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Home My WebLink AboutSW6210303_EC Calcs_20210329Project Name Riprap Dissipator #4 At Pipe 4 Date Watson Ridge Phase I Nov,2020 DD Project No. Location Double D Engineering, PLLC DD2011 Lee/Harnett County, North Carolina 110 Commerce Avenue Calculated By Southern Pines, NC 28387 JLH (910) 684-8126 Checked By JILH STORM DESIGN: 10 Year BACKGROUND: Use the E&S Control Planning & Design Manual, Section 8.06. REFERENCE: (NCDEHNR, 1993) Step 1. Minimum Tailwater Condition Step 2. D-o = 18 in. D-o = 1. 50 ft. 0-25 = 9.70 cfs d-50 = 0.3 ft. L-a = 9 ft. Stop 3. 3*D-o = 4.50 ft. W = 10.50 ft. Step 4. d-max 0.45 ft. d-max 5 in. Step 5. Thickness = 0.68 ft. Thickness = 8 in. DESIGN DIMENSIONS: Pipe diameter in inches Pipe diameter in feet Pipe outlet (from drainage calculations) from Figure 8.06 a from Figure 8.06 a 3 times the outlet pipe diameter Pipe diameter + Apron length Maximum Stone Diameter (1.5*d-50) in inches Maximum Stone Diameter (1.5*d-50) in feet Min. Apron Thickness Wirth Fifter Fabric (1.5*d-max) in feet Min. Apron Thickness With Filter Fabric (1.5*d-max) in inches Apron Dimensions Riprap Class Length VVIdth I 3*D-o Thick I 9 11 1 5 J 1181n. B NOLOGY: Q10 = 10-Year Design Storm, Peak Discharge, (cfs) D-o = Pipe Diameter, (in. & ft.) d-50 = Mean Stone Diameter of Rip -Rap, (ft.) L-a = Length of Rip -Rap Apron, (ft.) 3*D-o = Width of Rip -Rap Apron @ Pipe Outlet, (ft.) W = Width of Rip -Rap Apron @ End of Apron, (ft.) d-max = Maximum Stone Diameter of Rip -Rap, (ft. & in.) Thickness = Thickness of Rip -Rap Apron With Filter Fabric, (ft. &n.) 1 1116/2020 DOUBLE D ENGINEERING, PLLC PROJECT NAME PROJECT NO Watson Ridge Phase I DD2006 Lee/Harnett County, North Carolina BY 150 S. Page Street DTU Southern Pines, NC 28387 LOCATION CHECKED BY 910-684-8645 LWHarnett County, North Carolina ISOLUTIONS IDESIGN STORM: Area Runoff C Condition LINING TYPE: Shear Stress: FINISHED DIMENSIONS: REFERENCES: Determine the MAXIMUM velocity, V, through the TYPICAL SECTION Use Trial & Error to make the flow depth, d, result vAth Q = Q25 25-YEAR Q25 = CIA 8.72 in/hr 2�064 AC 0.3 Q25: 5.37 cis The velocity of the water entering a maintained veg swale must be <5 ft/s d = 0.680 FT A= 2,07 FTA2 P = 5,30 FT n = 0.030 (DEHNR, 1993) R = 0.39 B = 1 FT Q= 5.48 CFS Z = 3 1 V= 2.66 FPS S = 00100 FTIFT W= 5.08 FT L INING EM S&M SEED & MULCH T=YDS EM EXCELSIOR MAT T= 0.42 Lb/SF SM SYNTHETIC MAT RR RIPRAP (A,B,1,2) RM REVETMENT Q= Peak Discharge, (CFS) A= Cross -Sectional Area of Flow, P= Wetted Perimeter of the Flow, (FT) d= Maximum Depth of Water, (FT) R= Hydraulic Radius, (FT) V= Trial Velocity, (FPS) S= Slope of the Channel, (FTIFT) n= Manning's "n" Coefficient Q = Trial Discharge, (CFS) B= Bottom Width of Channel, (FT) W = Top Width of Water in Channel, Z= Side Slope of Channel (Z: 1) T= Shear Stress in LbISF Y= Wt of Water (62.4 lb/cf) D= Depth Of Flow Sz Slope Of Swale Min. Depth 0.68 FT Bottoin WIldth I FT Max. S" 1.00% Skis Slopes 3 :1 - UnN EM (DEHNR, 1988; DEHNR, 1993) 1 11161202( DOUBLE D ENGINEERING, PLLC PROJECT NAME PROJECT NO Watson Ridge Phase I DD2006 Lee/Harnett County, North Carolina BY DTU 150 S. Page Street LOCATION CHECKED BY Southern Pines, NC 28387 910-684-8646 Leefflarnett Countv. North Carolina JLH 5OLUTIONS: Determine the MAXIMUM velocity, V, through the TYPICAL SECTION Use Trial & ErroF