Hydraulic Report - 10.4 WV ERFO FS MNGAH921 2018-1(1) Appendix D.pdf

APPENDIX D

Embankment Analysis

FSR 102 – MP 2.618

DSR 2018-1.2

STA 21+50 to 21+75

Hydraulics Report FSR 102 – MP 2.618 WV ERFO FS MNGAH921 2018-1(1) DSR 2018-1.2 – STA 21+50 to 21+75

1. Purpose The purpose of this report is to confirm the riprap sizing at the proposed embankment repair of FSR 102 - MP 2.618 (DSR 2018-1.2 – STA 21+50 to 21+75).

2. Embankment Slope Analysis – Hydraulic Toolbox Shear stress and velocity are key parameters for prediction of bank erosion and embankment stability. The FHWA Hydraulic Toolbox program “Channel Analysis” tool was used to analyze the shear stress and velocity within Cranberry River to evaluate embankment stability near DSR 2018-1.2 under existing conditions. A cross-section was cut for Cranberry River at the site location using ArcGIS 3D analyst and imported into the Hydraulic Toolbox program. The Manning’s n value for the channel was set to 0.04 and for embankments was set to 0.05. The PDDM specifies that the design flood for capacity and stability of Longitudinal Embankments is the 25-year flood; however, for the sake of long-term stability, the 100-yr storm event generated from StreamStats (2,510 cfs) was utilized.

The “Channel Revetment (slopes < 2%)” riprap calculator was used to design rock riprap armor protection for the data input to the “Channel Analysis” tool. The hydraulic toolbox results indicated that a Class I riprap with minimum thickness of 12-inches would be sufficient. As a precaution, a minimum Class II riprap at a thickness of 18-inches is recommended for this project.

The hydraulic toolbox output is attached to this report.

3. Design Recommendations Embankment stabilization on the toe of the downstream embankment slope will be based on the geotechnical analysis and will consist of Class II riprap at a minimum thickness of 18-inches to protect against bank erosion by Cranberry River

ATTACHMENT

Hydraulic Toolbox Report

Hydraulic Analysis Report

Project Data Project Title: Project - WV Designer:

Project Date: Thursday, December 29, 2022 Project Units: U.S. Customary Units Notes:

Channel Analysis: 2018_1.2 Channel Analysis Notes:

Input Parameters Channel Type: Custom Cross Section

Cross Section Data Station (ft Elevation (ft) Manning's n

0.00 3299.67 0.0500

3.28 3299.36 0.0500

6.55 3298.91 0.0500

9.83 3298.81 0.0500

13.10 3298.90 0.0500

16.38 3299.19 0.0500

19.65 3299.18 0.0500

22.93 3299.12 0.0500

26.20 3298.84 0.0500

29.48 3298.35 0.0500

32.76 3297.13 0.0500

36.03 3296.41 0.0500

39.31 3296.22 0.0500

42.58 3296.35 0.0500

45.86 3296.74 0.0500

49.13 3297.27 0.0500

52.41 3297.70 0.0500

55.69 3298.02 0.0500

58.96 3298.18 0.0500

62.24 3298.02 0.0500

65.51 3298.01 0.0500

68.79 3297.76 0.0500

72.06 3297.15 0.0500

75.34 3296.46 0.0500

78.61 3296.45 0.0500

81.89 3296.58 0.0500

85.17 3296.47 0.0500

88.44 3296.40 0.0500

91.72 3296.38 0.0500

94.99 3296.49 0.0500

98.27 3296.60 0.0500

101.54 3296.53 0.0500

104.82 3296.35 0.0500

108.09 3296.26 0.0500

111.37 3296.74 0.0500

114.65 3297.35 0.0500

117.92 3297.91 0.0500

121.20 3298.56 0.0500

124.47 3298.78 0.0500

127.75 3298.68 0.0500

131.02 3298.79 0.0500

134.30 3298.54 0.0500

137.57 3298.11 0.0500

140.85 3297.84 0.0500

144.13 3297.81 0.0500

147.40 3297.75 0.0500

150.68 3297.68 0.0500

153.95 3297.67 0.0500

157.23 3297.75 0.0500

160.50 3297.86 0.0500

163.78 3297.79 0.0500

167.06 3297.57 0.0500

170.33 3297.41 0.0500

173.61 3297.32 0.0500

176.88 3297.52 0.0500

180.16 3297.80 0.0500

183.43 3297.81 0.0500

186.71 3297.40 0.0500

189.98 3296.95 0.0500

193.26 3296.80 0.0500

196.54 3296.74 0.0500

199.81 3296.65 0.0500

203.09 3296.16 0.0500

206.36 3295.68 0.0500

209.64 3295.32 0.0500

212.91 3294.94 0.0500

216.14 3294.43 0.0500

219.38 3293.70 0.0500

222.60 3293.11 0.0500

225.84 3292.88 0.0500

229.07 3292.79 0.0500

232.30 3292.52 0.0500

235.53 3291.64 0.0500

238.76 3290.88 0.0500

241.99 3290.17 0.0500

245.22 3289.47 0.0400

248.45 3288.65 0.0400

251.68 3287.85 0.0400

254.91 3287.10 0.0400

258.14 3285.94 0.0400

261.37 3284.73 0.0400

264.60 3282.94 0.0400

267.83 3281.67 0.0400

271.06 3281.49 0.0400

274.30 3281.85 0.0400

277.53 3282.18 0.0400

280.76 3281.95 0.0400

283.99 3281.47 0.0400

287.22 3281.05 0.0400

290.45 3280.98 0.0400

293.68 3280.94 0.0400

296.91 3281.01 0.0400

300.14 3281.01 0.0400

303.37 3281.07 0.0400

306.60 3281.14 0.0400

309.83 3281.64 0.0400

313.06 3282.85 0.0400

316.29 3284.53 0.0400

319.52 3285.74 0.0400

322.75 3286.39 0.0400

325.99 3286.43 0.0400

329.22 3286.41 0.0400

332.45 3286.73 0.0400

335.68 3287.92 0.0400

338.91 3289.91 0.0500

342.14 3292.36 0.0500

345.37 3294.82 0.0500

348.60 3297.25 0.0500

351.83 3299.62 0.0500

355.06 3301.94 0.0500

358.29 3304.27 ----- Longitudinal Slope: 0.0150 ft/ft Flow 2510.0000 cfs

Result Parameters Depth 4.9795 ft Area of Flow 233.3633 ft^2 Wetted Perimeter 64.2063 ft Hydraulic Radius 3.6346 ft Average Velocity 10.7558 ft/s Top Width 62.2662 ft Froude Number: 0.9791 Critical Depth 4.9174 ft Critical Velocity 10.9363 ft/s Critical Slope: 0.0157 ft/ft Critical Top Width 61.79 ft Calculated Max Shear Stress 4.6608 lb/ft^2 Calculated Avg Shear Stress 3.4020 lb/ft^2 Composite Manning's n Equation: Lotter method Manning's n: 0.0400

Riprap Analysis: 2018_1.2 Riprap Analysis Notes:

Input Parameters Riprap Type: Revetment The channel is a natural channel Local Depth of Flow: 4.2937 ft Riprap Shape is Angular Stability Coefficient: 0.3 This value is updated by the selected Riprap Shape Blanket Thickness Coefficient: 1 Channel Cross-sectional Average Velocity: 7.34188 ft/s Which is the Average Velocity with Spurs Centerline Radius of Curvature of Channel Bend: 1e+09 ft Width of Water Surface at Upstream End of Channel Bend: 175.537 ft Bank Angle: 4 :1 H:V .966 < Bank Angle < 4.011 The location of the revetment protection is on a straight channel Specific Gravity of Riprap: 2.65 Safety Factor: 1.1

Result Parameters Side slope Correction Factor: 0.999989 Velocity Distribution Coefficient: 1 Design Velocity: 7.34188 ft/s Design velocity never less than average channel velocity Computed D30: 71.2212 mm Computed D50: 85.4654 mm

Riprap Class

Riprap Class Name:CLASS I

Riprap Class Order:1 The following values are an 'average' of the size fraction range for the selected riprap class.

