if using grass)
Manning n = 0.030 (Dimensionless) Ditch Length = 493 LF
Slope = 0.039 (ft/ft) Highest Elevation = 632
Z Required = 0.21 Ratio Lowest Elevation = 613
Side Slope (M) = 3 :1
Flow Depth (Y) = 0.50 ft 6.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 1.20 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
New A = 0.75 SF
New P = 3.16 Wetted perimeter
New R = 0.24 Hydraulic radius
Z Actual = 0.29 Must be greater than z required=> 0.21 Okay
New V = 3.74 fps
Minimum Design Geometry
Liner: North American Green, S75 1.55 LB/SF > 1.21 LB/SF Okay
-----------------------------------------------
Top Width = 6 ft
Min. Ditch Depth = 1 ft ------------- ------
3 Flow Depth (Y) = 0.5 ft
1
Bottom Width (B) = 0 ft
Geometry
Min. Ditch Depth (ft) Bottom Width (ft) Ditch Flow Depth (ft) I Top Width (ft) I Side Slope
1.00 0.00 1 0.50 1 6 1 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:25 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
CCAC Building Solutions
NEREEKEM=
42929
3.74 fps From Fig. 8.06.c: ZONE = 1
6 ft
0.75 sf Rip Rap Class = A
11.73 in Apron Thickness = 12 in
12 in Apron Length = 4.0 ft
Apron Width = Top Width.= 6.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 11:57 AM
1111111111111110,TMERTM,
TDD 9A • Carolina Sunrock
rRITMUCTIT, `Il TIMMONS GROUP ERNEUEREMN
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A) =
5.60 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Q10) =
13.0 (cfs)
Line channel with: 6 " rip -rap (Assume 6" even if using grass)
Manning n = 0.030 (Dimensionless) Ditch Length = 790 LF
Slope = 0.018 (ft/ft) Highest Elevation = 657
Z Required = 1.97 Ratio Lowest Elevation = 643
Side Slope (M) = 3 :1
Flow Depth (Y) = 1.00 ft 12.0 in
Bottom Width (B) = 0.25 ft 3.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 1.11 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
New A = 3.25 SF
New P = 6.57 Wetted perimeter
New R = 0.49 Hydraulic radius
Z Actual = 2.03 Must be greater than z required=> 1.97 Okay
New V = 4.13 fps
Minimum Design Geometry
Liner: North American Green, S75 1.55 LB/SF > 1.11 LB/SF Okay
----------------------------
Top Width = 9.25 ft
Min. Ditch Depth = 1.5 ft ------------- ------
3 Flow Depth (Y) = 1 ft
1
Bottom Width (B) = 0.25 ft
Geometry
Min. Ditch Depth (ft) Bottom Width (ft) Ditch Flow Depth (ft) Top Width (ft) Side Slope
1.50 0.25 1 1.00 9.25 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:25 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
Carolina Sunrock
r
44089
4.13 fps From Fig. 8.06.c: ZONE = 1
9.25 ft
3.25 sf Rip Rap Class = A
24.41 in Apron Thickness = 12 in
24 in Apron Length = 8.0 ft
Apron Width = Top Width.= 9.3 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 11:56 AM
TDD 9B • Carolina Sunrock
rRITMUCTIT, `Il TIMMONS GROUP ERNEUEREMN
David Hojsan F-1-FRINS I P] -r- I TFr.N 4D1 nr- 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A)
4.51 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Q10) =
10.5 (cfs)
Line channel with:
6 " rip -rap (Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 780 LF
Slope =
0.014 (ft/ft) Highest Elevation = 654
Z Required =
1.78 Ratio Lowest Elevation = 643
Side Slope (M) =
3 :1
Flow Depth (Y) = 1.00 ft 12.0 in
Bottom Width (B) = 0.25 ft 3.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 0.88 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
New A = 3.25 SF
New P = 6.57 Wetted perimeter
New R = 0.49 Hydraulic radius
Z Actual = 2.03 Must be greater than z required=> 1.78 Okay
New V = 3.69 fps
Minimum Design Geometry
Liner: North American Green, S75 1.55 LB/SF > 0.88 LB/SF Okay
f----------------------------
Top Width = 9.25 ft
Min. Ditch Depth = 1.5 ft ------------- ------
3 Flow Depth (Y) = 1 ft
1
Bottom Width (B) = 0.25 ft
Geometry
Min. Ditch Depth (ft) Bottom Width (ft) Ditch Flow Depth (ft) I Top Width (ft) I Side Slope
1.50 0.25 1 1.00 1 9.25 1 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:25 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
Carolina Sunrock
r
44089
3.69 fps From Fig. 8.06.c: ZONE = 1
9.25 ft
3.25 sf Rip Rap Class = A
24.41 in Apron Thickness = 12 in
24 in Apron Length = 8.0 ft
Apron Width = Top Width.= 9.3 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 11:55 AM
TDD 10A • Carolina Sunrock
WITMUCTIT, `Il TIMMONS GROUP ERNEUEREMN
David Hojsan F-1-FRINS I P] -r- I TFr.N 4D1 nr- 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A) =
0.66 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Q10) =
1.5 (cfs)
Line channel with:
6 " rip -rap (Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 120 LF
Slope =
0.033 (ft/ft) Highest Elevation = 654
Z Required =
0.17 Ratio Lowest Elevation = 650
Side Slope (M) =
3 :1
Flow Depth (Y) = 0.50 ft 6.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 1.04 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
New A = 0.75 SF
New P = 3.16 Wetted perimeter
New R = 0.24 Hydraulic radius
Z Actual = 0.29 Must be greater than z required=> 0.17 Okay
New V = 3.47 fps
Minimum Design Geometry
Liner: North American Green, S75 1.55 LB/SF > 1.04 LB/SF Okay
-----------------------------------------------
Top Width = 6 ft
Min. Ditch Depth = 1 ft ------------- ------
3 Flow Depth (Y) = 0.5 ft
1
Bottom Width (B) = 0 ft
Geometry
Min. Ditch Depth (ft) Bottom Width (ft) Ditch Flow Depth (ft) I Top Width (ft) I Side Slope
1.00 0.00 1 0.50 1 6 1 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:24 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
Carolina Sunrock
r
44089
3.47 fps From Fig. 8.06.c: ZONE = 1
6 ft
0.75 sf Rip Rap Class = A
11.73 in Apron Thickness = 12 in
12 in Apron Length = 4.0 ft
Apron Width = Top Width.= 6.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 11:58 AM
TDD 10B • Carolina Sunrock
WITMUCTIT, `Il TIMMONS GROUP ERNEUEREMN
David Hojsan F-1-FRINS I P] -r- I TFr.N 4D1 nr- 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A) =
2.42 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qla) =
5.6 (cfs)
Line channel with:
6 " rip -rap (Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 156 LF
Slope =
0.019 (ft/ft) Highest Elevation = 653
Z Required =
0.82 Ratio Lowest Elevation = 650
Side Slope (M) =
3 :1
Flow Depth (Y) = 0.75 ft 9.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 0.90 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
NewA= 1.69 SF
New P = 4.74 Wetted perimeter
New R = 0.36 Hydraulic radius
Z Actual = 0.85 Must be greater than z required=> 0.82 Okay
New V = 3.46 fps
Minimum Design Geometry
Liner: North American Green, S75 1.55 LB/SF > 0.9 LB/SF Okay
-----------------------------------------------
Top Width = 7.5 ft
Min. Ditch Depth = 1.25 ft ------------- ------
3 Flow Depth (Y) = 0.75 ft
1
Bottom Width (B) = 0 ft
Geometry
Min. Ditch Depth (ft) Bottom Width (ft) Ditch Flow Depth (ft) I Top Width (ft) I Side Slope
1.25 0.00 1 0.75 1 7.5 1 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:24 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
Carolina Sunrock
r
44089
3.46 fps From Fig. 8.06.c: ZONE = 1
7.5 ft
1.6875 sf Rip Rap Class = A
17.59 in Apron Thickness = 12 in
18 in Apron Length = 6.0 ft
Apron Width = Top Width.= 7.5 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 11:56 AM
TDD 11A • Carolina Sunrock
WITMUCTIT, `Il TIMMONS GROUP ERNEUEREMN
David Hojsan F-1-FRINS I P] -r- I TFr.N 4D1 nr- 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A) =
4.06 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qla) =
9.4 (cfs)
Line channel with: 6 " rip -rap (Assume 6" even if using grass)
Manning n = 0.030 (Dimensionless) Ditch Length = 1126 LF
Slope = 0.020 (ft/ft) Highest Elevation = 653
Z Required = 1.33 Ratio Lowest Elevation = 630
Side Slope (M) = 3 :1
Flow Depth (Y) = 1.00 ft 12.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 1.27 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
New A = 3.00 SF
New P = 6.32 Wetted perimeter
New R = 0.47 Hydraulic radius
Z Actual = 1.82 Must be greater than z required=> 1.33 Okay
New V = 4.32 fps
Minimum Design Geometry
Liner: North American Green, S75 1.55 LB/SF > 1.28 LB/SF Okay
Top Width = 9 ft
Min. Ditch Depth = 1.5 ft ------------- ------
3 Flow Depth (Y) = 1 ft
1
Bottom Width (B) = 0 ft
Geometry
Min. Ditch Depth (ft) Bottom Width (ft) Ditch Flow Depth (ft) I Top Width (ft) I Side Slope
1.50 0.00 1 1.00 1 9 1 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:38 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
Carolina Sunrock
r
44089
4.32 fps From Fig. 8.06.c: ZONE = 1
9 ft
3 sf Rip Rap Class = A
23.45 in Apron Thickness = 12 in
24 in Apron Length = 8.0 ft
Apron Width = Top Width.= 9.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 12:50 PM
TDD 11B • Carolina Sunrock
WITMUCTIT, `Il TIMMONS GROUP ERNEUEREMN
David Hojsan F-1-FRINS I P] -r- I TFr.N 4D1 nr- 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A)
9.71 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Q10) =
22.5 (cfs)
Line channel with:
6 " rip -rap (Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 848 LF
Slope =
0.014 (ft/ft) Highest Elevation = 642
Z Required =
3.82 Ratio Lowest Elevation = 630
Side Slope (M) =
3 :1
Flow Depth (Y) = 1.25 ft 15.0 in
Bottom Width (B) = 0.50 ft 6.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 1.10 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
NewA= 5.31 SF
New P = 8.41 Wetted perimeter
New R = 0.63 Hydraulic radius
Z Actual = 3.91 Must be greater than z required=> 3.82 Okay
New V = 4.35 fps
Minimum Design Geometry
Liner: North American Green, S75 1.55 LB/SF > 1.11 LB/SF Okay
----------------------------
Top Width = 11 ft
Min. Ditch Depth = 1.75 ft ------------- ------
3 Flow Depth (Y) = 1.25 ft
1
Bottom Width (B) = 0.5 ft
Geometry
Min. Ditch Depth (ft) Bottom Width (ft) Ditch Flow Depth (ft) I Top Width (ft) I Side Slope
1.75 0.50 1 1.25 1 11 1 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:39 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
Carolina Sunrock
r
44089
4.35 fps
From Fig. 8.06.c:
ZONE = 2
11 ft
5.3125 sf
Rip Rap Class =
B
31.21 in
Apron Thickness =
18 in
36 in
Apron Length =
18.0 ft
Apron Width = Top Width.=
11.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 12:44 PM
TDD 12A • Carolina Sunrock
WITMUCTIT, `Il TIMMONS GROUP ERNEUEREMN
David Hojsan F-1-FRINS I P] -r- I TFr.N 4D1 nr- 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A)
0.97 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qla) =
2.3 (cfs)
Line channel with: 6 " rip -rap (Assume 6" even if using grass)
Manning n = 0.030 (Dimensionless) Ditch Length = 410 LF
Slope = 0.049 (ft/ft) Highest Elevation = 642
Z Required = 0.21 Ratio Lowest Elevation = 622
Side Slope (M) = 3 :1
Flow Depth (Y) = 0.50 ft 6.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 1.52 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
New A = 0.75 SF
New P = 3.16 Wetted perimeter
New R = 0.24 Hydraulic radius
