RU2633788C1 - Two-step crosshead of combined structure - Google Patents

Abstract

FIELD: construction.

SUBSTANCE: two-step crosshead includes an entry threshold 1, baffle steps 2, 10 and enclosing side walls 17. At the base of steps 2, 10 gabion mattresses 3, 11 with a thickness of 0.3-0.5 m are laid over the entire area. Cellular rectangular box constructions of reinforced concrete square-section beams are arranged on top of the gabion mattresses 3, 11. At the end of each step 2, 10, the height of the transverse beam is increased to 1.5 m and more for its operation as a baffle wall 7, 15. The baffle wall 7 is combined with a reinforced concrete drainage wall 8 at the end of the first step 2, and the baffle wall 15 is combined with a transverse beam 14 at the end of the second step 10. The box structure cells above the gabion mattresses 3, 11 of each step are loaded with macrofragmental stone material 9, 16 with a thickness of 0.5-1 m. At the same time, in the baffles of each step, the reinforced concrete beams of the box structure are rigidly connected to one another and to the drainage wall and are delimited with side enclosing walls 17 with expansion joints. The proposed two-step crosshead as a coupling structure can be most effectively used to stabilise eroded channel processes on mountain and foothill regulated areas of urbanized zones of small rivers and earth wasteways where the concentrated difference in the channel marks does not exceed 3…3.5 m.

EFFECT: effective excess energy dissipation of water flows and operation reliability of the entire structure.

2 cl, 4 dwg

Description

The invention relates to hydraulic engineering and land reclamation construction and can be used as a mating structure for regulating the channels of small rivers and canals in earthen beds on mountain and foothill areas. Known differences, consisting of reinforced concrete and stone steps, used as anti-erosion structures. [1, p. 73-75]. The main disadvantages of these technical solutions is the low efficiency, as well as the high material consumption of the structure.

Reinforced concrete swings are known, arranged on canals and channels of small rivers as mating structures [2, p. 62-65]. The main disadvantages of these technical solutions are the low efficiency of their work in small rivers and canals in earthen beds with high slopes, as well as the high material consumption of the structure.

The purpose of the invention is to increase the efficiency of the structure in the conditions of eroded earth channels of canals and small rivers.

This goal is achieved in that the swings, including the input threshold, energy-absorber steps, side walls made of reinforced concrete, characterized in that at the base of each energy-absorber stage throughout the entire area a gabion mattress is laid, 0.3-0.5 thick m, and on top of the gabion mattress of each step there is a rectangular mesh box-like structure made of reinforced concrete beams of square section, and the number of cells in the box-shaped structure can be two or four, and at the end of each stage the height of the transverse beam n grown to 1.5 m or more for its operation as a water-borne wall, box-shaped cells above gabion mattresses of each step are loaded with coarse stone material 0.5-1 m thick. At the same time, reinforced concrete box-shaped beams are rigidly connected in the energy absorbers of each stage between themselves and with a spillway wall and are demarcated with lateral enclosing walls by expansion joints.

In FIG. 1. shows a longitudinal section of a two-stage differential of the combined structure along the axis of flow. In FIG. 2 is the same in plan. In FIG. 3 is a cross section of the first stage with a view of the inlet. In FIG. 4 shows a cross section of the second stage with a view of the output part.

A two-stage differential consists of an inlet spillway 1 (inlet threshold), a first stage-energy absorber 2, a gabion mattress 3 at the base of the first stage 2, a reinforced concrete box-shaped cellular structure 4 of the first stage, consisting of longitudinal 5 and transverse 6 beams and a water-borne wall 7, combined with reinforced concrete spillway wall 8 at the end of the first stage 2, stone loading 9 of the first stage; second stage 10, gabion mattress 11 of the second stage, reinforced concrete a box-shaped cellular structure 12 of the second stage, consisting of longitudinal 13 and transverse 14 beams and a water-boring wall 15, combined with the transverse beam 14; stone loading 16 of the second stage, lateral enclosing reinforced concrete walls 17 with expansion joints 18.

A two-stage differential combined structure is constructed as follows.

