CN111455943A - Construction method of anti-scouring drainage groove of barrier lake - Google Patents
Construction method of anti-scouring drainage groove of barrier lake Download PDFInfo
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- CN111455943A CN111455943A CN202010324894.5A CN202010324894A CN111455943A CN 111455943 A CN111455943 A CN 111455943A CN 202010324894 A CN202010324894 A CN 202010324894A CN 111455943 A CN111455943 A CN 111455943A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B8/00—Details of barrages or weirs ; Energy dissipating devices carried by lock or dry-dock gates
- E02B8/06—Spillways; Devices for dissipation of energy, e.g. for reducing eddies also for lock or dry-dock gates
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B1/00—Equipment or apparatus for, or methods of, general hydraulic engineering, e.g. protection of constructions against ice-strains
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/16—Sealings or joints
Abstract
The invention discloses a construction method of a dammed lake anti-scouring drainage groove, wherein side slope steel wire meshes are laid on side slopes on two sides of the drainage groove, a reinforced geomembrane is laid at the bottom of the drainage groove, reinforcement gabions are arranged at the bottoms of the side slopes on the two sides, a plurality of rows of prefabricated mounds are arranged in the drainage groove, a single row of prefabricated mounds are arranged along the width direction of the drainage groove, the single prefabricated mound is fixed at the bottom of the drainage groove through a first anchor rod, adjacent prefabricated mounds are connected through a second anchor rod, and the second anchor rod close to the side slope is fixedly connected to the side slopes on the two sides; the drainage groove constructed by the construction method can effectively reduce the scouring strength and the flow velocity of water flow, enhance the anti-scouring capability of the side slopes on the two sides and the groove bottom of the drainage groove and reduce the damage and the loss to the downstream. The construction method has short construction time, can shorten emergency preparation time as much as possible, can ensure the excavation of the drainage groove and the groove body reinforcement work in a short time, and has low price of various geotechnical materials adopted in the construction process.
Description
Technical Field
The invention relates to the technical field of emergency disposal of a barrier lake, in particular to a construction method of an anti-scouring drainage groove for emergency drainage of the barrier lake.
Background
In order to reduce the water level and the reservoir capacity of the barrier lake and realize controllable risk during the drainage of the barrier lake, the excavation of the drainage groove is a main emergency treatment measure of the barrier lake. However, the weir plug body of the current commonly used drainage groove is made of granular materials, the length of the downstream slope of the weir plug body along the river direction is large, the slope ratio is small, the section form of the drainage groove cannot be maintained under the continuous flushing of water flow, and the downstream flood overflows out of the river channel to cause disasters along with the continuous increase of the drainage flow.
Disclosure of Invention
The invention aims to provide a construction method of an anti-scouring drainage groove of a dammed lake, which ensures that a dammed body is not broken due to obvious scouring in emergency drainage.
In order to achieve the purpose, the invention adopts the technical scheme that:
A construction method of an anti-scouring drainage groove of a barrier lake comprises the following steps:
(1) Acquiring hydrological monitoring data of the barrier lake, and predicting the water level change condition of the barrier lake according to the real-time monitoring data of the flow of the barrier lake;
(2) Calculating the flow capacity of a downstream river channel, and determining the section form and the size of the drainage groove;
(3) Reserving a part of accumulation body at the upstream of the weir plug body;
(4) Excavating a drainage groove according to the designed section, and tamping the drainage groove; fixing a plurality of anchor rods on side slopes on two sides of the drainage groove at intervals, paving a side slope steel wire mesh downwards from a slope top edge slope surface to a slope bottom, and extending the side slope steel wire mesh to a weir body downstream foot;
Laying a reinforced geomembrane at the bottom of the drainage groove, penetrating a plurality of geomembrane anchor rods on the reinforced geomembrane, fixing the reinforced geomembrane at the bottom of the groove, wherein the geomembrane anchor rods are arranged in a quincunx shape, and the reinforced geomembrane extends to a downstream foot of the weir body;
Reinforcing steel bar gabions are arranged at the bottom of the side slopes on the two sides along the length direction of the drainage groove, the reinforcing steel bar gabions are fixed at the bottom of the groove through self-weight pressure, and the bottom ends of the side slope steel wire meshes are fixedly connected with the reinforcing steel bar gabions;
A plurality of rows of prefabricated pier stones are arranged in the drainage groove, at least two prefabricated pier stones are arranged in each row, a single row of prefabricated pier stones are arranged along the width direction of the drainage groove, the single prefabricated pier stone is fixed at the bottom of the drainage groove through a first anchor rod, adjacent prefabricated pier stones are connected through a second anchor rod, and the second anchor rod close to the side slope extends out of the prefabricated pier stone and is fixedly connected to the side slopes on two sides;
The single prefabricated mound stone is wholly prismatic table-shaped, has a main aspects and a tip, and its main aspects is towards the incoming water direction, and the tip is towards the direction of being away with the water.