Z Actual = 0.29 Must be greater than z required=> 0.21 Okay
New V = 4.20 fps
Minimum Design Geometry
Liner: North American Green, S75 1.55 LB/SF > 1.53 LB/SF Okay
-----------------------------------------------
Top Width = 6 ft
Min. Ditch Depth = 1 ft ------------- ------
3 Flow Depth (Y) = 0.5 ft
1
Bottom Width (B) = 0 ft
Geometry
Min. Ditch Depth (ft) Bottom Width (ft) Ditch Flow Depth (ft) I Top Width (ft) I Side Slope
1.00 0.00 1 0.50 1 6 1 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:39 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
Carolina Sunrock
r
44089
4.20 fps From Fig. 8.06.c: ZONE = 1
6 ft
0.75 sf Rip Rap Class = A
11.73 in Apron Thickness = 12 in
12 in Apron Length = 4.0 ft
Apron Width = Top Width.= 6.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 12:45 PM
TDD 12B • Carolina Sunrock
WITMUCTIT, `Il TIMMONS GROUP ERNEUEREMN
David Hojsan F-1-FRINS I P] -r- I TFr.N 4D1 nr- 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A) =
1.50 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Q10) =
3.5 (cfs)
Line channel with:
6 " rip -rap (Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 565 LF
Slope =
0.035 (ft/ft) Highest Elevation = 642
Z Required =
0.37 Ratio Lowest Elevation = 622
Side Slope (M) =
3 :1
Flow Depth (Y) = 0.75 ft 9.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 1.66 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
NewA= 1.69 SF
New P = 4.74 Wetted perimeter
New R = 0.36 Hydraulic radius
Z Actual = 0.85 Must be greater than z required=> 0.37 Okay
New V = 4.69 fps
Minimum Design Geometry
Liner: North American Green, S150 1.75 LB/SF > 1.66 LB/SF Okay
-----------------------------------------------
Top Width = 7.5 ft
Min. Ditch Depth = 1.25 ft ------------- ------
3 Flow Depth (Y) = 0.75 ft
1
Bottom Width (B) = 0 ft
Geometry
Min. Ditch Depth (ft) Bottom Width (ft) Ditch Flow Depth (ft) I Top Width (ft) I Side Slope
1.25 0.00 1 0.75 1 7.5 1 3:1
Ditch Liner
North American Green, S150
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:39 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
Carolina Sunrock
r
44089
4.69 fps From Fig. 8.06.c: ZONE = 1
7.5 ft
1.6875 sf Rip Rap Class = A
17.59 in Apron Thickness = 12 in
18 in Apron Length = 6.0 ft
Apron Width = Top Width.= 7.5 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 12:50 PM
TDD 13A • Carolina Sunrock
WITMUCTIT, `Il TIMMONS GROUP ERNEUEREMN
David Hojsan F-1-FRINS I P] -r- I TFr.N 4D1 nr- 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A) =
4.69 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Q10) =
10.9 (cfs)
Line channel with: 6 " rip -rap (Assume 6" even if using grass)
Manning n = 0.030 (Dimensionless) Ditch Length = 1132 LF
Slope = 0.042 (ft/ft) Highest Elevation = 666
Z Required = 1.08 Ratio Lowest Elevation = 619
Side Slope (M) = 3 :1
Flow Depth (Y) = 1.00 ft 12.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 2.59 LB/SF
General Lining LB/SF
Jute Net
0.45
Curled Mat
1.55
Class A (4"@9"THK)
2.00
Class B (8"@18"THK)
3.50
Class I (12"@22"THK)
5.00
Class II (18"@30"THK)
7.50
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Green Lining
S75
LIB/SF
1.55
S150
1.75
SC150
2.10
C 125
2.25
P300
8.00
New A = 3.00 SF
New P = 6.32 Wetted perimeter
New R = 0.47 Hydraulic radius
Z Actual = 1.82 Must be greater than z required=> 1.08 Okay
New V = 6.16 fps
Minimum Design Geometry
Liner: Class B (8"@18"THK) 3.50 LB/SF > 2.6 LB/SF Okay
Top Width = 9 ft
Min. Ditch Depth = 1.5 ft ------------- ------
3 Flow Depth (Y) = 1 ft
1
Bottom Width (B) = 0 ft
Geometry
Min. Ditch Depth (ft) Bottom Width (ft) Ditch Flow Depth (ft) I Top Width (ft) I Side Slope
1.50 0.00 1 1.00 1 9 1 3:1
Ditch Liner
Class B 8" 18"THK
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:38 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
Carolina Sunrock
r
44089
6.16 fps From Fig. 8.06.c: ZONE = 2
9 ft
3 sf Rip Rap Class = B
23.45 in Apron Thickness = 18 in
24 in Apron Length = 12.0 ft
Apron Width = Top Width.= 9.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 12:48 PM
1111111111111110,TMERTM,
TDD 13B • Carolina Sunrock
WITMUCTIT, `Il TIMMONS GROUP ERNEUEREMN
David Hojsan ENGINEERING I DESIGN I TECHNOLOG• 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A) =
3.12 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Q10) =
7.2 (cfs)
Line channel with:
6 " rip -rap (Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 710 LF
Slope =
0.004 (ft/ft) Highest Elevation = 622
Z Required =
2.24 Ratio Lowest Elevation = 619
Side Slope (M) =
3 :1
Flow Depth (Y) = 1.00 ft 12.0 in
Bottom Width (B) = 0.75 ft 9.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 0.26 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
New A = 3.75 SF
New P = 7.07 Wetted perimeter
New R = 0.53 Hydraulic radius
Z Actual = 2.46 Must be greater than z required=> 2.24 Okay
New V = 2.11 fps
Minimum Design Geometry
Liner: North American Green, S75 1.55 LB/SF > 0.27 LB/SF Okay
+----------- ---------- -- -
T op Width - 9.75 ft '
Min. Ditch Depth = 1.Aft -------------------
3 Flow Depth (Y) = 1 ft
1
Bottom Width (B) = 0.75 ft
Min. Ditch Depth (ft) Bottom Width (ft) Flow Depth (ft) Top Width (ft) jSide Slope
1.50 0.75 1.00 9.75 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:38 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
Carolina Sunrock
r
44089
2.11 fps From Fig. 8.06.c: ZONE = 1
9.75 ft
3.75 sf Rip Rap Class = A
26.22 in Apron Thickness = 12 in
30 in Apron Length = 10.0 ft
Apron Width = Top Width.= 9.8 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 12:44 PM
1111111111111110,TMERTM,
TDD 14A • Carolina Sunrock
WITrgur-ITIT, `Il TIMMONS GROUP ERNEUEREMN
David Hojsan ENGINEERING I DESIGN I TECHNOLOG• 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A)=
0.25 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qla) =
0.6 (cfs)
Line channel with:
6 " rip -rap (Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 230 LF
Slope =
0.078 (ft/ft) Highest Elevation = 618
Z Required =
0.04 Ratio Lowest Elevation = 600
Side Slope (M) =
3 :1
Flow Depth (Y) = 0.25 ft 3.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 1.22 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
NewA= 0.19 SF
New P = 1.58 Wetted perimeter
New R = 0.12 Hydraulic radius
Z Actual = 0.05 Must be greater than z required=> 0.04 Okay
New V = 3.35 fps
Minimum Design Geometry
Liner: North American Green, S75 1.55 LB/SF > 1.23 LB/SF Okay
-----------------------------------------------
Top Width = 4.5 ft
Min. Ditch Depth = 0.75 ft ___________________
3 Flow Depth (Y) = 0.25 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth (ft) Bottom Width (ft) Flow Depth (ft) Top Width (ft) jSide Slope
0.75 0.00 0.25 4.5 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:39 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
Carolina Sunrock
r
44089
3.35 fps From Fig. 8.06.c: ZONE = 1
4.5 ft
0.1875 sf Rip Rap Class = A
5.86 in Apron Thickness = 12 in
6 in Apron Length = 2.0 ft
Apron Width = Top Width.= 4.5 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 12:50 PM
TDD 14B • Carolina Sunrock
' `Il TIMMONS GROUP ERNEUEREMN
David Hojsan F-1-FRINS I P] -r- I TFr.N 4D1 nr- 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A) =
3.25 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Q10) =
7.5 (cfs)
Line channel with:
6 " rip -rap (Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 615 LF
Slope =
0.036 (ft/ft) Highest Elevation = 622
Z Required =
0.80 Ratio Lowest Elevation = 600
Side Slope (M) =
3 :1
Flow Depth (Y) = 0.75 ft 9.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 1.67 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
NewA= 1.69 SF
New P = 4.74 Wetted perimeter
New R = 0.36 Hydraulic radius
Z Actual = 0.85 Must be greater than z required=> 0.80 Okay
New V = 4.72 fps
Minimum Design Geometry
Liner: North American Green, S150 1.75 LB/SF > 1.68 LB/SF Okay
-----------------------------------------------
Top Width = 7.5 ft
Min. Ditch Depth = 1.25 ft ------------- ------
3 Flow Depth (Y) = 0.75 ft
1
Bottom Width (B) = 0 ft
Geometry
Min. Ditch Depth (ft) Bottom Width (ft) Ditch Flow Depth (ft) I Top Width (ft) I Side Slope
1.25 0.00 1 0.75 1 7.5 1 3:1
Ditch Liner
North American Green, S150
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:38 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
Carolina Sunrock
r
44089
4.72 fps From Fig. 8.06.c: ZONE = 1
7.5 ft
1.6875 sf Rip Rap Class = A
17.59 in Apron Thickness = 12 in
18 in Apron Length = 6.0 ft
Apron Width = Top Width.= 7.5 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 12:51 PM
. 00*00 - •
TDD 15A a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
April Blye ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
1.34 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
3.1 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 183 LF
Slope =
0.071 (ft/ft)
Highest Elevation = 631
Z Required =
0.24 Ratio
Lowest Elevation = 618
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
0.50 ft
6.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
2.22 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 0.75 SF
New P = 3.16 Wetted perimeter
New R = 0.24 Hydraulic radius
Z Actual = 0.29 Must be greater than z required=> 0.24 Okay
New V = 5.07 fps
DesignMinimum
Liner: North American Green, C125 2.25 LB/SF > 2.22 LB/SF Okay
------------------------------------------------
Top Width = 6 ft
Min. Ditch Depth = 1 ft --------------
Flow Flow Depth (Y) = 0.5 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.00 0.00 1 0.50 1 6 3:1
Ditch
North American Green, C125 *RED IS USER INPUT
LATEST REVISION: 8/28/2019 2:04 PM
TIMMONS GROUP
April Blye
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity =
5.07 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
6 ft
Ditch Area =
0.75 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
11.73 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
15 in
Apron Length =
5.0 ft
Apron Width = Top Width.=
6.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 2:04 PM
. 00*00 - •
TDD 15B a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
April Blye ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
0.21 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
0.5 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 139 LF
Slope =
0.086 (ft/ft)
Highest Elevation = 630
Z Required =
0.03 Ratio
Lowest Elevation = 618
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
0.30 ft
3.6 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
1.62 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 0.27 SF
New P = 1.90 Wetted perimeter
New R = 0.14 Hydraulic radius
Z Actual = 0.07 Must be greater than z required=> 0.03 Okay
New V = 3.98 fps
DesignMinimum
Liner: North American Green, S150 1.75 LB/SF > 1.62 LB/SF Okay
r----------------
Top Width = 4.8 ft
Min. Ditch Depth = 0.8 ft _____________T____.