Initially, they plan the construction site of the delta and develop a pit for the entrance threshold, dampers, and coastal enclosing walls. Then, construction begins with the last (second) step 10. For this, the base is planned and a gabion mattress 11 is installed over the entire base area of the second step 10. After that, a spillway wall 8 is built between the steps (second and first), for this, formwork with reinforcing cages is mounted and poured concrete with compaction. Then they plan the foundation of the first stage 2 and mount a gabion mattress 3 over its entire area. The thickness of the gabion mattresses 11 and 2 is 0.3 ... 0.5 m, depending on the hydraulic conditions and hydromechanical characteristics of the soil base. Next, prepare the base under the inlet spillway 1, set the formwork with reinforcing cages and fill it with concrete with a seal. Then, box structures 4 and 12 of monolithic reinforced concrete are erected above the gabion mattresses of each step. beams, the cross-section of the beams is taken square with dimensions of 0.75 × 0.75 m or 1.0 × 1.0 m. Moreover, between each other and the spillway walls of the reinforced concrete. the beams are connected rigidly, and with the coastal (retaining) enclosing walls they are delimited by expansion joints 18. And the transverse reinforced concrete the beams at the end of the steps are increased in height to 1.5 m or more to use them as water walls 7 and 15 in order to effectively absorb the excess energy of the water flows (from the condition of the formation of pools in the form of a flooded hydraulic jump in each well-stage 2 and 10). After that, the coastal enclosing walls 17 of the delta from monolithic reinforced concrete are erected to the required height, for this, the foundation is prepared, formwork and reinforcement cages are installed and filled with concrete with compaction. After gaining the necessary strength with concrete, the formwork of the spillway and enclosing (retaining) walls, as well as reinforced concrete. beams are disassembled and taken to a storage place. The number of cells in the box construction of each stage (first and second) takes two or four, since a different number of cells does not give the desired effect. Inside the cell of box-shaped structures 4 and 12 of each stage, they are loaded with coarse-grained material, 0.5-1.0 m thick.

Two-stage differential combined design works as follows.

During operation, when the maximum water (flood) water flow passes through the structure, flooded hydraulic jumps are formed on the steps, which extinguish the excess flow energy. However, due to the flexibility and permeability of the structure, part of the water flow passes through the base gabion mattresses and stone steps loading. As a result, the dispersal and relatively uniform distribution of the existing hydrodynamic loads of the water flows over all the steps, walls and beams of the box structures occurs. At the same time, dangerous filtration backpressures and soil deformations do not arise under the base of steps and shore adjacencies. The presence of gabion mattresses under the base of the steps and box-shaped structures with stone loads on the steps increases the efficiency of the differential. Thus, the two-stage differential of the proposed combined design provides effective quenching of the excess energy of water flows and the reliability of the entire structure.

The proposed two-stage drop can be used most effectively to stabilize erosion (eroded) channel processes in mountain and piedmont regulated areas of urbanized zones of small rivers and earth discharge channels, where the concentrated difference in channel elevations does not exceed 3 ... 3.5 m. With a significant excess of the difference marks the number of steps can be 3 or more, depending on the specific engineering-hydrological and hydraulic conditions of the watercourses.

Information sources

1. P.M. Stepanov, I.Kh. Ovcharenko, P.S. Zakharov. HYDROTECHNICAL ANTI-EROSION STRUCTURES. - M .: Kolos, 1980, p. 73-75.

2. Bakhtin B.M., Koryukin S.N. Waterworks. - M.: Agropromizdat, 1991, p. 62-65.

Claims (2)

1. A two-stage differential, including the input threshold, energy suppressor steps and reinforced concrete side walls, characterized in that a gabion mattress 0.3-0.5 m thick is laid at the base of each energy suppressor step over the entire area, and a gabion mattress is placed on top of it each step has a rectangular mesh box-like structure made of reinforced concrete beams of square section, and the number of cells in the box-shaped structure can be two or four, while at the end of each stage the height of the transverse beam is increased to 1.5 m or more for its Ota as a stilling wall box structure of the cell over each stage of the gabion mattresses loaded macrofragmental stone material thickness of 0.5-1 m. 2. The two-stage drop according to claim 1, characterized in that in the energy absorbers of each stage, the reinforced concrete beams of the box-shaped structure are rigidly connected to each other and to the spillway wall and delimited by the expansion joints with the side enclosing walls.

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