Specifically, in the step (1), geological survey is carried out on the upstream and the downstream of an actual damming body, a typical section is selected on the upstream of a damming lake, and the section of the damming lake is measured by adopting the conventional monitoring instrument. The area of the water passage of the barrier lake is the area of the water passage section of the upstream monitoring section of the barrier lake and the area below the dead water level. According to the measurement data of the section of the water channel of the barrier lake, the area of the water channel under different water levels can be calculated by adopting a trapezoidal method, and the characteristic values of different monitoring sections, such as average water depth, maximum water depth, water surface width and the like, are counted, so that the storage capacity of the barrier lake under different water levels is calculated. And calculating the area of the surface of the barrier lake at different water levels according to the monitoring data. And (3) point-drawing relation curves of the area-water level of the barrier lake surface and the capacity-water level of the barrier lake under different water levels by taking the water level of the barrier lake as a vertical coordinate and the area of the barrier lake surface under different water levels as a horizontal coordinate.
And predicting the water level change condition of the barrier lake according to the acquired real-time monitoring data such as the flow rate of the barrier lake, and comprehensively judging the feasibility of the drainage groove excavation according to the water level rising speed of the barrier lake, road conditions, field construction conditions, constructors, equipment and logistics support conditions. When actual conditions for excavating the drainage groove are met on site, the work of the subsequent steps can be carried out.
Specifically, in the step (2), the overflow capacity of the downstream river can be calculated by using a manning formula:
In the formula, Q is the overflowing capacity of the river channel; n is rThe roughness coefficient of the riverbed; a. the rIs the area of the flow cross section; r rIs the hydraulic radius of the flow cross section; s rIs the river slope.
And after the flow capacity of the downstream river channel is determined, the section form and the size of the drainage groove are reversely deduced. In order to facilitate construction and laying of an anti-scouring drainage structure, the section form of the drainage groove is set to be an inverted trapezoidal section, the slope ratio of the side slope is suggested to be 1:1.5 (vertical/horizontal) or is selected according to the critical slope angle of a weir plug material, and the size of the section can be reversely deduced by adopting the Manning formula of the following formula (2).
In the formula, Q is the overflow flow of the drainage groove, and the overflow capacity of the drainage groove is consistent with that of a downstream river channel during calculation; n is sIf the roughness coefficient of the drainage groove cannot be obtained, an empirical formula can be adopted to calculate n s＝d50 1/6/12 wherein d 50Taking the average grain diameter of the weir plug material (soil samples at different points of a weir plug drainage groove can be selected to carry out grain grading test to obtain d 50Average value); a. the sIs the area of the inverted trapezoidal section of the drainage groove, A s1/2 (B + B) · h, wherein B is the cross-sectional bottom width of the drainage groove, B is the top width of the water surface in the drainage groove, h is the depth of water in the drainage groove, and B +3h, then a s＝1/2·(2b+3h)·h；RsThe hydraulic radius of the drainage groove is equal to the area of the cross section in the wet cycle, and the wet cycle can be expressed as b +2 (h) 2+2.25h2)1/2B +3.6h, the hydraulic radius R s＝1/2·(2b+3h)·h/(b+3.6h)；SsIs the slope of the drainage groove.
Through functional relation transformation, only two unknowns, namely b and h, exist in an overflow flow formula of the drainage groove, the two unknowns also have a functional relation, a solution of the other unknowns can be obtained only by determining one unknowns, and parameters can be determined according to field geological conditions, actual construction conditions and reservoir capacity needing to be drained. In addition, after the water depth h in the drainage groove is determined, the height of the drainage groove can be determined, and the depth of the drainage groove is ensured to be larger than the water depth.
Specifically, in the step (3), a part of accumulation bodies at the upper part of the reserved weir plug body can be designed before the drainage groove is excavated, and a simple impervious wall is constructed to block the water level of the weir plug lake which is lifted continuously, so that the situation that the drainage groove is excavated and leaked at the same time and even damaged by flushing is prevented.
Specifically, in the step (4), a drainage groove is excavated on the section of the drainage groove designed by combining with the actual condition of the weir dam body, a bulldozer is adopted to push slag along the axis of the groove to the downstream direction according to the designed body type along the axis of the drainage groove, an excavator turns over the slag or a dump truck transports the slag, and when large boulders which cannot be excavated are encountered, the large boulders are excavated after being exploded and decomposed, so that the drainage groove is quickly formed.
After the drainage groove is excavated, a soil compactor is used for compacting, steel wire flexible materials are laid on the two sides and the bottom of the drainage groove and extend to the lower leg of the weir body, so that the bottom and the side slopes on the two sides of the groove are effectively reinforced.
