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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