to make the flow depth, d, result with Q = Q25 DESIGN STORM: 25-YEAR Q25 = CIA 8.72 inthr Area 0.429 AC Runoff C 0.8 Q25: 2." cfs NOTE: The velocity of the water entefing a maintained veg swale must be <5 ft/s MAXIMUM d = 0.390 FT A = 0�86 FT A 2 Slope Condition P = 3.47 FT n = 0.030 (DEHNR, 1993) R = 0.24 B = I FT Q = 3.08 CFS Z = 3 1 V= 3.64 FPS S = O�0352 FT/FT W = 3.34 FT LINING TYPE LINWG EM S&M SEED & MULCH Shear Stress: T=YDS EM EXCELSIOR MAT T= 0.86 LbISF SM SYNTHETIC MAT RR RIPRAP (A,B,1,2) RM REVETMENT TERMINOLOGY: FINISHED DIMENSIONS: REFERENCES: Q= Peak Discharge, (CFS) d Maximum Depth ofWater, (FT) V Trial Velocity, (FPS) n Manning's "n" Coefficient B Bottom Width of Channel, (FT) Z Side Slope of Channel (Z: 1) A = Cross-SeGtional Area of Flow, P = Wetted Perimeter of the Flow, (FT) R = Hydraulic Radius, (FT) S = Slope of the Channel, (FTIFT) Q = Trial Discharge, (CFS) W = Top Width of Water in Channel, T= Shear Stress in Lb/SF Y= Wt of Water (62.4 lb/cf) D= Depth Of Flow Sm Slope Of Swale Win. Depth 0.39 FT Botkwn Width I FT Ma3L 3.52% Side Sipe" 3 :1 L Lintng EM I (DEHNR, 1988, DEHNR, 1993) 11/6/202C DOUBLED ENGINEERING, PLLC PROJECTNAMF PROJECT NO Watson Ridge Phase I DD2006 BY OTU ! I Leell-lamen County, North Carolina 150 S. Page Street LOCATQN CHECKFD BY Southern Pines, NO 28387 910-684-8646 Lee/Harneft Countv. North Carolina JLH SOLUTIONS: Determine the MAXIMUM velocity, V, through the TYPICAL SECTION Use Trial & Error to make the flow depth. d, result with Q = Q25 DESIGN STORM: 25-YEAR Q25 = CIA 8.72 infhr Area 0.3511 AC Runoff C 085 Q25. 2.60 efs NOTE: The velocity of the water entering a maintained veg swale must be <5 ft/s MAXIMLW d = 0.360 FT A = 0,75 FTA2 Slope Condition P = 3.28 FT n = 0,030 (DEHNR, 1993) R = 0.23 B = I FT 0 = 2.61 CFS Z = 3 .1 V= 3.48 FPS S = 0.0352 FT/FT W= 3.16 FT LINING TYPE: LINING EM S&M SEED& MULCH Shear Stress: T=YDS EM EXCELSIOR MAT T= 0.79 LbISF SM SYNTHETIC MAT RR RIPRAP (A,B,1,2) RM REVETMENT TERMINOLOGY: Q= Peak Discharge, (CFS) A= Cross -Sectional Area of Flow, P= Wetted Perimeter of the Flow, (FT) d= Maximum Depth of Water, (FT) R= Hydraulic Radius, (FT) V= Trial Velocity, (FPS) S= Slope of the Channel, (FTIFT) n = Manning's "n" Coefficient Q= Trial Discharge, (CFS) B= Bottom Width of Channel, (FT) W = Top Width of Water in Channel, Z= Side Slope of Channel (Z: 1) Tz Shear Stress in Lb/SF Yz Wt of Water (62.4 lb/0 D= Depth Of Flow S= Slope Of Swale i :FINISHED DIMENSIONS: Min. 0.36 FT Bottoirn Width I FT max. Silo" 3.52% Skis Slop" 3 :1 Lining EM REFERENCES: (DEHNR, 1968; DEHNR, 1993) 11161202( DOUBLE D ENGINEERING, PLLC PROJECT NAME PROJECT NO Watson Ridge Phase I D02006 Lee/Harnott County, North Carolina �BY '50 Sr Page Street DTU Southern Pines, NC 28387 LOCATION CHECKED BY 910-684-8646 LeWHarneft Countv. North Carolina JLH 4 STORM: C MAXiMUM Slope Condition TYPE Stress: NOLOGY: FINISHED DIMENSIONS: REFERENCES: Determine the MAXIMUM velocity, V, through the TYPICAL SECTION Use Trial & Error to make the flow depth, (I, result with Q = Q25 25-YEAR Q25 = CIA 8.72 in/hr 0.8827 AC 0.8 Q25: 6.16 efs The velocity of the water entering a maintained veg swale must be <5 ft/s d = 0.640 FT A = 1.87 FT A 2 P = 5.05 FT n = 0.030 (DEHNR, 1993) R = 0.37 6 = I FT Q= 6.35 CFS Z = 3 :1 V= 140 FPS S = 0.0176 FT/FT W = 4.94 FT LINING EM S&M SEED & MULCH T=YDS EM EXCELSIOR MAT T= 0.70 LbISF