The bottom flexible material is mainly a reinforced geomembrane and has good tensile strength, the lap joint of the reinforced geomembrane is bonded or welded, and the width of the stitching and welding is generally more than 0.1 m. And an anchor hole is formed at the bottom of the groove, a geomembrane anchor rod is inserted into the anchor hole and fixed, the reinforced geomembrane is fixedly connected to the bottom of the groove through the anchor rod, and the anchor hole is arranged in a quincunx shape. The drainage groove bottom among the prior art is the former cobble of riverbed or gravel mostly, when the drainage flow is great, is washed away by water easily, takes place the secondary easily and blocks up, this application adds muscle type geomembrane at the bottom of the groove anchor, can strengthen the scour resistance ability of drainage groove tank bottom, and such tank bottom is difficult to be washed out by the rivers of leaking down, plays isolation and filterable effect, has also strengthened the stability of broken rock side slope simultaneously.
the flexible material of the side slopes on two sides is mainly a side slope steel wire mesh, large boulders on the side slopes are roughly cleaned firstly, anchor holes are arranged according to the slope of the side slopes, the longitudinal distance along the length direction of the drainage groove is 5.0 meters, the transverse distance along the depth direction of the drainage groove is 2.5 meters, the meshes of the side slope steel wire mesh are × 200mm, 3.0m multiplied by 3.0m hanging net units are formed by supporting ropes, each hanging net unit is internally provided with a 2.5m multiplied by 2.5m steel wire rope net block, then an anchor rod is installed in the anchor holes in the vertical slope direction, finally the side slope steel wire mesh is slowly paved from the top of the slope along the slope, the whole roll of steel wires is paved to the bottom of the slope as far as possible, the side slope steel wire mesh is fixedly connected with a steel bar stone cage by a connecting piece, after the hanging work is completed, the firmness of the side slope steel wire mesh and the anchor rod connection needs to be seriously checked, the side slope steel wire mesh and the slope form a stable whole body which can effectively resist water impact.
Arrange prefabricated mound stone in the chute bottom along rivers direction, single prefabricated mound stone is whole to be the terrace with edge form, has a main aspects and a tip, and its main aspects is towards the direction of coming water, and the tip is towards the direction of going back with the water. Horizontal anchor holes are formed in the end faces of the large end and the small end of each prefabricated pier stone, second anchor rods parallel to the water flow direction are arranged in the horizontal anchor holes of the end faces of the two adjacent rows of prefabricated pier stones, and the two adjacent rows of prefabricated pier stones are fixedly connected together; vertical anchor holes vertical to the bottom of the chute are formed in the top of the large end and the side wall of the bottom in a penetrating manner, first anchor rods are arranged in the vertical anchor holes, and the single prefabricated mound is fixed at the bottom of the chute; horizontal anchor holes are further formed in the side walls of the two sides of the large end, and the horizontal anchor holes are formed in the horizontal anchor holes of the adjacent prefabricated pier stones in the same row and are arranged on the second anchor rods perpendicular to the water flow direction, so that the adjacent prefabricated pier stones in the same row are fixedly connected together.
Preferably, when the discharge flow is 0-10000 m 3When the flow is per second, 3-5 rows can be longitudinally arranged, and the discharge flow is 10000-20000 m 3When the flow rate is more than 20000m, the discharge flow rate can be arranged in 5-8 rows longitudinally 3At/s, the number of the rows is more than 8.
Reserve the weir cock body at weir dam anterior segment and demolish the back, because the flood peak is higher, there is great water impact, when its flow is great, can cause the erodeing in back end weir cock body chute, the main aspects of prefabricated mound stone are towards the incoming water direction, can block a wave water impact and can let water pass through to the at utmost again, the rivers of leaking down are at first strikeed to prefabricated mound stone, prefabricated mound stone can reduce the velocity of flow and erode intensity of rivers, play the energy dissipation effect to rivers, slow down the erode intensity of rivers to the chute, and prefabricated mound stone anchor is in chute bottom, play the ballast effect to reinforced geomembrane, further consolidate the chute bottom, the scour resistance of chute bottom has been improved.
Among the prior art, there is the antiscour structure that is formed by the stone block connection through the connecting network in the setting of earial drainage groove anterior segment, the purpose is in order to reduce rivers peak value flow and velocity of flow, the stone block is not fixed in the earial drainage groove bottom, also not fixed on the side slope, it is not obvious to the antiscour effect of earial drainage groove bottom, and the earning drainage groove back end is not protected, to the great dammed lake of reservoir capacity, its effect that reduces flow and velocity of flow is not obvious, the antiscour effect is not obvious, consequently rivers still can carry out quick washing to lower section dammed body. The application of prefabricated mound stone energy dissipation, antiscour protect whole chute body, can reduce the chute discharge flow, can also protect the chute and be washed away, can protect low reaches resident's security of the lives and property and ecological environment to a certain extent.
Specifically, in the step (4), multiple layers of prefabricated reinforcement gabions are erected at the slope bottoms on the two sides of the drainage groove, each layer of prefabricated reinforcement gabions at least comprises two reinforcement gabions, the reinforcement gabions are connected through binding, the prefabricated reinforcement gabions are horizontally wound for 30cm along the joint of the two gabions during connection, and then binding is carried out at the vertical rib. The adjacent two-layer reinforcing bar gabions are staggered, and the upper layer reinforcing bar gabion extends out to the side slope surface relative to the lower layer reinforcing bar gabion.