D100: 304.80 mm D85: 228.60 mm D50: 165.10 mm D15: 114.30 mm

Layout Recommendations Minimum Riprap Thickness: 144.00 in

FSR 102 – MP 2.645

DSR 2018-1.3

STA 23+00 to 23+70

Hydraulics Report FSR 102 – MP 2.645 WV ERFO FS MNGAH921 2018-1(1) DSR 2018-1.3 – STA 23+00 to 23+70

1. Purpose The purpose of this report is to confirm the riprap sizing at the proposed embankment repair of FSR 102 - MP 2.645 (DSR 2018-1.3 – STA 23+00 to 23+70).

2. Embankment Slope Analysis – Hydraulic Toolbox Shear stress and velocity are key parameters for prediction of bank erosion and embankment stability. The FHWA Hydraulic Toolbox program “Channel Analysis” tool was used to analyze the shear stress and velocity within Cranberry River to evaluate embankment stability near DSR 2018-1.3 under existing conditions. A cross-section was cut for Cranberry River at the site location using ArcGIS 3D analyst and imported into the Hydraulic Toolbox program. The Manning’s n value for the channel was set to 0.04 and for embankments was set to 0.05. The PDDM specifies that the design flood for capacity and stability of Longitudinal Embankments is the 25-year flood; however, for the sake of long-term stability, the 100-yr storm event generated from StreamStats (2,520 cfs) was utilized.

The “Channel Revetment (slopes < 2%)” riprap calculator was used to design rock riprap armor protection for the data input to the “Channel Analysis” tool. The hydraulic toolbox results indicated that a Class II riprap with minimum thickness of 18-inches would be sufficient and is recommended for this project.

The hydraulic toolbox output is attached to this report.

3. Design Recommendations Embankment stabilization on the toe of the downstream embankment slope will be based on the geotechnical analysis and will consist of Class II riprap at a minimum thickness of 18-inches to protect against bank erosion by Cranberry River

Project Title: Project - WV Designer:

Project Date: Thursday, December 29, 2022 Project Units: U.S. Customary Units Notes:

Channel Analysis: 2018_1.3 Channel Analysis Notes:

Input Parameters Channel Type: Custom Cross Section

Cross Section Data Station (ft Elevation (ft) Manning's n

0.00 3379.69 0.0500

3.27 3378.85 0.0500

6.55 3377.93 0.0500

9.82 3377.19 0.0500

13.10 3376.37 0.0500

16.38 3375.78 0.0500

19.65 3375.28 0.0500

22.93 3374.82 0.0500

26.20 3374.39 0.0500

29.48 3373.94 0.0500

32.75 3373.45 0.0500

36.03 3372.93 0.0500

39.30 3372.34 0.0500

42.58 3371.70 0.0500

45.85 3371.08 0.0500

49.13 3370.37 0.0500

52.40 3369.70 0.0500

55.68 3369.05 0.0500

58.95 3368.30 0.0500

62.23 3367.50 0.0500

65.50 3366.76 0.0500

68.78 3366.12 0.0500

72.05 3365.39 0.0500

75.33 3364.67 0.0500

78.60 3364.07 0.0500

81.88 3363.57 0.0500

85.15 3362.72 0.0500

88.43 3361.91 0.0500

91.70 3361.33 0.0500

94.98 3360.83 0.0500

98.25 3360.25 0.0500

101.53 3359.67 0.0500

104.80 3359.15 0.0500

108.08 3358.57 0.0500

111.35 3357.95 0.0500

114.63 3357.35 0.0500

117.90 3356.63 0.0500

121.18 3355.75 0.0500

124.45 3354.73 0.0500

127.73 3353.80 0.0500

131.00 3353.30 0.0500

134.28 3352.56 0.0500

137.56 3352.15 0.0500

140.83 3351.56 0.0500

144.10 3350.75 0.0500

147.38 3349.91 0.0500

150.66 3349.19 0.0500

153.93 3348.80 0.0500

157.21 3348.40 0.0500

160.48 3347.60 0.0500

163.76 3346.62 0.0500

167.03 3345.80 0.0500

170.31 3345.04 0.0500

173.58 3344.28 0.0500

176.86 3343.50 0.0500

180.13 3342.85 0.0500

183.41 3342.38 0.0500

186.68 3342.09 0.0500

189.96 3341.20 0.0500

193.23 3340.20 0.0500

196.51 3339.44 0.0500

199.78 3338.97 0.0500

203.06 3338.37 0.0500

206.33 3337.60 0.0500

209.61 3336.83 0.0500

212.88 3336.11 0.0500

216.16 3335.31 0.0500

219.43 3334.49 0.0500

222.71 3334.01 0.0500

225.98 3333.39 0.0500

229.26 3332.41 0.0500

232.53 3331.45 0.0500

235.81 3330.62 0.0500

239.08 3329.92 0.0500

242.36 3329.29 0.0500

245.63 3328.62 0.0500

248.91 3327.91 0.0500

252.18 3327.16 0.0500

255.46 3326.43 0.0500

258.74 3325.73 0.0500

262.01 3325.12 0.0500

265.29 3324.59 0.0500

268.56 3324.03 0.0500

271.83 3323.48 0.0500

275.11 3323.16 0.0500

278.38 3322.74 0.0500

281.66 3321.94 0.0500

284.94 3321.53 0.0500

288.21 3320.96 0.0500

291.49 3319.96 0.0500

294.76 3318.58 0.0500

298.04 3317.30 0.0500

301.31 3316.45 0.0500

304.59 3316.17 0.0500

307.86 3315.99 0.0500

311.14 3315.65 0.0500

314.41 3315.32 0.0500

317.69 3315.00 0.0500

320.96 3314.75 0.0500

324.24 3314.37 0.0500

327.51 3314.26 0.0500

330.79 3314.26 0.0500

334.06 3314.31 0.0500

337.34 3314.22 0.0500

340.61 3314.06 0.0500

343.89 3314.09 0.0500

347.16 3314.05 0.0500

350.44 3313.61 0.0500

353.71 3312.94 0.0500

356.99 3312.63 0.0500

360.26 3312.53 0.0500

363.54 3312.07 0.0500

366.81 3311.59 0.0500

370.09 3311.11 0.0500

373.36 3310.76 0.0500

376.64 3310.80 0.0500

379.91 3310.55 0.0500

383.19 3310.44 0.0500

386.46 3310.22 0.0500

389.74 3309.92 0.0500

393.01 3309.62 0.0500

396.29 3309.39 0.0500

399.56 3309.12 0.0500

402.84 3308.99 0.0500

406.12 3309.48 0.0500

409.39 3309.00 0.0500

412.67 3308.28 0.0500

415.94 3307.94 0.0500

419.22 3307.93 0.0500

422.49 3307.92 0.0500

425.77 3307.72 0.0500

429.04 3307.04 0.0500

432.32 3306.00 0.0500

435.59 3305.64 0.0500

438.87 3305.54 0.0500

442.14 3305.03 0.0500

445.42 3304.46 0.0500

448.69 3304.05 0.0500

451.97 3303.67 0.0500

455.24 3303.21 0.0500

458.52 3302.77 0.0500

461.79 3302.57 0.0500

465.07 3302.08 0.0500

468.34 3301.60 0.0500

471.62 3301.28 0.0500

474.89 3301.20 0.0500

478.17 3301.30 0.0500

481.44 3301.19 0.0500

484.72 3301.10 0.0500

487.99 3300.77 0.0500

491.27 3300.44 0.0500

494.54 3300.21 0.0500

497.82 3300.07 0.0500

501.09 3299.69 0.0500

504.37 3299.38 0.0500

507.64 3299.21 0.0500

510.92 3298.96 0.0500

514.19 3298.78 0.0500

517.47 3298.63 0.0500

520.74 3298.49 0.0500

524.02 3298.19 0.0500

527.29 3298.05 0.0500

530.57 3297.80 0.0500

533.85 3297.36 0.0500

537.12 3296.56 0.0500

540.39 3295.81 0.0500

543.67 3295.41 0.0500

546.95 3295.02 0.0500

550.22 3294.72 0.0500

553.50 3294.59 0.0500

556.77 3294.54 0.0500

560.05 3294.29 0.0500

563.32 3293.96 0.0500

566.60 3293.65 0.0500

569.87 3293.40 0.0500

573.15 3293.27 0.0500

576.42 3293.52 0.0500

579.70 3293.08 0.0500

582.97 3292.63 0.0500

586.25 3292.48 0.0500

589.52 3292.36 0.0500

592.80 3292.15 0.0500

596.07 3291.94 0.0500

599.35 3291.80 0.0500

602.62 3291.60 0.0500

605.90 3291.28 0.0500

609.17 3290.95 0.0500

612.45 3290.62 0.0500

615.72 3290.37 0.0500

619.00 3290.48 0.0500

622.27 3290.99 0.0500

625.55 3291.56 0.0500

628.82 3291.67 0.0500

632.10 3291.70 0.0500

635.37 3291.76 0.0500

638.65 3291.92 0.0500

641.92 3292.10 0.0500

645.20 3292.32 0.0500

648.47 3292.30 0.0500

651.75 3292.06 0.0400

655.02 3291.96 0.0400

658.30 3291.78 0.0400

661.58 3291.67 0.0400

664.85 3291.59 0.0400

668.12 3291.59 0.0400

671.40 3291.50 0.0400

674.67 3291.22 0.0400

677.95 3290.89 0.0400

681.23 3290.80 0.0400

684.50 3290.74 0.0400

687.78 3290.69 0.0400

691.05 3290.64 0.0400

694.33 3290.59 0.0400

697.60 3290.57 0.0400

700.88 3290.50 0.0400

704.15 3290.24 0.0400

707.42 3290.06 0.0400

710.70 3290.01 0.0400

713.97 3289.67 0.0400

717.25 3289.14 0.0400

720.52 3288.60 0.0400

723.80 3288.20 0.0400

727.07 3288.12 0.0400

730.35 3288.22 0.0400

733.62 3288.32 0.0400

736.90 3288.37 0.0400

740.17 3288.33 0.0400

743.45 3288.33 0.0400

746.72 3288.16 0.0400

750.00 3288.08 0.0400

753.27 3288.08 0.0400

756.54 3287.81 0.0400

759.82 3287.72 0.0400

763.09 3287.87 0.0400

766.37 3288.02 0.0400

769.64 3288.05 0.0400

772.92 3287.48 0.0400

776.19 3286.79 0.0400

779.47 3286.24 0.0400

782.74 3285.38 0.0400

786.02 3284.32 0.0400

789.29 3283.02 0.0400

792.57 3281.73 0.0400

795.84 3280.51 0.0400

799.12 3279.32 0.0400

802.39 3278.23 0.0400

805.66 3277.78 0.0400

808.94 3277.70 0.0400

812.21 3277.63 0.0400

815.49 3277.61 0.0400

818.76 3277.70 0.0400

822.04 3277.73 0.0400

825.31 3277.74 0.0400

828.59 3277.95 0.0400

831.86 3277.99 0.0400

835.14 3277.98 0.0400

838.41 3277.98 0.0400

841.69 3278.06 0.0400

844.96 3278.22 0.0400

848.24 3278.74 0.0400

851.51 3279.30 0.0400

854.78 3279.38 0.0400

858.06 3279.49 0.0400

861.34 3279.43 0.0400

864.61 3279.52 0.0400

867.88 3280.73 0.0400

871.16 3282.38 0.0400

874.43 3283.78 0.0400

877.71 3283.75 0.0400

880.98 3283.22 0.0400

884.26 3282.99 0.0400

887.53 3282.86 0.0400

890.81 3282.65 0.0400

894.08 3282.68 0.0400

897.36 3283.67 0.0400

900.63 3284.51 0.0400

903.91 3284.32 0.0400

907.18 3284.09 0.0400

910.46 3284.15 0.0400