SM SYNTHETIC MAT RR RIPRAP (A,B,1,2) RM REVETMENT Q= Peak Discharge, (CFS) A= Cross -Sectional Area of Flow, P= Wetted Perimeter of the Flow, (FT) d= Maximum Depth of Water, (FT) R= Hydraulic Radius, (FT) V= Trial Velocity, (FPS) S= Slope of the Channel, (FTIFT) n = Manning's "n" Coefficient Qz Trial Discharge, (CFS) B= Bottom Width of Channel, (FT) W = Top Width of Water in Channel, Z= Side Slope of Channel (Z:1) T= Shear Stress in Lb/SF Y= Wt of Water (62.4 lb/cf) D= Depth Of Flow S= Slope Of Swale Min. Dep!h 0.64 FT Bottom Width I FT Mom Sk" 1.76% Side SI"" 3 ,1 L Lining EM I (DEHNR, 1988; DEHNR, 1993) IDOUBLE D ENGINEERING, PLLC 1 150 S. Page Street Southem Pines, NC 28387 N STORM: C INOTE: IS/ope Conditfon ' TYPE Stress: NOLOGY: [a] 1 1 14 1. M ISLI 1-3 T�ON DATE 11/61202( NAME PROJECT NO Ridge Phase I DD2006 iett County, North Carolina BY DTU CHECKED BY North Carolina JLH Determine the MAXIMUM velocity, V, through the TYPICAL SECTION Use Trial & Error to make the flow depth, d, result with Q = Q25 25-YEAR Q25 = CIA 8.72 inthr 0.3916 AC 0.9 Q25: 3.07 cfs The velocity of the water entering a maintained veg swale must be <5 ft/s d = 0.460 FT A = 1.09 FT A 2 P = 3.91 FT n z 0.030 (DEHNR, 1993) R= 0.28 B = I FT Q= 3.09 CFS Z = 3 :1 V= 2.82 FPS S = 0.0176 FT�FT W= 3.76 FT LINWG EM S&M SEED & MULCH T=YDS EM EXCELSIOR MAT T= 0.51 LbISF SM SYNTHETIC MAT RR RIPRAP (A,13,11,2) RM REVETMENT Q= Peak Discharge, (CFS) A = Gross -Sectional Area of Flow, P = Wetted Perimeter of the Flow, (FT) d Maximum Depth of Water, (FT) R = Hydraulic Radius, (FT) V Trial Velocity, (FPS) S = Slope of the Channel, (FTIFT) n Manning's "n" Coefficient Q = Trial Discharge, (CFS) 6 Boftom Width of Channel, (FT) W = Top Width of Water in Channel, Z Side Slope of Channel (ZA) T= Shear Stress in LbISF Y= Wl of Water (62.4 lb/Lf) D= Depth Of Flow S= Slope Of Swale Min. Dep#t 0.46 FT Bottom Width 1 FT mm slope 1.76% Sme Slopes 3 :1 L Lining EM I (DEHNR, 1988; DEHNR, 1993) DATE 111612020 DOUBLE D ENGINEERING, PLLC PROJECT NAME PROJECT NO Watson Ridge Phase I DD2006 BY DTU Lee/Hamott County, North Carolina 150 S. Page Street LOCATION CHECKED BY Southern Pines, NC 28387 910-684-8646 Leati-larneft County, North Carolina JLH ISOLUTIONS IDESIGN STORM: Area Runoff C INOTE: [Slope Condition LINING TYPE: Shear Stress: REFERENCES Determine the MAXIMUM velocity, V, through the TYPICAL SECTION Use Tria I & Error to make the flow depth, d, result with Q = Q25 25-YEAR Q25 = CIA 8.72 in/hr 0.3916 AC 0.9 025� 3.07 cfs The velocity of the water entering a maintained veg swale must be <5 ft/s d = 0.460 FT A = 1.09 FT^2 P = 3.91 FT n = 0.030 (DEHNR, 1993) R m 0.28 B = I FT Q = 3.09 CFS Z = 3 :1 V= 2.82 FPS S = 0.0176 FT/FT W = 3.76 FT LINING EM S&M SEED& MULCH T=YDS EM EXCELSIOR MAT T= 0.51 LbISF SM SYNTHETIC MAT RR RIPRAP (A,B,1,2) RM REVETMENT Q= Peak Discharge, (CFS) A= Cross -Sectional Area of Flow, P= Wetted Perimeter of the Flow, (FT) d= Maximum Depth of Water, (FT) R= Hydraulic Radius, (FT) V= Trial Velocity, (FPS) S= Slope of the Channel, (FTIFT) n= Manning's "n" Coefficient Q= Trial Discharge, (CFS) B= Bottom Width of Channel, (FT) W = Top Width of Water in Channel, Z= Side Slope of Channel (Z:1) T= Shear Stress in LbISF Y= Wt of Water (62A lb1cf) D= Depth Of Flow S= Slope Of Swale Min. 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Ln r, 0 0 0 3 3 Z o m 0 z w 0 =r w 0 0