After the reinforcing steel bar gabion is manufactured, the reinforcing steel bar gabion is placed in place by a loader in cooperation with manual work and placed from one end to the other end. The adjacent steel reinforcement cage must connect and just can fill the stone after stable, and the stone lump footpath should be greater than the mesh aperture, and the building stones should be selectively the layering fill during the construction, and the great stone of the partial manual selection lump footpath of every layer near the gabion limit portion is piled up, and inside backfill is less the stone, must guarantee to fill and put closely knit. The internal rock blocks of the reinforcement gabion can be made of local materials, and stones which are taken out from the weir plug body are adopted.
The purpose of the reinforcement gabion is to reinforce the two sides of the drainage groove and prevent the two banks from being washed out. Compared with pebbles or gravels directly adopting a weir plug body in the prior art, the reinforced gabion has better protection effect, and particularly under the drainage condition of large lower drainage quantity and high lower drainage speed, pebble or gravel materials still can cause the drainage groove to be quickly washed.
Preferably, a gravel accumulation pit is arranged at the forefront of the drainage groove, the depth of the gravel accumulation pit is generally over-dug by 2.0-3.0 m, and a secondary weir plug body is formed by preventing a large amount of gravels from scouring and blocking during drainage.
Specifically, a part of accumulation body at the upstream of the damming body is reserved before the drainage groove is excavated in the step (3), excavation is not carried out, and the impervious wall is built on the basis. After the construction of the drainage groove is completed, the anti-seepage wall on the top of the weir plug body is removed in a blasting control mode, in order to ensure that the size of the blasted stone is proper, the blasting control mode adopts a structure form of dense hole charging and full-section continuous coupling charging, and the linear charging density is controlled to be 2.86 kg/m. The detonation network adopts a millisecond differential plastic detonating tube compound detonation network, and 5 holes are arranged at one section, and detonation is carried out section by section. If the conditions allow, the cut-off wall can be operated by an excavator after one-time blasting, and partial wall body and large block body are crushed by a crushing hammer.
Preferably, the concrete connection structure of the prefabricated mound close to the side slope and the side slopes on the two sides is as follows:
One end of the second anchor rod extending out of the prefabricated pier stone is sleeved with an inner sleeve, and one end of the second anchor rod extends out of the inner sleeve; an anchor hole is formed in a corresponding position on the slope of the drainage groove, an outer sleeve is fixedly arranged in the anchor hole, a base is arranged at the bottom of the anchor hole in the outer sleeve, the bottom of the anchor hole is the end of the anchor hole in the slope, a rigid sleeve is welded on the base, the outer diameter of the rigid sleeve is equal to the outer diameter of the inner sleeve, the inner diameter of the rigid sleeve is equal to the outer diameter of the second anchor rod, and the central line of the rigid sleeve is superposed with the central lines of the second anchor rod and the anchor hole; the rigid sleeve is externally sleeved with a filling sleeve, the filling sleeve is externally sleeved with an anchoring sleeve, the outer end of the outer sleeve is fixedly connected with an outer sleeve end plate and fixedly connected to a slope through a fixing anchor penetrating through the outer sleeve end plate, the outer sleeve end plate is fixed at the outer end of the outer sleeve, the center of the outer sleeve end plate is provided with a through hole for the filling sleeve to pass through, the diameter of the through hole is equal to the outer diameter of the filling sleeve, the filling sleeve extends out of the outer sleeve end plate, the extending end of the filling sleeve is provided with threads and is sleeved with an anchoring nut, the anchoring nut penetrates through the outer sleeve; the second anchor rod penetrates through the filling sleeve and extends into the outer sleeve, and one end of the second anchor rod extending out of the inner sleeve extends into the rigid sleeve.
The preferable construction method of the connecting structure comprises the following steps: firstly, welding and fixing the inner sleeve and the second anchor rod together, arranging anchor holes at corresponding positions on the side slope of the drainage groove, cleaning the holes, fixedly arranging the outer sleeve in the anchor holes, welding the rigid sleeve on the base, then the base and the rigid sleeve are installed in the outer sleeve together, then the filling sleeve is sleeved on the rigid sleeve, the filling sleeve is sleeved with the anchoring sleeve, the filling sleeve extends out of the outer sleeve, then the end plate of the outer sleeve passes through the filling sleeve and is fixedly connected with the outer end of the outer sleeve through the fixing anchor, then the end of the filling sleeve extending out of the end plate of the outer sleeve is screwed into the anchoring nut without screwing, then the second anchor rod is sleeved in the filling sleeve, one end of the second anchor rod extending out of the inner sleeve is extended into the rigid sleeve, the anchoring screw cap is screwed down, and the anti-loose bolt is screwed into the end plate of the outer sleeve and the outer sleeve, and the anchoring nut is fixed on the outer sleeve.