3 Flow Depth (Y) = 0.3 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
0.80 0.00 1 0.30 1 4.8 3:1
Ditch
North American Green, S150 *RED IS USER INPUT
LATEST REVISION: 8/28/2019 2:06 PM
TIMMONS GROUP
April Blye
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity =
3.98 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
4.8 ft
Ditch Area =
0.27 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
7.04 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
12 in
Apron Length =
4.0 ft
Apron Width = Top Width.=
4.8 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 2:06 PM
TDD 16A • Carolina Sunrock
WITMUCTIT, `Il TIMMONS GROUP ERNEUEREMN
David Hojsan F-1-FRINS I P] -r- I TFr.N 4D1 nr- 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A) =
2.06 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qla) =
4.8 (cfs)
Line channel with:
6 " rip -rap (Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 925 LF
Slope =
0.021 (ft/ft) Highest Elevation = 619
Z Required =
0.67 Ratio Lowest Elevation = 600
Side Slope (M) =
3 :1
Flow Depth (Y) = 0.75 ft 9.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 0.96 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
NewA= 1.69 SF
New P = 4.74 Wetted perimeter
New R = 0.36 Hydraulic radius
Z Actual = 0.85 Must be greater than z required=> 0.67 Okay
New V = 3.57 fps
Minimum Design Geometry
Liner: North American Green, S75 1.55 LB/SF > 0.97 LB/SF Okay
-----------------------------------------------
Top Width = 7.5 ft
Min. Ditch Depth = 1.25 ft ------------- ------
3 Flow Depth (Y) = 0.75 ft
1
Bottom Width (B) = 0 ft
Geometry
Min. Ditch Depth (ft) Bottom Width (ft) Ditch Flow Depth (ft) I Top Width (ft) I Side Slope
1.25 0.00 1 0.75 1 7.5 1 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:43 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
Carolina Sunrock
r
44089
3.57 fps From Fig. 8.06.c: ZONE = 1
7.5 ft
1.6875 sf Rip Rap Class = A
17.59 in Apron Thickness = 12 in
18 in Apron Length = 6.0 ft
Apron Width = Top Width.= 7.5 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 12:52 PM
1111111111111110,TMERTM,
TDD 16B • Carolina Sunrock
WITMUCTIT, `Il TIMMONS GROUP ERNEUEREMN
David Hojsan ENGINEERING I DESIGN I TECHNOLOG• 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A)=
1.34 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Q10) =
3.1 (cfs)
Line channel with:
6 " rip -rap (Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 665 LF
Slope =
0.014 (ft/ft) Highest Elevation = 609
Z Required =
0.54 Ratio Lowest Elevation = 600
Side Slope (M) =
3 :1
Flow Depth (Y) = 0.75 ft 9.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 0.63 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
NewA= 1.69 SF
New P = 4.74 Wetted perimeter
New R = 0.36 Hydraulic radius
Z Actual = 0.85 Must be greater than z required=> 0.54 Okay
New V = 2.90 fps
Minimum Design Geometry
Liner: North American Green, S75 1.55 LB/SF > 0.64 LB/SF Okay
-----------------------------------------------
Top Width = 7.5 ft
Min. Ditch Depth = 1.25 ft ___________________
3 Flow Depth (Y) = 0.75 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth (ft) Bottom Width (ft) Flow Depth (ft) Top Width (ft) jSide Slope
1.25 0.00 0.75 7.5 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:42 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
Carolina Sunrock
r
44089
2.90 fps From Fig. 8.06.c: ZONE = 1
7.5 ft
1.6875 sf Rip Rap Class = A
17.59 in Apron Thickness = 12 in
18 in Apron Length = 6.0 ft
Apron Width = Top Width.= 7.5 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 12:55 PM
TDD 17A • Carolina Sunrock
WITMUCTIT, `Il TIMMONS GROUP ERNEUEREMN
David Hojsan F-1-FRINS I P] -r- I TFr.N 4D1 nr- 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A) =
0.34 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qla) =
0.8 (cfs)
Line channel with:
6 " rip -rap (Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 115 LF
Slope =
0.087 (ft/ft) Highest Elevation = 609
Z Required =
0.05 Ratio Lowest Elevation = 599
Side Slope (M) =
3 :1
Flow Depth (Y) = 0.50 ft 6.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 2.71 LB/SF
General Lining LB/SF
Jute Net
0.45
Curled Mat
1.55
Class A (4"@9"THK)
2.00
Class B (8"@18"THK)
3.50
Class I (12"@22"THK)
5.00
Class II (18"@30"THK)
7.50
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Green Lining
S75
LIB/SF
1.55
S150
1.75
SC150
2.10
C 125
2.25
P300
8.00
New A = 0.75 SF
New P = 3.16 Wetted perimeter
New R = 0.24 Hydraulic radius
Z Actual = 0.29 Must be greater than z required=> 0.05 Okay
New V = 5.61 fps
Minimum Design Geometry
Liner: Class B (8"@18"THK) 3.50 LB/SF > 2.72 LB/SF Okay
Top W idth = 6 ft
Min. Ditch Depth = 1 ft ------------- ------
3 Flow Depth (Y) = 0.5 ft
1
Bottom Width (B) = 0 ft
Geometry
Min. Ditch Depth (ft) Bottom Width (ft) Ditch Flow Depth (ft) I Top Width (ft) I Side Slope
1.00 0.00 1 0.50 1 6 1 3:1
Ditch Liner
Class B 8" 18"THK
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:41 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
Carolina Sunrock
r
44089
5.61 fps From Fig. 8.06.c: ZONE = 1
6 ft
0.75 sf Rip Rap Class = A
11.73 in Apron Thickness = 12 in
12 in Apron Length = 4.0 ft
Apron Width = Top Width.= 6.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 12:55 PM
TDD 17B • Carolina Sunrock
WITMUCTIT, `Il TIMMONS GROUP ERNEUEREMN
David Hojsan F-1-FRINS I P] -r- I TFr.N 4D1 nr- 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A)
0.59 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Q10) =
1.4 (cfs)
Line channel with:
6 " rip -rap (Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 205 LF
Slope =
0.015 (ft/ft) Highest Elevation = 609
Z Required =
0.23 Ratio Lowest Elevation = 606
Side Slope (M) =
3 :1
Flow Depth (Y) = 0.50 ft 6.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 0.46 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
New A = 0.75 SF
New P = 3.16 Wetted perimeter
New R = 0.24 Hydraulic radius
Z Actual = 0.29 Must be greater than z required=> 0.23 Okay
New V = 2.30 fps
Minimum Design Geometry
Liner: North American Green, S75 1.55 LB/SF > 0.46 LB/SF Okay
-----------------------------------------------
Top Width = 6 ft
Min. Ditch Depth = 1 ft ------------- ------
3 Flow Depth (Y) = 0.5 ft
1
Bottom Width (B) = 0 ft
Geometry
Min. Ditch Depth (ft) Bottom Width (ft) Ditch Flow Depth (ft) I Top Width (ft) I Side Slope
1.00 0.00 1 0.50 1 6 1 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:42 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
Carolina Sunrock
r
44089
2.30 fps From Fig. 8.06.c: ZONE = 1
6 ft
0.75 sf Rip Rap Class = A
11.73 in Apron Thickness = 12 in
12 in Apron Length = 4.0 ft
Apron Width = Top Width.= 6.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 12:53 PM
TDD 18A • Carolina Sunrock
WITMUCTIT, `Il TIMMONS GROUP ERNEUEREMN
David Hojsan F-1-FRINS I P] -r- I TFr.N 4D1 nr- 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A)
2.33 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qla) =
5.4 (cfs)
Line channel with:
6 " rip -rap (Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 550 LF
Slope =
0.040 (ft/ft) Highest Elevation = 606
Z Required =
0.54 Ratio Lowest Elevation = 584
Side Slope (M) =
3 :1
Flow Depth (Y) = 0.75 ft 9.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 1.87 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
NewA= 1.69 SF
New P = 4.74 Wetted perimeter
New R = 0.36 Hydraulic radius
Z Actual = 0.85 Must be greater than z required=> 0.54 Okay
New V = 4.99 fps
Minimum Design Geometry
Liner: North American Green, SC150 2.10 LB/SF > 1.88 LB/SF Okay
------------------------------------------------
Top Width = 7.5 ft
Min. Ditch Depth = 1.25 ft ------------- ------
3 Flow Depth (Y) = 0.75 ft
1
Bottom Width (B) = 0 ft
Geometry
Min. Ditch Depth (ft) Bottom Width (ft) Ditch Flow Depth (ft) I Top Width (ft) I Side Slope
1.25 0.00 1 0.75 1 7.5 1 3:1
North American Green, SC150
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:42 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
Carolina Sunrock
r
44089
4.99 fps From Fig. 8.06.c: ZONE = 1
7.5 ft
1.6875 sf Rip Rap Class = A
17.59 in Apron Thickness = 12 in
18 in Apron Length = 6.0 ft
Apron Width = Top Width.= 7.5 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 12:55 PM
1111111111111110,TMERTM,
TDD 18B • Carolina Sunrock
WITMUCTIT, `Il TIMMONS GROUP ERNEUEREMN
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A) =
0.69 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Q10) =
1.6 (cfs)
Line channel with:
6 " rip -rap (Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 510 LF
Slope =
0.035 (ft/ft) Highest Elevation = 602
Z Required =
0.17 Ratio Lowest Elevation = 584
Side Slope (M) =
3 :1
Flow Depth (Y) = 0.50 ft 6.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 1.10 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
New A = 0.75 SF
New P = 3.16 Wetted perimeter
New R = 0.24 Hydraulic radius
Z Actual = 0.29 Must be greater than z required=> 0.17 Okay
New V = 3.58 fps
Minimum Design Geometry
Liner: North American Green, S75 1.55 LB/SF > 1.11 LB/SF Okay
-----------------------------------------------
Top Width = 6 ft
Min. Ditch Depth = 1 ft ------------- ------
3 Flow Depth (Y) = 0.5 ft
1
Bottom Width (B) = 0 ft
Geometry
Min. Ditch Depth (ft) Bottom Width (ft) Ditch Flow Depth (ft) Top Width (ft) Side Slope
1.00 0.00 1 0.50 6 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:41 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
Carolina Sunrock
r
44089
3.58 fps From Fig. 8.06.c: ZONE = 1
6 ft
0.75 sf Rip Rap Class = A
11.73 in Apron Thickness = 12 in
12 in Apron Length = 4.0 ft
Apron Width = Top Width.= 6.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 12:53 PM
TDD 19A • Carolina Sunrock
WITMUCTIT, `Il TIMMONS GROUP ERNEUEREMN
David Hojsan F-1-FRINS I P] -r- I TFr.N 4D1 nr- 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A) =
0.65 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Q10) =
1.5 (cfs)
Line channel with:
6 " rip -rap (Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 380 LF
Slope =
0.016 (ft/ft) Highest Elevation = 605
Z Required =
0.24 Ratio Lowest Elevation = 599
Side Slope (M) =
3 :1
Flow Depth (Y) = 0.50 ft 6.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 0.49 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
New A = 0.75 SF
New P = 3.16 Wetted perimeter
New R = 0.24 Hydraulic radius
Z Actual = 0.29 Must be greater than z required=> 0.24 Okay
New V = 2.39 fps
Minimum Design Geometry
Liner: North American Green, S75 1.55 LB/SF > 0.5 LB/SF Okay
-----------------------------------------------
Top Width = 6 ft
Min. Ditch Depth = 1 ft ------------- ------
3 Flow Depth (Y) = 0.5 ft
1
Bottom Width (B) = 0 ft
Geometry
Min. Ditch Depth (ft) Bottom Width (ft) Ditch Flow Depth (ft) I Top Width (ft) I Side Slope
1.00 0.00 1 0.50 1 6 1 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:41 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
Carolina Sunrock
r
44089
2.39 fps From Fig. 8.06.c: ZONE = 1
6 ft
0.75 sf Rip Rap Class = A
11.73 in Apron Thickness = 12 in
12 in Apron Length = 4.0 ft
Apron Width = Top Width.= 6.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 12:54 PM
TDD 20A • Carolina Sunrock
WITMUCTIT, `Il TIMMONS GROUP ERNEUEREMN
David Hojsan F-1-FRINS I P] -r- I TFr.N 4D1 nr- 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A) =
0.26 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qla) =
0.6 (cfs)
Line channel with:
6 " rip -rap (Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 165 LF
Slope =
0.055 (ft/ft) Highest Elevation = 574
Z Required =
0.05 Ratio Lowest Elevation = 565
Side Slope (M) =
3 :1
Flow Depth (Y) = 0.50 ft 6.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 1.70 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
New A = 0.75 SF
New P = 3.16 Wetted perimeter
New R = 0.24 Hydraulic radius
Z Actual = 0.29 Must be greater than z required=> 0.05 Okay
New V = 4.44 fps
Minimum Design Geometry
Liner: North American Green, S150 1.75 LB/SF > 1.71 LB/SF Okay
-----------------------------------------------
Top Width = 6 ft
Min. Ditch Depth = 1 ft ------------- ------
3 Flow Depth (Y) = 0.5 ft
1
Bottom Width (B) = 0 ft
Geometry
Min. Ditch Depth (ft) Bottom Width (ft) Ditch Flow Depth (ft) I Top Width (ft) I Side Slope
1.00 0.00 1 0.50 1 6 1 3:1
Ditch Liner
North American Green, S150
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:40 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
Carolina Sunrock
r
44089
4.44 fps From Fig. 8.06.c: ZONE = 1
6 ft
0.75 sf Rip Rap Class = A
11.73 in Apron Thickness = 12 in
12 in Apron Length = 4.0 ft
Apron Width = Top Width.= 6.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 12:52 PM
TDD 20B • Carolina Sunrock
WITMUCTIT, `Il TIMMONS GROUP ERNEUEREMN
David Hojsan F-1-FRINS I P] -r- I TFr.N 4D1 nr- 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03 for
grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be correct;
select appropriate lining based on tractive force)
Area (A) =
0.16 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Q10) =
0.4 (cfs)
Line channel with:
6 " rip -rap (Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 135 LF
Slope =
0.089 (ft/ft) Highest Elevation = 577
Z Required =
0.03 Ratio Lowest Elevation = 565
Side Slope (M) =
3 :1
Flow Depth (Y) = 0.25 ft 3.0 in
Bottom Width (B) = 0.00 ft 0.0 in
Freeboard = 0.50 ft 6.0 in
T=YxDxS
T = 1.39 LB/SF
Y = Weight of water (62.4 LB/CUFT)