913.73 3284.27 0.0400

917.00 3284.39 0.0400

920.28 3284.60 0.0400

923.55 3284.82 0.0400

926.83 3285.01 0.0400

930.10 3285.31 0.0400

933.38 3285.72 0.0400

936.65 3286.32 0.0400

939.93 3287.09 0.0400

943.20 3287.83 0.0400

946.48 3288.49 0.0400

949.75 3289.07 0.0400

953.03 3289.71 0.0400

956.30 3290.40 0.0500

959.58 3291.02 0.0500

962.85 3291.61 0.0500

966.12 3292.24 0.0500

969.40 3293.68 0.0500

972.67 3295.22 0.0500

975.95 3297.05 0.0500

979.22 3298.20 0.0500

982.50 3299.48 0.0500

985.77 3300.58 0.0500

989.05 3301.50 0.0500

992.32 3302.28 0.0500

995.60 3303.27 0.0500

998.87 3304.43 0.0500

1002.15 3305.47 0.0500

1005.42 3306.34 0.0500

1008.70 3307.25 0.0500

1011.97 3308.11 0.0500

1015.25 3309.04 0.0500

1018.52 3309.99 0.0500

1021.79 3310.97 0.0500

1025.07 3312.06 0.0500

1028.34 3312.85 0.0500

1031.62 3313.49 0.0500

1034.89 3313.99 0.0500

1038.17 3314.14 0.0500

1041.44 3314.49 0.0500

1044.72 3314.91 0.0500

1047.99 3315.28 0.0500

1051.27 3315.96 0.0500

1054.54 3317.11 0.0500

1057.82 3318.16 0.0500

1061.09 3318.83 0.0500

1064.37 3319.56 0.0500

1067.64 3320.43 0.0500

1070.91 3321.39 0.0500

1074.19 3322.44 0.0500

1077.46 3323.66 0.0500

1080.74 3324.96 0.0500

1084.01 3325.99 0.0500

1087.29 3326.52 0.0500

1090.56 3326.99 0.0500

1093.84 3327.28 0.0500

1097.11 3327.50 0.0500

1100.39 3327.54 0.0500

1103.66 3327.71 0.0500

1106.94 3327.87 0.0500

1110.21 3328.20 0.0500

1113.49 3328.91 0.0500

1116.76 3330.14 0.0500

1120.04 3331.91 0.0500

1123.31 3333.50 0.0500

1126.59 3334.70 0.0500

1129.86 3335.55 0.0500

1133.13 3337.04 0.0500

1136.41 3338.45 0.0500

1139.68 3339.54 0.0500

1142.96 3340.44 0.0500

1146.23 3341.74 0.0500

1149.51 3342.99 0.0500

1152.78 3343.66 0.0500

1156.06 3344.37 0.0500

1159.33 3344.90 0.0500

1162.61 3345.06 0.0500

1165.88 3345.46 0.0500

1169.16 3345.89 0.0500

1172.43 3346.35 0.0500

1175.70 3346.95 0.0500

1178.98 3347.75 0.0500

1182.25 3348.79 0.0500

1185.53 3350.09 0.0500

1188.80 3351.11 0.0500

1192.08 3352.03 0.0500

1195.35 3352.86 0.0500

1198.63 3353.45 0.0500

1201.90 3354.06 0.0500

1205.18 3354.65 0.0500

1208.45 3355.26 0.0500

1211.73 3355.83 0.0500

1215.00 3356.33 0.0500

1218.28 3356.94 0.0500

1221.55 3357.82 0.0500

1224.83 3358.85 0.0500

1228.10 3360.22 0.0500

1231.38 3361.53 0.0500

1234.65 3362.13 0.0500

1237.92 3362.69 0.0500

1241.20 3363.72 0.0500

1244.47 3365.16 0.0500

1247.75 3366.36 0.0500

1251.02 3367.56 0.0500

1254.30 3368.77 0.0500

1257.57 3369.88 0.0500

1260.85 3370.89 0.0500

1264.12 3371.75 0.0500

1267.40 3372.56 0.0500

1270.67 3373.36 0.0500

1273.95 3374.14 0.0500

1277.22 3375.04 0.0500

1280.49 3375.69 0.0500

1283.77 3376.37 0.0500

1287.05 3377.52 0.0500

1290.32 3378.74 0.0500

1293.59 3380.20 0.0500

1296.87 3381.62 0.0500

1300.14 3382.89 0.0500

1303.42 3384.10 0.0500

1306.69 3385.23 0.0500

1309.97 3386.13 0.0500

1313.24 3387.21 0.0500

1316.52 3388.34 0.0500

1319.79 3389.26 ----- Longitudinal Slope: 0.0150 ft/ft Flow 2520.0000 cfs

Result Parameters Depth 4.3256 ft Area of Flow 254.8248 ft^2 Wetted Perimeter 79.5261 ft Hydraulic Radius 3.2043 ft Average Velocity 9.8891 ft/s Top Width 78.2378 ft Froude Number: 0.9656 Critical Depth 4.2454 ft Critical Velocity 10.1383 ft/s Critical Slope: 0.0162 ft/ft Critical Top Width 77.87 ft Calculated Max Shear Stress 4.0487 lb/ft^2 Calculated Avg Shear Stress 2.9992 lb/ft^2 Composite Manning's n Equation: Lotter method Manning's n: 0.0400

Riprap Analysis: 2018_1.3 Riprap Analysis Notes:

Input Parameters Riprap Type: Revetment The channel is a natural channel Local Depth of Flow: 4.32559 ft Riprap Shape is Angular Stability Coefficient: 0.3 This value is updated by the selected Riprap Shape Blanket Thickness Coefficient: 1 Channel Cross-sectional Average Velocity: 9.88915 ft/s Which is the Average Velocity with Spurs Centerline Radius of Curvature of Channel Bend: 1e+09 ft Width of Water Surface at Upstream End of Channel Bend: 78.2378 ft Bank Angle: 2 :1 H:V .966 < Bank Angle < 4.011 The location of the revetment protection is on a straight channel Specific Gravity of Riprap: 2.65 Safety Factor: 1.1

Result Parameters Side slope Correction Factor: 0.871418 Velocity Distribution Coefficient: 1 Design Velocity: 9.88915 ft/s Design velocity never less than average channel velocity Computed D30: 177.785 mm Computed D50: 213.342 mm

Riprap Class

Riprap Class Name:CLASS II

Riprap Class Order:2 The following values are an 'average' of the size fraction range for the selected riprap class.

D100: 457.20 mm D85: 330.20 mm D50: 241.30 mm D15: 177.80 mm

Minimum Riprap Thickness: 216.00 in

FSR 86 – MP 7.1

DSR 2018-2.1

STA 30+00 to 30+50

Hydraulics Report FSR 86 – MP 7.1

WV ERFO FS MNGAH921 2018-1(1) DSR 2018-2.1 – STA 30+00 - 30+50

1. Purpose The purpose of this report is to confirm the riprap sizing at the proposed embankment repair of FSR 86 - MP 7.1 (DSR 2018-2.1 – STA 30+00 to 30+50).

2. Embankment Slope Analysis – Hydraulic Toolbox Shear stress and velocity are key parameters for prediction of bank erosion and embankment stability. The FHWA Hydraulic Toolbox program “Channel Analysis” tool was used to analyze the shear stress and velocity within Williams River to evaluate embankment stability near DSR 2018-2.1 under existing conditions. A cross-section was cut for Williams River at the site location using ArcGIS 3D analyst and imported into the Hydraulic Toolbox program. The Manning’s n value for the channel was set to 0.04 and for embankments was set to 0.05. The PDDM specifies that the design flood for capacity and stability of Longitudinal Embankments is the 25-year flood; however, for the sake of long-term stability, the 100-yr storm event generated from StreamStats (8,020 cfs) was utilized.

The “Channel Revetment (slopes < 2%)” riprap calculator was used to design rock riprap armor protection for the data input to the “Channel Analysis” tool. The hydraulic toolbox results indicated that a Class V riprap with minimum thickness of 36-inches would be sufficient.

The hydraulic toolbox output is attached to this report.

3. Design Recommendations The modeling results in a minimum Riprap size of Class V and a thickness of 36 inches (3.0 feet).

Therefore, embankment stabilization is recommended as Class V riprap at a minimum of 36” thick.

Project Title: Project - WV Designer:

Project Date: Thursday, December 29, 2022 Project Units: U.S. Customary Units Notes:

Channel Analysis: 2018_2.1 Channel Analysis Notes:

Input Parameters Channel Type: Custom Cross Section

Cross Section Data Station (ft Elevation (ft) Manning's n

0.00 2917.51 0.0500

3.24 2915.98 0.0500

6.48 2914.68 0.0500

9.72 2913.53 0.0500

12.96 2912.19 0.0500

16.20 2910.27 0.0500

19.43 2908.35 0.0500

22.67 2906.42 0.0500

25.91 2904.64 0.0500

29.15 2902.91 0.0500

32.39 2901.13 0.0500

35.63 2899.36 0.0500

38.87 2898.08 0.0500

42.11 2897.06 0.0500

45.35 2895.77 0.0500

48.59 2894.39 0.0500

51.82 2893.05 0.0500

55.06 2891.41 0.0500

58.30 2889.75 0.0500

61.54 2888.23 0.0500

64.78 2886.86 0.0500

68.02 2885.51 0.0500

71.26 2884.24 0.0500

74.50 2883.01 0.0500

77.73 2882.29 0.0500

80.97 2881.92 0.0500

84.21 2881.13 0.0500

87.45 2880.31 0.0500

90.69 2879.28 0.0500

93.93 2878.22 0.0500

97.17 2876.60 0.0500

100.41 2874.87 0.0500

103.65 2872.91 0.0500

106.89 2870.30 0.0500

110.12 2867.51 0.0500

113.36 2865.12 0.0500

116.60 2863.70 0.0500

119.84 2862.31 0.0500

123.08 2860.83 0.0500

126.32 2859.44 0.0500

129.56 2858.08 0.0500

132.80 2856.69 0.0500

136.04 2855.62 0.0500

139.28 2854.61 0.0500

142.51 2853.18 0.0500

145.75 2851.85 0.0500

148.99 2850.07 0.0500

152.23 2848.17 0.0500

155.47 2846.33 0.0500

158.71 2844.79 0.0500

161.95 2843.46 0.0500

165.19 2842.09 0.0500

168.43 2840.51 0.0500

171.67 2838.72 0.0500

174.91 2836.83 0.0500

178.14 2834.96 0.0500

181.38 2833.08 0.0500

184.62 2831.20 0.0500

187.86 2829.15 0.0500

191.10 2827.18 0.0500

194.34 2825.51 0.0500

197.58 2823.68 0.0500

200.82 2821.68 0.0500

204.06 2819.65 0.0500

207.29 2817.49 0.0500

210.53 2815.77 0.0500

213.77 2814.53 0.0500

217.01 2813.65 0.0500

220.25 2812.89 0.0500

223.49 2812.45 0.0500

226.73 2811.21 0.0500

229.97 2809.06 0.0500

233.21 2806.31 0.0500

236.44 2803.83 0.0500

239.68 2801.51 0.0500

242.96 2799.06 0.0500

246.23 2796.60 0.0500

249.50 2794.09 0.0400

252.78 2791.61 0.0400

256.05 2789.54 0.0400

259.33 2788.49 0.0400

262.60 2788.56 0.0400

265.87 2788.74 0.0400

269.15 2788.78 0.0400

272.42 2788.82 0.0400

275.69 2788.80 0.0400

278.97 2788.65 0.0400

282.24 2787.31 0.0400

285.51 2785.12 0.0400

288.79 2782.82 0.0400

292.06 2779.36 0.0400

295.34 2778.00 0.0400

298.61 2777.99 0.0400

301.88 2777.98 0.0400

305.16 2777.97 0.0400

308.43 2777.97 0.0400

311.70 2777.96 0.0400

314.98 2777.95 0.0400

318.25 2777.94 0.0400

321.52 2777.93 0.0400

324.80 2777.92 0.0400

328.07 2777.92 0.0400

331.35 2777.91 0.0400

334.62 2777.90 0.0400

337.89 2777.89 0.0400

341.17 2777.88 0.0400

344.44 2777.88 0.0400

347.71 2777.87 0.0400

350.99 2777.86 0.0400

354.26 2777.85 0.0400

357.54 2777.85 0.0400

360.81 2777.84 0.0400

364.08 2777.83 0.0400

367.36 2777.82 0.0400

370.63 2777.82 0.0400

373.90 2777.81 0.0400

377.18 2777.80 0.0400

380.45 2777.79 0.0400

383.72 2777.78 0.0400

387.00 2777.78 0.0400

390.27 2777.77 0.0400

393.55 2777.76 0.0400

396.82 2777.75 0.0400

400.09 2778.29 0.0400

403.37 2780.29 0.0400

406.64 2781.91 0.0400

409.88 2783.54 0.0400

413.12 2786.22 0.0400

416.36 2789.62 0.0400

419.60 2792.39 0.0400

422.84 2794.90 0.0500

426.08 2797.86 0.0500

429.32 2801.47 0.0500

432.57 2803.24 0.0500

435.81 2804.45 0.0500

439.05 2805.48 0.0500

442.29 2806.53 0.0500

445.53 2807.40 0.0500

448.77 2808.34 0.0500

452.01 2809.31 0.0500

455.25 2810.26 0.0500

458.49 2811.16 0.0500

461.73 2811.97 0.0500

464.97 2812.84 0.0500

468.21 2813.77 0.0500

471.45 2814.70 0.0500

474.69 2815.61 0.0500

477.94 2816.47 0.0500

481.18 2817.43 0.0500

484.42 2818.46 0.0500

487.66 2819.39 0.0500

490.90 2820.37 0.0500

494.14 2821.55 0.0500

497.38 2822.57 0.0500

500.62 2823.65 0.0500

503.86 2824.97 0.0500

507.10 2825.92 0.0500

510.34 2826.96 0.0500

513.58 2828.18 0.0500

516.83 2829.21 0.0500

520.07 2830.68 0.0500

523.31 2832.45 0.0500

526.55 2834.22 0.0500

529.79 2836.07 0.0500

533.03 2837.87 0.0500

536.27 2839.68 0.0500

539.51 2841.50 0.0500

542.75 2843.29 0.0500

545.99 2845.03 0.0500

549.23 2846.79 0.0500

552.47 2848.31 0.0500

555.71 2849.82 0.0500

558.96 2851.12 0.0500

562.20 2852.54 0.0500

565.44 2854.00 0.0500

568.68 2855.55 0.0500

571.92 2856.69 0.0500

575.16 2858.31 0.0500

578.40 2860.29 0.0500

581.64 2862.31 0.0500

584.88 2864.24 0.0500

588.12 2865.86 0.0500

591.36 2866.92 0.0500

594.60 2868.26 0.0500

597.84 2869.83 0.0500

601.08 2871.28 0.0500

604.33 2873.04 0.0500

607.57 2875.56 0.0500

610.81 2877.16 0.0500

614.05 2878.31 0.0500

617.29 2879.51 0.0500

620.53 2881.11 0.0500

623.77 2882.57 0.0500

627.01 2883.94 0.0500

630.25 2885.19 0.0500

633.49 2886.13 0.0500

636.73 2886.86 0.0500

639.97 2887.85 0.0500

643.21 2888.64 0.0500

646.46 2889.68 0.0500

649.70 2891.03 ----- Longitudinal Slope: 0.0120 ft/ft Flow 8020.0000 cfs

Result Parameters Depth 5.8995 ft Area of Flow 655.7185 ft^2 Wetted Perimeter 125.8510 ft Hydraulic Radius 5.2103 ft Average Velocity 12.2309 ft/s Top Width 122.4159 ft Froude Number: 0.9313 Critical Depth 5.6392 ft Critical Velocity 12.8536 ft/s Critical Slope: 0.0140 ft/ft Critical Top Width 121.62 ft Calculated Max Shear Stress 4.4175 lb/ft^2

Calculated Avg Shear Stress 3.9015 lb/ft^2 Composite Manning's n Equation: Lotter method Manning's n: 0.0400

Riprap Analysis: 2018_2.1 Riprap Analysis Notes:

Input Parameters Riprap Type: Revetment The channel is a natural channel Local Depth of Flow: 5.89948 ft Riprap Shape is Angular Stability Coefficient: 0.3 This value is updated by the selected Riprap Shape Blanket Thickness Coefficient: 1 Channel Cross-sectional Average Velocity: 12.2309 ft/s Which is the Average Velocity with Spurs Centerline Radius of Curvature of Channel Bend: 1e+09 ft Width of Water Surface at Upstream End of Channel Bend: 122.416 ft Bank Angle: 1.6 :1 H:V .966 < Bank Angle < 4.011 The location of the revetment protection is on a straight channel Specific Gravity of Riprap: 2.65 Safety Factor: 1.1

Result Parameters Side slope Correction Factor: 0.760183 Velocity Distribution Coefficient: 1 Design Velocity: 12.2309 ft/s Design velocity never less than average channel velocity Computed D30: 331.958 mm Computed D50: 398.35 mm

Riprap Class

Riprap Class Name:CLASS V

Riprap Class Order:5 The following values are an 'average' of the size fraction range for the selected riprap class.

D100: 914.40 mm D85: 647.70 mm D50: 469.90 mm D15: 330.20 mm

Minimum Riprap Thickness: 432.00 in

FSR 17 – MP 0.1

DSR 2019-1.1

STA 10+70 to 11+45

Hydraulics Report FSR 17 – MP 0.1 WV ERFO FS MNGAH921 2018-1(1) DSR 2019-1.1 – STA 10+70 to 11+45

1. Purpose The purpose of this report is to confirm the riprap sizing at the proposed embankment repair of FSR 17 - MP 0.1 (DSR 2019-1.1 – STA 10+70 to 11+45).

2. Embankment Slope Analysis – Hydraulic Toolbox Shear stress and velocity are key parameters for prediction of bank erosion and embankment stability. The FHWA Hydraulic Toolbox program “Channel Analysis” tool was used to analyze the shear stress and velocity within Little River to evaluate embankment stability near DSR 2019-1.1 under existing conditions.

A cross-section was cut for Little River at the site location using ArcGIS 3D analyst and imported into the Hydraulic Toolbox program. The Manning’s n value for the channel was set to 0.04 and for embankments was set to 0.05. The PDDM specifies that the design flood for capacity and stability of Longitudinal Embankments is the 25-year flood; however, for the sake of long-term stability, the 100-yr storm event generated from StreamStats (902 cfs) was utilized.

The “Channel Revetment (slopes < 2%)” riprap calculator was used to design rock riprap armor protection for the data input to the “Channel Analysis” tool. The hydraulic toolbox results indicated that a Class I riprap with minimum thickness of 12-inches would be sufficient. As a precaution, a minimum Class II riprap at a thickness of 18-inches is recommended for this project.

The hydraulic toolbox output is attached to this report.