Through such connected mode, with prefabricated mound stone fixed connection in both sides side slope and chute bottom, prefabricated mound stone consolidates both sides side slope and chute bottom, plays the energy dissipation, improves both sides side slope and tank bottom anti-scouring ability.
The invention has the beneficial effects that:
The drainage groove constructed by the construction method can effectively reduce the scouring strength and the flow velocity of water flow, enhance the anti-scouring capability of the side slopes on the two sides and the groove bottom of the drainage groove and reduce the damage and the loss to the downstream. The construction method of the invention fully utilizes the characteristics of dam body materials of the damming body, has short construction time, can shorten emergency preparation time as much as possible, can ensure the excavation of the drainage groove and the groove body reinforcement work in a short time, and adopts various geotechnical materials with low price in the construction process, can be recycled, and has good disposal effect and safety on emergency drainage of the damming lake.
Drawings
FIG. 1 is a schematic diagram of the calculation of the surface area of a barrier lake and the capacity of a barrier lake reservoir.
FIG. 2 is a schematic diagram of the surface area curve and the reservoir capacity curve of a barrier lake.
FIG. 3 is a flow chart of the construction method of the present invention.
FIG. 4 is a schematic cross-sectional view of the drainage groove of the present invention.
Fig. 5 is a top view of the front end of the chute of the present invention.
Fig. 6 is an oblique sectional view of the front end of the chute of the present invention.
Fig. 7 is a schematic view of a prefabricated pier of the present invention.
Fig. 8 is a schematic view of the arrangement of the reinforcement gabion in the invention.
Fig. 9 is a schematic view of the anchoring of the prefabricated pier stone of the present invention.
In the figure: 1 is the weir plug body, 2 is reinforcing bar gabion, 3 is the reinforced geomembrane, 4 are gravel pile up the hole, 5 are side slope wire net, 6 are prefabricated mound stone, 7 are the second stock, 8 are horizontal anchor eye, 9 are perpendicular anchor eye, 10 are the anchor steel sheet, 11 are the packing gasket, 12 are the outer tube, 13 are the anchor nail, 14 are the outer tube end plate, 15 are check bolt, 16 are the anchor nut, 17 are interior sleeve pipe.
Detailed Description
The technical scheme of the invention is further explained by combining the attached drawings.
As shown in fig. 3, the construction method of the present invention includes the steps of: acquiring a relation curve of the surface area and the water level of the barrier lake and real-time monitoring data of the flow of the barrier lake, and predicting the water level change condition of the barrier lake; determining the section form and size of the drainage groove by accounting the flow capacity of the downstream river channel; reserving part of accumulation bodies at the upstream of the damming body 1, not excavating, and constructing an impervious wall to block the water level of the damming lake which is lifted continuously; excavating a drainage groove according to the designed section, excavating a plurality of gravel accumulation pits 4 with the depth of 2.0-3.0 m at the most front part of the drainage groove, compacting by using a soil compactor after excavating the drainage groove, paving steel wire flexible materials at the two sides and the bottom of the drainage groove, and extending the steel wire flexible materials to the downstream foot of the weir body; arranging a reinforcement gabion at the bottom of the side slope of the drainage groove, arranging prefabricated pier stones in the drainage groove along the water flow direction, connecting adjacent prefabricated pier stones through prefabricated anchor rods, and anchoring the prefabricated anchor rods perpendicular to the water flow direction to two sides of the drainage groove; and the upstream accumulation body is dismantled in a directional blasting mode, so that the water level and the storage capacity of the barrier lake during flow discharge are effectively reduced.
The area of the water channel under different water levels is calculated by adopting a trapezoidal method, as shown in figure 1, characteristic values of different monitoring sections, such as average water depth, maximum water depth, water surface width and the like, are counted, and then the storage capacity of the dammed lakes and lakes under different water levels is calculated. And calculating the area of the surface of the barrier lake at different water levels according to the monitoring data. The relationship curves of the surface area-water level of the barrier lake and the surface area-water level of the barrier lake are plotted by taking the water level of the barrier lake as a vertical coordinate and the surface area of the barrier lake under different water levels as a horizontal coordinate, as shown in fig. 2.
In actual construction, a drainage groove needs to be designed by combining the condition of a damming body, and based on the characteristic that water flow always flows in the steepest direction of slope drop when a damming lake overflows, in order to facilitate construction and laying of prefabricated mounds and steel wire flexible materials, the section form of the drainage groove is mostly set to be an inverted trapezoidal section, the slope ratio of the side slope of the inverted trapezoidal section is generally 1:1.5 (vertical/horizontal direction), as shown in fig. 4, B is the section bottom width of the drainage groove, B is the top width of the water surface in the drainage groove, and h is the water depth in the drainage groove.
