1. Design of Bypass Systems Special thanks to Ed Meyer, who provided the framework for most of these slides

2. Introduction  Goal #1: The Bypass must return fish quickly and safely to the river.  Goal #2: The Bypass must effectively prevent debris and sediment from disrupting flow into and through the bypass system.

3. Introduction  To accomplish these Goals, the screen and bypass must be designed to work hydraulically in tandem.  A vigilant operations and maintenance plan must be in place to maintain these design conditions.

4. Screen and Bypass – Basic Layout

5. Bypass Design  Optimum Design Combines: Biology - incorporates behavior and swimming ability. Engineering - “smooth and open” structural components that avoid abrupt light and hydraulic transitions and provide clear migration paths. Hydraulics – match design with behavior traits and swimming ability.

6. Bypass Design  Optimum Design Anticipates: Hydrology – must provide adequate protection for fish and civil works for any flow condition. Operations – must allow simplest operations possible for given site conditions and constraints. Maintenance – must allow for efficient debris and sediment management.

7. Swimming Speed Ability Factors in Bypass Avoidance / Attraction ○ Sustained speed (minutes) ○ Length of screen ○ Number of bypasses required ○ Design for adverse water quality

8. Bypass Design and Juvenile Behavior Lighting Conditions ○ Intensity ○ Mercury Vapor Lights ○ Strobes ○ Clean Surface / Turbidity ○ Avoid Darkness

9. Dark Entrance

11. Bypass Design and Juvenile Behavior Hydraulic Changes o Acceleration should be less than 0.1 fps per foot (or 1 ft/s in 10 feet of travel). (NWFSC tests at McNary) o Deceleration – always avoid o Flow Separation – always avoid o Eddys – always avoid

12. Bypass Design and Juvenile Behavior Risks to Bypass Avoidance and Holding ○ Low velocity zones (predators) ○ Delayed Migration (smoltification) ○ Entrainment (through screens) ○ Impingement (on screens)

13. Bypass Design and Juvenile Behavior Conclusion – design features to avoid: Vertical wall and floor offsets - use tapers if necessary, but should not usually be necessary Abrupt light transitions Poor hydraulic conditions

14. Screens that may not require a formal bypass:  River bank screens  End of pipe screens  Trap and haul

15. River Bank Screen Construction

16. River Bank Screen Completed

17. “Torpedo” style screen

18. Fixed drum screen – Priest Rapids

19. Features to note: easily retrievable, deep location, spray bar to move debris

20. Components of the Bypass System  Entrance  Conveyance System  Outfall

21. Bypass Entrance

23.  Bypass Flow Bypass flow should use from 5% to 10% of diverted flow. Bypass flow amount should be chosen to achieve all hydraulic objectives: ○ No flow deceleration ○ Limited flow acceleration (0.1 to 0.2 fps per foot) ○ Bypass pipe flow depth ○ Move sediment and debris

24. Bypass Entrance  General Use grated or open-topped bypass entrance (including downwell). Provide access for inspection and debris removal Maintain 1.5 or 2 ft bypass width – bigger is better. Full depth bypass slot required for large screens, but smaller screens (less than 10 cfs or so) seem to work well with an orifice entrance (6” minimum into a 10” pipe) or ramped weir (Batelle tests).

25. Bypass Entrance  General Minimum depth over bypass weir is 1 ft Can use bypass ramp to gradually increase velocity. Secondary screen dewatering – used to maintain velocity. Consider PIT detector installation

26. Old Screen Design - Bypass Entrance

27. Full Depth Slot vs.

28. Intermediate Bypass

30. Secondary Screens / Pumpback

31. Secondary Screening

32. Bypass Entrance and Secondary Screens at Upper Baker

33. Small Rotating Drum Screen – Bypass Entrance

34. Baker Lake Bypass

35. Break

36. Bypass Conveyance System  Downwell design objectives: Energy Dissipation Rapidly move fish through this area Smooth transition to bypass pipe entrance

37. Energy Dissipation in the Downwell A bypass downwell should have a minimum water volume established by the following formula: where: = unit weight of water, 62.4 pounds (lb) per ft 3 = AWS flow, in ft 3 /s = energy head (water surface to water surface), in feet

38. Bypass Cross Section

39. Bypass Downwell

40. BIG bypass downwell (Wanapum)

41. Bypass Conveyance System  Bypass Pipe criteria Full pipe or open channel flow? Depends. Avoid closure valves Provide smooth pipes and joints Pipe diameter – 10” minimum, but depends on bypass flow amount Flow velocity – keep fish and sediment moving through

42. Bypass Conveyance System  Bypass Pipe criteria Full pipe or open channel flow? Depends. Avoid closure valves Provide smooth pipes and joints Pipe diameter – 10” minimum, but depends on bypass flow amount Flow velocity – keep fish and sediment moving through

43. Bypass Conveyance System  Bypass Pipe material PVC Spun mortar in steel HDPE CMP – specific types, not all Roughened channel – If excess energy

44. Bypass Pipe

46. Bypass Energy Dissipation

48. Insert photo of rr bypass pipe and me

49. Bypass Pipe Joints

50.  Use well compacted fill material in pipe trench.  Avoid any protruding joint design, especially those that can catch debris.

51. This 25’ long rootball grew through a misaligned bypass pipe joint.

52. Bypass Conveyance System  Pipe criteria (con’t) Alignment Avoid negative pressures No hydraulic jumps Sample facilities Access for inspection Properly compacted fill

53. Inspection

55. Bypass Conveyance System  General  Downwell design  Pipe criteria  Avoid pumping fish/bypass flow

56. Helical Pump

57. Bypass Outfall  Concerns Minimize predation Minimize disorientation of juveniles Minimize impact on adults Bypass releases into open channels which return to the river

58. Old White River Outfall

59. New White River Outfall

60. Bypass Outfall  Concerns  Submerged versus Elevated outfalls Advantages and Disadvantages Alternative design

61. Bonneville Dam Outfalls Old versus New

62. Bypass Outfall Concerns Submerged versus Elevated outfalls Design Criteria Ambient velocity >= 4 fps Minimize air entrainment (submerged outfall) Minimize predator holding areas (eddies) Maximum impact velocity = 25 fps Outfall egress Avian protection

63. Avian Lines

65. Bypass Outfall  Concerns  Submerged versus Elevated outfalls  Design Criteria  Energy Considerations Too much hydraulic head Too little hydraulic head Mid-range

66. Bypass Outfall Concerns Submerged versus Elevated outfalls Design Criteria Energy Considerations Bypass Outfall design options Locate close to point of diversion Locate in areas with sufficient flow Induced high ambient velocity Trade offs to hardening the outfall

67. Starbuck Outfall

68. Stanfield Outfall