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3-34 Figure 3-15. Trunnion hub flange EM 1110-2-2702 1 Jan 00
EM 1110-2-2702 1 Jan 00 (a) Parallel end frames. End frames that are parallel to the pier and perpendicular to the horizontal girders are positioned such that interference to flow and debris accumulation on the struts is minimized. Fabrication and layout is relatively simple and struts that are parallel to the pier face transfer minimal lateral thrust into the piers. However, economy of the gate is sacrificed due to large flexural loads in the struts and girders, and clearance for maintenance painting between the pier and struts is limited. (b) Inclined end frames. By inclining the end frames from the pier face, flexural forces are redistributed and the girder and strut flexural forces are reduced. The point of intersection of the strut and girder can be selected such that the girder moment at midspan is equal in magnitude to the cantilever moment as discussed in paragraph 3-5.c. With this arrangement, maximum economy of the girder design is achieved, and flexure in the end frames is minimal. A second option is to locate the intersection where there would be zero rotation in the horizontal girder. This would theoretically eliminate bending in the end frames. The side thrust component of the gate reaction introduced by inclining the end frames is transmitted directly to the pier or is resisted by a trunnion tie. Where the lateral thrust appreciably increases the pier requirements, it may be preferred to reduce the degree of inclination to achieve a more economical design. While inclined end frames are usually desirable for flood control projects, they are often not feasible for navigation dam projects where floating debris is a concern. (c) Inclined frame layout. With inclined end frames, there are two options for layout of the struts. The struts can be positioned in a single vertical plane, or such that the girder end of each strut is an equal horizontal distance from the pier face. Placing struts in the same plane is generally recommended since fabrication is simplified and it will usually be cost effective. 1) Struts equal distance from pier. The struts can be positioned such that the connection between each strut and its corresponding horizontal girder is an equal horizontal distance from the pier face. In this case, the centerlines of the struts will form a conical surface with the apex at the trunnion. This results in complex fabrication of the strut-to-trunnion hub flange connection, since the struts are rotated with respect to one another and do not lie in one plane. However, this configuration has been widely used. 2) Struts positioned in a single plane. With struts positioned in a single vertical plane, only two struts can be at the same horizontal distance from the pier face. For gates with more than two girders, this results in differing support locations for the horizontal girders. However, fabrication of the strut-to-trunnion hub flange connection is simplified since all struts fall in a single plane. (This configuration is the only option for a vertical girder gate, since the struts and the vertical girder must fall in one plane.) e. Downstream vertical truss. The primary structural purpose of the downstream vertical truss bracing members is to provide torsional rigidity for the condition when the gate is supported at one end. It also provides gate rigidity for resisting gravity loads with symmetric hoist support conditions, lateral bracing for the horizontal girders, and structural rigidity during field erection. (1) Design considerations. For design purposes, bracing members should be sized to resist axial forces determined as described in paragraph 3-5.a(4). This procedure is conservative since the vertical support of the end frames and additional torsional rigidity of the skin plate assembly are ignored. Where practical, bracing should be placed in positions appropriate to provide lateral support to the girders. For gates that have a low height-to-width ratio, it may not be practical to design a bracing system that would prevent significant lateral displacements if the gate were supported on only one side. In these cases it may be necessary to provide side bumpers to limit lateral movement as described in paragraph 3-6.b(1). 3-35
Page 1 and 2: US Army Corps of Engineers ENGINEER
Page 3 and 4: DEPARTMENT OF THE ARMY EM 1110-2-27
Page 5 and 6: Chapter 1 Introduction 1-1. Purpose
Page 7 and 8: Chapter 2 Applications 2-1. General
Page 9 and 10: Figure 2-3. Downstream view of a ty
Page 11 and 12: 2-5 Figure 2-4. Typical navigation
Page 13 and 14: Chapter 3 Tainter Gate Design 3-1.
Page 15 and 16: Figure 3-2. Horizontal girder later
Page 17 and 18: EM 1110-2-2702 1 Jan 00 bracing mem
Page 19 and 20: Figure 3-5. Trunnion tie EM 1110-2-
Page 21 and 22: Figure 3-7. Hydraulically operated
Page 23 and 24: EM 1110-2-2702 1 Jan 00 (5) Operati
Page 25 and 26: 3-3. Material Selection EM 1110-2-2
Page 27 and 28: EM 1110-2-2702 1 Jan 00 cylinder ex
Page 29 and 30: S = 3EI d 3 G w = unit weight of wa
Page 31 and 32: EM 1110-2-2702 1 Jan 00 I. The I lo
Page 33 and 34: EM 1110-2-2702 1 Jan 00 considered;
Page 35 and 36: Figure 3-10. Skin plate 2-D design
Page 37 and 38: Figure 3-12. Girder model loads and
Page 39 and 40: Figure 3-13. End frame 2-D model (C
Page 41 and 42: EM 1110-2-2702 1 Jan 00 rope hoists
Page 43 and 44: Figure 3-14. Downstream vertical tr
Page 45: EM 1110-2-2702 1 Jan 00 (1) Design
Page 49 and 50: EM 1110-2-2702 1 Jan 00 (5) Debris.
Page 51 and 52: Figure 3-17. Wire rope connection b
Page 53 and 54: EM 1110-2-2702 1 Jan 00 d. Gate sto
Page 55 and 56: Figure 3-20. Typical gate bumper as
Page 57 and 58: EM 1110-2-2702 1 Jan 00 for a more
Page 59 and 60: EM 1110-2-2702 1 Jan 00 Figure 4-3.
Page 61 and 62: EM 1110-2-2702 1 Jan 00 Figure 4-5.
Page 63 and 64: EM 1110-2-2702 1 Jan 00 d. Yoke. Th
Page 65 and 66: EM 1110-2-2702 1 Jan 00 Tolerance r
Page 67 and 68: Chapter 5 Gate Anchorage Systems 5-
Page 69 and 70: 5-3 Figure 5-2. Typical posttension
Page 71 and 72: EM 1110-2-2702 1 Jan 00 duct system
Page 73 and 74: 5-7 Figure 5-4. Analytical model to
Page 75 and 76: 5-9 Figure 5-5. Analytical model to
Page 77 and 78: Figure 5-7. Trunnion girder movemen
Page 79 and 80: Chapter 6 Trunnion Girder 6-1. Gene
Page 81 and 82: EM 1110-2-2702 1 Jan 00 d. Steel gi
Page 83 and 84: EM 1110-2-2702 1 Jan 00 gate reacti
Page 85 and 86: EM 1110-2-2702 1 Jan 00 Alternative
Page 87 and 88: Chapter 7 Operating Equipment 7-1.
Page 89 and 90: Figure 7-1. Definition of at rest d
Page 91 and 92: Chapter 8 Corrosion Control 8-1. Ge

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