As shown in fig. 6, slope wire meshes 5 are laid on two sides of the drainage groove, the reinforced geomembrane 3 is laid on the bottom of the drainage groove, the single prefabricated mound stone 6 is fixed on the bottom of the drainage groove through a first anchor rod, and the adjacent prefabricated mound stones are connected through a second anchor rod 7.
As shown in fig. 5, 6 and 8, a plurality of reinforcement gabions 2 are arranged at the bottom of the slope, the reinforcement gabions are fixed at the bottom of the groove by self-weight pressure, and when a plurality of reinforcement gabions are arranged at the bottom of one side of the slope, a layered stacking mode is adopted, and adjacent reinforcement gabions are fastened and connected through connecting pieces; the cobble or the gravel of weir cock body are taken on the spot to the stone in the steel reinforcement gabion, and the stone layering is filled during the construction, and every layer is close to the artifical stone that selects the block footpath to be greater than the reinforcing bar mesh of part of gabion limit portion and piles up, and the less stone of inside backfill guarantees to fill and puts closely knit.
in the embodiment, the size of each reinforcement gabion is 150 × 150 multiplied by 150 × 150cm, the side slopes on two sides of the drainage groove are protected by adopting a layered stacking mode, the reinforcement gabions are processed in advance in a reinforcement manufacturing field, phi 18 II-grade steel is adopted as a framework of the reinforcement gabions, the distance between the reinforcement gabions is 75cm, and the steel wire mesh sheets are covered integrally.
Referring to fig. 7 and 9, in the schematic diagrams of the prefabricated pier stones of the present invention, horizontal anchor holes 8 are formed in the end surfaces of the large end and the small end of a single prefabricated pier stone, second anchor rods 7 parallel to the water flow direction are arranged in the horizontal anchor holes of the end surfaces of two adjacent rows of prefabricated pier stones, and the two adjacent rows of prefabricated pier stones are fixedly connected together;
Vertical anchor holes 9 vertical to the bottom of the chute are formed in the side walls of the top and the bottom of the large end in a penetrating manner, first anchor rods are arranged in the vertical anchor holes, and single prefabricated mounds are fixed at the bottom of the chute;
Horizontal anchor holes 8 are further formed in the side walls of the two sides of the large end, and are arranged in the horizontal anchor holes of the same row of adjacent prefabricated pier stones and are fixedly connected together through second anchor rods perpendicular to the water flow direction.
As an example of the prefabricated pier stone, as shown in FIG. 7, the height of the big end of the prefabricated pier stone is generally 1.5m, the maximum width of the big end is generally 1.2-1.5 m, and the arrangement interval is changed according to the width of the bottom of the actual drainage groove and is generally arranged at the width of 1/2-1/3. The longitudinal arrangement can be adjusted according to the length of the drainage groove and the longitudinal distance of the drainage groove is 2m, and the arrangement row number of the drainage groove can be adjusted according to the reservoir capacity of the barrier lake by predicting the maximum flow.
As shown in fig. 9, the concrete connection structure of the prefabricated mound close to the side slope and the side slopes on two sides is shown: one end of the second anchor rod extending out of the prefabricated pier stone is sleeved with an inner sleeve 17, and one end of the second anchor rod extends out of the inner sleeve; an anchor hole is formed in a corresponding position on the slope of the drainage groove, an outer sleeve 12 is fixedly arranged in the anchor hole, a base 19 is arranged at the bottom of the anchor hole in the outer sleeve, the bottom of the anchor hole, namely one end of the anchor hole in the slope, a rigid sleeve 20 is welded on the base, the outer diameter of the rigid sleeve is equal to the outer diameter of the inner sleeve, the inner diameter of the rigid sleeve is equal to the outer diameter of the second anchor rod, and the central line of the rigid sleeve is superposed with the central lines of the second anchor rod and the anchor hole; the rigid sleeve is externally sleeved with a filling sleeve 11, the filling sleeve is externally sleeved with an anchoring sleeve 10, the outer end of the outer sleeve is fixedly connected with an outer sleeve end plate 14 and fixedly connected to the side slope through a fixing anchor 13 penetrating through the outer sleeve end plate, the outer sleeve end plate is fixed at the outer end of the outer sleeve, the center of the outer sleeve end plate is provided with a through hole for the filling sleeve to pass through, the diameter of the through hole is equal to the outer diameter of the filling sleeve, the filling sleeve extends out of the outer sleeve end plate, the extending end of the filling sleeve is provided with threads and is sleeved with an anchoring nut 16, the anchoring nut is screwed into the outer; the second anchor rod penetrates through the filling sleeve and extends into the outer sleeve, and one end of the second anchor rod extending out of the inner sleeve extends into the rigid sleeve.
In order to increase the friction force, the contact surface between the anchoring sleeve and the filling sleeve and the contact surface between the filling sleeve and the rigid sleeve can be designed to be provided with a structure such as a spiral protrusion which can increase the friction force and the contact area, so that the anchoring stability is further ensured.