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
General Lining LB/SF North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class I (12"@22"THK) 5.00 C125 2.25
Class II (18"@30"THK) 7.50 P300 8.00
Determine
NewA= 0.19 SF
New P = 1.58 Wetted perimeter
New R = 0.12 Hydraulic radius
Z Actual = 0.05 Must be greater than z required=> 0.03 Okay
New V = 3.57 fps
Minimum Design Geometry
Liner: North American Green, S75 1.55 LB/SF > 1.39 LB/SF Okay
-----------------------------------------------
Top Width = 4.5 ft
Min. Ditch Depth = 0.75 ft ------------- ------
3 Flow Depth (Y) = 0.25 ft
1
Bottom Width (B) = 0 ft
Geometry
Min. Ditch Depth (ft) Bottom Width (ft) Ditch Flow Depth (ft) I Top Width (ft) I Side Slope
0.75 0.00 1 0.25 1 4.5 1 3:1
Ditch Liner
North American Green, S75
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 11:44 AM
David Hojsan
Velocity =
Top Width =
Ditch Area =
Equivalent Pipe Diameter =
Equivalent Pipe Diameter =
4
TIMMONS GROUP
Ditch Outlet Protection (NYDOT Method)
Carolina Sunrock
r
44089
3.57 fps From Fig. 8.06.c: ZONE = 1
4.5 ft
0.1875 sf Rip Rap Class = A
5.86 in Apron Thickness = 12 in
6 in Apron Length = 2.0 ft
Apron Width = Top Width.= 4.5 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 12:56 PM
. 00*00 - •
TDD 22A a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
3.15 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
7.3 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 490 LF
Slope =
0.035 (ft/ft)
Highest Elevation = 582
Z Required =
0.79 Ratio
Lowest Elevation = 565
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
0.75 ft
9.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
1.62 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 1.69 SF
New P = 4.74 Wetted perimeter
New R = 0.36 Hydraulic radius
Z Actual = 0.85 Must be greater than z required=> 0.79 Okay
New V = 4.64 fps
DesignMinimum
Liner: North American Green, S150 1.75 LB/SF > 1.63 LB/SF Okay
r----------------
Top Width = 7.5 ft
Min. Ditch Depth = 1.25 ft _________=:/
Flow Depth (Y) = 0.75 ft
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.25 0.00 1 0.75 1 7.5 3:1
Ditch
North American Green, S150 *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:13 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity =
4.64 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
7.5 ft
Ditch Area =
1.6875 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
17.59 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
18 in
Apron Length =
6.0 ft
Apron Width = Top Width.=
7.5 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:14 PM
TDD 22B a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
0.47 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
1.1 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 318 LF
Slope =
0.075 (ft/ft)
Highest Elevation = 589
Z Required =
0.08 Ratio
Lowest Elevation = 565
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
0.50 ft
6.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
2.35 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 0.75 SF
New P = 3.16 Wetted perimeter
New R = 0.24 Hydraulic radius
Z Actual = 0.29 Must be greater than z required=> 0.08 Okay
New V = 5.23 fps
DesignMinimum
Liner: Class B (8"@18"THK) 3.50 LB/SF > 2.36 LB/SF Okay
------------------------------------------------
Top Width = 6 ft
Min. Ditch Depth = 1 ft --------------
Flow Flow Depth (Y) = 0.5 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.00 0.00 1 0.50 1 6 3:1
Ditch Liner
Class B 8" 18"THK *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:15 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity =
5.23 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
6 ft
Ditch Area =
0.75 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
11.73 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
12 in
Apron Length =
4.0 ft
Apron Width = Top Width.=
6.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:16 PM
. 00*00 - •
TDD 23A a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
1.59 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
3.7 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 462 LF
Slope =
0.017 (ft/ft)
Highest Elevation = 590
Z Required =
0.56 Ratio
Lowest Elevation = 582
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
0.75 ft
9.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
0.81 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 1.69 SF
New P = 4.74 Wetted perimeter
New R = 0.36 Hydraulic radius
Z Actual = 0.85 Must be greater than z required=> 0.56 Okay
New V = 3.28 fps
DesignMinimum
Liner: North American Green, S75 1.55 LB/SF > 0.82 LB/SF Okay
r----------------
Top Width = 7.5 ft
Min. Ditch Depth = 1.25 ft _________=:/
Flow Depth (Y) = 0.75 ft
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.25 0.00 1 0.75 1 7.5 3:1
Ditch
North American Green, S75 *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:16 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity =
3.28 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
7.5 ft
Ditch Area =
1.6875 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
17.59 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
18 in
Apron Length =
6.0 ft
Apron Width = Top Width.=
7.5 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:17 PM
. 00*00 - •
TDD 23B a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
1.10 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
2.6 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 455 LF
Slope =
0.013 (ft/ft)
Highest Elevation = 588
Z Required =
0.45 Ratio
Lowest Elevation = 582
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
0.75 ft
9.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
0.62 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 1.69 SF
New P = 4.74 Wetted perimeter
New R = 0.36 Hydraulic radius
Z Actual = 0.85 Must be greater than z required=> 0.45 Okay
New V = 2.86 fps
DesignMinimum
Liner: North American Green, S75 1.55 LB/SF > 0.62 LB/SF Okay
r----------------
Top Width = 7.5 ft
Min. Ditch Depth = 1.25 ft _________=:/
Flow Depth (Y) = 0.75 ft
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.25 0.00 1 0.75 1 7.5 3:1
Ditch
North American Green, S75 *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:17 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity =
2.86 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
7.5 ft
Ditch Area =
1.6875 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
17.59 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
18 in
Apron Length =
6.0 ft
Apron Width = Top Width.=
7.5 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:18 PM
. 00*00 - •
TDD 24A a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
3.54 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
8.2 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 860 LF
Slope =
0.029 (ft/ft)
Highest Elevation = 609
Z Required =
0.97 Ratio
Lowest Elevation = 584
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
1.00 ft
12.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
1.81 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 3.00 SF
New P = 6.32 Wetted perimeter
New R = 0.47 Hydraulic radius
Z Actual = 1.82 Must be greater than z required=> 0.97 Okay
New V = 5.15 fps
DesignMinimum
Liner: North American Green, SC150 2.10 LB/SF > 1.82 LB/SF Okay
Top Width = 9 ft
Min. Ditch Depth = 1.5 ___________________
3 Flow Depth (Y) = 1 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.50 0.00 1 1.00 1 9 3:1
Ditch
North American Green, SC150 *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:18 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD 24A
Velocity =
5.15 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
9 ft
Ditch Area =
3 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
23.45 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
24 in
Apron Length =
8.0 ft
Apron Width = Top Width.=
9.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:18 PM
. 00*00 - •
TDD 24B a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
0.23 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
0.5 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 165 LF
Slope =
0.024 (ft/ft)
Highest Elevation = 588
Z Required =
0.07 Ratio
Lowest Elevation = 584
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
0.50 ft
6.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
0.76 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 0.75 SF
New P = 3.16 Wetted perimeter
New R = 0.24 Hydraulic radius
Z Actual = 0.29 Must be greater than z required=> 0.07 Okay
New V = 2.96 fps
DesignMinimum
Liner: North American Green, S75 1.55 LB/SF > 0.76 LB/SF Okay
------------------------------------------------
Top Width = 6 ft
Min. Ditch Depth = 1 ft --------------
Flow Flow Depth (Y) = 0.5 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.00 0.00 1 0.50 1 6 3:1
Ditch
North American Green, S75 *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:19 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD 24B
Velocity =
2.96 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
6 ft
Ditch Area =
0.75 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
11.73 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
12 in
Apron Length =
4.0 ft
Apron Width = Top Width.=
6.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:19 PM
. 00*00 - •
TDD 25A a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
4.65 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
10.8 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 950 LF
Slope =
0.036 (ft/ft)
Highest Elevation = 639
Z Required =
1.15 Ratio
Lowest Elevation = 605
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
1.00 ft
12.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
2.23 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C350 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 3.00 SF
New P = 6.32 Wetted perimeter
New R = 0.47 Hydraulic radius
Z Actual = 1.82 Must be greater than z required=> 1.15 Okay
New V = 5.71 fps
DesignMinimum
Liner: North American Green, C350 2.25 LB/SF > 2.24 LB/SF Okay
Top Width = 9 ft
Min. Ditch Depth = 1.5 ___________________
3 Flow Depth (Y) = 1 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.50 0.00 1 1.00 1 9 3:1
Ditch
North American Green, C350 *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:19 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity = 5.71 fps From Fig. 8.06.c: ZONE = 2
Top Width = 9 ft
Ditch Area = 3 sf Rip Rap Class = B
Equivalent Pipe Diameter = 23.45 in Apron Thickness = 18 in
Equivalent Pipe Diameter = 24 in Apron Length = 12.0 ft
Apron Width = Top Width.= 9.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:20 PM
TDD 25B a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
4.65 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
10.8 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 81 LF
Slope =
0.049 (ft/ft)
Highest Elevation = 609
Z Required =
0.98 Ratio
Lowest Elevation = 605
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
1.00 ft
12.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
3.08 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C350 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 3.00 SF
New P = 6.32 Wetted perimeter
New R = 0.47 Hydraulic radius
Z Actual = 1.82 Must be greater than z required=> 0.98 Okay
New V = 6.71 fps
DesignMinimum
Liner: Class B (8"@18"THK) 3.50 LB/SF > 3.09 LB/SF Okay
Top Width = 9 ft
Min. Ditch Depth = 1.5 ___________________
3 Flow Depth (Y) = 1 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.50 0.00 1 1.00 1 9 3:1
Ditch Liner
Class B 8" 18"THK *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:20 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity = 6.71 fps From Fig. 8.06.c: ZONE = 2
Top Width = 9 ft
Ditch Area = 3 sf Rip Rap Class = B
Equivalent Pipe Diameter = 23.45 in Apron Thickness = 18 in
Equivalent Pipe Diameter = 24 in Apron Length = 12.0 ft
Apron Width = Top Width.= 9.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:20 PM
. 00*00 - •
TDD 26A a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
3.71 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
8.6 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 975 LF
Slope =
0.037 (ft/ft)
Highest Elevation = 638
Z Required =
0.90 Ratio
Lowest Elevation = 602
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
0.75 ft
9.0 in
Bottom Width (B) =
0.25 ft
3.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
1.73 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C350 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 1.88 SF
New P = 4.99 Wetted perimeter
New R = 0.38 Hydraulic radius
Z Actual = 0.98 Must be greater than z required=> 0.90 Okay
New V = 4.97 fps
DesignMinimum
Liner: North American Green, S150 1.75 LB/SF > 1.73 LB/SF Okay
------------------------------------------------
Top Width = 7.75 ft
Min. Ditch Depth = 1.25 ft _________=:/
Flow Depth (Y) = 0.75 ft
Bottom Width (B) = 0.25 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.25 0.25 1 0.75 1 7.75 3:1
Ditch
North American Green, S150 *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:21 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: TDD 26A
Velocity = 4.97 fps From Fig. 8.06.c: ZONE = 2
Top Width = 7.75 ft
Ditch Area = 1.875 sf Rip Rap Class = B
Equivalent Pipe Diameter = 18.54 in Apron Thickness = 18 in
Equivalent Pipe Diameter = 24 in Apron Length = 12.0 ft
Apron Width = Top Width.= 7.8 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:22 PM