3. Design Recommendations Embankment stabilization on the toe of the downstream embankment slope will be based on the geotechnical analysis and will consist of Class II riprap at a minimum thickness of 18-inches to protect against bank erosion by Little River

Project Title: 2019 1.1 Designer:

Project Date: Wednesday, January 25, 2023 Project Units: U.S. Customary Units Notes:

Channel Analysis: 2019 1.1 channel Notes:

Input Parameters Channel Type: Custom Cross Section

Cross Section Data Station (ft Elevation (ft) Manning's n

0.00 1036.17 0.0500

3.70 1035.84 0.0500

7.40 1035.48 0.0500

11.10 1035.15 0.0500

14.80 1034.85 0.0500

18.50 1034.57 0.0500

22.20 1034.27 0.0500

25.91 1033.97 0.0500

29.61 1033.69 0.0500

33.31 1033.42 0.0500

37.01 1033.10 0.0500

40.71 1032.76 0.0500

44.41 1032.38 0.0500

48.11 1032.05 0.0500

51.81 1031.76 0.0500

55.51 1031.41 0.0500

59.21 1030.99 0.0500

62.91 1030.58 0.0500

66.61 1030.17 0.0500

70.31 1029.97 0.0500

74.02 1029.78 0.0500

77.72 1029.37 0.0500

81.42 1029.00 0.0500

85.12 1028.74 0.0500

88.82 1028.42 0.0500

92.52 1027.97 0.0500

96.22 1027.52 0.0500

99.92 1027.07 0.0500

103.62 1026.68 0.0500

107.32 1026.33 0.0500

111.02 1025.95 0.0500

114.72 1025.59 0.0500

118.42 1025.21 0.0500

122.12 1024.88 0.0500

125.83 1024.56 0.0500

129.53 1024.28 0.0500

133.23 1024.00 0.0500

136.93 1023.66 0.0500

140.63 1023.23 0.0500

144.33 1022.84 0.0500

148.03 1022.71 0.0500

151.73 1022.54 0.0500

155.43 1022.28 0.0500

159.13 1022.00 0.0500

162.83 1021.69 0.0500

166.53 1021.35 0.0500

170.24 1021.03 0.0500

173.94 1020.73 0.0500

177.64 1020.46 0.0500

181.34 1020.20 0.0500

185.04 1019.96 0.0500

188.74 1019.64 0.0500

192.44 1019.32 0.0500

196.14 1019.09 0.0500

199.84 1018.78 0.0500

203.54 1018.45 0.0500

207.24 1018.16 0.0500

210.94 1017.83 0.0500

214.64 1017.51 0.0500

218.34 1017.18 0.0500

222.04 1016.80 0.0500

225.75 1016.46 0.0500

229.45 1016.12 0.0500

233.15 1015.77 0.0500

236.85 1015.31 0.0500

240.55 1014.75 0.0500

244.25 1014.06 0.0500

247.95 1013.44 0.0500

251.65 1012.92 0.0500

255.35 1012.43 0.0500

259.05 1012.14 0.0500

262.75 1012.04 0.0500

266.45 1012.04 0.0500

270.15 1012.00 0.0500

273.86 1011.93 0.0500

277.56 1011.73 0.0500

281.26 1011.35 0.0500

284.96 1010.70 0.0500

288.66 1010.07 0.0500

292.36 1009.54 0.0500

296.06 1009.11 0.0500

299.76 1008.71 0.0500

303.46 1008.25 0.0500

307.16 1007.82 0.0500

310.86 1007.49 0.0500

314.56 1007.06 0.0500

318.26 1006.62 0.0500

321.96 1006.20 0.0500

325.67 1005.71 0.0500

329.37 1005.22 0.0500

333.07 1004.89 0.0500

336.77 1004.71 0.0500

340.47 1004.41 0.0500

344.17 1003.93 0.0500

347.87 1003.41 0.0500

351.57 1002.82 0.0500

355.27 1002.21 0.0500

358.97 1001.61 0.0500

362.67 1001.25 0.0500

366.38 1001.25 0.0500

370.07 1001.33 0.0500

373.78 1001.33 0.0500

377.48 1001.25 0.0500

381.18 1000.85 0.0500

384.88 999.99 0.0500

388.58 998.91 0.0500

392.28 997.78 0.0500

395.98 996.92 0.0500

399.68 996.04 0.0500

403.38 995.70 0.0400

407.08 995.65 0.0400

410.78 995.62 0.0400

414.48 995.55 0.0400

418.19 995.51 0.0400

421.89 995.62 0.0400

425.59 995.93 0.0500

429.29 996.12 0.0500

432.99 996.16 0.0500

436.69 996.11 0.0500

440.39 996.12 0.0500

444.09 996.16 0.0500

447.79 996.17 0.0500

451.49 996.21 0.0500

455.19 996.21 0.0500

458.89 996.24 0.0500

462.59 996.26 0.0500

466.30 996.27 0.0500

470.00 996.29 0.0500

473.70 996.31 0.0500

477.40 996.32 0.0500

481.10 996.35 0.0500

484.80 996.37 0.0500

488.50 996.36 0.0500

492.20 996.37 0.0500

495.90 996.35 0.0500

499.60 996.29 0.0500

503.30 996.21 0.0500

507.00 996.18 0.0500

510.70 996.17 0.0500

514.40 996.15 0.0500

518.11 996.11 0.0500

521.81 996.06 0.0500

525.51 996.02 0.0500

529.21 995.97 0.0500

532.91 995.95 0.0500

536.61 995.96 0.0500

540.31 995.96 0.0500

544.01 995.96 0.0500

547.71 995.95 0.0500

551.41 995.92 0.0500

555.11 995.91 0.0500

558.81 995.91 0.0500

562.51 995.86 0.0500

566.22 995.82 0.0500

569.92 995.71 0.0500

573.62 995.67 0.0500

577.32 995.68 0.0500

581.02 995.59 0.0500

584.72 995.48 0.0500

588.42 995.42 0.0500

592.12 995.40 0.0500

595.82 995.43 0.0500

599.52 995.51 0.0500

603.22 995.64 0.0500

606.92 995.75 0.0500

610.62 995.86 0.0500

614.33 996.01 0.0500

618.03 996.13 0.0500

621.73 996.30 0.0500

625.43 996.44 0.0500

629.13 996.68 0.0500

632.83 997.12 0.0500

636.53 997.58 0.0500

640.23 998.03 0.0500

643.93 998.48 0.0500

647.63 998.93 0.0500

651.33 999.26 0.0500

655.03 999.51 0.0500

658.73 999.62 0.0500

662.43 999.85 0.0500

666.14 1000.30 0.0500

669.84 1000.77 0.0500

673.54 1001.18 0.0500

677.24 1001.61 0.0500

680.94 1002.03 0.0500

684.64 1002.45 0.0500

688.34 1002.89 0.0500

692.04 1003.33 0.0500

695.74 1003.84 0.0500

699.44 1004.31 0.0500

703.14 1004.74 0.0500

706.84 1005.13 0.0500

710.54 1005.49 0.0500

714.25 1005.87 0.0500

717.95 1006.33 0.0500

721.65 1006.85 0.0500

725.35 1007.37 0.0500

729.05 1007.76 0.0500

732.75 1008.11 0.0500

736.45 1008.46 0.0500

740.15 1008.81 0.0500

743.85 1009.11 0.0500

747.55 1009.32 0.0500

751.25 1009.48 0.0500

754.95 1009.63 0.0500

758.65 1009.89 0.0500

762.36 1010.21 0.0500

766.06 1010.51 0.0500

769.76 1010.79 0.0500

773.46 1011.06 0.0500

777.16 1011.32 0.0500

780.86 1011.52 0.0500

784.56 1011.68 0.0500

788.26 1011.94 0.0500

791.96 1012.20 0.0500

795.66 1012.41 0.0500

799.36 1012.60 0.0500

803.06 1012.74 0.0500

806.76 1012.87 0.0500

810.47 1013.01 0.0500

814.17 1013.16 0.0500

817.87 1013.32 0.0500

821.57 1013.49 0.0500

825.27 1013.60 0.0500

828.97 1013.69 0.0500

832.67 1013.78 0.0500

836.37 1013.87 0.0500

840.07 1013.96 0.0500

843.77 1013.96 0.0500

847.47 1013.91 0.0500

851.17 1013.91 ----- Longitudinal Slope: 0.0400 ft/ft Flow 902.0000 cfs

Result Parameters Depth 1.3371 ft Area of Flow 174.0034 ft^2 Wetted Perimeter 233.0069 ft Hydraulic Radius 0.7468 ft Average Velocity 5.1838 ft/s Top Width 232.8489 ft Froude Number: 1.0568 Critical Depth 1.3655 ft Critical Velocity 4.9939 ft/s Critical Slope: 0.0355 ft/ft Critical Top Width 233.21 ft Calculated Max Shear Stress 3.3375 lb/ft^2 Calculated Avg Shear Stress 1.8639 lb/ft^2 Composite Manning's n Equation: Lotter method Manning's n: 0.0472