When in installation, the inner sleeve and the second anchor rod are welded and fixed together, an anchor hole is arranged at a corresponding position on the slope of the drainage groove, an outer sleeve is fixedly arranged in the anchor hole after a hole is cleaned, the rigid sleeve is welded on the base, then the base and the rigid sleeve are arranged in the outer sleeve together, then the rigid sleeve is sleeved with the filling sleeve 11, the anchoring sleeve 10 is sleeved on the filling sleeve, the filling sleeve extends out of the outer sleeve, then the end plate of the outer sleeve penetrates through the filling sleeve and is fixedly connected to the outer end of the outer sleeve through the fixing rivet 13, then the end of the filling sleeve extending out of the end plate of the outer sleeve is screwed into the anchoring nut 16 without being screwed, then the second anchor rod is filled in the sleeve, one end of the second anchor rod extending out of the inner sleeve extends into the rigid sleeve, then the anchoring nut is screwed, and the anti-loosening bolt 15 is screwed into the end plate and the, the anchoring nut is fixed on the outer sleeve.
Claims (10)
1. A construction method of an anti-scouring drainage groove of a barrier lake is characterized in that the section structure of the drainage groove is inverted trapezoid, and the construction method comprises the following steps:
(1) Acquiring hydrological monitoring data of the barrier lake, and predicting the water level change condition of the barrier lake according to the real-time monitoring data of the flow of the barrier lake;
(2) Calculating the flow capacity of a downstream river channel, and determining the section form and the size of the drainage groove;
(3) Reserving a part of accumulation body at the upstream of the weir plug body;
(4) Excavating a drainage groove according to the designed section, and tamping the drainage groove; fixing a plurality of anchor rods on side slopes on two sides of the drainage groove at intervals, paving a side slope steel wire mesh downwards from a slope top edge slope surface to a slope bottom, and extending the side slope steel wire mesh to a weir body downstream foot;
Laying a reinforced geomembrane at the bottom of the drainage groove, penetrating a plurality of geomembrane anchor rods on the reinforced geomembrane, fixing the reinforced geomembrane at the bottom of the groove, wherein the geomembrane anchor rods are arranged in a quincunx shape, and the reinforced geomembrane extends to a downstream foot of the weir body;
Reinforcing steel bar gabions are arranged at the bottom of the side slopes on the two sides along the length direction of the drainage groove, the reinforcing steel bar gabions are fixed at the bottom of the drainage groove through dead weight pressure, and the bottom ends of the side slope steel wire meshes are fixedly connected with the reinforcing steel bar gabions;
A plurality of rows of prefabricated pier stones are arranged in the drainage groove, at least two prefabricated pier stones are arranged in each row, a single row of prefabricated pier stones are arranged along the width direction of the drainage groove, the single prefabricated pier stone is fixed at the bottom of the drainage groove through a first anchor rod, adjacent prefabricated pier stones are connected through a second anchor rod, and the second anchor rod close to the side slope extends out of the prefabricated pier stone and is fixedly connected to the side slopes on two sides;
The single prefabricated mound stone is wholly prismatic table-shaped, has a main aspects and a tip, and its main aspects is towards the incoming water direction, and the tip is towards the direction of being away with the water.
2. The construction method of the weir lake antiscour drainage groove according to claim 1, wherein a plurality of layers of reinforcement gabions are arranged at the bottom of the side slopes on two sides, each layer at least comprises two reinforcement gabions, the reinforcement gabions are connected in a binding manner, the reinforcement gabions on the two adjacent layers are arranged in a staggered manner, and the reinforcement gabion on the upper layer extends out to the side slope surface relative to the reinforcement gabion on the lower layer.
3. The construction method of the dammed lake anti-scouring drainage groove as claimed in claim 1, wherein horizontal anchor holes are formed in the end faces of the large end and the small end of each prefabricated pier stone, second anchor rods parallel to the water flow direction are arranged in the horizontal anchor holes of the end faces of two adjacent rows of prefabricated pier stones, and the two adjacent rows of prefabricated pier stones are fixedly connected together;
Vertical anchor holes vertical to the bottom of the chute are formed in the top of the large end and the side wall of the bottom in a penetrating manner, first anchor rods are arranged in the vertical anchor holes, and the single prefabricated mound is fixed at the bottom of the chute;
Horizontal anchor holes are further formed in the side walls of the two sides of the large end, and the horizontal anchor holes are formed in the horizontal anchor holes of the adjacent prefabricated pier stones in the same row and are arranged on the second anchor rods perpendicular to the water flow direction, so that the adjacent prefabricated pier stones in the same row are fixedly connected together.