. 00*00 - •
TDD 26B a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
7.13 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
16.6 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 1300 LF
Slope =
0.039 (ft/ft)
Highest Elevation = 653
Z Required =
1.68 Ratio
Lowest Elevation = 602
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
0.75 ft
9.0 in
Bottom Width (B) =
0.25 ft
3.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
1.84 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C350 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 1.88 SF
New P = 4.99 Wetted perimeter
New R = 0.38 Hydraulic radius
Z Actual = 0.98 Must be greater than z required=> 1.68 Resize
New V = 5.12 fps
DesignMinimum
Liner: North American Green, SC150 2.10 LB/SF > 1.84 LB/SF Okay
------------------------------------------------
Top Width = 7.75 ft
Min. Ditch Depth = 1.25 ft _________=:/
Flow Depth (Y) = 0.75 ft
Bottom Width (B) = 0.25 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.25 0.25 1 0.75 1 7.75 3:1
Ditch
North American Green, SC150 *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:22 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD 26B
Velocity = 5.12 fps From Fig. 8.06.c: ZONE = 2
Top Width = 7.75 ft
Ditch Area = 1.875 sf Rip Rap Class = B
Equivalent Pipe Diameter = 18.54 in Apron Thickness = 18 in
Equivalent Pipe Diameter = 24 in Apron Length = 12.0 ft
Apron Width = Top Width.= 7.8 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:26 PM
. 00*00 - •
TDD 27A a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
9.88 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
22.9 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 2138 LF
Slope =
0.029 (ft/ft)
Highest Elevation = 652
Z Required =
2.73 Ratio
Lowest Elevation = 591
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
1.25 ft
15.0 in
Bottom Width (B) =
0.25 ft
3.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
2.23 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C350 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 5.00 SF
New P = 8.16 Wetted perimeter
New R = 0.61 Hydraulic radius
Z Actual = 3.61 Must be greater than z required=> 2.73 Okay
New V = 6.05 fps
DesignMinimum
Liner: North American Green, C350 2.25 LB/SF > 2.23 LB/SF Okay
r----------------
Top Width = 10.75 ft
Min. Ditch Depth = 1.75 ft --------------
Flow Flow Depth (Y) = 1.25 ft
------------------------
Bottom Width (B) = 0.25 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.75 0.25 1 1.25 1 10.75 3:1
Ditch
North American Green, C350 *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:26 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity =
6.05 fps
From Fig. 8.06.c:
ZONE = 2
Top Width =
10.75 ft
Ditch Area =
5 sf
Rip Rap Class =
B
Equivalent Pipe Diameter =
30.28 in
Apron Thickness =
18 in
Equivalent Pipe Diameter =
36 in
Apron Length =
18.0 ft
Apron Width = Top Width.=
10.8 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:27 PM
. 00*00 - •
TDD 27B a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
1.14 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
2.6 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 231 LF
Slope =
0.022 (ft/ft)
Highest Elevation = 596
Z Required =
0.36 Ratio
Lowest Elevation = 591
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
0.75 ft
9.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
1.01 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C350 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 1.69 SF
New P = 4.74 Wetted perimeter
New R = 0.36 Hydraulic radius
Z Actual = 0.85 Must be greater than z required=> 0.36 Okay
New V = 3.67 fps
DesignMinimum
Liner: North American Green, S75 1.55 LB/SF > 1.02 LB/SF Okay
r----------------
Top Width = 7.5 ft
Min. Ditch Depth = 1.25 ft _________=:/
Flow Depth (Y) = 0.75 ft
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.25 0.00 1 0.75 1 7.5 3:1
Ditch
North American Green, S75 *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:27 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity =
3.67 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
7.5 ft
Ditch Area =
1.6875 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
17.59 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
18 in
Apron Length =
6.0 ft
Apron Width = Top Width.=
7.5 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:27 PM
. 00*00 - •
TDD 28A a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
0.66 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
1.5 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 190 LF
Slope =
0.016 (ft/ft)
Highest Elevation = 596
Z Required =
0.25 Ratio
Lowest Elevation = 593
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
0.50 ft
6.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
0.49 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C350 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 0.75 SF
New P = 3.16 Wetted perimeter
New R = 0.24 Hydraulic radius
Z Actual = 0.29 Must be greater than z required=> 0.25 Okay
New V = 2.39 fps
DesignMinimum
Liner: North American Green, S75 1.55 LB/SF > 0.5 LB/SF Okay
------------------------------------------------
Top Width = 6 ft
Min. Ditch Depth = 1 ft --------------
Flow Flow Depth (Y) = 0.5 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.00 0.00 1 0.50 1 6 3:1
Ditch
North American Green, S75 *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:27 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD 28A
Velocity =
2.39 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
6 ft
Ditch Area =
0.75 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
11.73 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
12 in
Apron Length =
4.0 ft
Apron Width = Top Width.=
6.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:28 PM
. 00*00 - •
TDD 28B a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
0.91 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
2.1 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 210 LF
Slope =
0.043 (ft/ft)
Highest Elevation = 602
Z Required =
0.21 Ratio
Lowest Elevation = 593
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
0.50 ft
6.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
1.34 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C350 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 0.75 SF
New P = 3.16 Wetted perimeter
New R = 0.24 Hydraulic radius
Z Actual = 0.29 Must be greater than z required=> 0.21 Okay
New V = 3.94 fps
DesignMinimum
Liner: North American Green, S75 1.55 LB/SF > 1.34 LB/SF Okay
------------------------------------------------
Top Width = 6 ft
Min. Ditch Depth = 1 ft --------------
Flow Flow Depth (Y) = 0.5 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.00 0.00 1 0.50 1 6 3:1
Ditch
North American Green, S75 *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:28 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD 28B
Velocity =
3.94 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
6 ft
Ditch Area =
0.75 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
11.73 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
18 in
Apron Length =
6.0 ft
Apron Width = Top Width.=
6.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:28 PM
. 00*00 - •
TDD 29A a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
0.97 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
2.3 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 250 LF
Slope =
0.016 (ft/ft)
Highest Elevation = 596
Z Required =
0.36 Ratio
Lowest Elevation = 592
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
0.75 ft
9.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
0.75 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 1.69 SF
New P = 4.74 Wetted perimeter
New R = 0.36 Hydraulic radius
Z Actual = 0.85 Must be greater than z required=> 0.36 Okay
New V = 3.15 fps
DesignMinimum
Liner: North American Green, S75 1.55 LB/SF > 0.75 LB/SF Okay
r----------------
Top Width = 7.5 ft
Min. Ditch Depth = 1.25 ft _________=:/
Flow Depth (Y) = 0.75 ft
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.25 0.00 1 0.75 1 7.5 3:1
Ditch
North American Green, S75 *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:29 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD 29A
Velocity =
3.15 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
7.5 ft
Ditch Area =
1.6875 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
17.59 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
18 in
Apron Length =
6.0 ft
Apron Width = Top Width.=
7.5 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:29 PM
. 00*00 - •
TDD 29B a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
0.99 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
2.3 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 375 LF
Slope =
0.029 (ft/ft)
Highest Elevation = 603
Z Required =
0.27 Ratio
Lowest Elevation = 592
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
0.50 ft
6.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
0.92 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 0.75 SF
New P = 3.16 Wetted perimeter
New R = 0.24 Hydraulic radius
Z Actual = 0.29 Must be greater than z required=> 0.27 Okay
New V = 3.26 fps
DesignMinimum
Liner: North American Green, S75 1.55 LB/SF > 0.92 LB/SF Okay
------------------------------------------------
Top Width = 6 ft
Min. Ditch Depth = 1 ft --------------
Flow Flow Depth (Y) = 0.5 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.00 0.00 1 0.50 1 6 3:1
Ditch
North American Green, S75 *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:29 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD 29B
Velocity =
3.26 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
6 ft
Ditch Area =
0.75 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
11.73 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
12 in
Apron Length =
4.0 ft
Apron Width = Top Width.=
6.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:30 PM
. 00*00 - •
TDD 30A a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD 30A
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
1.12 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
2.6 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 355 LF
Slope =
0.023 (ft/ft)
Highest Elevation = 594
Z Required =
0.35 Ratio
Lowest Elevation = 586
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
0.75 ft
9.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
1.05 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 1.69 SF
New P = 4.74 Wetted perimeter
New R = 0.36 Hydraulic radius
Z Actual = 0.85 Must be greater than z required=> 0.35 Okay
New V = 3.74 fps
DesignMinimum
Liner: North American Green, S75 1.55 LB/SF > 1.06 LB/SF Okay
r----------------
Top Width = 7.5 ft
Min. Ditch Depth = 1.25 ft _________=:/
Flow Depth (Y) = 0.75 ft
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.25 0.00 1 0.75 1 7.5 3:1
Ditch
North American Green, S75 *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:30 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD 30A
Velocity =
3.74 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
7.5 ft
Ditch Area =
1.6875 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
17.59 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
18 in
Apron Length =
6.0 ft
Apron Width = Top Width.=
7.5 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:30 PM
. 00*00 - •
TDD 30B a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD 30B
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
0.82 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
1.9 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 481 LF
Slope =
0.021 (ft/ft)
Highest Elevation = 596
Z Required =
0.27 Ratio
Lowest Elevation = 586
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
0.50 ft
6.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
0.65 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 0.75 SF
New P = 3.16 Wetted perimeter
New R = 0.24 Hydraulic radius
Z Actual = 0.29 Must be greater than z required=> 0.27 Okay
New V = 2.74 fps
DesignMinimum
Liner: North American Green, S75 1.55 LB/SF > 0.65 LB/SF Okay
------------------------------------------------
Top Width = 6 ft
Min. Ditch Depth = 1 ft --------------
Flow Flow Depth (Y) = 0.5 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.00 0.00 1 0.50 1 6 3:1
Ditch
North American Green, S75 *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:31 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD 30B
Velocity =
2.74 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
6 ft
Ditch Area =
0.75 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
11.73 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
12 in
Apron Length =
4.0 ft
Apron Width = Top Width.=
6.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:31 PM
�00000 000029MEM
TDD 31A 0,00 Carolina Sunrock
CALCULATED BY TIMMONS GROUP NIFU-.T*7r4Wd7,U�r�r-.Mz
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming n=0.03
for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will be
correct; select appropriate lining based on tractive force)
Area (A) = 2.21 (Acres)
Coef. (C) = 0.30 (Dimensionless)
Inte. (1) = 7.74 (in/hr)
Flow (Q10) = 5.1 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 535 LF
Slope =
0.032 (ft/ft)
Highest Elevation = 594
Z Required =
0.58 Ratio
Lowest Elevation = 577
Side Slope (M) =
3 :1
Variable •Depth)
Flow Depth (Y) =
0.75 ft
9.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute.