Riprap Analysis: 2019 1.1 riprap Notes:

Input Parameters Riprap Type: Revetment The channel is a natural channel Local Depth of Flow: 1.70517 ft Riprap Shape is Angular Stability Coefficient: 0.3 This value is updated by the selected Riprap Shape Blanket Thickness Coefficient: 1 Channel Cross-sectional Average Velocity: 3.46172 ft/s Which is the Average Velocity with Spurs Centerline Radius of Curvature of Channel Bend: 450 ft Width of Water Surface at Upstream End of Channel Bend: 237.548 ft Bank Angle: 4 :1 H:V .966 < Bank Angle < 4.011 The location of the revetment protection is on the outside of a bend Specific Gravity of Riprap: 2.65 Safety Factor: 1.1

Result Parameters Side slope Correction Factor: 0.999989 Velocity Distribution Coefficient: 1.22751 Design Velocity: 5.52393 ft/s Design velocity never less than average channel velocity Computed D30: 54.0756 mm Computed D50: 64.8907 mm

Riprap Class

Riprap Class Name:CLASS I

Riprap Class Order:1 The following values are an 'average' of the size fraction range for the selected riprap class.

D100: 304.80 mm D85: 228.60 mm D50: 165.10 mm D15: 114.30 mm

Layout Recommendations Minimum Riprap Thickness: 144.00 in

Name of Selected Channel: 2019 1.1 channel

FSR 13 – MP 6.0

DSR 2019-1.7

STA 91+00 to 91+80

Hydraulics Report FSR 13 – MP 6.0 WV ERFO FS MNGAH921 2018-1(1) DSR 2019-1.7 – STA 91+00 to 91+80

1. Purpose The purpose of this report is to confirm the riprap sizing at the proposed embankment repair of FSR 13 - MP 6.0 (DSR 2019-1.7 – STA 91+00 to 91+80).

2. Embankment Slope Analysis – Hydraulic Toolbox Shear stress and velocity are key parameters for prediction of bank erosion and embankment stability. The FHWA Hydraulic Toolbox program “Channel Analysis” tool was used to analyze the shear stress and velocity within Cranberry River to evaluate embankment stability near DSR 2019-1.7 under existing conditions. A cross-section was cut for Cranberry River at the site location using ArcGIS 3D analyst and imported into the Hydraulic Toolbox program. The Manning’s n value for the channel was set to 0.04 and for embankments was set to 0.05. The PDDM specifies that the design flood for capacity and stability of Longitudinal Embankments is the 25-year flood; however, for the sake of long-term stability, the 100-yr storm event generated from StreamStats (970 cfs) was utilized.

The “Channel Revetment (slopes < 2%)” riprap calculator was used to design rock riprap armor protection for the data input to the “Channel Analysis” tool. The hydraulic toolbox results indicated that a Class IV riprap with minimum thickness of 30-inches would be sufficient. However, for this site a more conservative Class 6 is recommended with a minimum thickness of 40-inches.

The hydraulic toolbox output is attached to this report.

3. Design Recommendations Embankment stabilization on the toe of the downstream embankment slope will be based on the geotechnical analysis and will consist of Class 6 riprap at a minimum thickness of 40-inches.

Project Title: 2019-1.7 Designer:

Project Date: Thursday, January 5, 2023 Project Units: U.S. Customary Units Notes:

Channel Analysis: DSR2019-1.7 Notes:

Input Parameters Channel Type: Custom Cross Section

Cross Section Data Station (ft Elevation (ft) Manning's n

0.00 3225.15 0.0626

0.28 3225.00 0.0626

3.02 3224.10 0.0626

3.36 3224.00 0.0626

5.63 3223.22 0.0626

6.29 3223.00 0.0626

6.48 3222.92 0.0626

8.52 3222.00 0.0626

10.34 3221.01 0.0626

10.37 3221.00 0.0626

10.38 3220.99 0.0626

11.86 3220.00 0.0626

12.54 3219.53 0.0626

13.34 3219.00 0.0626

13.84 3218.66 0.0626

14.79 3218.00 0.0626

16.00 3217.22 0.0626

16.33 3217.00 0.0626

16.62 3216.81 0.0626

17.88 3216.00 0.0626

19.02 3215.36 0.0626

19.61 3215.00 0.0626

20.18 3214.61 0.0626

21.09 3214.00 0.0626

22.29 3213.15 0.0626

22.51 3213.00 0.0626

22.74 3212.83 0.0626

23.89 3212.00 0.0626

24.96 3211.22 0.0626

25.30 3211.00 0.0626

25.75 3210.71 0.0626

26.82 3210.00 0.0626

27.60 3209.47 0.0626

28.29 3209.00 0.0626

28.88 3208.61 0.0626

29.81 3208.00 0.0626

30.43 3207.61 0.0626

31.41 3207.00 0.0626

32.60 3206.20 0.0626

32.90 3206.00 0.0626

33.18 3205.81 0.0626

34.41 3205.00 0.0626

35.45 3204.34 0.0626

36.00 3204.00 0.0626

36.62 3203.60 0.0626

37.55 3203.00 0.0626

38.63 3202.29 0.0626

39.06 3202.00 0.0626

39.54 3201.68 0.0626

40.63 3201.00 0.0626

41.57 3200.37 0.0626

42.14 3200.00 0.0626

43.12 3199.44 0.0626

43.93 3199.00 0.0626

44.60 3198.72 0.0626

46.38 3198.00 0.0626

48.30 3197.46 0.0626

50.48 3197.00 0.0626

56.13 3196.30 0.0626

62.78 3196.00 0.0626

63.07 3195.99 0.0626

63.10 3195.99 0.0626

63.12 3195.99 0.0626

68.05 3195.73 0.0626

68.47 3195.73 0.0626

69.53 3195.66 0.0626

70.00 3195.68 0.0626

73.18 3195.66 0.0626

75.77 3195.55 0.0626

78.06 3195.46 0.0626

78.98 3195.45 0.0626

80.82 3195.38 0.0626

87.56 3195.40 0.0626

88.80 3195.42 0.0626

90.46 3195.46 0.0626

92.42 3195.51 0.0626

95.38 3195.53 0.0626

95.93 3195.54 0.0626

96.41 3195.54 0.0626

97.12 3195.55 0.0626

101.41 3195.55 0.0626

101.93 3195.54 0.0626

105.66 3195.45 0.0626

108.43 3195.34 0.0626

108.89 3195.33 0.0626

110.45 3195.28 0.0626

113.02 3195.24 0.0626

113.38 3195.25 0.0626

114.83 3195.19 0.0626

115.27 3195.18 0.0626

119.17 3195.05 0.0626

120.39 3195.00 0.0626

121.90 3194.88 0.0626

122.16 3194.85 0.0626

124.54 3194.62 0.0626

125.09 3194.59 0.0626

126.52 3194.43 0.0626

126.98 3194.42 0.0626

131.87 3194.58 0.0626

132.32 3194.59 0.0626

133.35 3194.66 0.0626

135.44 3195.00 0.0626

140.15 3195.00 0.0626

144.10 3195.00 0.0626

146.02 3194.67 0.0626

147.22 3194.47 0.0626

150.22 3194.00 0.0626

150.77 3193.90 0.0626

150.95 3193.87 0.0626

154.60 3193.32 0.0626

156.65 3193.21 0.0626

159.16 3193.00 0.0626

159.88 3193.00 0.0626

160.79 3193.00 0.0626

161.43 3193.00 0.0626

163.34 3193.00 0.0626

164.23 3193.00 0.0626

164.63 3193.00 0.0626

166.15 3193.00 0.0626

167.13 3193.00 0.0626

167.43 3193.00 0.0626

168.69 3193.00 0.0626

169.95 3193.00 0.0626

174.90 3192.02 0.0626

175.04 3192.00 0.0626

175.14 3191.96 0.0626

177.49 3191.00 0.0626

178.11 3190.71 0.0626

179.71 3190.00 0.0626

181.73 3189.02 0.0626

181.77 3189.00 0.0626

181.80 3188.99 0.0626

184.30 3188.00 0.0626

187.26 3187.08 0.0626

187.61 3187.00 0.0626

187.71 3187.00 0.0626

187.89 3187.00 0.0626

188.59 3187.00 0.0626

189.61 3187.00 0.0626

203.19 3187.00 0.0626

205.68 3187.00 0.0626

207.02 3187.00 0.0626

207.50 3187.00 0.0626

207.89 3187.00 0.0626

209.39 3187.00 0.0626

209.41 3187.00 0.0626

209.42 3187.00 0.0626

209.42 3187.00 0.0626

209.44 3187.00 0.0626

209.45 3187.00 0.0626

209.47 3187.00 0.0626

213.03 3187.69 0.0626

214.12 3188.00 0.0626

215.84 3188.58 0.0626

216.65 3189.00 0.0626

218.03 3189.95 0.0626

218.10 3190.00 0.0626

218.19 3190.07 0.0626

219.20 3191.00 0.0626

219.82 3191.67 0.0626

220.13 3192.00 0.0626

220.98 3192.83 0.0626

221.15 3193.00 0.0626

221.61 3193.47 0.0626

222.12 3194.00 0.0626

222.34 3194.25 0.0626

222.98 3195.00 0.0626

223.88 3195.93 0.0626

223.94 3196.00 0.0626

224.06 3196.12 0.0626

224.83 3197.00 0.0626

225.21 3197.43 0.0626

225.74 3198.00 0.0626

226.12 3198.51 0.0626

226.49 3199.00 0.0626

227.19 3199.88 0.0626

227.29 3200.00 0.0626

227.47 3200.22 0.0626

228.12 3201.00 0.0626

228.53 3201.48 0.0626

228.97 3202.00 0.0626

229.56 3202.70 0.0626

229.81 3203.00 0.0626

230.63 3203.97 0.0626

230.66 3204.00 0.0626

230.83 3204.19 0.0626

231.47 3204.89 0.0626

231.56 3205.00 0.0626

231.75 3205.20 0.0626

232.19 3205.68 0.0626

232.48 3206.00 0.0626

232.61 3206.11 0.0626

233.07 3206.51 0.0626

233.72 3207.00 0.0626

235.05 3207.77 0.0626

235.45 3208.00 0.0626

236.16 3208.10 0.0626

242.87 3209.00 0.0626

246.10 3209.00 0.0626

246.59 3209.00 0.0626

250.67 3209.36 0.0626

251.06 3209.36 0.0626

253.16 3210.00 0.0626

253.69 3210.44 0.0626

254.36 3211.00 0.0626

254.82 3211.46 0.0626

255.39 3212.00 0.0626

256.29 3212.95 0.0626

256.34 3213.00 0.0626

256.43 3213.10 0.0626

257.05 3213.80 0.0626

257.23 3214.00 0.0626

257.46 3214.26 0.0626

258.10 3215.00 0.0626

258.65 3215.64 0.0626

258.95 3216.00 0.0626

259.64 3216.76 0.0626

259.86 3217.00 0.0626

260.73 3217.94 0.0626

260.78 3218.00 0.0626

260.87 3218.08 0.0626

261.84 3219.00 0.0626

262.78 3219.95 0.0626

262.83 3220.00 0.0626

262.94 3220.11 0.0626

263.87 3221.00 0.0626

264.54 3221.66 0.0626

264.88 3222.00 0.0626

265.65 3222.81 0.0626

265.83 3223.00 0.0626

266.01 3223.22 0.0626

266.65 3224.00 0.0626

267.04 3224.49 0.0626

267.43 3225.00 0.0626

267.77 3225.55 0.0626

268.04 3226.00 0.0626

268.31 3226.48 0.0626

268.60 3227.00 0.0626

268.95 3227.68 0.0626

269.12 3228.00 0.0626

269.40 3228.55 0.0626

269.64 3229.00 0.0626

269.93 3229.57 0.0626

270.14 3230.00 0.0626

270.42 3230.54 0.0626

270.66 3231.00 0.0626

270.91 3231.52 0.0626

271.15 3232.00 0.0626

271.51 3232.72 0.0626

271.65 3233.00 0.0626

271.75 3233.18 0.0626

272.21 3234.00 0.0626

272.42 3234.41 0.0626

272.70 3235.00 0.0626

273.06 3235.54 0.0626

273.38 3236.00 0.0626

273.88 3236.81 0.0626

273.99 3237.00 0.0626

274.24 3237.44 0.0626

274.51 3237.94 0.0626

274.55 3238.00 0.0626

274.91 3238.55 0.0626

275.18 3238.94 0.0626

275.24 3238.86 0.0626

275.70 3238.37 ----- Longitudinal Slope: 0.0340 ft/ft Flow 970.0000 cfs

Result Parameters Depth 3.4625 ft Area of Flow 113.3009 ft^2 Wetted Perimeter 41.4121 ft Hydraulic Radius 2.7359 ft Average Velocity 8.5613 ft/s Top Width 39.9482 ft Froude Number: 0.8959 Critical Depth 3.2438 ft Critical Velocity 9.2696 ft/s Critical Slope: 0.0431 ft/ft

Critical Top Width 39.21 ft Calculated Max Shear Stress 7.3460 lb/ft^2 Calculated Avg Shear Stress 5.8046 lb/ft^2 Composite Manning's n Equation: Lotter method Manning's n: 0.0626

Riprap Analysis: DSR2019-1.7_Riprap Analysis Notes:

Input Parameters Riprap Type: Revetment The channel is a natural channel Local Depth of Flow: 2.70478 ft Riprap Shape is Angular Stability Coefficient: 0.3 This value is updated by the selected Riprap Shape Blanket Thickness Coefficient: 1 Channel Cross-sectional Average Velocity: 11.5471 ft/s Which is the Average Velocity with Spurs Centerline Radius of Curvature of Channel Bend: 1e+09 ft Width of Water Surface at Upstream End of Channel Bend: 37.3547 ft Bank Angle: 2 :1 H:V .966 < Bank Angle < 4.011 The location of the revetment protection is on a straight channel Specific Gravity of Riprap: 2.65 Safety Factor: 1.1

Result Parameters Side slope Correction Factor: 0.871418 Velocity Distribution Coefficient: 1 Design Velocity: 11.5471 ft/s Design velocity never less than average channel velocity Computed D30: 294.552 mm Computed D50: 353.462 mm

Riprap Class

Riprap Class Name:CLASS IV

Riprap Class Order:4 The following values are an 'average' of the size fraction range for the selected riprap class.

D100: 762.00 mm D85: 533.40 mm D50: 393.70 mm D15: 266.70 mm

Layout Recommendations Minimum Riprap Thickness: 360.00 in

Name of Selected Channel: DSR2019-1.7

Result Parameters

Blank Page