4. The construction method of the dammed lake anti-scouring drainage groove as claimed in claim 3, wherein the concrete connection structure of the prefabricated mound close to the side slope and the side slopes on two sides is as follows:
One end of the second anchor rod extending out of the prefabricated pier stone is sleeved with an inner sleeve, and one end of the second anchor rod extends out of the inner sleeve; an anchor hole is formed in a corresponding position on the slope of the drainage groove, an outer sleeve is fixedly arranged in the anchor hole, a base is arranged at the bottom of the anchor hole in the outer sleeve, the bottom of the anchor hole is the end of the anchor hole in the slope, a rigid sleeve is welded on the base, the outer diameter of the rigid sleeve is equal to the outer diameter of the inner sleeve, the inner diameter of the rigid sleeve is equal to the outer diameter of the second anchor rod, and the central line of the rigid sleeve is superposed with the central lines of the second anchor rod and the anchor hole; the rigid sleeve is externally sleeved with a filling sleeve, the filling sleeve is externally sleeved with an anchoring sleeve, the outer end of the outer sleeve is fixedly connected with an outer sleeve end plate and fixedly connected to a slope through a fixing anchor penetrating through the outer sleeve end plate, the outer sleeve end plate is fixed at the outer end of the outer sleeve, the center of the outer sleeve end plate is provided with a through hole for the filling sleeve to pass through, the diameter of the through hole is equal to the outer diameter of the filling sleeve, the filling sleeve extends out of the outer sleeve end plate, the extending end of the filling sleeve is provided with threads and is sleeved with an anchoring nut, the anchoring nut penetrates through the outer sleeve; the second anchor rod penetrates through the filling sleeve and extends into the outer sleeve, and one end of the second anchor rod extending out of the inner sleeve extends into the rigid sleeve.
5. A construction method of a weir lake erosion resistant drainage groove according to claim 4, characterized in that, when installing, the inner sleeve and the second anchor rod are welded together, the corresponding position on the slope of the drainage groove is provided with an anchor hole, the hole is cleaned, then an outer sleeve is fixedly arranged in the anchor hole, the rigid sleeve is welded on the base, then the base and the rigid sleeve are installed into the outer sleeve together, then the rigid sleeve is sleeved with the filling sleeve, the anchoring sleeve is sleeved on the filling sleeve, the filling sleeve extends out of the outer sleeve, then the outer sleeve end plate passes through the filling sleeve and is fixedly connected with the outer end of the outer sleeve by a fixed anchor, then the anchoring nut is screwed into the end of the filling sleeve extending out of the outer sleeve, the second anchor rod is sleeved into the filling sleeve, and one end of the second anchor rod extending out of the inner sleeve extends into the rigid sleeve, then the anchoring nut is screwed, and the anti-loose bolt is screwed into the outer sleeve end plate and the outer sleeve, so that the anchoring nut is fixed on the outer sleeve.
6. The construction method of the weir lake erosion resistant drainage groove according to the claim 1, wherein in the step (4), a plurality of gravel accumulation pits with the depth of 2.0-3.0 m are dug at the most front part of the drainage groove.
7. The construction method of the dammed lake anti-scouring drainage groove as claimed in claim 1, wherein a part of accumulation bodies at the upstream of the damming body is reserved before the drainage groove is excavated in the step (3), excavation is not performed, and the impervious wall is constructed on the basis.
8. The construction method of the anti-scour drainage groove of the barrier lake as claimed in claim 1, wherein in the step (1), geological investigation is carried out on the upstream and the downstream of the actual barrier body, a typical section is selected on the upstream of the barrier lake, and the section of the barrier lake is measured by using the existing monitoring instrument; the area of the water channel of the barrier lake is the sum of the area of the water passing section of the barrier lake and the area below the dead water level. Calculating the area of the water channel under different water levels by adopting a trapezoidal method according to the measured data of the section of the water channel of the barrier lake, and counting the characteristic values of different monitoring sections, such as average water depth, maximum water depth and water surface width, so as to calculate the reservoir capacity of the barrier lake under different water levels; calculating the surface area of the barrier lake at different water levels by using the monitoring data, and plotting relation curves of the surface area-water level of the barrier lake and the surface area of the barrier lake under different water levels as horizontal coordinates by using the water level of the barrier lake as a vertical coordinate;
And predicting the water level change condition of the barrier lake according to the acquired real-time monitoring data such as the flow rate of the barrier lake, and comprehensively judging the feasibility of the drainage groove excavation according to the water level rising speed of the barrier lake, road conditions, field construction conditions, constructors, equipment and logistics support conditions.
9. The construction method of the weir lake antiscour drainage groove according to claim 1, characterized in that after the drainage groove is constructed, the upstream accumulation body is dismantled by directional blasting.
10. The construction method of the dammed lake anti-scouring drainage groove as claimed in claim 1, wherein when the drainage flow is 0-10000 m 3When the flow is per second, 3-5 rows of prefabricated mounds are arranged along the length direction of the drainage groove, and when the drainage flow is 10000-20000 m 3When the flow is per second, 5-8 rows of prefabricated mounds are arranged along the length direction of the drainage groove, and when the drainage flow is more than 20000m 3And when the flow rate is/s, more than 8 rows of prefabricated pier stones are arranged along the length direction of the drainage groove.
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