0.50 ft
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
1.49 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
,General Lining
LB/SF
Jute Net
0.45
Curled Mat
1.55
Class A (4"@9"THK)
2.00
Class B (8"@18"THK)
3.50
Class 1 (12"@22"THK)
5.00
Class 11 18" 30"THK
7.50
S75
S150
SC150
C125
P300
1.55
1.75
2.10
2.25
8.00
New A = 1.69 SF
New P = 4.74 Wetted perimeter
New R = 0.36 Hydraulic radius
Z Actual = 0.85 Must be greater than z required=> 0.58 Okay
New V = 4.45 fps
Minimum Design Geometry
Liner: North American Green, S75 1.55 LB/SF > 1.49 LB/SF Okay
Min. Ditch Depth = 1.25 ft
Top Width = 7.5 ft
3
Bottom Width (B) = 0 ft
'-T
Flow Depth (Y) = 0.75 ft
Ditch Geometry
I
Min. Ditch Depth ftBottom Width ft Flow Depth ft) _-F-Top Width ft
Side Slope
1.25 1 0.00 1 0.75 1 7.5
1 11
North American Green, S75
*RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:32 PM
Carolina Sunrock
' TIMMONS GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Ditch Outlet Protection (NYDOT Method)
Velocity = 4.45 fps From Fig. 8.06.c: ZONE = 1
Top Width = 7.5 ft
Ditch Area = 1.6875 sf Rip Rap Class = A
Equivalent Pipe Diameter = 17.59 in Apron Thickness = 12 in
Equivalent Pipe Diameter = 18 in Apron Length = 6.0 ft
Apron Width = Top Width.= 7.5 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:33 PM
. 00*00 - •
TDD 31B a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
0.62 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
1.4 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 175 LF
Slope =
0.040 (ft/ft)
Highest Elevation = 584
Z Required =
0.14 Ratio
Lowest Elevation = 577
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
0.50 ft
6.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
1.25 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 0.75 SF
New P = 3.16 Wetted perimeter
New R = 0.24 Hydraulic radius
Z Actual = 0.29 Must be greater than z required=> 0.14 Okay
New V = 3.81 fps
DesignMinimum
Liner: North American Green, S75 1.55 LB/SF > 1.25 LB/SF Okay
------------------------------------------------
Top Width = 6 ft
Min. Ditch Depth = 1 ft --------------
Flow Flow Depth (Y) = 0.5 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.00 0.00 1 0.50 1 6 3:1
Ditch
North American Green, S75 *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:33 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity =
3.81 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
6 ft
Ditch Area =
0.75 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
11.73 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
12 in
Apron Length =
4.0 ft
Apron Width = Top Width.=
6.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:33 PM
. 00*00 - •
TDD 32A a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
0.60 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
1.4 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 255 LF
Slope =
0.047 (ft/ft)
Highest Elevation = 584
Z Required =
0.13 Ratio
Lowest Elevation = 572
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
0.50 ft
6.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
1.47 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 0.75 SF
New P = 3.16 Wetted perimeter
New R = 0.24 Hydraulic radius
Z Actual = 0.29 Must be greater than z required=> 0.13 Okay
New V = 4.13 fps
DesignMinimum
Liner: North American Green, S75 1.55 LB/SF > 1.47 LB/SF Okay
------------------------------------------------
Top Width = 6 ft
Min. Ditch Depth = 1 ft --------------
Flow Flow Depth (Y) = 0.5 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.00 0.00 1 0.50 1 6 3:1
Ditch
North American Green, S75 *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:34 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity =
4.13 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
6 ft
Ditch Area =
0.75 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
11.73 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
12 in
Apron Length =
4.0 ft
Apron Width = Top Width.=
6.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:34 PM
. 00*00 - •
TDD 32B a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
1.37 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
3.2 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 690 LF
Slope =
0.026 (ft/ft)
Highest Elevation = 590
Z Required =
0.40 Ratio
Lowest Elevation = 572
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
0.75 ft
9.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
1.22 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 1.69 SF
New P = 4.74 Wetted perimeter
New R = 0.36 Hydraulic radius
Z Actual = 0.85 Must be greater than z required=> 0.40 Okay
New V = 4.03 fps
DesignMinimum
Liner: North American Green, S75 1.55 LB/SF > 1.23 LB/SF Okay
r----------------
Top Width = 7.5 ft
Min. Ditch Depth = 1.25 ft _________=:/
Flow Depth (Y) = 0.75 ft
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.25 0.00 1 0.75 1 7.5 3:1
Ditch
North American Green, S75 *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:34 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity =
4.03 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
7.5 ft
Ditch Area =
1.6875 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
17.59 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
18 in
Apron Length =
6.0 ft
Apron Width = Top Width.=
7.5 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:35 PM
. 00*00 - •
TDD 33A a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
2.54 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
5.9 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 620 LF
Slope =
0.032 (ft/ft)
Highest Elevation = 582
Z Required =
0.66 Ratio
Lowest Elevation = 562
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
0.75 ft
9.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
1.51 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 1.69 SF
New P = 4.74 Wetted perimeter
New R = 0.36 Hydraulic radius
Z Actual = 0.85 Must be greater than z required=> 0.66 Okay
New V = 4.48 fps
DesignMinimum
Liner: North American Green, S75 1.55 LB/SF > 1.51 LB/SF Okay
r----------------
Top Width = 7.5 ft
Min. Ditch Depth = 1.25 ft _________=:/
Flow Depth (Y) = 0.75 ft
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.25 0.00 1 0.75 1 7.5 3:1
Ditch
North American Green, S75 *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:35 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity =
4.48 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
7.5 ft
Ditch Area =
1.6875 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
17.59 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
18 in
Apron Length =
6.0 ft
Apron Width = Top Width.=
7.5 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:35 PM
. 00*00 - •
TDD 33B a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
5.34 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
12.4 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 900 LF
Slope =
0.031 (ft/ft)
Highest Elevation = 590
Z Required =
1.42 Ratio
Lowest Elevation = 562
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
1.00 ft
12.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
1.94 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 3.00 SF
New P = 6.32 Wetted perimeter
New R = 0.47 Hydraulic radius
Z Actual = 1.82 Must be greater than z required=> 1.42 Okay
New V = 5.33 fps
DesignMinimum
Liner: North American Green, SC150 2.10 LB/SF > 1.95 LB/SF Okay
Top Width = 9 ft
Min. Ditch Depth = 1.5 ___________________
3 Flow Depth (Y) = 1 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.50 0.00 1 1.00 1 9 3:1
Ditch
North American Green, SC150 *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:36 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity =
5.33 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
9 ft
Ditch Area =
3 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
23.45 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
24 in
Apron Length =
8.0 ft
Apron Width = Top Width.=
9.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:36 PM
TDD 35A a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
1.81 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
4.2 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 486 LF
Slope =
0.072 (ft/ft)
Highest Elevation = 551
Z Required =
0.32 Ratio
Lowest Elevation = 516
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
0.75 ft
9.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
3.37 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 1.69 SF
New P = 4.74 Wetted perimeter
New R = 0.36 Hydraulic radius
Z Actual = 0.85 Must be greater than z required=> 0.32 Okay
New V = 6.69 fps
DesignMinimum
Liner: Class B (8"@18"THK) 3.50 LB/SF > 3.38 LB/SF Okay
r----------------
Top Width = 7.5 ft
Min. Ditch Depth = 1.25 ft _________=:/
Flow Depth (Y) = 0.75 ft
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.25 0.00 1 0.75 1 7.5 3:1
Ditch Liner
Class B 8" 18"THK *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:37 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity =
6.69 fps
From Fig. 8.06.c:
ZONE = 2
Top Width =
7.5 ft
Ditch Area =
1.6875 sf
Rip Rap Class =
B
Equivalent Pipe Diameter =
17.59 in
Apron Thickness =
18 in
Equivalent Pipe Diameter =
18 in
Apron Length =
9.0 ft
Apron Width = Top Width.=
7.5 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:37 PM
. 00*00 - •
TDD 36A a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
3.16 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
7.3 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 524 LF
Slope =
0.042 (ft/ft)
Highest Elevation = 532
Z Required =
0.72 Ratio
Lowest Elevation = 510
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
0.75 ft
9.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
1.96 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 1.69 SF
New P = 4.74 Wetted perimeter
New R = 0.36 Hydraulic radius
Z Actual = 0.85 Must be greater than z required=> 0.72 Okay
New V = 5.11 fps
DesignMinimum
Liner: North American Green, SC150 2.10 LB/SF > 1.97 LB/SF Okay
r----------------
Top Width = 7.5 ft
Min. Ditch Depth = 1.25 ft _________=:/
Flow Depth (Y) = 0.75 ft
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.25 0.00 1 0.75 1 7.5 3:1
Ditch
North American Green, SC150 *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:37 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD 36A
Velocity =
5.11 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
7.5 ft
Ditch Area =
1.6875 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
17.59 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
18 in
Apron Length =
6.0 ft
Apron Width = Top Width.=
7.5 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:37 PM
TDD 36B a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
2.47 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
5.7 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 470 LF
Slope =
0.051 (ft/ft)
Highest Elevation = 534
Z Required =
0.51 Ratio
Lowest Elevation = 510
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
0.75 ft
9.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
2.39 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 1.69 SF
New P = 4.74 Wetted perimeter
New R = 0.36 Hydraulic radius
Z Actual = 0.85 Must be greater than z required=> 0.51 Okay
New V = 5.63 fps
DesignMinimum
Liner: Class B (8"@18"THK) 3.50 LB/SF > 2.39 LB/SF Okay
r----------------
Top Width = 7.5 ft
Min. Ditch Depth = 1.25 ft _________=:/
Flow Depth (Y) = 0.75 ft
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.25 0.00 1 0.75 1 7.5 3:1
Ditch Liner
Class B 8" 18"THK *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:38 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD 36B
Velocity =
5.63 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
7.5 ft
Ditch Area =
1.6875 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
17.59 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
18 in
Apron Length =
6.0 ft
Apron Width = Top Width.=
7.5 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:38 PM
TDD 37A a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
5.88 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
13.7 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 1180 LF
Slope =
0.038 (ft/ft)
Highest Elevation = 572
Z Required =
1.41 Ratio
Lowest Elevation = 527
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
1.00 ft
12.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
2.38 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 3.00 SF
New P = 6.32 Wetted perimeter
New R = 0.47 Hydraulic radius
Z Actual = 1.82 Must be greater than z required=> 1.41 Okay
New V = 5.90 fps
DesignMinimum
Liner: Class B (8"@18"THK) 3.50 LB/SF > 2.38 LB/SF Okay
Top Width = 9 ft
Min. Ditch Depth = 1.5 ___________________
3 Flow Depth (Y) = 1 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.50 0.00 1 1.00 1 9 3:1
Ditch Liner
Class B 8" 18"THK *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:38 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity = 5.90 fps From Fig. 8.06.c: ZONE = 2
Top Width = 9 ft
Ditch Area = 3 sf Rip Rap Class = B
Equivalent Pipe Diameter = 23.45 in Apron Thickness = 18 in
Equivalent Pipe Diameter = 24 in Apron Length = 12.0 ft
Apron Width = Top Width.= 9.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:39 PM
TDD 38A a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
0.81 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
1.9 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 225 LF
Slope =
0.080 (ft/ft)
Highest Elevation = 572
Z Required =
0.13 Ratio
Lowest Elevation = 554
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
0.50 ft
6.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
2.50 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 0.75 SF
New P = 3.16 Wetted perimeter
New R = 0.24 Hydraulic radius
Z Actual = 0.29 Must be greater than z required=> 0.13 Okay
New V = 5.38 fps
DesignMinimum
Liner: Class B (8"@18"THK) 3.50 LB/SF > 2.5 LB/SF Okay
------------------------------------------------
Top Width = 6 ft
Min. Ditch Depth = 1 ft --------------
Flow Flow Depth (Y) = 0.5 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.00 0.00 1 0.50 1 6 3:1
Ditch Liner
Class B 8" 18"THK *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:39 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD 38A
Velocity =
5.38 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
6 ft
Ditch Area =
0.75 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
11.73 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
12 in
Apron Length =
4.0 ft
Apron Width = Top Width.=
6.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:39 PM
TDD 38B a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
0.28 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
0.7 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 132 LF
Slope =
0.197 (ft/ft)
Highest Elevation = 580
Z Required =
0.03 Ratio
Lowest Elevation = 554
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
0.25 ft
3.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
3.07 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 0.19 SF
New P = 1.58 Wetted perimeter
New R = 0.12 Hydraulic radius
Z Actual = 0.05 Must be greater than z required=> 0.03 Okay
New V = 5.32 fps
DesignMinimum
Liner: Class B (8"@18"THK) 3.50 LB/SF > 3.08 LB/SF Okay
r----------------
Top Width = 4.5 ft
Min. Ditch Depth = 0.75 ft --------------
Flow Flow Depth (Y) = 0.25 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
0.75 0.00 1 0.25 1 4.5 3:1
Ditch Liner
Class B 8" 18"THK *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:39 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD 38B
Velocity =
5.32 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
4.5 ft
Ditch Area =
0.1875 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
5.86 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
6 in
Apron Length =
2.0 ft
Apron Width = Top Width.=
4.5 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:40 PM
. 00*00 - •
TDD 39A a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
0.43 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
1.0 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 625 LF
Slope =
0.037 (ft/ft)
Highest Elevation = 580
Z Required =
0.10 Ratio
Lowest Elevation = 557
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
0.50 ft
6.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
1.15 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 0.75 SF
New P = 3.16 Wetted perimeter
New R = 0.24 Hydraulic radius
Z Actual = 0.29 Must be greater than z required=> 0.10 Okay
New V = 3.65 fps
DesignMinimum
Liner: North American Green, S75 1.55 LB/SF > 1.15 LB/SF Okay
------------------------------------------------
Top Width = 6 ft
Min. Ditch Depth = 1 ft --------------
Flow Flow Depth (Y) = 0.5 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.00 0.00 1 0.50 1 6 3:1
Ditch
North American Green, S75 *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:40 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD 39A
Velocity =
3.65 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
6 ft
Ditch Area =
0.75 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
11.73 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
12 in
Apron Length =
4.0 ft
Apron Width = Top Width.=
6.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:40 PM
. 00*00 - •
TDD 40A a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD 40•
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
3.59 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
8.3 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 895 LF
Slope =
0.036 (ft/ft)
Highest Elevation = 598
Z Required =
0.89 Ratio
Lowest Elevation = 566
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
1.00 ft
12.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
2.23 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 3.00 SF
New P = 6.32 Wetted perimeter
New R = 0.47 Hydraulic radius
Z Actual = 1.82 Must be greater than z required=> 0.89 Okay
New V = 5.71 fps
DesignMinimum
Liner: North American Green, C125 2.25 LB/SF > 2.24 LB/SF Okay
Top Width = 9 ft
Min. Ditch Depth = 1.5 ___________________
3 Flow Depth (Y) = 1 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.50 0.00 1 1.00 1 9 3:1
Ditch
North American Green, C125 *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:40 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
D 1
Velocity = 5.71 fps From Fig. 8.06.c: ZONE = 2
Top Width = 9 ft
Ditch Area = 3 sf Rip Rap Class = B
Equivalent Pipe Diameter = 23.45 in Apron Thickness = 18 in
Equivalent Pipe Diameter = 24 in Apron Length = 12.0 ft
Apron Width = Top Width.= 9.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:41 PM
. 00*00 - •
TDD 40B a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD -0-
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
1.85 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
4.3 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 445 LF
Slope =
0.029 (ft/ft)
Highest Elevation = 579
Z Required =
0.51 Ratio
Lowest Elevation = 566
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
0.75 ft
9.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
1.37 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 1.69 SF
New P = 4.74 Wetted perimeter
New R = 0.36 Hydraulic radius
Z Actual = 0.85 Must be greater than z required=> 0.51 Okay
New V = 4.26 fps
DesignMinimum
Liner: North American Green, S75 1.55 LB/SF > 1.37 LB/SF Okay
r----------------
Top Width = 7.5 ft
Min. Ditch Depth = 1.25 ft _________=:/
Flow Depth (Y) = 0.75 ft
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.25 0.00 1 0.75 1 7.5 3:1
Ditch
North American Green, S75 *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:41 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
D DD 40-
Velocity =
4.26 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
7.5 ft
Ditch Area =
1.6875 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
17.59 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
18 in
Apron Length =
6.0 ft
Apron Width = Top Width.=
7.5 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:41 PM
TDD 41A a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD -
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
0.85 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
2.0 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 400 LF
Slope =
0.078 (ft/ft)
Highest Elevation = 620
Z Required =
0.14 Ratio
Lowest Elevation = 589
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
0.50 ft
6.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
2.42 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 0.75 SF
New P = 3.16 Wetted perimeter
New R = 0.24 Hydraulic radius
Z Actual = 0.29 Must be greater than z required=> 0.14 Okay
New V = 5.30 fps
DesignMinimum
Liner: Class B (8"@18"THK) 3.50 LB/SF > 2.42 LB/SF Okay
------------------------------------------------
Top Width = 6 ft
Min. Ditch Depth = 1 ft --------------
Flow Flow Depth (Y) = 0.5 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.00 0.00 1 0.50 1 6 3:1
Ditch Liner
Class B 8" 18"THK *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:42 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD 41A
Velocity =
5.30 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
6 ft
Ditch Area =
0.75 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
11.73 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
12 in
Apron Length =
4.0 ft
Apron Width = Top Width.=
6.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:42 PM
TDD 41 B a0 Carolina Sunrock
r.�e�ta.,,_.�a•,=�� T I M M O N S GROUP
David Hojsan ENGINEERING I DESIGN I TECHNOLOGY 44089
Drainage Ditch Design (Velocity Constraint)
TEMPORARY• DD -
This worksheet is designed to determine channel lining based on flow and ditch geometry (base width, side
slope, & channel slope). This program determines depth of flow, velocity and tractive force assuming
n=0.03 for grass or rip rap (n can be varied if desired). (Vary depth until z actual equals z required; v & t will
be correct; select appropriate lining based on tractive force)
Area (A) =
0.32 (Acres)
Coef. (C) =
0.30 (Dimensionless)
Inte. (1) =
7.74 (in/hr)
Flow (Qio) =
0.7 (cfs)
Line channel with:
6 " rip -rap
(Assume 6" even if using grass)
Manning n =
0.030 (Dimensionless) Ditch Length = 235 LF
Slope =
0.102 (ft/ft)
Highest Elevation = 613
Z Required =
0.05 Ratio
Lowest Elevation = 589
Side Slope (M) =
3 :1
Quantities
(Ditch Width &
Depth)Variable
Flow Depth (Y) =
0.50 ft
6.0 in
Bottom Width (B) =
0.00 ft
0.0 in
Freeboard =
Compute Tractive
0.50 ft
Force
6.0 in
T=YxDxS
Y = Weight of water (62.4 LB/CUFT)
T =
3.19 LB/SF
D=Depth of flow in channel (ft)
S=Slope of channel (ft/ft)
North American
Jute Net 0.45 Green Lining LB/SF
Curled Mat 1.55 S75 1.55
Class A (4"@9"THK) 2.00 S150 1.75
Class B (8"@18"THK) 3.50 SC150 2.10
Class 1 (12"@22"THK) 5.00 C125 2.25
Class 11 18" 30"THK 7.50 P300 8.00
New A = 0.75 SF
New P = 3.16 Wetted perimeter
New R = 0.24 Hydraulic radius
Z Actual = 0.29 Must be greater than z required=> 0.05 Okay
New V = 6.08 fps
DesignMinimum
Liner: Class B (8"@18"THK) 3.50 LB/SF > 3.19 LB/SF Okay
------------------------------------------------
Top Width = 6 ft
Min. Ditch Depth = 1 ft --------------
Flow Flow Depth (Y) = 0.5 ft
1
Bottom Width (B) = 0 ft
Min. Ditch Depth ft Bottom Width ftFlow Depth ft Top Width ftSide Slope
1.00 0.00 1 0.50 1 6 3:1
Ditch Liner
Class B 8" 18"THK *RED IS USER INPUT
LATEST REVISION: 8/28/2019 1:42 PM
TIMMONS GROUP
David Hojsan
Carolina Sunrock
44089
Ditch Outlet Protection (NYDOT Method)
Ditch Name: DD
Velocity =
6.08 fps
From Fig. 8.06.c:
ZONE = 1
Top Width =
6 ft
Ditch Area =
0.75 sf
Rip Rap Class =
A
Equivalent Pipe Diameter =
11.73 in
Apron Thickness =
12 in
Equivalent Pipe Diameter =
12 in
Apron Length =
4.0 ft
Apron Width = Top Width.=
6.0 ft
From Fig. 8.06.e:
LATEST REVISION: 8/28/2019 1:43 PM
7/25/2019 Precipitation Frequency Data Server
NOAA Atlas 14, Volume 2, Version 3
Location name: Prospect Hill, North Carolina,•b
USA* &e
Latitude: 36.2998°, Longitude:-79.1735°
Elevation: 662.84 ft**
source: ESRI Maps kN7, M s�
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 4.60 5.46 6.37 7.02 7.74 8.21 8.65 9.00 9.41 9.67 (4.20-5.02) (4.99-5.96) (5.82-6.96) (6.40-7.66) (7.02-8.42) (7.42-8.94) 1 (7.78-9.42) 11 (8.05-9.83) 1 (8.34-10.3) (8.52-10.6)
5.11
6.
10-min
E(6.6
3. 5 4?01 3.99 4777 4.66-5.58 5. 2 6112 5. 016.71 (5.91 7312 6. 8-87748) (6. 8 7479) 8412) (6.71 8733)
3.06 3.66 4.31 4.73 5.21 5.52 5.79 6.00 6.24 6.37
15-min
(2.79-3.34) (3.34-4.00) (3.93-4.70) (4.32-5.16) (4.73-5.68) (4.99-6.00) (5.21-6.30) (5.37-6.55) 1 (5.54-6.82) (5.62-6.97)
4.43 4.67 4.97 5.16 )
30-min 2.10 2.53 3.06 3.43 3.86 =(3.7452)
(1.91-2.29) (2.31-2.76) (2.79-3.34) (3.13-3.74) (3.50-4.20) (3.99-4.83) (4.18-5.10) (4.41-5.42) (4.55-5.64
1.31 1.59 1.96 2.23 2.57 2.82 3.05 3.28 3.56
60-min
(1.19-1.43) (1.45-1.73) (1.79-2.14) 1 (2.04-2.44) 1 (2.33-2.80) (2.54-3.06) 1 (2.75-3.33) 1 (2.93-3.58) 1 (3.16-3.89) (3.32-4.12
0.776 0.942 1.17 1.35 1.57 1.75 1.92 2.09 2.31 2.48
2-hr
(0.709-0.849) (0.860-1.03) 1 (1.07-1.28) 1 (1.23-1.47) 1 (1.42-1.71) (1.57-1.90) 11 (1.71-2.09) 1 (1.85-2.27) 1 (2.03-2.51) 1 (2.16-2.70)
0.554 0.673 0.839 0.967 1.13 1.26 1.39 1.51 1.68 1.81
3-hr
(0.507-0.605) (0.617-0.735) (0.767-0.916) (0.882-1.05) (1.02-1.23) (1.13-1.37) (1.24-1.50) (1.34-1.64) (1.48-1.82) (1.57-1.97)
0.338
0.410
0.511
0.591 0.698 0.784 0.873 0.963
1.09
1.19
6-hr
(0.311-0.371)
(0.376-0.450)
(0.467-0.560)
(0.539-0.646) (0.632-0.762) (0.705-0.854) (0.778-0.949) (0.849-1.05)
0.356 0.426 0.483 0.544 0.608
(0.946-1.18)
(1.02-1.29)
0.201
0.244
0.306
0.699
0.773
12-hr
(0.185-0.221)
(0.224-0.268)
(0.279-0.335)
(0.324-0.390) (0.385-0.464) (0.433-0.525) (0.482-0.590) (0.532-0.658)
(0.601-0.756)
I (0.653-0.837)
24-hr
0.1110-0.1128)11(0.133-0..1154
0.166-0..1192
0.19 -0 222 0.225-0.262 0.252-0 295 0.2778-0 328 0.306-0 363
0.343-0.410
0.3771---0.448
0.070
T 0.084
0.103
0.119 0.139 0.155 0.171 0.187
0.209
0.226
2-day
(0.065-0.075)
(0.078-0.090)
(0.097-0.111)
(0.110-0.127) (0.129-0.149) (0.143-0.166) (0.157-0.184) (0.172-0.202)
0.083 7F 0.097 0.109 0.120 F 0.132
(0.191-0.226)
0.147
(0.205-0.246)
F 0.1 00
F-0.-04-9--77
0.059
0.073
3-day
(0.046-0.053)
(0.055-0.063)
0.046
(0.068-0.078)
0.057
(0.077-0.089) (0.090-0.104) (0.100-0.117) (0.110-0.129) (0.121-0.142)
0.065 0.077 0.085 0.095 0.104
(0.134-0.160)
0.116
(0.145-0.173)
0.126
0.039
4-day
(0.036-0.042)
(0.043-0.050)
(0.053-0.061)
(0.061-0.070) (0.071-0.082) (0.079-0.092) (0.087.087-0.102) (0.095-0.112)
0.042 0.049 0.054 0.060 0.066
(0.106-0.126)
0.073
(0.114-0.137)
0.080
0.025
0.030
0.037
F7-day
(0.024-0.027)
(0.028-0.032)
(0.034-0.039)
(0.039-0.045) (0.046-0.052) (0.050-0.058) (0.055-0.064) (0.060-0.071)
(0.067-0.079)
(0.072-0.086)
10-day 0.020
0.024
0.029
0.033 0.038 0.042 0.046 0.050
0.056
0.060
(0.019-0.021)
( 0.023-0.026)
( 0.027-0.031)
( 0.031-0.035) ( 0.035-0.040) ( ( 0.039-0.045 0 043-0.049) ( 0 046-0.054)
( 0 051-0.060)
( 0 055-0.065)
0.013
0.016
0.019
0.021 0.024 0.027 0.029 0.032
0.036
0.038
20-day
(0.013-0.014)
(0.015-0.017)
(0.018-0.020)
(0.020-0.022) (0.023-0.026) (0.025-0.029) (0.027-0.031) (0.030-0.034)
(0.033-0.038)
(0.035-0.041)
0.011
0.013
0.015
0.017 0.019 0.021 0.022 0.024
0.026
0.028
30-day
(0.011-0.012)
(0.012-0.014)
(0.014-0.016)
(0.016-0.018) (0.018-0.020) (0.019-0.022) (0.021-0.024) (0.022-0.026)
(0.024-0.028)
(0.026-0.030)
0.009
0.011
0.013
0.014 0.016 0.017 0.018 0.019
0.021
0.022
45-day
(0.009-0.010)
(0.010-0.012)
(0.012-0.013)
(0.013-0.015) (0.015-0.016) (0.016-0.018) (0.017-0.019) (0.018-0.020)
(0.020-0.022)
(0.021-0.024)
0.008
0.010
0.011
0.012 0.013 0.014 0.015 0.016
0.017
0.018
60-day
(0.008-0.009)
(0.009-0.010)
(0.011-0.012)
(0.012-0.013) (0.013-0.014) (0.014-0.015) (0.014-0.016) (0.015-0.017)
(0.016-0.018)
(0.017-0.019)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
https://hdsc. nws. noaa.gov/hdsc/pfds/pfds_Printpage. htmI?Iat=36.2998&Ion=-79.1735&data=intensity&units=engIish&series=pds 1 /4
Maps
3
m
663000
36' 18' 26" N
8
36° 1718" N
663000 663300 663600 663900 664200 664500 664800
3
m
Map Scale: 1:14,800 if printed on A landscape (11" x 8.5") sheet
Meters N
0 200 400 800 1200
Feet
0 500 1000 2000 3000
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
G}DA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
Soil Map —Caswell County, North Carolina
66M 663WO 663900 664200 664500 6648M
665100 665400 665700
665100 665400 665700
3
zo
66M
36' 18' 26" N
.1
8
36° 17' 18" N
666000
3
m
m
8/28/2019
Page 1 of 3
MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
im 0
Soil Map Unit Lines
0
Soil Map Unit Points
Special
Point Features
Vo
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
+
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
4
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
oa
Sodic Spot
Soil Map —Caswell County, North Carolina
MAP INFORMATION
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:24,000.
Stony Spot
Please rely on the bar scale on each map sheet for map
Very Stony Spot
measurements.
Wet Spot
Source of Map: Natural Resources Conservation Service
4�,
Other
Web Soil Survey LIRL:
Coordinate System: Web Mercator (EPSG:3857)
•�
Special Line Features
Maps from the Web Soil Survey are based on the Web Mercator
Water Features
projection, which preserves direction and shape but distorts
Streams and Canals
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
Transportation
accurate calculations of distance or area are required.
Rails
This product is generated from the USDA-NRCS certified data as
Interstate Highways
of the version date(s) listed below.
US Routes
Soil Survey Area: Caswell County, North Carolina
Major Roads
Survey Area Data: Version 9, Sep 10, 2018
Local Roads
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Background
®
Aerial Photography
Date(s) aerial images were photographed: Nov 12, 2015—Nov
26, 2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
UUsDA Natural Resources Web Soil Survey 8/28/2019
Iiim Conservation Service National Cooperative Soil Survey Page 2 of 3
Soil Map -Caswell County, North Carolina
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
ChA
Chewacla loam, 0 to 2 percent
13.8
2.4%
slopes, frequently flooded
Cullen clay loam, 2 to 6
CuB2
9.3
1.6%
percent slopes, moderately
eroded
EnB
Enon sandy loam, 2 to 6
31.2
5.5%
percent slopes
EnC
Enon sandy loam, 6 to 10
8.6
1.5%
percent slopes
EnD
Enon sandy loam, 10 to 15
28.5
5.0%
percent slopes
HeB
Helena sandy loam, 2 to 6
109.1
19.1%
percent slopes
HeC
Helena sandy loam, 6 to 10
117.4
20.5%
percent slopes
LoC
Louisburg coarse sandy loam,
4.6
0.8%
6 to 10 percent slopes
LoD
Louisburg coarse sandy loam,
111.6
19.5%
10 to 15 percent slopes
LoE
Louisburg coarse sandy loam,
30.2
5.3%
15 to 45 percent slopes
RvA
Riverview loam, 0 to 2 percent
9.0
1.6%
slopes, occasionally flooded
RxE
Rowan -Poindexter complex,
8.8
1.5%
15 to 45 percent slopes
VaB
Vance sandy loam, 2 to 6
73.2
12.8%
percent slopes
VaC
Vance sandy loam, 6 to 10
14.7
2.6%
percent slopes
W
Water
2.3
0.4%
Totals for Area of Interest
572.4
100.0%
USDA Natural Resources Web Soil Survey 8/28/2019
Conservation Service National Cooperative Soil Survey Page 3 of 3
3
m
663000
36' 18' 26" N
8
36° 1718" N
663000 66M 663600 663900 664200 664500 664800
3
c+
Map Scale: 1:14,800 if printed on A landscape (11" x 8.5") sheet
Meters N
0 200 400 800 1200
Fe
0 500 1000 2000 3et
000
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 17N WGS84
G}DA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
Hydrologic Soil Group —Caswell County, North Carolina
663300 663600 663900 664200 664500 664800 665100
665100 665400 665700
3
zo
66M
36' 18' 26" N
8
36° 17' 18" N
666000
3
m
m
8/28/2019
Page 1 of 4
Hydrologic Soil Group —Caswell County, North Carolina
MAP LEGEND
Area of Interest (AOI)
Area of Interest (A01)
Soils
Soil Rating Polygons
0 A
0 A/D
0 B
0 B/D
C
0 C/D
0 D
Not rated or not available
Soil Rating Lines
r r A
r r A/D
r B
B/D
r r C
0 C/D
r r D
r r Not rated or not available
Soil Rating Points
0 A
0 A/D
B
B/D
MAP INFORMATION
p
C
The soil surveys that comprise your AOI were mapped at
1:24,000.
0
C/D
Please rely on the bar scale on each map sheet for map
0
D
measurements.
p
Not rated or not available
Source of Map: Natural Resources Conservation Service
Water Features
Web Soil Survey URL:
Streams and Canals
Coordinate System: Web Mercator (EPSG:3857)
Transportation
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
Rails
distance and area. A projection that preserves area, such as the
#%-0
Interstate Highways
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
US Routes
This product is generated from the USDA-NRCS certified data as
Major Roads
of the version date(s) listed below.
Local Roads
Soil Survey Area: Caswell County, North Carolina
Background
Survey Area Data: Version 9, Sep 10, 2018
®
Aerial Photography
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: Nov 12, 2015—Nov
26, 2017
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
UU� Natural Resources Web Soil Survey 8/28/2019
� Conservation Service National Cooperative Soil Survey Page 2 of 4
Hydrologic Soil Group -Caswell County, North Carolina
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
ChA
Chewacla loam, 0 to 2
B/D
13.8
2.4%
percent slopes,
frequently flooded
CuB2
Cullen clay loam, 2 to 6
B
9.3
1.6%
percent slopes,
moderately eroded
EnB
Enon sandy loam, 2 to 6
C
31.2
5.5%
percent slopes
EnC
Enon sandy loam, 6 to
C
8.6
1.5%
10 percent slopes
EnD
Enon sandy loam, 10 to
C
28.5
5.0%
15 percent slopes
HeB
Helena sandy loam, 2 to
D
109.1
19.1 %
6 percent slopes
HeC
Helena sandy loam, 6 to
D
117.4
20.5%
10 percent slopes
LoC
Louisburg coarse sandy
A
4.6
0.8%
loam, 6 to 10 percent
slopes
LoD
Louisburg coarse sandy
A
111.6
19.5%
loam, 10 to 15 percent
slopes
LoE
Louisburg coarse sandy
A
30.2
5.3%
loam, 15 to 45 percent
slopes
RvA
Riverview loam, 0 to 2
B
9.0
1.6%
percent slopes,
occasionally flooded
RxE
Rowan -Poindexter
B
8.8
1.5%
complex, 15 to 45
percent slopes
VaB
Vance sandy loam, 2 to
C
73.2
12.8%
6 percent slopes
VaC
Vance sandy loam, 6 to
C
14.7
2.6%
10 percent slopes
W
Water
2.3
0.4%
Totals for Area of Interest
572.4
100.0%
USDA Natural Resources Web Soil Survey 8/28/2019
Conservation Service National Cooperative Soil Survey Page 3 of 4
Hydrologic Soil Group —Caswell County, North Carolina
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
Tie -break Rule: Higher
usDA Natural Resources Web Soil Survey 8/28/2019
Conservation Service National Cooperative Soil Survey Page 4 of 4
NC Surface Water Classification
kF�
V
ti
'�
8/28/2019 10:24:50 AM
Surface Water Classifications
River Basins
0 CPF
u NEU
0 ROA
a
""`� �q --
a
0
o
R
Da-,-s . math Rd
C�
n
0
0
72?
9
�n
$ Pa inte r
ProBpo
r
'49 R I
Gyp
7
1�
� 2b
U
i6 ch
at h'�o
zi - -
� h
Lo
I � �
o - �-
J
L
Chu'-
49
k �.
809 ff � v
_fir!
o�
1:72,224
0 0.75 1.5 3 mi
0 1 2 4 km
Sources: Esri, HERE, Garmin, Intermap, increment P Corp., GEBCO,
USGS, FAO, NPS, NRCAN, GeoBase, IGN, Kadaster NL, Ordnance
Survey, Esri Japan, METI, Esri China (Hong Kong), (c)
OpenStreetMap contributors, and the GIS User Community
NCDENR Div. Water Resources
State of North Carolina DOT, Esri, HERE, Garmin, INCREMENT P, USGS, METI/NASA, NGA, EPA, USDA I NCDENR - Division of Water Resources I
NC Surface Water Classification
� a
4 1
I
� I
I
0
,,i ` I
Ridgeville
I
t LO
I
i
I
I
,a
�e
N
C
7/24/2019, 11:25:44 AM 1:18,056
Surface Water Classifications o 0.17 0.35 oI mi
River Basins 0 0.28 0.55 1.1 km
ROA Sources: Esri, HERE, Garmin, Intermap, increment P Corp.,
GEBCO, USGS, FAO, NPS, NRCAN, GeoBase, IGN, Kadaster NIL,
Ordnance Survey, Esri Japan, METI, Esri China (Hong Kong), (c)
OpenStreetMap contributors, and the GIS User Community
NCDENR Div. Water Resources
State of North Carolina DOT, Esri, HERE, Garmin, INCREMENT P, USGS, METI/NASA, EPA, USDA I NCDENR - Division of Water Resources I